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Specifications (13) v' ..TZ° l1- caI5 ' ski rorek Structural Engineers c T ;..E N,G I N'E E RI N G. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEV. ED #15238 APR 2'0 2017 Structural Calculations CITY OF rIGARD BUILDING DIVISION River Terrace ,gyp PRO / Plan 3413.2 ,`v �G I N �� •4t_ Elevation D �► • 4REC� �iNA� Tigard, OR T. 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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 SlJ6U MARY ROOF Roofing' 3`.5';psf Roofing;-future 0.0'psf 5/8"plywood (O S.B.) 2.2 psf Trusses at 24"o.c.' 40 psf Insulation 1 0;!psf (1) 5/8"gypsum ceiling j 2.8'psf I111sc/IVlech. 1;5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 40!psf NO gypsum concrete ! 00;psf 3/4"plyr►vood'(O.S.B.) 2 7 psf joist at 12" 25'psf Insulation 10;',psf (1} 1/2'gypsum ce ling 2.2;psf Msc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF \„ (2)2X8 HDR (2)2X8 HDR �I pro — RB.2 �' CC • ., , • • E I • W -H a N �' U] \ ✓ i i i m II . ii I o I I10 \� i I / 1 GT.d1 ; I 116) \� U U U U U GT U U U J ©'_� • Cti �l • �1 ;.7 TTTC'..l' :.•ce G= I I \\�.' ,✓/ (1f• ?C I • Y _s1 • I I co fx j I i iL . �� i TRUSSES AT 21" 0.9 TYPICAL 4 1 I II I I o ....� a ox I p N I VP fl / T \_ • / /! E I I a \ . • w ' ,.'`:.0y.'::.;.;, 2:'.°d7:.\ c?II. 1 10 / / \ \ 1 WI RB.6 Q f. �® / \ i v (2)2X8 HDR 4 (2)2X8 HCR //Ii // \\ ---- -f I y/' RB.5 R3.5 \\ f 1 6'-0" NI L -m--�-ems- \. I I// (2)2X8 HDR (2)2X8 HDR \\I • [Nan 3413.2D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL MST37 0 MST37 r 3 &f .az. < S`/� .'y f' •N , 3 O MSTR 0 3 : T:' l l f r ' zi ,: e , , ,i!.,',...', .., ,.. ... ,-,:: f rb ► 1l ci I i a T „. s,. .y F. L2 ...... =.....-- -.o : THIS SIDE f Ri { CDTSHIDSE 1:�� P -C) T 3ylT:: ta. I f f y„.---‘, I C) i;S� s,.;,, 1 y; L1 L_I f fir .,, µSs w' f�::. •. v. , FZ> S✓$ urs: . Loft r' BR2 I 1 I MST37 MST37 EXTEND f ED”Mir SHEATHING T .. BR1�i MST37 MST37 �_ ;: ," TOP C Mt-8 MST37 MST37 51.2 8 00 S1.2 STHD14 STHD14 • • �' 4X10 HDR a l T. {O. . .... ... sTHD14. *OW f R ,,i°2)2X8 HD P.. 3 4X.10 HDR 2)2X8 HDR fix. s'�x1� ,.• � � _ - 'mss _\ B 2 4 I( _- �t (� i Ij 2) ING STS )GX8 H 1'A II - 0° 1 ESI W/ TPIM STUD t;°_ I! I I� ---fl f; EAOH SIDE VIN. H� EIXTLTREE o° ABDVE x . Ni w; .� r.. .:.., N Hi, GST ABOVE i €. C OT ABOV_ , O' 2 I [n - ' ,1 <1. :•:.:.-•77,7'.'•-...'•'...7.7"7.1. I :;l V7} s- It. . I-. C 0 IIII i •,(,)I' • - dr Ii 0 . I. F ' 1 r -- ." JI II ri, FIXTURES I _ J a; ABOV_ I I I 111; ,:'._ • ,�,� w t., I I � 11 THISP6 tL -U SIDE L� 5Y41'/s FB t BEARING WALL • t'` - _. -- � rte€; �4 BEARING W•LL , PBTN TF1 I� .:. SIDE = a IS L f . .,gi NM_ fz;3,!,.4^gin.-.,y..:. §✓F ..as',?f19:02,4.y.� l:6]:,:� £ �� ,: .�,:iy*.J<^`.as.s 1,_ I ys 9 -' p� -_- BEA PING PING--,WA-L" F7_/ B.8 o z I \ /.._.. . ETHD14 STHD14� ..l ° _ 5 T x o. \ i / I N ° Is r- \ { :11-`-: N Ir E T .w....�., ,._ __.... ... s { / I J z ' ® O --- e' q `\/{STAIR `]: Q "tail MING a F ABOVE _ mo,'',11'.-g 1L I {SRA I� o ili p • VE 61 m I 9h A 0 1 /° \ at:, { \ Of-,..;t I , 00 I Q1; / U \ x I Ii,/ �7\ °.N I N ABOVE \I `, I 5Y4X1E BIG :EAM (DROFPED) a15. (2)2X HDA L LSL 134x14 RIM 1 - -I m 18 - t�� � r ) FLOOR • I----,,..or,.. ...- - . 1GT.,80...77.4.....:.,:.,,,,,,: e _moo_ 0 • a..u r1 n,/7-,Thr4 i MST37 I TO RIM I € RIM'IBOARDI t . I I Ii. .. ; LSO 13.XJ4--- � i.... EXTEND �K;7 ONT. 4X12 R to '' a;f 7._,,* _:_.=',.._...._ 7 -- _ 1_ :- P _ __- �_-i -- B.14 L-- : RIM BOAR® I'm " tSL 13'41 RIM STHD14 m L>:�. STND 4® B•1.G.. .. fell ROOF TRUSSES VP' ®,w \R,;al 24" O.C. STICK FRAME "" 2X8 STRUCTURAL FACISA � �.FDR .�' B2-It-- 4X4 POST ; 1 J - --- e --- ---'-j-4X4 POST ......__....B. d 1.7 .._. Ai 2 ICU A10' PLATE HEIGHT AT -- SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS -Dllean 3413o2D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL P . 6X6 e POST TYP.—\ Q BB.2 '�1 P.L. 6X8 HDR Ii D- 2 d co o X PT LEDGER 0 END TRUSS B 4T1-HD14 SF2 II BB.1 .�- STHD14• :B.4 STHD14 ‘,..&3 �� ,fie__e �1 ,..�I-,(2)2X1 O HDR 4X10 HDR 2 2X10 HDR N, �Dierr :� u• 2ir- ) S-UDB 6x12 -DR W/ RIM STUD EAC SIDE MIN. - _ X Q m U o r, T N 'E— as :I. GT Q F, ABOVE Q V O J m 0 BB 5 ' BB 6 6X6 POST BB 7 LS 5Y 117/8 FB BRG ALL BO LS SYa. 117/e B --H---H-- - --171---H-E--H----H4_,__ __ H --H--H---)----*--- --H.- AS I -- 7 I DE I 1 I FURN I diriir riiU�i���ririiiir, I I I , r. BRG WALL P 6 r u J _J L I r; " CO SIDE THIS __1 STHD14 e STHD147 �', BRG WALL: `, ; 3.5" DIA. HOLE PROVIDE VII 3" CLEAR TO TOP AND `l I ' BOTTOM OF BEAM FOR .°0 , PLUMBING WASTE LINEx I c STAIR PLANT SHELF 1Ff�AMnvG RAISED PLATFORM i BRG WALL SLAB ON GRADE 2x6 AT 16" 0.C. ✓'1 (2)25,12 ,;,^ FOUNDATION PLAN (A6) :STRtNGFi? •:- 1 m o __a • I , z "�� GT j Nan ABOVE r-' ' € I- -1 ® I I coD4 I ICRAWLSPACE TI I LI L 1 r 1 I L J I -T L - J FIXTURE ABOVEI 1 I \ L --J�-1 L 20'-10' 4/4" 4.-11' L 6.-83/4" 6'-83/4" 2.-03/4 s III II (11) 11 �` r4--T 1 I o-i----I- I L J I ABU66 a �n---1- :. 1 �T �T M,1]31-� L_J $2z L_J L_J ABU44 ,;,.f 311" CONC. SLAB 9 rv ° I-0'-11" I 56.0 T.O.S. 34'-0" j 11'-23/4" 5'-0" 4'-73/4" 13'-2" I' I t t ✓ s L I-0'-4" 8 STHI�i� `1 T.O S. 0 S1.2 I- ` J /[smD14 STHD14\\N I� IIDUO o (MA,/,/,i/i/!i//iiHiiiii./!/,,,,N!!!!!! 77/Miilii lliiNj!!!!!/,,,j or 2x4 PONY STHD14 1 I-O'-214"I WALL =ME I n ♦ I I ._ I a 0 I+2'-2413"I I+2'-2%"1 i---0 18"x18"x10" FTG. I I W/(2)#4 EA. WAY -d-8"+ o In (TYP.U.N.O.) I I n 3-8,V4_ 6'-3" 6'-3" 6"-3" 6-3" 3.-8Y4" IT T � ♦ 11 4x4 POST I TYP BEAM II- ♦ ILl r-I-� f-B l TYP. U.N.O. rt 4X8 HDR rI-I T I •I -1 U.N.O I J L_J L_J L_J L_J L_J I I®' w I I 16 j\cv ;1 I I+4'-2�§"I j ' j ♦ �r z p INSTALL SYSTEM TO ALLOW I -- , - o II +0'-0" 11 ADEQUATE DRAINAGE BENEATH r+ L, , . BASEMENT SLAB ON GRADE CONDITIONS I FL-O 6:1- FINISHED FLOOR 0- I+6'-2%"I v 30"X30"X10" FTG. +6'-2 4 c o W/(3) #4 EA. WAY cn 6'-11)/4" 6'-1)/4 6'-0" 5 5.-1034' 6'-2' ♦ t t fi N r-1 r-T TABU 6X6 POST 3RG WALL I A I I A/I I W/FTC I r+-T i 4X10 HDR I y�SE TYP. I ap N o L+7' 11 Ya L_J -FJRNACE� {�O PTI I L - ® 'f 2" 1 THIS i.,.ABOVE i. 6'-OY2.I ' iiiiii <r --, SIDE P6 A I-FT)Rry-- =-- _._ N` m 2'-10y2 1� 4.-4^ THIS o qq�' A p 4 r- �,1 '' SIDE I %w~ ,��—aSTHD14 STHD14¢ +8'-111/2" I+8'-0h"I L o I+7'-113'e"I T.O.W. T.O.S. 1 {I.N o eRL WFTG z' -10yz" I� 4•-a" W/ IFS VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN r J I+8'-101/4" cr 33' CONC. SLAB MIN. 16"w x 24"h I . 2x6 j CRAWLSSP. 9.W._J m PONY ez HATCH I+''-11 "I " WALL b i o %////Il //l/11TAP2777Ai7 //J/3///.t'/!///!Y/ N --i...0....1- O� 0 l v-STEPPED a 4 FOOTING AS F 3 I INSTALL CONTINUOUSLYNEEDED PER '� D1 I +5'-6" OPERATED I�CHANICAL GRADEIn .1.;,8", VENTILATION SYSTEM IT.O.W. AT THE CRANLSPACE / OPEN FOR +8'-111/2 MECHANICAL VENT - 21'-5y2" t_J is,-. t !�T 3x11/2 BLOCK OUT 18 r` ---- ---� SE.i 1 0 In L_ @ STEM WALL TYP. J I i I+8'-9121 VP - ---- I N T.0.S. �♦ 1 I �{. __ - �* FIXTURE .0 5114014THD14 ABOVE O 0 `J�I ® m L \-- tI I ' 641/2" } 6.-6" FOL3OATInN �\ r RE SONS , 310" CONC. SLAB SLOPE 3" 0m C' NOTE:PRIDEI?c €}D?>R Z � � —6x6 POST IN LIEU OF 81-H014 AT RIM 1 6x6 POST WITH WITH ABU !JOIST CONDITIONS ABU BASE---- BASE 4,) 1 I 1 4'-0' I. 41/4 14'-0" 4� FRAMING CONTRACTOR SHALL —�I VERIFY HOLDOWN LOCATIONS PRIOR 8" I TOP OF SLAB TO POURING FOUNDATION. 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 152383413 DL.ECW:Roof Framing Description 3213BCD ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.1 RB.2 RB.3 RB.4 R8.5 RB.6 R8.7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x4 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 3.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 Results Ratio= 0.1973 0.3668 0.2113 0.0587 0.4092 0.1973 0.7102 ... E ... 3 £o-.,F-.:`Yk^'„"s, ,_...,. .. .. ... ... a H;:a..">:n'C'a.. <«.,C:'...Z'�':CsY�.>P>3.seYetos.e<e e .."Yo<,o- :•'ti;SiSe M v: aa...< Mmax©Center in-k 9.07 16.87 9.72 2.70 3.67 9.07 32.67 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 212.1 394.4 227.2 63.1 600.0 212.1 763.7 Fb:Allowable psi 1,075.3 1,075.3 1,075.3 1,075.3 1,466.3 1,075.3 - 1,075.3. Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.4 32.4 28.5 7.9 42.0 21.4 77.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions =' is..:e...,.,.?'Y'`.,.... .,,:,;:N,..:... .,.�,n,::�, . -:::: :<-.:::. ;.;:. rxSF.wo-: • <xye<.4wGo-uw,:.y!'ta:^)•,K`c..s.s.s:..:...'.:.�Sb'e¢'G,@ A :�.<a<<n s i o @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.021 -0.002 -0.001 -0.018 -0.006 -0.022 UDefl Ratio 10,994.3 4,335.8 18,818.8 67,747.5 2,311.2 10,994.3 3,054.0 Center LL Defl in -0.010 -0.035 -0.003 -0.001 -0.030 -0.010 -0.036 UDefl Ratio 6,596.6 2,601.5 11,291.3 40,648.5 1,386.7 6,596.6 1,832.4 Center Total Defl in -0.016 -0.055 -0.005 -0.001 -0.048 -0.016 -0.058 Location ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl Ratio 4,122.9 1,625.9 7,057.0 25,405.3 866.7 4,122.9 1,145.2 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: 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:Floor Framing BD Description 3213.2BCD FLR FRIM 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.bS B.b6 B.b7 Timber Section 4x10 2-2x10 2-2x10 4x10 2-2x10 2-2x10 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Ar,No.2 Hem Ar,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.50 3.50 3.00 6.00 5.00 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 `Results Ratio= 0.8690 0.3395 0.2656 0.7884 0.8982 0.2568 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 48.87 41.32 11.81 194.04 @ X= ft 3.25 1.75 1.50 3.00 2.20 1.50 7.00 fb:Actual psi 1,079.3 365.1 285.6 979.1 965.8 276.1 1,697.1 Fb:Allowable psi 1,242.0 1,075.3 1,075.3 1,242.0 1,075.3 1,075.3 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 98.3 45.0 35.8 93.6 96.7 34.6 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK `Reactions @ Left End DL lbs 1,056.25 568.75 510.00 1,020.00 1,970.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 2,621.80 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 4,592.30 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 1,020.00 1,074.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 1,380.20 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 2,454.70 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK -:rY,.x..a..:::. ,..ti`=<,,, Center DL Defl in -0.035 -0.004 -0.002 -0.027 -0.027 -0.003 -0.125 UDefl Ratio 2,207.1 9,845.3 14,944.3 2,682.3 2,232.5 13,197.6 1,339.5 Center LL Defl in -0.057 -0.007 -0.004 -0.045 -0.035 -0.003 -0.334 UDefl Ratio 1,366.3 6,094.7 8,993.0 1,614.1 1,720.8 10,369.5 502.3 Center Total Defl in -0.092 -0.011 -0.006 -0.071 -0.062 -0.006 -0.460 Location ft 3.250 1.750 1.500 3.000 2.420 1.500 7.000 UDefl Ratio 843.9 3,764.4 5,614.4 1,007.7 971.8 5,806.9 365.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:Floor Framing BD Description 3213.2BCD 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.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E 'Level,LSL 1.55E 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 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.50 6.00 15.00 18.50 5.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 30.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 80.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 270.00 352.00 - LL- - lbs . . 720.00 - - --. 360.00 __. __ .. @ X ft 3.250 10.000 Cantilever Span ..........'- Span ft 3.00 3.00 Uniform Dead Load #/ft 280.00 30.00 Uniform Live Load #/ft 280.00 80.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 Results Ratio= 0.7478 0.4469 0.3214 0.5775 0.1300 0.0924 0.9132 ,:;aax..�¢s�.cer .,.:romxva ,._wt.., Mmax @ Center in-k 20.05 59.40 25.86 76.76 19.87 2.85 76.76 ©X= ft 2.25 3.00 6.24 7.62 2.50 1.00 9.97 Mmax©Cantilever in-k 0.00 0.00 -49.13 -5.94 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 1,342.7 347.7 108.4 1,039.7 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK N:Actual psi 75.4 124.5 63.8 103.1 43.5 13.1 47.1 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 88.53 492.77 625.00 235.00 387.38 LL lbs 1,080.00 2,400.00 600.00 1,333.51 700.00 240.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 688.53 1,826.28 1,325.00 475.00 1,189.95 @ Right End DL lbs 405.00 900.00 2,775.47 422.23 625.00 235.00 539.62 LL lbs 1,080.00 2,400.00 3,150.47 1,125.95 700.00 240.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 1,548.18 1,325.00 475.00 1,467.05 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 9 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:Floor Framing BD Description 3213.2BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 -0.170 -0.006 -0.001 -0.157 UDefl Ratio 4,027.1 5,105.1 5,705.2 1,306.1 10,586.0 35,135.8 1,263.6 Center LL Defl in -0.036 -0.038 -0.147 -0.474 -0.006 -0.001 -0.284 UDefl Ratio 1,510.2 1,914.4 1,225.2 468.0 9,451.8 34,403.8 698.2 Center Total Defl in -0.049 -0.052 -0.123 -0.644 -0.012 -0.001 -0.440 Location ft 2.250 3.000 6.900 8.880 2.500 1.000 8.448 UDefl Ratio 1,098.3 1,392.3 1,464.7 344.5 4,993.4 17,383.0 449.7 Cantilever DL Defl in -0.060 0.081 Cantilever LL Defl in -0.001 0.215 Total Cant.Defl in -0.061 0.296 UDefl Ratio 1,184.3 243.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Beam KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 !: (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Floor Framing BD Description 3213.2BCD FLR FRMG 3 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x10 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade 'osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 4.50 13.00 3.50 9.25 Dead Load #/ft 150.00 60.00 65.00 180.00 30.00 Live Load #/ft 400.00 100.00 110.00 425.00 50.00 Dead Load #/ft 175.00 52.50 Live Load #/ft 125.00 170.00 Start ft 5.400 End ft 11.500 9.250 Point#1 DL lbs 1,357.00 490.00 1,277.50 - ..LL. - lbs_. .1,357.00 -' 1,335.00 - - @ X ft 11.500 1.750 5.400 Results Ratio= 0.7583 0.1576 0.7156 0.7149 1.0383 Mmax @ Center in-k 586.03 4.86 44.36 30.28 55.97 @ X= ft 10.72 2.25 6.50 1.75 5.40 fb:Actual psi 2,616.2 184.9 888.8 707.8 1,121.4 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 990.0 1,080.0 Bending OK Bending OK Bending OK Bending OK OverStress fv:Actual psi 143.3 18.3 46.8 81.4 72.8 Fv:Allowable psi 345.0 172.5 207.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,510.63 135.00 422.50 560.00 712.53 LL lbs 5,600.94 225.00 715.00 1,411.25 367.46 Max.DL+LL lbs 9,111.57 360.00 1,137.50 1,971.25 1,079.99 @ Right End DL lbs 2,858.87 135.00 422.50 560.00 1,044.59 LL lbs 5,193.55 225.00 715.00 1,411.25 749.54 Max.DL+LL lbs 8,052.42 360.00 1,137.50 1,971.25 1,794.14 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.113 -0.004 -0.117 UDefl Ratio 723.4 12,081.4 1,379.4 9,747.8 948.9 Center LL Defl in -0.532 -0.007 -0.191 -0.011 -0.050 UDefl Ratio 451.3 7,248.9 815.1 3,803.9 2,203.3 Center Total Defl in -0.864 -0.012 -0.304 -0.015 -0.167 Location ft 10.000 2.250 6.500 1.750 4.847 UDefl Ratio 277.9 4,530.5 512.4 2,736.2 663.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: [Th, Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.1 BB.2 BB.3 1313.4 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 lbs1,260.00 -- !_L- --- _-._ 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 UDefl Ratio 1,983.8 1,628.6 8,993.0 1,614.1 695.1 2,449.8 459.8 Center Total Defl in -0.053 -0.071 -0.006 -0.071 -0.285. -0.044 -0.502 Location ft 3.000 3.500 1.500 3.000 5.952 3.024 7.000 UDefl Ratio 1,366.7 1,184.4 5,614.4 1,007.7 505.5 1,647.5 334.4 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-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 erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B8.8 Timber Section _VL:1.750x11.875 Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade 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 �"aa. :r;,q, :.4x> ..., i.> a ::y.,s•r.. ;::... .._:: ;< ?>. <:. '::. ,.:r53's - >.x? s Cr..::.:.. .,..,.?+ ,: ;,<?r�. �.c�..:c a �., @ Left End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 @ Right End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 [Deflections Ratio OK Center DL Defl in -0.002 UDefl Ratio 15,105.2 Center LL Defl in -0.006 UDefl Ratio 5,664.4 Center Total Defl in -0.009 Location ft 1.500 UDefl Ratio 4,119.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: 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 allowables 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 5.500 Results Ratio= 0.9199 0.9566 0.3645 Mmax @ Center in-k 33.00 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,076.3 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 98.8 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 2,005.00 Max.DL+LL lbs 2,200.00 2,750.00 2,050.00 @ Right End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,200.00 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.019 -0.022 -0.001 UDefl Ratio 3,161.6 3,361.9 63,804.9 Center LL Defl in -0.051 -0.059 -0.058 UDefl Ratio 1,185.6 1,260.7 1,248.3 Center Total Defl in -0.070 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefl Ratio 862.3 916.9 1,224.6 TJI JOISTS and RAFTERS I.__.------------- --'---____-- 1 ._.-------)_--- --�_- - -----_-_- -__Code Code Code + Suggest Suggest :Suggest Lpick i Lpick Lpick Lpick Joist 1 b d 1 Spa., LL DL , M max V max El 1 L fb L fv L 1 L240 L LL360 I L max 1 TL deft. LL deft. L TL360 L LL480 L max TL deft TL dell LL dell LL deft. size&grade 1 width(in.);depth(in.)i (in.) 1 (psf) (psf) 1 (ft-lbs) (psi) (psi) (ft.) I (ft.) (t?.) ; (ft.) i (11.) 1 (in.) 1 (in.) 11 (ft.) (ft.) 1;:1';;;,11,411)11:':1111,11 (in.) I ratio (in.) I ratio i 9.5'TJI 1101 1.751 9.5 19.21 40 151 2380 1220; 1.40E+08 14.71 27.73 15.23; 14.801 14.711 0.66; 0.48 1 13.31 13.45 13.31 0.441 360 0.321 495 9.5"TJI 110; 1.75; 9.5 161 40 151 2380 1220; 1.40E+08 16.11 33.27 16.19 15.731 15.731 0.72; 0.52 1 14.14 14.29 14.14 0.471 360 0.341 495 9.5 TJI 110; 1.75; 9.5 12; 40 151 2380 1220; 1.40E+08 18.61 44.36 17.821 17.311 17.31 0.79; 0.58 1 15.57 15.73: 15.57. 0.521 360 0.381 4951. f ...... ......... 9.5"TJI 1101 1.75 9,5 9.6 40 151 2380 1220 1.40E+08 20.801 55.45 19.191 18.641 18.64 0.851 0.62 16.77 16.94 16.77: 0.56L 360 0.411 495 9.5"TJI 110; 1.751 9.5, 19.21 40 101 2500 1220! 1.57E+08 15.811 30.501 16.341 15.371 15.371 0.641 0.51; 1 14.27 13.97 13.97 0.441 384 0.351 480 9.5 TJ.1 110 1.75 915 16 40 10 2500': 1220 1.57E+08 1:7'.32 36.60 17.36 r;16.34 :: 16.34 .0.68 0.54 1:5.17 14 84; 14.84 0.46 384 0;37Zi 480 9.5'TJI 110i 1.75: 9.5 121 40 10 2500 12201 1.57E+081 20.00 48 80 19 11 17 98: 17.98 0 75 0.60 16.69 16.34 16.34 0.51 384 0.41 480 ' 1 9.5"TJI 11W 1.751 9.5 9.61 40 10 2500 1220; 1.57E+081 22.361 61.00 20.58 19.371 19.37 0.811 0.6511 17.98 17.60 17.60 0.55) 384 0.441 480 , 1 1 1 9.5"TJI 210 2.06251 9.5 19.21 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 0.461 384 0.371 480 9.5"TJ1 210 .2.0625 9'.5 16 40;1 10 'I 3000 1330 i 878+08 18.97 39.90 18.4017.32 17.32 '0 72 0 58; 56.08 15.74` •15.74 0.49 384 0.39 480 9.5'TJI 2101 2.0625: 9.5 121 40 101 3000 1330; 1 87E+08 21.911 53.20 20.26_1 19.06 19.061 0:791 0.641 1 17.70 17 32 17,32, 0.541 384 0.431 _ 480 : 9.5"TJI 210' 2.0625' 9.5 9.611 40 101 3000 13301 1.87E+08 24.491 66.50 21.82; 20.531 20.53; 0.861 0.68 1 19.06 18.661:111:1,1111:11111f166•" 0.58' 384 0.471 480 1 I 1 9.5"TJI 230; 2.31251 9.5 19.21 40 101 3330 1330; 2.06E+081 18.251 33.25 17.89; 16.831 16.831 0.70; 0.56, 1 15.63 15.29:1111.11,11,11:11112911 0.481 3841 0.381 480 9.5"TJ1 230 ;2.3125 915 16 40 10 3330 1330 2.06E+08 19'.99 39.90 19.01 17.89 l 17.89 0.75 0.60 1;6.60 16 25 16,25 . 0 51 384 0.41 .480 9.5"TJI 2301 2.31251 9.5 12; 40 101 3330 1330; 2.06E+08 23.081 53.20 20.92; 19.69: 19.69; 0.821 0.661 I 18.28 17 89 17,89 0.561 384 0.451, 480 9.5"TJI 2301 2.3125. 9.5 9.61 40 101 3330 1330' 2.06E+08 25.811 66.50 22.541 21.211 21.211 0.881 0.711 1 19.69 19.27 19.27' 0.601 384 0.481 480 1------; 1I.•i 1 i 11.875'TJI 110; 1.75; 11.8751F 19.2 40 101 3160 1560; 2.67E+08 17.781 39.00 19.501 18.351 17.78; 0.671- 0.54; 1 17.04 16.6711111*H1H11.6671 0.521 384 0.421 480 :1111.1".87,5":1,TJ11,11'1,0.1,,1:11;111,11;,111.75.V:1'.1111:875•,11:1.111;1;116 40'': 10 3160 1560 2.67E+08 1,9.47 46.80 20.72 19.50 s 19.47 0 81 0 65 18.10 17.7217.72 0.:55 .384 0.44 480 11.875"TJI 1101 1.75; 11.8751 121 40 101 3160 15601 2.67E+081 22.491 62.40 22.811 21.46; 21.461 0.891 0.721 1 19.93 19.501 ;1H1119,50.1 0.611 384 0.491 480 11.875"TJI 110' 1.751 11.8751 9.61 40 101 3160 1560 2.67E+081 25.14 78.00 4.571 23.12' 23.12, 0.96; 0.771 1 21.46 21.01 21.01. 0.661 384 0.531 480 1 I 11.875"TJI 210, 2.06251 11.8751 19.2 40 101 3795 16551 3.15E+08 19.481 41.38 20.61 19.39 19.39' 0.811 0.651 1 18.00 17.62 17.62 0.55r- 384 0.441 480 11.875 TJI210 "2.0625 :21 20.61 11 875 16 40 is 10 3795' 1655:'3.15E+08 21:.34 49.65 2 .90 20 61 ! '0.86 0.69 i 1',9.13 18 72 1:111111111111:11'11111872 . 0::59 384 0:47 480 11.875"TJI 210 2.06251 11.875 121 40 101 3795 1655. 3.15E+08 24.641 66.20 24.10' 22.681 22.681 0.95i 0.761 21.05 20.61 I' 20.61. 0.64k 384 0.521 480 11.875"TJI 2101 2.06251 11.8751 9.6; 40 10. 3795 16551 3.15E+08 27.55; 82.75 25.961 24.43; 24.431 1.021 0.811 I 22.68 22.20 22.20: 0.691 384 0.551 480 i1 I f 1 11.875"TJI 230; 2.31251 11.875 19.21 40 101 4215 16551 3.47E+081 20.531 41.38 21.281 20.03; 20.03i 0.83; 0.671 I 18.59 18.20111.H111L1111114q1 0.571 384 0.451 480 11875"TJI 230 .:'2.3125 11:875 16 40 10 ... 4215;i 1655 3.47E+08. 22.49• 49.65 22.62 .2828 21 21. [:0.89 0.71 ,1 1,9.76 19.34: 9.3 14 0.60 384 0.48 :480 11.875 TJI 230 2 3125. 11 8751 121 40 101 4215 16551 3 475+08 25.971 66.20 24.89.1 23.42L 23.421 0.981, 0.78 1, 21.74 21,28 21.28 0.67. 384 0.531_ 480 11.875 TJI 2301 2 3125: 11.875] 9.61 40 101 4215 1655 3.47E+08 29.03 82.75 26.811 25.231 25.23 1.05_1_ 0.84; 23.42 22.9311;111,11.111111,2293:1. 0.721 384 0.57! 480 11.875"RFPI 400, 2.0625i 11.875, 19.2; 40 101 4315 1480!, 3.30E+081 20.77 37.00 20.931 19.691 19.691 0.821 0.661 1 18.28 17.89 17.89 0.561 384 0.451 480 11.875 RFPI 400 '2.0625; 11.875 16 40`. 10 4315-s 1480 13.30E+:08 22.76 44.40 22.24 20.93 20.93 -0.87 0.70 19.43 19 01 =19.01 0.59 384 0.48 480 11.875"RFPI 400; 2.06251 11.8751 121 40 101 4315 1480; 3.30E+08 26.281 59.20 24.48; 23.031 23.031 0.961 0.771 1 21.38 20.93 20.93 0.651 384 0.521 480 I 11.875'RFPI 400; 2.0625; 11.875; 9.61 40 101 4315 1480; 3.30E+08 29.38; 74.00 26.37; 24.811 24.811 1.031 0.831 1 23.03 22.54:: 22.54:. 0.70: 384 0.56' 480 Page 1 • 7+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2,3.1 3.7.1 3.7.1 Ke 1.00'Desi n Bucking Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 - �- - - Cr ^- KcE 0.30(Constant)> Section 3.7.1.5 Cf IFb) 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 Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd (Fb.)Cd (Fc) CfCf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in, in. in. ft. plf psf 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 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 1.15 675 405 800 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 1.15675 405 800 1,200,000 854 506966378.09 340.90 340.00 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 0.000 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 405800 1,200,000 854 506 966 449.95 395.22' 394.29 1,00 0.000,000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0,9921 3986.7 1.00 1.15 1.1 1.051.15 675 405 800 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 1.000.00 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 1,200,000 854 531 875.438 378.09 338.17 335.24 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 1,200,000 854 531 875.438 378.09 336,17 335.24 1.00 0.00 0.000 SPF Stud 1,5 3.5_1 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 1,200,000 854 531 875.438 449.95 388.13 386.67 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 1271 506 1644.5 1011,45 837,57 506,18 0.60 0.00 0,000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 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 0.620.00 _ 0.000 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 1,400,000 1,308 531 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 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 i , • Page 1 L.+L+W CT#14189-Betahny Creek Falls I-�-- LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3,1 2.3.1 2.3.1 3.7.1 y 3.7.1 Ke__1.00 Design Buckling Factor D+L+W --_-___--- - _ _.___.........__._-- ----..__...._......._........_.._._....__ c 0,80(Constant) > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 - Cf(Fb) Cf(Fc)._ 1997 NDS Cb EVaries) > Section 2,3.10 - Bending Comp_ Size Size Rep_ Cd,jFb) Cb ,Cd(Fc) Eq,3.7-1 I 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)Cd (Fc) Cf _Cf Cr Fb Fc perp-Fc E Fb' F perp' Fc' Fce F'c fc fc/F'c fb fb/ in, in. in. ft. _ plf psf plf (Fb) (Fc) psi- ..P..S�..-....-..PSi......._.._.._pi_ psi psi psi psi psi psi- -p_ 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 840449.95 384.87 246.35 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 3.5 16 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 1,366 531 761.25 449.95 376.35 294.60 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 16 919.6 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 5061430 1011.45 804.50 506.18 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 0.56 146.34 0,124 SPF#2 1.5 5.5 ( 16 7.7083 16.8 32871 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 1484.89 940.30531.23 0.58 152.58 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 1089.25 806.08 531.230.66 181.23 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 0.60 146.34 0,118 SPF Stud 1.5 3.5 16 14,57 50.0 70 8.46 0.9957 2091.8 1,60 1.00 1.1 1.05 1.15 675 425 725 1,200,000, 1,366 531 761.25 144.26 138.14 17.78 0.13##q### 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 244.40 233.80 106.67 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;._+W+.55 CT 14189-Betahny Creek Falls I 'LOAD CASE I (12-14) I SBASED ON ANSI/AFBPA NDS-19971 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke f1.00 Design Buckling Factor D+L+W+S12 c 1 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 (Vanes) > Section 2.3.10 Bending Comp_Size Size Rem _ Cd (Fb) Cb Cd(Fcs Eq.3.7-1 --- NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Sp_a Height Le/d Vert.Load Hor.Load <=1.0 Load ag Plate Cd_Lbj_Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ - - in. in. in. ft. plf psi_..__........ pit _........._._-_(Fb) (Fc) - psi psi psi -psi .psi--- Psi psi psi .Psi.----Psi PsiFb ... "(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 1 16 9 30.9 765 8.46 0.9986 1993,4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 194.29 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 8.2528.3 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 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0,64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 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 OFF 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 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 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1,10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531,23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0,5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 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#44,4141# 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 1.15 075 425 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+.5W CT#14189-Betahny Creek Falls I I LOAD CASE 012-15) I (BASED ON ANSI/AF&PA NDS-1997)_ SEE SECTION: 2.3,1 2.3,1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor 1 D+L+S+Wl2 f _ - c 0.80 Constant > Section 3,7,1.5 Cr KcE--0.30(Constant)> Section 3.7.1.5 Cf Et2)...._ Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp_Size Size Rep. -� Cd (Fb) Cb Cd(Fc) 3 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 a(?Plate Cd kFb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E- _ Fb' Fcperp_ Fc" Fce F'c fc fc/F'c fb fa/ - -in, in, in. ft: plf psf- - plf - - - ..........._._._(Fb).(Fc).....- -_psi._..- psi.._.......Ts' psi--- psi psi psi psi _p_sj -..moi ._.._ .._p_i.._.Fb..".(,: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 0.99231993.4 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 1,366 506 966 378,09 340.90 262.88 0.77 167.82 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 1,366 506 966 449,95 395,22 303.49 0.77 180.69 0,406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 - - ,3- 680 0650-0000 .__.578 6 __..15 1.1 1,0..._.....15 -_-...........0....._.._.......8000 ,2 ,000- ,366 96 --- --- -- -. __.,. H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0,9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 0.._...__...0 - _-....._....._.___..__,L SPF Stud 1.5 3.5 16 7.708326.4 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 00..0......0._.._........._..-- -...-------0000-- --- - ----_... OFF 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 3.5 168,25 28,3 1180 4,065 0,99222091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,200,000 1,366 531 875,438 449.95 388.13 299.68 0.77 180.69 0.396 0 000-._........_----.....0.0.0...0..-0000- - ------------------------_....._.._.._._..____•-_____._____ SPF Stud 1.5 3.5 12 8.25 28.31660 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 ---0000--------........_..._...._....._.........._........_._..__._._...- .._..___.____..._._..........__....._._..___.____- 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 -.- .____.._.._..__..-- - ----.........------------.._......._...._......__..__._.._.._....000 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 1.151300 350 405 1,300,000 2,033 506 1644.5 1011.45 837.57506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.5373.17 0.062 ---.00.0.0 ....000.0.......-..._....__..._.._ 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 9 19,6 3287 4.23 0.4750 3287,1 1.60 1.15 1.3 1.10 1,15 .875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.230.62 90.61_-- 0.085 0000- --- SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287,1 1.60 1.3 8751,400,0002.093 531 1454.75 1296.30 945.38531.23 0.56 73.17 0,059 ..�._.___._._._._.__-• -.-- 1.15 1.10 1,15--- 425 1150 0.0.0.0 _........_._..-._�_ ,-- 0000__--- 000 0-0000-0000-..0.0.....000000-- -000000 00---0.000- - 0000-- ---- 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 1619 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 - ---. - - - - 00.0....0.._._._ ............... 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 • i • • -°Page 1 D+t.+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE (12-16) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Desig_n Buckling Factor D+L+S+E/1.4 - c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp, Size Size Re.. Cd (Fb) Cb Cd(Fc) EA.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load Q Plate Cd(Fb)Cd FcL.Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ in- in. in, ft. plf psf plf (Fb)_IF c) -psi psi psi psi psi psi psi -psi -psi psi psi Fb_'(11-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 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340,90 258.51 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 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0,376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3,5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 966 449.95 395.22 342.86 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 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.570.80 141.63 0.358 SPF Stud 1.53.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 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#2 1.5 5.5 16 9 19.8 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 56.10 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 0.82 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 T1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.155 375.__....._.75......__42255 7722_--_20.-_- - - 5 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1,5 5„5____I 16 19 41.5 1020 3.57 0.991D 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 I 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 siicicerson St. ' ENGINEERING : Suite 302 Seattle,WA 98109 Project: Dose: - (206)2&$.4512 PAX: Client: Page Number: (206)285-0618 ird4 Appa oi,6) /50r) ?;?-- f:44514. 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(130 4-- 2:Axe adlot 07-4,v47K „ 1450P feY. - 11714:3-L- 1":: 2.'46 Structural Engineers Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria [Soil Data 4 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 Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footingpoil 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 Stem Construction Top Stem Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 525 psf OK Rebarianess = 8.00 Soil Pressure @ Heel = 382 psf OK Size # 4 3,000 Rebar Spacing = 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK _ Moment_Actual ft-#« _ 33.5 - . Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....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 ft4t Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 • Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 KW-06 _Rev: Page 2 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Desi n (c)1983-2003 ENERCALC Engineering Software 9 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Summary of Overturnin. &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 1 User.3-2003 ENE CVer ALL .0,ince ig So Cantilevered Retaining Was Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria Soil Data Footing Strengths & Dimensions 4 Th,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 Tae 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 pct Water height over heel = 0.0 ft Footing Thickness = 9.00 in Footing poil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction 1 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 OKThRebarianess = 8.00 Soil Pressure @ Heel = 128 psf OK Size = # 4 3,000 p Rebar Spacing 18.00 Allowable = sf Rebar Placed at == Center Soil Pressure Less Than Allowable ACI Factored©Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf /FB+fa/Fa = 0.272 Total Force @ Section lbs= 364.4 Footing Shear @ Toe . = .. 0.0 psi OK Moment....Actual . . ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 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 Datafm 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 Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-.# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 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=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 1 User.K-2003 E 97,Ver 5.8.0,ince ng So Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria Soil Data 0 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 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 Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 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 ThiSoil Pressure @ Toe = 1,547 psf OK RebarcSizekness = 8.00 Soil Pressure©Heel = 205 psf OK = # 4 3,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf /FB+fa/Fa 0.679 Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 _ _ _ Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs ....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 = 1,746 231 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 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 - Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 1 User.3-2003 ENE Ver 5.8.0,1-Deo-20D3 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 Overturnin• &Resistin• Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it 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 nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria [Soil Data 1 Footing Strengths&Dimensions 4 _, 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 Footing IlSoil 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 Summa Stem Construction Top Stem <:.. Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 744 psf OK Reba r Size # 5 3,000 p Rebar Spacing 8.00 Allowable = sf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force©Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios 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 Data Added Force Req'd = 0.0 lbs OK fm psi= ....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:ACl 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=10' 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 = 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 15238_riverterrace_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 Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction 1 Top Stem ,.menJ 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 TheicaS = 8.00 R Soil Pressure @ Heel = 1,092 psf OK Rebarr Sizize # 5 3,000 psf Rebar Spacing = 5.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 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 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs 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 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft- fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job* Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 _(01983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturnin• & 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. CT E N G I N E E R I N 'C • Suite 302 1 N C. Seattle,WA 91981.09Project: P Q'[ .. [,)ate: ` jj (206)285-4512 � O ! ESV "" P � FAX: Client: r . • Page Number: (206)AX: 285-0618 Pa1 t[.I�_& H A t/'•':••• ---"•'!,-'V-4:u 1 / I`-' ,',Z-0.- _1..�/i/++' . • C: - : , " .'moo • - - • ' — • • ' ' • ' .• • )5-7): : ' ' . cl• ' ' -Pi;:i-vg• ' ": ) . . - F5 '':: ' 2 tip \ , s . : . ', , -, - :;. ,.. • ,, :, ,.. : „ : ,, •,,, ,, :, , , <<:,..-.„1,, :,5•;„ ct., ,,' H--. --.,- ,..z.... .):,-9,11,i, ••Lel ,• .., :: , :, , . , '''',.- „ , :,• ,, . „.• , ttq , ....7ree- .1....4i.u5_._... ...:i.. .ef,6 A,i c ,,,2.r: :,. .,: ,ply _ •-. ; ; ., : : ,: .,: "..; 5 ...i.4. ' ' 1 : ' .( ' ' 4"(it6°.)- ' . ' . - 4- ' • 4' : ' ' ' ': ''' - 1 SIJ Z•§ 2 :,t,...... :-.'... ..:i 6f Ly rt._ s per. '..Y :,2- .4- - ti6\ a fr1 -= � J ,;,_ v ,... :: ,, , ::; ,; : -.., .,, \i/ ; .; f;,. .,; ,, ; i , .; : , , , -. ,; ‘...., ; ., .iy -_,. , ; :, .; ::- ;:-.. . ' - . ' ' . ' . ' . ' ' ' ' ' ' ' : ' ' i ' ' ' . : (g.p5z÷-e , ../..§, , ..-31846 ,ii."''''`"*""*".; . . : ,., , , : : , , ,.. , ,,,,, : „ . , !„....7, , .,, , : . , , ., : , 15,54 je....! !! ,,,.. 074. x : :. i.!!!..:!-1-:.,."f4.6:.'01.'.\,: :::!/..6157,,S.',!-: '1)- -.'00.). ..i: P. i.,,140.',e;irOf.!i4ilf:kit. .'..5 •:'"' "K,-.0.1,....:1,..11:,64.••••• j..•••1:::S5%;•1 t- Structural Engineers - - 180 Nickerson St. C T :T E' �N G I N; •E. E, R I. N `,,G;.: Suite 302 ._ '`N C Seattle,WA Project: 4 H" 1 "'1616► 4Z,D'EJ,1'0•0 C- Date: i). 06, 98109 ,� /) (206)285-4512 Client: 2012 ✓mif�lt,/ ® 70 e3 �D'r ''v5 Y^'iiTS Page Number: (2 6)285-0618 :: :', ':H .' ;.- ; -:- :: ! ! ' ,:„, ,„. . i -.; :,;.., .w,„,.:,.„..,_.„;,._.._...„.„,„_....,...,„ /6,.*....tei ._.., ..,,._.„ g:;66,,,:,.., ‘);. •,. .., , , : .; , , , w 'Z M- 92,E , t LL ` .l .. 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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 I i B3 averton il 6 � F rlrOf.F1.TafR4 s°,�fSf s ilwaukie g!:E,R,gRiq.ig'agd,i:;g13i.kglEaMglit0Vrl'.':iTi'iT.':k,'i:ti?iEV,Q,.Fti2. 9QiiQIF,gi:i:,lfM514:iiVi'"''':'"'''':':''''''''-'"':'';''."':':2E-''''l'i.'':'''.'''''4-r:'''E'i.:''' ''':'i'''".;:"!1"E'.'I'l'tii ke Ositego C f � Pim �* t 3 •,:g.filgtEatiitigt:IE.!Illg:1',!li:.:8•*agFRI.1.1!,!.iititalliglIgElliiiii:liIi:'---Iiiialliiiiaii:1!--li•tir-i'i':.,:sgl): ::ii.,!'isils,NIME15. 1,!fiNiNiC,ig:intLE',-,411.i:iillii).-li.:::,!:::':':;:fl- E I A 1:!!MligglE!,-i!i2,1S:e--i!.5411,g:imsifiFt:'aiig.011FIE:11.fgEitl,:!!il!::516.ipAni;i:Mtiii:libigg'41NRiIiiN1111:1!iilgitiN:iig.Ey,.; "f l�fin ' :x L U <.42O1S Ma Quest alwaota® ' !a}►#west USGS—Provided Output SS = 0.972 g SMS = 1.080 g Sol = 0.720 g S1 = 0.423 g SMS = 0.667 g Sol = 0.445 g For information on how the SS and Si 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. MCE Response.Spectrum Gesign' espouse Spectlrum 02 1,: �J €SD 0 02 0,CA fil X 55 a 0,40 T Q,t . :4?' • t 0:.22 b.3& :}3 0. S . .:_ ; O. + 0.20 0,40 4.00 b. l.y 1.a: 1.&fib 1. i i.: 'fJ t 2,00 0,20 0.40 0,40 0, 1: 1.20 1.x.4 1.00 1,-.20 t� Period. (sec) 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. Plan..3413.2 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= 11 Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE=:i..00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 .................:.._...........................: Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http:/learthquake.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 SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC =-D.:::.::. Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= Q..:,..:....:.:....... Max. Max. 11. Wood structural panels - -- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 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 Sips= 0.78 h„ = 29.50(ft) Sp,= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020',;ASCE 7(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7(Section 12.8.3) ......... ... . . . TL= 6 ASCE 7(Section 11.4.5: Figure 22-15) Cs=Sips/(RITE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sp,/0-(RITE)) (for T<TL) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sp,*TL)/(T2*(RI1E)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) _ DIAPHR. Story Elevation Height AREA DL w; w; *h,k w,; *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 29`50 29.50 1450 0.022 31.9 941.1 0.49 4.43 4.43 2nd 9.00 20:50: 20.50 1682 0.028 47.096 965.5 0.50 4.54 8.97 1st(base) 11.35 9.15 9.15 1065 0.028' 29.82 29.8 0.02 0.14 9.11 SUM= 108.8 1936.3 1.00 9.11 E=V= 13.01 (LRFD) 0.7*E= 9.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx = DIAPHR. F; E F, w, E w, Fp, = YF; "w„ 0.4*Sips*IE*wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.Fpx F„ 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) 42;00 42:00.ft. Roof Plate Ht.= 29.50 29.50 Roof Mean Ht.= 35.75 35.75 ft. -- --- ' . ....... .. ........... .. Building Width=•'i 34:0 43;0'ft. V u/t. Wind Speed 3Sec.Gust- 120 120`mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sec Gust .93 <93;mph (EQ 16-33) Exposure= B B Iw- 1.•.0 1,.0: N/A N/A ...................... .............: Roof Type= Gable Gable; Ps30 A= 21.6 21:.6.;psf Figure 28.6-1 Ps3o s= 14 8..,,,.,,,-,:,.::.14'.1:31 psf Figure 28.6-1 • P530 c= 17.2 17.2 psf Figure 28.6-1 P530 D= 11.8 11:.8.;psf Figure 28.6-1 A=•-----1:00 1 :00; Figure 28.6-1 Ke=::!'''' . 1 i00 Section 26.8 .. .. . .. ...... ......... windward/lee= 1:00 1;00(Single Family Home) \*Krt*I : 1 1 ps=\*Kzt*I*ps3o= (Eq.28.6-1) PSA= 21.60 21.60 psf (LRFD) (Eq.28.6-1) Ps8= 14.80 14.80 psf (LRFD) (Eq.28.6-1) Psc= 17.20 17.20 psf (LRFD) (Eq.28.6-1) Pso= 11.80 11.80 psf (LRFD) (Eq.28.6-1) PSA and c average= 19.4 19.4 psf (LRFD) PS B 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; 0.890.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 j wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA A8 . Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 42.00 12.5 0 170 0 255 0 151.3 0 327.1 Roof - 29.50 29.50 4.5 61.2 0 91.8 0 61.2 0 117.7 0 9.2 10.5 8.43 8.43 9.45 9.45 2nd 9.00 20.50 20.50 10.2 138.4 0 207.6 0 138.4 0 299.1 0 5.5 7.0 6.56 14.99 8.13 17.58 1st(base) 11.35 9.15 9.15 10.3 139.4 0 209.1 0 139.4 0 ':•11.4 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 kiss LRFD kiss 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(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 29.50 29.50 0.00 0.00 0.00'r 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 0.00. 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 1 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 V(n-s)= 20.361,V(ewer)= 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 4.3P CT PROJECT#: CT# 15238: Plan 3413.2 SHEATHING THICKNESS tsheathing = 7/16"':. NAIL SIZE nail size= 0.131"dia X 2 5 long STUD SPECIES SPECIES= H F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0 625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable 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) 1 -- 0 1 0 1 P6TN 1501 150 150; 150 P6 520 242730 339 P4760; 3531065 495 P3 980 4561370 637 P2 1280: 595 1793 832 2P41520 707 2133 990 2P3 1960 911 2740 1274 2P2 2560' 1190 3580 1665 N.G. 10000 4650 10000 4650 !GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long`No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V a 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 id-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 35`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 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 LOL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i. 'Type Type vi OTM ROTM Unet Us„m OTM ROTM Unet Usum Us„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext:' LI 456 .20.0E 24'.0 1.00 0:`15: 1.73 0.00 1.38 0.00 1.00 1.00 69 P6TN P6TN 87 12.44 17.82 -0.28 -0.28 15.60 21.60 -0.31 -0.31 -0.28 - 0 0 0 0 0• 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 • Ext. • L2 274 12 0. 16.0 1.00 0.00 1.04 0.00 0.83 0.00 1.00 1.00 69 P6TN P6TN 87 7.48 0.00 0.66 0.66 9.37 0.00 0.83 0.83 0.83 0 0'.0 0.0 1'.00 0"00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 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 - L. 0 0 0 0 0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00'' 0,00 0.00 0.00 0.00 1.00 0.00 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 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 pert - - • 0 •0.0 0 0 1:00 0.00' 0.00 0.00 0.00 0.00 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 G. 00 00 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 00 00 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 00 • 0.0 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0 0 1.00 ::0.00 0.00 0.00 0.00 0.00 1.00 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 • 0• 0.0 0 0 1'00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 5.55 EVEQ 4.43 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel • SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 • • Diaph.Level: 2nd Panel Height 11"ft. Seismic V i= 4.54 kips Design Wind N-S V i= 3.32 kips Max.aspect $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 RorM Unet Usum Usurn HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L3 841 34,0 40.0 1`'.00 0.25 1.66 2.77 2.27 2.21 1.00 1.00 132 P6TN P6TN 130 49.33 84.15 -1.04 -1.32 48.78 102.00 -1.60 -1.91 -1.32 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 0.0 100 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 '0.0 0.0 1:00 0..00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 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 0001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 - 0.0 1..00 0.00 0.00 0.00 0.00 0.00 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 8`41 . 37.0 47:0 1.00 0.25 1.66 2.77 2.27 2.21 1.00 1.00 121 P6TN P6TN 120 49.33 107.60 -1.60 -2.61 48.78 130.43 -2.25 -3.44 -2.61 • 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00:, 0.00 0.00 0.00 0.00 1.00 0.00 •C --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 'LOCI 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0 0 1.00 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 p 0 0.0 1:00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 !O --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0.0 .1_.:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0•.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 1.00 0,00 � --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1:.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 :0.0 1:00 0.00 0.00 0.00 0.00 0.00 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 Q.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Q.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2Vwind 8.87 EVEQ 8.97 Nctes: 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= 9.1:4:ft. Seismic V i= 5.71 kips Design Wind F-B V i= 3.94 kips Max.aspect= 35 SDPWS Table 4.3.4 Sum Seismic V i= 14.68 kips Surn 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) (klf) (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 00 0 0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • Ext R3 532.5 33.0 33'.0 1.00 0.35; 1.97 4.43 2.85 4.48 1.00 1.00 222 P6 P6 194 0.00 171.52 -5.30 -5.30 16.72 127.05 -3.41 -3.41 -3.41 0 00 .00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0'.0 0'.0 1 00 0.00;' 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0.0 1..00 0.00', 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0'0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0'.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1'00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 00 0 0 1.00• 0.00' 0.00 0.00 0.00 0.00 1.00 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 --- --- o D.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 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 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 0.00 0.00 0.00 1.00 0.00 0 --- --- 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 00 Oso 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 .0`0 0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0.00 0.00 0.00 0.00 0.00 1.00 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 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00= 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1065 1065 56.0 56.0 =L eff. 3.94 8.87 5.71 8.97 Vwind 12.81 EVEQ 14.68 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL E-W(side to side=Ieftlright) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height ;9 ft. Seismic V i= 4.43 kips Design Wind E-W V i= 6.31 kips Max:aspect 35;SDPWS Table 4.3.4 Sum Seismic V i= 4.43 kips Sum Wind E-W V i= 6.31 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p L= 1.00 Table 4.3,3,5 Wind Wnd 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 p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTMn Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) ...... ....... .. .................................................................................................. Front BR2* 26.1 6'8 1'2.3 1.00: 0.15' 1.14 0.00 0.80 0.00 1.00 1.00 117 P6TN P6 166 7.17 3.13 0.65 0.65 10.22 3.80 1.04 1.04 1.04 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR1* 326.3 8.7 15.2 1.00. 0.15• 1.42 0.00 1.00 0.00 1.00 1.00 115 P6TN P6 164 8.96 4.88 0.51 0.51 12.78 5.92 0.86 0.86 0.86 Front •• loft* 137..8 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• �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 0 • .•0 0 0.0 1 00< 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.0t1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0,0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.000--- -- 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 00 0.0 1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - • - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 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 - ••••• • 0 0.0 0.0•• 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- ! -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 • - -• 0• 0.0 0:0' 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1,00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;0 0.0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0---' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 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; 0 00`: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 .0.0 • 1.00' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 ,•:1:00'.:•,.:0•.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1.00i 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '000 0.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 1450 1450 37.5 37.5 =L eff. 6.31 0.00 4.43 0.00 EVw;„d 6.31 EVEQ 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 1,1°ft. Seismic V i= 4.54 kips Design Wind E-W V i= 4.20 kips Max.aspect 3.5:SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind E-W V i= 10.51 kips Min.Lwall= 3.14 ft. (0.6-0,14Sds)D+0.7pQe 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. EQ. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C p w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RorM Unet Usum OTM Rol-KA Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP• 01 2.D 1 D.0I,; 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 3A'I 14.2 1.00 0.25. 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int pdr 0; 3,3. 5.0'; 1.00 0.25,• 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 . 0 0 1.00 0 0.0 • 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0. D.0 0 0 s 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Garr, Rear:. 0' D.0 OA 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 OA 1.00 0.00; 0.00 0.00 0.00 0.0o 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' 4.51 8,0 1.00 0.30 0.70 1,05 0.76 0.74 1.00 0.82 406 P3 P4 389 16.44 2.67 3.59 3.97 19,27 3.24 4.18 4.89 4.89 Rear 0 Dining 28D.3I 4.4 8.0 1.04 .30• 0.70 1,05 0.76 0.74 1.00 0.80 425 P3 P4 398 16.44 2.61 3.70 3.70 19.27 3.17 4.31 4.31 4.31 •• Rear. LIV*' 280.3 5.0; 16.6 1.00 0.30' 0.70 1.05 0.76 0.74 1.00 0.91 329 P4 P4 350 16.44 6.14 2.38 2.38 19.27 7.45 2.73 2.73 2.73 0 0.0 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 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.0 0.0 1.00 G.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0' 0.0 0.0' 1 00 0.002 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0' 0.0:! 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' •0.0 0 0 1 00 ? 0.00'. 0.00 0.00 0.00 0.00 1.00 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 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 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.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 H, : DA0 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 CO- 0.0 1.00 0.00J 0.00 0.00 0.00 0.00 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 V,M„d 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 LDL eff. C p w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) it (pit) (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 0,44 Ext B2 '385.9 6.8 18.8 1.00 0.35 1.32 2.26 0.89 1.93 1.00 1.00 416 P3 P3 529 9.86 20.01 -1.66 -1.66 12.55 14.83 -0.37 -0.37 -0,37- - 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INT GAR2 897.5 34.0• 34.0 1.00• 0.35 3.08 5.26 2.07 4.48 1.00 1.00 CONCRETE 22.94 ##### -4.77 -4.77 29.18 ##### -3.17 -3.17 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •- - 0 0.0 0.0 1.00` 0.00: 0.00 0.00 0.00 0.00 1.00 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 00 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1.00 0.001 o.00 0.00 0.00 0.00 1.00 0.00 0--- - -- o aao 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - • 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 o--- -- o 0.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 - - `0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 o.00 o.00 o.00 0.00 1.00 0.00 0---; -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - :0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ;0 0:0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - • - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 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 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00• 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 .0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1795 1795 50.0 43.3 =Leff. 6.16 10.51 4.14 8.97 EV wind 16.67 VEQ 13.11 JOB#: CT#1.5238:Plan:3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2' Roof Level w dl 150;; plf V eq 810.0.:; pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds •__1,. ____r, v hdr eq= 65.6 p/f Q H head= A v hdr w= 108.6 plf :! :-1'.:083: :;:::v Fdragl eq= 181 F2 eq= 181 A Fdragi w= 9 F2 .-299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 40 . .: vl w= 195.9 plf v3 w= 195.9 plf P6 WIND ..:...... .. feet H total= 2w/h= 1 2w/h= 1 9.083v 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 plf P6TN .. .. ...... ..... .................................... ',.4:..'.0:,:.,.i•: EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 r q UPLIFT 150 456 J Up above 0 0 UP sum 150 456 H/L Ratios: L1= 34 L2= 55 L3= 34 Htotal/L= 0.74 4 c a I, 4 I> Hpier/L1= 1.17 p 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 p/f V eq 1010.0:: pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w :1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ► ► v hdr eq= 66.6 p/f ► H head= A v hdr w= 90.4 plf 1.083 v Fdragl eq= 217 F2 eq= 217 A Fdragl w= ',4 F2 •-294 H pier= v1 eq= 116.6 p/f v3 eq= 116.6 plf P6TN E.Q. 5.0 vl w= 158.2 p/f v3 w= 158.2 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= F4 e.- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3 0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 il UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= i6.5 L3= 43 Htotal/L= 0.60 Hpier/L1= 1.15 , ® �� Hpier/L3= 1.15 L total= 15.2 feet t JOB#: CT#15238:Plan;3413.2:` SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft"' Roof Level w dl150:: plf ..... ............. V eq 340.0:: pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560 0; pounds V1 w= 280.0 pounds V3 w= 280.0 pounds D v v hdr eq= 52.3 plf c> Q H head= A v hdr w= 86.2 plf 1 083 y Fdragl eq= 65 F2 eq= 65 n 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 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083v Fdrag3 eq= F4 e.- 65 feet ° Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4 0 I EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2;0: L2= '2'5 L3= 20 Htotal/L= 1.40 4 D 4 D4 D Hpier/L1= 2.00 � a D Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#.15238:Plan 13413.2SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR" Roof Level w dl= 150 plf .............................. V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512A pounds ...........:.......... D D v hdr eq= 64.5 plf o H head= A v hdr w= 107.0 plf 1.083 'i v Fdragl eq= 320 F2 eq= 67 A Fdragl w= - 1 -- - F2 . 111 H pier= v1 eq= 82.3 p/f v3 eq= 82.3 plf P6TN E.Q. ...................................... 4.0 vi w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 © Fdrag3 eq= I F4 e.- 67 feet ° Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 p/f P6TN 4.0 EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 v UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 HIL Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 a P a ca Hpier/L1= 0.22 P Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#15238.Plan 3413.2'..... ............,-.,,...-....- ''SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl150: p/f ................................... ...................................... V eq 850.0:; pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ...........:.......................... ► v hdr eq= 50.0 p/f A H head= A v hdr w= 80.0 p/f ................................ 2.083 y Fdragl eq= 300 F2 eq= 300 Fdragl w= ,=0 F2 .-480 H pier= v1 eq= 170.0 p/f v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= .I 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 ,, Y UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5' L2= 12:0 L3= 2'5 Htotal/L= 0.59 a s 4 e 1. Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet ` JOB#: CT#15238:Plan3413.2' SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT! Roof Level w dl= .1.5.c). V eq 820.0;' pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds D D v hdr eq= 56.6 p/f I> A H head= A ! v hdr w= 91.0 p/f 2.083 v Fdrag1 eq= 164 F2 eq= 119 ° Fdragl w= .-4 F2 .- 192 H pier= vl eq= 86.3 p/f v3 eq= 86.3 plf P6TN E.Q. 5.0 vi w= 138.9 p/f v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= =• F4 e.- 119 feet 0 Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 v v UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5. L2= 50 L3= 4:0 Htotal/L= 0.70 Hpier/L1= 0.91 a Pia a Hpier/L3= 1.25 L total= 14.5 feet 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) Shear(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 not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1. 2'to 18'rough width of opening per wind design min 1000 Ibf far single or double portal on both sides of opening ? �: = opposite side of sheathing • Ponypr:. wall , •�' height . r9 ;44.1.4741: Fasten top plate to header +11sn 3"x 1-1/ "nef ender� f with two rows of 16d ♦�r n Steal fiAe r I�Ot allowed 13 c s n .. ;,Qa s sinker nails at 3"o.c.typ y 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 •z '!/ total Header to jack-stud strap per wind design. i. wall Min 1000 Ibf on both sides of opening opposite • height side of sheathing. . If needed,panel splice edges ;� shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max •• thick wood structural panel sheathing with -- 1;• 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. Min length ofpanelper table 1 : 9 Typical portal frame a` a construction rii. Thi, i �y Min(2)3500 lb strap-type hold-downs sf (embedded into concrete and nailed into framing) 3 Min double 2x4 post(king g. ! and jack stud).Number of • • �, Min reinforcing of foundation,one#4 bar s :�, jack studs per IRC tables t jf top and bottom of footing.Lap bars 15"min. r. 7; R502.5(1)&(2). .:!!..!..1,;,......., 1. Ili !— Min footing size under opening is 12"x 1 2".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 AM—The Engineered Wood Association sebn J3 MAIN 11-30-15 u 1:29pm A Forest Products Company I of I CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 `.1ernber 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 ��.� .,.�, `�s�€` „��s Fg�ss s�q�s'Asg�47c Ep FA�i,: .g. Esc. ,�z , `..,.,.,-.s �a al at ._ :”.• ,.�.a sa: Eat'�'4i,,.Mtf�3'igl isiii dtt..-424-s�.ttata "'��c,',�`,.x.�.;'IET a.e' EN ;:.,,�.m.axs+..mri:..-,.�.am<%saw-.n�xa uv.r:.aa.ut�.�nc .asm�:m: v,*a4 .��.=..• _...�:..,Fr _.. �.>�sv n �.. x 19 4 0 0 19 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 810# -- 2 19' 4.000" Wall DFL Plate(625psi) N/A 1.750" 810# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 623#(390p1f) 187#(117p1f) 2 623#(390p1f) 187#(117p1f) Design spans 19' 5.750" Product: DF L 11 7/8°° RFPI-20 19.2°° ®.C. PASSES DESIGN C !ELKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 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 3946.'# 7280.'# 54% 9.67' Total Load D+L Shear 810.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4384" 0.9740" L/533 9.67' Total Load D+L LL Deflection 0.3372" 0.4870" L/693 9.67' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER iStI4101 Copyright(C)2015 by SimTi 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. 5503-85588-9663 J2 BASEMENT 11-30-15 Roseburg1:32pm ss A Forest Products Company 1 Of 1 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 tal ,i ;u.,. ,, eltilg' €ax�-�411� .. tifb�x<, ,'n,41-lift..--, �a �� „' s� ',Y-' d '-.1::,�,? ':; ��x cae ,...x �$Ce3 � .�a � �: �PH� YwGAA. ^3n�3:Aa���&a.— ---:—.,.*--.....--„,..4, / / / 9 8 00 10 7 0 Q 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#(179p1f) 61#(46p1f) 2 641#(481 p1f) 162#(122p1f) 3 778#(583plf) 221#(166plf) 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 KAMI L HENDERSON SticatgT .i. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER a_�,,: ,:: 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. 5503-858-9663