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RECEIVED CT ENGINEERING INC MAY 2 2019 180 Nickerson St. CITY O TIGARD Suite 302 BUILDING DIVISION Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) Structural Calculations For: THE SWIMCENTER — RIVER TERRACE AREA IV TIGARD, WA Architect: MILBRANDT ARCHITECTS 25 CENTRAL WAY, SUITE 210 KIRKLAND,WA,98033 \c, F Ro& G�' iyA F it-1 t., ::.0. ,, oic �, " 34840 ONAL 01/02'2019 Structural Engineers CT • 1111 ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) VERTICAL DESIGN: II T w/A35 TYPE 4 CONN.BOTH SIDES TO TOP&BOT.PLATE I 0 f Fz`_--_ 1_-_ I 6x8 DF92 FULL F EIGHT I ® - �'1 (2)4x8 POST 6x8 DFk2 FULL HEIGHT l A3S TYPE 4 CONN BOTH I - -_J 6` :TI MST4H TOP BEAM w/A35 TYPE 4 CONN.BOTH x ES TO TOP&BOT.PLATE 4x8 CONT.HDR � ` - 4x8 CONT.HDR - f SIDES TO TOP&BOT.PLATE -T-- TO TOP PLATE 11 I 6x8 DF/t2 FULL HEIGHT 1 I w/A35 TYPE 4 CONN.BOTH I I • ' mJ SIDES TO TOP&BOT.PLATE T----- ,5, ( a 0 �li 4x8 HD' 4 8 HDR 1 VZO I FZO L- i O,m HLCO612-SJS1 1 LI' O I_��� ����� DRAG 1 (3.2 KIP Q_ —2i-L----- -Q_. (2)7x10 HDR ,() ( 2x10 HF• (2)z 10 HDR aL O j LATERAL I END OF TRUSS) , -;---- ,..7x,,S ,7-- +- 12t-{- 2 2x1=HDR- ......(.12110 H�•- — I I I ) 2 W I 3 d (z)zx8(�16'O.C. 591 3 p m O 1// MST4 TOP BEAM A 2 T4 TOP PL lTE 1 - O w d 22"x30', I V l7 ATTIC _ ~I ACCESS Q F...:-. �� L S9.1 PRE-FABRICATED TRUSSES @24"OC • 3 m 59.1 1 r- I 2X10 L:'FGER TOI 1 0 (2)2x6 9 16"O C. i I- �,,--� STUD. ALL © _ --I I 1 u 2I 9 ' �1 __ 591 59.1 e I I '] �1Ox33�OI5T�AM I_ 59.1I 10 o f 16 1I Q 2x10 LEDGER TO ........-."- .,...:..:A I 591 a41, (z)zxSTTUD WALL I RB-1® I _ 1 L1 n I G.E T. p ..1 1 i;-x L DGER �L`42):�c��J I L i , 2x12 @ 24"O.C. ® o 11 (z)2.10 HDR NIP l� 1 r � 11%7'61 I - i..! - I 1 1 (2)2910 HDR (.12X10 HIR (.)2x10 HIR L L J (2).10 HDR L-� J RAISED HEEL-1'-6• Roof Framing Plan 111.11.1111011.11169 1 HUC 3 HUC A15 RB-2 • 6x12 P.T.FB r -7T'1T—T1�-lT--IT--rr—TT-1T- n i 6x6 P.T.WRAPPED POST 1 Li. OI w/EPC6Z CAP I 1.y N mI 1 1 m C4 @ w� �-w/PC6Z CAPPED POST , 'E''';'I' 648 DF72 FULL HEIGHT � 1 // w/EPC6Z CAP w/A35 TYPE 4 CONN.B.TH ` SIDES TD TOP&BOT.P•TE? Oz HUCO612-SDS i f 0 x LEDGER 6x8 DF#2 FULL HEIGHT 'm 31- —�--u^ 3'I-- ---^u w/A35 TYPE 4 CONN.BOTH 7 .1 --H-49 L e --� - I--I SIDES TO TOP&BOT.PLATE L 4x8 CONT,HDR 4x8 CON'.HDR 6x8DF#2 FULL HEIG T , w/A35 TYPE 4 CON .�OTH r r SIDES TO TOP&BO. LATE 1-;. 1 PAELZZ I i - 6x8 DFa2 FULL-IEIGHT I 60 w/A35 TYPE 4;OF N.BOTH LL � SIDES TD TOP&BOT.PLATE m rO o f i :3 3- (2)2x8 @16'O.C. I I • 1 ® 1 E14x 914 GL HDi 314'91,GL HDR Q 74x914 GL HDi e 3 v+ a of _ --A1I yf--�—�_ _ki---------14_t...._ .__ o o FB-1 j LECB ii EEC BB i U I O HUCO612.SDS ��' m i • 6x611OST �x t� 6x12 FB 1 I N 1 T1---IT- - --17--R--77--113K__FB-3 HGUSS.90/14 1 6x6 POST I - of Sk x1914GL } 7 �1"1�'1'r-Z��-1T�1��-Tr-STT-�R— W 1 a I z 1 r I C__,. I 1 FB-2 I a BEARING N ALL • 59.0 I I o 1IN (2 x10 HIT .I (2)2xx0 HDR 0 42)210 HDR I I I U/1v.+sss'. �_-----,//li/i/l%/i/AY/////L --- - - ii '/ I A / .. ' oI z I OO O-�-0' sow Bsow 1 ry 1 s9.o ELEC BE -LEC BE o x I J SIM. • II 1 8 1 © 59.1 2 _ ^.1 -0 I ® (2)1 RIM /(��{ 59.0 (/��� �� HUCO412-SDS I "`°Q--__-----61 f (2),:x 20 LVL 7 560 1 7 S60 Upper Floor Framing Plan A 41 TT I ill 1 Iri� p1 � 6x6 POST W/ 6 ABU66Z POST BASE II 12'-2"I 6A w 3Y4' �--_ 1 ♦ 18'x18"x10"FTG 6• 6x6 P T.POST W/ L- W/(3)#4 E.W.BOT. 2•_2' ABU662 POST BASE N I TYP,U.N0 I e I 4 -I � 1 _ , N ri I 0 L , 4•a" t I- POOL DECK ��1 AND WALKWAY e^' `�_" • ® PER CIVIL— ,4 ,n D._O.. L _^( L `5,1014 I S6.0 I 26"x24"x1U'FTGa.-STHD14 a/(3)#4E W.BOT 7 I 56.0 I O'-0" I I I I L- L__J L__J 0 0••I • - IL ♦ ♦ , FTG-1 0'-0" •}1/d'/FIT.DN `'--- 3X"CONC.SLAB SLOPE F -0-i-.r JI I OVER 10 MIL. 1/d'/FT.DN 1 0-0"I • VAPOR BARRIER Q STHD14 `V1/47E7 0_0" iz-6THD14 r J Y STHD14� STH014� r --1L STHD14 N I 7 1 I I1 I SLAB ELEVATIONS I � jr THICKENED SLAB FTG 0 I I PER ELEVATOR I [BELOW SHEAR WALL ABOVE I L MANUFACTURER J L -FIXTURE ABOVE L i —FIXTURE ABOVE �STHDtd I I _J L _, HD14 4 STHD14 ` / \ �I I SFHD14 I I 0•-0"I--" � L__I _ L I I A I// / A A / L J L J _ m I >, I / AM o- 1 -t-o +11•-7Y"I I+11'-7� j $rHDlb m ®i r _J m L__, / 71 f/ 560 I Foundation Plan 4 i • SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT#18162 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Trusses at 19'2" 4.0 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 1.1 psf FLOOR DEAD LOAD 15.0 PSF IIP lip • Project Title: Engineer: Project ID: Project Descr: W d Beam File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR118162.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee: C.T.ENGINEERING Description: RB-1 -- - - CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o D(0.2325)dS(0.3875) I v b 2-2x10 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=15.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.728 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 782.59 psi fv:Actual = 74.86 psi FB:Allowable = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio= 1629>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.071 in Ratio= 1018>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.349 0.208 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 841.50 0.52 28.07 135.00 +D+L4] 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.314 0.187 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 935.00 0.52 28.07 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.251 0.150 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 1168.75 0.52 28.07 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.728 0.434 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.79 782.59 1075.25 1.38 74.86 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.251 0.150 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 1168.75 0.52 28.07 187.50 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.614 0.366 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.35 660.31 1075.25 1.17 63.16 172.50 4 IP Project Title: Engineer: Project ID: Project Descr: Wood Beam Software=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENCR\18162.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V fv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.196 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 1496.00 0.52 28.07 240.00 +D+0.750Lr+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.196 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 1496.00 0.52 28.07 240.00 +0+0.7505+0.450W+F1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.441 0.263 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.35 660.31 1496.00 1.17 63.16 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.118 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 176.08 1496.00 0.31 16.84 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.196 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 293.47 1496.00 0.52 28.07 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.441 0.263 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.35 660.31 1496.00 1.17 63.16 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.118 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 176.08 1496.00 0.31 16.84 240.00 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0707 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.860 1.860 Overall MINimum 1.163 1.163 +D+H 0.698 0.698 • +D+L+H 0.698 0.698 +D+Lr+H 0.698 0.698 +D+S+H 1.860 1.860 +D+0.750Lr+0.750L+H 0.698 0.698 +D+0.750L+0.7505+H 1.569 1.569 +D+0.6OW+H 0.698 0.698 +D+0.750Lr+0.450W+H 0.698 0.698 +D+0.7505+0.450W+H 1.569 1.569 +0.60D+0.60W+0.60H 0.419 0.419 +D+0.70E+0.60H 0.698 0.698 +D+0.750L+0.7505+0.5250E+H 1.569 1.569 +0.60D+0.70E+H 0.419 0.419 D Only 0.698 0.698 Lr Only L Only S Only 1.163 1.163 W Only E Only H Only 1M4 Project Title: Engineer: Project ID: Project Descr: Wood Beam File=K:118162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR118162.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RJ-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem-Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.03)S(0.05) t sr -- i 2x8 Span=7.30 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.4151 1 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 486.64 psi fv:Actual = 33.81 psi FB:Allowable = 1,173.00psi F.v:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.650ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1688>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.083 in Ratio= 1055>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Ctbinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Pb V fv Fv +D+H • 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.199 0.094 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 918.00 0.09 12.68 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.179 0.085 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1020.00 0.09 12.68 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.143 0.068 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1275.00 0.09 12.68 187.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.415 0.196 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.53 486.64 1173.00 0.25 33.81 172.50 1 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.143 0.068 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1275.00 0.09 12.68 187.50 +0+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.350 0.165 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.45 410.61 1173.00 0.21 28.53 172.50 41 1 Project Title: Engineer: Project ID: Project Descr: File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:G.T.ENGINEERING Description: RJ-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.112 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1632.00 0.09 12.68 240.00 +D+0.750Lr+0.450W4I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.112 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1632.00 0.09 12.68 240.00 +D+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.252 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.45 410.61 1632.00 0.21 28.53 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.067 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.12 109.49 1632.00 0.06 7.61 240.00 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.112 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.20 182.49 1632.00 0.09 12.68 240.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.252 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.45 410.61 1632.00 0.21 28.53 240.00 +0.600+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.30 ft 1 0.067 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.12 109.49 1632.00 0.06 7.61 240.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.0830 3.677 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.292 0.292 Overall MINimum 0.183 0.183 +041 0.110 0.110 +D+L+H 0.110 0.110 +D+Lr+H 0.110 0.110 +D+S+H 0.292 0.292 +D+0.750Lr+0.750L+H 0.110 0.110 +D+0.750L+0.7505+H 0.246 0.246 +D+0.60W+H 0.110 0.110 +D+0.75OLr+0.450W+H 0.110 0.110 +D+0.7505+0.450W+H 0.246 0.246 +0.60D+0.60W+0.60H 0.066 0.066 +D+0.70E+0.60H 0.110 0.110 +0+0.750L+0.750S+0.5250E+H 0.246 0.246 +0.60D+0.70E+H 0.066 0.066 D Only 0.110 0.110 Lr Only L Only S Only 0.183 0.183 E Only H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR118162.ec6. Software copyright ENERCALC,INC,1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05625)S(0.09375) b d b b I , 6x12 Span=22.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.0150, S=0.0250 ksf, Tributary Width=3.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.781: 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 898.30 psi fv:Actual = 35.99 psi FB:Allowable = 1,150.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 11.000ft Location of maximum on span = 21.117 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.419 in Ratio= 629>=480 ' Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.671 in Ratio= 393>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 . Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CL M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.374 0.083 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 900.00 0.57 13.50 162.00 +D4+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.337 0.075 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1000.00 0.57 13.50 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.269 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1250.00 0.57 13.50 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.781 0.174 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.08 898.30 1150.00 1.52 35.99 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.269 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1250.00 0.57 13.50 225.00 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.659 0.147 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.66 757.94 1150.00 1.28 30.37 207.00 Project Title: Engineer: Project ID: Project Descr: Wood B8 a n- File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR\18162.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.211 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1600.00 0.57 13.50 288.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.211 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1600.00 0.57 13.50 288.00 +D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.474 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.66 757.94 1600.00 1.28 30.37 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.126 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.04 202.12 1600.00 0.34 8.10 288.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.211 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.40 336.86 1600.00 0.57 13.50 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.474 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.66 757.94 1600.00 1.28 30.37 288.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.126 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.04 202.12 1600.00 0.34 8.10 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.6711 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.650 1.650 Overall MINimum 1.031 1.031 +D+H 0.619 0.619 +D+L+H 0.619 0.619 +D+Lr+H 0.619 0.619 +D+S+H 1.650 1.650 +D+0.750Lr+0.750L+H 0.619 0.619 +D+0.750L+0.7505+H 1.392 1.392 +D+O.60W+H 0.619 0.619 +D+0.75OLr+0.450W+H 0.619 0.619 +D+0.7505+0.450W+H 1.392 1.392 +0.60D+0.60W+0.60H 0.371 0.371 +D+0.70E+0.60H 0.619 0.619 +D+0.750L+0.7505+0.5250E+4-1 1.392 1.392 +0.60D+0.70E+H 0.371 0.371 D Only 0.619 0.619 Lr Only L Only S Only 1.031 1.031 W Only E Only H Only J - I Project Title: Engineer: Project ID: Project Descr: Wood Beam File=K:118162 River Terrace Area 4 Roshak Rowhomes'Phase B(Swim Center)1ENGR118162.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design • Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(1.2 S(2) D(0.165)S(0.275) 1 O 0 b b X 5.5x16 ' 1 �' Span=19.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=11.0 ft Point Load: D=1.20, S=2.0 k @ 15.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.4951 1 Maximum Shear Stress Ratio = 0.350 : 1 Section used for this span 5.5x16 Section used for this span 5.5x16 fb:Actual = 1,298.63psi fv:Actual = 106.58 psi FB:Allowable = 2,623.10psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.748ft Location of maximum on span = 17.682 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.313 in Ratio= 728>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.500 in Ratio= 455>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M ib F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.233 0.168 0.90 0.975 1.00 1.00 1.00 1.00 0.97 9.52 486.99 2088.44 2.34 39.97 238.50 +1)441 0.975 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.211 0.151 1.00 0.975 1.00 1.00 1.00 1.00 0.96 9.52 486.99 2306.05 2.34 39.97 265.00 +D4r+H 0.975 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.172 0.121 1.25 0.975 1.00 1.00 1.00 1.00 0.94 9.52 486.99 2826.96 2.34 39.97 331.25 +D+S4I 0.975 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.495 0.350 1.15 0.975 1.00 1.00 1.00 1.00 0.95 25.40 1,298.63 2623.10 6.25 106.58 304.75 +D+0.750Lr+0.750L+H 0.975 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.172 0.121 1.25 0.975 1.00 1.00 1.00 1.00 0.94 9.52 486.99 2826.96 2.34 39.97 331.25 +D+0.750L+0.750S+H 0.975 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Y - Project Title: Engineer: Project ID: Project Descr: File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: RB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb F'b V fv F'v Length=19.0 ft 1 0.418 0.295 1.15 0.975 1.00 1.00 1.00 1.00 0.95 21.43 1,095.72 2623.10 5.28 89.93 304.75 +D+0.60W+H 0.975 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.140 0.094 1.60 0.975 1.00 1.00 1.00 1.00 0.91 9.52 486.99 3476.06 2.34 39.97 424.00 +D+0.750Lr+0.450W+H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.140 0.094 1.60 0.975 1.00 1.00 1.00 1.00 0.91 9.52 486.99 3476.06 2.34 39.97 424.00 +D+0.7505+0.450W+H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.315 0.212 1.60 0.975 1.00 1.00 1.00 1.00 0.91 21.43 1,095.72 3476.06 5.28 89.93 424.00 +0.60D+0.60W+0.60H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.084 0.057 1.60 0.975 1.00 1.00 1.00 1.00 0.91 5.71 292.19 3476.06 1.41 23.98 424.00 +D+0.70E+0.60H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.140 0.094 1.60 0.975 1.00 1.00 1.00 1.00 0.91 9.52 486.99 3476.06 2.34 39.97 424.00 +D+0.750L+0.7505+0.5250E+H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.315 0.212 1.60 0.975 1.00 1.00 1.00 1.00 0.91 21.43 1,095.72 3476.06 5.28 89.93 424.00 +0.60D+0.70E+H 0.975 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.084 0.057 1.60 0.975 1.00 1.00 1.00 1.00 0.91 5.71 292.19 3476.06 1.41 23.98 424.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.5004 9.847 0.0000 0.000 Vertical Reaction_s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.727 6.833 Overall MINimum 2.955 4.270 +D+H 1.773 2.562 +D+L+H 1.773 2.562 +D+Lr+H 1.773 2.562 +D+S+H 4.727 6.833 +D+0.750Lr+0.750L+H 1.773 2.562 +D+0.750L+0.750S+H 3.989 5.765 +D+0.60W+H 1.773 2.562 +D+0.750Lr+0.450W+H 1.773 2.562 +D+0.7505+0.450W+H 3.989 5.765 +0.60D+0.60W+0.60H 1.064 1.537 +D+0.70E+0.60H 1.773 2.562 +D+0.750L+0.750S+0.5250E+H 3.989 5.765 +0.60D+0.70E+H 1.064 1.537 D Only 1.773 2.562 Lr Only L Only S Only 2.955-----4.270 - W Only E Only H Only , Project Title: Engineer: Project ID: Project Descr: Wood Beam File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR118162.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1100 psi Density 31.2pcf a D(0.15)L(1.5) y t D(0.21)°S(0.35) v o d c c b 3.5x9.5 Span=6.0 ft 1. Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width= 14.0 ft Uniform Load: D=0.0150, L=0.150 ksf, Tributary Width=10.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.795 1 Maximum Shear Stress Ratio 0.700 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb:Actual = 1,907.84 psi fv:Actual = 185.58 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 736>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.121 in Ratio= 594>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H Length=6.0 ft 1 0.171 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.62 369.26 2160.00 0.80 35.92 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.795 0.700 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.37 1,907.84 2400.00 4.11 185.58 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.123 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.62 369.26 3000.00 0.80 35.92 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.264 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.20 728.26 2760.00 1.57 70.84 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.508 0.447 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,523.20 3000.00 3.28 148.17 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: ,1 File=K:\18162 River Terrace Area 4 Roshak Rowhones\Phase B(Swim Center)\ENGR\18162.ec6 . Wood Beam.; Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:G.T.ENGINEERING Description: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb F'b V N F'v Length=6.0 ft 1 0.649 0.572 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.86 1,792.45 2760.00 3.86 174.36 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.096 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.62 369.26 3840.00 0.80 35.92 424.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.096 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.62 369.26 3840.00 0.80 35.92 424.00 +D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.166 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.80 638.51 3840.00 1.38 62.11 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.058 0,051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 221.56 3840.00 0.48 21.55 424.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.096 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.62 369.26 3840.00 0.80 35.92 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.467 0.411 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.86 1,792.45 3840.00 3.86 174.36 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.058 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 221.56 3840.00 0.48 21.55 424.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1212 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.580 5.580 Overall MINimum 1.050 1.050 +D+H 1.080 1.080 +D+L+H 5.580 5.580 +D+Lr+H 1.080 1.080 +D+S+H 2.130 2.130 +D+0.750Lr+0.750L+H 4.455 4.455 +D+0.750L+0.750S+H 5.243 5.243 +D+0.60W+H 1.080 1.080 +D+0.750Lr+0.450W+H 1.080 1.080 +D+0.750S+0.450W+H 1.868 1.868 +0.60D+0.60W+0.60H 0.648 0.648 +D+0.70E+0.60H 1.080 1.080 +D+0.750L+0.750S+0.5250E+H 5.243 5.243 +0.60D+0.70E+H 0.648 0.648 D Only 1.080 1.080 Lr Only L Only 4.500 4.500 S Only 1.050 1.050 _ .._._.-..__r _. . W Only E Only H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam =K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem-Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)L(1) d 8 d d d n1, 2-2x10 Span=3.O ftI. H Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.10 ksf, Tributary Width=10.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.38& 1 Maximum Shear Stress Ratio = 0.304 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 362.89 psi fv:Actual = 45.60 psi FB:Allowable = 935.00 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 5051>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.008 in Ratio= 4392>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 IForces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M Po F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.056 0.044 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 841.50 0.11 5.95 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.388 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.29 362.89 935.00 0.84 45.60 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.040 0.032 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1168.75 0.11 5.95 187.50 +D+S41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.044 0.034 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1075.25 0.11 5.95 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.243 0.190 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.01 284.00 1168.75 0.66 35.69 187.50 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.264 0.207 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.01 284.00 1075.25 0.66 35.69 172.50 Project Title: Engineer: Project ID: Project Descr: Wood Be atil File=K:118162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv F'v +D+0.60W+4-f 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.032 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1496.00 0.11 5.95 240.00 +D+0.750Lr+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.032 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1496.00 0.11 5.95 240.00 +D+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.032 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1496.00 0.11 5.95 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.019 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.10 28.40 1496.00 0.07 3.57 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.032 0.025 1.60 . 1.100 1.00 1.00 1.00 1.00 1.00 0.17 47.33 1496.00 0.11 5.95 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.190 0.149 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.01 284.00 1496.00 0.66 35.69 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.019 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.10 28.40 1496.00 0.07 3.57 240.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L41 1 0.0082 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.725 1.725 Overall MINimum 1.500 1.500 +D+H 0.225 0.225 +D+L+H 1.725 1.725 +D+Lr+H 0.225 0.225 +D+S+H 0.225 0.225 +D+0.750Lr+0.750L+1i 1.350 1.350 +D+0.750L+0.7505+H 1.350 1.350 +D+0.60W+H 0.225 0.225 +D+0.750Lr+0.450W+11 0.225 0.225 +D+0.7505+0.450W41 0.225 0.225 +0.60D+0.60W+0.60H 0.135 0.135 +D+0.70E+0.60H 0.225 0.225 +D+0.750L+0.7505+0.5250E+H 1.350 1.350 +0.60D+0.70E+H 0.135 0.135 D Only 0.225 0.225 Lr Only L Only 1.500 1.500 S Only WOnty E Only H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam File=K:118162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR118162.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b b D(0.09)L(0.6) D(0.09), 0 b 5.5x19.5 Span=21.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.10 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.577: 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 fb:Actual = 1,309.48 psi fv:Actual = 85.80 psi FB:Allowable = 2,270.17psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.432 in Ratio= 583>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.496 in Ratio= 507>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.084 0.047 0.90 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 2043.16 0.80 11.19 238.50 +D+L+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.577 0.324 1.00 0.946 1.00 1.00 1.00 1.00 1.00 38.04 1,309.48 2270.17 6.13 85.80 265.00 +D+Lr+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.060 0.034 1.25 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 2837.72 0.80 11.19 331.25 +D+S+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.065 0.037 1.15 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 2610.70 0.80 11.19 304.75 +D+0.750Lr+0.750L+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.361 0.203 1.25 0.946 1.00 1.00 1.00 1.00 1.00 29.77 1,024.81 2837.72 4.80 67.15 331.25 +D+0.750L+0.750S+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.393 0.220 1.15 0.946 1.00 1.00 1.00 1.00 1.00 29.77 1,024.81 2610.70 4.80 67.15 304.75 Project Title: Engineer: Project ID: Project Descr: File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6 . Wood Beam Software copyright ENERCALC,INC.19832018,Build:10.18.8.25 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.047 0.026 1.60 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 3632.28 0.80 11.19 424.00 +D+0.750Lr+0.450W+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.047 0.026 1.60 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 3632.28 0.80 11.19 424.00 +D+0.750S+0.450W+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.047 0.026 1.60 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 3632.28 0.80 11.19 424.00 +0.60D+0.60W+0.60H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.028 0.016 1.60 0.946 1.00 1.00 1.00 1.00 1.00 2.98 102.48 3632.28 0.48 6.71 424.00 +D+0.70E+0.60H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.047 0.026 1.60 0.946 1.00 1.00 1.00 1.00 1.00 4.96 170.80 3632.28 0.80 11.19 424.00 +D+0.750L+0.750S+0.5250E+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.282 0.158 1.60 0.946 1.00 1.00 1.00 1.00 1.00 29.77 1,024.81 3632.28 4.80 67.15 424.00 +0.60D+0.70E+H 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.0 ft 1 0.028 0.016 1.60 0.946 1.00 1.00 1.00 1.00 1.00 2.98 102.48 3632.28 0.48 6.71 424.00 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4965 10.577 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.245 7.245 Overall MINimum 6.300 6.300 +D+H 0.945 0.945 +D+L+H 7.245 7.245 +D+Lr+H 0.945 0.945 +D+S+H 0.945 0.945 +D+0.750Lr+0.750L+H 5.670 5.670 +D+0.750L+0.750S+H 5.670 5.670 +D+0.60W+H 0.945 0.945 +0+0.750Lr+0.450W+H 0.945 0.945 +D+0.750S+0.450W+H 0.945 0.945 +0.60D+0.60W+0.60H 0.567 0.567 +D+0.70E+0.60H 0.945 0.945 +D+0.750L+0.750S+0.5250E+H 5.670 5.670 +0.60D+0.70E+H 0.567 0.567 D Only 0.945 0.945 Lr Only L Only 6.300 6.300 S Only W Only _ _ _______ E Only H Only Project Title: Engineer: Project ID: Project Descr: General Footing File=K:118162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR118162.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in Pedestal dimensions... a ., px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... M at Bottom of footing = 3.0 in „ io w Reinforcing z,o- Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 r j,: S g�. . r cwt ; s4 ,,i Bars parallel to Z-Z Axis i- , M ,, „Virl . t` '-, Number of Bars = 3 Sr ¢� Reinforcing Bar Size = # 4 ,: t : Bandwidth Distribution Check (ACI 15.4.4.2) s-aaaa s t: Direction Requiring Closer Separation n/a #Bars required within zone n/a x-X Section Looking to+z #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.940 6.20 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#•KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9895 Soil Bearing 1.979 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1539 Z Flexure(+X) 1.381 k-ft/ft 8.974 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1539 Z Flexure(-X) 1.381 k-ft/ft 8.974 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1539 X Flexure(+Z) 1.381 k-ft/ft 8.974 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1539 X Flexure(-Z) 1.381 k-ft/ft 8.974 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1841 1-way Shear(+X) 13.810 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1841 1-way Shear(-X) 13.810 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1841 1-way Shear(+Z) 13.810 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1841 1-way Shear(-Z) 13.810 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3420 2-way Punching 51.294 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+L+H 2.0 n/a 0.0 1.979 1.979 n/a n/a 0,990 X-X,+D+Lr+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+S+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.592 1.592 n/a n/a 0.796 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.592 1.592 n/a n/a 0.796 X-X,+D+0.60W+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+0.750Lr+0.450W+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+0.750S+0.450W+H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.2575 0.2575 n/a n/a 0.129 X-X,+D+0.70E+0.60H 2.0 n/a 0.0 0.4292 0.4292 n/a n/a 0.215 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.592 1.592 n/a n/a 0.796 X-X,+0.60D+0.70E+H 2.0 n/a 0.0 0.2575 0.2575 n/a n/a 0,129 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.979 1.979 0.990 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.592 1.592 0.796 Z-Z,+D+0.750L+0.750S+H 2.0- 0 0 n/a n/a n/a 1.592 _____- 1.592 0.796 Z-Z,+D+0.60W+H 2.0 0.0 nla nia n/a 0.4292 - Z-Z,+D+0.750Lr+0.450W+H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+D+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.2575 0.2575 0.129 Z-Z,+D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4292 0.4292 0.215 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.592 1.592 0.796 Z-Z,+0.60D+0.70E+H 2.0 0.0 n/a n/a n/a 0.2575 0.2575 0.129 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Engineer: Project ID: Project Descr: General Footing File=K:118162 River Terrace Area 4 Roshak RowhomeslPhase B(Swim Center)1ENGR118162.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-1 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Mn Status k-ft Surface i02 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.1645 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.40D+1.60H 0.1645 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.381 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.381 - -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.381 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.381 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+L+1.60H 0.9160 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+L+1.60H 0.9160 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1410 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1410 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+1.60S+1.60H 0.9160 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+1.60S+1.60H 0.9160 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1410 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1410 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+L+W+1.60H 0.9160 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+L+W+1.60H 0.9160 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+0.50S+W+1.60H 0.9160 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+0.50S+W+1.60H 0.9160 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+0.90D+W+E+1.60H 0.1058 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+0.90D+W+E+1.60H 0.1058 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+0.20S+E+1.90H 0.9160 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+1.20D+L+0.20S+E+1.90H 0.9160 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+0.90D+E+0.90H 0.1058 +Z Bottom 0.2160 Min Temp% 0.30 8.974 OK X-X,+0.90D+E+0.90H 0.1058 -Z Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.40D+1.60H 0.1645 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.40D+1.60H 0.1645 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.381 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.381 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.381 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.381 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+L+1.60H 0.9160 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+L+1.60H 0.9160 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1410 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1410 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+1.60S+1.60H 0.9160 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+1.60S+1.60H 0.9160 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1410 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1410 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 0.9160 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 0.9160 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+0.50S+W+1.60H 0.9160 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+0.50S+W+1.60H 0.9160 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+W+E+1.60H 0.1058 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+W+E+1.60H 0.1058 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+0.20S+E+1.90H 0.9160 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+L+0.20S+E+1.90H 0.9160 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+E+0.90H 0.1058 -X Bottom 0.2160 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+E+0.90H 0.1058 +X Bottom 0.2160 Min Temp% 0.30 8.974 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.65 psi 1.65 psi 1.65 psi 1.65 psi 1.65 psi 75.00 psi 0.02 OK +1.20D+0.50Lr+1.60L+1.60H 13.81 psi 13.81 psi 13.81 psi 13.81 psi 13.81 psi 75.00 psi 0.18 OK +1.20D+1.60L+0.50S+1.60H 13.81 psi 13.81 psi 13.81 psi 13.81 psi 13.81 psi 75.00 psi 0.18 OK +1.20D+1.60Lr+L+1.60H 9.16 psi 9.16 psi 9.16 psi 9.16 psi 9.16 psi 75.00 psi 0.12 OK +1.20D+1.60Lr+0.50W+1.60H 1.41 psi 1.41 psi 1.41 psi 1.41 psi 1.41 psi 75.00 psi 0.02 OK +1.20D+L+1.60S+1.60H 9.16 psi 9.16 psi 9.16 psi 9.16 psi 9.16 psi 75.00 psi 0.12 OK +1.20D+1.60S+0.50W+1.60H 1.41 psi 1.41 psi 1.41 psi 1.41 psi 1.41 psi 75.00 psi 0.02 OK +1.20D+0.50Lr+L+W+1.60H 9.16 psi 9.16 psi 9.16 psi 9.16 psi 9.16 psi 75.00 psi 0.12 OK +1.20D+L+0.50S+W+1.60H 9.16 psi 9.16 psi 9.16 psi 9.16 psi 9.16 psi 75.00 psi 0.12 OK +0.90D+W+E+1.60H 1.06 psi 1.06 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 OK +1.20D+L+0.20S+E+1.90H 9.16 psi 9.16 psi 9.16 psi 9.16 psi 9.16 psi 75.00 psi 0.12 OK Project Title: Engineer: Project ID: Project Descr: File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\18162.ec6. General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-1 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 1.06 psi 1.06 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 6.11 psi 150.00psi 0.04073 OK +1.20D+0.50Lr+1.60L+1.60H 51.29 psi 150.O0psi 0.342 OK +1.20D+1.60L+0.50S+1.60H 51.29 psi 150.00psi 0.342 OK +1.20D+1.60Lr+L+1.60H 34.02 psi 150.00psi 0.2268 OK +1.20D+1.60Lr+0.50W+1.60H 5.24 psi 150.00psi 0.03491 OK +1.20D+L+1.60S+1.60H 34.02 psi 150.00psi 0.2268 OK +1.20D+1.60S+0.50W+1.60H 5.24 psi 150.00psi 0.03491 OK +1.20D+0.50Lr+L+W+1.60H 34.02 psi 150.00psi 0.2268 OK +1.20D+L+0.50S+W+1.60H 34.02 psi 150.00psi 0.2268 OK +0.90D+W+E+1.60H 3.93 psi 150.00psi 0.02619 OK +1.20D+L+0.20S+E+1.90H 34.02 psi 150.00psi 0.2268 OK +0.90D+E+0.90H 3.93 psi 150.00psi 0.02619 OK i V 180 Nickerson Si. E N G I NEER t hi G Suite 342 I N C. Se:title,WA 98109 Pi jcct. tate: (20)283-45t2 FAX: Client; ,.... Page Number: (206)28S-t1618 WOOD POST DESIGN --COMBINED AXIAL PLUS BENDING Description: 6X8 POST @ BALLOON FRAMING Uniform Axial Loads on Wall Cd Cf Dead Load 180.00 Pounds per foot 0.90 Live Load 0.00 Pounds per foot 1.00 1.1 Snow Load 300.00 Pounds per foot 1.15 Lateral Loads on Wall Dead Load 0.00 PSF Live Load 0.00 PSF Snow Load 0.00 PSF Wind or Seismic 21.60 PSF 1.60 1.3 Stud Spacing 36.00 Inches on center Stud Height 19.00 Feet Stud Properties Size Grade Fc Parallel Fb Width Depth Emin' (ksi) 6x8 DF#2 1350 900 5.50 7.50 580 Area S I 41.25 51.56 193.36 c= 0.8 Fc*= Cd*Cf** Fc FcE= 0.822*Emin'/(le/d)^2 le= K*L K= 1.00 Axial Load fc Design Bending fb F'c Unity (pounds) (PSI) Height Moment (PSI) (PSI) Le(Ft.) (Ft-Lb) Case I DL Only 540.00 13.09 19.00 0.00 0.00 465.99 0.001 Case II DL+ LL 540.00 13.09 19.00 0.00 0.00 471.92 0.001 Case III DL+ SL 1440.00 34.91 19.00 0.00 0.00 478.61 0.005 Case IV DL+.75*LL+.75*SL 1215.00 29.45 19.00 0.00 0.00 478.61 0.004 Case V DL+WL/E 540.00 13.09 19.00 2924.10 680.52 465.99 0.374 Case VI DL+.75*(LL+SL+WL/E) 1215.00 29.45 19.00 2193.08 510.39 478.61 0.293 V , ENG I N E E R I N G__ HO Nickerson on St. Suite 34112 I N C. Seattle,WA 9H 109 Pso]ett. Date: (206)28S-4312 PAX; t ticut: Page Nutulnr: {20b1285-0618 WOOD POST DESIGN --COMBINED AXIAL PLUS BENDING Descriptior STUD WALL @ BALLOON FRAMING Uniform Axial Loads on Wall Cd Cf Dead Load 180.00 Pounds per foot 0.90 Live Load 0.00 Pounds per foot 1.00 1.1 Snow Load 300.00 Pounds per foot 1.15 Lateral Loads on Wall Dead Load 0.00 PSF Live Load 0.00 PSF Snow Load 0.00 PSF Wind or Seismic 21.60 PSF 1.60 1.3 Stud Spacing 16.00 Inches on center Stud Height 19.00 Feet Stud Properties Size Grade Fc Parallel Fb Width Depth Emin' (ksi) (2)2X8 HF#2 1300 850 3.00 7.25 470 Area S I 21.75 26.28 95.27 c= 0.8 Fc*= Cd*Cf** Fc FcE= 0.822*Emin'/(le/d)^2 le= K*L K= 1.00 Axial Load fc Design Bending fb F'c Unity (pounds) (PSI) Height Moment (PSI) (PSI) Le(Ft.) (Ft-Lb) Case I DL Only 240.00 11.03 19.00 0.00 0.00 362.26 0.001 Case II DL+ LL 240.00 11.03 19.00 0.00 0.00 365.53 0.001 Case III DL+ SL 640.00 29.43 19.00 0.00 0.00 369.26 0.006 Case IV DL+.75*LL+.75*SL 540.00 24.83 19.00 0.00 0.00 369.26 0.005 Case V DL+WL/E 240.00 11.03 19.00 1299.60 593.40 362.26 0.346 Case VI DL+.75*(LL+SL+WL/E) 540.00 24.83 19.00 974.70 445.05 369.26 0.273 Page 1 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) LATERAL DESIGN: l , 10/22/2018 Design Maps Summary Report Design Maps Summary Report User-Specified Input Report Title SWIM CENTER Mon October 22, 2018 22:17:46 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41245°N, 122.85161°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III E%1 V I '.JI b 6.1 I 1 gag Beaverton 10 11 iq a (10 '. w a Jw0 ciTualatin USGS-Provided Output S5 = 0.951 g SMS = 1.0658 Sos = 0.710 g Si = 0.423 g SM2 = 0.667 g SD1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum LU7 0.72 0 1 0.56 4.73 042 02,6 0,40 a ° t 032 04.4 0.21 033 0.164.2a 0.I 4.11 004 04:0 0400 0423 0.33 0.0 0.60 020 1,.41 1.20 143 1b7 4*Y4 2423 0D0 0.33 0.40 020 020 104 1.30 1.40 120 ISO 24:40 Period,T(sec) Period,T(sec) Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.41244632417814&longitude=-122.851610382005... 1/1 r " x 10/22/2018 Design Maps Detailed Report Design Maps Detailed Report 2012/2015 International Building Code (45.41245°N, 122.85161°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Si). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)11] Ss = 0.951 g From Figure 1613.3.1(2)[2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor/Tic, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s� < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=45.41244632417814&longitude=-1.22.85161038200549... 1/4 10/22/2018 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.951 g, Fa = 1.120 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 5, For Site Class = D and S1 = 0.423 g, F„ = 1.577 https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=45.41244632417814&longitude=-122.85161038200549... 2/4 10/22/2018 Design Maps Detailed Report Equation (16-37): SMS = FaSs = 1.120 x 0.951 = 1.065 g Equation (16-38): SM1 = FvS1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = 2/ SMS = 2/ x 1.065 = 0.710 g Equation (16-40): S01 = % SM1 = 2/ x 0.667 = 0.445 g https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=45.41244632417814&longitude=-122.85161038200549... 3/4 , 10/22/2018 Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sps I or II III IV Sp, < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ Sps D D D For Risk Category = I and SDs = 0.710 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDl I or II III IV Sin < 0.067g A A A 0.067g <_ ScI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and SDI = 0.445 g,Seismic Design Category = D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=45.41244632417814&long itude=-122.85161038200549... 4/4 04* r { P ❑ ❑ 1 ❑ E os CI El 451 Cd ® (44 t,J (----- [ wi _ [ 0 P6 m• :::: 0 1\--...,MST60 W 0 MST60 P.T. IBM ® P6 .- a ❑ 0 Upper Level Shearwall Plan I ❑ P6 0 Pe ySTHD1•MIMI _r-Hi e =NM MEM ® STHD14 1. 0 0 a W STHD1• W STHD1• STHD14 - , STHD14 0 STHD14 I r. r— LT* 0 040 :lira STHD14 .- GL STHD1• W W .114 U STHD1• STHD14 p 0 ST D14 ' `AJ ; A ' Attt���]]] STHD1• Lower Level Shearwall Plan 40 • w 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: CT#18162 Step# 2015 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.95 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.41 N Longitude= 122.85 W http://earthquake.usqs.gov/research/hazmaps/ http://earthquake.usos.clovidesiqnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.10 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.57 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa"Ss Skis= 1.046 EQ 16-37 EQ 11.4-1 SM1= F„"Si SM1= 0.664 EQ 16-38 EQ 11.4-2 SDs=2/3"SMs SDs= 0.697 EQ 16-39 EQ 11.4-3 SD1=2/3"SM1 Sol= 0.443 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 I/O= 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 2 4 4, 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#18162 SDs= 0.70 h„ = 20.25 (ft) SD1= 0.44 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.191 ASCE 7-05(EQ 12.8-7) S,= 0.42 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.357 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD1*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *ti,k Vi DESIGN Vi Roof --- 20.25 10.05 2200 0.020 44 891.0 0.61 4.56 4.56 2nd 10.05 10.20 10.20 2200 0.025 55 561.0 0.39 2.87 7.44 1st(base) 10.20 0.00 SUM= 99.0 1452.0 1.00 7.44 E=V= 10.62(LRFD) 0.7*E= 7.44 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F, > F, w, E w, FPX = EF, *Kip., 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) ?'w, FPX Max. FPX Min. Roof 4.56 4.56 44.0 44.0 6.14 4.56 12.27 6.14 2nd 2.87 7.44 55.0 99.0 7.67 4.13 15.34 7.67 0 0.00 0.00 0.0 99.0 0.00 0.00 0.00 0.00 Page 3 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#18162 F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 32.50 32.50 ft. Roof Plate Ht.= 20.25 20.25 Roof Mean Ht.= 26.38 26.38 ft. Building Width= 77.5 31.0 ft. V ulf. Wind Speed 3See.Gust= 110 110 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sec.Gust= 85 85 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= PS30A= 21.6 21.6 psf(Ult.) Figure 28.6-1 P5305= 14.8 14.8 psf(Ult.) Figure 28.6-1 Ps3oc= 17.2 17.2 psf(Ult.) Figure 28.6-1 Ps3o o= 11.8 11.8 psf(Ult.) Figure 28.6-1 A= 1.00 1.00Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 A*Kn*I : 1 1 Ps= \*Kzt*I*Ps30= (Eq.28.6-1) PSA= 21.60 21.60 psf(Ult.) (Eq.28.6-1) Pse = 14.80 14.80 psf(Ult.) (Eq.28.6-1) Psc = 17.20 17.20 psf(Ult.) (Eq.28.6-1) Ps o= 11.80 11.80 psf(Ult.) (Eq.28.6-1) Ps A and C average= 19.4 19.4 psf(Ult.) Ps a and o average= 13.3 13.3 psf(Ult.) a= 3.1 3.1 Figure 28.6-1 2a= 6.2 6.2 width-2*2a= 65.1 18.6 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) width factor roof--> 1.00 1.00 1.00 1.00 width factor 2nd---> 1.00 1.00 DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD Min Wind Min Wind 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) per 28.6.4 per 28.6.4 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 32.50 12.3 0 151.9 0 797.5 0 151.9 0 227.9 Roof -- 20.25 20.25 5.0 62.31 0 327.1 0 62.31 0 93.47 0 13.4 5.4 18.63 18.63 7.89 7.89 2nd 10.05 10.20 10.20 10.1 125.6 0 659.1 0 125.6 0 188.3 0 7.8 3.1 14.05 32.68 5.95 13.84 1st 10.20 0.00 0.00 Base 0.00 0.00 W W AF= 2124 AF= 849.4 21.2 8.5 V(F-B)= 32.68 V(S-S)= 13.84 kips kips kips kips Min wind applies? 0.6W 0.6W no no V(F-B)= 19.61 V(S-S)= 8.30 Page 4 t Y SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#18162 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) --- 0 1 01 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#18162 LATERAL N-S(front to back-up/down) Diaph.Level: UPPER 0.6W 0.7E Panel Height= 10 ft. Design Wind N-S V= 11.18 kips Seismic Vi= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Wind N-S Vi= 11.18 kips Sum Seismic Vi= 4.56 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+0.6W 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. Wnd Wind Wind Wnd Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h v, Type Type v, OTM OTMcumm ROTM Unet OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) FU-1 438 14.5 14.5 1.00 0.12 2.02 2.02 0.83 0.83 1.00 1.00 57 P6TN P6TN 140 8.26 8.26 6.40 0.14 20.25 20.25 7.57 0.92 0.92 FU-2 725 8.0 8.0 1.00 0.12 3.35 3.35 1.37 1.37 1.00 1.00 171 P6 P4 419 13.68 13.68 1.95 1.60 33.52 33.52 2.30 4.26 4.26 FU-3 358 8.0 8.0 1.00 0.05 1.66 1.66 0.68 0.68 1.00 1.00 84 P6TN P6 207 6.76 6.76 0.81 0.81 16.55 16.55 0.96 2.13 2.13 FU-4 344 18.5 18.5 1.00 0.05 1.59 1.59 0.65 0.65 1.00 1.00 35 P6TN P6TN 86 6.49 6.49 4.34 0.12 15.90 15.90 5.13 0.60 0.60 FU-5 553 12.0 12.0 1.00 0.05 2.56 2.56 1.04 1.04 1.00 1.00 87 P6TN P6 213 10.43 10.43 1.83 0.76 25.57 25.57 2.16 2.07 2.07 2418 OK 2418 61.0 11.18 11.18 4.56 4.56 I 2;'S 11.18 11.18 4.56 4.56 Notes: * denotes with shear transfer ** denotes perferated shear wa iSB denotes iSB Shear Pane • Diaph.Level: MAIN LATERAL N-S(front to back-up/down) Panel Height= 10 ft. 0.6W 0.7E Max.aspect= 3.5 SDPWS Table 4.3.4 Design Wind N-S VF 8.43 kips Seismic Vi= 2.87 kips Min.Lwall= 2.86 ft. Sum Wind N-S Vi= 19.61 kips Sum Seismic Vi= 7.44 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+0.6W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall LOLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h v, Type Type v, OTM OTMcumm ROTM Unet OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) /, (pit) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) FL-1A 219 6.5 6.5 1.00 0.20 0.76 1.78 0.26 0.67 1.00 1.00 104 P6TN P6 273 6.73 15.00 2.14 2.20 17.76 17.76 2.54 2.61 3.53 FL-1B 219 5.0 8.3 1.00 0.20 0.76 1.78 0.26 0.67 1.00 1.00 135 P6TN P4 355 6.73 6.73 3.45 0.43 17.76 17.76 4.08 1.80 1.80 FL-2 725 8.0 8.0 1.00 0.20 2.53 5.88 0.86 2.23 1.00 1.00 279 P4 P2 735 22.30 35.98 3.24 4.46 58.80 92.31 3.84 12.06 NA FL-3 635 7.0 7.0 1.00 0.15 2.21 3.87 0.75 1.43 1.00 1.00 204 P6 P3 552 14.30 21.05 1.86 3.03 38.67 55.22 2.21 8.37 NA FL-4A 165 4.0 4.0 1.00 0.15 0.58 1.00 0.20 0.37 1.00 0.80 115 P6TN P6 250 3.69 3.69 0.61 0.92 9.99 9.99 0.72 2.78 2.78 FL-4B 165 4.0 4.0 1.00 0.15 0.58 1.00 0.20 0.37 1.00 0.80 115 P6TN P6 250 3.69 3.69 0.61 0.92 9.99 9.99 0.72 2.78 2.78 FL-4C 290 7.0 7.0 1.00 0.15 1.01 2.20 0.34 0.83 1.00 1.00 119 P6TN P6 315 8.32 8.32 1.86 1.02 22.04 22.04 2.21 3.13 3.13 2418 OK 2418 34.5 7.42 15.30 2.53 5.74 1.00 I )'S 8.43 19.61 2.87 7.44 Notes: * denotes with shear transfer ** denotes perferated shear wa iSB denotes iSB Shear Pane t f -! .mi. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retainin WaII File=K:\18162River Terrace Area4RoshakRowhomes1Phase B(Swim Center)1ENGR1retaining wall.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: 11-8"high retaining Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 11.67 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for height to pressure = 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 250.0 lbs = 0.0 ft Axial Live Load = 1,150.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 4.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.82 OK Wall Material Above"Ht" = Concrete Sliding = 1.63 OK Thickness in= 10.00 Slab Resists All Sliding! Rebar Size = # 6 Total Bearing Load = 8,933 lbs Rebar Spacing in= 5.00 ...resultant ecc. = 8.48 in Rebar Placed at = User Spec Soil Pressure Toe = 1,953 psf OK fb/FBDesign Data = Soil Pressure @ Heel = 511 sf OK Total +fa/Fa - 0.608. Allowable = 2,000 psf Total Force @Section lbs= 3,811.3 Soil Pressure Less Than Allowable Moment....Actual ft-I= 15,535.6 ACI Factored @ Toe = 2,444 psf Moment Allowable ft-I= 25,560.6 ACI Factored @ Heel = 640 psf Shear Actual psi= 47.9 Footing Shear @ Toe = 26.5 psi OK Shear Allowable psi= 75.0 Footing Shear @ = 43.7 psi OK Wall Weight psf= 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.63 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 28.08 Lateral Sliding Force = 2,919.9 lbs Lap splice if below in= 28.08 less 100%Passive Force = - 875.0 lbs Hook embed into footing in= 28.08 less 100%Friction Force = - 3,890.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 2,500.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= Load Factors ..__.___-_.._..-____ ---_-- Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.400 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall File=K:118162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)1ENGR\retaining wall.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: 11'-8"high retaining Footing Dimensions&Strengths Footing Design Results Toe Width = 3.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,444 640 psf Total Footing Width = 7.25 Mu':Upward = 9,878 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 1,607 10,302 ft-lb Mu: Design = 8,272 10,302 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 26.47 43.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 5.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 5.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48 Heel: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,919.9 4.31 12,571.9 Soil Over Heel = 4,384.8 5.54 24,299.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.75 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 250.0 3.08 770.8 Added Lateral Load = *Axial Live Load on Stem = 1,150.0 3.08 3,545.8 Load @ Stem Above Soil = Soil Over Toe = 330.0 1.50 495.0 Surcharge Over Toe = Stem Weight(s) = 1,458.4 3.42 4,982.8 Earth @ Stem Transitions = Total = 2,919.9 O.T.M. = 12,571.9 Footing Weight = 1,359.4 3.63 4,927.7 ResistinglOverturning Ratio = 2.82 Key Weight = Vertical Loads used for Soil Pressure= 8,932.6 lbs Vert.Component = Total= 7,782.6 lbs R.M.= 35,475.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure carculation. 4 -"++ Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall File=K:118162 River Terrace Area 4 Roshak Rowhomes1Phase B(Swim Center)\ENGR\retaining wall.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: 11'-8"high retaining wall with E Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 11.67 ft Allow Soil Bearing = 2,667.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 66.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 11.60 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil0.0 ft Axial Dead Load = 250.0 lbs at Back of Wall Axial Live Load = 1,150.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 4.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.97 OK Wall Material Above"Ht" = Concrete Sliding = 1.29 OK Thickness in= 10.00 Slab Resists All Sliding! Rebar Size = # 6 Total Bearing Load = 8,933 lbs Rebar Spacing in= 5.00 ...resultant ecc. = 15.73 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,574 psf OK fb/FB+fa/Fa = 0.851 Soil Pressure @ Heel = 0 psf OK = Total Force @ Section lbs= 4,883.2 Allowable 2,667 psf Soil Pressure Less Than Allowable Moment....Actual ft-I= 21,752.3 ACI Factored @ Toe = 3,221 psf Moment Allowable ft-I= 25,560.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 63.3 Footing Shear @ Toe = 34.7 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 43.7 psi OK Wall Weight psf= 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.63 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 28.08 Lateral Sliding Force = 3,685.5 lbs Lap splice if below in= 28.08 less 100%Passive Force = - 875.0 lbs Hook embed into footing in= 28.08 less 100%Friction Force = - 3,890.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 2,500.0 F ....for 1.5:1 Stability = 761.9 lbs NG y psi= Load Factors ___ -._.W _ ______ Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.400 # 1. Project Title: Engineer: Project ID: Project Descr: Card evered Reta i n i n Wall I File=K:\18162 River Terrace Area 4 Roshak Rowhomes\Phase B(Swim Center)\ENGR\retaining wall.ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description: 11'-8"high retaining wall with E Footing Dimensions&Strengths Footing Design Results Toe Width = 3.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 3,221 0 psf Total Footing Width = 7.25 Mu':Upward = 12,406 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 1,607 10,302 ft-lb Mu: Design = 10,800 10,302 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 34.71 43.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 5.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 5.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 8.50 in,#5@ 13.25 in,#6@ 18.75 in,#7@ 25.50 in,#8@ 33.50 in,#9@ 42 Heel: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,919.9 4.31 12,571.9 Soil Over Heel = 4,384.8 5.54 24,299.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.75 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 250.0 3.08 770.8 Added Lateral Load = 765.6 7.05 5,397.5 *Axial Live Load on Stem = 1,150.0 3.08 3,545.8 Load @ Stem Above Soil = Soil Over Toe = 330.0 1.50 495.0 Surcharge Over Toe = Stem Weight(s) = 1,458.4 3.42 4,982.8 Earth @ Stem Transitions = Total = 3,685.5 O.T.M. = 17,969.4 Footing Weight = 1,359.4 3.63 4,927.7 ResistinglOverturning Ratio = 1.97 Key Weight = Vertical Loads used for Soil Pressure= 8,932.6 lbs Vert.Component = Total= 7,782.6 lbs R.M.= 35,475.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation.