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Specifications 44 5 %hol1-icO RECEIVED P3 a 47,x ;ts SEP d, 2016 Structural Engineers C 1T ENGINEERING 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF '1`I f f! D 208.285.4512 (V) 206.285.0618 (F) BULDI N € 1IIVI.SI #15238 Structural Calculations River Terrace PRo , 4 �GINk �1� Plan 3413.2 w � � Elevation B I I" 'd 4REGNA Tigard, OR tiv 22, 9 Design Criteria: 2012 IBC (ORSC, OSSC) 11/18/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD 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 21.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOORfloor 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 Mise. 2.6 psf FLOOR DEAD LOAD 15.0 PSF e (2)2 I (2)2X8 HDR '. X8 HDR RB.1 RB.2 .. 0 x1 NI • E y o al 'H !• 4 v4C4 CO ~, - - CO W N • J GT.bl ' • 41 U1 U UGT U U U U C2)r, ." .: '4;:•:•:'':::::::'r: rt::}' t'r:-'r:•::•::•`r.:::{': i'::}:' :•i:•:•:•:•i:/y c:•::.::::::::::::•:•n51::•:•:•:•::.::::•:-: :✓ 1 0 1 N....:::::::•:•:•::::-.•:-::.:.•:i o I ,�, �, I I N a 1 I 1 TRUSSES AT 2it" 0.3 TYPICAL �, 1 I P u f 1 <^ 1 0 x 1� r.::::. .: ::.. :0 /' 3T gr , •4 n nn GT.b3 �,- i::{t?� 'n 0, Y 01 4.1 — n p" pr n IR n n o-03 / / / . F m y' o /' rr 'v �v1 1B.4 RB.6 -� 2 rr i �� )► '+'- • • 1 \{ (2)2X8 HDR • ! 2)2X8 -IDR I / �/y �•\ ': ,I,sl- . i r -f / .I 5 RB 5 \\j I 6'-0" I 1 4j�rr (2)2 8 HDR�(2)2X8 HDR \•\� Plan 3413.2B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST37 0 MST37 /11. O MSIR a • I ..... e r13 It eclo L2 jL r 0 THISPr SIDE 6 RI THIS � V SIDE p C mot J C C) Ll L J t L Loft =MCII — MST37 MST37EXTEND f BRl QSHEATHING T 11111 0 P6 ® C 1 � TOP iho �♦-S18.-2 8 MST37 MST37 51.2 8 • S1.2 STHD14 c-V) STHD14 &h0 > 4X10 HDR . � . s STH STHD14 , : tai 2 2X8 HD' 3 4X10 HDR ..`. 2)2X8 410R Qt __g 7372 (') •_ B 4 - )3.3 - I I (� ; .. 2):ON1 STUDS /- i >I ;i ( t' W/ TRIM STJD c i _ i`I .:: I I I IR i EQ�H SI E N. , X I� - 1 vv..!,,,...n a w�� jj • E Ft RES x 1 ABOVE " al GT ABOVE ! (At ABOVE © -- - -- - 1 N t, lilt • I ! 3 p.i b'711= !..co! { yg tiI' FIXTLRE. =- .=--'t • AEO _ ll 1 �t o .'-- ------� - (! " nom„E 1b/�"00 II --- S�II g xUr N SIDIE PB L` 5Y.X11�b FB 1----BEY RING WALL e `� - ',INC LL �t7N�THIS ES• 14 SIDE 111 II ,1 i I"" ' ','',:i.' 6 _,) i —® 1 r Ell:- �\ B g l t --- `-`--..,.m,_., a „� BEA'IN—WA L o `7 B 8 P a - i \ ...._. / •THD14 �1: ISYHD1 e ti = s / ;P I / .. t I I _ � 1 »7 L_--1 s " \/STAIR ol MIN L.- -,:-- /FRA G :,i �� - _ z ABOVE o ©• em AeOyE Q ` p Ps I. \ m t P J1j / \ „, ! ♦. G cii 4/ �V' I ABO E3 11/ \ 5YZX 6 BIG BEA (DO PE@)15 (2)2X8 HDR _O LSL 14x14 RIM \,, FLOOR Inn 18 � 'p,>-� , -,-�-- �'� • � ,:ice ��ai MST_'7 TO RIM RIM I OARDI I I I ~ I' ��\�ii� LS 134X1A_ � ��'J I =XTEND 1 rr 1 1 ONT.14X12 FOR ! -{ ..... _ ... CR Mg ;,"€ I CHORD --- .___ _ - -_ WL �� - I B.14 1 RIM Bq RJt 'LSL 13'.4X 4 RIM. STHD14 m - �,♦ SMP 318 e ...B.12.. _ I _... 1 ROOF TRUSSES V0 S61 �MI � 1 u all 1 CO 24" O.C. STICK FRAME STRUCTURAL FACISA , I , / D R 1 !1 ,/)GT''-, -L 1 17 I Il 0) \' ., i I All I>' ' ' \ • ri ti = I El I I ," ,� W m o I ROOF TRUSSE; j ��.\ 1 ®24. O.C. ! /� B.bl \`" 1 4X4 POST - — 1X4 POST -- PLATE HEIGHT ATSEE SHEET A9 ` UPPER LEVEL: 8'-1" FOR WINDOW Q 2 PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9.-1" Vicr A70 .2B MAIN LEVEL SHEARWALLS 3413 Plan UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN P.T. 6X6 A POST TW. ® /- _ BB.2 i P.T. 6X8 Ho' ago CO c.1o io / X PT LEDGER 0 END TRUSS '11iDlt o - t=u..: SBA '.�- sTHD14�®,q STHD14 :: 3 MINN -J,- _J,1T_1y .� *��(2)2X10 HDR -4X10 HDR 2 2X,10 HDR \ 1►41111,MOM 6:.. i�f G UD1B 6x12 rtrg W/ 'IM TUD EAC SIDE MIN. X a 0 O 'E O5 mGT 1-a ABOVE a 0 V~ O m 0 BB 5B 6 6X6 POST BB LS 24111..FB BRG ALL BO LS 53'4143 B 11— H-r -H—li 4-1/H-H4 16H i15� 1 11 ---7 DE FURN n, BRG WALL 6 I I I 1 1 i L J 1 1 I r P rN THIS 1 SIDE P4 .' STHD74 STHD74 �BRG WALLi 3.5" DIA. HOLE PROVIDE 3" CLEAR TO TOP AND I BOTTOM OF BEAM FOR ^'I PLUMBING WASTE LINE SYAIR PLANT SHELF J FIy�AM} G RAISED PLATFORM }BRG WALL SLAB ON GRADE 2x6 AT 16" O.C. i • j2012 a,-- LT SEE FOUNDATION PLAN (A6) I STRINGER;= _ AI _ o _-I .z' -. —GT �. _ '2 ABOVE r i L.----- '' '-1 01) 49 CRAWLSPACE L 1 1 1 L 1---i i 1 L J FIXTURE ABOVE 1 \ 1L '---DA...! L J 20'-10" 4 4'-11" i 6'-8�4 i 6-8•Y4 i 2,_04 i tL J I I ABU66 --1- 1--- rt rt t, ----t_ --+ 1 I i 1 I L_J $2z L_J L_J ABU44 1; 314" CONC. SLAB y ".Y` I-1/'-11" I S6.0 N T.O.S. 34'-0" 11'-234 5'-0" t 4'-2Y4 13'-2" I' I L e I_0'-4• I 0 8 i ST I• T.O.S. / St.2 iv f/ STHD14 STHD14 —\\1 flees- I Fil -L ae„,„,„,iiiiiiiii,��✓�iiiiiiiiiii✓iii�.iy-eieiiiiiiii 1 � 02x4 PONY --STHD14 I j I o -O'-2V•I � WALL f 0'-11 Y."I I I n I • I • •+I+2'-2911.1 I+2'-23§"1---!--• 18"x18"x10"FTG. I W/(2)y4 EA. WAY '.'8 - n (Tr.U.N.O.) I v' 3'-Byq 1 6'_3• 6' 6'-3" 6'-3• 3.-BA" ` 4x4 POST I' ♦ I TYP BEAM II IL1 rt1 r 1 TYP. U.N.O. r1-3 4X8 HDR E'-1 t-1 II -+-----— -NF— 1 0 1 - 1 [[SS —I I 1W-��-F-��- ._I o 1 R-4 —=-• FJ L_J L_J L_J L_J L_J 1 .331 n � ' - I+4'-2%1 I • I - r e - I ani - ®z �- --. INSTALL SYSTEM TO ALLOW j ^ ` ri o M i ADEQUATE DRAINAGE BENEATH _ 1, `• • a • BASEMENT SLAB ON GRADE CONDITIONS FINISHED FLOOR � ,N •-1-1+6'-2%"I cr 30"X30"X10"FTC. I+6'-295" ,3,1:1 W/(3) /4 EA. WAY 6-11y4 t 6'-,1y4 t� 5_0• s}�g� 5 103/4 8-2" -- I I' I I -I}I}T I ABU 6X6 POST',3R WI FTG- i• I r+1 1 Y 4X10 HDR , 4/SBA I_ IN • +7' 1194'1 L_J FURNACE 1 "6_6 PTI,.IN LL - 1'-2 ' N THIS ,,_-� -yJ 6'-0y2"!1 Jl SIDE P6 _ 1 I ---- [[ • 4'-4" THIS a SIDE STHD14eeeeeeeeeeet -1'4- 1-8'-111/2-1 STHD14 �1 L_ `j •--I f+7'-11S1 � ' TO.W. T.0.5. BRG WALL o W/FTG 2�10y2 v a VERIFY GARAGE SLAB HEIGHT I i WITH GRADING PLAN r I+8'-10N" 31!" CONC. SLAB OM1• MIN. 16"w x 24"h ��Vy_ CRAWL SP. I. 2x6 ISO a ACCESS z�W'_-i m PONY z HATCH I+ '-119b"I" WALL r ,v_ CI I 1 l CI 1 STEPPED a 1 y F- 4 FOOTING AS o O I INSTALL CONTINUOUS_Y NEEDED PER `^ D1 I +5'-6" OPERATED WECHANICAL GRADE ,L_8• VENTILATION SYSTEM � I AT THE CRAW.S'AOE 42 I T.O.W. OPEN FOR I 8-111 MECHANICAL VENT 21'-5y2" L 1 1_J t �r 3x11¢BLOCK OUT 13 r" r -1 I o __L_ ® Sf-1 STEM WALL TYP. J I i---I+8'-BYz"I I iv T.O.S. 10 .1r--• ® L I + v I smart FIXTURE STHD14 Q 7HD14 O ABOVE a L _r r FOUNDATION A * l REVISIONS 3Y1" CONC. SLAB \._...-n.._.n.._"�) SLOPE 3" Q .I 2T Ne NOTE:PROVIDE STHG14}J 1 n—6x6 POST IN LIEU OF STHD14 AT RIM 16x6 POST WITH WITH ABU JOIST CONDITIONS ABU BASE--••• BASE l' I I 4-0 4Y4 4Y4 ,i, { I, FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR -8" ITOP OF SLAB TO POURING FOUNDATION. Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997.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 erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 RB.1 RB.2 RB.3 RB.4 RB.S 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 Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic AllowP si 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 r Span ft 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 111 Results Ratio= 0.1973 0.3668 0.2113 0.0587 0.4092 0.1973 0.7102 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 9.07 32.67 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 212.1 394.4 227.2 63.1 600.0 212.1 763.7 Fb:Allowable psi 1,075.3 1,075.3 1,075.3 1,075.3 1,466.3 1,075.3 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.4 32.4 28.5 7.9 42.0 21.4 77.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.021 -0.002 -0.001 -0.018 -0.006 -0.022 UDefl Ratio 10,994.3 4,335.8 18,818.8 67,747.5 2,311.2 10,994.3 3,054.0 Center LL Defl in -0.010 -0.035 -0.003 -0.001 -0.030 -0.010 -0.036 UDefl Ratio 6,596.6 2,601.5 11,291.3 40,648.5 1,386.7 6,596.6 1,832.4 Center Total Defl in -0.016 -0.055 -0.005 -0.001 -0.048 -0.016 -0.058 Location ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl Ratio 4,122.9 1,625.9 7,057.0 25,405.3 866.7 4,122.9 1,145.2 Title: Job# Dsgnr. Date: 11:06AM, 16 NOV 15 Description: Scope: LkRev: 580006 User.KW-0602997.Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.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 Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Hem Fir,No.2 Hem Ar,No.2 Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data r Span ft 6.50 3.50 3.00 6.00 5.00 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 IL. Results Ratio= 0.8690 0.3395 0.2656 0.7884 0.8982 0.2568 0.7300 1 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 Reactions @ Left End DL lbs 1,056.25 568.75 510.00 1,020.00 1,970.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 2,621.80 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 4,592.30 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 1,020.00 1,074.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 1,380.20 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 2,454.70 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill 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: LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 15238 3413_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.bs B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 level,LSL 1.55E iLevel,LSL 1.55E level,LSL 1.55E level,LSL 1.55E Hem Fr,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No enter Span Data ` Span ft 4.50 6.00 15.00 18.50 5.00 2.00 16.50 1 Dead Load #/ft 180.00 300.00 30.00 30.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 80.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 270.00 352.00 LL lbs 720.00 360.00 @ X ft 3.250 10.000 Cantilever Span Span ft 3.00 3.00 Uniform Dead Load #/ft 280.00 30.00 Uniform Live Load #/ft 280.00 80.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 II.. 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 `1 @ 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 III Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: -Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)198&2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 -0.170 -0.006 -0.001 -0.157 UDefl Ratio 4,027.1 5,105.1 5,705.2 1,306.1 10,586.0 35,135.8 1,263.6 Center LL Defl in -0.036 -0.038 -0.147 -0.474 -0.006 -0.001 -0.284 UDefl Ratio 1,510.2 1,914.4 1,225.2 468.0 9,451.8 34,403.8 698.2 Center Total Defl in -0.049 -0.052 -0.123 -0.644 -0.012 -0.001 -0.440 Location ft 2.250 3.000 6.900 8.880 2.500 1.000 8.448 UDefl Ratio 1,098.3 1,392.3 1,464.7 344.5 4,993.4 17,383.0 449.7 Cantilever DL Defl in -0.060 0.081 Cantilever LL Defl i -0.001 0.215 Total Cant.Defl i -0.061 0.296 UDefl Ratio 1,184.3 243.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: URev: 580006 ser.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 3 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x10 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Hem Fr,No.2 Douglas Fir- Douglas Fir- Douglas Fr- 2.2E Larch,No.2 Lardi,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 4.50 13.00 3.50 9.25 Dead Load #/ft 150.00 60.00 65.00 180.00 30.00 Live Load #/ft 400.00 100.00 110.00 425.00 50.00 Dead Load #/ft 175.00 52.50 Live Load #/ft 125.00 170.00 Start ft 5.400 End ft 11.500 9.250 Point#1 DL lbs 1,357.00 490.00 1,277.50 LL lbs 1,357.00 1,335.00 @ X ft 11.500 1.750 5.400 Results Ratio= 0.7583 0.1576 0.7156 0.7149 1.0383 Mmax©Center in-k 586.03 4.86 44.36 30.28 55.97 @ X= ft 10.72 2.25 6.50 1.75 5.40 fb:Actual psi 2,616.2 184.9 888.8 707.8 1,121.4 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 990.0 1,080.0 Bending OK Bending OK Bending OK Bending OK OverStress fv:Actual psi 143.3 18.3 46.8 81.4 72.8 Fv:Allowable psi 345.0 172.5 207.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions111 ©Left End DL lbs 3,510.63 135.00 422.50 560.00 712.53 LL lbs 5,600.94 225.00 715.00 1,411.25 367.46 Max.DL+LL lbs 9,111.57 360.00 1,137.50 1,971.25 1,079.99 @ Right End DL lbs 2,858.87 135.00 422.50 560.00 1,044.59 LL lbs 5,193.55 225.00 715.00 1,411.25 749.54 Max.DL+LL lbs 8,052.42 360.00 1,137.50 1,971.25 1,794.14 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK ` Center DL Dell in -0.332 -0.004 -0.113 -0.004 -0.117 1 UDefl Ratio 723.4 12,081.4 1,379.4 9,747.8 948.9 Center LL Defl in -0.532 -0.007 -0.191 -0.011 -0.050 UDefl Ratio 451.3 7,248.9 815.1 3,803.9 2,203.3 Center Total Defl in -0.864 -0.012 -0.304 -0.015 -0.167 • Location ft 10.000 2.250 6.500 1.750 4.847 UDefl Ratio 277.9 4,530.5 512.4 2,736.2 663.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997.Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 3413_DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.1 BB.2 BB.3 BB.4 BB.5 68.6 BB.7 1 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 5.500 3.000 3.500 5.250 5.250 5.250 Beam Depth in 11.500 7.500 9.250 9.250 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- Level,LSL 1.55E Hem Fr,No.2 Level,LSL 1.55E Lards,No.1 Lards,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 Lc,enter Span Data Span ft 6.00 7.00 3.00 6.00 12.00 6.00 14.00 Dead Load #/ft 216.00 90.00 165.00 165.00 172.50 172.50 180.00 Live Load #/ft 575.00 240.00 440.00 440.00 460.00 460.00 480.00 Dead Load #/ft 450.00 175.00 175.00 45.00 280.00 Live Load #/ft 900.00 125.00 125.00 120.00 460.00 Start ft End ft 5.000 Point#1 DL lbs 1,260.00 LL lbs 3,360.00 @X ft Point#2 DL lbs 450.00 LL lbs 1,200.00 @ X ft 5.750 Results Ratio= 0.9537 0.6511 0.2656 0.7884 0.5203 0.7305 0.6764 Mmax @ Center in-k 115.61 24.25 12.22 48.87 149.27 76.61 194.04 @ X= ft 3.00 3.50 1.50 3.00 5.71 3.05 7.00 fb:Actual psi 953.7 470.4 285.6 979.1 1,209.8 620.9 1,572.6 Fb:Allowable psi 1,000.0 722.5 1,075.3 1,242.0 2,325.0 850.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 104.8 34.6 35.8 93.6 88.6 68.2 96.0 Fv:Allowable psi 180.0 127.5 172.5 207.0 310.0 150.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,998.00 315.00 510.00 1,020.00 1,213.12 2,636.25 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 3,235.00 6,170.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 4,448.12 8,806.25 4,620.00 @ Right End DL lbs 1,998.00 315.00 510.00 1,020.00 1,081.87 1,788.75 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 2,885.00 3,910.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 3,966.87 5,698.75 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 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: LkRev: 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 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined III BB.8 Timber Section _VL:1.750x11.875 Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade iLevel,LSL 1.55E Fb-Basic Allow psi 2,325.0 Fv-Basic Allow psi 310.0 Elastic Modulus ksi 1,550.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No [center Span Data Span ft 3.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Point#1 DL lbs 900.00 LL lbs 2,400.00 @ X ft 1.500 Results Ratio= 0.3908 Mmax @ Center in-k 30.44 @ X= ft 1.50 fb:Actual psi 740.2 Fb:Allowable psi 2,325.0 Bending OK fv:Actual psi 121.1 Fv:Allowable psi 310.0 Shear OK Reactions ©Left End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 ©Right End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 Deflections Ratio OK Center DL Defl in -0.002 UDefl Ratio 15,105.2 Center LL Defl in -0.006 UDefl Ratio 5,664.4 Center Total Defl in -0.009 Location ft 1.500 UDefl Ratio 4,119.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:CRAWL SPACE Description 3213.2 ABCD CRAWLSPACE FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 111 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- iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 240.00 240.00 15.00 Live Load #/ft 640.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9199 0.9566 0.3645 Mmax©Center in-k 33.00 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,076.3 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 98.8 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 2,005.00 Max.DL+LL lbs 2,200.00 2,750.00 2,050.00 @ Right End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,200.00 2,750.00 -1,720.00 [Deflections Ratio OK Deflection OK Deflection OK Center DL Deft 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 Deft 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 :1 11111111-. 1 --__--1------ I Code Code Code I Su est Sug est Suggest Lpick Lpick Lpick Lpick Joist b d Spa., LL DL M max V max El L fb L fv L TL2401 L LL360 L max TL deft ! LL dell. L TL360 L LL480 L max 'TL deli.}TL deft LL deft LL deft. size&grade ;width(in) depth(in.)I (in.) , (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) 1 (n-) (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) i ratio (in.) ratio 9.5"TJI 110 1.751 9,51 19.21 40 15 2380 1220 1,40E+08 14.711 27.73 15.231- 14.80' 14.71; 0.661 0,481_ 13.31 13,45 13.31 0.44r 360 0.32 495 -1'111- --- •- --- -- 1111 1111---- --- ---- 9.5"TJI 110 1.75; 9.51 16; 40 151 2380 1220; 1.40E+08 16.111 33.27 16.191 15.731 15.731 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.751 9.51 121 40 15 2380 1220 1.40E+08 18.611 44.36 17.821 17.311 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110 1.751 9,51 9.61 40 15 2380 12201._1.40E+08 20,801 55.45 19.19i 18 64 18.64 0.85_1 I. 0.62 16.77 6.94 16.77 0,561 360 0.41 495 1 I 9.5"TJI 1101 1.751 9,51 19,21 40 101 2500 1220 1.57E+08 15.811 30.50 16.341 15.37 15.37 0.641 0.51 1 14.27 13.97 13.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 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"TJI 110 1.751 9,5 121 40 10 2500 1220 1,57E+08 20 00 48 80 19 11 17.98 17.98: 0.751 0,60 16.69 16,34 16.34 0.511 384 0.41 480 1111-- - 1111 --- - - - - I ---- 1111-- -- ---- - .8 - 0. 9 5 TJI 1101 1.75. 9.5 9.61 40 10 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 P.55!............384 0.44 480 9.5"TJI 210; 2.0625 9.5 19.21 40 101 3000 1330 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.681 0.541 15.13 14.81 14.81 0.461 384 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 06251 9 51 121 40 10 3000 1330 1.87E+08 21,911 53.20 20.261 19.061 19.06: 0 791 0 641 17.70 17.32 17.32 0.541 384 0,431 480 --- ---+ 1111--- 1111- -- -------- --------- -r----- -------------------- - ------- •------- .53 0.68 8.6 - - 0.4 480 9.5"TJI 210; 2.06251 9.5 9.6 40 101 3000 13301 1.87E+08 24.49 66.50 21.82. 20.531 20.53 0.861 0.68 19.06 18.66 18.661 0.58 384 0.47 480 I 1 1 I 9.5"TJI 2301 2.31251 9.5 19.21 40 101 3330 13301 2,06E+08 18,251 33.25 17.891 16.83 16.831 0.701 0.56 15.63 15.29 15.29 0.481 384 0.381 480 9.5'TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384` 0,41 480 9.5"TJ1 2301 2.3125' 9,51 121, 40 101 3330 13301 2.06E+08 23.081 53.20 20.921 19.69 19.691 0.821 0.661 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 2301 2.3125 9.5 9.61 40 10 3330 1330; 2.06E+08 25.81' 66.50 22,541 21.21 21.21; 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 9- --- 7.7 .541 16-67 0.5 8 ---1111-- 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 17.78 0.67 0.54 17.04 16.67 16.67 0.52 384 0.421 480 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 1.75) 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.81! 21.461 21.461 0.891 0.72 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110, 1.75 11.87519.61 40 10' 3160 15601 2.67E+08 25.141 78.00 24.571 23.12 23.12: 0.96' 0.771 21.46 21.01 21.01 0.661 384 0.53 480 --- 1111 - - --- 1111 1111 1111 -"1 1111 -- '-- --'' --- .. ..... r 11,875"TJI 210 2.0625 11,8751 19.2! 40 101 3795 1655 3,15E+08 19.481 41,38 20,61 19,391 19.39 0,811 0,65 1 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 18.72 0.59 384 0.47 480 11 875"TJI 2101- 2.06251 11.875 12; 40 10 3795 1655. 3.15E+08 24.641 66.20 24 10L_ 22.681_ 22.68: 0 951 0.761 2105 20.61 20.61 0.64 384 0.521 480 �,----1111----- --- 11.875"TJI 210 2.06251 11.8751 9.6; 40 10 3795 1655: 3.15E+08 27.551 82.75 25.961 24.431 24.431 1.021 0.81 22.68 22.20 22.20 0.691 384 0.551 480 1 1 ......480 11.875"TJI 230 2.31251 11.8751 19.21 40 101 4215 1655 3.47E+08 20.531 41.38 21.28 20.03] 20.03' 0.831 0.671 18.59 18.20 18.20 0.571 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 '' 19,34 0.60 384 0.48 480 11.875 TJI 2301 2 3125 11 8751 121- 40 101 4215 1655 3,47E+08 25,971__66.20 24.89w 23.42 23.42 1 0.981_ 0_78 21.74 _ 21,28 21.28 0,67; 384 0,53___480 1111 --- - 1111 --- -^ - - ria --- --- 11,875 TJI 230 2 3125 11,875 9 6J-_ 40 . 4215 165-51._3.47E+08 29.031 8275 26.811 25.23 25.231 1,051 0,84 23 42 22.93 22.93 0.721 384 0.57 480 1 i 1 I 1 1 1 11. 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.82 0.66 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"RFPI 4001 2.0625j 11.8751 121 40 10 4315 1480; 3.30E+08 26.281 59.20 24.481, 23.031 23.031 0,961 0,771 21.38 20,93 20.93 0.651 384 0.52 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 10. 4315 1480; 3.30E+08 29,381 74,00 26,37: 24.811 24.811 1.03! 0.831 23.031 22.54 22.541 0,70 384 0.56, 480 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION. 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 OIIIE1 Deal.0 Bucklin•Factor _-- _1111111•11_ MIIIIIIIINIIII_IIIIIII_ _-__-___- En Sec 0 (Constant): ton =-- - =_ 0.30.80 Constantonstan > Secfon 3.7.1.5 3.7.1.5 --�� ®� Et 1I 1997 NDS � CO 1111111=5/1120 Section 2.3.10 ---_Bending Coro,LL •• _11111111111111111 E2E)]IIIENIE:t1I IQ I IIIIIII- ®�ni�® NOS 3.9.20 Plat Cddurationbdd Fc factor actor use . . ®�®® ®© Stud Grade Verl.Load Hoc Load =1.0 Load Cr Plat= du Fc ct ct Cr E Fc fc Po/ _®®®0MIIIIIMEIIIII��-MIEMIN11111111.11111 F,_ Fc imummurno •1 • 11110•1111,2111111MIMMIIIIIMINIIIIIIIIIMICCEINZ5261 H-F Stud 7.7083 28.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1,15 675 405 800 1,200,000 854 506 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud ®® • 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 378.09 340.90 340.32 1.00 0.00 0.000 ®®®INIO®•-'11111111011111111M2657.8 ®®1111®113111®' 800 1,200,000 854 111.13111111MMERM 340.90 340.05 0.00 0.000 H-F Stud 1113111111E111111:1111113241111E1111110131111111E1 0.9921 INEZEIMUMEI1®®®' ®11101®' 800 1,200,00011111121111103 966 11111EMIINEO 0.00 0.000 H-F Stud ®®®IKE211111ELI ®"'�' 0.9953 1.00 1.15 ®1 1.15�®' 1,200,000 � � ®" 0.00 0.000 H-F Stud 3100 0 0.9921 3986.7 1.00 1.15 1.05 1.15 800 1,200,000 508 395.22 393.65 1.00 0.00 0.000 ®®�®® 2091.8 1.00 1.15 ®1.05 1.15®®®1,200,000®®EM�®' 0.00 0.000 SPF Stud ®®�� ' .9 •� 1,200,000 I 378.09�� 0.00 0.000 SPF Stud ®®m�®''�� 0.9944 1.00 ®®1.05 1.15��®_ SPF Stud ®®®�®"'�•'�' 0.9544 1.00 1.15 ®®' 1.15��®1,200,000 ® •'-IIIMINEIC®" 0.00 0.000 SPF Stud 1.5 3.5 • 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.05 1.15 675 425 725 1,200,000 854_531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 0.00 0.000 C30111®®1111011®"` ®�' 1.00 1.15II IjII 1,300,000 1,271�� ®' '' 0.00 0.000 H-F#2 ®® • 18.0 3132 0 0.2858 3132.4 100 115 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 g, 19.6 3132 0 0.3652 3132.4 1.00 1.15 1111 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 III 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 ®1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 ®®111111 18.0 3287 0 0.3158 3287.1 1.00 1.15 ®1.10® 875 1150 1,400,000 1,308®1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud ®®1111111 50.0 545 0 0.9913 2091.8 1.00 1.15 1,200,000 139.02 138.41 1.00 0.00 0.000 EGIERE ®®®®®®1,400,000®®® ®�� 1.5 ®��3 '�0 0.999 � 1.00 _1:15 ®�®��' 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00. 0.00 0.000 Page 1 D+L+W • CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling,Factor D+L+W __c 0.80 Constant)> Section 3.7.1.5 - Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Nadas) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load G Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb Po/ In. in. in. ft. pif psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 _1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64,361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7. 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 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 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 -_..._ 8 ..__.. ... __...__0.__...___.5_._..._ 2.__. 4 .__ _83 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 _1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 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 2,033 506 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 2,033 506 1430 1203.70 899.13 508.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 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 0.80 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desi.n Bucklin.Factor D+L+W+912 c 0.80(Constant > Section 3.7.1.51997 NDS-_ ---KcE 0.30 Constant >. Section 3.7.1.5 ®��_ .,.._-_.�� ==_=�Section 2.3.10 -- -Bending Com•.�� __ �' �_�-__- __--NDS 3.9.2 duration duration factor factor Stud Grade Width Depth Spacin. HeightIII Vert.Load Hor.Load <=1.0 oad I Plat: Cd (Fc) Cf Cf ®�Fc perp E pi Fc perp' . . •' b/ In. In. In. ft, •If sf •If Fb Fc •sl •si i Pb'.R1-fc/Fce H-F Stud ®®_11X111_ 1095 0.9962 ME= 1.60 ®®1.05®11137011112111 800 1,200,0001111111:111111=11111111311121031111=111EM®'' 0.599 H-F Stud ®®___mtai0.9988 MUM 1.60 ®®um®ursucam1,200,000.11/0.11103 MEM 340.90 194.29®' H-F Stud 1.5 ®®moo ®''-®' 0,9869 1.60 ®®aci® am_ 800 1,200,000111EIMINECI 966 378.09 340.90 219.05_ H Stud 1.5 ®H 8.25 28.3 985 8.13 0.9963 1993.4 1,60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506Ill449.95 395.22 250.16 0.63 361.37 0,596 H-F Stud 1.5 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud magmEgipmEemmagmarcomp0.9960 3986.7 Kau 1.15 ®1.05® 675 Ems 800 1,2S0,000MMECOMMan 966111=11111EMMEMINICEIMMICCI 0.406 _ _____----______-- IIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIII immEmiamigaimpummagum0.9935 Waal 1.60 1 15111 1.05 1.15 675 425 725 1,200,000 1,366®875.438 515.42 431.52 274.29 0.64 376.78 0.589 Egicu®®m_®'''®'' m'"�' '®' 1.80 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 193.02 0.57 447.52 0,669 SPF Stud 1 05 1.15 675 425 725 1 200 000 1,366 875.438 378.09 336.17 217.14 0.65 335.64 0 577 SPF Stud ®®li� 28.3 30.9 1140 8.46 0.9944 2789. 1.60 1 15 975 8.13 0.9952 2091.8 1 60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 449 95 388.13 247.62 0.64 381.37 0.588 SPF Stud 8.25 • 0.9952 1:80 1,15 1.1 1.05 1.15 675 425_ 725 1,200000 1,366 _ 531 875.438 449.95 388.13® 0.70 271.03 0.503 SPF Stud mama8.25_ � 0.9922 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0396 -_____---- H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,30_0,000 2,033 506 1644.5 1203.70 946.77 506,18 0.53 146.34 0.124 -____�----__- 111111111111111111111111111 ____--_11111111- SPF#2 ®_®'' _IIIIIIEECEIMIIICNII '�!' 3287.1 1.80 ®®1.10®103111111211 1150 1,400,0001111BIE®IMMIKEZIONEERM®®' EMIEMOIM BTIIF n 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.10875 425 1150 1 400 000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0 169 SPF#2 ®®® 18.0 3287 8.13 0,4342 3287.1 1.60 1.15 1 10® 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945,38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.514.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 SPF#2 1.5 5.5 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 1-1-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls 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 Buckling Factor D+L+S+Wl2 _. _ c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mau.Wallduration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <_1.0 Load ID Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c lb lb/ in. in. In. lt. plf psf pif SFb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 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 1,368 508 968 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 378.09 340.90 262.86 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 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 245.08 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 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 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 _-.-._.. ..99. -__...1___......_..._.__. ..__....1_._._____ ._. _-.. SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.998699 4 41833.8 1.8600 1.15 1.11 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.88 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 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.80 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89. 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 _1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 95.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.28 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 139.80 0.64 483.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12.18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 Cr .-_. ___...._.._.. .-- KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load <.1.0 Load(Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ in. in. In. I ft. p0 psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 8001,200.000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 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 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57. 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 , 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9938 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 & - ! 180Nickerson St. Suite 302 I ,,.r Seattle,WA sa = 93109 Project: . - —_ ....... ` Date MX: Client: Page Number: (206)285-0318 gtt t, Fes= t2dR/4(tr-A-g,:) -.--120 ..-.7. 1040 W - 1 oa wiz- (40-11$) ..-•• *vs , 44:19fit 24 440 0 st2. il- ik .--- -110 _ 7.00c:› v ....._ ,.. ___......_ .., -,__ 1970i:tr. ., i }, w Z i ) i 4-1 .v3- 17(15)7( r44.v.),--7,41.-51,its i 4 4.4. o*ch .'1? • Itsr...- e w-. 4. p-:.... loot, + 2:40 4-,4e5 -:„.... kaic. f"---1 w � 360 Seff4re— M.figr----1 Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 e I N C. 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Structural Engineers Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 KW-06 - Page 1 -User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions 1 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft HeelWidth = Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total 1.00 tal Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing fiSoil 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 hi Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary i Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Rebar Spacing = 18.00 Allowable = 3,000 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 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. _ Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-rt Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design — (c)1983.2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Des-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 1 Soil 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 Heel Width _- 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingilSoil Friction = 0.400 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 Design Summary 0 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 Rba = 8.00 Soil Pressure @ Heel = 128 psf OK Reebarr SSizize = # 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 fb/FB+fa/Fa = 0.272 ACI Factored©Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowable Overturning = 2.56 OK psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall 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 I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 . Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width _- 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi s n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable Overturning = 2.38 OK 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 fAdded Force Req'd = 0.0 lbs OK Fs psi= psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Resultsill Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5©34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining 9 Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load©Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth c@ 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.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=10' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 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 Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK 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 fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability =ity Ratios Shear Allowable psi= 93.1 Overturning2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0:0 lbs OK Solid Grouting = Footing Design Results i 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-# Pc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7©21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983.2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.eow:Calwlations Description CANT RET WALL H=10' NO SOG LSummary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data 4Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in 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 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 = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thess Soil Pressure @ Toe = 1,810 psf OK ebaSiz = 8.00 Rebar Soil Pressure©Heel = 1,092 psf OK Rebarr Size = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 WaOvel rturning =Stability Ratios Shear Allowable psi= 93.1 3.19 OK Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 1 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 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design (01983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-it Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 • • • C T ENGINEERING SuNickerson St. Suite 302 ( �1 , r.,1.0INN 1C. / � 9)022,,,J26_, � G' Seattle,WA -.- Projekt! r'tr(�rLL.. 7 11"."W 'z,I4 J • ®�C_ Date: ffo2 6._..."`._ - (206)9285-4512 Client: 2012 { 9028 6D WS Page Number: (2 6)285-0618 M tA)1. ' - 4Pyr _ ' ? • 1n- . � _..r __._.. .._ _ 4 1247:.i,. ' ` ' • 3 �2` • To' ' 31�s • Nis - �� !� ll 3Z`4 .1 t:t'.L 24.E L '- 5 t4 , t� zo t- -4 : � 41.6 12 a, v, _ U 6-5i . {� 1� • .. . . a • - — • efRe � 3 ,� iOtt=tom , 1,�. <,�V •r :c�P t 11 . _ 44 ti • � 4 _ i. /7/1.7_ ' . tfq& e F X61) - _ : - ...fit Lr - z i �r wl 7X4 , —H, ` - ' !&. A;› f. ? —` it Structural Engineers '57197,6,514r4) 6 I 9i SDPwS ¢,3.6,¢ 3 - I Design Maps Summary Report Page 1 of 1 RIMS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008} Site Coordinates 45.43123° 122.77149°W Site Soil Classification Site Class _N,_"Stiff Soil" Risk Category I/II/III 1 B �' d 3 .Z vat 1 �- ,fir y // 11 t# �'';A�. t � ,c,8 � +�� a :F 'i'(''''..''','„';';',71';' £ 3 r4 143•'„' ci � �z " � *� � a� �"`ay may, , �y: p ; it-E ICA C' f$; �ti ':.i l.. ... 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USGS—Provided Outpui" S5 = 0.972 g SMS = 1.080 g S°S = 0.720 g S� = 0.4239 SM: = 0.667g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the'2009 NEHRP"building code reference document. ss AMIE Response Spectrum Design Response Spectrum 0 0,72 4222a,sa 1.20 O 044s 0,411 32 0_ 0; 4 z mac 0,13 o.00 0,0 nitio 000 t 0.400.6 0. >. 120 1.40 i« i. 2.00 0.00 020 n.40 0.s t, i_s 1.20 i dtt 1.t 1. 2.00 Perms T i; i' P*r t t 1 Olt Although this information is a product of the U.S.Geological Suryey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is no substitute for technical subject matter knowledge. http://ehp2-ea signmaps/us/summary.php?template=minimal&latit... 9/1 4/2015 I. 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 r 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 S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usqs.qov/research/hazmaps/ http://earthquake.usos.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 Skis= 1.17 EQ 16-37 EQ 11.4-1 M1=Fv*S1 SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3'SMs Sips= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3"SMI SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C-20= 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 Sps= 0.78 h„ = 29.50(ft) Sal= 0.50 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6'ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TO) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(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 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 29.50' 29.50 1450 0.022' 31.9 941.1 0.49 443 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; *we, 0.4*SDs*IE*WP 0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPz Max. FPX Min. Roof 4.43 4.43 31.9 31.9 4.96 4.43 9.92 4.96 2nd 4.54 8.97 47.1 79.0 7.32 5.35 14.64 7.32 1st(base) 0.14 9.11 29.8 108.8 4.64 2.50 9.27 4.64 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#15238:Plan 3413.2 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.50 29.50 Roof Mean Ht.= 35.75 35.75 ft. -- _- Building Width='` 34.0 43M ft. V ulf. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 B.,Seer= 88 , 3 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable PS30A= 21.6 2161 psf Figure 28.6-1 Ps3o B= 14.8 14.8;psf Figure 28.6-1 Ps3o c= 17.2 17.2;psf Figure 28.6-1 Psto o= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00; Figure 28.6-1 Ke= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kr*I : 1 1 Ps=A*Kzt*I*Poo= (Eq.28.6-1) PSA= 21.60 21.60 psf (LRFD) (Eq.28.6-1) PsB= 14.80 14.80 psf (LRFD) (Eq.28.6-1) Psc= 17.20 17.20 psf(LRFD) (Eq.28.6-1) Pso= 11.80 11.80 psf (LRFD) (Eq.28.6-1) Ps A end c average= 19.4 19.4 psf(LRFD) Ps B end D average= 13.3 13.3 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89 16 psf min. 16 psi min. width factor 2nd-> 1.00, 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 42.00 12.5 0 170 0 255 0 151.3 0 327.1 Roof - 29.50 29.50 4.5 61.2 0 91.8 0 61.2 0 117.7 0 9.2 10.5 8.43 8.43 9.45 9.45 2nd 9.00 20.50 20.50 10.2 138.4 0 207.6 0 138.4 0 299.1 0 5.5 7.0 6.58 14.99 8.13 17.58 1st(base) 11.35 9.15 9.15 10.3 139.4 0 209.1 0 139.4 0 301.4 0 5.6 7.1 4.53 19.52 5.62 23.20 Bsmt 9.15 0.00 AF= 1272 AF= 1536 20.4 24.6 V(n-s). 19.52 V(e-w)= 23.20 _ kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#15238:Plan 3413.2 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) 'Si(E-W) V(E-VV) Roof - 29.50 29.50 0.001 0.00 0.00; 0.00 925 9.25 10.52 10.52 2nd 9.00 2030 2030 0.00; 0.00 0.00; 0.00 5.54 14.78 7.00 17.52 1st(base) 1135 9.15 9.15 0.00, 0.00 0.000.00 5.58 2036 7.05 24.57 9.15 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 20.36 V(e-w)= 24.57 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 20.5 20.5 9.25 9.25 10.52 10.52 5.55 5.55 6.31 6.31 2nd 11.35 9.15 9.15 5.54 14.78 7.00 17.52 3.32 8.87 4.20 10.51 1st(base) 0 0 0 5.58 20.36 7.05 24.57 3.35 12.22 4.23 14.74 V(n-s)= 20.36 V(e-w) 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips1LRFD) __ 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.= 2.0rr SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2 NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.43 kips Design Wind N-S V i= 5.55 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.43 kips Sum Wind N-S V i= 5.55 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 LOL eff. C0 wdl Vlevel Vabv.Vlevel Vabv. 2w/h vi Type Type vi OTM RoTM Unet Veun, OTM ROTM Unet Ueorn Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L1 456 :20,0 24.0 1.00 0.15 1.73 0.00 1.38 0.00 1.00 1.00 69 P6TN P6TN 87 12.44 17.82 -0.28 -0.28 15.60 21.60 -0.31 -0.31 -0.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. L2 274 12.0 16.0 1,00 0,00, 1.04 0.00 0.83 0.00 1.00 1.00 69 P6TN P6TN 87 7.48 0.00 0.66 0.66 9.37 0.00 0.83 0.83 0.83 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. R1** 730 40.0 40.0 0.95 0.15 2.77 0.00 2.21 0.00 1.00 1.00 58 P6TN P6TN 73 19.92 59.40 -1.00 -1.00 24.97 72.00 -1.20 -1.20 0.66 perf - - 0 '; 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=L eff. 5.55 0.00 4.43 0.00 EVnd 5.55 EV Ea 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. R2 841 37.0 47.0 1.001 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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -'' - 0 0.0 0.0 1.00`' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1682 1682 71.0 71.0=L eff. 3.32 5.55 4.54 4.43 1.00 EVwind 8.87 EVEQ 8.97 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Panel Height= 9.14 ft. Seismic V I= 5.71 kips Design Wind F-B V I= 3.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 14.68 kips Sum Wind F-B V i= 12.81 kips Min.LwaIl= 2.61 ft. per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RDTM Unet User, OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L4 532.5 23.0 23.0 1.00 0.35 1.97 4.43 2.85 4.48 1.00 1.00 319 P4 P6 278 0.00 83.32 -3.73 -3.73 16.72 61.72 -2.01 .-2.01 -2.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3 532.5 33.0 33.0 1.00 0.35 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00'_ 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,end 12.81 EVEQ 14.68 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL E-W(side to side left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.43 kips Design Wind E-W V I= 6.31 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 4.43 kips Sum Wind E-W V I= 6.31 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM U,,,t Usom OTM ROTM Un,i Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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'i 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 1AO 0100' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 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 WM - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 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 0.00r 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 0,004 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 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 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 1450 1450 37.5 37.5=Leff. 6.31 0.00 4.43 0.00 EV„d 6.31 EVEQ 4.43 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= ;,, 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 perSDPWS-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 ott. C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U„e, Usum OTM RoTM tine Us„m Usum HD (soft) (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 2.0 10.0 1.00 0.25; 0.00 0.91 0.00 0.64 1.00 1.00 319 P4 P4 454 7.01 1.24 4.33 4.99 10.00 1.50 6.37 7.41 7.41 - - 0 0.0 0.0 1,00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.0 14.2 1.00 0.25 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int' pdr 0 3.3 5.0 1.00 0.25 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int' KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00'i 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0,00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0', 1,00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 i 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 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 22,1/,,,,„,d 10.51 2;VEQ 8.97 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 "• denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: 2012 IBC SEISMIC OVERVIEW Diaph.Level: 2nd Panel Height= 9.14ft. Seismic V 1= 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-BVI= 16.67 kips Min.Lwall= 2.61 ft. per SDPWS-2008 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/itv i Type Type vi OTM ROTM U„et Usum OTM Roan Une1 Usum U.om (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 511.6 9.3 12.3', 1.00 »0,35'i 1.76 3.00 1.18 2.56 1.00 1.00 404 P3 P3 514 13.07 17.85 -0.56 -0.56 16.63 13.22 0.40 0.40 0,44 Ext'; B2 385,9 6.8 18.8 1.00 035'; 1.32 2.26 0.89 1.93 1.00 1.00 416 P3 P3 529 9.86 20.01 -1.66 -1.66 12.55 14.83 -0.37 -0.37 -0,37- a 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INT' GAR2 897.5 34.0 34.0 a 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 3.17 - - 0 0.0 0.0'' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0`> 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 4 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'i 1.00 '0.00'i 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 G 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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'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 G 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 0,001 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 O 0.0 0.0 1.00 0.00'I 0.00 0.00 0,00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ;0.00' 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 a 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0J1 1,00 >'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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'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 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 1795 1795 50.0 43.3=L eff. 6.16 10.51 4.14 8.97 EV„;„d 16.67 EVEQ 13.11 JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0', pounds V1 w= 670.0 pounds V3 w= 670.0 pounds ► ► v hdr eq= 65.6 pff ► •H head= A v hdr w= 108.6 pff 1.083 y Fdragl eq= 181 F2 eq= 181 Fdragl w= •9 F2 -299 H pier= v1 eq= 118.4 pff v3 eq= 118.4 pff P6TN E.Q. 4,0 v1 w= 195.9 pff v3 w= 195.9 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= : F4 e•- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 pff P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 v UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= ` 3.4 Htotal/L= 0.74 4 10 4 104 i. Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet 1 JOB#: CT#15238:Plan 3413.2, SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 plf V eq 1010.0, pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0', pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 66.6 plf •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 plf v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= F4 e•- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 • • UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 41 0 41 110 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet ` SHEARWALL WITH FORCE TRANSFER JOB#: CT#15238:Plan 3413.2 ID: Front Upper Loft* Roof Level w di= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0', pounds V1 w= 280.0 pounds V3 w= 280.0 pounds —► ► v hdr eq= 52.3 Of ► •H head= A v hdr w= 86.2 pif 1.083 '1 Fdragl eq= 65 F2 eq= 65 Fdragl w= 48 F2 -108 H pier= v1 eq= 85.0 pif v3 eq= 85.0 pff P6TN E.Q. 4.0 v1 w= 140.0 pif v3 w= 140.0 pif P6TN WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= •. F4 e.- 65 feet • Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 pif P6TN 4.0 EQ Wind v sill w= 86.2 pif P6TN feet OTM 3088 5086 R OTM 1556 1901 w • UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 4 ► 4 10 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet ` JOB#:CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR` Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0', pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds --0. v hdr eq= 64.5 pff ► A H head= A v hdr w= 107.0 pff 1.083 Y Fdragl eq= 320 F2 eq= 67 Fdrag1 w= '.1 F2 - 111 H pier= vi eq= 82.3 pff v3 eq= 82.3 pff P6TN E.Q. 4.0 v1 w= 136.6 pff v3 w= 136.6 Of P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e•- 67 feet A Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 pff P6TN 4.0 EQ Wind v sill w= 107.0 pff 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 ,4 Hpier/L1= 0.22 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 p/f V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0', pounds V1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 Of ► •H head= A v hdr w= 80.0 p/f 2.083v Fdragi eq= 300 F2 eq= 300 ♦ Fdrag1 w= ,=0 F2 -480 H pier= v1 eq= 170.0 p/f v3 eq= 170.0 plf P6 E.Q. 50 v1 w= 272.0 p/f v3 w= 272.0 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= e 8 F4 e.- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 ♦ • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 ► ►4 i Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet ` JOB#:CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 p/f V eq 820.0 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 -> > v hdr eq= 56.6 plf A H head= A v hdr w= 91.0 p/f 2.083 ',v Fdragl eq= 164 F2 eq= 119 Fdragl w= . F2 - 192 H pier= v1 eq= 86.3 p/f v3 eq= 86.3 plf P6TN E.Q. 5:0 v1 w= 138.9 Of v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= ;. F4 e.- 119 feet A Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 • 0 4 10 1 0 Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet ` Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart°•0(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa. c'a1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening Pony r \'' 1 T 4 - _ opposite side of sheathing Pony wall height • i g 1 �net ,x 5 .a ° - Fasten top plate to header � ' with two rows of 16d r _ -° :: sinker nails at 3"o.c.typ • txai , Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as showni panel sheathing max - total j. -Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite '• height 7 il side of sheathing. If needed,panel splice edges shall occur over and be 10' '^'. Min.double 2x4 framing covered with min 3/8" nailed to common blocking max ;•;• thick wood structural panel sheathing with -- -- - within middle 24"of portal height :: I. 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. 4 Min length of panel per table 1 \ :- Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar _.tr_ jack studs per IRC tables I top and bottom of footing.Lap bars 15"min. - R502.5(1)&(2). ,t •f ''' n 4Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association RoseburgJ3 MAIN 11 30-15 1:29pm Fonsst Produc is 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T 19 4 0 0 19 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 810# -- 2 19' 4.000" Wall DFL Plate(625psi) N/A 1.750" 810# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 623#(390p1f) 187#(117p1f) 2 623#(390p1f) 187#(117p1f) Design spans 19' 5.750" Product: 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" U693 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 respectoe owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACI FIC LUMBER&TRUSS "Passing is defined as when the member,floerjoist,beam or girder,shown nr this drawing meets applicable design triZmafor Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERT 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 , J2 BASEMENT 11-30-15 Ci Roseburg 1:32pm Forest Products Cornpam 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 /JQ 980 ® 1070 ® 1340 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#(583plf) 221#(166plf) 4 303#(228plf) 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" L/964 27.46' Odd Spans D+L LL Deflection 0.1314" 0.3279" L/999+ 27.46' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow-115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,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