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Specifications (51)
CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification D . Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-20Q6 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing-future 0.0';psf 5/8"plywood(O.S.B.) 2.2;''psf Trusses`'at 24"o.c. 4.0'psf Insulation 1.0 psf (1)5/8"gypsum ceiling, 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0]]psf NO gypsum concrete 0.0'psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12" 2.5'--psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Ur (2)2 8 HDR (.)2X8 DR . A l RE.1 RB.2II 11 =1 , m E • a ti I o LIIIIIIIIE — 2111111111111111111111 .1111111111111:11 • 11111111L..ID �� GT b / �I © I I :::•:I :7J1l:{ fJ::J::^.J::::^::LC:'::IL{^.L:'::'::tl.:C:::7•' i::.'.::.................................................................... ' I ••- ::: KOMI:::::.:::i::::.::::.:.1::i.:.i:::.::::.:::::.::ii.::.::::.::1::,.0.7 1 1 ,-w***.....:•:::::::::::: ••".•:: N = 1T1. I co E' R 1 a II .._.I � TRUSSES AT 2�1" 0.I TYPICAL I i I 11111111111� 1 1111111111111,... I a i N r ■ 11,s= ,,,..1:::::.:.1::::.::.::::::::::1:.:::::.::::.:1- . ............ . I.- ' ..y............... I ' @I -■© 1-1 =:.� 1 u1- -� i —I GT.b3 /1..\�� ir < v I ' F /�.':.':.'. �..:F V� w ,,, / . :C:I:::::•.. , '..x`..-:-:i.-: o 1 �a II lir , � :1111;: I .. •{ 2D �•,i(2)2X8DR X RB � I// (2)2 8 HDR (2)2X: HDR __:\.i 0 Vir Plan 3413.2B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST37 0 MST37 0' --/ MSIR 0 l ' _ U i t iJ 1 0) -- a L2 .0o D jL i THIS — r SIDE RI I P6TN THIS SIDE P * L_ J C 0 I 1 V Id LJ r L Loft 141 idi A BRl MST37 MST37 EXTEND f SHEATHING T li O® E; TOP C ♦ 8 MST37 MST37 Millr S1.2 8 51.2 P3 STHD14 STHD14 ` __ i.. ¢.,,: ... .._STH ®_...... .............. STHD14. A?(1 a HDR- asp 1. � ' 2 2X8 HD• W4X..10 HPR 2)2,XS=4-b R _4_1 „� B 2 ,„.._i_ 2 .► ! I I (� .I 2)4{Nv STUDS - cl - .4 �� �I I W/ TRIM SrJD -- - a:1 1.1:'..:Iya:11VERT, .,.,;,,11 !,l'i :11 13 Ger BO.V £3 -- 'Bo I ,,:..,,, , ,.,., : O, x hull ..: ,L1 -17,...,,,,: _,.,\ : /,,,7 i_ zis.,.:.:.:, _ _,,,,, _ , o �_ �I x 1 03 I I - III a i 2 X al cv 1. N THIISIDE� -- L 7 = j �B/"RING WALL ' THIS _ BEARING LLSIDE I;I 11,---- I .0-, �� �tI\\ B 9 I BEA"IN@ L B.811 \ / TH014 f "STH01 . ,1 E ti I o - ...... / ' 1i - 1 ; _ i 1 I +a -1 / -1 \ / • w .L_ _� 1 . V/STAIR FRAMING6 o / ABOVE _ _ .I 0 I, %,",/ !', ' ''...:l':24 \ , a $ QUI' J mss. ':� cai /// \ I� SY4X 6 BIG BEAN (D • "E@_u5 i 12)2X8 H." ih I p LSL 134x14 RIM \ GT-kg r 4DIM II v ii , 7 TO R9,4 RIM I OARDI i_... I I 1� LSL; 34X74 _- n MIMS EXTEND 1 i CONT.14X12 R I ' 111 1 CHORD MaI B.14 R :6AE f LSL 13 4 RIM( TI .� . 1__ _ ._ i S t ��, B. STHD14 • I__. • ROOF TRUSSES ,t: �D S6.1 1 40� u• i / ® 24" O.C. STICK"FRAME I i , STRUCTURAL FACISA / ,, 2 2 8'1:11: .'fir17 I_ / \� All 17., co i' " OOF TRUSSE' �' 24" D.C. B.bl 4X4 -- 11111P - b'1=— X4 POST PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW......... PLATE HEIGHT AT HEADER HEIGHTS. Illi AI MY MY MAIN LEVEL: 9'-1" PIM 3413.2B UPPER LEVEL SHEARWALLS R LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN PT. 6 0POST TYP6x. Qi BB.2 1.1 P.F. 6XB Hp' Vn\ F.-®U acno o. X PT LEDGER 0 END TRUSS 0, STHD1t 00 �' '�` �� .= BB .�- STHD14 ::B.4 STHD14 - `3 I! ,;*iCOdifir(2)2X10 HDR 4X10 HDR 2 2X10 HDR `, 411111,411.)-G S-UDTB' 6x12 HI7R W/ 'IM STUD------ EAC SIDE MIN. >C U O .T N 2 O a " AEOVE Q V rn a 0 J Q] cn BB 5 BB 6 6X6 POST BB. SY 11'/B B BRG ALL ABO L LSu 5Y 11 B P 1-41—*--i-ILs` --�'—+�-+ -'+--+ N--1+—T1-- -'fin -4=1 —�}— iIS 1 1 1-----, I I I DE i- � 1� FURN II r� BRG WALL J L1 I I 1 P6 © F] i >< P TN THIS - J .. 1 SIDE STHD14 P4 STHD14 BRG i 3.5" DIA. HOLE PROVIDE BRG WALL( E 3" CLEAR TO TOP AND BOTTOMOF BEAM NE - PLUMBING WASTETE LII NE x PLANT SHELF SYAIR RAISED PLATFORM BRG WALL FRAMRNG SLAB ON GRADE 2x6 AT 16" O.C. • '_ "STRINGER SEE FOUNDATION PLAN (AS) ' 'm' MIup i __ Wiz` ---GT `tea-" - AEOVE r -1 0 20 D4 CRAWLSPACE L L r 1 L I J I L J FIXTURE ABOVE 1 L - JL! " L J 20'-10" 4)¢ 4'-11" if I I 0 I I I -•.-aL J I I ABU66 r �i+--tJ_ -----+ 1 i I I I I L_J L ! L_J L_J ABU44 j 31/2" CONC. SLAB 9 "lY. I-0'-11" I S6.0 T.O.S. 11'-2%" 5'-0" 4-7Y4 13'-2" I I 1 i ,a= L m I-0.-4" I N 3T�� n T.O.S. STHD14 ® sTH014 r , "1398- , ieHB I _�_ _I e •-• a r 2x4 PONY STHD14 I I h h ; I-0"-21/4" ' D WALL D'-114:' ♦ I I+2'-2%"w .-4-1+2'-2W1 1+2.-21/2"1-L-0 FTG. I W/(2)#4 Ek WAY -1I-'8"+ . . . . 6_3 I " Ti, I o TYP.UNO) Y 3.-6Y4 6._3. _ - y I I ♦ • I I•' 4x4 POST TSP BEAM + 1� 1 a IL r+, 1 4---4.-.4--77-0777r.43-1---. U.N.O. 4X8 HDR r I T I-+----- � - -------F- -4- I I 8S_ I J L_J L_J L_J L--1 I--J , 1� r MEP n I I I I ♦ ; I z INSTALL SYSTEM TO ALLOW i- 1 ® LIME._ ADEQUATE DRAINAGE BENEATH ,-1 I-, `�i . BASEMENT SLAB ON GRADE CONDITIONS 1 071- FINISHED FLOOR -• .N i "--,1+6'-23'4"I 07 30"X30"X10"FTG. +8-234" "' o W/(3) /4 EA. WAY 1 a 1 6'-11Y" 6'-1Y4" 6'-0" 5 5-10% 6'-2" ie,_ ♦ i I N �- 3RG WALL N "1 �-IJ n -r TABU 6X6 POST, W/FTG 11 I r+, - � l 1 4X10 HDR I A I B tizilli --t------'-+ w� -----�--- L L_J -FURNACE] lRRR9999 }��PTI N ��, I L - - 1•-. c a. --7 6•-032 THIS 1 ar 1-FURiQJ1---- i j a 1 SIDE PS ,,,,iii,,,.,.i....,.,.e,,,,,,,..,,, ..,,- ..„i,,,,,,, „� ,,.,,i,,, I ”, 10 1 t " I h I rr {'" L� SIDE I STHD74 -P4' ® STH014 11 L_�ze • -1 1 •-I-4-7'-1150 ti T.O.W. T.O.S. 1 ', BRW WALLyY2" I1 4.-41W/FTG < VERIFY GARAGE SLAB HEIGHT __ WITH GRADING PLAN r,wee,, - I+8'-104'x" " 31 CONC. SLAB �MIN. 16"w x 24"h 2x6 a417 T. ACCESS g'4K Jn PONY I+"'-1144"I e WALL ? j' 3HATCH 0 i In CI I y-STEPPED ar-- -- 1 4 FOOTING AS rn ; +5'-6" INSTALL CONTINUOUS_Y NEEDED PER Dl 1 OPERATED MEQiAMCAL "., GRADE .L.�8-I— VENTILATION SiS9A I AT THE CRAW-PACE n I T.O.W. OPEN FOR I +8'-1155 MECHANICAL VENT 21'-SY2" • ♦ • .7T' I 3x114 BLOCK OUT I g ®STEM WALL TYP. 1 1 +8'-915" L_ J I' T.O.S. • ♦ � 1 I ,-,- -r..1--* FIXTURE ^ ABOVE--\ STHD74 THD14 I CA v/ L s ♦ C� . �. ..\ 6•-4Y2 6•-6. i FoE!NoATIDATION 1 ! � QREVISIONS ) 31'1" CONC. $LAB • " SLOPE 3" Q i -1 NOTE:PROVIDE STHD14RJ I 'i" -6x6 POST IN LIEU OF STHDI 4 AT RIM 6x6 POST WITH WITH ABU JOIST CONDI rtONS ___.......: 1 ABU BASE—� BASE : ♦ t I I 1 1 4 0 1,4Y." +Y4t ,i 14._0. FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR -8" I TOP OF SLAB TO POURING FOUNDATION. Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413 DL.ECW:Roof Framing Description 3213BCD ROOF FRAMING Timber Member Information '.:ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fur,No.2 Hem Ar,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 a 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 II 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 1 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 _(01983-2003 ENERCALC Engineering Software 15238_3413 DLECW: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 iLevel,LSL 1.55E Lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No 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 L!,tesults Ratio= 0.8690 0.3395 0.2656 0.7884 0.8982 0.2568 0.7300 ii 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 ReactionsII 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 III Center DL Defl in -0.035 -0.004 -0.002 -0.027 -0.027 -0.003 -0.125 UDefl Ratio 2,207.1 9,845.3 14,944.3 2,682.3 2,232.5 13,197.6 1,339.5 Center LL Defl in -0.057 -0.007 -0.004 -0.045 -0.035 -0.003 -0.334 UDefl Ratio 1,366.3 6,094.7 8,993.0 1,614.1 1,720.8 10,369.5 502.3 Center Total Defl in -0.092 -0.011 -0.006 -0.071 -0.062 -0.006 -0.460 Location ft 3.250 1.750 1.500 3.000 2.420 1.500 7.000 UDefl Ratio 843.9 3,764.4 5,614.4 1,007.7 971.8 5,806.9 365.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 2 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 LVL1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 'Level,LSL 1.55E 'Level,LSL 1.55E 'Level,LSL 1.55E 'Level,LSL 1.55E Hem Fr,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 enter Span Data r 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 LCantilever 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 1. Results Ratio= 0.7478 0.4469 0.3214 0.5775 0.1300 0.0924 0.9132 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 Reactions ©Left End DL lbs 405.00 900.00 88.53 492.77 625.00 235.00 387.38 LL lbs 1,080.00 2,400.00 600.00 1,333.51 700.00 240.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 688.53 1,826.28 1,325.00 475.00 1,189.95 ©Right End DL lbs 405.00 900.00 2,775.47 422.23 625.00 235.00 539.62 LL lbs 1,080.00 2,400.00 3,150.47 1,125.95 700.00 240.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 1,548.18 1,325.00 475.00 1,467.05 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Timber Beam & Joist Page 2 User.3-2-0 3 ENE,CALCVer n 1 Engineering o 15238 3413 DLECW:FIoor Framing BD _(c)1983-2003 ENERCALC Engineering Software - 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 Dell 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.Dell in -0.061 0.296 UDefl Ratio 1,184.3 243.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 r (01983-2003 ENERCALC Engineering Software 15238_3413 DLECW:FIoor 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 11 B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x10 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fir- Douglas 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 Lc,enter Span Data Span ft 20.00 4.50 13.00 3.50 9.25 Dead Load #/ft 150.00 60.00 65.00 180.00 30.00 Live Load #/ft 400.00 100.00 110.00 425.00 50.00 Dead Load #/ft 175.00 52.50 Live Load #/ft 125.00 170.00 Start ft 5.400 End ft 11.500 9.250 Point#1 DL lbs 1,357.00 490.00 1,277.50 LL lbs 1,357.00 1,335.00 @ X ft 11.500 1.750 5.400 Results Ratio= 0.7583 0.1576 0.7156 0.7149 1.0383 Mmax @ Center in-k 586.03 4.86 44.36 30.28 55.97 @ X= ft 10.72 2.25 6.50 1.75 5.40 fb:Actual psi 2,616.2 184.9 888.8 707.8 1,121.4 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 990.0 1,080.0 Bending OK Bending OK Bending OK Bending OK OverStress fv:Actual psi 143.3 18.3 46.8 81.4 72.8 Fv:Allowable psi 345.0 172.5 207.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,510.63 135.00 422.50 560.00 712.53 LL lbs 5,600.94 225.00 715.00 1,411.25 367.46 Max.DL+LL lbs 9,111.57 360.00 1,137.50 1,971.25 1,079.99 @ Right End DL lbs 2,858.87 135.00 422.50 560.00 1,044.59 LL lbs 5,193.55 225.00 715.00 1,411.25 749.54 Max.DL+LL lbs 8,052.42 360.00 1,137.50 1,971.25 1,794.14 I D•eflections 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238 3413_DL.ECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 BB.1 BB.2 BB.3 BB.4 BB.S BB.6 BB.7 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL:5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 5.500 3.000 3.500 5.250 5.250 5.250 Beam Depth in 11.500 7.500 9.250 9.250 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- Level,LSL 1.55E Hem Ar,No.2 iLevel,LSL 1.55E Lards,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 111 Span ft 6.00 7.00 3.00 6.00 12.00 6.00 14.00 Dead Load #/ft 216.00 90.00 165.00 165.00 172.50 172.50 180.00 Live Load #/ft 575.00 240.00 440.00 440.00 460.00 460.00 480.00 Dead Load #/ft 450.00 175.00 175.00 45.00 280.00 Live Load #/ft 900.00 125.00 125.00 120.00 460.00 Start ft End ft 5.000 Point#1 DL lbs 1,260.00 LL lbs 3,360.00 @X ft Point#2 DL lbs 450.00 LL lbs 1,200.00 @ X ft 5.750 _Results Ratio= 0.9537 0.6511 0.2656 0.7884 0.5203 0.7305 0.6764 Mmax @ Center in-k 115.61 24.25 12.22 48.87 149.27 76.61 194.04 @ X= ft 3.00 3.50 1.50 3.00 5.71 3.05 7.00 fb:Actual psi 953.7 470.4 285.6 979.1 1,209.8 620.9 1,572.6 Fb:Allowable psi 1,000.0 722.5 1,075.3 1,242.0 2,325.0 850.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 104.8 34.6 35.8 93.6 88.6 68.2 96.0 Fv:Allowable psi 180.0 127.5 172.5 207.0 310.0 150.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 1,998.00 315.00 510.00 1,020.00 1,213.12 2,636.25 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 3,235.00 6,170.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 4,448.12 8,806.25 4,620.00 @ Right End DL lbs 1,998.00 315.00 510.00 1,020.00 1,081.87 1,788.75 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 2,885.00 3,910.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 3,966.87 5,698.75 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.016 -0.019 -0.002 -0.027 -0.078 -0.014 -0.137 UDefl Ratio 4,393.5 4,342.9 14,944.3 2,682.3 1,853.5 5,030.7 1,226.2 Center LL Defl in -0.036 -0.052 -0.004 -0.045 -0.207 -0.029 -0.365 UDefl Ratio 1,983.8 1,628.6 8,993.0 1,614.1 695.1 2,449.8 459.8 Center Total Defl in -0.053 -0.071 -0.006 -0.071 -0.285 -0.044 -0.502 Location ft 3.000 3.500 1.500 3.000 5.952 3.024 7.000 UDefl Ratio 1,366.7 1,184.4 5,614.4 1,007.7 505.5 1,647.5 334.4 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 3413 DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 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 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist 15238 3413 DL.ECW:CRPage 1 AWLSPACE r _(c)1983-2003 ENERCALC Engineering Software 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 t 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 Fr- Douglas Fir- level,ISL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No [_ enter Span Data 11 Span ft 5.00 6.25 6.00 Dead Load #/ft 240.00 240.00 15.00 Live Load #/ft 640.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9199 0.9566 0.3645 111 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 i ©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 11_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 -- - Code_..._Code 1. Code Su$9est Suggest Suggest Lpick i Lpick Lpick Lpick Joist b d Spa. LL DL M max V max El L fb L Iv L TL240 J L LL360 L max TL deft. , LL deft. L TL360 L LL480 L max TL deft ITL deft LL dell LL deft. size&grade I width(in.) depth(in.) (in.) 1 (psf) (psf) (ft-lbs) (psi) j (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) To 1 IJ (in.) (ft.) {ft.) (ft) (in.) I ratio ¢n j..... ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220: 1.40E+08 14 711 27.73 15.231- 14.80 14 7t 0.66 0.481 13.31 13.45 13.31 0.44 360 0.32 495 --- .- - - ---- ------ -- - '--- - -- - - --- -- ------- 9.5"TJI 110_ 1.751. 9.5 161 40 15, 2380 12201 1.40E+08 16.11 33.27 16.19r 15.733 15.73! 0.72 0.52.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 1101 1.751 9.51 121 40 151 2380 1220 1.40E+08 18.611 44.36 17.821 17.311 17.311 1 0.791 0.581 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110 1.751 9.5 9.64 40 15 2380 1220 1 40E+08 20 .801 55 45 19 19: 18.641 18 64 0.851 0 621 16 77 16.94 16.77 0.56 360 0.41 495 9.5"TJI 110 1.751 9.5 19.21 40 101 2500 1220j 1 57E+081 15.811 30.50 16.34j 15.371 15.371 0.641 0.51 14.27 13.97 13.97'. 0A41 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 -- 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84,; .14.84 "0.46 384 0.37 480 9.5"T..11 1101 1.75 9.5 121 40 101 2500 12201 1.57E+08 20.00 48.80 19.111 17 98 17.98 0.75 0.60 1 16.69 16.34 16.34 0.511 384 0.41 480 0 .55 8 .44 40 9.5"TJ1110) 1.75 9.5 9.6, 40 101 2500 1220 1.57E+08 22.36, 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17 60' 0.551 384 0.44 480 9.5"TJI 2101 2.0625 9.5 19.21 40 101 3000 1330, 1.87E+08 17.32! 33.25 17.32; 16.301 16.30 0.68 0.54 15.13 14.81 14.81 0.46' 384 0.37 480 9.5"TJI,210 2.0625 ; 9.5 16 40 10 3000 1330 ;1.87E+08: 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39° 480 9.5"TJI 2101 2 0625 9 5 121 40 101 3000 13301 1.87E+08 21.911 53.20 20.261. 19.06 19.061, 0.791 0.64 _ _ 17.70 17.32 17.32 0.541. 384 0.43 480 - --- - 9.5"TJI 210 2.0625 9.5 9.61 40 101 3000 1330P 1.87E+08 24.491 66.50 21.82. 20.53 20.53 0.86 3 0.68 19.06 18.66 18.66' 0.58; 384 0.47 48080 i 1 l ..i................................. 9.5"TJI 230, 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.89; 16.831 16.83 0.70 0.56' I 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25! 1845 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.51 121, 40 101 3330 1330 2.06E+08 23.081 53.20 20.92; 19.691 19.691 0.82 0.661 1 18.28 17.89 17.89. 0.56j 384 0.45! 480 9.5"TJI 230 2.31251 9.5 9.61 40 101 3330 1330! 2.06E+08 25.811 66.50 22.54! 21.211 21.211 384 1" 480 1 0.88 0.71 19.69 19.27 19.27 0.66.; 0.481 f --I , 1 11.875'TJI 110 1.751 11.8751 19.21 40 101 3160 1560 2.67E+08, 17.781 39.00 19.50' 18.351 17.78 0.671 0.54 f 17.04 16.67 16.67. 0.521 384 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 0.65 18.10 17.72-",'•:,';17.72' 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 12! 40 101 3160 1560! 2.67E+08 22.491 62.40 22.811 21.46 21.46! 0.891 0.72 19.93 19.50 19.50 0 61 384 0.49 480 11.875"TJI 110! 1.75 11.87519.6! 40 10" 3160 1560! 2.67E+08 25.141 78.00 24.571 23.12 23.12! 0.961 0.77 21.46 21.01 21.01 0.66 384 0.53 480 I I 11.875'TJI 2101 2.0625, 11.8751 19.2 40 101 3795 16551 3.15E+08 19.481 41.38 20.611 19.39 19.39 1 C 0.811 0.651 18.00 17.62 17.62 0.551- 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72;, 16.72 0.59 384 0.47 i 480 11.875"TJI 210j 2.0625 11.8751 12.1. 40 101 3795- 16551 3.15E+08 24.641 66 20 24.10! 22.68] 22 68 0.951 0.76 21 05 20 61 20.61 0.641 384 0.521 _480 3 2 - - :68 11.875"TJI 2101 2.0625 11.875 9.61 40 101 3795 1655 3.15E+08 27.551 82.75 25.96 24.43 24 43 1.02 0.81 22.68 22.20 22.20 0,691 384 0.551 480 1 1 1 1 11.875"TJI 2301 2.31251 11.875 19.21 40 10! 4215 1655 3.47E+08, 20.531 41.38 21.28: 20.031 20.03 0.83 0.671 18.59 18.20 18 20 0 571 384 0.451 480 11.875"TJI`230 2.3125 11.875 16 40 910 4215 1655 ;3.47E+08 22.49 49.65 22.62 21_28 21.28 0.89 0.71 19.76 19.34 11.34 0.60 384 0.48[ 480 11.875"TJI 230' 2.3125j 11.875, 121 40 101 4215 16554_3.47E+08 25.971_66.20 24.89; 23.421 23.42._ 0_98 0.781 1 21.74 21.28 21.28 0.671_ 384 0.531_ 480 11.875"TJI 2301 2.31251 11.8751 9.6, 40 10{ 4215 1655 3.47E+08 29 031 82 75 26 81 25 231 25.231 1.05 0.841 23.42 22.93 22.93 0.721, 384 0.57f 480 1 11.875"RFPI 40011 2.0625 11.8751 19.21 40 101 4315 14801 3.30E+08 20.77 37.00 20.93 19.691 19.69 0.821 0.661 18.28 17.89 17 89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93, 20.93 0.87 0.70 19.43 19.01 19,01 0.59 384 0.48 480 11.875"RFPI400! 2.06251 11.8751 121 401 101 43151 1480! 3.30E+08 26.281 59.20 24.481 23.03' 23.03, 0.961 0.771 21.38 20.93 20.93 0.65]_ 3841 0.52 480 1384 0.......t 480. 11.875"RFPI 400; 2.0625 11.8751 9.61 40 10! 4315 1480; 3.30E+08 29.381 74.00 26.37 24.81 24.81 1.03; 0.831 23.03 22.54 22.54'. 0.70 384 0.56; 480 Page 1 D*L*S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSVAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+B _ c 0.80(Constant > Section 3.7.1.5 ....-..._-_.- .._...--_.- - -- KcE 0.30 Constant > Section 3.7.1.5 MEM Cf Cr b ME]_1997 NDS-__ INECINI_[TMICINSechon 2.3.10 ---- Com..ItiMIECCI Re.._ -_ ����®_ - ______ -_ �doration durano M� use-NM__ �---_��- CI7!1Q' 111INERNHor.Load 1113311:111111171211I Cd FE)Cd Fc IIENmICIUmINME0©INICNI9®-®_®IENINNIONINI ®®�011111•1111MNIIMNII_- EINGi 1INNINCIIIIIIIMIIIMIIIIIMINEMIII'INNIMNINI'IN_____ �� �__ 0.9916 00 1. 115 ®�®�� 1,200,000-�� � 0.000 H-F Stud NEHNEENNEENNEENENNIENNEm 0.9986 NIEEEIM 1.00_ 1.15 1.1 1.05® 675 • 800 1,200,000�� 966 340.90 0.00 0.000 H-F Stud ®®��__' 0.9947 1.00 1_15 1.1 1.05® 675 800 1,200,S00��- 340.90 340.00 0.00 0.000 ��®IE/11111:113311EI ®'_' 0.9921 NE= 1.00 1.15 1.1 ®' ®KTIN®' 800 1,200 000.1112111110 986111111EZEINEE0111311 0.00 o.000 H-F Stud ®®®MEMINERMIEIMMIMIlla 0.9953 ®" 1.15 ®1.05 1.15 NEN®' 1,200,000 854 mezniwouram395.22mommem0.00 0.000 H-F Stud ®®Q11EEM _"_' '�MM1.00 1.15 MI 1.05 1.15 675 ®' N1,200,000 854®'. 966=n395 22111111Egamp 0.00 0.000 SPF Stud ®®M 7.7083,1 1695 0 0.9952 2091.8 1.00 1.15 1E1 1.05® 675 425 ®1,200,000 854®flEril 431.52 430.48 1.00 0.00 0.000 ®®mIME®'''®'_'EMININECONIIINEIN®®1.05®EES 425 725 1,200,000 J® � 1.00 0.00 0.000 SPF Stud ®®® 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000 . 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.05 1.15 675 425 725 1,200,000 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.58.25 20301 0.9925 2789.1 1.00 1.15 ®1.05 1.15 425 725 1,200,000 854® 449.95 388.13 386.67 0.00 0.000 SPF Stud 1.5 3.5 8.25 3050 0 0.9957 4183.6 1.00 1.15 1.05 1.15Hill 425 725 1, 0,000 854® 449.95 388.13 387.30 1.00HI 0.000 gmoN 1.5 ®m®®_ 0.2408 3132.4 1.00 __1.15 ��1.15®' g 201300 1,300,000®-� 'r' '®' ' 0.00 0.000 H-F#2 ®®me 19.6 3132 0 0.3652 3132.4 1.00 1.15 ®1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 18.0 3132 0 0.2858 3112.4 1.00 1.15 1.10 1.15 850 405 1300 1_300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 ---11111111___- NE_ ____--�_- iQ-®®��i __� 3287.1 1.00 1_15 ®��E]' 1,400,000 1,308® Q; �® 0.52 0.00 0.000 SPF#2 ®®m��__' 0.3905 3287.1 1.00 1.15 �®'®���1,400,000 1,308® 850.16® 0.62 0.00 0.000 SPF#2 ®®u� 18.0 3287 0 0.3158 3287.1 1.00 1.15 1- .10 Num 1150 1,400,000 1,308®�1296.30 945.38 531.23 0.00 0.000 -_� -___-- --� __-----_-- E�®®�� __' 0.9913 XI 1.00 1.15 111111131110113011NaNIBIN 1 200 0001111.2111023/12MinallIMMIEUIMIC 0.00 0.000 -11.1111MI-INIM__11111.1111 ---- ----_ _ 111111111111111111111EmiNI®®m��__ 0.9917 3287.1 1.00---® �fmi 1,400,000 ®� ® 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTO 14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AFBPA NOS-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 Cff Cb > (Pb)(F) (Fc) 1997. NOS (Varies Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load o=1.0 Load ar Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb 70/ in. in. in. ft. plf psi plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7063 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 0.85 335.84 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1,1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.601.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 OFF 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 1,200,0001,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 OFF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 18 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 2,033 508 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 2,033 508 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 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 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1,60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 688486 0.979 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.60 1.00 1.3 1.10 1.15' 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CIS 14189-Betahny Creek Falls LOAD CASE (12-14) (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+812 c 0.80(Constant)= D+L+S+.SW CT#14189-Betahny Creek Falls LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin,Factor D+L+S+W2 c 0.80(Constant)> SecSon 3.7.1.5 Cr KcE 430(Constant)> ,SecBon 3.7.1.5 --- ---------- --- ---- - Cf(FE) Cf(Fc) 1997 NDS - ___ __ Cb arias > SecBon 2.3.10 Bending Com Size Size Rep. i Cd(Fb) Cb [. Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width .•.. S.acine Hai.ht Le/d Vert.Load Hor.Load u=1.0 Load re Plate Cd Fb Cd Fc Cf Cf Cr Fb Fc.=r Fc E Fb' Fc.et.' Fc' Fce Pc fc fc/Pc fb fbl in. in. in. ft. plf psf plf _ (Fb) (Fc) psi .si ..1 .si sl .sl •-I .sl .sl .-i .-i Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60__ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 , 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 , 8.25 28.3 1195 4.065 0.9960 1993.4 1.60__ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 0.71 180.69 0.406 H-F Stud 1.5 3,5 12 8.25 28.3 1680 4.065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449,95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 _ 1.60 _1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 . 1.60-1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 333.97 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.(5 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 2830 4.065 0.9969 4183.6 1.60.___1_- .15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 ' 3132.4 1.60- 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0,059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 18 8.25 18.0 3132 4.065 0.3479 3132.4 1.65_-__1.15_ 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.80_ 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 -71.60_11.15 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 18 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 82 1.5 5.5 16 19 41.5 865 4.855 -0,9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) 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 Bucklin.Factor D+L+S+E11.4 _ CbC0.80 Constant)> Section 2.3.10 -EM�BendIn, Corn.. Size Size -. .EE Cd Cd(Fc)Cf Fiiii 1E..3.7-1 Erl�� KcE 0.30(Constant)> Section 3.7.1.5 NDS 3.9.2 Maax.Well duration duretio factor factor �® ®�®® F'c fc ®� �/ MIN/11911,111111111 Vert.Load Hor.Load 1.0 Load;..Plat:Cd Fb Cd Fc Cf Ci E -®®_0_1M111111111MMI- 11 __EI Su _Irll IlrIIIIMIMIIIIIMIFMIINIMIIIIIFMIIMIII_ IIIIIIINIMIIIII_IIMIII Fb 1-fc/Fce MIEEN1®®_11 11101111111111M® 0.9983 IlliEEZ1111111C11 1.15 ®1.05 100111111NUMICIII 1,200,000 1111€131111111111311111113113ESSIMEE1112111®' 0.335 ®®ILIIIIIIIIME ®i r]® 0.9960 INEEENN1_15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud _®®__�® 0.9937 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506. 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud _®m__®® '®'' _ 1.60_ 1.15 1.1 UN 1.15_ 405 800 1,200,000 1,366 966 ® 0.79 IESEENI_®®__®'® 0.9947 2857.8 1.60 _1.15 ®113®__ 900 1,200 0001111E311160 966 EL31111111E1EI® 0.82®" INIIIIIIME H-F Stud ®®___6 3.57 0.9986 3986.7 1.60 1.15 ®1.05® 875 Num.1 no 000NEEpoom 966 IMMIIMMEEMI 0.87 am 0.244 SPF Stud ®®M 7.7083OM 1395 3.57 0.9984 2091.8 1.60 1.15 111 1.05® 675 MM 1,200,000® EE 431.52 354.29 0.82 138.53 0.324 QIZEIII®®m_®''' 1000 3.57 0.9918 _NIEll 1.15 ®IIII®__®1,200,000®[ ®' -' 188.85 0.421 SPF Stud 1.5 ®®EE 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 ®_12 _8.25 1690® 0.9940 2789.1 1.60 1.15 1.1 ®' 1.15_ 425 725 1,200,000 1,366® 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 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 1844.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 MMM 7.70831, 3287 3.57 0.3154 3287.1 1.60 MM 1.10 IN 875 MEI 1,400,000 2,093®EE 1015.45 531.23 56.10 0.042 ®®m__6®�' °�11111M01111 1.60__1.15 ®1.10 1.15 875 WM 1150 1,400.000 ®� ®®'' 0.071 _®__®"'6® ` `� 1.60 -1-15 ®111101 x.15 675 NMI 1150 1,400,0001x'- ®NZIM�'"E°'®®' ` ICE3111111111111133 INIIIIIIMIIIIMIIIIINI11111111111•11111111N11111•111111111111•111111111111111111111 ---- ----���__ SPF Stud ®®m__6® '�'- 2091.8 1.15 ®' 1,200,000® � ''' �®' Ei '1®' -___�_--__INIIIIIIMIIIIMIIIIIIMIIIIIIMIIIIIIMIIIIIIIMIIIIIIMIIIIIMIIIIIIIIMIIIIII- __ ___-____-___- EIMIIII 1.5 ®� _6"''® 0.9910 _ 1.60_ 1.15 1.3.®'I_ 425 1150 1.400,0001111111EMEME®'® _ 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA 93109 / protect: tg,,,_ DAte: , PAX: Client Page Number: (206)285-0628 oil p fi Flair -7-24, Ft - 2- 64,4)14atis Wki.L. 7-- 100 fi k " / ti.S) 365,1 ww-`-` IA° . "'- . lila -- My= ZINiii+ 1013. tr.- IRO . hr S4 -40 ii5Y( 2r4T)•-•.-4.5-iKit'S fo* q304.- 2-710 .„..: ...:: .- , ........... , 36. sifitv... rA__I V.6--*-• Aci* ....._., Structural Engineers 180 Nickerson St MIXE N G I N E E R I N G Suite 302 I N C Seattle,WA �,,lF Q 98105 Project: t P i 1 Date: (206)285.4512 Client �l1 S Y 1 LY `'-"" "tI i..+9Page Number: (06 285-0618 , -, PR �v& A2t. ,9 VA uu PSS- 7.49....„ *L r 10240,7_ ciAls ' _ °. C�yri rev 6s 4- P 5iih cA, Sq4 . 5CR Q zt,r 40)-1 ), . 1%t5S' 6 642.05) -?-9‘.., ". AIL, t tl ea - o t?-itui P1F t‘t/ lir P 2.4Ag,_ LAci `2 __ J 10- __ . w. 36` " " srk , L J2 z ze )P5 4 , Pi374 ... 4\)L1' f'.. e a (i `i, ‘ :_ .`,2$z- ,---19o- ,,'-`r e._ Ft fl: 14403 a 61 t_ 1410 .". - i 14. . iv 0_1Z1-9 J.+ , . .. ._ • ._ g 2-13t '51 oT wi S 114. i t. Engineer* Air t �. i-. Structural i� Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_overterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=2'NO SOG Criteria I Soil Data 4 Footing Strengths&Dimensions r 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft 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 per Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingIlSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem li Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi s n Summa Stem Construction Top Stem OK Total Bearing Load = 603 lbs Design height ft= Stem0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Footing Shear @ Toe = 0.0 psi OK Total Force @Section lbs= 66.9 Footing Shear @ Heel = 3.0psi OK Moment....Actual ft-#= 33.5 Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 1.4 Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results r Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 Mt 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 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_3410.2.ecw:Page Calculatio2 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2'NO SOG Summary of Overturning&Resisting Forces&Moments II OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 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 = 166.20.67 110.6 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 LkRev: 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria ISoil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft = Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Heel Width 1.33 Water height over heel = 0.0 ft =Total Footing Width 1.66 Soil Density = 110.00 pcf g Footing Thickness = 9.00 in FootingIlSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ii Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK Thickness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf ib/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-it= 425.2 Footing Shear@ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data 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 = 1,480 150 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 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments 111 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 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_riverterrace3410.2.ecw:Calculations1 Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem OK Total Bearing Load = 2,190 lbs Design height ft_ Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/Fg+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Footing Shear @ Toe = 2.4 psi OK Total Force @ Section lbs= 899.9 Moment....Actual ft4 Footing Shear @ Heel = 24.5 psi OK = ,430.8 2 Allowable = 93.1 psi Moment Allowable = 2,430.8 Wall Stability Ratios Shear Actual psi= 13.6 Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results ` Special Inspection I Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes B 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterra�3410.2.ecw:Page Caloulatio2 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG L Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft f14 Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped SoilOver Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load©Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=10' NO SOG Criteria k Soil Data 1 Footing Strengths&Dimensions r 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 Total = Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Width 3.50 Footing Width = 4.83 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 8.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf lb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-it= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual Wall Stability Ratios psi= 40.7 Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi 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 = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments 1 ~ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 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: 3:41PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria Soil Data II 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = 1.75 ft 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 Footingpoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem il Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem OK Total Bearing Load = 9,068 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 psf Rebar Spacing = 5.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Footing Shear @Toe = 11.5 psi OK Total Force @ Section lbs= 3,934.4 Moment....Actual ft4= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Allowable = Moment Allowable = 15,964.6 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = [Footing Design Results ` Special Inspection ® Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Cantilevered Retaining Wall Design Page 2 User.3-2-03 ENE,Ver 5.8.0,t Engineering o 15238 nverterrace_3abd.ecw:BASEMENT WALL NO (c)1983-2003 ENERCALC Engineering Software — 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 ft4 lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Key Weight = Vertical Loads used for Soil Pressure= 9,068.2 lbs 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 Nickersont S C T ENGINEERING Suite 302 I N C. Seattle,WA l Projec41) "SflDI/� I ---=-> w ®oG /j Date: T,fJ`1. Y�g. 98109 (206)285-4512 Client: 2012 66- ��'�/06 ��PW �iJ S Svs 1k/, PaFAX: !!! "T v ge Number: (206)285-0616 5/ 1,e, i 10,-._.. 1J = ' 4 19- ., - s , , �• AA,, t ,.___ c,.•. :_ • __ X01- :3Z', : r c : 41.E - 165 1� _ _4 _ i '" r - - � � Altig �, w _ } /23-z_ /` ; -- • 1< tom- z _ t�2U -t Trn -1-- 5A° �- AL .or Structural Engineers 4`, Atf Design Maps Summary Report Page 1 of 1 iii Design Maps Summary Report User—Specified Input Building Code Reference Document International (which2012 utilizes USGS hazard data Building availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D "Stiff Soil" Risk Category I/II/III on sP a , — ' ';',;.,''C''',""'fifs'1 r- � ' ,f , ,...-L.' -:).., :),,'.a7--, ,,o',-. ,,-,`":,. °,,,,, ,-,1.,....-4fi ,,,,''...,--.- ‘,.-;.,,t �;i_ . ' ,y x "'i ' P ' ''' y Fs ..,*4,:‘,,,„ y+ soiis i 4 king City r " , T latt .Y- 'G. x3 }b ti ''� y,T . y .db si,2.--e-1 il.,;134i't A. Y- ; -• v ¢ USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g Sl = 0.423 g SMI = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response SpectrumDesign Response Spectrum 1.10 40,21:0.� c 0,77 tow 4,4 0 o,x 11 vo 0,44 C. .6>< 0 an Oa; *11. 0.02 06° 0.00 0.20 0.20 0.62 040 1. 1.20 1.40 1.co 1. i 2000. 4. 0 40 0.t2 4002 .S 1„fit 1.40 1.401. § 2.00 IP iad T{>ec) P i T tom) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#15238: Plan'3413.2 ' Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= 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 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude=Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SMi= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMs Sps= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SMI Sal= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#15238:Plan 3413.2 SDs= 0.78 h„ = 29.50(ft) SD,= 0.50 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7(EQ 12.8-7) S,= 0.50 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) C5=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(TZ*(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) C,„, = 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; E w; FPx= EF;=w, 0.4*SDS*IE*wp 0.2*SDs*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. Fp, Min. Roof 4.43 4.43 31.9 31.9 4.96 4.43 9.92 4.96 2nd 4.54 8.97 47.1 79.0 7.32 5.35 14.64 7.32 1st(base) 0.14 9.11 29.8 108.8 4.64 2.50 9.27 4.64 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#15238:Plan 3413.2 NS 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 43'.0ft. V u/t. Wind Speed 3 See.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust mph (EQ 16-33) Exposure= B B lw= 1.0 1.0' N/A N/A Roof Type= Gable Gable Ps3o A= 21.6 21.6 psf Figure 28.6-1 Ps30 e= 14.8 14.8`psf Figure 28.6-1 Ps3o c= 17.2 17.2:psf Figure 28.6-1 P5300= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*I : 1 1 Ps=A*Kzt*I*pe3g= (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 o= 11.80 11.80 psf (LRFD) (Eq.28.6-1) Ps A end 0 average= 19.4 19.4 psf (LRFD) Ps a and o average= 13.3 13.3 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00: 1.00' 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> IMO 0.89' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As 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 Ar= 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-VV) V(E-W) Roof - 2950 29.50 0.001 0.00 0.004 0.00 925 925 1052 1052 2nd 9.00 2050 20.50 0.00; 0.00 0.00: 0.00 5.54 14.78 7.00 1752 1st(base) 1135 9.15 9.15 030 0.00 0.00" 0.00 5.58 2036 7.05 2457 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 6.55 5.55 6.31 6.31 2nd 11.35 9.15 9.15 5.54 14.78 7.00 17.52 3.32 8.87 4.20 10.51 1st(base) 0 0 0 5.58 20.36 7.05 24.57 3.35 12.22 4.23 14.74 V(n-s)= 20.36 V(e-w)= 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#15238: Plan 3413.2 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V 5e1smic V s allowable V wind V (15/32"valuesper w allowable (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065` 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V sallowable V w,allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height 9 ft. Seismic V i= 4.43 kips Design Wind N-S V i= 5.55 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.43 kips Sum Wind N-S V I= 5.55 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C o w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM RoTM Unet Usum Usum 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. L1 456 20.0 24.0 1.00 0.15' 1.73 0.00 1.38 0.00 1.00 1.00 69 P6TN P6TN 87 12.44 17.82 -0.28 -0.28 15.60 21.60 -0.31 -0.31 -0.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. L2 274 '12,0 16.0 1.00' 0,00', 1.04 0.00 0.83 0.00 1.00 1.00 69 P6TN P6TN 87 7.48 0.00 0.66 0.66 9.37 0.00 0.83 0.83 0.83 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. R1** 730 40.0 40.0 0.95 0.15 2.77 0.00 2.21 0.00 1.00 1.00 58 P6TN P6TN 73 19.92 59.40 -1.00 -1.00 24.97 72.00 -1.20 -1.20 0.66 pert - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 , 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVn,;,,d 5.55 EVEQ 4.43 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11 ft. Seismic V I= 4.54 kips Design Wind N-S V I= 3.32 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 8.97 kips Sum Wind N-S V i= 8.87 kips Min.Lwall= 3.14 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff, C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usu,n OTM ROTM Unet Veum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, L3 841 34,0 40.0 1.00 0.25 1.66 2.77 2.27 2.21 1.00 1.00 132 P6TN P6TN 130 49.33 84.15 -1.04 -1.32 48.78 102.00 -1.60 -1.91 -1.32 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 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 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.0011°t 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. R2 841 37.0 47.0 1.00 0,25 1.66 2.77 2.27 2.21 1.00 1.00 121 P6TN P6TN 120 49.33 107.60 -1.60 -2.61 48.78 130.43 -2.25 -3.44 -2.61 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -" 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 3.32 5.55 4.54 4.43 1.00 EVw,nd 8.87 EVEQ 8.97 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Panel Height= 9.14 ft. Seismic V i= 5.71 kips Design Wind F-B V I= 3.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 14.68 kips Sum Wind F-B V i= 12.81 kips Min.Lwall= 2.61 ft. per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Lot.eff. C 0 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 (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L4 532.5 23.0 23.0 1.00 0.35'% 1.97 4.43 2.85 4.48 1.00 1.00 319 P4 P6 278 0.00 83.32 -3.73 -3.73 16.72 61.72 -2.01 -2.01 -2.01 - - 0 l 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `> 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVu;,,d 12.81 EVEO 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOQ*x. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U„st Umm OTM ROTM U„si Us„m U.,,, HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 261 6.8 12.3 1,00 0.15 1.14 0.00 0.80 0.00 1.00 1.00 117 P6TN P6 166 7.17 3.13 0.65 0.65 10.22 3.80 1.04 1.04 1.04 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR1* 326.3 8.7 15.2 1.00 0.15 1.42 0.00 1.00 0.00 1.00 1.00 115 P6TN P6 164 8.96 4.88 0.51 0.51 12.78 5.92 0.86 0.86 0.86 Front loft* 137.8' 4.0 6.5 1.00 0,15` 0.60 0.00 0.42 0.00 1.00 0.89 118 P6TN P6TN 150 3.79 0.97 0.85 0.85 5.40 1.17 1.27 1.27 1.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR 725 18.0 20.0 1.00 0,15' 3.16 0.00 2.21 0.00 1.00 1.00 123 P6TN P6 175 19.92 13.37 0.38 0.38 28.40 16.20 0.70 0.70 0.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,004 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 EV.;,b 6.31 EVEQ 4.43 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11 ft. Seismic V i= 4.54 kips Design Wind E-W V I= 4.20 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind E-W V 1= 10.51 kips Min.Lwall= 3.14 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unei Usum OTM RoTM U„ei U,„m U,,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 d 2.0 10.0 1.00 0.25 0.00 0.91 0.00 0.64 1.00 1.00 319 P4 P4 454 7.01 1.24 4.33 4.99 10.00 1.50 6.37 7.41 7.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.0 14.2 1.00 0.25 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int pdr 0 3.3 5.0 1.00 0.25, 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 10.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 841 15.0 17.0 1.00 0.15' 2.10 0.51 2.27 0.36 1.00 1.00 175 P6 P6 174 28.93 9.47 1.36 1.36 28.72 11.48 1.20 1.20 1.36 Gar Rear 0 <0.0 0..0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Dining', 280.3 4.5 8.0 1.00 0.30' 0.70 1.05 0.76 0.74 1.00 0.82 406 P3 P4 389 16.44 2.67 3.59 3.97 19.27 3.24 4.18 4.89 4.89 Rear Dining' 280.3 4.4 8.0 1.00 0.30 0.70 1.05 0.76 0.74 1.00 0.80 425 P3 P4 398 16.44 2.61 3.70 3.70 19.27 3.17 4.31 4.31 4.31 Rear LIV* 280.3 5.0 16.6 1.00 0.30 0.70 1.05 0.76 0.74 1.00 0.91 329 P4 P4 350 16.44 6.14 2.38 2.38 19.27 7.45 2.73 2.73 2.73 0 :.0.0 0.0 1.00 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 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 P 0.0 0.0 1.00 i 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 `0.0 0,0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 O 0.0 0.0 1.00 0,004 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 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 1682 1682 37.2 37.2 L eff. 4.20 6.31 4.54 4.43 LVw;„d 10.51 I:VEQ 8.97 Notes: * denotes with shear transfer ABWP Alternate Braced Wail Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: 2012 IBC SEISMIC OVERVIEW Diaph.Level: 2nd Panel Height= 9.14 ft. Seismic V i= 4.14 kips Design Wind F-B V I= 6.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 13.11 kips Sum Wind F-B V i= 18.67 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 an. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RDTM Unet Usum OTM ROTM Una Usum Usum (sgft) (ft) (ft) (klt) (kip) (kip) (kip) (kip) p (p11) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 81 511.6 9,3 12.3 1.00 0,35 1.76 3.00 1.18 2.56 1.00 1.00 404 P3 P3 514 13.07 17.85 -0.56 -0.56 16.63 13.22 0.40 0.40 0.40 Ext 02 385.9 6.8 18.8 1.00 035 1.32 2.26 0.89 1.93 1.00 1.00 416 P3 P3 529 9.86 20.01 -1.66 -1.68 12.55 14.83 -0.37 -0.37 -0,37 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INT GAR2 897.5 34.0 34.0 1.00 0.35 3.08 5.26 2.07 4.48 1.00 1.00 CONCRETE 22.94 ##### -4.77 -4.77 29.18 ##### -3.17 -3.17 -3...1- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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' 0.00r 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00! 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00+ 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1795 1795 50.0 43.3=L eff. 6.16 10.51 4.14 8.97 EV,,;,,d 16.67 EVEQ 13.11 JOB#. CT#'15238:Plan 3413.2 SHEARWALLWITH 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 1.083 'v Fdragl eq= 181 F2 eq= 181 • Fdragl w= •9 F2 -299 H pier= vi eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= ; F4 e•- 181 feet • Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 • UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 4 10 4 4 P Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 plf V eq 1010,0pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds _� ► v hdr eq= 66.6 p/f -- 0. A H head= A v hdr w= 90.4 p/f 1.083 y Fdragl eq= 217 F2 eq= 217 Fdragl w= '4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 p# v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 .• • • UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 Hpier/Ll= 1.15 Hier/L3= 1.15 `p L total= 15.2 feet JOB#: CT#15238:Plan 34132 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f V eq 340.0pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0', pounds V1 w= 280.0 pounds V3 w= 280.0 pounds v hdr eq= 52.3 plf •H head= A v hdr w= 86.2 p/f 1.083 ` y Fdragl eq= 65 F2 eq= 65 Fdragl w= !8 F2 -108 H pier= v1 eq= 85.0 Of v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v 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 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 ► I 1011 Hpier/L1= 2.00 AI ► Hpier/L3= 2.00 L total= 6.5 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALLWITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds 0. v hdr eq= 64.5 plf ► •H head= A v hdr w= 107.0 plf 1.083 iv Fdragl eq= 320 F2 eq= 67 • Fdragl w= -•..1 F2 - 111 H pier= v1 eq= 82.3 pff v3 eq= 82.3 plf P6TN E.Q. 4.0 vi w= 136.6 Of v3 w= 136.6 Of P6TN WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= $ F4 e.- 67 feet • Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 Of P6TN feet OTM 16259 26977 R OTM 28368 34653 v • UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 4 ► 4 ►A Hpier/L1= 0.2241 ► Hpier/L3= 1.07 L total= 27.8 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 Of V eq 850.0'I 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 plf •H head= A hdr w= 80. pIf 2.083 ,v Fdragl eq=131 .<71v 00 F2 eq300 • Fdragl w= 0 480 H pier= v1 eq= 170.0 p/f v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6Dv sill eq= 50.0plf P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 y UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5' L2= 12.0 L3= 25 Htotal/L= 0.59 41 I. 41 1.4 ► Hpier/L1= 2.00 41 ► Hpier/L3= 2.00 L total= 17.0 feet t- JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 Of 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 pff --► •H head= A v hdr w= 91.0 pff 2.083 v Fdrag1 eq= 164 F2 eq= 119 • Fdrag1 w= .4 F2 -192 H pier= v1 eq= 86.3 pff v3 eq= 86.3 pff P6TN E.Q. 5.0 v1 w= 138.9 plf v3 w= 138.9 pff P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 119 feet • Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 pff P6TN 3.0 EQ Wind v sill w= 91.0 pff P6TN feet OTM 8268 13310 R OTM 7745 9461 • • UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 t ► 4 ► 4 ► Hpier/L1= 0.91 At 0 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°' (Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(a.,b,`'a) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. 2'to 18'rou h width of o enin per wind design min 1000 Ibf 9 P 9 on both sides of opening for single or double portal opposite side of sheathing il • Pony ---' 1 1( '. wall . height . T •Wt Fasten top plat t der with two rows of 16d Z'''7 x- " , .' rt sinker nails at 3"o.c.typ vl Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown ( panel sheathing max " totalHeader to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with r-> i within middle 24"of portal max . .j• 8d ccommon or galvanized box nails at 3"o.c. height.One row of 3"o.c. height "" in all framing(studs,blocking,and sills) nailing is required in each g� typ.•:-' 'j• \ panel edge. Min length of panel per table 1 I Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king i.,,. and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables • 4 A top and bottom of footing.Lap bars 15 min. t t t 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association J2 BASEMENT 11-30-15 M. Roseburg 1:32pm 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 / 9 8 0 10 7 0 13 4 0 / 0 0 / 3370 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 301# -- 2 9' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 803# -- 3 20' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 999# -- 4 33' 7.000" Wall DFL Plate(625psi) 3.500" 1.750" 388# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 61#(46p1f) 2 641#(481p1f) 162#(122p1f) 3 778#(583p1f) 221#(166p1f) 4 303#(228p1f) 85#(64p1f) Design spans 9' 5.375" 10' 7.000" 13' 1.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1085.'# 2820.'# 38% 27.46' Odd Spans D+L Negative Moment 1196.'# 2820.'# 42% 20.25' Adjacent 2 D+L Shear 546.# 1220.# 44% 20.25' Adjacent 2 D+L End Reaction 388.# 1151.# 33% 33.58' Odd Spans D+L Int.Reaction 999.# 1775.# 56% 20.25' Adjacent 2 D+L TL Deflection 0.1632" 0.6557" U964 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 thee respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Te 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 P Roseburg J3 MAIN 11-30-15 5 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 S.t ti T 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" O.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% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stroh Tie Copyright(C)2015 bysimpson Strong-Te 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