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Specifications (11)
PA-5 -000.0 l7(. t7 5 rc �5 C-C CT E`fl G"I N EE G'' Structural Enulr� er 180 Nickerson Street Suite 302 Seattle, WA 98109 206..2854512 INC. . (V) 26.285.0618 (F) #15238 Structural Calculations - i`�BUILDINGSION River Terrace ,co PRo, 4 �GINE,�� Plan 3413.2 4d Elevation D • �` 4REG6N,,,,,Ti ard, OR Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: 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: ID:EAD'LOADI.Sl11V MARY ROOF Roofing 3'.5,psf Roofing=future 00';psf 518"plywood (O.S.B) 22'psf Trusses at 24"o.c. 40 psf Insulation 10 psf (1 j 5/8"gypsum ceiling 2'8°psf Msc/M'ech. 15 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4O,psf NO gypsum concrete 00'psf 3/4"plywood(O S.B) 2'.7 psf joist at 12" 25 psf Insulation 10 psf (1) 1/2"``gypsum ceiling 2'.2 psf psf FLOOR DEAD LOAD 15.0 PSF '® ..,... / . (2)2X8 HDR __ I (2)2X8 HDR .. , 4-----------÷___ _ . RB.1 cc .../ c:,i • i • ‘7' 1 i 1 o •••,. I, • . • . • / co ',.,. I I i . r r / . 1 / DI E.,4, ,.., •• id i., v) ... ., ,, H i H. \ : i / - . --, Li /„, .,. GT.d.2 1 i L.J U U u GT U u U •••i• (i)i I I I .. i i 1 f,A • ir ' 11 •-.,.%;c3,..„-.-.....-::-.r.,-.-...-,7, m , 1 g 1 H •.-- 4. / 1...._, 1 1 4 1 J 1 I , , cc o I 1 i 1 ! co • ! 1 -TR US SE S AT 2,11- DCI. TYPICAL i I i 1 1 i 1 I P , 1 , II .x , fic., , ,.'......., : = : _J t•-1 [III 2••••_•••• 1 i i I N. I f I• • ; 4 i 1 I dik I 1 11/ 1 1 _____, •-• i 1 I - F i I , r • 0 .• iln 2VJt'. .1. / i I G T .:2N,, '\ / n ñ !-•1 G T.d 3 )'•::?.N , ! • • 4/ / ii, L '.0 , • 1 i____I / i Eu 1 1 E-i. . ,i ,s4, E,1 u . \ I , i 1 . (., co A'''''' ..: cc, A H i U LI , q CD \ • • LJ i V) 7 ../. n / I b n/ n n n •\ n ,• '-) 1 / n.• c, !/ ,. • • • . \ I lo , / i1 / \I / /, • '\ '• E-, ' ...E) . (..) s'•.. I 1 / ii / \ \ i RB.4 /* ID i i , / • \! i, ..., / • dig , . ,...2 RB.6 1. 0 i' / \ % /- \ , ... l' .4.---..—......—*z. 1:i” / • I 1N1. (2)2X8 HDR ii/ (2;2X8 HOR / '/ ' " • 1 I , / , ' 1 RB.5 R3.5 \\I I .1, I 6-0 / / Ni/ ----,------E.}-- ----i— 1/ (2)2X8 HDR (2)2X8 HDR I \J e . . .. . .. .. . . .. 341302D ROOF FRAMING PLAN 1/4=1'-0" FRENCH REVIVAL MST37 0 MST37 3. c d� MSTRl F3 Q %'3' \ J . r°, :: s's.� ...... .... 0 3 1 -- II 1 1 L2 CiII .• f., �.s ssi C 1 L THIS A<:; SIDE R1 :Ili-1--) THIS SIDE y C2) riii wlj ICJ F: iiiii v, 1 C-) y4 mE;: N. r;s 'Is .1?' Ili IF iiii L1 __I 1 f It I 110 Loft !Atj 1114.;i1.:pil.i,-,N,.:i:-!-.J.m::i';-i.,,,ifl.gi,.. BR2 MST37 EXTEND f BR1 0 SHEATHING T Qi MST37 MST37 rts x ;,t o'4 � : , ' ' E; s >. TOP C a-8- �. MST37 MST37 Y S1.2 8 S1.2 no . STHD14 STHD14 _- -:P3 4X1 O H€DR \� STH t* .. STHD1� 4 .. A� B,3 2)2 2}2X8 HD 4X10 HDR X8 HDR -. �j- ^T . 4111111 B 2 '''''.1B-..J I i( I if ( 2)<INssr ®s z I Ij - 1 I it 1 W/ 'PIM S 'D o III I I�-- I EACH SIDE IN. 3 1 I --- I I: 1.________:=:_i_______ rte..... . FIXTURES , °. ABOVE N _ 1`© OT tBO\/E I !E ..'GA80r , -7. !— -- — I u, • © 1 • Lu • T a ai I fQ -- . 1. I OI • S I :a tir1 ,... : _z:z••,::,„ ,� FIXTURES AEOV: gri , �f ( • t I : L� : I 1. o.= • II '.,o �o ______ I r.. SIDE P5O IIII L` 5Y4 i�/r3 FB BI•RING WALL ( ,. — -- - y B' "ING W LL I (10 DTHISE r �� I III f Ifs. 7�� 14 \ �... I7I� L _ qL 1i•4 -I ISTI ,m111link _ x .01 \ � 2)2X8 0R ......:..........::...,...„::1.2.-----0,77•7; BEA ING WA_L ffi B 8 -o .c '\ / z •THD14 5TH014 - F e \ i {...__.-. r-- s 0: \ CL' I 1 v 0 0 I LJ __ N• ��0[€ !1;0x1 \/STAIR I s, a F ABOVE _:;© U /XRMIN AG z •A. o j co I 9 i.. /F A1VVE S 7 _ 111 ,.. 3' - [11; -.. \\\ � p F / \ iio C l I. 1I/ABOVE \ v 5YHC.ipn--- :,' 4X1 BIG :EAM (DROFPED) '-P a15 (2)2X8 HI+ I-' L LSL 13'4x14 RIM ;Milr O GT PBOVE � ..' O 18 11: --,' MSr1.7 D FLOOR r' =•y"- � - N' _ >s,� _..gym. a®-- .r L.....irio, . ,___„.__...,1] I TO RIM �I RIM''$OAf7DI ' I I I z'.' LSL 134X]4--- ' EXTEND ONT. 4X12 OR CHORD a� 1 ..: B.14 .._ i I:--- mir IVII'-- .-�—.il--- - = _RIM_Illl�:�®:�i�l LSL 134 14 RIM I ®,c, STHD14 �ii•l� m W 57ND 4� & -1�... 1 I� ROOF TRUSSES ;r M v0 ®Mir A ,la I © 24" O.C. STICK FRAME 1 STRUCTURAL FACISA —, 1213_ DR�— _8:1;. j I • I • 4X4 POST ''" ®- ' .''''- --- EI 4X4 POST • g• ...�1.7.- j • Aft PLATE HEIGHT AT SEE;SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. , MAIN LEVEL: 9'-1" oMAIN LEVEL SHEARWALLS -;lain34�3 �� UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL P.T. 6X6 e A POST TYP. L r -1BB.2 �_®®� � P.L. 6X8 HCTZ \,.....„/ r2L�o xx°o X PT LEDGER '0 END TRUSS 5T1-fDi� 0 -�-�_* BB _ STHD740® 4 STHD14 3 ► .1 !� �1� --.-H-7— m,�e ___g__14. ' r•0�(2)2X10 HDR 4110 HDR 2 2X10 HDR `, ;.ss� ° : ..., -:: ` s,s..+-- -_�_ - ee�—�-< � ��, .�,�,:ems.-.i�— ee�e®o _I-L—... ,,b 1/'r" '••.'- : - ASI 2) 'NG sru 6x12 E ts'R W/ TRIM STUD EAC SIDE MIN. o a m U O ,T 1 N cr, mi GT ,_Q �,. AEOVE Q U � r <n~ o5 m O BB,5 B 6X6 POST BB LS 5Ya 11/6 ^'FB BRG ALL BO LS 5Ya i 1'/8 B P t.,, 7_How_ e el.® _* — fIS 11 r--- I ,t,, //////f///iii///// DE r � �� FURN BRG WALL P 6 1 11 I i l - r' 1° THIS (1121) q J SIDE A �STHDt4 EEIII 4 e STHD14 ",{BRG WALL, \ 3.5" DIA. HOLE PROVIDE ':. 3" CLEAR TO TOP AND I LT_I • • BOTTOM OF BEAM FOR €� ° \ PLUMBING WASTE LINE ' 4 p, Vi PLANT SHELF € S] 'AIR RAISED PLATFORM ! ; BRG WALL! Fl3"IIJG 2x6 AT 16" O.C. , ""� / `� SLAB ON GRADE I I ° . SEE FOUNDATION PLAN (A6) ,I a (42x12 mSTRINGER<r -_ 1 6 [-------I _�� -_ ABOVE r 1 20 � D4 CRAWLSPACE -) L L 1 r 1 1 L _J 1 L L J FIXTURE ABOVE J I i I L__ - JL L r 20'-10" 4�/¢ 4'-11" 6'-83/4" 6'-8y4 2.-03/4" e ;�----r--t, I I _ --. L J I ABU66 N r- 1-.: Ei 1 L_J $� L_J L_J ABU44 v-. 3W CONC. SLAB 9 v -o'-ii" 1 S6.0 T.O.S. 34'-0" F 11'-2Yy4" 5'-0" 4.-74" 13'-2" I , I t •a A,-- . 1 a I-0'-4" I 8 STH} 1.0 T.O.S. 51.2 //—STHi_DI4 STHD14N1, i 10U8tT O ��t ' ///!// IS/!l///////// /Y/I// I O a r Ei2x4 PONY 5114014 1 I 1 In I I-0'-2Ya"I WALL EIMITh I I n I ♦ • I I ° I+2'-2%"I I+2'-2WI--1,--0 18"x18"x10" FTG. IO W/(2)#4 EA. WAY --d.8"+ o "' (TYP.U.N.O.) I "' 3'-8)/4" 6'-3" 6'-3" 6'-3" 6'-3" 3'-8y4" I 1 ? 4x4 POST I I I a 'ILi I-1.-1 (- TYP. U.N.O. ri-n 4X8 HDR1-1-1_ t, II -'`--—-—-—F-g-F--I-43-4- - 1 81.+.--...--1-Iii—75-- -1--g-l. --4-.47..4..- Is-+—-—-—--`- J L_J L_J L_J L_J L_J D4 a II 8 INSTALL SYSTEM TO ALLOW 1--r r i o' II +O'-0" II ADEQUATE DRAINAGE BENEATH Li ni0 BASEMENT SLAB ON GRADE CONDITIONS 1} ' FINISHED FLOOR +6-2�" 1 e-----'1+6'-2413"1 In er Li 30"X30"X10"FTG. n o W/(3) #4 EA. WAY a 6'-11y4" 6'-11y4" 6'-0" 5$ 5-103/4" { 6'-2" a n t . I 3RG WALL `., 1 „-- r T ABU 6X6 POST `i I I I I Ti W/FTG ry i" I r+1 , 1 4X10 HDR 1 X y�ASE TYP, 1 o ° L+7' 11�e'I L_J _JIRNACE� q{��--�P_TI L I L - V1 1 ' "2 ` 1 ^ THISrn� A80VE—� 6'-0y2"1 j -, iv SIDE F6 - . i I ♦ o _ m 4 2'-10)f fu'`i 4'_4- THIS aT SIDE STHD14 - ) +8'-11'1-I STHD14 1+8'-0'1"I L ow., -4 °--1-1+7'-11%1 T.D.W. T.O.S. I I. + o BRG WALL 2'-1032" 1� 4'-4" W/FTG t F�1 e VERIFY GARAGE SLAB HEIGHT __-- I WITH GRADING PLAN r 1 • . —t I+8'-103/4" 3W COC_ SLAB - P2 9 ( MIN. 16"w x 24"h i. ---r-ACCCRA ESS 9.W.-J°0 • PONY 3 f /HATCH I+�'/-1111%IIy"' • WALL lIf STEPPED Q F-- -- i •FOOTING AS S 1 NEEDED PER "' D1 I +5._6" INSTALL CONIINUOUSY GRADE 1 OPERATED I,ECHANICALIn 1�8",4,- VENTILATION SYSTEMin I T.O.W. AT THE CRAALS°ACE OPEN FOR 1 I+81+a'-111,21MECHANICAL VENT 21'-.53/2 : { 1 a —k 3x1)5 BLOCK OUT 1I I o IllEk L. ®STEM WALL TYP. S J I 1 +8-91/2 I N WV T.O.S. 1. (-f--/-f-ej ' FIXTURE 1 STHD14 OSTHD14 ABOVE +o 0 0 II If ♦ L a a FOLI'vGATION 6'-4�" 6•-6" RE 4SIONS 1 3W CONC. SLAB SLOPE 3" Q 9'a NOTE:PROVIDE STHD1 RJ I —6x6 POST IN LIEU OF STHD1 AT RIM WITH ABU 6x6 POST WITH JOIST CONDITIONS ABU BASE— BASE iI I a 4yy-t 1 14'--0" I 434" 1 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-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Roof Framing Description 3213BCD ROOF FRAMING `Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x4 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 3.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 9.07 32.67 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 212.1 394.4 227.2 63.1 600.0 212.1 763.7 Fb:Allowable psi 1,075.3 1,075.3 1,075.3 1,075.3 1,466.3 1,075.3 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.4 32.4 28.5 7.9 42.0 21.4 77.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 . 750.00 1,080.00 300.00 350.00 550.00 1,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 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 FRMG 1 OF 3 Timber Member Information ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 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 Fir,No.2 Hem Fir,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 ,....„-,°:s.,:,_ ;:.<:,.<:..� ,;',ki3Ai .ux. -.:„.vs.�.3z:.: ..3.w`R t:<ik Mh : /:..., ,, •4 .,:.t..c.....,. 1:. <tet ... in.,Fz hYxvb:.r wa....,., ,. 3\:... Mmax @ Center in-k 53.87 15.62 12.22 48.87 41.32 11.81 194.04 @ X= ft 3.25 1.75 1.50 3.00 2.20 1.50 7.00 fb:Actual psi 1,079.3 365.1 285.6 979.1 965.8 276.1 1,697.1 Fb:Allowable psi 1,242.0 1,075.3 1,075.3 1,242.0 1,075.3 1,075.3 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 45.0 35.8 93.6 96.7 34.6 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [eactions @ 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 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_DL.ECW:Hoor Framing BD Description 3213.2BCD FLR FRIM 2 OF 3 [imber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.bS B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,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 ran;. � •„.: .:';.48v.?^.,.b...., < i:::.:sisa .Ra, _:.: ':.::.` .9.,..." ,,s^ r .:<.: .,. .,. ., , 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 fv:Actual psi 75.4 124.5 63.8 103.1 43.5 13.1 47.1 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions0 @ 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_DL.ECW:FIoor 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 User.KW-0602997,Ver5.8.0,1-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 :ode 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 586 .03 . .,,.,.. 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: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 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 BB.4 BB.5 BB.6 88.7 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL:5.250x11.875 LVL:5250x11.875 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- Level,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 850.0 900.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 310.0 150.0 310.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 0.850 1.150 1.150 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.00 7.00 3.00 6.00 12.00 6.00 14.00 Dead Load #/ft 216.00 90.00 165.00 165.00 172.50 172.50 180.00 Live Load #/ft 575.00 240.00 440.00 440.00 460.00 460.00 480.00 Dead Load #/ft 450.00 175.00 175.00 45.00 280.00 Live Load #/ft 900.00 125.00 125.00 120.00 460.00 Start ft End ft 5.000 Point#1 DL lbs 1,260.00 LL lbs 3,360.00 @X ft Point#2 DL lbs 450.00 LL lbs 1,200.00 @ X ft 5.750 Results Ratio= 0.9537 0.6511 0.2656 0.7884 0.5203 0.7305 0.6764 .. ,•..>;.., s:; a�-.,,;: ¢s. '._. '..::.y ...n.C:3:,.. .w. ...w s,....:;;3;;o.etas,. a^, 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,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 2 OF 2 Timber Member Information ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.8 Timber Section _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 @ 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist ri (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 [1 @ X ft 5.500 Results Ratio= 0.9199 0.9566 0.3645 �Mmax @ Center in-k 33.00 51.56 59.35 @X= ft 2.50 3.12 2.50 fb:Actual psi 1,076.3 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 98.8 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 2,005.00 • Max.DL+LL lbs 2,200.00 2,750.00 2,050.00 @ Right End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,200.00 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK 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 I _Code Code I Code ; Suggest Suggest Suggest Lpick_ Lpick Lpick F Lpick 1 -Joist - b d F Spa. LL DL M max-"V max El ,.. } _ ; L ib L f+., L TL240;L LL360 T L max s'-' TL deft. 1 LL deft. 1 ; L TL360 L LL480 L max TL deft ITL deft LL deft LL deft size&grade 1 width(in.)1 depth(in.) (in.) 1 (psf) (psf) 1 (ft-lbs) (psi) 1 (psi) 1 (ft.), (ft.) .(ft.) 1 (ft.) 1 (ft.) 1 (in.) 1 (in.) i, 1 (ft.) (ft.) ;; (ft.) (in.) ; ratio (in.) I ratio 1 1 -r 9.5"TJI 1101 1.75r 9.5 19.2 40 15 2380 1220 1.40E+08 14.711 27.73 15.23 14.801 14.71 0.66_1 0.481 13.31 13.45 13.31 0.441 3600.32 495 9.5"TJI 1101 1.751 9.5 161 40 151 2380 12201 1.40E+08 16.111 33.27 16.191 15.73; 15.731 0721 0.52 I 14.14 14.29 14.14:1 0.471 360 0.341 495 9.5"TJI 110; 1.75; 9.5 121 40 151 2380 1220; 1.40E+08 18.611 44.36 17.82; 17.31 1 17.311 0.791 0.58 15.57 15.73 15.57. 0.521 360 0.381 495 . 9.5"TJI 1101 1.75 9.5 9.6j 40 15) _2380 1220,_ 1.40E+08 20.80 55.45 19.191 18.64' 18.641.. 0.851 0.62 16.77 16 94 16.77' 0.56_1_ 3601 0.41_1_ -495 I y 1 I 9.5"TJI 1101 1.751 9.5 19.21 40 101 2500 1220, 1.57E+08 15.81; 30.50 16,341_ 15,371_ 15.37! 0.641 0.51 ) 14.27 13.971 13 97 0.441 384 0.35i 480 0.54 =` 1`5.17 14.84 14.84 0.46 384 ',9.5"TJ11110 1.75 ': 9♦5 161'; 40 I 10 2500 !1220 11157E+OS 17;32 3660 17.36 16.34 `. 16.34 0::68 ._ , __.._ _ 0.3.7 4.8.0 9.5"TJI 110 1.751 9.51 121 40 10 2500 12201 1.57E+08 20.001 48.80 19 11 1 17.981 17.98 0.75 0.60 s 16.69 16.34 16.34 0.511 384 0.41 480 9.5"TJI 1101 1.75, 9.51 9.61 40 10' 2500 1220; 1.57E+08 22.361 61.00 20.581 19.371 19.37; 0.811 0.65 1 17.98 17.6011!!::.:1117X1110.551 384 0.441 480 9.5"TJI 210; 2.06251 9.51 19.21 40 101 3000 1330; 1.87E+08 17.321 33.25 17.32, 16.301 16.30 0.68; 0.54, 15.13 14 81 14.81 0.461 384 0.371 480 9.5"TJ1:210 2.0625 9.5 '16 40 :': 10 3000 1330 1.87E+08 18:97 39`.90 18.40 17.32 17.32 072 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210) 2.06251 9.5 12140 1013000 1330 1.87E+08' 21.91 53.20 20.261_ 19.061 19.061 0.79_1 0.641 17.70 17.32 17,32 0.54' 384 0.43; 480 9.5' TJI 210; 2.0625; 9.5 9.6140 101 3000 1330 1.87E+08 24.49 66.50 21.82 20.531 20.531 0.861 0.681 19.06 18.66 18.66 0.581384 0.471 480 I 9.5"TJI 230! 2.3125; 9.5. 19.2; 40 101 3330 13301 2.06E+08 18.25, 33.25 17.891 16.83 16.83 0.701 0.561 15.63_ 15.29 15.29 ... 0.481384 0.38 480 9 5"TJI230 2.3125 9.5 16 40 = .10 <3330 .1330 2 06E+08 19:99 39.90 1'9.01 17.89 17.89 0.75 0.60 16 60 16.25'. 16.25 0.5.1 384 0.4:1 . 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 1330. 2.06E+08 23.08 53.20 20.921 19.69; 19.69; 0.82; 0.661 18.28 17.89 17.89 0.56! 384 0 451 480 9.5"TJI 2301 2.31251 9.51 9.61 40 101 3330 13301 2.06E+08 25.81 66.50 22.54' 21.211 21.21 1 0.881 0.711 19.69 19.27.1,1111,,1111111i19;2711 0.601 384 0.481 480 • F + f ! 1- 11.875'TJI 1101 1.751 11.8751 19.2; 40 10' 3160 1560 2.67E+08 17.78; 39.00 19.501 18.351 17.761 0.671 0.541 i 17.04 16.67111111:11111116,67,1 0.52' 384 0.42. 480 11.875"TJI 110 ; 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46':80 20.72 19.50 19.47, 0'.81 '1 0.65 18.10 17.72 ,17 72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 1560; 2.67E+081 22.491 62.40 22.811 21.461 21.46' 0.891 0.721 ( 19.93 19.50 19.50 0.61) 384 0.49) 480 11.875"Ti!1101 1.75; 11.875; 9.61 40 10; 3160 1560; 2.67E+081 25.14 78.00 24.57; 23.12, 23.12; 0.961 0.77 i 21.46 21.01 21.01: 0.66; 384 0.531 480 11.875"TJI 2101 2.0625i 11.8751 19.21 40 101 3795 16551 3.15E+08 19.48! 41.38 20 61 19.39; 197391 0.811 0.651 ) 1800 17.62 17.62 0.55, 384 0.441 480 11875"TJI 210 '2.0625 1 11.875 16` 40 10 ;;3795 ;;1655.-;3.15E+08 21'.34 49.66, 21.90 '20.61 20.61 .0.86 0.69 19.13 18.72.:1 18.72 0.59 384 . 0.47 480 • 11.875"TJI 2101_ 2.0625 11.8751 121 40 10 3795 1655 3.15E+08 24.641 66.20 24.101_ 22.681 22.68' 0.95.11_ 0.761 21.05 20.61 20.61: 0.644, 384 0.52' 480 11.875"TJI 210 2.0625 11.875 9.61 40 101 3795 1655 3.15E+08 27.551 82.75 25.96 24.431 24.43' 1.02) 0.81122.68 22.20 22.20' 0.69 384 0.55 480 11.875"TJI 230; 2.31251 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21 28 20.03' .20,031 0.831 0.671 ; 18.59 18.20..; 18.20 0.571... 384 0.45 480 11`875"TJI'230 2.3125 !i 11.875 16 40 1 Q 4215 '1.1655 13.47E+08 22.49 49.65 22.62 21.28 21..28 '0`.89 0-71 19.76 `19.34 r "18.34 0.60 384 0.48 480 11.875 TJI 230 2.31251 11.875L 121 40 10 4215 1655 3 47E+08 25.971 66 20 24.89j. 23.421_ 23.42 0.98, 0.781 ! 21.74 21.28 21.28 0.67 384 0 53` 480 11.875"TJI 230' 2.31251~ 11.875 9.6; 40 101 4215 16551 3.47E+08 29.03' 82.75 26.8T' 25.23 25.23' 1.051 0.84 23.42 22.93 22.93: 0.72 384 0.57•:, 480 1 Ir 1 t I ! 1 ! ) i l 1 i. 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 1480; 3.30E+08) 20.77) 37.00 20.931 19.69` 19.691 0.82, 0.661 18.28 17.8911111.1.1,1'.111,7,;„8910.56) 384 0.45) 480 11.875'RFPI 400 2 0625; 1 11.875 "16.:`. 40 1 'Q 4315 -'1480. 3 30E+08 22x76 44:40 22.24 :20.93 20.93<� 0:87 ' 0 70 19.43 19 01 ;,19.01 0.59 384 ..0I48.'!..1-1,',:!•1111!'4480 11.875"RFPI 400; 2.06251 11.8751 121 40 101 4315 1480; 3.30E+08 26.281 59.20 24.48. 23.03' 23.03; 0.96; 0.771 I 21.38 20.9311:,.;1 ,,:•:!20.'„;•83'..,i0 65 384 0.521 480 11.875"RFPI 4001 2.0625. 11.8751 9.6 40 10' 4315 1480; 3.30E+08, 29.381 74.00 26.371 24.81 24.81; 1.031 0.831 1 23.03 22.54 22.54 0.701 384 0.56) 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I 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 Design Buckling Factor D+L+S c 0.80(Constant)? Section 3.7.1.5 Cr KcE , 0.30(Constant)- Section 3.7.1.5 Cf(Fb) Cf_fc)a 1997 NDS CO wades) > Section 2.3.10 Bending Comp_Size Size Rem_ -- Cd(Fb) Cb Cd(Fc) Eq,3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd (Fb)Cd (FcLCf Cf Cr Fb Fc.perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb ib/ in. In. in- ft. plf -,-,.•psf plf (Fb) (Fc),_. psi psi _psi.._., psi psi .-..-__psi psi psi psi psi psi Fb1(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 1.15 675 405 800 1,200,000 854 506 966 378,09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393,65 1.00 0.00 0.000 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 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854-531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 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 1031.58 506.16 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 1.151 850 405 1300 1,330000000 1,271 506 1644.5 1011.45 837.57 508.18 0.600.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506,18 0.53 0.00 0.000 SPF#2 - 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 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 8541 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 J SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1.308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 • • Page 1 O+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3,1 2.3.1 2.3.1 3,7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS _Cb (Varies) > Section 2.3.10 Bending Comp_Size Size Rep. Cd (Fb) Cb Cd(Fe) 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 ea Plate Cd(Fbl Cd(Fc) Cf Cf Cr Fb Fc Perp Fc E Fb' Fc perp' Fc' Fce F'c is fc/F'c fb fb/ in. in. in. ft. plf psf plf -1Fb) (), -psi psi -psi psi- psi psi _psi psi psi psi psi Fb'"(1-fc/Fce) H-F Stud 1,5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273,02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87246.35 0,64361.37 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 1,366 506 840 449.95 384.87271.430.71 271.03 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 1,366 531 761.25 378.09 328.30177.78 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 1,366 531 761.25 378.08 328.30 214.29 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 1,200,0001,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 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 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 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 3287 9.71 0.4327 3287.1 1.60 1.001.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1,5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 -1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60146.34 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#44#141# 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 244.40 233.80 106.670.46 927.02 0,786 H-F#2 1,5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 • Page 1 • D+L+W+.5S CT#14189-Betahny Creek Falls i LOAD CASE I (12-14) 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 D+L+W+Sl2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _-� Cf(Fbi- Cf 1997 NDS Cb (Varies) > Section 2.3.10 Bending Com: Size Size,Reps- Cd 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 Hot,Load <=1.0 Load e Cd Cd)) Cf Cf Cr Fb Fc perp Fc E Fb' -Fc perp' Fc" Fce F'c fc fc/F'c fb tb/ • in. in. inn ft, plf psf plf - (F) (Fc) -_psi _as' psi _psi psi psi psi psi _psipsl -_ psi Fb 1"(1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26,4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376,78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8,46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361,37 0,596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 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 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64- 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091,8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388,13 247.62 0.64 361.37 0.586 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 1,368 531 875.438 449.95 388.13 299.68 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 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 '1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1203,70 946,77 506.18 0.53 148.34 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 3287.1 160 1,15 1.3 1.10 1.15 875 425 1150 1,400,0002,093 531 1454.75 1089.25 850.16 531.23 0.62 181,23 0.169 3287 8.13 0.4342 3287.1 1.601.15 1.3 1.10 1.15425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38, 531.23 0.56 148.34 0.118 S 875 #2 1.5 5.5 16 8.25 18.0 -...- .--- ,.-. -------'--------•- - -------------..__---__. _.._.._- ---------........_--- -- ----- ---- --- ----..............- 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#41411#4t 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 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 LOAD CASE I (12-15) BASED ON ANSI/AFBPA NDS-19971 SEE SECTION: 2,3,1 2.3.1 2,3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W12 - - - _ - --- _ --- c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 - _Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending Cornp_Size Size Rem.-_- - -Cd (Fp). Cb Cd(Fc) Eq.3.7-1 NOS 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 @ Plate Cd (Fb1 Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc pew' Fc' Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb)_ (Fc) psi psisdpsi psi psipsi psi psi psi psi Fb'"(1-fc/Fce) H-F Stud 1.5 3,5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 -800 1,200,000 1,366 506 986 378.09 340.90 246.35 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 1,366 506 966 378.09 340.90 262.860.77 167.82 0,403 H-F Stud 1.5 3.5 16' 8.251 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 1.15675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3,5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260,95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 _1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 1 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 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 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.70831 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 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1296.30 945,38 531.23 0,56 73.17 0.059 SPF Stud 1.5 3.5 16'. 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 , 16 I 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0,594 Page 1 D+L+S+.7E • CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) j (BA-SED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3,1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 0---- 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 Cornp. Size Size Rep_ Cd(FN. Cb Cd(Fc) E12.7-1 NOS 3.9.2 Max,Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Leld Vert.Load Hor.Load <=1.0 Load r Plate Cd (FbJ Cd (Fc) Cf Cf Cr Fb Fc.perp Fc E Fb' Fc perp' Fc' Fce F'c is fc/F'c fb fb/ in. in. in. ft. plf psf _ pif (Fb) (Fc) se I psi p_si-_psi psi_ psi _psi---_psi psi psi .psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7,7083 26.4 1415 3,57 0.9983 1993,4_ 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0,335_ H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 `1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 258.51 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 0.3-78- 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 0,82 119.010.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud , 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425725 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 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1,5 3.5 16 8,25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1,05 1,15 675 425 725 ,1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 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 1.15 550 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0,3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203,70 946.77 506.18 0.53 64,26 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 4251150 42 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.0 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071_ SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0,9981 2091,8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1 15 875425 1150 1,400,000 Z093 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F#2 1.5 5,5 16 19 41.5 945 3.57 0,9939 _ 3132.4 1.60 I 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 7,80'Nickerson 5t. IMO ENGINEERING Suite 802 f =,,,r Seattle,WA 98109 Project: • ..: _ _.__ bate: • (206) 8a-4512 FAX: Client: Page Number: (206)28S-0618 ;; •,i;;VO P5r 0.4 /50r? 'tr * ikeek At' 1- 2/a LAU - Re_ sr. ovt)(40ts, 355 14/411, joa Kak. (40-11.5) 4. at% ,. : 5rt f'sr - *Ia. Lott' +. 4170 16( gt,? 4C- it3s i 45: A 4. 50, e •, .411 finr: aArkktf- 4130 4.- in.°4L,a5 ilotK7 50.5 g-foviax• WI" ficfr:- 176 -17A 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-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 0Soil Data Footing Strengths&Dimensions 4 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 FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 4 Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK ThiRee ess = 8.00 R Soil Pressure @ Heel = 382 psf OK Rebar r Size = # 4 3,000 p Rebar Spacing = 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf fbDesign 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 ft4= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios 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 4 Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g `(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG _Summary of Overturning&Resisting Forces&Moments .....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev: 580010 1 User.3 200 DENS CVer ALL E0,1 Engineering o Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_iverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 4 Soil Data 0 Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure - 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingIlSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in , r. Axial Live Load = 0.0 lbs Design Summa Stem Construction 0 Top Stem :: ,... Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OKThReebibaness = 8.00 Soil Pressure @ Heel = 128 psf OK Rar Size = # 4 3,000 p Rebar Spacing 18.00 Allowable = sf Rebar Placed at == Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 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 OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 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_34102.ecw:Calculations Description CANT RET WALL H=4' NO SOG Summar of Overturnin• &Resistin t Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in = 0.0 lbs Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OKThRebarianess = 8.00 Soil Pressure @ Heel = 205 psf OK Size = # 4 3,000 p Rebar Spacing16.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/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= ....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-it Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5©34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 1 User KE E CVer ALL .0,ince ng So Cantilevered Retaining Wall Design g (01983-2003 ENERCALC Engineering Software 152382iverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' 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 = 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 Q.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria 4 Soil Data 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 poll 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 6, Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in 44 Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem ..._.. ...,M...... ... ': 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 Rebaarr SSizize = # 5 3,000 p Rebar Spacing = 8.00 Allowable = sf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf fbDesign Data ACI Factored @ Heel = 840 psf /FB+fa/Fa = 0.806 Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data psi Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection = - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 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-it fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 . . Description:SF RESIDENCE . Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev: 580010 User. Ver 5.8.0,1-DeCantilevered Retaining Wall Design Pagee 2 1(c)1983-2003ENERCALC EngineeringSoftware 15238_riverterrace_34102.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 4 Soil Data 0 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 0 Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Rebar Soil Pressure©Heel = 1,092 psf OK Rebarr Sizize # 5 3,000 Rebar Spacing = 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,059 psf fbDesign Data ACI Factored @ Heel = 1,243 psf /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 Shear Allowable psi= 93.1 Overturning = 3.19 OK 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 Datafm psi Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. _ Mu':Upward = 3,037 0 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 Pae 2 User KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG _ Summary of Overturning& Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 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. IE N G I N E E R 1 N G. Suite 302 �.--Y�{ /moi N C. Seattle,WA Project: i P:.. ��fY 981t}c3 �le_ Date: _ (206)285.451.2 I3 •`Q!rL 1 r � (206) Client: 5i _ .. . Page Number: FAX: 285-0618 ` VLA A2 BG 11l . • P..:1:Ft. F. :. CSS [�- D , 3 , :: • . '•• : H : . ,': ' ' ':- ' , • ''' 'i, , ,,„ti.,e_2_, s, -6i4L• 4,t31.-4.-'s. ),,,,, -1...• , -›,e5s--„,,-„\-,,01 (4,61-6)7-_,,-?-?...,, „. ,•-, , i- •- ,,, , : It: L a •• F-: : ' •, "; ': L. L''... H-. ,i 'L ; liHH ':: ..1...!: .-:: ! , ..-=''..1•!‘00•:.5.0! p ,s,- I , !er,.: ir--i-40 :: P)F„i. s,., i•- ,s s,s i-14(:)-s••••siss - .1,,s,j06,• sfi-4:), • ..___,„,, ,ss ,s ; --.. ss.• • -,„9,-;•:.,700, ...,,• „.• •jsz,i). • s ,ft-F-.•, -.. .„ .„ ••,1„ • , .. 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" )66i ' ' : 1, ,t) 1 i 1 . . : '..' , : : F 4 :: " ' 4' '''' '.:: i :Re) ; , , , :: • , . ?�2 ,I;_ E e _ �.,_ _ -, � - � • .� • _ .• : ,� Co 3!°15 -- _ I I , Z • . , :(44,.._:, , . , , i--;-..'5, 16 :qi) .., .:, „_.„, , , . . , .: , , , . , v �:. 0 ; ':-$ * : S:', ; r :: ; . , J z - l� -_._... _. • i -...... _- - _ _ • ... , -„: : , ,. , ,., .„..,! , ,, , , , -, ,. : , , : :::',,i ' H4j,...4‘ ,. ,. , .,,,,,,. , :: ,. r , , „., ....,,,... ; , : , ! , , ,. „ .„, .. , ,,, ' ' \i ',9fl) t J '' ' ' - ' ''S) • 'o,..ts ; / ,1)-F-' ; - ' It ' '7"7.:, '-; pi ,A.-7-g :- , . . . , . . . . . : : . . , : .• • <• • uP ; - � 1 �E - . - �o t X . : ., ., i. „..4:v:. , , ,. , ,.,,., .,, . , ,., ,.. „ .4., ,,,._:,._ „ :, ,,,,,. ., -..,,, „. „ ..,. ,:.. ,, • :I Ail P .. : v . 12, r' .... _._- .. _ t 1:1��. • • • :; .•..l ♦ 'iti ... _ EY jv - i.� - , • r,J.:,., _ # _ ., • • • W 1 _T �1- - , . -r Structural Engineers ( jvc + 6,4; 3 � _ G�� Design Maps Summary Report Page 1 of 1 1/1/MS 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 l5�' B averton :,-,,,,,,,,,rij,,:,,,,,,,,,,,,,:qvg:E•Ji:i;:i,.,,:,-,-,•,-,,.,,,d,:J.:i-;:ii,,,.',,i:,,'F.,,,,,g:ggi.,.,-,::gat.i:,.tf:,T:,-',,',:,::,'Ei-io.ffgo4:.,oi-5ni,E,,,,Ty,z:,:t,::-:!;idi;!rD.,iiicv,..7.5g5imil-igliiiiii14: :::3.mig.:,,,,i1g:7.0.:-.,::g,,,,,,,,:,,,,,::„;„,,,,,:vloirp,,,,,,-.,:-,,,,,,,,,,,,,,,,-a,:e,--F -,,,J*--,f:, JJ { a � 3 w ,,r{i tx,�P c { r oi§loxr `` MtIvtaukte t gM _ � :_ it •i�'e ,.: # y 1 ` o ~ £Ll� �s eg :11,:i.,:!i:':::::it',.::::,:iiii:i::;„.1.1:1,111::::::111.::,111.„.1:11!,il,,:::,),:l:I il!,!,f7,111i.,jlsl.il:.:::::::::1111:,,11::.EIII,I,::.,':l:„.,:11i..!-..:::j, o § sns { x � � " ki � .ng�ii3 t €���£ !` j11117; x� r orf101 S ry �q�y � i.. T�1 I aF '. vlaii:I G' "3�"`� 1 U� 02$15 Mp►QUUat i data @ 0 MapQ0.Pt €s USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 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. NICER Response Spectrum Design Response Spectrum 1.10 :: 010 01, 0.72 082 0,84 a 0"ss # a 0.40ti% r 7; 0.12 ' 012 024• 0:.22 0.1 0:.11 0,08 000 - 0::00 " 0,00 020 6.40 0.50 0.20 1.00 1.20 1.40 1,80 I. D 100 6.00 0.20 0.40 0.40 0.80 1.00 1.20 1_40 1.CD 1..110 2.00 Ptr)od.T(set) Period,I(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:i Plan 3413:2 Step# 2012 IBC ASCE 7-10 ......................... .................................................. 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY ..................................................... 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 ... .. . .. .... . .. ..................................................... 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 • 4. 0.2 Sec. Spectral Response .Ss= 1.10 Fgure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php ................................................ ...... ..... .. ......... ............................................... .................................................. .... . . ..... .... .. . 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 Sp,=2/3*SM, Sp,= 0.50 EQ 16-40 EQ 11.4-4 ..................................................... 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 .. . .... . . .... .. .............................................. ............................................. 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor Cp= 4.0 N/A Table 12.2-1 ....... ................... 15. Plan Structural Irregularities - No N/A Table 12.3-1 ..................................................... 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#15238:Plan 3413.2 SIDS= 0.78 h = 29.50(ft) SDI= 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) S,= 0.50 k= 1ASCE 7(Section 12.8.3) ........_....................................... TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SIDS/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SID,/(T*(R/IE)) (for T<T3 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 \' 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 29.50 29.50 1450 0:022 31.9 941.1 0.49 4.43 4.43 2nd 9.00 20.50' 20.50 1682 0.028 47.096 965.5 0.50 4.54 8.97 1st(base) 11.35 9.15 9.15 1065 0.028 29.82 29.8 0.02 0.14 9.11 SUM= 108.8 1936.3 1.00 9.11 E=V= 13.01 (LRFD) 0.7*E= 9.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F; E F; w; Z w; Fp, = EF; *w, 0.4*SDs*IE*wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) >w; Max.Fpx Fpx Min. Roof 4.43 4.43 31.9 31.9 4.96 4.43 9.92 4.96 2nd 4.54 8.97 47.1 79.0 7.32 5.35 14.64 7.32 1st(base) 0.14 9.11 29.8 108.8 4.64 2.50 9.27 4.64 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#15238:Plan 3413.2 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= 34.0: 43x1 ft. V ult. Wind Speed 3 sec.Gust= 120 120j mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec Gust _ 93< 9 mph (EO 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 Ps30e= 14.8 :14.8..psf Figure 28.6-1 Ps3o c= 17.2 17;2:psf Figure 28.6-1 Ps3o = 11.8 11;8 psf Figure 28.6-1 N= 1.00: 1.00.1; Figure 28.6-1 Kit= Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) N*Ka*I : 1 1 Ps=N*Kzt*I*Ps3o= (Eq.28.6-1) PsA= 21.60 21.60 psf (LRFD) (Eq.28.6-1) Pse= 14.80 14.80 psf (LRFD) (Eq.28.6-1) Psc= 17.20 17.20 psf (LRFD) (Eq.28.6-1) Ps D= 11.80 11.80 psf (LRFD) (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf (LRFD) Ps s end D average= 13.3 13.3 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00r 1.00 0 89 0.89; 16 psf min. 16 psf min. width factor 2nd-> 1.00', 0.89:' wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 42.00 12.5 0 170 0 255 0 151.3 0 327.1 Roof - 29.50 29.50 4.5 61.2 0 91.8 0 61.2 0 117.7 0 9.2 10.5 8.43 8.43 9.45 9.45 2nd 9.00 20.50 20.50 10.2 138.4 0 207.6 0 138.4 0 299.1 0 5.5 7.0 6.56 14.99 8.13 17.58 1st(base) 11.35 9.15 9.15 10.3 139.4 0 209.1 0 139.4 0 301.4 0 5.6 7.1 4.53 19.52 5.62 23.20 Bsmt 9.15 0.00 AF= 1272 AF= 1536 20.4 24.6 V(n-s)= 19.52 V(e-w)= 23.20 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#15238:Plan 3413.2 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 29.50 29.50 0':00! 0.00 0.00 0.00 9.25 9.25 10.52 10.52 2nd 9.00 20.50 20.50 0.00` 0.00 0.00; 0.00 5.54 14.78 7.00 17.52 1st(base) 11.35 9.15 9.15 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 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 10.511 1st(base) 0 0 0 5.58 20.36 7.05 24.57 3.35 12.22 4.23 14.74, V(n-s)= 20.36 V(e-w)= 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips(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 = 7116 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"wl8d 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 , 150!' 150150 150 P6520 242 ..:i 730'. 339 P4 ` 760' 353 1065; 495 P3 980' 456 1370 637 P2 1280- 595 ` 1790 832 2P4 : 1520` 707 '2130 990 2P3 1960'! 9112740` 1274 2 2P2560:! 1190 3580: 1665 N.G. 10000 4650 10000 4650 = 1/ GYPSUM THICKNESS tsheathing 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 N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof .................. ................. Panel Height 9I ft. Seismic V i= 4.43 kips Design Wind N-S V i= 5.55 kips Max.aspect 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 4.43 kips Sum Wind N-S V i= 5.55 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 LDLeff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RorM Unet Usum OTM Roan Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L1 . 456 20.0 24.0 1.00 0.1'',5' 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 0.00 0.00 0.00 0.00 1.00 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 1.2.0 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 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 00 0'0 1 00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1** 730 40.:0 40.0 0.95 0.1.5 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 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 1.00 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 O o 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 00 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 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 O a 0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f0 0;0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 a0,. 00 1.00 0.00'i 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 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 00 . 0.00:': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a o'0 00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0 =L eff. 5.55 0.00 4.43 0.00 EV wind 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 35'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 p.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM RorM Unet Usum Usum 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. L3` 841 34,0 40 0 1.00 0.25: 1.66 2.77 2.27 2.21 1.00 1.00 132 P6TN P6TN 130 49.33 84.15 -1.04 -1.32 48.78 102.00 -1.60 -1.91 -1.32 0 0,0. 00 1.00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 0.66 0.00 0.00 0.00 0.83 0.83 0 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 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 Ext R2' 841 37.0 47.0 1.00 0.25,; 1.66 2.77 2.27 2.21 1.00 1.00 121 P6TN P6TN 120 49.33 107.60 -1.60 -2.61 48.78 130.43 -2.25 -3.44 -2.61 0.00 0.00 0.00 0.00 1.00 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 0.01.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0• • 0 0 •0.0• 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 • 00 100 . 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 1.000.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0'0 0'0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 ' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0.0' 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 1682 1682 71.0 71.0=L eff. 3.32 5.55 4.54 4.43 1.00 �V wind 8.87 E V EQ 8.97 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT# CT#15238:Plan 3413.2 Panel Height 9.14 ft Seismic V i= 5.71 kips Design Wind F-B V i= 3.94 kips Max.aspect 35 SDPWS Table 4.3.4 Sum Seismic V i= 14.68 kips Sum Wind F-B V i= 12.81 kips Min.Lwall= 2.61 ft. per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv, 2w/h v i Type Type v i OTM ROTM Unet Unum OTM ROTM Unet Usum Usu., (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Exf L4' 532'.5 23'.0 23,0 1`.00 0.35'' 1.97 4.43 2.85 4.48 1.00 1.00 319 P4 P6 278 0.00 83.32 -3.73 -3.73 16.72 61.72 -2.01 -2.01 -2.01 - :0 0:0 0 0 1.00 0.00 0.00 0.00 0.00 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 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 00 00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0 0 .0'0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Oro 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00:i 0.00 0.00 0.00 0.00 1.00 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 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o o'0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'0 0'0 1.00 O OQ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 O .0 0 0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 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 0s0 1.00 0.00;! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0'0 0'0 1.00 0.00: 0,00 0.00 0.00 0.00 1.00 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 1065 1065 56.0 56.0 =L eff. 3.94 8.87 5.71 8.97 V,mnd 12.81 EVEQ 14.68 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof .................. Panel Height= ':'9;ft. Seismic V i= 4.43 kips Design Wind E-W V i= 6.31 kips Max.aspect= 3.'5"SDPWS Table 4.3.4 Sum Seismic V i= 4.43 kips Sum Wind E-W V i= 6.31 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff. C o 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 U*„m 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) Front BR2" 261 6.8.; 12.3: 1 00 0.15' 1.14 0.00 0.80 0.00 1.00 1.00 117 P6TN P6 166 7.17 3.13 0.65 0.65 10.22 3.80 1.04 1.04 1.04 0.00 0.00 0,00 0.00 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*' 1378 . 4.01 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 DA 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.0 0 0 1.00..' 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 D.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 D.D. 0.0 1.00 D.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0A.` 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 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSIR 725 18.0'' 20.0' 1.D0 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 O 0.0 OA 1 00';: D.00 D.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 1.00 4.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0'i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 fl 0.0' 0.0 1 DD DAo 0.00 0.00 0.00 D.00 1.00 0.00 0--- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 AO 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00..` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.00 is 0.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0` 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0:0 0.0'. 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 OA 1.D0' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.O: 0.0! 1.00` 0.00' 0.00 0.00 0.00 0.00 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 EVwind 6.31 EVEQ 4.43 Notes: denotes with shear transfer ** denotes perferated shear wall ISO denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11;ft. Seismic V i= 4.54 kips Design Wind E-W V i= 4.20 kips Max.aspect= 35 SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind E-W V i= 10.51 kips Min.Lwall= 3.14 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T,A. Lwall LDL eff. C p w dl V level V abv. V level V abv, 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 2:0 10.0 1.00: 0.25H: 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 OA 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.014.2 1.00; 0.25 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int: pdr:;; 0 3.3; 5.0 1.00 0,25'; 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 0 0:0 0.0 1 00 C;1..00,.: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0° 1.00 D 00:', 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i0 0'0; 0.0 1 00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 8.41 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 GarRear 0 D0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Dining 280.3 4.5 8.0 1.00 0.30 0.70 1,05 0.76 0.74 1.00 0.82 406 P3 P4 389 16.44 2.67 3.59 3.97 19.27 3.24 4.18 4.89 4.89 Rear Dining 280.3 4.4 8.0 1.D0 0.301 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*j 280.3 5.0: 16.6:; 1 00 0.30: 0.70 1.05 0.76 0.74 1.00 0.91 329 P4 P4 350 16.44 6.14 2.38 2.38 19.27 7.45 2.73 2,73 2.73 0 .0.0 0.0 1.00 0.001: 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 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1 00' 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 1.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0' 1.00 0 00 0.00 0.00 0.00 0A0 1.00 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; 0.0' 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00;' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 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 1682 1682 37,2 37.2 =L eff. 4.20 6.31 4.54 4.43 10.51 I'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=!:E:!sn:,-...:3,5iISDPWS 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 ett. C p w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext; B1 ! 511`.6 9:3' 12.31. 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 4,44 Ext 62 385.9 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 -0,3� 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ###1# -3.17 -3.17 -34Z 0.00 0.00 0.00 0.00 1 AO 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 AO 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0: 0.0 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 OA 1.00 I` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0 D.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 DA 1.00 ! 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o D.0 o.D' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0' 1.Do D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 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 0 0.0' 0.0' 1.00..:: 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0= 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D U.D oA 1.00 "0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.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 0.00 0.00 0.00 0.00 1.00 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' 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0" 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 D.0 0.0< 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 U--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D0 0.0 1.00 D.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0: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 00 0.0 f.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 AO 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .0.01 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1795 1795 50.0 43.3=L eff. 6.16 10.51 4.14 8.97 EVwind 16.67 EVEQ 13.11 JOB#: CT#15238:Plan 3413 2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2' Roof Level w dl= 150:. plf ...................................... ..... .......... . V eq : 810.0;; pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w 1340 0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds v hdr eq= 65.6 plf •H head= A v hdr w= 108.6 plf .......................... 1083 `v Fdragl eq= 181 F2 eq= 181 A Fdragl w= 9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 Of P6TN E.Q. ......... . .. ... 4 0 v1 w= 195.9 plf v3 w= 195.9 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 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 Of P6TN 4.0 EQ Wind v sill w= 108.6 Of P6TN feet OTM 7357 12171 R OTM 5610 6852 UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4' L2= '5 5 L3= 3 4 Htotal/L= 0.74 0 Hpier/L1= 1.17 r • 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;: Of V eq 1010 0, pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w1370 0j pounds V1 w= 685.0 pounds V3 w= 685.0 pounds t> fl v hdr eq= 66.6 Of Q H head= A v hdr w= 90.4 plf 1.083 :v Fdragl eq= 217 F2 eq= 217 Fdragi w= ,4 F2 294 H pier= vi eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. ......:5.0 vi w= 158.2 plf v3 w= 158.2 plf P6 WIND ..... .:..:.:..... feet H total= 2w/h= 1 2w/h= 1 9.083v 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 v UPLIFT 49 145 rUp above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 Hpier/L1= 1.15 D a via-41 D Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#15238•Plan•3413.2 SHEARWALL WITH FORCE TRANSFER ID Front Upper Loft*, Roof Level w dl= 150!; p/f ...................................... V eq 340:0:: pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w 560.01; pounds V1 w= 280.0 pounds V3 w= 280.0 pounds t> --__0. v hdr eq= 52.3 plf t> "H head= A v hdr w= 86.2pp/f HA,::ppa,!.ilE v Fdragl eq= 65 F2 eq= 65 d Fdragl w= '8 F2 •- 108 H pier= vl eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. 4 0 v1 w= 140.0 p/f 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 p/f P6TN ,:.,,,:.:14:0::::.: EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 v v UPLIFT 263 546 Up above 0 0 UP sum_ 263 546 H/L Ratios: L1= •:.: :1,:--,-!•::•'2.0i L2=:` .2.5 L3= 20 Htotal/L= 1.40 Hpier/L1= 2.00 c a I Hpier/L3= 2.00 L total= 6.5 feet t- JOB#: CT#15238:Plan'3413.2 `SHEARVI/ALL 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= 2970.0pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds v hdr eq= 64.5 plf H head= AIv hdr w= 107.0 plf 1 083 v Fdragl eq= 320 F2 eq= 67 ..........::.:.......... Fdragl w= - 1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 Of P6TN E.Q. .......... .. .. .................................. H.:::::479..::.;..: 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= 8 F4 e•- 67 feet • Fdrag3 w=531 F4 w= 111 2w/h= 1 L H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 plf P6TN feet I OTM 16259 26977 R OTM 28368 34653 M y UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 HIL Ratios: L1= 18.0': L2= 610 L3= 3.8 Htotal/L= 0.33 Hpier/L1= 0.22 ,I� Hpier/L3= 1.07 L total= 27.8 feet t- JOB#: CT#1523.8:Plan 34132: SHEARWALL WITH FORCE TRANSFER ID::Rear Lower LIV*: Roof Level w dl= 150' Of ..................................... ......... ........ 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 Of A H head= A ° v hdr w= 80.0 plf 2 083 v i Fdrag1 eq= 300 F2 eq= 300 1 Fdragl w= =0 F2 •-480 H pier= vi eq= 170.0 Of 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 Y Fdrag3 eq= -i F4 e.- 300 feet w 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 si- UPLIFT -127 43 'Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12:10 L3=':::-:..:::''-::::::•..2'... Htotal/L= 0.59 Hpier/L1= 2.00 ` ► i. Hpier/L3= 2.00 L total= 17.0 feet ` JOB#: CT#.15238:Plan.3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT` Roof Level w dl= plf ...................................... ................... 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 I> v hdr eq= 56.6 plf A H head= A v hdr w= 91.0 Of 2083 ,;,v Fdragl eq= 164 F2 eq= 119 Fdragl w= •4 F2 - 192 H pier= vl eq= 86.3 plf v3 eq= 86.3 Of P6TN E.Q. ...................................... . ...... ....... S.Q.... v1 w= 138.9 plf v3 w= 138.9 Of P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= s• F4 e•- 119 feet Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3 0 EQ Wind v sill w= 91.0 plf P6TN :.............:..::.:: feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 HIL Ratios: L1= 5 5': L2= 5.0 L3= 4.Q Htotal/L= 0.70 D 4 D Hpier/L1= 0.91 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) Sheart°M(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading",`"° (a) 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 I. 2'to 18'rough width of opening for single or double portal j per wind design min 1000 lbf on both sides of opening ` t 1 =,_ _ opposite side of sheathing Pony N wall height • t .n• . Fasten top plate to header Mn3"x 11."1 J4"ne 5laeader s with two rows of 16d ▪ .▪ zS"0' ;F'F 'St£�BI 160.4 r#�6t416.w+ed` '.c'Ek 3' Y` _ •_-" "' V sinker nails at 3"o.c.typ •• Fasten sheathing to header with 8d common or s • Min.3/8"wood structural 12' • • > galvanized box nails at 3"grid pattern as shown panel sheathing max - total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height "° side of sheathing. • If needed,panel splice edges " =� shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" •'• > nailed to common blocking max • thick wood structural panel sheathing with #### within middle 24"of portal 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. a IR al Min length of panel per table 1 �' Typical portal frame y: i N construction ,,a 4i Min(2)3500 lb strap-type hold-downs iiq %f (embedded into concrete and nailed into framing) y a �`: Min double 2x4 post(king %` y and jack stud).Number of t a Min reinforcing of foundation,one#4 bar I, jack studs per IRC tables •' IA t" * ' top and bottom of footing.Lap bars 15"min. t. - R502.5(1)&(2). s I fir. i . tfliglikeMPiainigAPPESUPPERMIIPERNPiggigligntEgl 'figignill! \ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association 1-30-15 g,,,,,,,„ , , s C J2 BASEMENT 11:32pm "fir A.Forest Products Company 1 of 1 CS Beam 421.0.1 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 ti kY:..'��� ?k`kr:.#"$7 b�'hR g, . @� ,�„.'"..d` E�x : ':k 'tP r'P:°t:.%{� ,Fa,.a-: [f i.83zr..'` •H�'a•: +�. �;:T'P" ••'ki'�8 4 fiR eN�dcR&`M k p'P.b.R;+,ik+ Y'c ^,."d ..•� :. t� ,.nr3 lxd a_ d >.:� � w.5 •�,, ae �" ��' i .xa-�� � h�'4c° '�,i .: r x� L' s,� t i .C w,",.a '`� t 4, �k s 1,1 r:,' r :/,;,- t Ox,�MI !:I.3 r, ." 2 s 1 b��:,... -:����as ��� �`s � �' � .. _,.�'... ��. 2�C.� � :.}: ___s:�4„�c.��...<�.�_�;��. .-. .?�- .<._ B.�..� a„„��'��, .,. a- @ .:F�.6�.,:C'a�ea< w.&'+:p•...=mak..X21 �.:< .-CNK:. . Ba'P'b _a ?R,,..+4s:e .�x'F%s�S,..§31SY9M Xv+ev4:58M`T.$$3,3R .'c>Ra. tmnR'n:,{Uk-'gYa7v ^'.xc+aF`:b+l4as'. • 9vk'NmS451.tt..,...�"4_nSk:L.•Y'uwaKaM.:.Y='aw".5�Cr8nT3,+E .: IT / 1' / / 9 8 0 10 7 0 13 4 0 / 0 0 ED / 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#(46plf) 2 641#(481p1f) 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 1/2" RFPI-20 1600" ®.C. PASSES illESIG 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 � ,, EWP MANAGER atone* Copyright IC)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications, 503-858-9663 J3 MAIN 11-30-15 4 Roseburg 1:29pm 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 La�.,v.+-.we+.v. a..amyms.:..rs...rM+w+-...�.w.a.:s.,a+..w,.m+nAa.:nr-_w.�'a.3aWue..��+�¢:.:d.. ..,m.._...us9a..�+>^.`�"m*dR�M.x.;.2'+'R". 'chi+..,-e,.::xp.�.wwecwna,:,rva a.::.w..w.«Raay..-ieroaca.c'•etl-.+'+`ba._nt..erw.:r ,..,..� �„ ,�„ y :. �•., £��'` � r�"'` �' � ,t.^:at�.a �;.: � .�P,�F � :sF �,.�:**' s� .��m"^� .� �;�r�, .���s� -� s `inn .�z....,.?., asfu z; R rz-K- ' y"•N * +Sk Vis'`E 4V* '` `'sc i�t -f.� ':� �„a'� ,y � s ar s�.;.f'�w ,z, .«���.+.�. s.,s�� ;��' ..e'`�, �. - �'� ��.s� ...arar��i�',k Tia x RncztRaa,rw °A r�rs .a v. is evxe av uma n'uwoneomn,9,:,h: uava ''maw sn+6 °an�A usnsmvn�+w :R°sa mAa aear�p / l 19 4 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: DBL 11 7/8" RFPI-20 19.2" 0.C. PASSES DESIGN CHECKS 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% SIIIIIPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strang-kurg Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663