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Specifications (17) vvIji Z0)7- Doo/3 114 12 FoH 1 tom ~ - _ Structural Engineers CT �'!N Gy I`N E E 'R I N'G. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) Drrirra-nrIru 1,4 RA#15238 �.��:.�. Structural Calculations ` r`" 11. h River Terrace co,`F.-'G{N , ,, Plan 3413.2 60 Elevation A " 4REcNk Tigard, OR 40„S ,G�� r. Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: M it bran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING' 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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;Sl9MMARY ROOF Roofing 35 psf Roofing future 00 psf 5/8"plywood (�S.B.) 22 psf Trusses at 24"o.c. 4.0 psf Insulation 10 psf (1) 5/8"9YPsum ceiling 2 8 psf M sc/Mech. 1 5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4 0 psf NO gypsum concrete 00 psf 314"plywood'(O S.B.) 27 psf joi' t at 12" 25,psf Insulation 10,';psf (1) 1/2"'gypsum ceiling 22';psf Misc. 2';6'psf FLOOR DEAD LOAD 15.0 PSF 0 _ . . I— (2)2X10 HOR I — I 6X10 HD - .1. 111 —i---.......,--- _e 1 `nl RB.al I RB.a2 DU O D r•-) _0 Z 54,24 i rrwrrC711110 I22"x30"1 I ATTIC I 1 u= IACCESSI L__1 ��z l.v o 11 a tY o U cn Z 8 _ U D • N J DLU 12 I— ,, ."... .... ... • ===: ..." "". .... ........„...... .............. ....... ............. .... p .... .....: ..::. :...: ..... j 1`..... ;.::. •.....: :,...'Zj.'.`.:.: '..°,..: '.'...:"j........ UO F B.a 4 ..ag..... 1 GT GT.a1 (_2))2X8 HDP •A.. .s '.e2,�ZX$.NSR.g \�f J :2_..:_!..:.:_.::_.=:_:::.L.: .. ....... *=--I-.-� --L— RB.- 5 RB. :5 1 I — I MIN. -IDR MIN. HIRE I J GABLE END TRUSS fil .. .... . ... . [Man 3413.2A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL P6 MSTF.--37 MST37 . i o MS TR 'I 0 . i 0 i 1 , Y ...:. 0 L2 O1 r. ===, fes, 4 THIS0::_6DSIDLip R1 E THIS P6TN///SIDE 1,0 P C) it z• ,0 .:11111.; _ Ait.L1 L tIli 44k L ;:£ ; gxa Loft Ss . BR2 I ."- MST37 MST37 EXTEND f simmogmw.im:ii.'[.:14 BR1 0 SHEATHING T A MST37 M .... .._. .,xf,? �t� P6 E; �.. c� Fx TOP C dal.-8 MST37 MST37 S1.2 00 C f STHD14 STHD14 I 6160 f fP 6X12 HDR .. .._.... . :....,,,'-o, //. —STRIO STHD74 '_ -- - . ''' 2) t IIR ..,,,if";2X8 HDE/ (2).2X8 HDR 4X12 HtDR 2)248 FiOR ..:- I ---- - ' I • j}i. .........2:.1NN ST 'OS o SII -I II �I, W/ IM D w 1112 ' S IIS ' !I 1=~ -41 AOH 'IDE N. .. '- :, 1 N Fr RE' _,' \$•VE �I , cv. : N:,,i :: . . W O s a �'X. 1- 1_,,.: ... . . . .. . i ..,11!1, in. ::: „• ..;: of _, Lii .....:......... 1ii., , ::• .,• ,., ,, . ,, FIXTRE -T .-1, - A:0 11 I 111 I s e o • Al IHill ---- -- - , III ( x THIS�/ • -- J1! e^i SIDE F6 L` 5Y41 1% FB BaRING WALL --'•'""" ', " -'".•'''''•- , I,I''.---'CIO I • - .:�� I l'. BEARING LL SIDE B RI W THIS S 1 �/ _ ll] �'� 14 ill A, Ss.ysffr F;s% s y �•X: .,�t�s :�:.,� ...s;4v..-f •.v�4•�/ _ _ -.�ii �j \ B \. / t. ...... �.,: - I i / " Pd. BEA"INI! WA L I I _Q \ /........�„,.:„: . �>.:. I 7HD14 S HDI-... HIB ;' \ / , e cv ::— � x EL A'r M LL-1 L---� \/ST a01--111:. AIR h/zRAMING '''''.1.,,,A o Ti,:,Th I / \\ g'of I� I \ `s m / \ L<' €// \1 n t i st' ;,: .:::•:-, t0 1 k ll ... \ C fr • �l is i/ \� .1 = 4,,,:z II / • II/ 3/ W\\ I N GT ABOVE ' Gr ABODE li/ \1 N :. 7X18 BIG EEAM 1DR1 P' 1)ai 2 2X8 HDR `, LSL 13/4x14 RIM ,\I FLOOR F TO RIM �,, RIMI$OARDD — 11 LSL 341X1'- 1 I 411111 ' 1 ,!:F EXTEND _�1 I 1.CONT.1- ,4X12 OR CHORD� `"�'�,�' _ m ---® t:• [ - B.1• - n N7L. 111. _ -- --- --- RIM ®�> r LSL 1%4X14 RIM..... STHD14 m ITIP1 18 b.12 ellROOF TRUSSES STICK FRAME ® S6.1,�� VTR I .�2X8 FDR STRUCTURAL FACISA II I -g.16--- 1 I I.J. ®.B�a1__-^-1-1-----74X1-0-HD-R-7--- '1, 1 4X4 POSTAft 41, 4X4 POST PLATE HEIGHT AT SEE'SHEET A9 UPPER LEVEL: 8'-1” FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. .. MAIN LEVEL: 9'-1" Pian 3413.2A MAIN LEVEL SHEARWALLS UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL P.T. 6X6 e POST TYP. L' BB.2 7I.1 s .. ""-_. -'. P.T. 6X,8 HD- r ci:�o oo-co X PT LEDGER 0 END TRUSS 0 0_4, 4 D1�_ :n,. BB.1 .g- 5THD14• ®B.4 STHD14 _ 3 �� M _ _____ _ ,.�� IW(2)2X10 HDR 4X10 HDR (L)2X10 HDR �y 61'.Hy '• 11 Z.-.7. 2) 'NG S-UD ' 6x12 E DR W/ 'IM STUD EAC SIDE MIN. I X Q 6 O •T N � • of j , ABOVE ¢ Irj Q U N a F- r cn~ 0 J 0] BB 5BH 6 6X6 POST BB 1 _ LS 5Ya 11 FB BRG NALL BO !7 LSII 5)/4'11743 B iIS�/ 1 1 -- I � DE FURN � f BRG WALL Fs f 11 I 1 I1 L --' 1 s �-,�" ( v i •THIS SIDE \ P4 y `STHD14 STHD14 `, ; 3.5" DIA. HOLE PROVIDE i BRG WALLI 3" CLEAR TO TOP AND I BOTTOM OF BEAM FOR i Amo E. 1 PLUMBING WASTE LINE i X II PLANT SHELF I I ^1I IFR�AMIVG RAISED PLATFORM UI,BRG WALLI SLAB ON GRADE 2x6 AT 16" O.C. i o SEE FOUNDATION PLAN (A6) 1 4111 'IR'}s RINGER 'L, t [LIII::::Tx�� AeovE 9 m 0 1 NV 1 CRAWLSPACE 1 L L 1 r 1 1 L J I L - FIXTURE ABOVE— 1 1 L __J'-- L J 2D'-10" 445/ 4'-11" 6-834" 6.-834" 2'-034" l f ( s Vii-- I a J I Reuss LT1 -,r- _ - ---I- I I I I I L_J t L_J L-J ABU44 in 1 3W' CONC. SLAB 9 ° I-0'-11" I 56.0 t� T.0.S. 34'-0" 11'-274" 1. 5'-0" 4'-7Y 13'-2" I 1 -0'-4" I 8 T ST - T.0.S. 51.2 `" -I +IDi10 3 /[STDH STHD14\ '•,',7-' T I lil„lll��,,,,��,,,,,,N,,,,l/i/,//,/,N��//��/�� viii iiiiiiiiii� I O o 1 r 0 2x4 PONY STHD14 I I I I-0-2Y4"i WALL C"0'-11441 I 1 n I -� 1 • 0 ++2'-2313"1 I+2'-2313"H--0 18"x18"x10"FTG. I I O W/(2)//4 EA. WAY 8"+ o 'n (TYP.U.N.0.) I I 'n 3-SY4_ 6-3" 6-3" 6-3” 6-3" 1. 3-834_ o 1 I N 4x4 POST TYP SEA I I' N IL1 r_4.,� r TYP. U.N.O. E 1� 4X8 HDR I-t-I t-I II I • IIJLJick L_J L_J L_J L_J I I 16 N 04 • ®� INSTALL SYSTEM TO ALLOW I-- . o 0I +0'-0" 0 ADEQUATE DRAINAGE BENEATH L, 1 a BASEMENT SLAB ON GRADE CONDITIONS O +6' 233" a~ FINISHED FLOOR o u, I a L5 30"X30"X10" FTG. I+6'-2313"I in 1 o W/(3) #4 EA. WAY 6'-11Y4 6.-134" 6'-0" 5." 5'-1034" 6'-2" J F 3RG WALL 1 -T TABU 6X6 POSTS W/FTG N ✓ I r+� I c' 1 4X10 HDR 1. ASE TYP. IIN IT L+7'-1134 L_J FJRNACEJ ,_q{48 PTI � I L -I,. THIS P6 0' ABO-VE—_� �� 6'-03/2 1 N• SIDED _ . 1 Irt[JRNJ — " l i ,L..` to *1 2'-1032 rL 4'-4" THIS o n J O C-I tlJ", SIDE �STHD74 STHD14 -1 I V,;;I;;,;;;A—. +8'-1111"I I+8'-0'r4„I L_ a I+7'-113§” T.O.W. T.O.S. I +: o BRG WALL 2'-1032" IQ 4'-4" W/FTG -- FI VERIFY GARAGE SLAB HEIGHT Ia WITH GRADING PLAN F 11. -- J L I+8'-103'4" 3 " CONC. SLAB p2 MIN. 16"w x 24"h _CRAWL SP. 1. 2x6 ® N ACCESS 9.YV m WALL E HATCH + 113b" WALL ▪ 3 '////I //%Jl/�/1/// ll/lY//o//l///i N O 0 STEPPED - a FOOTING AS 3 I INSTALL CONTINUOUSLY NEEDED PER n D1 I +5'-6" OPERATED IECHANICAL GRADE lag",-6- VENTILATION SYSTEM I AT THE CRAW.SPACEn I T.O.W. OPEN FOR I 21'-53" 1+8..4111/21 MECHANICAL VENT 2 T b ID-7- 3x1./ BLOCK OUT r, 0- AI E_I CO STEM WALL TYP. _-- - - -J I I I+8'-911"I 1 N T.O.S. VP — A- 1 ' - I --/I /j ` FIXTUREABOVE ° STHD14 QSTH014 fi I NW CO 0 �-—, 1 a ♦ a o 6'-42 j FOUNDATIC_N ,� i Y" 6'-6" s '� REVISIONS 31i' CONC. SLAB SLOPEgq3" IO T In T NOTE:PROVIDE S T HDI4RJ y —6x6 POST IN LIEU OF STHD1 4 AT RIM l i / WITH ABU 6x6 POST WITH JOIST CONDITIONS i ABU BASE—°--g- _.. .4___ BASE } t--t a 4-0" ,L _ %,±....1. { 14'-0" I 4Y4 FRAMING CONTRACTOR SHALL l� VERIFY HOLDOWN LOCATIONS PRIOR . 8" ITOP OF SLAB TO POURING FOUNDATION. Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Roof Framing Description 3213A ROOF GT reactions Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade 'ouglas Fir,24F- Douglas Hr,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No _Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions .a @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: 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 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Roof Framing Description 3213A ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x10 6x10 2-2x4 2-2x8 2-2x4 2-2x10 2-2x4 Beam Width in 3.000 5.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.500 3.500 7.250 3.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hein Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.50 Dead Load #/ft 315.00 315.00 60.00 315.00 60.00 60.00 60.00 Live Load #/ft 525.00 525.00 100.00 525.00 100.00 100.00 100.00 Results Ratio= 0.8286 0.8764 0.2405 0.3678 0.3274 0.1878 0.8084 Mmax @ Center in-k 38.11 70.87 2.16 11.34 2.94 8.64 7.26 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.75 fb:Actual psi 890.9 856.7 352.7 431.5 480.0 202.0 1,185.3 Fb:Allowable psi 1,075.3 977.5 1,466.3 1,173.0 1,466.3 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.9 71.6 27.7 52.1 33.6 19.3 56.3 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 866.25 1,181.25 90.00 472.50 105.00 180.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 300.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 480.00 440.00 @ Right End DL lbs 866.25 1,181.25 90.00 472.50 105.00 180.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 300.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 480.00 440.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.044 -0.008 -0.005 -0.015 -0.007 -0.089 UDefl Ratio 2,617.7 2,050.3 4,587.6 7,766.6 2,889.0 10,585.6 744.5 Center LL Defl in -0.042 -0.073 -0.013 -0.008 -0.024 -0.011 -0.148 UDefl Ratio 1,570.6 1,230.2 2,752.5 4,660.0 1,733.4 6,351.3 446.7 Center Total Defl in -0.067 -0.117 -0.021 -0.012 -0.039 -0.018 -0.236 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.750 UDefl Ratio 981.6 768.9 1,720.3 2,912.5 1,083.4 3,969.6 279.2 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 . - - Desceiption: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 4121_(c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Floor Framing A Description 3213.2A 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.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x12 2-2x10 2-2x10 4x12 2-2x10 2-2x10 LVL:3.500x14.000 Beam Width in 5.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 11.500 9.250 9.250 11.250 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 Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Larch,No.2 Lards,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 Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 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 415.00 415.00 415.00 415.00 160.00 160.00 Live Load #/ft 525.00 525.00 525.00 525.00 100.00 100.00 Start ft End ft Results Ratio= 0.7526 0.5952 0.4534 0.8340 0.3107 0.0924 0.7300 Mmax @ Center in-k 94.43 27.38 20.86 70.10 14.29 4.25 194.04 @ X= ft 3.25 1.75 1.50 2.75 2.75 1.50 7.00 fb:Actual psi 778.9 640.0 487.5 949.6 334.1 99.4 1,697.1 Fb:Allowable psi 1,035.0 1,075.3 1,075.3 1,138.5 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 81.8 78.9 61.1 107.5 33.7 12.5 118.8 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 Reactions @ Left End DL lbs 1,836.25 988.75 870.00 1,595.00 . 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 @ Right End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.007 -0.004 -0.018 -0.014 -0.001 -0.125 UDefl Ratio 3,833.7 5,663.3 8,760.5 3,672.5 4,711.9 29,034.7 1,339.5 Center LL Defl in -0.033 -0.012 -0.007 -0.030 -0.011 -0.001 -0.334 UDefl Ratio 2,341.7 3,459.2 5,265.4 2,207.3 5,889.8 36,293.3 502.3 Center Total Defl in -0.054 -0.020 -0.011 -0.048 -0.025 -0.002 -0.460 Location ft 3.250 1.750 1.500 2.750 2.750 1.500 7.000 UDefl Ratio 1,453.7 2,147.5 3,288.7 1,378.7 2,617.7 16,130.4 365.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 - Description Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Floor Framing A Description 3213.2A FLR FRMG 2 OF 3 _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x10 LVL:1.750x14.000 LVL:1.750x14.000 2-2x10 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 3.000 1.750 3.000 3.500 Beam Depth in 9.250 14.000 14.000 9.250 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 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 850.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 150.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,300.0 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 Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data ..,..,....r.... 3,sv ..... �A..u,..: .»..say,.. .?:Y. ._..,. ....e. ...,:.A-. . ,. ,...... ... ........... ..._.. ... S. ..... ».,[..s'%. .... ..,....,. Span ft 4.50 6.00 18.50 3.00 6.25 3.00 17.00 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 3.000 10.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,430.00 . LL lbs 4,045.00 I _� @ X ft 0.500 Results Ratio= 0.5012 0.4469 0.4520 0.0371 0.2032 0.2080 0.9763 Mmax @ Center . in-k 20.05 59.40 42.60 1.48 31.05 6.41 82.06 @ X= ft 2.25 3.00 8.07 1.50 3.12 1.50 10.00 Mmax @ Cantilever in-k 0.00 0.00 -69.09 0.00 0.00 0.00 0.00 fb:Actual psi 468.6 1,039.1 1,208.6 34.7 543.2 244.0 1,111.5 Fb:Allowable psi 935.0 2,325.0 2,673.8 935.0 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 53.3 124.5 73.9 4.4 64.1 29.5 48.8 Fv:Allowable psi 150.0 310.0 356.5 150.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 405.00 900.00 143.72 45.00 781.25 352.50 403.47 LL lbs 1,080.00 2,400.00 740.00 120.00 875.00 360.00 830.44 Max.DL+LL lbs 1,485.00 3,300.00 883.72 165.00 1,656.25 712.50 1,233.91 @ Right End DL lbs 405.00 900.00 3,681.28 315.00 781.25 352.50 538.53 LL lbs 1,080.00 2,400.00 5,802.43 840.00 875.00 360.00 939.56 Max.DL+LL lbs 1,485.00 3,300.00 9,483.72 1,155.00 1,656.25 712.50 1,478.09 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 ' Description: Scope: Rev: 580006 Pae 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:FIoor Framing A Description 3213.2A FLR FRMG 2 OF 3 Center DL Defl in -0.006 -0.014 0.038 -0.000 -0.014 -0.003 -0.177 L/Defl Ratio 8,363.9 5,105.1 5,797.7 169,368.9 5,420.0 10,410.6 1,149.7 Center LL Defl in -0.017 -0.038 -0.340 -0.001 -0.015 -0.004 -0.320 L/Defl Ratio 3,136.5 1,914.4 653.1 63,513.3 4,839.3 10,193.7 638.0 Center Total Defl in -0.024 -0.052 -0.321 -0.001 -0.029 -0.007 -0.497 Location ft 2.250 3.000 8.732 1.500 3.125 1.500 8.704 L/Defl Ratio 2,281.1 1,392.3 690.8 46,191.5 2,556.6 5,150.5 410.3 Cantilever DL Defl in -0.072 Cantilever LL Defl in -0.005 Total Cant.Defl in -0.076 L/Defl Ratio 944.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:FIoor Framing A Description 3213.2A FLR FRMG 3 OF 3 Timber Member Information :.ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a15 B.16 B.a17 B.18 Timber Section Prilm:7.0x18.0 2-2x10 4x10 2-2x8 Beam Width in 7.000 3.000 3.500 3.000 Beam Depth in 18.000 9.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade 'osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 20.00 4.50 14.00 3.50 Dead Load #/ft 150.00 90.00 75.00 150.00 Live Load #/ft 400.00 240.00 125.00 400.00 Point#1 DL lbs 4,455.00 490.00 LL lbs 7,425.00 1,335.00 �_, @ X ft 11.500 1.750 Results Ratio= 0.7802 0.2179 0.9485 1.03120 �Mmax @ Center in-k 1,017.50 10.02 58.80 29.27 @ X= ft 11.52 2.25 7.00 1.75 fb:Actual psi 2,691.8 234.3 1,178.1 1,113.7 Fb:Allowable psi 3,450.0 1,075.3 1,242.0 1,080.0 Bending OK Bending OK Bending OK OverStress fv:Actual psi 137.4 26.6 58.1 106.5 Fv:Allowable psi 345.0 172.5 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions ,..,:.':a. .:::..}..St .,:::;z:«r .r...'•,. ;:;,.<. n.» ..,.i': .. :::: ,... _ ......-.. .. >.N a..>.:. .o ., ... -., w..,..m w.. .r ..<?'k-&' a m,.. ..e... @ Left End DL lbs 3,393.37 202.50 525.00 507.50 LL lbs 7,155.62 540.00 875.00 1,367.50 Max.DL+LL lbs 10549.00 742.50 1,400.00 1,875.00 @ Right End DL lbs 4,061.62 202.50 525.00 507.50 LL lbs 8,269.37 540.00 875.00 1,367.50 Max.DL+LL lbs 12331.00 742.50 1,400.00 1,875.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.238 -0.003 -0.176 -0.008 UDefl Ratio 1,006.7 16,727.8 957.2 5,070.0 Center LL Defl in -0.469 -0.009 -0.293 -0.022 UDefl Ratio 511.3 6,272.9 574.3 1,876.9 Center Total Defl in -0.708 -0.012 -0.468 -0.031 Location ft 10.320 2.250 7.000 1.750 UDefl Ratio 339.1 4,562.1 358.9 1,369.8 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 _(c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.1 BB.2 BB.3 65.4 BB.5 BB.6 BB.7 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL:5.250x11.875 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 Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fir,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 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 @ 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 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 L/Defl 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 3413_DL.ECW: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 allowables are user defined BB.8 Timber Section LVL:1.750x11.875 Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade iLevel,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 L/Defl 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 LJDefl Ratio 4,119.6 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 (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 allowabies are user defined TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- iLevel,LSL 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 „A :`: ,....: °C.F�Sfa" ':.: ..., .,',.':3}v..u�...5.;<. , ,::;R , :>.:.,5,,., v.,::,, .•e:< ....,...a.,. ,. .,. ,..,. ,. ..> ,,..f,.,,,.5°C;YS,.f�;t:..,.',>i.54c; .n,+S9.N"�.Scx{„iR.r< xA`> ,... @ 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 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 2/36 . UDefl Ratio 862.3 916.9 1,224.6 TJI JOISTS and RAFTERS 1 1 1 { I 1 Code 1 Code 1 Code Suggest Suggest Suggest; Lpick { Lpick Lpick Lpicka • Joist 111 b d Spa. 1 LL DL 1• M max V max' El L fb L Iv L TL240 L LL3601 L max TL deft. ' LL dell. I 1 L TL360 L LL480 L max TL deft TL dell LL def!ILL dell size&grade I width(Ir)1 depth(in.) (in.) I (psf) (psf) (ft-lbs) (psi) (psi) (ft.) I (ft.) (ft.) (ft.) (ft.) 1 (in.) 1 (in.) I (ft.) (ft.) (ft) (in.) ` ratio (in.) 1 ratio i I 1 9.5"TJI 1101 1.75E 5 9.5 19.2: 40 151 2380 12201 1.40E+0B 14.71 I 27.73 15.231 14.801 14.711 0.661 0.481 13.31 13.45::•!!:',,!.13.31.! 0.441 360 0.32) 495 9.5"TJI 110) 1.751 9.5 16) 40 151 2380 12201 1.40E+08 16.11 33.27 16.191 15.731 15.731 0.721 0.52 14.14 14.29 14 14= 0.47; 360 0.341 495 9.5"TJI 110; 1.75; 9.5 121 40 151 2380 1220; 1.40E+08 18.61 44.36 17.82; 17.311 17.311 0.79; 0.58 15.57 15.731111,1111,1111115.5T, 0.52; 360 0.38) 495 9.5'TJI 110 1.75, 9,5 9.61 40 151 2380 1220 1.40E+08 20.80 55.45 19.191, 18.641 18.64' 0.851 0.62 16.77 16 94 16.77 0.56; 360 0.411 495 9.5"TJI 110) 1.751 9.5 19.21 40 101 2500 1220' 1.57E+08 15.811 30.50 16.34 15:371 15.371 0.64: 0.511 14.27 13 97 13.97 0 44) 384 0.351 480 19.5' TJI`110 1.75 -'9.5 16 h 40 10 2500 h 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34: 0;68 0.54 1`5'.17 :14.84 14.84 046 384 0 37 480 9.5'TJI 1101 1.75. 9.51 1211 40 101 2500 1220 1.57E+08 20.001 48.80 19.111 17.981 17.98j 0 751 0 601 16.69 16 34,::: ::.,!,:!,1!.11.1.6.34..„, 0 51 384 0 411 480, 101 2500 1220. 1.57E+08 22.361 61.00 20.58 19.37: 19.37, 0.81 1 0.65 I 17.98 17 60 i17 60. 0.551 384 0.441 480; 9.5'TJI 1101 1.751 9.5� 9.6' 40 i i ,.......... • • 9.5"TJI 210. 2.06251 9.51 19.2; 40 101 3000 1330; 1.87E+081 17.321 33.25 17:321 16:301 16 30; 0.681 0.541 15.13 14.81 14 81 0.46.I........384.........0,371....::....480 9.5'TJI 210 2.0625 9.5 16 I 40 5 10 3000 1330 1.87E+:08 18.97 39.90 1;8 40 17 32 17 32 0.72 0 58 16'.08 15 74 15 T4 0 493840 39480 9.5"TJI 210 2.0625: 9.51 121 40 101 3000 13301_ 1.87E+08 21.91' 53.20 20.261___ 19.061 19.064. 0.794 0.64) 17.70 17.32 17.32 0.541_ 384 0.47_1 480 9.5"TJI 210; 2.06251 9.5 9.61 40 10. 3000 1330 1.87E+08 24.49 66.50 21 821 20.53: 20.53 0.861 0.681 , 19.06 18.66 18.66; 0.581 384 0.47) 480 • i 11 9.5"TJI 230; 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.83; 16.831. 0.701 0.56E 15.63 15.29 15.29 0.481 384 0.381 480 I ; 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 9.75 0 60 16:60 16 25 16 25 0 51 384 0.4:1 480 9.5"TJI 230; 2.31251 9.51 121 40 101 3330 13301 2.06E+08 9.5"TJI 2301 2.3125) 9.5, 9.61 40 101 3330 1330; 2.06E+08 25.818 53.20 20.921 1 66.50 22.54 2119.691 19.69; 0.82; 0.661 1 18.28 17 89 17 89 0.561 384 0.451 480 1 : j I ! 21.2 21.2 0.881 0.7 1 19.69 19 2 0 601 384 0.487: 480 1 1 1 7 1927 11.875"TJI 1101 1.75; 11.875! 19.21 40 10; 3160 1560; 2.67E+081 17.781 39.00 19.501 18.351 17.78' 0.671 0.541 17.04 16.67 16.67: 0.52k 384 0.421 480 11875'TJI 110 1.75 1 11.875 16 40,!'.: 10 3160`:::1560 (2.67E+08 19.47 46.80 20.72 19 50 19.471 0.81 0 65 18.10 17.72... 17.72 ,0.55 .384 0.4.4 :.480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 1560; 2.67E+081 22.491 62.40 22.81; 21.461 21.46; 0.891 0.721 ; 19.93 19.501..p..',19:40:, 0.611 384 0.49; 480 11.875"TJI 1101 1.751 11.8751 9.61 40 101 3160 1560; 2.67E+08, 25.141 78.00 24.571 23.12, 23.12; 0.961 0.771 21.46 21.01 21 01 0.661 384 0.531 480 i i 1 , I , i 11.875"TJI 2101 2.06251 11.8751 19.2; 40 101 3795 16551 3.15E+08i 19.48 41.38 20.611 19.391 19 39; 0.81 1 0.651 18.00 17.62 17.62 0.551 384 0.441 480 11.875 TJI:210 ,:2 0625 11 875 161: .40 , 10 3795 1655 3.15E+08 21.34 49.65 21 90 20 61 20.61 i 0.86 0 69 :) 19.13 18 72 18 72 0.59 384 0..47 480 11.875 TJI 210; 2.0625: 11.8751 121 40 101 3795 16551 3.15E+08 24.641 66.20 24.101 22.68 22.68 0.951 0.761 21.05 20 61 20 6.1 0.6A1 384 0.521 480 11.875"TJI 210' 2.0625; 11.8751 9.61 40 101 3795 16551 3.15E+081 27.551 82.75 25.961 24.431 24.43 1.021 0.811 22.68 22.20 22 20 0.691 384 0.551 480 1 I 1 ' 11111111111111.1,11111,1111,111,111,1, .1 1 i 11.875"TJI 230; 2.3125; 11.8751 19.2) 40 101 4215 1655; 3.47E+08 20.531 41.38 21.281 20.031 .20.031. 0.831 0.67 1 18.59 18.20 18 20 0.571 384 0.45 480 11:875"TJI:'230 2 3125 ;1 11 875 16 i 40 10 4215 `1655 3.47E+08 22.49 49.65 22.62 ;21 28 .21.28; 0.89 0.71 1.9.76 19 34 < • 19 34 0:601111111111111,3841,,111:11111-0.A8 480 11.875"TJI 2301 2.31251 _ 11 8751 121 40 101 4215 165513.47E+08 25.971 66.20 24.891 23 421 23.421 0.981 0.78 I 21.74-------------21.28 21.28 0.671 384 0.531 480 11.875"TJI 230t 2.31251 11.8751 9.6, 40 101 4215 16551 3.47E+08 29.03 82.75 26.81', 25.231 25.23 1.051 0.84 23.42 22.93!,,11 :1:,,,,22.93! 0.721 384 0.57 480 : 11.875"RFPI 4001 2.06251 11.875, 19.21 40 10, 4315 1480; 3.30E+08 20.771 37.00 20 93; 19.691 19.69; 0.821 0.661 18.28 17.89 17 89 0.56' 384 0.451 480 19.01 11:875..RFPI:400 2 0625 11,875 16 40 10 :4315 '::1480 3.30E+OS. 2276 44:40 '22.24 .:'20.93 '. 20 93_ Os87 10.70 :; 19:43 ;;19.01 ;; .059 384 0..48 .480 11.875"RFPI 4001 2.06251 11.8751 12, 40 101 4315 1480; 3.30E+08 26.281 59.20 24.48; 23.031 23.03; 0.961 0.771 1 21.38 20.93 20 93 0.651384 0.521 480 11.875"RFPI 4001 2,06251 11.8751 9.6, 40 10, 4315 14801 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 0.831 I 23.03 22.54.. ___..22 54< 0.70; 384 0.561 480 Page 1 • D+L+5 CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2,3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr • ---------- --- KcE 0.30(Constant)> Section 3.7.1.5 Cf(FbJ Cf(Fc) 1997 NOS -� Cb (Varies) > Section 2.3.10 Bending Comp, Size Size Rep. Cd(Fb) Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud • Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load _Plate Cd (Fb)Cd Vic) Cf Cf Cr Fb Fc perpFc E Fb' Fc perp' Fc` Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf pl1 (Fb) ) (Fc) -.......psi -, psl psi -.._.._..psis -Psi psi Psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.53.5 16 7,7083 26.4 1730 0 0.9916 1993.4 1,00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993,4 1.00 1.15 1.1 1.05 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 67S 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3,5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1,00 0,00 _0.0_00 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378,09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0,9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25' 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 854 531 875.438 449.95 388.13 386.67 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 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.600.00 0.000 H-F#2 1.5 5.5 16 8.25 18,0 3132 0 0.2858 3132.4 1.00 1.15 1.3 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 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0,62 0.000.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287,1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139,02 138.41 1.00 0.00 0,000 SPF#2 1.5 5.55 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- 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 Ke1.001.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CLE-bL Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Come_ Size Size Rep.' _-- Cd () Cb Cd (F21 Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load i Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc Fce F'c is fc/F'c fb fb/ in. In. in. ft. pif psf plf (Fb) (Fc) psi psi _-psi psi psi psi psi _psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7,7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 , 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378,09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64-361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0,500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.516 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0,65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1,00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8,46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,0000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 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 i LOAD CASE (12-14) (BASED ON ANSI/AFBPA NDS-1993 - SEE SECTION: 2.3.1 2.3,1 2.3.1 3.7.1 3.7.1 - Ke 1.00 Design Buckling Factor D+L+W+SI2 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf b Cf(p21. 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp- Size Size Rep. Cd(Fb) Cb Cd(Fcj Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wiidth Depth Socinj Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd�Cd (Fc) Cf Cf Cr Fb-"Fc perp Fc E Fb' Fcperp' Fc* Fce F'c fc fc/F'c fb fb/ -_- in. in. in. ft. plf 1sf -�- plf jFb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1_fc/Fce,) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 67;* 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPFStud 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.780.589_ SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud _1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 _ 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5...i 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1376.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.31.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114' SPF#2 1,5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,0002,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144,26 139.02 17.78 0.13###### 0,979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033. 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 • • • D+L+S+.SW 1.CT#14189-BetahnyCreek Falls I LOAD CASE (12-15) ) _ (BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 7 1.00 Design Buck p Factor D+L+S+W12 - ------------ c 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS , Cb (Varies) > Section 2.3.10 Bending Comp_ Size Size Rep_ _ _ - _ Cd(Fb) Cb Cd EEL Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd (Fb)CdSFc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' FcFce F'c fc fc/F'c fb fb/ in. in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) • H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.880.77 167.82 0.403 • H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1,60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1,60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,368 506 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1,5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2_--1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.80 90.61 0.089 18.0 3132 4.065 0.3479 H-F#2 - 1.5 5.5 16, 8.25 ._.._...__..._._._..-�._____� .�____.___......._...._..._....__________ 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16;, 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.290.057 SPF#2 1.5 5.5 16 919.6 3287, 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089,25 850.16 531.23 0.6290.61 v-_-0.085 SPF#2 1.5 5.5 16 8,25 18,0 3287' 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531,23 0.56 73.17 0,059 SPF Stud 1.5 3.5 16 14,57 50,0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41,5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226,94, 220.14 139,80 0,64 463,51 0,594 • • • • • • Page 1 • D+L+S+.7E CT#14189-Betahny Creek Falls j LOAD CASE I (12-16) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3,7,1,5 Cf(F) Cf(Fc) 1997 NDS Cb (Varies)( > Section 2.3.10 Bending Comp NDS 3.9.2 Max.Wall duration _ Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3,7-1 duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load at?Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in, in. in, ft. pit psf plf �(Fb) (Fc) psi psi psi psi psi psi psi -.psi psi psi psi Fb"(1-fc/Fce), H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1,60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 8001,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1,5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993,4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7,7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76 188.85 0,421 SPF Stud 1,5 3.5 12 9 30.9 1410 3,57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0,358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 758.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1,5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#21.5 5.5 16 9 19,6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47' 0.075 H-F#2 1.5 5.5 , 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16. 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5,5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16.1 14.57 50,0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 f 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 i 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 1 180�ltkersat�St. ENGINEERING Suite 302 .,r Seattle,WA 98109 a : { 6)2854512 • FAX. Client- Page Number:. . (206)285.0618: 04p P _ft-A, , A9017 psr 0,...6, ' ( /501;) v.-- ths4e..) k Po tr-)11--is) ,--f20, _ witu- ,...,... 10:4, rtg.. ‘144)(40-1-ts = 3 = - = i 009 ., ‘ WL Q-H ) 11.4 4..1...... ii4,:, fik : gaviit 140 Paprq5 -----,- . ' ..... ..-- 197-1,4u V - --"Wii— r- grn, X415 -io 170 - ... 6,5 ( 2,w- re- as-Cts le sk --4 45- _ 44. 5stf e v, 4-4, I . 41737--fiL..... .:, - 2.7x°3- Li:les*: 50,.., 7-& if7,- ..oviitx , , e 71k*-- vt= 1,,er"fi 2. ------R. f„......„.1 ..... ek...).,9v FY 7- G. - - V V - kilt+ Structural Engineers .t84)Nickerson St. C T ENGINEERING Suite 302 Seattle W,I Project: ' '1)1) 1 17 [)ate: 98109 �.r�_,��..u.,,.r,�..�....�..,:,�..._W.�... _ (206)2£354512 • Client: } I __ t - • Page Number: (206)285-0618 • • 1 P . : 1 , ,Eirr--, ...,.k-Atts!.. , ,,,, cz:, , :&,..i)(7,,,.5. n: :' :'_,' ,1-.,:„,' , 1 : „.- .:, ,' ,‘ !:• •-•:: i.' .' (.-7-,! !, ,• ,-. 1 :: !,Lik)-A--h! ,: . R dam : ?&2 4s'5 ( riS " L•vJ tt?- . ,- ,,,,. i. . •-..,. ... .: .i. „„. .: -,.„,. „:, ...„, .,. , .„.., '„'.-., ,.',. „',,...,,'..',_. . 0 - „ : = ) 1 -'-- v . -YP i- ' -' - .. Ill?'''''':1‘;‘''.. ...t.,0— P6H.... •-••••ri-?,' ''-' .'•'.. i.' -•:'•-•.: : ,. -:• ....:_._/„..c.27.o ..,.:12tFT :,' :,.. -, .(.. .''',: i 0. ---:,•• ',. ,.,:r '', : ! • �` i " . • ••''' • ; ' , ', •',-• , •••:' ''-•:: '• „' , ,• ' '• ' ,• 16 ‘-‘ " .5z'• '• ' ' ' ' i• -,) '2.-k6PJ: '-' ' ' 11-- -r....4.."' .'" ', H''. :.. - 6 . . ' /-: ' ) 1?: :: , 'A':-- a' . y ..�..--. 6 ,•i)4- . - - et , iSzi . a) S t, '►. S te- ---= ► ..,•,-:',-:•I el.z.N..ekvIr..-,i.!', ,. _Jill...,.IV. .-,H......„,...,.....J......1.....H...1.....k........ 1,...... `-- r ? . .. ....... 4i A f - 3 .3:, k;. 1. 1b; 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverter-ace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 0 Soil Data 0 Footing Strengths& Dimensions 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 Wdth = 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 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 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OKThRebarianes = 8.00 Soil Pressure @ Heel = 382 psf OK Size = # 4 3,000 p Rebar Spacing18.00 Allowable = sf Rebar Placed at == Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft4= 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 psi= 93.1 Overturning = 6.13 OK 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 psi Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK So psi= 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 ft4 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 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' 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 = 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-Deo-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data 1 Footing Strengths & Dimensions 0 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 Footing poi!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 = 0.0 lbs Design Summary A Stem Construction 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 Thickness = 8.00 Size Soil Pressure @ Heel = 128 psf OK Rebar = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @Heel = 150 psf 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 Wall Stability Ratios Overturning = 2.56 OK 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 psi- Added Force Req'd = 0.0 lbs OKFs ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection = - Modular Ration' = 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 Pae 2 1 User.KW 0602997,Ver 5.8.0,1-Deo-20D3 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations 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 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 111 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calcuiations Description CANT RET WALL H=6' NO SOG Criteria 1 Soil Data 1 Footing Strengths& Dimensions 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 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 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 FootingilSoil 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 j 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 = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,547 psf OK Rebaricness = 8.00 Soil Pressure @ Heel = 205 psf OK Size = # 4 3,000 Rebar Spacing 16.00 Allowable = 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 Overturning = 2.38 OK Shear Allowable psi= 93.1 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= Fs ....for 1.5: 1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection 7ansmi 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 p SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 `Rev: 580010 Pae 2 1 c)19 2003 3997,Ver 5.8.0,ince ng So Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Summa of Overturning& Resistin• Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# 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_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions 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 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 4 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 ThSoil Pressure @ Toe = 1,761 psf OK Rebarianeszs = 8.00 Soil Pressure @ Heel = 744 psf OK Size = # 5 3,000 Rebar Spacing 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf fb/FB+fa/Fa 0.806 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 Overturning = 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 sl- Added Force Req'd = 0.0 lbs OK p ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results 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-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 = #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 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 2 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Summa of Overturnin• &Resistin• 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-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data 1 Footing Strengths & Dimensions 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 FootingllSoil 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 StemAxial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in ingemsearAxial 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 Soil Pressure @ Toe = 1,810 psf OK Thickness =88.05 Re Soil Pressure @ Heel = 1,092 psf OK Reba r Size # 5 3,000 p Rebar Spacing 5.00 Allowable = sf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual 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 Overturning = 3.19 OK Shear Allowable 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 psi- Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= 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 ft4 Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft4 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 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g 11 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' 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 = 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 Suite302 INC. Seattle,WA Project:,_t___4P '1Y1�► +' ''1•i®Qc Date: 91011, O,el 98109 (206)285-4512 • Client: 2072 ..€'? i Q6 Dc)wJ (1--(7as Page Number: (2 6)285-0618 k'ecis , Y W.' tib} • 44 Pte- -. 0 :•.97:,)(. ip•: t•,'.w•, ': 1 _ _ _ - • - _ - 4 ._. _ ,1 ._ _ • ; ct S' i ' , V - :_. - z ::9.2'7. '''' i : P� X25 h ,a: i.s,.0 ?ash : t • ,.. '. , , , '. ' ' • • ' ' ' ' ' ,0: ' : ; ; 15.4, •• : ' e ,, :, , : ,, i .., i ., : , : , „, : " : . . ,(2_,..„ , , , .,,,,,,..: _ • ...r._ . • ; . :: _,. . -„----4. . . . s., , . : • : :ze3. : ; ;, i _ ., „,:, t 4 . .. ... -_. _--�:•_. - - _ . -� .0._6> {{ q 1 :_ . . ii,., . ''..I f-- ' , i -24,.:1--.A.' 1:.14. ::!. •'''. ..i...''''''' '' gi)".'571165ireig'''...' ' ' He' ' ' - : •; - - '" ,, - '. ..• - ...-: ' . . . -;j)(jli PL4_,A47.Vc : I ', : '...', ; , oS Z til - o,, '• L :, 4 F • 1,,:t.#4411W-H- _ _ ,i,...:...... ,..._.:_.._:, . ; ..: ,; ; ; , ..7.: :,, .,54..,: i /4_) 02,T__, ,t 7. , , , , , , .. , , , : , . :. .Wk . F : ; : , : : i: ..: : , : J : ,) , 1 : : -,. .; ,,• ; , : -:„ ; ,, : : i ; Ae]A.:Li... '-.• i\I : , , . t,i ,-, _.,„,,,,„.,.: .4 , ,,i ::, ; ;. ,:• ;. -.. i. L..:. -i. i L..,,,,.._i t !;.. , :F:•:•H ...?„,..•:,, [.. ., •,...•,,... , ..,.., .., :„.:,.,.;,::,,,....::,......,„._. ‘13‘.. , .. - i _T.- __ _ .. _ __ • 7u 2>7 . F y : `i , Y, • 1 ; t '� i.- �9 ! fly Iu Z L X11 .i 2x 3 ,, '. ; ;;; ; • ; ; ; ::;; ' - '. ': ; • ; ,. ; Alf, Iti, 1; j .! -; I ; Structural Engineers :01 CVs 4-,?�^ /L 3 �i Design Maps Summary Report Page 1 of 1 UMS Design.. Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III y F SJ � } > r yy t Sc�'1L)t ar 3Y ' ,✓��yS s9 0 y v•F 't FF � l ' E stI I fQ • BYt USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMx = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICEA Response Spectrum Design Response Spectrum 1.10 . 0,00 #;g7 022 O.42 • ► x;:12 43,ss e• 0,40 0.22 41.1 0:11 0..02 0; 0 0,00 0.00 0.20 0.40 0.20 0.20 1..00 1.20 LAO 1,00 L.10 100 0.00 0,20 040 0.20 0.20 1.00 120 1_.40 1.20 1.20 Ptraad.T(see) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#15238: Pian 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 IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 ....... ...... ........ . 3. Site Class-Per Geo. Engr. S.C. =LP.: Section 1613.3.5 Section 11.4.2 I 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 S,= 0 50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php ...... ... ..... ... . 6. Site Coefficient(short period) Fa=.1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss Sens= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SMi= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 Sal=2/3*SM1 Sp,= 0.50 EQ 16-40 EQ 11.4-4 .................................................. . ..... . .. ....... . ................................................... 8. Seismic Design Category 0.2s SDCs= D : Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 _ ❑ 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 Do= 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 SIDS= 0.78 h„ = 29.50(ft) ............................................... .............. ............................. Sp,= 0.50 x = 0.75!ASCE 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=Sps/(RITE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sp,/(T*(RITE)) (for T<TL) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*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 Sl)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL WI w; *h;k IN, *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (ksf) (kips) (kips) Ew1 *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 20.501 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 Fp„ = DIAPHR. F. E F1 w; E w; FPX = EFA *w p, 0.4*SDS*1E*wp 0.2*SDS*1E*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.FPX Fp„ 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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)='! '1'1'42:.'00..!.!E:':..'42..00:ft. Roof Plate Ht.= 29.50 29.50 Roof Mean Ht.= 35.75 35.75 ft. -- -- ................................................... Building Width= ft. V ult. Wind Speed p 3 seg.case= 120: 120:mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.cunt 93,_ 93;mph (EQ 16-33) Exposure B B: l,,= N/A N/A Roof Type Gable Gable_ Ps30 A= 21.6' 21,6;psf Figure 28.6-1 ps3o a 14 8 14.8 psf Figure 28.6-1 Ps3o c= psf Figure 28.6-1 ps30 D 11.8 11.8;psf Figure 28.6-1 1.00` 1;00: Figure 28.6-1 Ke 1 00 1 00 Section 26.8 windward/lee= 1.00' 1.00(Single Family Home) *Kn*I : 1 1 Ps=A*Kzt* *Ps3a= (Eq.28.6-1) Ps A= 21.60 21.60 psf (LRFD) (Eq.28.6-1) • pss= 14.80 14.80 psf (LRFD) (Eq.28.6-1) psc = 17.20 17.20 psf (LRFD) (Eq.28.6-1) Ps D= 11.80 11.80 psf (LRFD) (Eq.28.6-1) Ps A and c average 19.4 19.4 psf (LRFD) Pse and 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; 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-W) 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 ki's LRFD kiss kiss 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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 29.50 29.50 0.00 0.00 0.00 0.00 9.25 9.25 10.52 10.52 2nd 9.00 20.50 20.50 0.00'; 0.00 0.00' 0.00 5.54 14.78 7.00 17.52 1st(base) 11.35 9.15 9.15 000', 0.00 0.00 0.00 5.58 20.36 7.05 24.57 9.15 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 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 11.35 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 I V(n-s)= 20.36 V(e-w)= 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips(LRFD) kips(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 = 7/167 NAIL SIZE nail size= 0.131"dia X 2 5"long STUD SPECIES SPECIES= H-F:or SPF SPECIFIC GRAVITY S.G.= 0.43' ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) II -- 0 1 0 1 P6TN 150'i 150 150.0 150 P6 `: 520i 2427301 339 P4 760' 353 1065. 495 P3 980' 456 1370 637 P21280' 5951290' 832 2P4 1520 707 : 2130 990 2P3 1960' 911 2740. 1274 2P2 25601 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS „::,,...,:,.„.:„:„:„.,..„.,:„.:„..„.:„:„,.,:„.„:„:„:„:„...„.,:.::,:,:„.:,,.,:::.„.:,...„,:.:::::,..,„,::.,,.:.„..,:,,,:,:„::„„,,.,„,. tsheathing= 1/2 NAIL SIZE nail size= 1 1/4”long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 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 p r,= 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 vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum 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• 0.151.73 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1..00 .0,00 0.00 0.00 0.00 0.00 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 O aO 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1-0a 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0•.0 • 1.00 •0.00; 0.00 0.00 0.00 0.00 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 D 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 0:00,; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1':00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1:00 .0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0A • 1..00 0.•00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 5.55 0.00 4.43 0.00 EV wind 5.55 EV EQ 4.43 Notes: denotes with shear transfer ' ** demotes 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 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 pc= 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 vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (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 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 00 00 1'.00 0.00,; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.66 0.00 0.00 0.00 0.83 0.83 • 0 00 00 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00. 00 1.00 a.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0 00:' 0.00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 00 00 1.00 0.0.0, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4To 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 0 010 0.0 1.00 0.'00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0`0 00 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 010 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0`0 0''0 1.00 . 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0.0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Oso 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 a s 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i0 0`0 O Q 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0"0 0 0 1.00 0.00;' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0`0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0'0 1.00 0.00;! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 E V wind 8.87 E V Ea 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum 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 L4 532.5 :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 1:00 0.351 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 a 0 0 o a 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0,0 1.00 0.000.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0'.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1..00 0:00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 a 0.0 0.0 1.00 0:00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1:00 0:00' 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0,0 i.0 1.00 0.00' 0.00 0,00 0,00 0.00 1.00 0.00 0 --- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 a oo 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0,00: 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00;, 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0,00 0,00 0,00 0.00 1,00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 O 0.0 0 0 1',00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0 0 1.00 0.00; 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 , 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 o 1.00 .0.00'• : 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0,00' 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1`00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00€ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00'i 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 400 0,00 0.00 0.00 0.00 ' 0 -0.0 0.0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 40 0.00.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0,0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0 0 0 0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0 0.0 Q 0 1,00 00;, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1065 1065 56.0 56.0=L eff. 3.94 8.87 5.71 8.97 EVwind 12.81 5VEQ 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= °19:ft. Seismic V i= 4.43 kips Design Wind E-W V i= 6.31 kips Max.aspect= 3.5'-SDP.WS 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 pc= 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 LOQ en. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM line Usum OTM ROTM Unet Unum sum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 Front BR2* 2611 6.8+ 12.3 1.00: .0..15: 1.14 0.00 0.80 0A0 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 40 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: 0:00. 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 00.0 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 Rear MSIR 725`: 18.0: 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 0A" 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0' 0.0!: .1.00 0.00;: 0.00 0.00 OAO 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01 0.0` 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0' 0.0 0.0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0'; 0.0' 1. 00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 010.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00- 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0: 0.0 0.0 1.00 0.00 is 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :! 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0:.. 0.0 1.00 ; 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1.00 0.00.1: 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 0.0' 1.00 ` 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 :< 0.00 0.00 0.00 0.00 0.00 1.00 0A0 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0! 1 00 0,00 0.00 0.00 0.00 0.00 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 E V wind 6.31 E V Eo 4.43 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: • CT#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= 35 SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind E-W V i= 10.51 kips Min.Lwall= 3.14 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Une1 Usum OTM ROTM Unet Usum Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 'Gar <ABWP 0 20 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 00:0 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT: 0 D0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00' 0.00" 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 04 0.0 1.04;' 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Dining 280.3 4.5 - 8.01 1.00'; 0.301 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:Q 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 0.01 1.00:: 0.Do 1 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .0.01 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 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 1.00E "0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 OTO' 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1 00`: 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0` 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 001' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 OA': 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0' 1.00': 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.0' 1.00: 0.00 0.00 0.00 0.00 0,00 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:A/wind 10.51 VEQ 8.97 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated 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 LOQ eff. C p 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 (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 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 -04:7- :1:T1114: 0 0.0. 0.0 id.LiR1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INT` GARS 897.5: 34.0:': 34.0`I 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,a-7- 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:: 0 0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 D.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' D 0,` 0.0' 1 00 0 DO' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 DA 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o'0 D.o o.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0; o o .1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o D.D D.0 1.00 o oa 0.00 o.00 o.00 0.00 1.00 0.00 0--- -- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 o 0.0: 0,0 1.00 0.00( 0.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 .... ...................... .. . ... .. ........... ...... . .. .. . .. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 o.D .1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o' 0.0 0 0 1.00 o Do' o.00 o.00 0.00 0.00 1.00 0.00 0--- -- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0, 0 D 1.00 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0! D.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0 0? 1.00 0 DOJ 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 D,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' OA 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' U.0 o.0 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0 0' D.0 1.04 : D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o; o.o 0 0 1.00 D.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1795 1795 50.0 433 =L eff. 6.16 10.51 4.14 8.97 EUwind 16.67 EVE0 13.11 JOB#: GT#15238:Plan}'3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2'; Roof Level w dl= 150" p/f .............................. 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 Of H head= v hdr w= 108.6 p/f 1 083 v Fdragl eq= 181 F2 eq= 181 d Fdragl w= �9 F2 299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. ................................... 4 0 vl w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 t Fdrag3 eq= F4 e•- 181 feet A 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 4 0 EQ Wind v sill w= 108.6 plf P6TN feet.........:: OTM 7357 12171 R OTM 5610 6852 y v 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 Hpier/L1= 1.17 D 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 X1010.0: 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 -� •H head= A v hdr w= 90.4 p/f 4.083 Fdragl eq= 217 F2 eq= 217 A Fdrag1 w= '4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5 Q. v1 w= 158.2 plf v3 w= 158.2 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 217 feet A 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 I EQ Wind v sill w= 90.4 p/f 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 ® I 4 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet 3 JOB#: CT#;15238.Plan''3413.2 ' SHEARWALL WITH FORCE TRANSFER ID: Front.Upper Loft" Roof Level w dl 150:' plf ..................................... V eq340.0,: 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 plf A H head= A I v hdr w= 86.2 p/f 1 083 v I Fdragl eq= 65 F2 eq= 65 Fdragl w= ,8 F2 •- 108 H pier= v1 eq= 85.0 p/f v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= •. F4 e.- 65 feet A Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 p/f P6TN 4 0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 UPLIFT 263 546 It Up above 0 0 UP sum 263 546 H/L Ratios: L1= .2.0 L2= <25 L3= '20 Htotal/L= 1.40 D Hpier/L1= 2.00 �� • • 411 Hpier/L3= 2.00 L total= 6.5 feet t- JOB#: CT#15238:Plan 3413.2 ,; SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' ` Roof Level w dl 150:; p/f 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 ► ---II, v hdr eq= 64.5 p/f ► H head= A II v hdr w= 107.0 p/f 1 083 ;v Fdragl eq= 320 F2 eq= 67 A Fdragl w= - 1 F2 111 H pier= vi eq= 82.3 Of v3 eq= 82.3 plf P6TN E.Q. .',L1!4..A_1,1,!!: vi w= 136.6 p/f v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 1 Y 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 I OTM 16259 26977 IR OTM 28368 34653 r UPLIFT -447 -283 • ,Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0' L2= 6;0 L3= 3:8 Htotal/L= 0.33 ► t 0 ► Hpier/L1= 0.22 ► -41 Hpier/L3= 1.07 ` L total= 27.8 feet JOB#: CT#1.5238:Plan•3413.2SHEARWALL 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 c t> v hdr eq- 50.0 plf t A H head= A 1 v hdr w= 80.0 plf 2 083 'v Fdragl eq= 300 F2 eq= 300 Fdragl w= ,=0 F2 480 H pier= vl eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. ...................................... ;5.0 vi w= 272.0 plf v3 w= 272.01 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083v Fdrag3 eq= s• 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 UPLIFT -127 43 _ Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5' L2= •12:0L3= 2�5 Htotal/L= 0.59 a o a D G I> Hpier/L1= 2.00 p Hpier/L3= 2.00 L total= 17.0 feet 4- JOB#: CT#15238:.Plan'34132' SHEARWALL WITH FORCE TRANSFER ID: Rear Lower•KIT* Roof Level w dl 150; p/f V eq 820.0; pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w .-::••:::••..12c);(,) pounds V1 w= 764.2 pounds V3 w= 555.8 pounds > t> v hdr eq= 56.6 plf t> ' H head= A v hdr w= 91.0 plf !::.;:::12:',03!: :,.v , Fdragl eq= 164 F2 eq= 119 Fdragl w= ••4 F2 - 192 H pier= vl eq= 86.3 p/f v3 eq= 86.3 p/f P6TN E.Q. 5 0 vl w= 138.9 plf v3 w= 138.9 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= % 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 Of P6TN ............. 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 r v 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 4 D 4 D d D Hpier/L1= 0.91 l I Hpier/L3= 1.25 L total= 14.5 feet t- Table 1. Recommended Allowable Design Values for APA]Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart••M(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(a,b,c,d) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with.Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening _ opposite side of sheathing Pony , .�< , ipv._,,.;wall height . + #> •'� v Fasten top plate to header . + Ks Min<3"x 1 -7*4'net header with two rows of 16d .+ + ° f steel header not allowed . .' sinker nails at 3"o.c.typ ... .. i ,. ... Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •• galvanized box nails at 3"grid pattern as shown /panel sheathing max •• • total .. Header to jack-stud strap per wind design. v ��(( wall •. Min 1000 lbf on both sides of opening opposite - height �~ y side of sheathin N• 9 If needed,panel splice edges shall occur over and be 10' •` Min.double 2x4 framing covered with min 3/8" • nailed to common blocking max • thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. • ' height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. . . nailing is required in each • panel edge. ;s Min length of panel per table 1 -' Typical portal frame ii r= f construction Min(2)3500 lb strap-type hold-downs yy .I I (embedded into concrete and nailed into framing) Min double 2x4 post(king ' ` i ``' and jack stud).Number of '' , jack studs per IRC tables Min reinforcing of foundation,one#4 bar i._-..t, t 1 4 top and bottom of footing.Lap bars 15"min. ;o.A j r- R502.5(1)&(2).lis5iigtaiit II.:1'1;il'''.!:i:1::ii'.1:11..iaiI5,Igai.iligi:1iailiiiiiiiiiiiiiiii]:!i'i:ii:i:lri.i irgigniai Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association 4 J2 BASEMENT 11-30-15 c Roseburg 1:32pm . A Forest products Company loft CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 er i ^: °�`r:,�x.d?:ro'�`�, ;;w _0 3 ,! a,. b ,°1. i s , .r` , aa,.�:. t .j '' "': '.a. a ..e �� 2 r,e,� �a, o� „ E.�+k., a. +3. w�..c��f.;��... � a.�., �'��e ? w��'Os �n r�. �. : / ^xor.....A�X,,,�.Y-:,...b. N.i"C............X�, ....',�-:.....'•l A6°im.'..,,,,`.,,,.uY..,,k4a'��4e,,,at...5^.. `4tlNY.....,,,,,Ni •,,,Sem....,...,,,,,`xcsg`.5°.rtN;u6 :A ✓a'.. 9 .... =m,..ADa.. :vx�-r`.. / �p/II[` / 9 8 010 7 0 13 4 0 ® © ®/ 33 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 301# -- 2 9' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 803# -- 3 20' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 999# -- 4 33' 7.000" Wall DFL Plate(625psi) 3.500" 1.750" 388# -- Maximum Load Case Reactions . Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179plf) 61#(46p1f) 2 641#(481p1f) 162#(122p1f) 3 778#(583p1f) 221#(166p1f) 4 303#(228p1f) 85#(64p1f) Design spans 9' 5.375" 10' 7.000" 13' 1.375" Product: 9 112°° RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1085.'# 2820.'# 38% - 27.46' Odd Spans D+L Negative Moment 1196.'# 2820.'# 42% 20.25' Adjacent 2 D+L Shear 546.# 1220.# 44% 20.25' Adjacent 2 D+L End Reaction 388.# 1151.# 33% 33.58' Odd Spans D+L Int.Reaction .999.# 1775.# 56% 20.25' Adjacent 2 D+L TL Deflection 0.1632" 0.6557" L/964 27.46' Odd Spans D+L LL Deflection 0.1314" 0.3279" L/999+ 27.46' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% 'SIMPSON All product names are trademarks of their respective owners RAMI L HENDERSON EWP MANAGER £Strong-Tie;, Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ""Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663