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Home My WebLink About1350 POINSETTIA LN; STRUCT CALCS; CB102519; Structural CalculationsINLAND ENGINEERING & CONSULTING, INC Structural & Civil Engineering 4883 E. LA. PALMA AVENUE, SUITE 501-A, ANAHEIM, CA 92807 Tel: (714)777-7700 FAX: (714)777-7773 SHT# 1 OF JOB# 1Q1585 DATE - 5/15/13 Project: NORTH COAST CALVARY CHAPEL 135Q POINSETTIA LANE, CARLSBAD, CA. Subject: PLAN CHECK RESPONSE + PAD FTG. CALCS PER SOILS REPORT Scope: Structural calculations INLANO ENGINEERIMG r jDATE ^ jBV CHKD., SUE3JECT U(^c^ SHEET NO. JOB NO. -tr- ie ivt. f-i-6Ta^%. ^*2^e ^-f^r fes. Vu ^ J?;^ *-17^3^ 2- V I. 1 IMLANB ENGINEERING r ~ to ATE _ IBY SUBJECT CHKD. SHEET NO. JOB NO. /^/ SIS INLAND ENGINEERING & CONSULTING, INC. DATE BY SUBJECT J^522_ SHEET NO. JOB NO. 101585 PAD FOOTING DESIGN: ALLOW. SOIL BRG. PRESSURE 3000. PSI PER SOILS REPORT BY : G.P.I. PROJECT NO. 2015.1 DATED MARCH, 2,2005 LOCATION P-AXIAL D + L (K) P-AXIAL SEIS. (K) M (K-FT.) PAD SIZE AND REINFORCEMENT FRAME F-1 LINE 1 COL. Nl 33.8 —— 6.5 179.5 USE-. 4'-0" SO. x18" DP. PAD - 4 # 6 E.W. @ BOT. s FRAME F-1 LINE 1 COL. N4 153.5 6.5 179.5 JJSE: 8'-0" SQ. x 22" DP. PAD - Q # 6 E.W. (g }BOT > FRAME F-2 LINE 1 N1 53.0 17.5 135. USE: 4'-9" SQ. x 18" DP. PAD 5-#6 E.W. @ BOT FRAME F-2 LINE 1 N4 26.7 17.5 135. JJSE: 3'-6" SQ. x 18" DP. PAD 4-# 6 E.W. (§ \ BOT s FRAME F-3 LINE 1 N1=N4 4.2 10.7 104. USE: 3'-0" SQ. x 18" DP. PAD 3- # 6 E.W. (g 3 BOT v' FRAME F-12 LINE 2 Nl 44.4 10.7 313. JJSE: 4'-0" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. y FRAME F-12 LINE 2 N4 179.3 10.7 313. jySE: 8'-0" SQ. x 24" DP. PAD 10^ 6 E.W. ^ gBOT. FRAME F-7 UNE 2 Nl 35.0 17.8 137.3 USE: 4'-0" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. FRAME F-7 LINE 2 N4 83.0 17.8 137.3 iJSE: 5'-6" SQ. x 18" DP. PAD 5-# 6 E.W. @ BOT. s FRAME F-9 LINE 3 N1= N4 29.0 11.0 169.0 USE: 4'-0" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT FRAME F-10 LINE A N1= N4 58.8 6.5 265.0 USE: 4'-6" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. s FRAME F-8 LINE A7 N1= N4 92. 5.4 370.0 USE: 6'-0" SQ. x 18" DP. PAD 6-# 6 E.W. @ BOT. FRAME F-11 LINE B Nl 60. 27.0 345.0 JJSE: 5'-0" SQ. x 18" DP. PAD 5-# 6 E.W. @ BOT FRAME F-11 LINE B N4 77.3 27.0 345.0 _USE: 5-9" SQ. x 18" DP. PAD 7-# 6 E.W. @ BOT. FRAME F-6 LINE D N1=N4 26.63 10.7 229.0 USE: 3'-6" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. ^• FRAME F-13 LINE E N1=N4 7.72 5.7 83.3 USE; 3'-0" SQ. x 18" DP. PAD 3-# 6 E.W. @ BOT. \/' FRAME F-4 LINE D.7 N1=N4 7.3 5.6 84.3 USE: 3-0" SQ. x 18" DP. PAD 3-# 6 E.W. @ BOT. FRAME F-5 LINE 4.7 N1=N4 12.2 2.0 30.7 USE: 3'-0" SQ. x 18" DP. PAD 3-# 6 E.W. @ BOT. y FRAME C.1 ... ... @ BALCONY 24.0 13.5 120.0 USE: 3'-6" SQ. x 18" DP. PAD 4^ 6 E.W. @ BOT. y LINE B-1 30.0 --USE: 3'-6" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. y PAD @ DECK BMS. 9.1 --USE: 2'-0" SQ. x 18" DP. PAD 2-# 6 E.W. @ BOT. V y PAD @ BM LINE A-3 59.0 --USE: 4'-6" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. V y PAD @ CHAPEL COL 7. 7. 77.4 USE: 3'-3" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. / PAD @ C-1.5 55. --USE: 4'-6" SQ. x 18" DP. PAD 4-# 6 E.W. @ BOT. / PAD @ D-1.2 61. --USE: 4'-9" SQ. x 18" DP. PAD 5-# 6 E.W. @ BOT. / PAD @ BELL TOWER 20. 11 -JUSE: 3'-0" SQ. x 18" DP. PAD 3^ 6 E.W. @ BOT. INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Uc.J»:KW-06006198 Description : Pad @ frame F-1 line 1 Ml Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Material Properties fc: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dirnensjons Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis Z Height Rebar Centeriine to Edge of Concrete, at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 4.0 ft 4.0 ft 18.0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 4.0 # 6 4.0 # 6 Bandwidth Distribution Check {AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P P: Column Load = OB: Overburden M-xx = M-zz V-x V-z Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 5 File rC:\DdCUME-1\SHAWNN-1\MYD0CU-1\ENERCA~1\NCCC M.EC6^ U ENERCALC, INC. 1983-2013, Builcl:6.13.6.2, Ver;6.13.5.2 i : Licensee: INLAND ENGINEERING CONSULTING INC: Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depi = when maximum length or width is greater* 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4-0::. m a. (0 II OJ 11 4-#6BarB 11 Lr W 17.0 17.0 17.0 k ksf k-ft k-ft k k ^ INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC General Footing |''§m^,'J8y/giT;f(li{:]it;!:m Description : Pad @ frame F-1 line 1 File = Proiect ID: 101585 C:\D0CUME-1\SHAWNN~1lMYD0CU~1\ENERCA-nNCCC M.EC6 ENERCALC, INC. 1983-2013, Build;6,13.5.2. Ver,6,13.5.2 DESIGN SUMMARY 3HHHH Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8190 Soil Bearing 2,635 ksf 3.218 ksf -t^)-^0.750L-tO.750S4{).5250E-t-H about Z- 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 0.2257 Z Flexure (+X) 6.472 k-ft 28.675 k-ft -t-1.20D-+0.50Lr-t-1.60L-t-1.60H PASS 0.2257 Z Flexure (-X) 6.472 k-ft 28.675 k-ft -^1.20D-t-1.60L-tO.50S-t-1.60H PASS 0,2257 X Flexure (-t-Z) 6,472 k-ft 28.675 k-ft -t-1.20DHO.50Lr-t-1.60L-t-1.60H PASS 0.2257 X Flexure (-Z) 6.472 k-ft 28.675 k-ft •t-1.20D-t-1.60L-tO.50S-t-1.60H PASS 0.1551 1-way Shear (+X) 13.184 psi 85.0 psi -Hl.20D-tO.50Lr-t-1.60L-t-1.60H PASS 0,1551 1-way Shear (-X) 13.184 psi 85.0 psi -Hl,20D+0.50Lr-i-1.60L-<-1.60H PASS 0.1551 1-way Shear {+Z) 13.184 psi 85.0 psi -Hl.20DtO.50Lr-t-1.60L-t-1.60H PASS 0.1551 1-way Shear (-Z) 13.184 psi 85.0 psi t-1.20D-tO.50Lr-t-1.60L-i-1.60H PASS 0.3079 2-way Punching 52.351 psi 170.0 psi +1,20D-*O.50Lr-Hl.60L-t-1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z •HZ •X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination K-ft Side V bot or rop v in"2 in"2 k-tt X-X,-H1.40D 3.584 -^Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X.-H1.40D 3.584 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -^1.20D•K).50Lr-^1.60L+1.60H 6.472 i-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +^ .20D-*<3,50Lr-t-1.60L-t-1,60H 6,472 -Z Bottom 0,3888 Min Temp % 0.440 28,675 OK X-X, -^1.20D+^ .60Lt{).50S+1,60H 6.472 -t-Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X. -e1.20D-Hl.60L-tfl.50S+1.60H 6.472 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -^•1.20D+1.60Lr-^{).50L 4.135 t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,-f1.20D-t-1.60Lr-K).50L 4.135 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,-Hl.20D-t-1.60Lr-K).80W 3.072 -t-Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+1.60Lr-K).80W 3.072 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. -^1.20D4{).50L-H1.60S 4,135 i-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -t-1.20D-*O,50L-Hl.60S 4.135 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -t-1.20D+1.60S+0,80W 3.072 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60S-K).80W 3.072 -Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X,-Hl.20D+O.50Lr+{}.50L+1.60W 4,135 +Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X, +1.20D+0,50Lr-K).50L+1.60W 4.135 -Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X, -H1.20D-K).50L4O.50S+1.60W 4.135 t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D-K).50L-K),50S+1.60W 4.135 -Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X, -^1.20D^.50L-K).20S+E 6.260 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,->-1.20D40.50L-K).20S+E 6.260 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -^O.90D-Hl.60W-t-1.60H 2.304 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -^0.90D-t-1.60W-t-1.60H 2,304 -Z Bottom 0.3888 Min Temo % 0.440 28,575 OK X-X, -tO.90D-t-E-4-1.60H 4.429 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK x-x.-tO.goD-t-E-^ieoH 4.429 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, -t-1.40D 3.584 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK p INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description -06006198 ^C\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA~1\NCCCJ-1.EC6 ENERCALC, INC, 1983-2013, Build:6,13,5.2, Ver:6.13,5.2 Pad @ frame F-1 line 1 Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in"2 Gvrn. As in«2 Actual As Phi'Mn k-ft Status Z-Z. -Hl.20Dt-1,60L-tO.50St-1.60H 6.472 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1,60LtO.50S+1.60H 6.472 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60LrtO.50L 4.135 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1.60Lr-tO.50L 4.135 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+1.60Lr+0.80W 3.072 -X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, +1,20D+1,60Lr+0,80W 3.072 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D-t0.50L+1.60S 4.135 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50L+1.60S 4.135 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1,60StO.80W 3.072 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60S-tO.80W 3.072 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50Lr+O.50L+1,60W 4.135 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50Lr-tO.50L+1.60W 4.135 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20DtO.50L+O.50S+1,60W 4.135 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20DtO.50L+O.50S+1.60W 4.135 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20DtO.50L+O.20S+E 6.250 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50L+0.20S+E 6.260 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +O.90D+1.60W+1.60H 2,304 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, tO,90D+1.60W+1.60H 2.304 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, tO,90D+E+1.60H 4,429 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +O.90D+E+1.60H 4.429 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ( I-Z Vu@+Z Vu:Max PhiVn Vu; Phi*Vn Status +1,40D 7.301 DSi 7.301 DSi 7,301 DSi 7.301 DSi 7.301 DSi 85 DSi 0.08589 OK +1.20DtO.50Lr+1.60L+1.60H 13,184 osi 13.184 DSi 13.184 DSi 13.184 DSi 13.184 DSi 85 DSi 0.1551 OK +1.20D+1.60LtO.50S+1.60H 13.184 DSi 13.184 DSi 13,184 psi 13.184 DSi 13.184 DSi 85 DSi 0.1551 OK +1.20D+1.60Lr+O.50L 8.422 DSi 8,422 DSi 8.422 DSi 8.422 DSi 8.422 DSi 85 DSi 0.09908 OK +1.20D+1.60Lr+0.80W 6.258 DSi 6.258 DSi 6,258 DSi 6.258 DSi 6.258 DSi 85 DSi 0.07362 OK +1.20D+O.50L+1.60S 8.422 DSi 8,422 DSi 8.422 DSi 8.422 DSi 8.422 DSi 85 DSi 0.09908 OK +1.20D+1,60S+0.80W 6.258 DSi 6.258 DSi 6.258 DSi 6.258 DSi 6.258 DSi 85 DSi 0.07362 OK +1.20D+O.50Lr+0.50L+1.60W 8.422 DSi 8.422 DSi 8.422 DSi 8,422 DSi 8.422 DSi 85 DSi 0.09908 OK +1.20D40.50L+0.50S+1.60W 8,422 DSi 8.422 DSi 8,422 DSi 8,422 DSi 8.422 DSi 85 DSi 0.09908 OK +1.20D+0.50L+0.20S+E 12.751 DSi 12.751 DSi 12,751 osi 12.751 osi 12.751 DSi 85 DSi 0.15 OK +0.90D+1,60W+1.60H 4.693 DSi 4.693 DSi 4.693 DSi 4.693 DSi 4,693 osi 85 DSi 0.05522 OK +O.90D+E+1.60H 9.022 DSi 9.022 DSi 9.022 DSi 9.022 DSi 9.022 Dsi 85 DSi 0.1061 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 28.991 DSi 170DS 0.1705 OK +1.20D+0.50Lr+1.60L+1.60H 52.351 DSi 170DS 0.3079 OK +1.20D+1.60L+0.50S+1.60H 52.351 DSi 170DS 0.3079 OK +1.20D+1.60LrtO.50L 33,444 DSi 170DS 0.1967 OK +1.20D+1.60LrtO.80W 24.849 DSi 170DS 0.1462 OK +1.20D-tO.50L+1.60S 33.444 DSi 170DS 0.1967 OK +1.20D+1.60S+O,80W 24,849 DSi 170DS 0,1462 OK +1.20DtO.50LrtO.50L+1,60W 33.444 DSi 170DS 0.1967 OK +1,20D+O.50LtO.50S+1.60W 33.444 DSi 170 DSi 0.1967 OK +1.20D+0.50L+0.20S+E 50.632 DSi 170DS 0.2978 OK +0.90D+1.60W+1.60H 18.637 DSi 170 OS 0.1096 OK +0.90D+E+1,60H 35,826 DSi 170DSI 0,2107 OK rr INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing .tic. #: KW-06006198 Description: Pad ©frameF-1 Iine1-N4 Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f c; Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 8.0 ft 8.0 ft 21.50 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sia 9.0 # 6 9.0 # 6 Bandwfldth Distribufion Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load = OB: Overburden = M-xx = M-zz V-x V-z Lr 77.0 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME~1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC_1-1.EC6 ENERCALC, INC, 1983-2013, Build:6,13.5,2, Ver:6.13.5,2 liid^riisae: INLAND EN@!NEERINC3 CONSULTINC? INC; Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft col j j -r r j i 1. . 8'-0" —X m w5 II ViKVibn \ \Km'j m-f ' ~ ' ' w 77.0 6.50 k ksf k-ft k-ft k k INU\ND ENGINEERING 4883 E, lA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-1 line 1-N4 DESIGN SUMMARY C:\D0CUME~1\SHAWNN-1\MYD0CU-nENERCA-HNCCCJ~1.EC6 ENERCALC, INC, 1983-2013, Build:6.13,5.2, Ver:6,13.5.2 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8178 Soil Bearing 2.666 ksf 3.260 ksf +D-ti-i+l 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 OO k 0.0 k No Sliding PASS n/a Sliding - Z-Z OO k 0.0 k No Sliding PASS n/a Uplift OOk 0.0 k No Uplift PASS 0.7377 Z Flexure (+X) 29.444 k-ft 39.912 k-ft +1.20D+1.60LtO.50S+1.60H PASS 0.7377 Z Flexure (-X) 29.444 k-ft 39.912 k-ft +1.200+1.60L+O.50S+1.60H PASS 0.7377 X Flexure (+Z) 29.444 k-ft 39.912 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.7377 X Flexure (-Z) 29.444 k-ft 39,912 k-ft +1.20D+1.60L-4O.50S+1.60H PASS 0,4681 1-way Shear (+X) 39.789 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4681 1-way Shear (-X) 39.789 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4681 1-way Shear {+Z) 39.789 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4681 1-way Shear (-Z) 39.789 psi 85.0 psi +1.20DtO.50Lr+1.60L+1.60H PASS 0.9716 2-way Punching 165,179 psi 170.0 psi +1.20D+O,50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd in'2 Gvrn. As 'm"! - Actual As in"2 Phi*Mn k-ft Status X-X,+1.40D 16.385 +Z Bottom 0,4544 Min Temo % 0.4950 39,912 OK X-X. +1.40D 16.385 -Z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+0,50Lr+1,60L+1.60H 29.444 +Z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 29.444 -Z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1,20D+1,60L-tO.50S+1,60H 29,444 +z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+1.60L+O,50S+1,60H 29.444 -z Bottom 0.4644 Min Temo % 0,4950 39.912 OK X-X, +1,20D+1.60Lr-tO.50L 18.857 +z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X,+1.20D+1,60Lr+O.50L 18.857 -z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+1.60LrtO.80W 14.044 +z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1,20D+1.60Lr+0,80W 14.044 -z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+0.50L+1.60S 18.857 +z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+0.50L+1,60S 18.857 -z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X,+1.20D+1.60S-tO.80W 14.044 +z Bottom 0,4644 Min Temp % 0.4950 39,912 OK X-X, +1.20D+1.60S+0.80W 14.044 -z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 18.857 +z Bottom 0.4644 Min Temo % 0,4950 39.912 OK X-X, +1.20D+0.50Lr+0,50L+1.60W 18.857 -z Bottom 0.4644 Min Temo % 0,4950 39.912 OK X-X, +1.20D+0,50L-tO,50S+1,60W 18.857 +z Bottom 0.4644 Min Temo % 0,4950 39,912 OK X-X, +1.20D+O.50LtO.50S+1.60W 18.857 -z Bottom 0.4644 Min Temo % 0,4950 39,912 OK X-X,+1.20D+O.50L-tO.20S+E 19,669 +z Bottom 0.4644 Min Temo % 0.4950 39,912 OK X-X, +1.20DtO.50LtO.20S+E 19.669 -z Bottom 0.4644 Min Temo % 0,4950 39.912 OK X-X. +O.90D+1.60W+1,60H 10.533 +z Bottom 0.4644 Min Temo % 0,4950 39.912 OK X-X, +0.90D+1.60W+1.60H 10.533 -z Bottom 0.4644 Min Temo % 0,4950 39,912 OK X-X, tO.90D+E+1,60H 11.346 +z Bottom 0.4644 Min Temo % 0.4950 39.912 OK X-X, +0.90D+E+1.60H 11.346 -z Bottom 0.4644 Min Temo % 0,4950 39,912 OK Z-Z,+1,40D 16.385 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK •T INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-1 line 1-N4 Footing Flexure File -- C-\00CUME-1\SHAWNN-HMYD0CU~1\ENERCA--1\NCCC..1-1.EC6 t ENERCALC, INC. 1983-2013, Build:6.13.6.2, Ver:6.13,5,2 | Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in''2 in''2 in"2 k-ft Status Z-Z, +1.20D+1.60LtO.50S+1.60H 29.444 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z. +1,20D+1.60L-tO,50S+1.60H 29.444 +X Bottom 0.4644 Min Temo % 0.4950 39,912 OK Z-Z. +1,20D+1.60Lr-tO,50L 18.857 -X Bottom 0,4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20D+1.60Lr+0.50L 18,857 +X Bottom 0,4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20D+1.60Lr+O.80W 14.044 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z. +1.20D+1.60LrtO.80W 14.044 +X Bottom 0,4644 Min Temo % 0.4950 39.912 OK Z-Z,+1,20D4O.50L+1.60S 18.857 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1,20D+O.50L+1.60S 18.857 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20D+1.60S+O.80W 14.044 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z.+1.20D+1.60S-tO.80W 14.044 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20D4O.50LrtO.50L+1.60W 18,857 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20DtO.50Lr+O.50L+1.60W 18.857 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1,20DtO,50LtO.50S+1.60W 18.857 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1,20D+O,50L+O.50S+1.60W 18,857 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1.20D+O.50L-tO.20S+E 19.669 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +1,20D+O.50LtO,20S+E 19,669 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, tO.90D+1.60W+1,60H 10.533 -X Bottom 0.4644 Min Temo % 0,4950 39,912 OK Z-Z, tO.90D+1.60W+1.60H 10.533 +X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, +0,90D+£+1,60H 11,346 -X Bottom 0.4644 Min Temo % 0.4950 39.912 OK Z-Z, tO,90D+E+1,60H 11.346 +X Bottom 0,4644 Min Temo % 0.4950 39.912 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhlVn Vu / Phi'Vn Status +1.40D 22.141 DSi 22.141 DSi 22.141 DSi 22.141 DSi 22.141 DSi 85 DSi 0,2605 OK +1.20DtO.50Lr+1,60L+1.60H 39.789 DSi 39,789 DSi 39,789 DSi 39.789 DSi 39.789 osi 85 DSi 0.4681 OK +1.20D+1.60L+0.50S+1.60H 39.789 DSi 39,789 DSi 39.789 DSi 39.789 DSi 39.789 DSi 85 DSi 0.4681 OK +1.20D+1.60Lr-tO.50L 25,482 DSi 25.482 DSi 25.482 DSi 25,482 DSi 25.482 DSi 85 DSi 0.2998 OK +1.20D+1.60Lr+0.80W 18.978 Dsi 18.978 DSi 18.978 DSi 18.978 DSi 18.978 DSi 85 DSi 0,2233 OK +1.20D+O.5OL+1.60S 25.482 Dsi 25.482 DSi 25.482 DSi 25.482 DSi 25.482 DSi 85 DSi 0.2998 OK +1.20D+1,60S+0.80W 18.978 DSi 18.978 DSi 18.978 DSi 18.978 DSi 18.978 DSi 85 DSi 0,2233 OK +1.20DtO.50LrtO.50L+1.60W 25.482 DSi 25.482 DSi 25,482 osi 25.482 DSi 25,482 DSi 85 DSi 0.2998 OK +1,20DtO.50LtO.50S+1.60W 25.482 Dsi 25.482 DSi 25,482 Dsi 25.482 DSi 25,482 DSi 85 DSi 0.2998 OK +1.20D+O.50L+0.20S+E 26.58 Dsi 26.58 DSi 26.58 Dsi 26.58 DSi 26,58 DSi 85 DSi 0.3127 OK +O.90D+1.60W+1.60H 14.234 DSi 14.234 DSi 14.234 DSi 14,234 DSi 14.234 DSi 85 DSi 0.1675 OK +O.90D+E+1.60H 15.332 DSi 15.332 DSi 15.332 Dsi 15.332 DSi 15.332 DSi 85 osi 0.1804 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 91,917 DSi 170 osi 0.5407 OK +1.20D-tO.50Lr+1.60L+1.60H 165.179 DSi 170DS 0.9716 OK +1,20D+1.60L+O.50S+1,60H 165.179 DSi 170 DSi 0.9716 OK +1.20D+1.60Lr+O.50L 105.784 DSi 170DSI 0.6223 OK +1.20D+1.60Lr+0.80W 78.786 DSi 170DS 0.4634 OK +1.20DtO.50L+1,60S 105.784 DSi 170DS 0.6223 OK +1.20D+1,60StO.80W 78.786 DSi 170Dsi 0.4634 OK +1.20D+O.50Lr+O.50L+1.60W 105.784 DSi 170 DSi 0.6223 OK +1.20DtO.50LtO.50S+1.60W 105.784 DSi 170 DSi 0.6223 OK +1.20D+O.50L-tO.20S+E 110.342 DSi 170DS 0.6491 OK +0.90D+1.60W+1.60H 59.089 DSi 170DS 0.3476 OK +O.90D+E+1.60H 63,648 DSi 170 DSi 0.3744 OK TI: General Footing INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 : KW-06006198 Description: Pad AT FRAME F-2 LINE 1 -Nl Project Title: Engineer: Project Descr: NCCC Project ID: 101585 File = C:\D0CUME-1\SHAWNN-HMYD0CU~1\ENERCA~1\NCCC_1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5,2, Ver:6.13,6.2 Licensee : INLAND ENGINEERING CONSULTING INC Code References _ Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 IVlaterial Properties f c; Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions _ Width parallel to X-X Axis = 4.750 ft Length parallel to Z-Z Axis = 4.750 ft Footing Thicknes = 18.0 in Pedestal dimensions.,, px: parallel to X-X/\xis f in pz: parallel to Z-Z has ~_ in Height in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Number of Bars " 5.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = #6 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes Yes Yes Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone AppliedLoads n/a n/a n/a P: Column Load OB: Overburden M-xx M-zz V-x V-z 26.50 Lr Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footina Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft fe- rn Q. (D II w 26.50 17.50 2.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad AT FRAME F-2 LINE 1 -N1 wm^^.^' File = C:\D0CUME~HSHAWNN-1\MYD0CU~1\ENERCA~1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5,2 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination «ASS 0.9223 Soil Bearing 2,767 ksf 3.0 ksf +D+{),750L-K).750S+0.5250E+H about X- ••ASS 35.166 Overturning - X-X 2,10 k-ft 73,849 k-ft 0,6D-K),7E PASS n/a Overturning - Z-Z 0.0 k-ft 0,0 k-ft No Overturning P.'i.SS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PAOE 6.663 Sliding - Z-Z 1.40 k 9,328 k 0.6D-K).7E PASS n/a Uplift 0.0 k 0,0 k No Uplift PA^r 0.3302 Z Flexure (+X) 10.011 k-ft 30,317 k-ft +1.20D-K).50Lr+1.60L+1.60H -A58 0,3302 Z Flexure (-X) 10.011 k-ft 30,317 k-ft +1,20D+O,50Lr+1.60L+1,60H '-ASS 0,3302 X Flexure (+Z) 10.011 k-ft 30,317 k-ft +1,20D-t{),50Lr+1,60L+1,60H i^ASa 0.3302 X Flexure (-Z) 10.011 k-ft 30,317 k-ft +1,20D+{),50Lr+1,60L+1,60H i^ASS 0,2347 1-way Shear (+X) 21.857 psi 93,113 psi +1,20D-K),50Lr+1,60L+1,60H P-mP. 0,2347 1-way Shear (-X) 21.857 psi 93.113 psi +1,20D+{),50Lr+1.60L+1,60H -ftSS 0,2347 1-way Shear (+Z) 21.857 psi 93,113 psi +1,20D+{),50Lr+1,60L+1.60H t-ASS 0.2347 1-way Shear (-Z) 21.857 psi 93,113 psi +1,20D+O,50Lr+1,60L+1,60H PASS 0.4439 2-way Punching 82.660 psi 186,226 psi +1,20D+O.50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Actual Soil Bearing Stress Gross Allowable Xecc Zecc +Z +Z -X Actual / Allowable Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... All units k Sliding Force Footing Has NO Sliding Footing Flexure Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in-^a Gvrn. As in'^2 Actual As in»2 Phi*Mn k-ft Status X-X+1.40D 5.496 +Z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X,+1,40D 5.496 -Z Bottom •0.3888 Min Temo % 0.4632 30.317 OK X-X. +1.20D-K).50Lr+1.60L+1,60H 10.011 +z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X, +1,20D+{),50Lr+1,60L+1.60H 10.011 -z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X, +1.20D+1,60L+{).50S+1,60H 10,011 +z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X, +1.20D+1.60L-M3.50S+1.60H 10,011 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X+1.20D+1.60Lr-^O.50L 6,367 +z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X, +1,20D+1.60Lr-K).50L 6.367 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X+1,20D+1.60Lr+O.80W 4,711 +z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X+1.20D+1.60Lr-K),80W 4,711 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X+1.20D+0.50L+1.60S 6,367 +z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X+1.20D-K).50L+1.60S 6,367 -z Bottom 0.3888 Min Temo % 0,4632 30,317 OK X-X,+1,20D+1,60S+O.80W 4,711 +z Bottom 0,3888 Min Temo % 0,4632 30,317 OK X-X,+1,20D+1,60S+O.80W 4,711 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X +1,20D+{).50Lr-i^.50L+1.60W 6,367 +z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X, +1.20D+O.50Lr-tO,50L+1.60W 6,367 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X, +1,20D-K),50L-H3.50S+1,60W 6.367 +z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X, +1,20D-K).50L+{).50S+1,60W 6.367 -z Bottom 0.3888 Min Temo % 0.4632 30.317 OK X-X+1,20D+O,50L+O,20S+E 8.871 +z Bottom 0.3888 Min Temp % 0,4632 30.317 OK X-X+1.20D-K},50L40.20S+E 8.239 -z Bottom 0.3888 Min Temo % 0,4632 30.317 OK X-X +0,900+1,60W-^1,60H 3.533 +z Bottom 0.3888 Min Temo % 0,4632 30,317 OK X-X+O.90D+1,60W+1.60H 3,533 -z Bottom 0.3888 Min Temc % 0.4632 30,317 OK X-X+0,90D+E+1.60H 6,037 +z Bottom 0.3888 Min Temo % 0,4632 30,317 OK X-X, +O.90D+E+1.60H 5,405 -Z Bottom 0.3888 Min Temo % 0,4632 30,317 OK Z-Z +1.40D 5,496 -X Bottom 0.3888 Min Temo % 0,4632 30,317 OK mUKHD ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing : KW-06006198 Description: Pad AT FRAME F-2 LINE 1-N1 Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 File = C:\D0CUME-1\SHAWNN-1WYD0CU-1\ENERCA~1\NCCC^.1-1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6.13.5.2 ^OseeilNlANDiNSIN Z-Z. +1.40D 5,496 +X Bottom 0,3888 Min Temo % 0.4632 30.317 OK Z-Z, +1.20D+O,50Lr+1,60L+1,60H 10,011 -X Bottom 0.3888 Min Temo % 0,4632 30.317 OK Z-Z, +1,20D+0,50Lr+1,60L+1,60H 10,011 +X Bottom 0,3888 Min Temo % 0.4632 30.317 OK 1NU\ND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 General Footing Description File C:\D0CUME~1\SHAWNN-1\MYD0CU-nENERCA-1\NCCC^ 1-1 .EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6.13,5.2 : KW-C|60P6t98 yg^ate ; INLAND ENGINjERIIIG e^^^ Pad AT FRAME F-2 LINE 1 -Nl Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ k-ft Side? Bot or Top? As Req'd 'm''2 Gvrn. As in-^a Actual As 'm'-2 Phi*Mn k-ft Status Z-Z, +1,20D+1.60L+0.50S+1,60H 10.011 -X Bottom 0,3888 Min Temo % 0.4632 30.317 OK Z-Z, +1,20D+1.60L+O.50S+1,60H 10.011 +X Bottom 0,3888 Min Temo % 0.4632 30,317 OK Z-Z,+1,20D+1.60Lr+O.50L 6.367 -X Bottom 0,3888 Min Temo % 0.4632 30.317 OK Z-Z,+1,20D+1.60Lr+O.50L 6,367 +X Bottom 0,3888 Min Temo % 0.4632 30.317 OK Z-Z,+1,20D+1,60Lr+0,80W 4,711 -X Bottom 0.3888 Min Temo % 0.4632 30,317 OK Z-Z, +1,20D+1,60Lr+{).80W 4,711 +X Bottom 0.3888 Min Temo % 0.4632 30,317 OK Z-Z, +1,20D+O,50L+1.60S 6,367 -X Bottom 0.3888 Min Temo % 0.4632 30.317 OK Z-Z, +1,20D+O.50L+1,60S 6,367 +X Bottom 0.3888 Min Temo % 0,4632 30,317 OK Z-Z, +1.20D+1.60S+O.80W 4,711 -X Bottom 0.3888 Min Temp % 0,4632 30,317 OK Z-Z,+1.20D+1,60S+{).80W 4,711 +X Bottom 0.3888 Min Temo % 0,4632 30,317 OK Z-Z. +1,20D+O,50Lr+0,50L+1,60W 6,367 -X Bottom 0,3888 Min Temo % 0,4632 30,317 OK Z-Z, +1,20D+O,50Lr+{),50L+1.60W 6,367 +X Bottom 0,3888 Min Temo % 0,4632 30.317 OK Z-Z, +1,20D-K),50L+{I.50S+1,60W 6.367 -X Bottom 0,3888 Min Temo % 0,4632 30,317 OK Z-Z, +1,20D+{),50L-K).50S+1,60W 6.367 +X Bottom 0,3888 Min Temo % 0,4632 30,317 OK Z-Z,+1.20D+O.50L+{).20S+£ 8.555 -X Bottom 0,3888 Min Temp % 0,4632 30,317 OK Z-Z,+1.20D+O,50L-K),20S+E 8.555 +X Bottom 0,3888 Min Temo % 0,4632 30.317 OK Z-Z, +O.90D+1.60W+1.60H 3.533 -X Bottom 0.3888 Min Temo % 0,4632 30.317 OK Z-Z, +O.90D+1.60W+1.60H 3.533 +X Bottom 0.3888 Min Temo % 0,4632 30,317 OK Z-Z, -K).90D+E+1.60H 5.721 -X Bottom 0.3888 Min Temo % 0,4632 30,317 OK Z-Z, +<).90D+E+1,60H 5.721 +X Bottom 0.3888 Min Temo % 0.4632 30,317 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@ +Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 12 osi 12 DSi 12 DSi 12 osi 12 DSi 93 113 DSi 0,1289 OK +1,20D+0.50Lr+1.60L+1.60H 21.857 DSi 21.857 DSi 21.857 DSi 21.857 DSi 21,857 DSi 93 113 DSi 0.2347 OK +1.20D+1.60L+O.50S+1.60H 21.857 DSi 21,857 osi 21.857 DSi 21,857 psi 21.857 DSi 93 113 DSi 0.2347 OK +1.20D+1.60Lr+O,50L 13,901 DSi 13.901 osi 13.901 DSi 13.901 osi 13.901 DSi 93 113 DSi 0.1493 OK +1.20D+1.60Lr+{),80W 10,285 Dsi 10.285 DSi 10.285 DSi 10.285 DSi 10.285 DSi 93 113 DSi 0.1105 OK +1,20D+0.50L+1.60S 13,901 DSi 13,901 DSi 13.901 DSi 13.901 psi 13.901 DSi 93 113 DSi 0.1493 OK +1.20D+1.60S+O.80W 10,285 DSi 10.285 DSi 10.285 DSi 10.285 psi 10.285 DSi 93 113 DSi 0.1105 OK +1.20D+0.50Lr+O.50L+1.60W 13,901 osi 13.901 DSi 13.901 DSi 13.901 psi 13,901 DSi 93 113 DSi 0.1493 OK +1.20D+{).50L-K).50S+1.60W 13,901 DSi 13.901 Dsi 13.901 DSi 13.901 psi 13,901 DSi 93 113 DSi 0,1493 OK +1.20D+0.50L+0.20S+E 18,677 DSi 18.677 DSi 17.884 DSi 19.47 psi 19.47 DSi 93 113 DSi 0,2091 OK +O.90D+1.60W+1.60H 7714 DSi 7714 DSi 7.714 DSi 7,714 DSi 7714 psi 93 113 DSi 0,08285 OK +fl.90D+E+1.60H 12.49 osi 12,49 DSi 11.697 DSi 13.283 DSi 13,283 DSi 93 113 DSi 0,1427 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1,40D 45.382 DSi 186.226 DS 0,2437 +1,20D+{).50Lr+1.60L+1.60H 82.66 DSi 186.226 DS 0,4439 +1,20D+1.60L+O,50S+1,60H 82.66 osi 186.226 DS 0,4439 +1,20D+1,60Lr+0,50L 52.574 Dsi 186.226 DS 0,2823 +1,20D+1,60Lr+{),80W 38.899 osi 186.226 DS 0.2089 +1,20D+{).50L+1,60S 52.574 Dsi 186.226 DS 0,2823 +1,20D+1.60S+{).80W 38.899 DSi 186.226 DS 0,2089 +1.20D+0.50Lr+0,50L+1,60W 52.574 DSi 186.226 DS 0,2823 +1.20D+{).50L+{).50S+1,60W 52.574 DSi 186.226 DS 0,2823 +1.20D+O.50L+O.20S+E 70,636 DSi 186,226 DS 0,3793 +€,90D+1.60W+1,60H 29,174 DSi 186,226 DS 0,1567 +{),90D+E+1.60H 47.236 DSi 186,226 DS 0,2536 INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA, 92807 General Footing Lie. #: KW-06006198 Description: Pad @ frame F-2 line 1 N4 Code References Calculations per Load Combinations Used: General Information 2006 IBC & ASCE 7-05 IVlaterial Properties f c; Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Allow % Temp Reinf, Min, Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal vii for stability, mom & shear Dimensions _ ^ _ Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 18.0 in Pedestal dimensions,., px: parallel to X-X Axis = in pz: parallel to Z-Z Axis I in Height ~ in Rebar Centeriine to Edge of Concrete,, at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X /\xis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = #6 2.50 ksi 60.0 ksi 3,122.0 ksl 145.0 pcf 0.90 0.850 0.00180 1.50 : 1.50 : Yes Yes No No Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load = OB: Overburden = M-xx = M-zz V-x V-z Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 File = C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC.1~1.EC6 b ENERCALC, INC 1983-2013, Bulld:6.13.5.2, VBr:6.13.5.2 I Licensee : INLAND ENGINEERING CONSULTING INC Soil Design Values Allowable Soli Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure Increase per foot of deptl= when footing base Is below = Increases based on footing plan dimension Allowable pressure Increase per foot of depl = when maximum length or width Is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft CO r m CL II 03 Lr W 14.0 13.0 17.50 k ksf k-ft k-ft k k INLJ^ND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: .NCCC Engineer: Project Descr: Proiect ID: 101585 General Footing Description : Pad @ frame F-2 line 1 N4 File C:\D0CUME-1\SHAWNN-nMYD0CU-1\ENERCA~1\NCCC_1~1.EC6 ENERCALC, INC, 1983-2013, Build:6.13.5.2, Ver:6.13,5.2 mLMIjiBiimMMMai['i*Kf-1»ll,M DESIGN SUMMARY •yi-. Min. Ratio Item Applied Capacity Governing Load Combination ?A' S 0.9032 Soil Bearing 2,906 ksf 3,218 ksf -HD-K).750L-K).750S-K),5250E+H about Z- 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 n/a Sliding-X-X 0,0 k 0.0 k No Sliding n/a Sliding - Z-Z 0,0 k 0,0 k No Sliding n/a Uplift 0,0 k 0.0 k No Uplift '"0.1687 Z Flexure (+X) 5,50 k-ft 32.604 k-ft -t-1.20D-K).50L-K).20S+E 0.1687 Z Flexure (-X) 5,50 k-ft 32.604 k-ft +1,20D-K),50L-K).20S-t-E 0,1687 X Flexure (-HZ) 5.50 k-ft 32.604 k-ft +1.20D-^{),50L-^{),20S-^£ 0,1687 X Flexure (-Z) 5.50 k-ft 32,604 k-ft -Hl,20D-K).50L-K),20S-* PASS 0.1232 1-way Shear (-HX) 10.476 psi 85.0 psi -H1.20D-K).50L-K).20S-HE PASS 0.1232 1-way Shear (-X) 10.476 psi 85,0 psi +1.20D-K).50L-t{).20S+E PASS 0.1232 1-way Shear (+Z) 10,476 psi 85.0 psi +1,20D-K),50L-K),20S+E PASS 0,1232 1-way Shear (-Z) 10,476 psi 85.0 psi -t-1.20D-H).50L-K).20S-t€ P.4.SS 0,2489 2-way Punching 42.313 psi 170.0 psi -Hl.20D-tO.50L4{).20S-HE Detailed Results Soil Bearing Rotation Axis & Load Combination.. Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... All units k Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd Gvrn. As in'^2 Actual As in'*2 Phi*Mn k-ft Status X-X-H1.40D 2.916 +Z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X,+1.40D 2.916 -Z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, •^•^ .20D+0.50Lr-Hl .60L+1.60H 5.10 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,20D-K).50Lr-Hl ,60L+1,60H 5.10 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X. +1.20D+1,60L-K).50S-H1.60H 5.10 -t-Z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D-H1,60L-+O,50S-t-1,60H 5,10 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X,-Hl,20D-Hl.60Lr+0,50L 3.312 +z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X,-Hi ,200-1-1,60Lr-K),50L 3.312 -z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X,+1.20D-Hl,60Lr-K).80W 2.50 +z Bottom 0.3888 Min Temo % 0,5029 32,604 OK X-X,+1.20D-<-1.60Lr-K},80W 2.50 -z Bottom 0.3888 Min Temo % 0,5029 32,604 OK X-X,-Hl.20D4O,50L-^-1,60S 3.312 +z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X,-H1,20D-K),50L+1.60S 3.312 -z Bottom 0.3888 Min Temo % 0.5029 32,604 OK X-X,+1.20D+1,60S-tO,80W 2.50 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X.+1.20D-H1.60S^.80W 2.50 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X. •*-1,20D-K).50Lr4O.50L+1.60W 3.312 -t-Z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,20D-K).50Lr-K).50L-Hl .60W 3.312 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,20D-K).50L+0,50S-H1.60W 3.312 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, -H1,20D-*«,50L-K).50S-^-1,60W 3.312 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X,+1.20D-K),50L-^},20S-HE 5.50 -t-Z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X.-<-1.20D-K).50L+0.20S+E 5.50 -Z Bottom 0,3888 Min Temo % 0,5029 32.604 OK X-X, -K),90D-<-1,60W-t-1.60H 1.875 -t-Z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X, -K).90D+1.60W+1.60H 1.875 -z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X, -K),90D+E+1,60H 4.062 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, -K).90D+E-H1.60H 4.062 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-Z, +1.40D 2.916 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing i: KW-06006198 Description: Pad @ frame F-2 line 1 N4 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME~1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC .1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 NMMO JNgiN.EER|NG;66NSyLm Z-Z,-<-1.40D 2,916 -t-X Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-z, -Hl,20D+0,50Lr-i-1,60L+1,60H 5,10 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-Z, -t-1,20D-tO,50Lrt-1 ,60L-H1 ,60H 5,10 -t-X Bottom 0.3888 Min Temo % 0.5029 32.604 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing ^c*: KW-06#06198 File = C:\D0CUME-1\SHAWNN~1\MYD0CU-1\ENERCA-1\NCCC_1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 Llftlntge^WyVNPEN^^ ING Description: Pad @ frame F-2 line 1 N4 Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in"2 Gvrn. As in'^2 Actual As Phi'Mn k-ft Status Z-Z, +1.20D+^ .60L-tO.50S-<-1.60H 5,10 -X Bottom 0,3888 Min Temo % 0,5029 32.604 OK Z-Z, -1-1,200-1-1.60L-tO.50S-t1.60H 5.10 -t-X Bottom 0,3888 Min Temo % 0,5029 32.604 OK Z-Z-t-1,20D-Hl,60Lr-tO,50L 3.312 -X Bottom 0.3888 Min Temo % 0,5029 32,604 OK Z-Z-Hl,20D-t1,60Lr-tO,50L 3.312 -t-X Bottom 0,3888 Min Temo % 0,5029 32,604 OK Z-Z-Hl.20D-<-1,60Lr-tO.80W 2.50 -X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z-t-1.20D-t-1.60Lr-tO.80W 2.50 -t-X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z-t-1.20D-tO.50L-t-1.60S 3.312 -X Bottom 0,3888 Min Temo % 0,5029 32,604 OK Z-Z-t-1,20D-tO.50L-i-1.60S 3.312 -t-X Bottom 0,3888 Min Temo % 0.5029 32.604 OK Z-Z,-i-1,20D-t-1.60S-t<],80W 2.50 -X Bottom 0,3888 Min Temo % 0.5029 32.604 OK Z-Z-t-1.20D-t-1,60S-t{).80W 2.50 -i-X Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-Z, -t-1.20D-tO.50Lr-tO.50L-t1.60W 3,312 -X Bottom 0.3888 Min Temo % 0.5029 32,604 OK Z-Z -t-1.20D-tO.50Lr-tO.50L-t1.60W 3,312 -t-X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z -t1.20D-tO,50L-tO,50S-t-1,60W 3,312 -X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z -t-1.20D-tO.50L-tO,50S-t1.60W 3,312 +X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z -t-1,20D-t0.50L-tO,20S-tE 5.50 -X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z -t-1.20D-tO.50L-tO.20S-tE 5.50 -t-X Bottom 0,3888 Min Temo % 0.5029 32,604 OK Z-Z -tO.90D-i-1,60W-t-1,60H 1.875 -X Bottom 0.3888 Min Temo % 0,5029 32.604 OK Z-Z +O.90D-t-1,60W-i-1,60H 1.875 -i-X Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-Z, -tO,90D-t-E-t1,60H 4.062 -X Bottom 0,3888 Min Temo % 0.5029 32.604 OK Z-Z -tO,90D-tE-t-1.60H 4.062 -t-X Bottom 0,3888 Min Temo % 0.5029 32.604 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu( S -Z Vu @ +Z Vu:Max PhiVn Vu / Phi*Vn Status -t-1,40D 5.555 Dsi 5,555 Dsi 5,555 Dsi 5.555 Dsi 5.555 Dsi 85 DSi 0.06535 OK -t-1,20D-tO,50Lr-t-1.60L-t-1,60H 9.714 DSi 9,714 DSi 9,714 DSi 9714 Dsi 9.714 DSi 85 DSi 0.1143 OK -t-1,20D-t-1,60L-tO.50S-t1.60H 9714 DSi 9,714 Dsl 9,714 DSi 9.714 DSi 9,714 DSi 85 DSi 0.1143 OK -Hl.20D-t-1.60Lr-K).50L 6,309 DSi 6.309 DSi 6.309 DSi 5.309 DSi 6.309 DSi 85 DSi 0.07422 OK -t-1.20D-i-1,60Lr-tO.80W 4,761 Dsi 4.761 DSi 4.761 DSi 4.761 DSi 4,761 DSi 85 DSi 0.05602 OK -i-1,20D-tO,50L-t-1,60S 6,309 DSi 6.309 DSi 6.309 DSi 6.309 DSi 6,309 DSi 85 DSi 0.07422 OK -i-1.20D-t-1.60S-tO.80W 4,761 DSi 4.761 DSi 4.761 DSi 4,761 DSi 4.761 DSi 85 DSi 0.05602 OK -t-1.20D-tO.50Lr-tO.50L-t-1,60W 6.309 osi 6,309 DSi 6,309 DSi 6.309 DSi 6,309 DSi 85 DSi 0,07422 OK -t-1,20D-tO,50L-tO.50S-t1,60W 6.309 DSi 6,309 DSi 6,309 osi 6,309 DSi 6.309 DSi 85 DSi 0.07422 OK +1.20D-tO,50L-tO.20S-i€ 10,476 DSi 10,476 DSi 10,476 psi 10,476 DSi 10.476 DSi 85 DSi 0.1232 OK -tO.90D-t-1.60W-t1,60H 3,571 DSi 3,571 DSi 3.571 DSi 3,571 Dsi 3.571 DSi 85 DSi 0.04201 OK -tO,90D-tE+1.60H 7,738 DSi 7,738 DSi 7.738 DSi 7,738 DSi 7.738 DSi 85 DSi 0,09103 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status -^1,40D 22,437 DSi 170 DSi 0.132 -t-1,20D-tO,50Lr-t-1,60L-t-1.60H 39,236 DSi 170 DSi 0.2308 -t-1.20D-t1.60L-tO.50S-t-1.60H 39.236 DSi 170 DSi 0.2308 -t-1.20D-t-1.60Lr-tO.50L 25.483 DSi 170 DSi 0.1499 :';< -i-1.20D-t1.60Lr-tO.80W 19.232 DSi 170 DSi 0.1131 :j -i-1,20D-tO,50L-t1,60S 25.483 DSi 170 DSi 0.1499 OK -i-1,20D-t1,60S-K).80W 19,232 DSi 170 DSi 0.1131 OK -1-1,20D-iO.50Lr-tO,50L-t1.60W 25.483 DSi 170 DSI 0.1499 •y'\'\ -i-1,20D-tO,50L-tO.50S-t1,60W 25.483 Dsi 170 DSi 0.1499 ""',;/ -t-1.20D-t0.50L-tO.20S-tE 42.313 DSi 170 DSi 0.2489 -tO,90D-t1.60W-t1,60H 14.424 DSi 170 DSi 0.08485 -tO,90D-tE-t1.60H 31,254 DSi 170 DSi 0.1838 INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-3 line 1 Code References Calculations per Load Connbinations Used General Information 2006 IBC 8. ASCE 7-05 Material Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0ft Footing Thicknes = 18.0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis z in Height in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 3.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0,90 0.850 0.00180 1.50 : 1.50 Yes Yes No No Lr P: Column Load OB: Overburden M-xx M-zz V-x V-z 2.50 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 14- File = C:\00CUME-1\SHAWNN-HMYD0CU--1\ENERCA-HNCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13,5.2, Ver:6.13.5.2 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft W 2.50 10.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr- NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-3 line 1 DESIGN SUMMARY File = C:\D0CUME~nSHAWNN-1\MYD0CU~1\ENERCA-1\NCCC.1-1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6.13.5.2 li^: I'ri'i^. Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4127 Soil Bearing 1.328 ksf 3,218 ksf H-D-tO.750L-t0.750S-t0,5250E-tH about Z- 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 OO k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07541 Z Flexure (-tX) 2.162 k-ft 28.675 k-ft -t-1,20D-tO.50L-tO.20S-tE PASS 0.07541 Z Flexure (-X) 2.162 k-ft 28.675 k-ft -t1.20D-tO.50L-tO,20S-i€ PASS 0,07541 X Flexure (-tZ) 2,162 k-ft 28.675 k-ft -t1.20D-tO.50L-tO.20S-tE PASS 0.07541 X Flexure (-Z) 2,162 k-ft 28.675 k-ft -i-1.20DH-0.50L-t0.20S-t-E PASS 0.03141 1-way Shear (-tX) 2.670 psi 85.0 psi •t-1.20D-tO.50L-tO.20S-tE PASS 0.03141 1-way Shear (-X) 2.670 psi 85.0 psi -t1.20D-t0.50L-tO.20S-t-E PASS 0.03141 1-way Shear (-tZ) 2.670 psi 85.0 psi -i-1.20D-tO.50L-tO.20S-tE PASS 0,03141 1-way Shear (-Z) 2.670 psi 85.0 psi -t1.20D-tO,50L-tO.20S-t-E PASS 0.09498 2-way Punching 16.146 psi 170.0 psi -t1.20D^.50L-tO.20SH-E Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allovifable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -x Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-tt Side ? Bot or rop ? in'^2 in"2 in"2 k-ft X-X,-t1.40D 0.7801 -t-Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X, -t1,40D 0.7801 -Z Bottom 0.3888 Min Temc % 0.440 28.675 OK X-X, -t1,20D-tO.50Lr-t1.60L-i-1.60H 1.169 -tZ Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, •i-1,20D-tO,50Lr-t-1,60L-t1.60H 1.169 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -tl ,20D-t1,60L-tO,50S-t1.60H 1.169 -tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. -tl .20D-1-1.60L-tO.50S-t1.60H 1.169 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, •i-1,20D-t1,60Lr-tO,50L 0.8249 -t-Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -i-1,20D-t1.60Lr-tO.50L 0.8249 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X. •t1.20D-t1.60Lr-tO.80W 0.6686 -tZ Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X,-t-1,20D-t1.60Lr-tO.80W 0.6686 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X. -t1.20D-tO.50L-t-1.60S 0,8249 -tZ Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -t1.20D-tO.50L-t1.60S 0.8249 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X,-t-1.20D-t1,60S-tO,80W 0.6686 -t-Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -t1,20D-t-1.60S-tO.80W 0.6686 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -t-1,20D-tO.50Lr-tO.50L-t1.60W 0.8249 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D-t0.50Lr-tO.50L-t1.60W 0.8249 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -t1,20D+0,50L-tO,50S-t-1,60W 0.8249 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D-tO.50L-tO.50S-^-1.60W 0.8249 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, •t1.20D-t0.50L+0.20S-HE 2,162 -t-Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, -t1,20D-t0,50L-tO,20S-t-E 2,162 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,-tO,90D-t1.60W-t1,60H 0,5015 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, •tO,90D-t-1,60W-t-1,60H 0.5015 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+0.90D-t-E-t1.60H 1.839 -tZ Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -tO,90D-tE-t-1,60H 1.839 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, 1-1.400 0.7801 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr' NCCC General Footing File Project ID: 101585 'C;'sD0CUME-1\SHAWNN-1\MYD0CU-1\EI>IERCA-1\NCCC„1-1,EC6 ENERCALC, INC. 1983-2013, Build:6.135.2, Ver:6.13.5.2 l|L|c>»,:fKW-06M6198.:. „,0.:£.:.; :M mmm 3E^3 Description : Pad @ frame F-3 line 1 Z-Z,-tl .400 0.7801 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, -t1,20D+0.50Lr-t1.60L-t1.60H 1.169 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, -t1.20D-tO.50Lr-t1.60L-t1.60H 1.169 -tX Bottom 0.3888 Min Temo % 0,440 28.675 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing FileC:\D0CUME~1ISHAWNN-1\MYD0CU-1\ENERCA-1\NCCC J-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver:6.13.5,2 ii!Ny«iii©iNEiiiNGicQ^ WOW m Description : Pad @ frame F-3 line 1 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in"2 in'2 k-ft Z-Z, -t1,20D-t1,60L-tO,50S-t1,60H 1.169 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, -tl ,200-1-1,60L-tO.50S-t-1.60H 1.169 -tX Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,-t1.20D-t1,60Lr-iO,50L 0.8249 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, -t1.20D-t1.60Lr-tO.50L 0.8249 -tX Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z,-tl ,200-1-1,60Lr-tO,80W 0,6686 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,200-1-1,60Lr-tO,80W 0,6686 •^X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z -t1.20D-tO,50L-t1,60S 0,8249 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, -t1.20D-tO.50L-t1.60S 0.8249 -tX Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z,-t-1,200-1-1,60S-tO.80W 0.6686 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,-1-1,200-1-1.60S-tO.80W 0.6686 -tX Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, -t1.20D-tO,50Lr-tO.50L+1.60W 0.8249 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1.20D-tO.50Lr-tO.50L+1.60W 0.8249 -HX Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, -t1,20D+O,50L-tO.50S-i-1,60W 0.8249 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1.20D-tO.50L-tO.50S-t-1.60W 0.8249 -tX Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,-t1.20D-tO,50L40,20S-t-E 2.162 -X Bottom 0.3888 Min Temo % 0,440 28.575 OK Z-Z, -t1.20D-tO.50L-tO.20S-i-E 2.162 +x Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +0,90D-t-1,60Wt1,60H 0.5015 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, •tO,90D-t-1,60W-t1,60H 0.5015 -t-X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z+O.OOD-tE-tl.eOH 1.839 -x Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, -t0.90D-i-E-t1,60H 1.839 •t-X Bottom 0.3888 Min Temo % 0.440 28,675 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ^ I-Z Vu@+Z VutMax PhiVn Vu / Phi*Vn Status -1-1,400 0,963 DSi 0.963 DSi 0.963 DSi 0,963 DSi 0.963 DSi 85 DSi 0,01133 OK -i-1.20D-tO.50Lr-t1.60L-t-1.60H 1,443 DSi 1.443 DSi 1.443 DSi 1,443 DSi 1.443 DSi 85 DSi 0,01697 OK -tl .200-1-1.60L-tO.50S-i-1.60H 1,443 DSi 1.443 DSi 1.443 DSi 1,443 DSi 1.443 DSi 85 DSi 0,01697 OK -t1.20D-t1.60Lr-tO.50L 1.018 DSi 1,018 DSi 1.018 DSi 1,018 DSi 1,018 DSi 85 DSi 0.01198 OK -t-1.20D-t1,60Lr4O,80W 0,8255 DSi 0,8255 DSi 0.8255 DSi 0.8255 DSi 0.8255 DSi 85 DSi 0.009711 OK -t1,20D-tO,50L-t1.60S 1.018 DSi 1,018 Dsi 1.018 DSi 1.018 DSi 1.018 DSi 85 DSi 0.01198 OK +1.20D-t1.60S-t0.80W 0.8255 DSi 0.8255 DSi 0,8255 DSi 0.8255 DSi 0.8255 DSi 85 DSi 0.009711 OK -t-1.20D-tO.50Lr-tO,50L-t1,60W 1.018 DSi 1,018 osi 1,018 DSi 1.018 DSi 1018 DSi 85 DSi 0.01198 OK -t-1,20D-tO,50L-tO,50S-t1,60W 1.018 DSi 1.018 DSi 1,018 osi 1.018 DSi 1.018 DSi 85 DSi 0.01198 OK -t1,20D-tO,50LtO,20S-t-E 2.67 DSi 2.67 DSi 2,67 DSi 2.67 DSi 2.67 DSi 85 DSi 0.03141 OK -tO,90D-t-1,60W-t1.60H 0.6191 DSi 0.6191 DSi 0,6191 DSi 0.6191 DSi 0.6191 psi 85 DSi 0.007283 OK -tO.90D-te-t1,60H 2,27 DSi 2.27 DSi 2,27 DSi 2.27 DSi 2,27 DSi 85 DSi 0.02671 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status -1-1.400 5.824 DSi 170DS 0.03426 OK -t1,2OD-tO.50Lr-i-1,60L-t1,60H 8.726 DSi 170DS 0.05133 OK -tl ,200+1,60L-tO,50S-t1,60H 8.726 DSi 170 DSi 0.05133 OK -1-1,200-1-1.60Lr-iO.50L 6.159 DSi 170 DSi 0.03623 OK -t-1.20D-t1.60Lr-tO.80W 4.992 DSi 170 DSi 0.02937 OK -»-1.20D-tO.50L-t1,60S 6.159 DSi 170DS 0.03623 OK -t-1,20D-t1,60S-tO.80W 4.992 DSi 170DS 0.02937 OK -t1,20D-tO,50Lr-tO,50L-t-1,60W 6.159 DSi 170DS 0.03623 OK -t1.20D-iO.50L-tO.50S-i-1.60W 6.159 DSi 170 DSi 0.03623 OK -t1.20D-iO.50L-t0.20S-*-E 16.146 DS! 170 psi 0.09498 OK -tO.90D-t1.60W-t1.60H 3.744 DSi 170DS 0.02203 OK -tO.90D-tE-t-1.60H 13.731 DSi 170DS 0,08077 OK INLAND ENGINEERING 4883 E, lA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-12 line 2-N1 ; ^:<jit.i.tjl^<i(;- :- .- iSif^-.lih.- ... . File - C:\D0CUM6~1\SHAWNN-1\MYD0CU-1\ENERCA-nNCCC J~t.EC6 y ENERCALC, INC, 1983-2013, Builcl:6,13,5.2, Ver:6.13.5,2 i Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg Wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis Z Height Rebar Centeriine to Edge of Concrete, at Bottom of footing 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.860 0.00180 1.50 1.50 Yes Yes No No 4.0 ft 4.0 ft 18.0 in in in in 3.0 in Reinforcinigi Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SiZf 4.0 # 6 4,0 # 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a P: Column Load OB: Overburden M-xx M-zz V-x V-z 22.20 loil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater=t 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4': m a. (0 11 \l..'^iM^n UiMi^a.'. Lr W 22.20 10.70 k ksf k-ft k-ff k k INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing KWfQ6906f98 Description : Pad @ frame F-12 line 2-N1 DES/6W SUMMARY File - C:iD0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA~1\NCCC 1-1,EC6 ENERCALC, INC. 1983-2013, Build:6.13.5,2, Ver:6.13.5.2 JTaS 3 T(c) 11' I a ^ r11J [«4 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,9315 Soil Bearing 2,997 ksf 3.218 ksf -tD-t0.750L-tO.750S-tO.5250E-t-H about Z- 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 OO k 0.0 k No Uplift PASS 0,2892 Z Flexure (-tX) 8,292 k-ft 28.675 k-ft -i-1.20D-tO.50Lr-t-1.60L-i-1.60H PASS 0,2892 Z Flexure (-X) 8,292 k-ft 28.675 k-ft -t1.20D-tO.50Lr-t-1.60L-t-1.60H PASS 0,2892 X Flexure (-t-Z) 8.292 k-ft 28.675 k-ft •i-1.20D-tO.50Lr-Hl,60L+1,60H PASS 0.2892 X Flexure (-Z) 8,292 k-ft 28.675 k-ft -t1,20D-tO,50Lr-t1,60L-t1,60H PASS 0.1987 1-way Shear (-t-X) 15,891 psi 85.0 psi -t1,20D-tO,50Lr-t1.60L-t1,60H PASS 0.1987 1-way Shear (-X) 16.891 psi 85.0 psi -t1,20D-tO,50Lr-t-1,60L-t1,60H PASS 0.1987 1-way Shear (-tZ) 16.891 psi 85.0 psi -t-1.20D-tO,50Lr-t1.60L+1.60H PASS 0,1987 1-way Shear (-Z) 16.891 psi 85.0 psi -t1.20D-tO.50Lr+1,60L-t-1,60H PASS 0,3945 2-way Punching 67.073 psi 170.0 psi -t1,20D-tO.50Lr-t1.60L-t1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination.. Actual Soil Bearing Stress Actual / Allowable Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... All units k Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd Gvrn. As in«2 Actual As in"2 Phl*Mn k-ft Status X-X. +1.400 4.494 -t-Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, -t1,40D 4.494 -Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, -t-1,20D-tO,50Lr-t-1.60L-t1.60H 8.292 -tZ Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -1-1.20D-tO.50Lr-t1.60L-t-1.60H 8.292 -z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, -t-1,20D-t1.60L-tO,50S-t-1,60H 8.292 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -t1,20D-t1.60L-tO.50S-t1.60H 8.292 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,-t1,20D+1.6OLr-tO.50L 5.240 -tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -t-1.20D-t1.50Lr-tO.50L 5.240 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, -t1.200-1-1.60Lr-tO,80W 3.852 -tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -t1,20D+1,60Lr-tO,80W 3.852 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -t1,20D-tO.50L-t1,60S 5.240 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,-t1,20D-tO,50L-t-1,60S 5.240 -z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X,-tl ,200-1-1,60S-K),80W 3.852 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -t1,200-1-1,60S-tO,80W 3,852 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.20D-tO,50Lr+0.50L-t1,60W 5,240 -tZ Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -t1.20D-tO.50Lr-tO.50L-t1.60W 5,240 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -t1,20D-tO,50L-tO.50S-t-1,60W 5.240 -tZ Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, -t1,20D+0,50L-tO,50S-t-1,60W 5.240 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,-t1,20D-tO,50L-tO.20S-tE 6.577 -t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X.-t1,20D-tO,50L-tO.20S-t€ 6.577 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -tO.90D-i-1.60W-t1.60H 2.889 -tZ Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -tO,90D-t1,60W-t1,60H 2.889 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, •tO.90D-t-E-t1.60H 4.227 t-Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, •tO,90D-tE-t1,60H 4,227 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,-t1,40D 4.494 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK 1NU\ND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: Pad ©frameF-12 Iine2-N1 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File - C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC„1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 iime CONSULUNQ I z-z,+1,400 4,494 +X Bottom 0,3888 Min Temo % 0,440 28.675 OK Z-Z, +1,20D+0,50Lr+1.60L+1,60H 8.292 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 8.292 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Titie: Engineer: Project Descr: NCCC Proiect ID: 101585 j General Footing Description : Pad @ frame F-12 line 2-N1 Footing Flexure File C:\D0CUME-1\SHAWNN--1\MY00CU-1\ENERCA-1\NCCC J-1.EC6 ENERCALC, INC. 1983-2013, BuiW:6.13.5.2, Ver:6.13,5.2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in"2 in"2 k-ft Status Z-Z, +1.20D+1.60L+0.50S+1.60H 8.292 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+1.60L+O.50S+1.60H 8.292 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z+1.20D+1.60Lr-tO.50L 5.240 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1,200+1.60Lr-tO.50L 5.240 +X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, +1.20D+1,60Lr-tO,80W 3.852 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,200+1.60Lr+0.80W 3.852 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+O.50L+1.60S 5.240 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D4O.50L+1.60S 5.240 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+1,60S-iO,80W 3.852 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1.60S+O.80W 3.852 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+0,50Lr-tO,50L+1,60W 5.240 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 5.240 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50L-tO,50S+1,60W 5.240 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 5.240 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D-tO.50L+0.20S+E 6,577 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1.20D+O,50L+0.20S+E 6.577 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, -tO.90D+1.60W+1.60H 2.889 -X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, -K),90D+1.60W+1.60H 2.889 +X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, -tO,90D+E+1.60H 4.227 -X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, +0.90D+E+1.60H 4.227 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu @ -Z Vu ^ % +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 9,154 DSi 9,154 DSi 9,154 DSi 9.154 DSi 9.154 DSi 85 DSi 0.1077 OK +1.20D+0.50Lr+1.60L+1.60H 16.891 DSi 16.891 DSi 16,891 DSi 16.891 DSi 16.891 DSi 85 DSi 0,1987 OK +1.20D+1.60L+O.50S+1.60H 16.891 DSi 16,891 DSi 16.891 DSi 16.891 osi 16.891 DSi 85 DSi 0,1987 OK +1.20D+1.60Lr+O.50L 10.673 DSi 10.673 DSi 10.673 DSi 10.673 DSi 10.673 DSi 85 DSi 0,1256 OK +1.20D+1.60Lr-tO,80W 7.847 DSi 7.847 DSi 7,847 DSi 7,847 DSi 7.847 DSi 85 DSi 0.09231 OK +1.20D+0.50L+1.60S 10.673 DSi 10.673 DSi 10.673 DSi 10.673 DSi 10,673 DSi 85 DSi 0,1256 OK +1.20D+1.60S+O.80W 7.847 DSi 7.847 DSi 7,847 DSi 7.847 DSi 7,847 DSi 85 osi 0.09231 OK +1.20D+O.50Lr+O.50L+1.60W 10.673 DSi 10.673 DSi 10.673 DSi 10,673 DSi 10,673 DSi 85 DSi 0.1256 OK +1.20D+O.50L+O.50S+1.60W 10,673 DSi 10.673 DSi 10.673 DSi 10.673 DSi 10,673 DSi 85 DSi 0.1256 OK +1.20D-tO,50L-tO,20S+E 13,398 DSi 13,398 DSi 13.398 DSi 13.398 DSi 13.398 DSi 85 DSi 0.1576 OK +O.90D+1,60W+1.60H 5,885 DSi 5.885 DSi 5.885 DSi 5.885 DSi 5.885 DSi 85 DSi 0.06924 OK +O.90D+E+1.60H 8.61 DSi 8.61 DSi 8.61 DSi 8.61 DSi 8.61 DSi 85 DSi 0.1013 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1,40D 36.351 OS 170 DSI 0.2138 OK +1.20D+0.50Lr+1.60L+1.60H 67.073 DS 170 DSi 0.3945 OK +1.20D+1.60L+O.50S+1.60H 67.073 OS 170 DSi 0,3945 OK +1.200+1,60Lr+O.50L 42,382 DS 170 DSi 0,2493 OK +1.20D+1.60Lr+O.80W 31.158 DS 170 DSi 0.1833 OK +1.20D+O.50L+1.60S 42.382 DS 170 DSi 0.2493 OK +1.200+1.60S+0.80W 31,158 DS 170 DSi 0.1833 OK +1.20D-tO.50Lr-tO.50L+1.60W 42.382 DS 170 DSi 0.2493 OK +1.20D+0,50L-tO,50S+1,60W 42.382 DS 170 DSi 0.2493 OK +1.20D-tO,50L-tO.20S+E 53.201 DS 170 DSi 0.3129 OK +0.90D+1.60W+1.60H 23.369 DS 170 osi 0.1375 OK +O,9OD+E+1.60H 34.188 DS 170 DSi 0.2011 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 General Footing I! Description : Pad @ frame F-12 line 2-N4 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File - C \D0CUME-1\SHAWNN-HMYD0CU~1\ENERCA~1\NCCC J-1,EC6 ENERCALC, INC, 1983-2013, Build:6.13,5,2, Ver:6.13,5,2 Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 IVlaterial Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Allow % Temp Reinf, Min, Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wrt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions.., px: parallel to X-X Axis pz: parallel to Z-Z Axis Z Height Rebar Centeriine to Edge of Concrete., at Bottom of footing 2.50 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 :1 1.50 1 Yes Yes No No 8.0 ft 8.0 ft 24.0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 10.0 # 6 10.0 # 6 Bandv/idth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separatton n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load = OB: Overburden = M-xx = M-zz V-x V-z 90.0 Lr Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft ooi 0" —X m a. II w 90.0 10.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 1 3 General Footing 'mm Description : Pad @ frame F-12 line 2-N4 C:\D0CUME-11SHAWNN~1\MYD0CU--1\ENERCA-1\NCCC._1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver:6.13.5.2 DESIGN SUMMARY lUin. Ratio Item Applied Capacity Governing Load Combination PASS 0.9432 Soil Bearing 3.103 ksf 3.290 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 OOk No Sliding PASS n/a Sliding -Z-Z 0.0 k 0,0 k No Sliding PASS n/a Uplift OOk 0,0 k No Uplift PASS 0.6806 Z Flexure (+X) 34.284 k-ft 50.374 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.6806 Z Flexure (-X) 34.284 k-ft 50.374 k-ft +1.200+1.60L-tO.50S+1,60H PASS 0.6806 X Flexure (+Z) 34.284 k-ft 50.374 k-ft +1.20D+1.60L+O.50S+1.6OH PASS 0.6806 X Flexure (-Z) 34.284 k-ft 50.374 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0.4535 1-way Shear (+X) 38,547 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,4535 1-way Shear (-X) 38.547 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,4535 1-way Shear (+Z) 38.547 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,4535 1-way Shear (-Z) 38.547 psi 85.0 psi +1.20D+O.50Lr+1,60L+1.60H PASS 0,8648 2-way Punching 147018 psi 170.0 psi +1,20D+O,50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc -X -x Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Whicti Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination K-n Side 7 Bot or Top I 10*2 m"2 in'^2 k-lt X-X,+1.400 18,998 +Z Bottom 0.5184 Min Temo % 0.550 50,374 OK X-X, +1.40D 18,998 -Z Bottom 0.5184 Min Temo % 0.550 50,374 OK X-X. +1.20D+0.50Lr+1,60L+1,60H 34.284 +Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 34.264 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1,20D+1,60L-tO,50S+1,60H 34.284 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+1,60L-tO,50S+1,60H 34.284 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+1.60Lr-tO.50L 21,909 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1,200+1,60Lr-tO,50L 21,909 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X. +1.20D+1.60Lr+O.80W 16,284 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1,200+1,60Lr+0,80W 16,284 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+0.50L+1.60S 21.909 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1,20D+O,50L+1,60S 21.909 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.200+1,60S-tO,80W 16.284 tZ Bottom 0.5184 Min Temo % 0.550 50,374 OK X-X, +1.20D+1.60S-tO.80W 16,284 -Z Bottom 0.5184 Min Temo % 0.550 50,374 OK X-X, +1.20D+O,50Lr-iO,50L+1.60W 21,909 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+O.50Lr-tO.50L+1.60W 21,909 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+0.50L-tO.50S+1.60W 21,909 tZ Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +1.20D+O,50L+Q.50S+1.60W 21,909 -Z Bottom 0.5184 Min Temo % 0,550 50.374 OK X-X, +1,20D+0,50L+O,20S+E 23,247 +Z Bottom 0.5184 Min Temo % 0,550 50.374 OK X-X, +1,20D+O.50L+O,20S+E 23,247 -Z Bottom 0.5184 Min Temo % 0.550 50.374 OK X-X, +0,90D+1.60W+1.60H 12.213 +Z Bottom 0,5184 Min Temo % 0.550 50.374 OK X-X. +0.90D+1.60W+1.60H 12.213 -Z Bottom 0,5184 Min Temo % 0.550 50.374 OK X-X, +0,90D+E+1,60H 13,551 +Z Bottom 0,5184 Min Temo % 0.550 50,374 OK X-X, +O.90D+E+1.60H 13,551 -Z Bottom 0.5184 Min Temo % 0.550 50,374 OK Z-Z, +1,40D 18.998 -X Bottom 0.5184 Min Temo % 0.550 50,374 OK INLAND ENGINEERING 4883 E, U\ PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 2f I General Footing Description : Pad @ frame F-12 line 2-N4 File •- C:\D0CUME-1\SHAWNN-l\MYD0CU-nENERCA~l\NCCC 1~1.EC6 ENERCALC, INC. 1963-2013, Build:6,13.5.2, Ver:6.13.5.2 Z-Z, +1,40D 18.998 +X Bottom 0.5184 Min Temo % 0,550 50,374 OK Z-z, +1,20D-tO.50Lr+1.60L+1.60H 34,284 -X Bottom 0.5184 Min Temo % 0,550 50,374 OK Z-Z, +1.20D+0.50Lr+1,60L+1.60H 34.284 +X Bottom 0,5184 Min Temo % 0,550 50,374 OK INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 2-S~ General Footing pjiTji File =- C:\D0CUME~1\SHAWNN-HMYD0C1J-1\ENERCA-1\NCCC_1-1.EC6 ENERCALC. INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 T»5 Description: Footing Flexure Pad ©frame F-12 Iine2-N4 4fJNgERINe CONSULTINC Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top ? in"2 in"2 in''2 k-ft Status Z-Z, +1.20D+1.60L+0.50S+1.60H 34,284 -X Bottom 0.5184 Min Temo % 0,550 50.374 OK Z-Z, +1.20D+1,60L+O.50S+1,60H 34,284 +X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z. +1.20D+1,60Lr+O,50L 21.909 -X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z,+1.200+1.60Lr+O.50L 21.909 +X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z, +1,200+1,60Lr-tO,80W 16.284 -X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+1.60Lr+O.8OW 16.284 +X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+O.50L+1.60S 21.909 -X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z. +1.20D+O.50L+1.60S 21,909 +X Bottom 0,5184 Min Temo % 0.550 50.374 OK Z-Z, +1.200+1,60S+O,80W 16.284 -X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z,+1,20D+1.60S+O,80W 16.284 +X Bottom 0,5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+O.50Lr-tO.50L+1.60W 21.909 -X Bottom 0,5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+O.50Lr-tO.50L+1.60W 21.909 +X Bottom 0,5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+0,50L+0,50S+1.60W 21.909 -X Bottom 0,5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 21.909 +X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z, +1,20D+0,50L+0,20S+E 23.247 -X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z, +1.20D+O,50L+O,20S+E 23,247 +X Bottom 0.5184 Min Temo % 0.550 50.374 OK Z-Z. +O.90D+1.60W+1.60H 12.213 -X Bottom 0.5184 Min Temo % 0.550 50,374 OK Z-Z, +0,900+1,60W+1,60H 12.213 +X Bottom 0.5184 Min Temo % 0.550 50,374 OK Z-Z, +0.90D+E+1,60H 13.551 -X Bottom 0.5184 Min Temo % 0.550 50,374 OK Z-Z,+0.90D+E+1,60H 13.551 +X Bottom 0.5184 Min Temo % 0.550 50,374 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu^ l-Z Vu@ +Z Vu-.Max PhiVn Vu / Phi*Vn Status +1.40D 21.36 DSi 21.36 DSi 21.36 DSi 21.36 DSi 21.36 DSi 85 DSi 0,2513 OK +1.20D+0.50Lr+1.60L+1.60H 38.547 DSi 38.547 DSi 38.547 DSi 38.547 DSi 38.547 DSi 85 DSi 0,4535 OK +1.20D+1.60L+O.50S+1.60H 38.547 osi 38.547 DSi 38.547 DSi 38.547 DSi 38.547 DSi 85 osi 0,4535 OK +1.200+1.60Lr+0.50L 24.633 DSi 24.633 DSi 24.633 DSi 24.633 DSi 24.633 DSi 85 DSi 0,2898 OK +1.20D+1.60Lr+O.80W 18.309 osi 18.309 DSi 18.309 DSi 18.309 DSi 18.309 DSi 85 DSi 0.2154 OK +1.20D+O,50L+1.60S 24.633 DSi 24.633 DSi 24.633 DSi 24.633 DSi 24.633 DSi 85 DSi 0,2898 OK +1.20D+1.60S+0,80W 18.309 DSi 18.309 DSi 18,309 DSi 18.309 DSi 18.309 DSi 85 DSi 0.2154 OK +1.20D+0.50Lr-K).50L+1.60W 24.633 Dsi 24.633 DSi 24.633 DSi 24.633 DSi 24.633 DSi 85 DSi 0.2898 OK +1,20D+O,50L+O,50S+1,60W 24.633 Dsi 24.633 DSi 24.633 DSi 24,633 DSi 24.633 DSi 85 DSi 0,2898 OK +1.20D+O,50L+O,20S+E 26.137 DSi 26.137 osi 26.137 DSi 26.137 DSi 26.137 DSi 85 DSi 0.3075 OK +0,900+1,60W+1.60H 13.732 DSi 13.732 DSi 13.732 DSi 13,732 DSi 13.732 DSi 85 DSi 0.1615 OK +O.90D+E+1.60H 15.235 DSi 15.235 DSi 15.235 DSi 15.235 DSi 15.235 DSi 85 DSi 0.1792 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 81.468 DSi 170DS 0.4792 OK +1.20D+O.50Lr+1.60L+1,60H 147.018 DSi 170DS 0.8648 OK +1.200+1.60L+O.50S+1.60H 147018 DSi 170DS 0.8648 OK +1.20D+1.60Lr+O.50L 93.951 DSi 170DS 0.5527 OK +1.200+1.60Lr-tO.80W 69.83 DSi 170DS 04108 OK +1.20D4O.50L+1,60S 93.951 DSi 170DS 0.5527 OK +1.20D+1.60S+0.80W 69.83 DSi 170DS 0,4108 OK +1.20D+O,50Lr+0,50L+1,60W 93.951 DSi 170DS 0,5527 OK +1,20D+0.50L-tO,50S+1,60W 93.951 DSi 170DS 0,5527 OK +1.20D+O.50L+O.20S+E 99.686 DSi 170DS 0,5864 OK +0.90D+1.60W+1.60H 52.372 DSi 170 OS 0.3081 OK -tO.90D+E+1.60H 58.108 DSi 170DS 0.3418 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 General Footing Llc.#: KW-06006198 Description: Pad @ frame F-7 line 2 Nl Co^e References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information IVlaterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes = Pedestal dimensions,., px: parallel to X-X Axis pz: parallel to Z-Z Axis : Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 4.0 ft 4.0 ft 18.0 in in in in 3.0 in 4.0 # 6 4.0 # 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads^ D P: Column Load = OB; Overburden = M-xx = M-zz V-x V-z Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA~1\NCCC_1-1.EC6 | ENERCALC. INC. 1983-2013, Build:6,13.5,2, Ver:6.13.5.2 I Licensee : INLAND ENGINEERING CONSULTING INC Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footinq Depth Footing base depth befow soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4':Q' m a. CO II Lr W 17.50 17.50 17.80 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: Pad ©frame F-7 line2N1 Project Title; Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME~1\SHAWNN~nMYD0CU-1\ENERCA~1\NCCC^1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 rr DESIGN SUMMARY n. Ratio Item Applied Capacity Governing Load Combination 0.8441 Soil Bearing 2.716 ksf 3.218 ksf +D+O.750L+O.750S+O.5250E+H about Z- n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning n/a Sliding-X-X 0.0 k 0.0 k No Sliding n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding n/a Uplift 0.0 k 0.0 k No Uplift 0,2318 Z Flexure (+X) 6.647 k-ft 28.675 k-ft +1,20D+0.50Lr+1,60L+1,60H 0.2318 Z Flexure (-X) 6.647 k-ft 28.675 k-ft +1,20D-tO.50Lr+1,60L+1,60H 0.2318 X Flexure (+Z) 6.647 k-ft 28.675 k-ft +1,20D+0,50Lr+1,60L+1.60H 0,2318 X Flexure (-Z) 6.647 k-ft 28.675 k-ft +1,20D+O,50Lr+1,60L+1,60H 0.1593 1-way Shear (+X) 13.540 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H 0.1593 1-way Shear (-X) 13.540 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H 0.1593 1-way Shear (+Z) 13,540 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H 0.1593 1-way Shear (-Z) 13.540 psi 85.0 psi +1.20D+0.50Lr+1,60L+1.60H 0.3163 2-way Punching 53.767 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress +Z +Z -X Actual / Allowable Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure All units k Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd 'm''2 Gvrn. As in"2 Actual As in'*2 Phi'Mn k-ft Status X-X,+1,40D 3.672 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X.+1.400 3,672 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50Lr+1,60L+1.60H 6,647 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X. +1,20D+0.50Lr+1,60L+1.60H 6.647 -Z Bottom 0,3888 Min Temo % 0,440 28.675 OK X-X. +1,20D+1,60L-tO,50S+1,60H 6,647 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,200+1,60L+O,50S+1,60H 6,647 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+1,60Lr+O,50L 4.241 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1,20D+1,60Lr+O,50L 4,241 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1,60Lr+O,80W 3,147 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1,200+1.60Lr+O.80W 3,147 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X.+1,20D+O,50L+1,60S 4,241 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1.20D+O,50L+1,60S 4,241 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+1,200+1.60S+O,80W 3,147 +z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X,+1,20D+1,60S+O,80W 3,147 -Z Bottom 0,3888 Min Temo % 0,440 28,675 OK X-X, +1,20D+O.50Lr+O.50L+1,60W 4,241 +z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1,20D-tO,50Lr+O.50L+1.60W 4,241 -Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X. +1.20D+O,50L+O,50S+1.60W 4,241 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+0,50L-tO,50S+1.60W 4,241 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+O.50L-tO.20S+E 6,466 +z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X. +1.20D+0.50L+0.20S+E 6,466 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, -tO,90D+1,60W+1,60H 2,360 +z Bottom 0,3888 Min Temo % 0,440 28.675 OK X-X, +0.900+1.60W+1,60H 2.360 -z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +O.90D+E+1.60H 4,585 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -tO.90D+E+1.60H 4,585 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,40D 3,672 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK INLAND ENGINEERING 4883 E, U\ PALMA STE,501-A ANAHEIM.CA, 92807 General Footing Description : Pad @ frame F-7 line 2 N1 Project Title: NCCC Engineer: Project Descr: Proiect ID: 10158 File = C:\D0CUME-1\SHAWNN--1\MYD0CU~nENERCA-1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6,13.5.2 ii : INI^MO EMSPJimNG CONSULTIM^ z-z. +1,400 3.672 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK z-z. +1,20D+O,50Lr+1,60L+1.60H 6.647 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK z-z. +1.20D+O,50Lr+1,60L+1.60H 6.647 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK INLAND ENGINEERING 4883 E. [A PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 General Footing Description : Pad @ frame F-7 line 2 HI File ^ C:\D0CUME-1\SHAWNN-1\MYD0CU~nENERCA~1\NCCC_1--1.EC6 ENERCALC, INC. 1983-2013, Build;6.13,5.2, Ver:6.13.5.2 rINLANPErjgiMiEilNGPONgULTINGINe Fo( ting Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Plii*Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in'2 in"2 in''2 k-ft Z-Z,+1.20D+1.60L+O,50S+1.60H 6.647 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z+1,20D+1.60L+O,50S+1.60H 6.647 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,200+1.60Lr+O.50L 4.241 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,20D+1,60Lr+O.50L 4.241 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,200+1,60Lr+O,80W 3.147 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1.60Lr+0.80W 3.147 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+0.50L+1,60S 4.241 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z+1.20D+O.50L+1.60S 4.241 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1,60S+O,80W 3.147 -X Bottom 0,3888 Min Temo % 0,440 28.675 OK Z-Z, +1,200+1.60S+O.80W 3.147 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0,50Lr+0,50L+1,60W 4.241 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+O,50Lr+O,50L+1,60W 4.241 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 4.241 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O,50L+O.50S+1.60W 4.241 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1.20D-tO,50L+O.20S+E 6.466 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,20D+O,50L+O,20S+E 6.466 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, -tO.90D+1.60W+1,60H 2.360 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+O.90D+1,60W+1.60H 2.360 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +O.90D+E+1.60H 4.585 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +O.90D+E+1,60H 4.585 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ^ i-Z Vu@+Z Vu:Max PhiVn Vu/Phi*Vn Status +1,40D 7.479 DSi 7.479 DSi 7.479 DSi 7.479 DSi 7.479 DSi 85 DSi 0.08799 OK +1.20D+O.50Lr+1.60L+1.60H 13.54 DSi 13.54 DSi 13.54 DSi 13,54 DSi 13.54 DSi 85 DSi 0,1593 OK +1.200+1.60L+O.50S+1,60H 13.54 DSi 13.54 DSi 13.54 DSi 13.54 Dsi 13.54 DSi 85 DSi 0,1593 OK +1.200+1.60Lr+O.50L 8.639 DSi 8.639 DSi 8.639 DSi 8,639 DSi 8.639 Dsi 85 DSi 0,1016 OK +1.20D+1.60Lr+O,80W 6.411 DSi 6.411 DSi 6.411 Dsi 6,411 DSi 6.411 DSi 85 DSi 0,07542 OK +1,20D+0,50L+1.60S 8.639 DSi 8.639 DSi 8,639 DSi 8.639 DSi 8.639 DSi 85 DSi 0.1016 OK +1,20D+1.60S+O,80W 6.411 DSi 6.411 DSi 6.411 DSi 6.411 DSi 6.411 DSi 85 DSi 0.07542 OK +1.20D-tO.50Lr+O.50L+1.60W 8.639 DSi 8.639 DSi 8.639 DSi 8,639 DSi 8.639 DSi 85 DSi 0.1016 OK +1.20D+O,50L+O.50S+1,60W 8.639 DSi 8.639 DSi 8.639 DSi 8,639 DSi 8.639 DSi 85 DSi 0.1016 OK +1,20D+O,50L+O,20S+E 13.171 DSi 13.171 DSi 13.171 DSi 13,171 DSi 13.171 DSi 85 DSi 0.155 OK -tO,90D+1.60W+1,60H 4.808 DSi 4.808 DSi 4.808 DSi 4.808 DSi 4.808 DSi 85 DSi 0,05656 OK +O,90D+E+1,60H 9.34 osi 9.34 DSi 9.34 DSi 9,34 Dsi 9.34 DSi 85 DSi 0,1099 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 29.698 DSi 170 DSI 0.1747 +1,20D+O,50Lr+1,60L+1.60H 53.767 DSi 170 DSI 0.3163 +1.20D+1.60L+0.50S+1.60H 53,767 DSi 170 DSi 0,3163 +1.20D+1.60Lr+O.50L 34.303 DSi 170DS 0.2018 K +1.200+1.60Lr+0,80W 25,456 DSi 170DS 0,1497 +1.20D+0.50L+1.60S 34.303 DSi 170DS 0.2018 +1.200+1.60S+0.80W 25,456 DSi 170DS 0.1497 jK, +1.20D+O.50Lr+0.50L+1,60W 34.303 DSi 170DS 0.2018 +1,20D+O,50L+O.50S+1,60W 34.303 DSi 170DS 0.2018 +1,20D+O,50L+O,20S+E 52.301 DSi 170DS 0.3077 +O.90D+1,60W+1,60H 19.092 DSi 170DS 0.1123 +O,90D+E+1.60H 37.09 DSi 170DS 0.2182 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing ;Uc.|#: KW-06006198 Description: Pad ©frameF-7 line2N4 Code References Calculations per Load Combinations Used General Information : 2006 IBC & ASCE 7-05 IVlaterial Properties f c; Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear JDimensions_ Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes = Pedestal dimensions,.. px: parallel to X-X Axis - pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete., at Bottom of footing 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 5.50 ft 5.50 ft 18.0 in 0.0 in 0.0 in 0.0 in 3.0 in Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C;\D0CUME-1\SHAWNN-HMYD0CU-1\ENERCA~1\NCCC.1-1.EC6 • ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.135.2 I Licensee : INUND ENGINEERING CONSULTING INC Soil Design Values Allowable Soil Bearing = 3.0 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth befow soil surface = 0.0ft Allowable pressure Increase per foot of deptl= 0.0 ksf when footing base Is below = 0.0 ft Increases based on footing plan dimension Allowable pressure increase per foot of dept = 0.0 ksf when maximum length or width Is greater4 0.0 ft Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z fws Number of Bars Reinforcing Bar Siz( 5.0 # 6 5.0 # 6 Bandwidth Distribution Check (AC115.4.42) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 5-#6Bais 5 -« 6 Bars D Lr L s w E H P: Column Load 41.50 0.0 41.50 0.0 0.0 17.80 0.0 k OB: Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0,0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0,0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0,0 0.0 0.0 k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: voce Proiect ID: 101585 General Footing Description : Pad @ frame F-7 line 2 N4 DE SIGN SUMMARY File = C;\DOCUME--1\SHAWNN~1\MYD0CU~1\ENERCA~1\NCCC^1~1.EC6 ENERCALC, INC. 1983-2013,8uild:6.13.5.2, Ver:6.13.5.2 '1 " " >',<! n. Ratio Item Applied Capacity Goveming Load Combination 0.9203 Soil Bearing 2.961 ksf 3.218 ksf -tO+L-tH about Z-Z axis n/a Overturning - X-X 0.0 k-ft 0,0 k-ft No Overturning n/a Overturning - Z-Z 0.0 k-ft 0,0 k-ft No Overturning n/a Sliding-X-X 0.0 k 0.0 k No Sliding n/a Sliding-Z-Z 0.0 k OOk No Sliding n/a Uplift 0.0 k 0.0 k No Uplift 0.5931 Z Flexure {+X) 15.512 k-ft 26.153 k-ft +1.20D+1,60L+0,50S+1.60H 0.5931 Z Flexure (-X) 15.512 k-ft 26.153 k-ft +1,200+1,60L+0,50S+1,60H 0.5931 X Flexure (+Z) 15.512 k-ft 26.153 k-ft +1,200+1.60L+0,50S+1,60H 0.5931 X Flexure (-Z) 15,512 k-ft 26,153 k-ft +1,200+1,60L+O,50S+1,60H 0.3933 1-way Shear (+X) 33.426 psi 85.0 psi +1.20D-tO,50Lr+1,60L+1,60H 0.3933 1-way Shear (-X) 33,426 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H 0.3933 1-way Shear (+Z) 33.426 psi 85.0 psi +1.20D-tO,50Lr+1.60L+1.60H 0.3933 1-way Shear (-Z) 33.426 psi 85.0 psi +1.20D+O.50Lr+1,60L+1,60H 0.7669 2-way Punching 130.377 psi 170.0 psi +1,20D-K),50Lr+1,60L+1,60H Detailed Results Soil Bearirig Rotation Axis & Load Combination.. Gross Allowable Xecc Zecc Actual Soil Bearing Stress +Z -X Actual / Allowable Ratio Overturning Stability Rotation Axis & Load Combination.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure All units k Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu k-ft Whicli Side? Tension @ Bot or Top? As Req'd in'^2 Gvrn. As in'^2 Actual As in'^2 Phi*Mn k-ft Status X-X. +1.40D 8.414 +Z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X,+1.400 8,414 -Z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +1,20D-tO.50Lr+1.60L+1,60H 15.512 +z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 15.512 -z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X, +1.200+1.60L+0.50S+1.60H 15.512 +z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X, +1,20D+1.60L+0,50S+1,60H 15.512 -z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X, +1.200+1,60Lr-tO.50L 9.806 +z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +1.20D+1.60Lr-tO,50L 9.806 -z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X,+1,200+1.60Lr+0.80W 7.212 +z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X,+1,200+1,60Lr-tO.80W 7.212 -z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +1,20D+O,50L+1,60S 9,806 +z Bottom 0,3888 Min Temo % 0,40 26.153 OK X-X,+1,20D-tO,50L+1.60S 9,806 -z Bottom 0,3888 Min Temo % 0,40 26.153 OK X-X, +1.200+1.60S+0.80W 7,212 +z Bottom 0,3888 Min Temo % 0,40 26.153 OK X-X,+1,20D+1.60S-tO,80W 7.212 -z Bottom 0,3888 Min Temo % 0.40 26.153 OK X-X, +1,20D+O,50Lr+O.50L+1,60W 9.806 +z Bottom 0,3888 Min Temo % 0,40 26.153 OK X-X, +1,20D+0,50Lr+0,50L+1.60W 9.806 -z Bottom 0,3888 Min Temo % 0.40 26.153 OK X-X, +1.20D+O.50L+O.50S+1,60W 9.806 +z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +1.20D+O.50L+O.50S+1.60W 9.806 -z Bottom 0,3888 Min Temo % 0,40 26.153 OK X-X,+1.20D+0.50L+0.20S+E 12.031 +z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X.+1,20D-tO,50L+0,20S+E 12.031 -z Bottom 0.3888 Min Temp % 0,40 26.153 OK X-X, +0,900+1,60W+1.60H 5.409 +z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X, +O.90D+1.60W+1.60H 5,409 -z Bottom 0.3888 Min Temo % 0,40 26.153 OK X-X, +0.90D+E+1,60H 7,634 +z Bottom 0.3888 Min Temo % 0.40 26.153 OK X-X, +O,90D+E+1,60H 7,634 -z Bottom 0.3888 Min Temo % 0.40 26.153 OK Z-Z, +1,400 8.414 -X Bottom 0.3888 Min Temo % 0.40 26.153 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 r General Footing Description : Pad @ frame F-7 line 2 N4 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME~1\SHAWNN--1\MYD0CU~1\ENERCA-1\NCCCJ--1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6.13.5.2 ^#OTiie^JNyyNBiNj^lWiil^6gaNSU^3•^ z-z +1.40D 8.414 +X Bottom 0.3888 Min Temo % 0.40 26,153 OK z-z, +1.20D+0.50Lr+1.60L+1.60H 15,512 -X Bottom 0.3888 Min Temo % 0.40 26.153 OK z-z +1.20O+O,50Lr+1.60L+1,60H 15,512 +X Bottom 0.3888 Min Temo % 0,40 26.153 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing File = C:\D0CUME~1\SHAWNN-1\MYD0CU~1\ENERCA-1\NCCC^1~1.EC6 ENERCALC, INC, 1983-2013, Build;6.13.5.2, Ver:6,13.5.2 Description: Pad @ frame F-7 line 2 N4 Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in'^2 Gvrn. As in»2 Actual As in'^2 Phi*Mn k-ft Status Z-Z. +1.200+1.60L+O,50S+1,60H 15.512 -X Bottom 0.3888 Min Temo % 0.40 26,153 OK z-z, +1,20D+1.60L+O,50S+1,60H 15.512 +X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z.+1,200+1.60Lr+O.50L 9.806 -X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z,+1,200+1,60Lr+0.50L 9.806 +X Bottom 0,3888 Min Temo % 0.40 26.153 OK Z-Z,+1.200+1.60Lr+0.80W 7.212 -X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z, +1.20D+1.60Lr+O.80W 7.212 +X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z,+1,20D+0,50L+1.60S 9.806 -X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z+1,20D+O,50L+1,60S 9.806 +X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z,+1,20D+1.60S+O.80W 7.212 -X Bottom 0.3888 Min Temo % 0.40 26,153 OK Z-Z,+1,20D+1.60S+0,80W 7212 +X Bottom 0,3888 Min Temo % 0,40 26,153 OK Z-Z, +1,20D+O.50Lr+O.50L+1,60W 9.806 -X Bottom 0,3888 Min Temo % 0,40 26,153 OK Z-Z, +1.20D+O,50Lr+O,50L+1,60W 9.806 +X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 9.806 -X Bottom 0,3888 Min Temo % 0.40 26.153 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 9,806 +X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z,+1.20D+0.50L+O,20S+E 12,031 -X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z,+1,20D+O.50L+O,20S+E 12,031 +X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z, -tO,90D+1.60W+1.60H 5,409 -X Bottom 0,3888 Min Temo % 0.40 26,153 OK Z-Z, +O.90D+1.60W+1.60H 5,409 +X Bottom 0,3888 Min Temo % 0,40 26.153 OK Z-Z, +O,90D+E+1.60H 7,634 -X Bottom 0.3888 Min Temo % 0.40 26.153 OK Z-Z +O,90D+E+1,60H 7,634 +X Bottom 0.3888 Min Temo % 0.40 26.153 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ( @-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1,40D 18,131 DSi 18,131 DSi 18,131 DSi 18,131 DSi 18,131 DSi 85 DSi 0.2133 OK +1.20D+0,50Lr+1.60L+1.60H 33,426 DSi 33.426 DSi 33,426 DSi 33,426 osi 33,426 DSi 85 DSi 0.3933 OK +1.200+1,60L+0,50S+1.60H 33,426 DSi 33,426 DSi 33.426 DSi 33.426 osi 33,426 DSi 85 DSi 0.3933 OK +1.20D+1.60Lr-tO.50L 21,13 DSi 21,13 DSi 21.13 DSi 21.13 osi 21,13 DSi 85 DSi 0.2486 OK +1.20D+1.60Lr-tO,80W 15.541 osi 15,541 Dsi 15.541 Dsi 15.541 DSi 15,541 Dsi 85 DSi 0.1828 OK +1,20D+O.50L+1.60S 21,13 DSi 21,13 DSi 21.13 DSi 21,13 DSi 21,13 DSi 85 DSi 0.2486 OK +1,200+1.60S-tO,80W 15.541 Dsi 15,541 Dsi 15,541 Dsi 15,541 osi 15,541 Dsi 85 DSi 0.1828 OK +1,20D-tO.50Lr+O.50L+1.60W 21,13 DSi 21.13 DSi 21.13 DSi 21.13 DSi 21,13 DSi 85 DSi 0.2486 OK +1.20D+O.50L+O.50S+1.60W 21,13 DSi 21.13 DSi 21.13 DSi 21,13 DSi 21,13 DSi 85 DSi 0.2486 OK +1.20D+O.50L+O.20S+E 25,925 DSi 25.925 DSi 25,925 DSi 25,925 osi 25,925 osi 85 DSi 0.305 OK -t0.90D+1,60W+1.60H 11,656 DSi 11.656 DSi 11.656 osi 11,656 DSi 11.656 DSi 85 DSi 0.1371 OK +O,90D+E+1,60H 16.45 DSi 16.45 DSi 16.45 Dsi 16,45 Dsi 16.45 DSi 85 DSi 0,1935 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 70.718 DSi 170 DSi 0416 +1.20D+O.50Lr+1.60L+1.60H 130.377 DSi 170Dsi 0.7669 +1.20D+1,60L+O,50S+1.60H 130.377 DSi 170 DSi 0.7669 +1,20D+1,60Lr-tO,50L 82416 DSi 170 DSi 0,4848 +1,200+1.60Lr-tO,80W 60.616 DSi 170 DSi 0.3566 +1,20D+O.50L+1.6OS 82.416 DSi 170 DSi 0.4848 +1,200+1,60S+O.80W 60.616 DSi 170 DSi 0,3566 +1.20D+O,50Lr-tO.50L+1.60W 82.416 DSi 170 DSi 0,4848 +1,20D+O,50L+O,50S+1,60W 82.416 DSi 170 DSi 0.4848 +1.20D+O.50L+O.20S+E 101.117 DSi 170 DSi 0.5948 +0.90D+1.60W+1.60H 45.462 DSi 170DSI 0.2674 +O.90D+E+1.60H 64.163 DSl 170 DSi 0.3774 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Titie: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-9 line 3 File - C,\D0CUME~nSHAWNN-1>,MY0()CU-1\ENERCA-1\NCCC 1~1.EC6 | ENERCALC, INC. 1983-2013, Build:6,13.5.2,Vor;6.13.5,2 J Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Waterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 18.0 in Pedestal dimensions.,, px: parallel to X-X Axis = in pz: parallel to Z-Z Axis Z in Height in Rebar Centeriine to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcin^g Bars parallel to X-X Axis Number of Bars " 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 :1 1.50 ; 1 Yes Yes No No P: Column Load OB: Overburden M-xx M-zz V-x V-z 14.50 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ff ksf ft 4':B' -i—X Q. Lr W 14.50 11.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 3/ General Footing File ^ C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC.1~1.EC6 ENERCALC, INC. 1983-2013, Build-.6.13.5,2, Ver:6.13.5.2 IING CONSULTING (611 Description: Pad @ frame F-9 line 3 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.6726 Soil Bearing 2.164 ksf 3.218 ksf +D+0,750L+0,750S+O,5250E+H about Z- PA.SS 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 OO k No Sliding PASS n/a Sliding - Z-Z 0,0 k 0.0 k No Sliding PASS n/a Uplift OO k 00 k No Uplift PASS 0.1952 Z Flexure (+X) 5,597 k-ft 28.675 k-ft +1,20D+0,50Lr+1,60L+1,60H PASS 0.1952 Z Flexure (-X) 5,597 k-ft 28.675 k-ft +1,20D+O,50Lr+1.60L+1.60H PASS 0.1952 X Flexure (+Z) 5.597 k-ft 28.675 k-ft +1.20D-tO.50Lr+1.60L+1.60H PASS 0.1952 X Flexure i-Z) 5.597 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1341 1-way Shear (+X) 11.401 psi 850 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1341 1-way Shear (-X) 11.401 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,1341 1-way Shear (+Z) 11.401 psi 85.0 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0,1341 1-way Shear ( -Z) 11,401 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,2663 2-way Punching 45.274 psi 170,0 psi +1.20D+O,50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -x Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure /\xis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure /\xis & Load Combination K-n bide? Bot on op? in"2 in'^2 X-X +1.40D 3.147 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1,40D 3.147 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+1.60L+1,60H 5.597 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+1.60L+1,60H 5.597 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60L+O.50S+1,60H 5,597 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60L+0.50S+1.60H 5.597 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1.60Lr+0.50L 3.603 +Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.200+1.60Lr+O.50L 3.603 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,200+1.60Lr+O.80W 2.697 +Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X +1.200+1,60Lr+0,80W 2,697 -Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+O.50L+1.60S 3.603 tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O.50L+1,60S 3.603 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+1.60S+O.80W 2.697 tZ Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X +1.200+1.60S+0.80W 2.697 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.20D-tO.50Lr+O.50L+1.60W 3.603 tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O,50Lr+O.50L+1,60W 3.603 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L-tO.50S+1,60W 3,603 tZ Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L-tO.50S+1.60W 3,603 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X+1,20D+O.50L+O.20S+E 4.978 tZ Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1,20D-tO,50L+0,20S+E 4,978 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X. +0.90D+1.60W+1.60H 2,023 tZ Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X +0.90D+1.60W+1.60H 2.023 -Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, -tO.90D+E+1.60H 3.398 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X +O,90D+E+1.60H 3.398 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z +1.40D 3.147 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK n: INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-9 line 3 Z-Z, +1.40D Z-Z. +1.20D+O.50Lr+1.6OL+1.60H Z-Z, +1.20D+O,50Lr+1,60L+1,60H Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 37- File -C:\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA~1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6,ia5.2 3,147 +X Bottom 5.597 -X Bottom 5.597 +X Bottom Min Temo % Min Temo % Min Temo % 0.440 0.440 0.440 28.675 28.675 28.675 OK OK OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 33 General Footing File C \D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC^,1~1,EC6 ENERCALC, INC.. 1983-201.1, Build:6.13.5,2. Ver:6,13,5.2 'iSS^^ Description : Pad @ frame F-9 line 3 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in"2 in'^2 in*2 k-ft Z-Z, +1,200+1.60L+O,50S+1,60H 5.597 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1.60L+O.50S+1.60H 5.597 +x Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1.20D+1.60Lr+0.50L 3.603 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1,60Lr+0,50L 3.603 +x Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1,60Lr+0,80W 2.697 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1,60Lr+0,80W 2.697 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+0.50L+1,60S 3.603 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L+1,60S 3.603 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,200+1,60S+O,80W 2.697 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1,60S+0,80W 2.697 +x Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50Lr+O.50L+1.60W 3.603 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D-tO.50Lr-tO.50L+1.60W 3.603 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50L+O.50S+1.60W 3.603 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+0.50L+0.50S+1.60W 3.603 +x Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50L-tO.20S+E 4.978 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D-tO,50L+0,20S+E 4.978 +x Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,-tO ,900+1,60W+1.60H 2.023 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+0.90D+1,60W+1,60H 2,023 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +O.90D+E+1.60H 3,398 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, -tO.90D+E+1.60H 3,398 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1,400 6.41 DSi 6,41 DSi 6.41 Dsi 6.41 DSi 6,41 DSi 85 DSi 0.07541 OK +1,20D-t0.50Lr+1,60L+1,60H 11.401 DSi 11,401 DSi 11.401 DSi 11.401 DSi 11.401 DSi 85 DSi 0.1341 OK +1,200+1,60L+0,50S+1,60H 11.401 DSi 11.401 DSi 11.401 DSi 11,401 DSi 11.401 DSi 85 DSi 0.1341 OK +1,200+1,60Lr+0,50L 7.34 DSi 7.34 DSi 7.34 osi 7.34 DSi 7.34 DSi 85 DSi 0.08635 OK +1,200+1,60Lr-tO,80W 5.494 Dsi 5.494 DSi 5.494 Dsi 5.494 Dsi 5.494 DSi 85 DSi 0.06463 OK +1.20D+O,50L+1,60S 7.34 DSi 7.34 Dsi 7.34 DSi 7.34 Dsi 7.34 DSi 85 DSi 0.08635 OK +1,200+1.60S+O.80W 5,494 DSi 5.494 Dsi 5.494 Dsi 5.494 Dsi 5.494 DSi 85 DSi 0.06463 OK +1.20D+O.50Lr+O.50L+1.60W 7,34 DSi 7,34 Dsi 7.34 DSi 7.34 DSi 7.34 DSi 85 DSi 0.08635 OK +1.20D+0.50L+0.50S+1.60W 7,34 DSi 7,34 Dsi 7.34 DSi 7.34 DSi 7.34 DSi 85 DSi 0.08635 OK +1.20D-tO.50L+0.20S+E 10,141 DSi 10,141 DSi 10.141 DSi 10.141 DSi 10.141 DSi 85 DSi 0.1193 OK +O.90D+1.60W+1.60H 4,12Dsi 4.12DSi 4.12 DSi 4.12 DSi 4.12 DSi 85 DSi 0.04848 OK +O.90D+E+1.60H 6.921 DSi 6.921 DSi 6,921 DSi 6.921 DSi 6.921 DSi 85 DSi 0.08143 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 25.452 DSi 170DS 0.1497 OK +1.20D+0.50Lr+1.60L+1.60H 45.274 DSi 170DS 0.2663 OK +1.20D+1.60L+0.50S+1.60H 45.274 DSi 170DS 0.2663 OK +1.200+1.60Lr+O.50L 29.146 DSi 170 DSi 0.1714 OK +1.20D+1.60Lr-tO.80W 21.816 DSi 170DS 0,1283 OK +1.20D+O.50L+1.60S 29,146 DSi 170DS 0.1714 OK +1.200+1.60S+O.80W 21,816 DSi 170 DSi 0,1283 OK +1.20D+O.50Lr+O.50L+1.60W 29,146 DSi 170DS 0,1714 OK +1,20D+O,50L+O,50S+1,60W 29,146 DSi 170DS 0.1714 OK +1.20D+0,50L+0.20S+E 40,269 DSi 170DS 0,2369 OK +O.90D+1.60W+1.60H 16,362 DSi 170 DSi 0.09625 OK +O.90O+E+1.60H 27,484 DSi 170DS 0.1617 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-10 line A Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 3^ File = Y'^'-'^mwA C\L)OCUME-1\SHAWNN-1\MY0OCU-nENERCA-HNCCCJ~1,EC6 ENErCALC, INC. 1983-2013, Build:6,13.5.2 Ver;6.ia5,2 Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis Z in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = #6 Bandwidth Distribution Check (AC115.4.4,2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 ksi 60.0 ksi ,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1,50 Yes Yes No No P: Column Load OB: Overburden M-xx M-zz V-x V-z 29.40 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl- when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft m Q. (Q II 03 Lr W 29.40 6.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID; 101585 General Footing File = C:\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA-HNCCC„1-1,EC6 te ENERCALC, INC. 1983-2013, Build:6.13,5.2, Ver:0.13.5.2 J Description: Pad ©frame F-10 line A DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,970 Soil Bearing 3.121 ksf 3.218 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 OO k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0,4279 Z Flexure (+X) 10.951 k-ft 25.590 k-ft +1.20D-HD,50Lr+1.60L+1,60H PASS 0,4279 Z Flexure (-X) 10.951 k-ft 25,590 k-ft +1.20D-tO,50Lr+1,60L+1,60H PASS 0.4279 X Flexure (+Z) 10.951 k-ft 25,590 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.4279 X Flexure (-Z) 10.951 k-ft 25.590 k-ft +1,20D+0.50Lr+1,60L+1.60H PASS 0.2757 1-way Shear (+X) 23.434 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.2757 1-way Shear (-X) 23434 psi 85.0 psi +1.20D-^D.50Lr+1.60L+1.60H PASS 0.2757 1-way Shear (+Z) 23.434 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2757 1-way Shear (-Z) 23.434 psi 85,0 psi +1.20D-M}.50Lr+1,60L+1,60H PASS 0.5319 2-way Punching 90417 psi 170.0 psi +1,20D-tO,50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allovrable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination m k-ft Which Side? Tension @ Bot or Top? As Req'd in'^2 Gvrn. As in"2 Actual As in"2 Phi'Mn k-ft Status X-X, +1,400 5.916 +Z Bottom 0.3888 Min Temo % 0,3911 25,590 OK X-X,+1.400 5.916 -Z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1.20D+0,50Lr+1.60L+1.60H 10.951 +z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 10.951 -z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1.200+1.60L+O.50S+1.60H 10.951 +z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+1,60L+0,50S+1,60H 10.951 -z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.20D+1,60Lr+0.50L 6.908 +z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, +1,200+1.60Lr+O.50L 6.908 -z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.200+1,60Lr+O,80W 5.071 +z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+1.60Lr+O.80W 5.071 -z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X.+1.20D+0.50L+1.60S 6.908 +z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+0,50L+1.60S 6.908 -z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+1.60S+0.80W 5.071 +z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1,20D+1,60S-K).80W 5,071 -z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X. +1.20D+O.50Lr+O.50L+1.60W 6,908 +z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+O,50Lr+O,50L+1,60W 6.908 -z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1,20D+O.50L+O.50S+1,60W 6.908 +z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1.20D+O.50L+O.50S+1.60W 6.908 -z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X,+1.20D-tO.50L+O.20S+E 7.721 +z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+O,50L+0,20S+E 7,721 -z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, -tO.90D+1.60W+1,60H 3.803 +z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X. +0.90D+1.60W+1.60H 3.803 -z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X. +O.90D+E+1.60H 4.615 +z Bottom 0,3888 Min Temo % 0.3911 25.590 OK X-X. +O.90D+E+1.60H 4.615 -z Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1.40D 5,916 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: Pad ©frame F-10 line A Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 31^ File-- C.\D0CUME~1\SHAWNN-nMYD0CU-1\ENERCA~1\NCCC 1-1.EC6 ENERCALC. INC, 1983-2013. Build.6,13,5.2, Ver:6.13,5,2 z-z. +1.40D 5,916 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK z-z, +1,20D+0.50Lr+1.60L+1.60H 10,951 -X Bottom 0,3888 Min Temo % 0.3911 25.590 OK z-z. +1.20D+0.50Lr+1.60L+1.60H 10.951 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 37 I General Footing H icP::KVV-08006198 File -- C;\DOCUME~nSHAWNN-1\MY0OCU~1\ENERCA~1\NCCC 1~1.EC6 ENERCALC. INC. 1983-2013, Build:6.13.S.2, Ver:6,13.5.2 giRING CQNSULIWK Description: Footing Flexure Pad ©frame F-10 line A Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in"2 in''2 k-ft Z-Z, +1,200+1,60L+O,50S+1,60H 10,951 -X Bottom 0.3888 Min Temo % 0.3911 25,590 OK Z-Z, +1,20D+1,60L+O.50S+1,60H 10.951 +X Bottom 0.3888 Min Temo % 0.3911 25,590 OK Z-Z, +1.20D+1.60Lr+0.50L 6.908 -X Bottom 0.3888 Min Temo % 0.3911 25,590 OK Z-Z, +1,200+1.60Lr+O,50L 6.908 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z.+1.200+1.60Lr+O.80W 5.071 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z. +1.20D+1,6OLr4O,80W 5,071 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D-tO,50L+1,60S 6.908 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z,+1.20D+0.50L+1,60S 6.908 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +1.200+1,60S+O,80W 5.071 -X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,200+1,60S+O.80W 5,071 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 6,908 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D+O,50Lr+O,50L+1.60W 6.908 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D+O,50L+O.50S+1.60W 6.908 -X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+0,50L+O.50S+1.60W 6.908 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D-tO,50L+O,20S+E 7.721 -X Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D+O,50L+O,20S+E 7.721 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +0,900+1.60W+1,60H 3.803 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +O.90D+1,60W+1.60H 3.803 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +0,90D+E+1,60H 4,615 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z,+O.90D+E+1.60H 4,615 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 12,659 DSi 12.659 DSi 12.659 DSi 12,659 DSi 12.659 DSi 85 DSi 0.1489 OK +1.20D+O.50Lr+1.60L+1.60H 23,434 DSi 23.434 DSi 23.434 DSi 23,434 DSi 23.434 DSi 85 DSi 0.2757 OK +1.20D+1,60L+O.50S+1.60H 23,434 DSi 23.434 DSi 23.434 DSi 23,434 DSi 23.434 DSi 85 osi 0.2757 OK +1.20D+1.60Lr+O.50L 14,783 DSi 14.783 DSi 14.783 DSi 14,783 DSi 14.783 DSi 85 DSi 0.1739 OK +1.200+1.60Lr+O.80W 10,851 DSi 10.851 DSi 10.851 DSi 10,851 DSi 10.851 DSi 85 DSi 0.1277 OK +1.20D+0.50L+1.60S 14,783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 85 DSi 0.1739 OK +1.200+1.60S+O,80W 10.851 DSi 10,851 DSi 10.851 DSi 10.851 DSi 10.851 DSi 85 DSi 0.1277 OK +1.20D+O.50Lr-tO.50L+1.60W 14.783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 85 DSi 0.1739 OK +1.20D+O.50L+0.50S+1.60W 14.783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 14.783 DSi 85 DSi 0.1739 OK +1.20D+O.50L+O.20S+E 16.522 DSi 16.522 DSi 16.522 DSi 16.522 DSi 16.522 DSi 85 DSi 0.1944 OK +0,900+1,60W+1,60H 8,138 DSi 8,138 DSi 8.138 DSi 8.138 DSi 8.138 DSi 85 DSi 0,09574 OK +O,90D+E+1.60H 9.877 DSi 9.877 DSi 9.877 DSi 9.877 DSi 9.877 DSi 85 DSi 0.1162 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1.40D 48.845 DSi 170DS 0.2873 OK +1,20D-MD.50Lr+1.60L+1.60H 90.417 DSi 170DS 0.5319 OK +1.200+1.60L+O.50S+1.60H 90.417 DSi 170Dsi 0.5319 OK +1.200+1.60Lr+0.50L 57.039 DSi 170 DSi 0.3355 OK +1,200+1,60Lr+O,80W 41,867 DSi 170 DSi 0.2463 OK +1,20D+0,50L+1.60S 57.039 DSi 170 DSi 0.3355 OK +1.20D+1,60S+0.80W 41.867 DSi 170 DSi 0.2463 OK +1.20D+O.50Lr+O.50L+1.60W 57.039 psi 170DS 0,3355 OK +1.20D-tO.50L+O.50S+1,60W 57.039 DSi 170 DSi 0.3355 OK +1.20D+0.50L+0.20S+E 63,748 DSi 170DS 0.375 OK -tO.90D+1.60W+1.60H 31,401 DSi 170 DSi 0.1847 OK +0.90D+E+1.60H 38,109 DSi 170DS 0.2242 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 3f General Footing Description : Pad @ frame F-8 line A-7 Code References Calculations per Load Combinations Used General Information File --. C:\D0CUME~1\SHAWNN~1\MYD0CU-1\ENERCA-1\NCCC 1-1.EC6 ^^^^^^^^^^^^ ENERCALC 1^^^^^ 2006 IBC & ASCE 7-05 Material Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Allow % Temp Reinf, Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions,,, px : parallel to X-X Axis = pz: parallel to Z-Z Axis ^ Height Rebar Centeriine to Edge of Concrete, at Bottom of footing 2.50 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 6.0 ft 6.0 ft 18.0 in in in in 3.0 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 6.0 # 6 6.0 # 6 Bandvi/idth Distribution Check (AC115.4.4,2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load OB: Overburden M-xx M-zz V-x V-z Lr 46,0 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater=f 3,0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft m a. tn CD w 46.0 5.40 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-8 line A-7 File ^. C:TOCUME-1\SHAWNN-1iMY00CU~1\ENERCA-l\NCCC 1-1.EC6 ENERCALC, INC. 1983-2013, BuiW-.6.13,5.2, Ver.6,13,5,2 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8618 Soil Bearing 2.773 ksf 3.218 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 0.6024 Z Flexure {+X) 17.275 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.6024 Z Flexure (-X) 17.275 k-ft 28.675 k-ft +1.20D+0.50Lr+1,60L+1,60H PASS 0,6024 X Flexure (+Z) 17.275 k-ft 28.675 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.6024 X Flexure (-Z) 17.275 k-ft 28,675 k-ft +1.20D-tO,50Lr+1,60L+1.60H PASS 0,4516 1-way Shear (+X) 38,388 psi 85.0 psi +1,20D+0,50Lr+1,60L+1.60H PASS 0.4516 1-way Shear (-X) 38.388 psi 85.0 psi +1.20D-tO.50Lr+1.60L+1.60H PASS 0.4516 1-way Shear (+Z) 38.388 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4516 1-way Shear (-Z) 38.388 psi 85.0 psi +1,20D+0.50Lr+1,60L+1.60H PASS 0.8671 2-way Punching 147.409 psi 170.0 psi +1,20D-t^].50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd 'm''2 Gvrn. As in'^2 Actual As in*2 Phi*Mn k-ft Status X-X, +1,400 9.420 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X +1,400 9.420 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O.50Lr+1.60L+1,60H 17.275 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+0.50Lr+1.60L+1,60H 17.275 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60L+O.50S+1.60H 17.275 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60L-tO.50S+1.60H 17,275 -z Bottom 0,3888 Min Temo % 0,440 28,675 OK X-X, +1,200+1,60Lr+O,50L 10.950 +z Bottom 0,3888 Min Temo % 0,440 28.675 OK X-X, +1.20D+1.60Lr+0.50L 10.950 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+1.60Lr+0.80W 8.075 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X+1,20D+1,60Lr+O,80W 8.075 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X. +1.20D+0.50L+1.60S 10.950 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X +1.20D+O.50L+1.60S 10.950 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,200+1.60S+O,80W 8.075 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60S+0.80W 8.075 -z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.20D+O,50Lr+O.50L+1.60W 10.950 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,20D-tO,50Lr+0,50L+1.60W 10.950 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+O.50L+O,50S+1,60W 10.950 +z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X +1.20D+fl.50L+0.50S+1.60W 10.950 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+0.50L+0.20S+E 11.625 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.20D+O.50L+O.20S+E 11.625 -z Bottom 0,3888 Min Temo % 0,440 28,675 OK X-X -tO.90D+1.60W+1.60H 6.056 +z Bottom 0,3888 Min Temo % 0,440 28,675 OK X-X, +0,900+1.60W+1.60H 6,056 -z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +0,90D+E+1.60H 6.731 +z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X +O.90D+E+1.60H 6,731 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z +1.40D 9.420 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK E INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 General Footing Description : Pact @ frame F-8 line A-7 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File - C:\D0CUME-1\SHAWNN-11MYD0CU-HENERCA--1\NCCC 1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.135.2, Ver:6.135.2 Z-z,+1.400 9,420 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z. +1,20D-tO.50Lr+1.60L+1,60H 17.275 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O,50Lr+1,60L+1.60H 17.275 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-8 line A-7 Footing Flexure File = C:\ID0CUME~1\SHAWNN-1\MYD0CU~1\ENERCA-1\NCCC .1~1,EC6 ENERCALC. INC. 1983-2013, Build:6,13.5,2, Ver:6,13,5,2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top ? in"2 in'*2 in"2 k-ft Z-Z. +1.20D+1.60L+O.50S+1.60H 17.275 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1.60L-tO,50S+1.60H 17.275 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60Lr+0.50L 10,950 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1,60Lr+O,50L 10.950 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60Lr+O.80W 8.075 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+1,60Lr+0,80W 8.075 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50L+1.60S 10.950 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+O.50L+1.60S 10.950 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1,200+1,60S+O,80W 8.075 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+1,60S+0.80W 8.075 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 10.950 -X Bottom 0,3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+0.50Lr-tO.50L+1.60W 10.950 +X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, +1,20D+0,50L+O,50S+1,60W 10.950 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1,20D-tO,50L+0.50S+1.60W 10.950 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+0.50L-tO.20S+E 11.625 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,20D+O,50L-tO,20S+E 11.625 +X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, -tO.90D+1.60W+1.60H 6.056 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +O.90D+1,60W+1,60H 6,056 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +O,90D+E+1,60H 6.731 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +O,90D+E+1,60H 6,731 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1,400 20.934 Dsi 20.934 DSi 20.934 DSi 20.934 DSi 20.934 DSi 85 DSi 0.2463 OK +1,20D+0.50Lr+1,60L+1,60H 38.388 DSi 38.388 DSi 38.388 DSi 38,388 DSi 38.388 DSi 85 osi 0.4516 OK +1,200+1,60L+O,50S+1,60H 38.388 osi 38.388 DSi 38,388 DSi 38,388 DSi 38.388 DSi 85 DSi 0.4516 OK +1,200+1,60Lr+0,50L 24.332 DSi 24.332 DSi 24.332 Dsi 24.332 DSi 24.332 DSi 85 DSi 0.2863 OK +1,200+1,60Lr+O,80W 17.943 DSi 17.943 DSi 17.943 Dsi 17.943 DSi 17.943 DSi 85 DSi 0.2111 OK +1,20D+O,50L+1,60S 24.332 DSi 24.332 DSi 24.332 DSi 24.332 DSi 24.332 DSi 85 DSi 0.2863 OK +1,200+1.60S+0,80W 17.943 Dsi 17.943 DSi 17.943 DSi 17.943 DSi 17,943 DSi 85 DSi 0.2111 OK +1,20D+O,50Lr+O.50L+1.60W 24.332 DSi 24.332 DSi 24.332 DSi 24.332 DSi 24,332 DSi 85 DSi 0.2863 OK +1.20D+O.50L+O.50S+1.60W 24.332 DSi 24.332 DSi 24.332 osi 24.332 DSi 24.332 DSi 85 osi 0,2863 OK +1.20D+0.50L+0.20S+E 25,832 DSi 25,832 DSi 25.832 osi 25.832 DSi 25,832 DSi 85 DSi 0,3039 OK +0.90D+1.60W+1.60H 13.458 DSi 13.458 DSi 13.458 Dsi 13.458 DSi 13,458 DSi 85 DSi 0,1583 OK +0.90D+E+1.60H 14.958 Dsi 14.958 DSi 14.958 Dsi 14.958 DSi 14,958 DSi 85 DSi 0,176 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.400 80.386 DSi 170DS 0,4729 OK +1.20D+O.50Lr+1.60L+1.60H 147.409 DSi 170DS 0.8671 OK +1.200+1.60L+0.50S+1.60H 147.409 DSi 170DS 0.8671 OK +1.200+1.60Lr-tO.50L 93.436 DSi 170Dsi 0.5496 OK +1.20D+1.60Lr+O.80W 68.902 DSi 170DS 0.4053 OK +1,20D+0,50L+1,60S 93.436 DSi 170 DSi 0.5496 OK +1.200+1,60S+O,80W 68.902 DSi 170 DSi 0.4053 OK +1,20D+O,50Lr+O,50L+1,60W 93.436 DSi 170 DSi 0.5496 OK +1.20D+0.50L+0.50S+1,60W 93.436 DSi 170DS 0.5496 OK +1.20D+O.50L-tO.20S+E 99.196 DSi 170DS 0.5835 OK +O.90D+1,60W+1.60H 51.677 DSi 170DS 0.304 OK +O.90D+E+1.60H 57.437 DSi 170DS 0.3379 OK r \HLAm ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Ri'aMl IIIIIIIII—llllllHllll«i«<Saffftf-i* «3ir'Sfti^5flgJ'---r*:^ Description : Pad @ frame F-11 line B-N1 C;\D0CUME-1\SHAWNN~l\MYIX)CU-l\ENERCA-1\NCCC M.ECB ., ENERCALC, INC, 1983-2013, BuiW;6,13,5,2, Ver;6.13,5.2 i Code References Calculations per Load Combinations Used ; 2006 IBC & ASCE 7-05 General Information iA'k'te.-ial Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min, Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions,,. px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete, at Bottom of footing 2.50 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 5.0 ft 5.0 ft 18,0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 5.0 # 6 5.0 # 6 Bandwidth Distribution Check (AC115.44,2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load OB: Overburden M-xx M-zz V-x V-z 30.0 Lr Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft ._X m CO (D II CO w 30.0 27.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description: Pad ©frame F-11 lineB-N1 File - C:\D0CUME-1\SHAWNN-nMYD0CU~1\ENERCA-1\NCCC^1~1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6.13.5.2 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,8967 Soil Bearing 2.885 ksf 3,218 ksf +D+O.750L+O.750S+O.5250E+H about Z- 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 OO k No Sliding PASS n/a Uplift OO k 0.0 k No Uplift PASS 0,3946 Z Flexure (+X) 11.316 k-ft 28.675 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.3946 Z Flexure (-X) 11,316 k-ft 28.675 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.3946 X Flexure (+Z) 11.316 k-ft 28.675 k-ft +1.20D+O.50Lr+1.6OL+1.60H PASS 0.3946 X Flexure (-Z) 11.316 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2958 1-way Shear (+X) 25.146 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2958 1-way Shear (-X) 25.146 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2958 1-way Shear (+Z) 25.146 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,2958 1-way Shear (-Z) 25.146 psi 85.0 psi +1.20D+0.50Lr+1,60L+1,60H PASS 0,5496 2-way Punching 93,431 psi 170.0 psi +1,20D+0.50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation /Vxis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application /kxis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd ^"2 Gvrn. As in''2 Actual As in'^2 Phi'Mn k-ft Status X-X,+1,40D 6.202 +Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X,+1.400 6.202 -Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+0.50Lr+1.60L+1.60H 11.316 +z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 11.316 -Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+1,60L+0,50S+1,60H 11,316 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60L+0.50S+1,60H 11.316 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60Lr+O.50L 7191 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1.200+1.60Lr+0.50L 7191 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60Lr+0.80W 5.316 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X.+1,200+1,60Lr+0,80W 5.316 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1.20D+O.50L+1.60S 7191 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+1.60S 7191 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.200+1.60S-tO.80W 5.316 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X,+1,20D+1,60S-K).80W 5,316 -z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.20D+0.50Lr-K).50L+1.60W 7,191 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,20D+0.50Lr+0.50L+1.60W 7,191 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+0.50L+O.50S+1.60W 7191 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.50S+1.60W 7,191 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+0.50L+0.20S+E 10,566 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O.50L-tO,20S+E 10,566 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +O.90D+1.60W+1.60H 3,987 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+O.90D+1.60W+1.60H 3,987 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, •*O.90D+E+1.60H 7,362 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -tO.90D+E+1.60H 7,362 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.40D 6,202 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-11 line B-N1 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME-1\SHAWNN-1\MY00CU~1\ENERCA~1\NCCC 1~1.EC6 ENERCALC, INC. 1983-2013, Build:6,13,5,2, Ver:B,13.5.2 Z-z, +1.40D 6.202 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D-*O.50Lr+1.60L+1.60H 11.316 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 11.316 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing File = C:\D0CUME-1\SHAWtilN-i\MYD0CU~lMERCA-^S^^^ 1-Y.EC6 '! ENERCALC, INC. 1983-2013, Build:6,135,2, Ver:6,135,2 Description : Pad @ frame F-11 line B-N1 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in"2 in'^2 'm''2 k-ft Status Z-Z, +1,20D+1,60L+O,50S+1,60H 11.316 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+1.60L+0,50S+1,60H 11,316 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60Lr-tO.50L 7191 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1,200+1,60Lr+O.50L 7191 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60Lr+O.80W 5.316 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1,60Lr+O.80W 5.316 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z,+1,20D+O,50L+1,60S 7191 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+O.50L+1,60S 7191 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60S+O.80W 5.316 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z+1.200+1.60S+0.80W 5.316 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+0,50Lr+0,50L+1,60W 7191 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50Lr+O.50L+1.60W 7191 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50L+O,50S+1.60W 7.191 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L-*O.50S+1.60W 7.191 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+0,50L+0,20S+E 10.566 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+O.50L+0.20S+E 10.566 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +O.90D+1.60W+1,60H 3.987 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +0.900+1.60W+1.60H 3,987 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0.90D+E+1.60H 7.362 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z. +O.90D+E+1.60H 7,362 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 13,781 DSi 13.781 DSi 13.781 DSi 13.781 DSi 13.781 DSi 85 DSi 0.1621 OK +1.20D+O.50Lr+1.60L+1.60H 25.146 DSi 25.146 DSi 25.146 DSi 25.146 DSi 25.146 DSi 85 DSi 0.2958 OK +1.20D+1.60L+0.50S+1.60H 25.146 DSi 25.146 DSi 25.146 DSi 25.146 DSi 25.146 DSi 85 DSi 0.2958 OK +1.200+1.60Lr+O.50L 15.979 DSi 15.979 osi 15,979 DSi 15.979 DSi 15.979 osi 85 DSi 0.188 OK +1.20D+1,60Lr+O,80W 11.813 DSi 11.813 DSi 11,813 Dsi 11.813 DSi 11.813 DSi 85 DSi 0.139 OK +1.20D+0,50L+1,60S 15.979 DSi 15.979 DSi 15.979 DSi 15.979 DSi 15.979 DSi 85 DSi 0,188 OK +1.20D+1,60S+O,80W 11.813 DSi 11.813 DSi 11,813 Dsi 11.813 DSi 11.813 DSi 85 DSi 0.139 OK +1.20D-iO.50Lr+0.50L+1.60W 15.979 DSi 15.979 DSi 15.979 DSi 15.979 DSi 15.979 DSi 85 DSi 0.188 OK +1.20D+O.50L+O.50S+1.60W 15.979 Dsi 15.979 DSi 15.979 osi 15.979 DSi 15.979 psi 85 DSi 0,188 OK +1.20D+O.50L+O.20S+E 23,479 DSi 23.479 DSi 23.479 Dsi 23.479 DSi 23.479 DSi 85 DSi 0.2762 OK +0,900+1.60W+1.60H 8.859 DSi 8.859 DSi 8.859 Dsi 8.859 DSi 8.859 DSi 85 DSi 0.1042 OK +O.90D+E+1.60H 16.359 DSi 16,359 DSi 16.359 DSi 16.359 DSi 16.359 DSi 85 DSi 0,1925 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.400 51,205 DSi 170DS 0.3012 OK +1.20D+0.50Lr+1.60L+1.60H 93.431 DSi 170 DSi 0.5496 OK +1.200+1,60L-*O.50S+1.60H 93431 osi 170Dsi 0.5496 OK +1.200+1.60Lr+0.50L 59.371 DSi 170DS 0.3492 OK +1.20D+1.60Lr-*O.80W 43.89 DSi 170DS 0.2582 OK +1.20D+O,50L+1.60S 59.371 DSi 170 DSi 0.3492 OK +1.200+1,60S+O,80W 43.89 DSi 170 DSi 0.2582 OK +1,20D+0.50Lr+0,50L+1.60W 59.371 DSi 170 DSi 0.3492 OK +1.20D+0.50L-tO.50S+1.60W 59.371 DS! 170 DSi 0.3492 OK +1,20D+0,50L+0.20S+E 87.238 DSi 170DS 0.5132 OK +O,90D+1.60W+1.60H 32.918 DSi 170 DSi 0.1936 OK +O.90D+E+1.60H 60.784 DSi 170DS 0,3576 OK 1 INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing File = C:\D0CUME~1\SHAWNN-1\MYD0CU~nENERCA-HNCCC 1~1,FC6 g ENERCALC, INC, 1983-2013, Build:6.13,5.2. Ver:6.ia5.2 i WBrnrnmi Description: Pad ©frame F-11 lineB-N4 Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg vnt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 5.750 ft Length parallel to Z-Z Axis = 5.750 ft Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis I in Height " in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars 7.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.42) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n./a Applied Loads 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft '^ 5'-9' 7 - # 6 Bare Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 39.0 39.0 27.0 k ksf k-ft k-ft k k vmmtmmmmm General Footing INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File C:\DOCUME--nSHAWNN-1\MYD0CU-1\ENERCA-1\NCCC..1~1.EC6 ENERCALC, INC 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 ; KW-06006198 Description : Pad @ frame F-11 line B-N4 DESIGNSUMMARY CONSUL- Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8426 Soil Bearing 2.711 ksf 3.218 ksf +D+0,750L+O.750S+0.5250E+H about Z- 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 OOk OO 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 0.4252 Z Flexure (+X) 14.729 k-ft 34.638 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.4252 Z Flexure (-X) 14.729 k-ft 34.638 k-ft +1.20D-*O.50Lr+1.60L+1.60H PASS 0.4252 X Flexure (+Z) 14.729 k-ft 34.638 k-ft +1,20D-tO.50Lr+1.60L+1,60H PASS 0.4252 X Flexure (-Z) 14.729 k-ft 34,638 k-ft +1,20D-tO.50Lr+1,60L+1,60H PASS 0.3795 1-way Shear (+X) 32,256 psi 85.0 psi +1.20D+O,50Lr+1.60L+1.60H PASS 0.3795 1-way Shear (-X) 32.256 psi 85.0 psi +1.20D4O.50Lr+1.60L+1.60H PASS 0.3795 1-way Shear {+Z) 32.256 psi 85,0 psi +1.20D+O,5DLr+1.6OL+1.6OH PASS 0.3795 1-way Shear (-Z) 32.256 psi 85.0 psi +1.20D+0.50Lr+1,60L+1,60H PASS 0.7282 2-way Punching 123.794 psi 170.0 psi +1,20D+0.50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in'^2 Gwrn. As in'^2 Actual As in''2 Phi'Mn k-ft Status X-X. +1.40D 8.083 +Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X,+1,40D 8.083 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1,20D+O,50Lr+1,60L+1,60H 14.729 +Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 14.729 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X. +1.200+1.60L+0.50S+1.60H 14.729 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.200+1.60L+0.50S+1.60H 14.729 -z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X,+1.200+1.60Lr+0.50L 9.366 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.200+1.60Lr+0.50L 9.366 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+1.60Lr+O.80W 6.929 +Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.200+1,60Lr+0.80W 6.929 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X. +1.20D-K).50L+1.60S 9.366 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1,20D+O,50L+1,60S 9.366 -z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.200+1,60S+0.80W 6,929 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X.+1.20D+1.60S+O.80W 6.929 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+O,50Lr-tO.50L+1.60W 9,366 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 9.366 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1,20D+0,50L+0,50S+1,60W 9,366 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+0.50L+O.50S+1.60W 9,366 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +1,20D+O,50L+O,20S+E 12,741 +Z Bottom 0,3888 Min Temo % 0.5357 34.638 OK X-X, +1.20D+0,50L+Q.20S+E 12,741 -z Bottom 0.3888 Min Temo % 0.5357 34,638 OK X-X, +O.90D+1,60W+1,60H 5.197 +z Bottom 0,3888 Min Temo % 0.5357 34.638 OK X-X, +0.90D+1.60W+1.60H 5.197 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +O.90D+E+1.60H 8.572 +z Bottom 0.3888 Min Temo % 0.5357 34.638 OK X-X, +0,90D+E+1,60H 8.572 -Z Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1.40D 8.083 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr- NCCC Proiect ID: 101585 File. General Footing Description : Pad @ frame F-11 line B-N4 C \t)0CUME-1\SHAWNN-r'.MYD0CU~nENERCA~1\NCCC_ 1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.135.2, Ver:6.13,5.2 Z-Z +1.40D 8.083 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1.20D-K).50Lr+1.60L+1.60H 14.729 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1.20D-K).50Lr+1.60L+1.60H 14.729 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK INL^ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 4^ General Footing mmmm File - C,\D0CUME-1\SHAWNN-|\MYD0CU--1\ENERCA~1\NCCC 1~1,EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.135.2 KEERINQ; CONSULTING WiK Descriptton : Pad @ frame F-11 line B-N4 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'fWn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in'^2 in'^2 'm''2 k-ft Status Z-Z, +1,20D+1.60L-tO,50S+1.60H 14729 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z +1.200+1.60L+O.50S+1.60H 14.729 +X Bottom 0.3888 Min Temo % 0,5357 34.638 OK Z-Z, +1,20D+1,60Lr+O.50L 9.366 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z +1.200+1.60Lr+O.50L 9.366 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z. +1.20D+1.60Lr+O.80W 6,929 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z,+1.200+1.60Lr+O.80W 6.929 +X Bottom 0.3888 Min Temo % 0,5357 34.638 OK Z-Z, +1,20D+O,50L+1,60S 9,366 -X Bottom 0.3888 Min Temo % 0,5357 34.638 OK Z-Z+1.20D+O,50L+1.60S 9.366 +X Bottom 0,3888 Min Temo % 0,5357 34.638 OK Z-Z, +1.200+1.60S+O,80W 6.929 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z,+1.20D+1,60S+O,80W 6.929 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1.20D+0.50Lr+O.50L+1.60W 9.366 -X Bottom 0.3888 Min Temo % 0,5357 34.638 OK Z-Z. +1.20D+O.50Lr+O.50L+1.60W 9.366 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 9.366 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +1.20D+O,50L+O,50S+1,60W 9.366 +X Bottom 0.3888 Min Temo % 0.5357 34,638 OK Z-Z, +1.20D+O.50L+O.20S+E 12.741 -X Bottom 0.3888 Min Temo % 0.5357 34,638 OK Z-Z,+1,20D+0,50L+0,20S+E 12,741 +X Bottom 0.3888 Min Temo % 0.5357 34,638 OK Z-Z, +0,900+1,60W+1,60H 5,197 -X Bottom 0,3888 Min Temo % 0.5357 34,638 OK Z-Z, +O.90D+1,60W+1,60H 5.197 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, +O.90D+E+1.60H 8.572 -X Bottom 0.3888 Min Temo % 0.5357 34.638 OK Z-Z, -tO,90D+E+1.60H 8.572 +X Bottom 0.3888 Min Temo % 0.5357 34.638 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ^ I-Z Vu@ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 17.703 DSi 17,703 DSi 17.703 DSi 17.703 DSi 17.703 DSi 85 DSi 0.2083 OK +1.20D+O.50Lr+1.60L+1.60H 32.256 DSi 32.256 DSi 32.256 DSi 32.256 DSi 32.256 DSi 85 DSi 0.3795 OK +1.200+1.60L+0.50S+1.60H 32.256 DSi 32.256 DSi 32.256 DSi 32.256 DSi 32.256 DSi 85 osi 0.3795 OK +1.200+1.60Lr+0.50L 20.512 DSi 20.512 DSi 20.512 DSi 20.512 DSi 20.512 DSi 85 DSi 0.2413 OK +1.200+1.60Lr+0.80W 15.174 DSi 15.174 osi 15.174 DSi 15.174 DSi 15.174 DSi 85 DSi 0.1785 OK +1.20D+0.50L+1.60S 20.512 DSi 20.512 DSi 20.512 DSi 20.512 DSi 20.512 DSi 85 DSi 0.2413 OK +1.200+1.60S-K}.80W 15.174 DSi 15.174 DSi 15.174 DSi 15.174 DSi 15.174 DSi 85 DSi 0.1785 OK +1.20D-*O.50Lr+O.50L+1.60W 20.512 DSi 20.512 DSi 20.512 DSi 20,512 DSi 20,512 DSi 85 DSi 0.2413 OK +1.20D+0,50L+O,50S+1,60W 20.512 DSi 20.512 DSi 20.512 DSi 20.512 DSl 20,512 DSi 85 DSi 0.2413 OK +1,20D+O,50L+O.20S+E 27.903 DSi 27.903 DSi 27.903 DSi 27,903 DSi 27.903 DSi 85 DSi 0.3283 OK +O,90D+1,60W+1.60H 11,38 DSi 11.38 DSi 11.38 DSi 11,38 DSi 11.38 DSi 85 DSi 0.1339 OK +0,90D+E+1,60H 18,772 DSi 18.772 DSi 18.772 DSi 18,772 DSi 18,772 DSi 85 DSi 0,2208 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1,40D 67,941 DS! 170DS 0.3997 OK +1.20D+O.50Lr+1.60L+1,60H 123,794 DSi 170DS 07282 OK +1.200+1.60L+O.50S+1.60H 123.794 D.si 170DS 0.7282 OK +1.20D+1,60Lr+0,50L 78,722 DSi 170DSi 0.4631 OK +1,200+1,60Lr+0,80W 58.235 DSi 170DS 0.3426 OK +1.20D+0.50L+1.60S 78,722 DSi 170Dsi 0.4631 OK +1.200+1.60S+O.80W 58.235 DSi 170DS 0.3426 OK +1.20D+O.50Lr+0.5OL+1.60W 78.722 DSi 170DS 0.4631 OK +1.20D+O.50L+O.50S+1.60W 78.722 DSi 170DS 0.4631 OK +1.20D+0.50L+O.20S+E 107.089 DSi 170 DSi 0.6299 OK +O.90D+1.60W+1.60H 43.676 DSi 170DS 0.2569 OK +O.90D+E+1.60H 72.043 DSI 170DS 04238 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: Pad® frame F-6 lineD Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 5~D File = C.\D0CUME-1\SHAWNH-1\MYD0CU--1\ENERCA-1\NCCC_1-1.EC6 ENERCALC, INC 1983-2013 Build:6.13.S.2 Ver:6 13.5.2 Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information IVlaterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Ailow % Temp Reinf. Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis z in Height in Rebar Centeriine to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizs = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 ksi 60.0 ksi 3.122.0 ksi 145,0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No P: Column Load OB: Overt)urden M-xx M-zz V-x V-z 13.40 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below == Increases based on footing plan dimension Allowable pressure increase per foot of depl == when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft m Q. (D —ifg II t'.:i".'i' 4.*683rs ;*:3 Lr W 13.40 10.70 k ksf k-ft k-ft k k INWND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 S / General Footing Description: Pad ©frame F-6 lineD File = C:\D0CUME-1\SHAWNN-1\MYDOCU--1\ENERCA-1\NCCC_1-1.EC6 ENERCALC, IHC. 1983-2013, Build,6.13.5.2, Ver.6.13.5.2 DESIGN SUMMARY IMin. Ratio Item Applied Capacity Governing Load Combination PASS 0,8050 Soil Bearing 2.590 ksf 3.218 ksf +D+0.750L-tO.750S+O.5250E+H about Z- 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 OO 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 0.1561 Z Flexure (+X) 5.090 k-ft 32,604 k-ft +1.20D+1.60L+0,50S+1,60H PASS 0.1561 Z Flexure (-X) 5.090 k-ft 32,604 k-ft +1,200+1,60L-K).50S+1.60H PASS 0.1561 X Flexure (+Z) 5.090 k-ft 32,604 k-ft +1,20D+1,60L+O.50S+1,60H PASS 0.1561 X Flexure (-Z) 5.090 k-ft 32,604 k-ft +1.200+1.60L+O.50S+1.60H PASS 0.1141 1-way Shear (+X) 9.695 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,1141 1-way Shear (-X) 9.695 psi 85,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1141 1-way Shear (+Z) 9.695 psi 85,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1141 1-way Shear (-Z) 9.695 psi 85.0 psi +1,20D+O.50Lr+1.60L+1.60H PASS 0.2303 2-way Punching 39,159 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd in"2 Gvrn. As in"2 Actual As in"2 Phi'Mn k-ft Status X-X,+1,40D 2.811 +Z Bottom 0,3888 Min Temo % 0,5029 32.604 OK X-X, +1,400 2.811 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,20D-tO,50Lr+1,60L+1.60H 5.090 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 5.090 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.200+1.60L+O.50S+1.60H 5.090 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.200+1.60L+0.50S+1.60H 5.090 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D+1.60Lr+O.50L 3.247 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,200+1,60Lr+0,50L 3.247 -z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X, +1,20D+1,60Lr+O,80W 2410 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1,200+1,60Lr+O.80W 2.410 -z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D+O,50L+1,60S 3.247 +z Bottom 0.3888 Min Temo % 0.5029 32.604 OK X-X,+1.20D+O,50L+1,60S 3,247 -z Bottom 0.3888 Min Temo % 0,5029 32.604 OK X-X,+1,200+1.60S+O,80W 2410 +z Bottom 0.3888 Min Temo % 0,5029 32,604 OK X-X, +1,200+1,60S+O,80W 2410 -z Bottom 0.3888 Min Temo % 0.5029 32,604 OK X-X, +1,20D+0,50Lr+0,50L+1,60W 3.247 +z Bottom 0,3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D+O,50Lr+O,50L+1,60W 3.247 -z Bottom 0,3888 Min Temo % 0.5029 32.604 OK X-X, +1,20D-fO.50L+O.50S+1.60W 3.247 +z Bottom 0,3888 Min Temo % 0.5029 32.604 OK X-X, +1.20D+O.50L+O.50S+1.60W 3.247 -z Bottom 0,3888 Min Temo % 0,5029 32.604 OK X-X, +1,20D+O,50L+O.20S+E 4.585 +z Bottom 0.3888 Min Temo % 0,5029 32,604 OK X-X, +1,20D+O.50L+O.20S+E 4.585 -z Bottom 0.3888 Min Temo % 0.5029 32,604 OK X-X, +0.900+1.60W+1.60H 1,807 +z Bottom 0,3888 Min Temo % 0.5029 32,604 OK X-X,+0,900+1,60W+1,60H 1,807 -z Bottom 0,3888 Min Temo % 0.5029 32,604 OK X-X, +O,90D+E+1.60H 3.145 +z Bottom 0,3888 Min Temo % 0.5029 32,604 OK X-X, +0.90D+E+1,60H 3.145 -Z Bottom 0.3888 Min Temo % 0.5029 32,604 OK Z-Z, +1.40D 2.811 -X Bottom 0.3888 Min Temo % 0.5029 32,604 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 I General Footing Description : Pad @ frame F-6 line D Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 5 2L FileM::\rjOCUME-1lSHAWNN-1\MYDOCU-l\ENERCA-1\NCCC.1--1.EC6 ENERCALC, INC. 1983-2013, Build:6.136,2, Ver:6.13,5,2 Z-Z,+1.40D 2.811 +X Bottom 0.388 8 Min Temo % 0.5029 32.604 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 5.090 -X Bottom 0.388 8 Min Temo % 0,5029 32.604 OK Z-Z. +1.20D+O.50Lr+1.60L+1.60H 5.090 +X Bottom 0.388 8 Min Temo % 0.5029 32,604 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 S3 General Footing Pad @ frame F-6 line D File = C:\D0CUME-1\SHAWNN~1\MYD0CU~1\ENERCA--1\NCCC_.1-1.EC6 ENERCALC, INC, 1983-2013, Build;6,13.5,2, Ver;6.13.52 Description: Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd 'm''2 Gvrn. As Actual As Phi*Mn Status k-ft Side? Bot or Top? As Req'd 'm''2 'm''2 k-ft Status 5,090 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 5.090 +X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 +x Bottom 0.3888 Min Temo % 0.5029 32.604 OK 2410 -X Bottom 0.3888 Min Temo % 0.5029 32,604 OK 2410 +x Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 +x Bottom 0,3888 Min Temo % 0.5029 32.604 OK 2.410 -X Bottom 0,3888 Min Temo % 0.5029 32.604 OK 2410 +X Bottom 0,3888 Min Temo % 0.5029 32.604 OK 3.247 -X Bottom 0,3888 Min Temo % 0.5029 32.604 OK 3.247 +x Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.247 +X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 4.585 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 4.585 +x Bottom 0.3888 Min Temo % 0.5029 32.604 OK 1.807 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 1.807 +x Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.145 -X Bottom 0.3888 Min Temo % 0.5029 32.604 OK 3.145 +X Bottom 0.3888 Min Temo % 0.5029 32.604 OK Z-Z, +1,200+1,60L+0,50S+1.60H Z-Z, +1.200+1.60L+0.50S+1.60H Z-Z, +1.200+1.60Lr+O.50L Z-Z, +1.200+1.60Lr+O.50L Z-Z +1.200+1.60Lr+O,80W Z-Z +1,200+1,60Lr+O,80W Z-Z.+1.20D+O.50L+1,60S Z-Z +1,20D+O.50L+1.60S Z-Z, +1.200+1,60S+O,80W Z-Z. +1.200+1,60S-K),80W Z-Z, +1.20D+0.50Lr+O.50L+1.60W Z-Z, +1.20D+O.50Lr+O.50L+1.60W Z-Z, +1,20D-tO,50L+0,50S+1,60W Z-Z, +1,20D+0,50L+O,50S+1.60W Z-Z, +1.20D+O,50L+O,20S+E Z-Z, +1,20D+O,50L+O.20S+E Z-Z, -tO.90D+1.60W+1.60H Z-Z, +0,900+1,60W+1,60H Z-Z, +O,90D+E+1,60H Z-Z, +O.90D+E+1,60H One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1.400 5.355 DSi 5.355 DSi 5.355 DSi 5,355 DSi 5,355 Dsi 85 Dsi 0.063 OK +1.20D+O.50Lr+1.60L+1.60H 9.695 DSi 9.695 DSi 9.695 DSi 9,695 DSi 9,695 DSi 85 DSi 0.1141 OK +1,200+1,60L+0,50S+1,60H 9.695 DSi 9.695 DSi 9.695 DSi 9,695 DSi 9,695 DSi 85 DSi 0.1141 OK +1,20D+1,60Lr+O,50L 6.185 DSi 6.185 DSi 6.185 osi 6,185 DSi 6.185 DSi 85 Dsi 0.07277 OK +1,200+1,60Lr+O,80W 4,59 DSi 4.59 DSi 4.59 osi 4,59 Dsi 4.59 DSi 85 Dsi 0.054 OK +1,20D+0,50L+1.60S 6.185 DSi 6.185 DSi 6.185 DSi 6,185 DSi 6.185 DSi 85 Dsi 0.07277 OK +1,200+1.60S+O,80W 4.59 DSi 4.59 DSi 4.59 osi 4,59 Dsi 4.59 DSi 85 Dsi 0.054 OK +1.20D+O.50Lr+O.50L+1,60W 6.185 DSi 6.185 DSi 6.185 DSi 6,185 DSi 6.185 DSi 85 Dsi 0,07277 OK +1.20D+O.50L+O.50S+1.60W 6.185 DSi 6,185 DSi 6.185 osi 6,185 DSi 6.185 Dsi 85 osi 0,07277 OK +1.20D+0.50L+O.20S+E 8.733 DSi 8.733 DSi 8.733 DSi 8,733 DSi 8.733 DSi 85 DSi 0.1027 OK +O.90D+1.60W+1.60H 3.442 DSi 3.442 DSi 3.442 DSi 3,442 DSi 3.442 DSi 85 Dsi 0.0405 OK +0.90D+E+1.60H 5.99 DSi 5.99 DSi 5,99 DSi 5,99 DSi 5,99 DSi 85 Dsi 0.07047 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1.40D 21.629 DSl 170 DSi 0.1272 OK +1.20D+0.50Lr+1.60L+1.60H 39.159 DSi 170 osi 0.2303 OK +1.20D+1.60L+O.50S+1.60H 39.159 DSi 170 DSi 0.2303 OK +1.200+1.60Lr+0.50L 24.983 DSi 170 DSi 0.147 OK +1.200+1.60Lr+O.80W 18,539 DSi 170 DSi 0.1091 OK +1.20D+O.50L+1.60S 24,983 DSi 170 DSi 0,147 OK +1.20D+1.60S+O.80W 18,539 DSi 170 DSi 0.1091 OK +1.20D+O.50Lr+0.50L+1.60W 24,983 DSi 170 osi 0.147 OK +1.20D+O.50L+O.50S+1.60W 24.983 DSi 170 DSi 0.147 OK +1.20D+O.50L+0.20S+E 35.274 DSi 170 DSi 0.2075 OK +O.90D+1.60W+1.60H 13.905 DSi 170 DSi 0.08179 OK +O,90D+E+1.60H 24.195 DSi 170 DSi 0.1423 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad @ frame F-13 line E File - C \0()CUME~1ISHAWNN- liMYDOCU-nENERCA-HNCCC ,1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.6.2, Ver:6.135.2 | Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 IVlaterial Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions... px : parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete, at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 : Yes Yes No No 3.0 ft 3,0 ft 18.0 in in in in 3.0 in Reiriforcing Bars parallel to X-X /Vxis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 3.0 # 6 3.0 # 6 Bandwidth Distribution Check (AC115.44.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P: Column Load OB: Overburden M-xx M-zz V-x V-z 3.880 SoU Dusign Value;:. Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl == when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 3 3 5 5 3'-0" 3'-0" m Q. CQ (D iy Lr W 3.880 5.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 SB- General Footing File = C:\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA-1\NCCC_1-1.EC6 ENERCALC. INC. 1983-2013, Build:6.13,5,2, Ver:6.13.6.2 Description : Pad @ frame F-13 line E DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4053 Soil Bearing 1.304 ksf 3.218 ksf +D+0.750L+O.750S+O.5250E+H about Z- 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 OO k 0.0 k No Uplift PASS 0.06384 Z Flexure (+X) 1.831 k-ft 28,675 k-ft +1,20D-iO,50L+0.20S+E PASS 0.06384 Z Flexure (-X) 1.831 k-ft 28.675 k-ft +1.20D+O.50L+0.20S+E PASS 0.06384 X Flexure (+Z) 1.831 k-ft 28.675 k-ft +1.20D+0.50L-K}.20S+E PASS 0.06384 X Flexure (-Z) 1.831 k-ft 28.675 k-ft +1.20D+O.50L+O.20S+E PASS 0.02659 1-way Shear (+X) 2.260 psi 85.0 psi +1.20D+O.50L-fO.20S+E PASS 0.02659 1-way Shear (-X) 2.260 psi 85.0 psi +1.20D+O,50L+0,20S+E PASS 0.02659 1-way Shear (+Z) 2.260 psi 85.0 psi +1,20D+O,50L-*O,20S+E PASS 0.02659 1-way Shear (-Z) 2.260 psi 85.0 psi +1.20D+O.50L+O.20S+E PASS 0.08040 2-way Punching 13.669 psi 170.0 psi +1.20D+0,50L+0.20S+E Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowrable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning H/loment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Whict Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in"2 in'^2 in"2 k-ft X-X,+1,40D 1.022 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,40D 1.022 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50Lr+1,60L+1,60H 1,652 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 1.652 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1,60L^O.50S+1.60H 1.652 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1.60L+0.50S+1.60H 1.652 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1,200+1.60Lr+0,50L 1.118 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+1.60Lr+O.50L 1.118 -Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +1.200+1.60Lr+O.80W 0.8756 ^Z Bottom 0.3888 Min Temp % 0,440 28,675 OK X-X,+1.200+1,60Lr+O.80W 0.8756 -Z Bottom 0.3888 Min Temp % 0.440 28.675 OK X-X,+1,20D+O,50L+1,60S 1.118 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1,20D-tO,50L+1,60S 1.118 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60S-K).80W 0,8756 +Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +1,200+1,60S+O,80W 0.8756 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D-K),50Lr+O.50L+1.60W 1,118 +Z Bottom 0,3888 Min Temo % 0.440 28,675 OK X-X, +1,20D-*O,50Lr+0,50L+1.60W 1.118 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.50S+1.60W 1.118 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O,50S+1,60W 1.118 -Z Bottom 0,3888 Min Temo % 0,440 28,675 OK X-X, +1.20D+0.50L40.20S+E 1.831 +Z Bottom 0,3888 Min Temp % 0,440 28,675 OK X-X, +1.20D-tO.50L-K).20S+E 1.831 -Z Bottom 0,3888 Min Temp % 0,440 28,675 OK X-X, +0,900+1,60W+1,60H 0.6567 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +0,900+1.60W+1,60H 0.6567 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +0.90D+E+1.60H 1,369 +Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +0,90D+E+1,60H 1,369 -Z Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.40D 1,022 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK PL INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-13 line E Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME~1\SHAWNN~1\MYD0CU~1\ENERCA-1\NCCC 1~1.EC6 ENERCALC. INC. 1983-2013, Build:6.13.5.2, Ver;6.ia5.2 z-z,+1.400 1.022 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D-tO,50Lr+1,60L+1,60H 1.652 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1.20D+O.50Lr+1.60L+1.60H 1.652 +X Bottom 0,3888 Min Temo % 0.440 28,675 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 ^7 General Footing Description : Pad @ frame F-13 line E Footing Flexure Flic C.\D0CUME-HSHAWNN-1\MYD0CU~1\ENERCA~I\NCCC 1-1,EC6 ENERCALC, INC, 1983-2013, Buil(i:6,13 ,'i,2, Ver:6,13.5,2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in'^2 in'^2 in'^2 k-ft Z-Z, +1.20D+1.60L+O.50S+1.60H 1.652 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+1.60L+O.50S+1.60H 1.652 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1.60Lr+0.50L 1,118 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.200+1.60Lr+O.50L 1.118 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z.+1.20D+1.60Lr+O.80W 0,8756 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+1.60Lr+O.80W 0.8756 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0,50L+1,60S 1,118 -X Bottom 0,3888 Min Temo % 0.440 28,675 OK Z-Z, +1,20D+O,50L+1.60S 1,118 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1.60S+O.80W 0.8756 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.200+1.60S+O.80W 0.8756 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50Lr+O.50L+1.60W 1.118 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +1,20D+O.50Lr+0.50L+1.60W 1.118 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+O.50L+O.50S+1.60W 1.118 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+0.50L+0.50S+1.60W 1.118 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+O.50L+O.20S+E 1.831 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z,+1.20D+O,50L+O.20S+E 1.831 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, •K).90D+1,60W+1.60H 0.6567 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. -fO,90D+1,60W+1.60H 0.6567 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0.90D+E+1.60H 1.369 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z. +0.90D+E+1.60H 1.,369 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1,40D 1.261 DSi 1.261 DSi 1.261 DSi 1.261 DSi 1.261 DSi 85 DSi 0.01484 OK +1,20D+O.50Lr+1.60L+1.60H 2.039 DSi 2.039 DSi 2.039 DSi 2.039 DSi 2,039 DSi 85 DSi 0,02399 OK +1.20D+1.60L-K).50S+1.60H 2.039 DSi 2.039 DSi 2,039 DSi 2.039 DSi 2.039 DSi 85 DSi 0,02399 OK +1.20D+1.60Lr-K),50L 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 85 DSi 0,01624 OK +1.20D+1.60Lr+O.80W 1.081 DSi 1.081 DSi 1.081 DSi 1.081 DSi 1.081 DSi 85 osi 0,01272 OK +1,20D+O.50L+1.60S 1,38 DSi 1,38 osi 1.38 DSi 1.38 DSi 1.38 DSi 85 DSi 0,01624 OK +1.20D+1.60S+O.80W 1,081 DSi 1.081 DSi 1.081 DSi 1.081 DSi 1.081 DSi 85 DSi 0.01272 OK +1.20D+0.50Lr+O,50L+1.60W 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 85 DSi 0.01624 OK +1.20D+O.50L+O.50S+1.60W 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 1.38 DSi 85 DSi 0.01624 OK +1.20D+O.50L+0,20S+E 2.26 DSi 2.26 DSi 2.26 DSi 2,26 DSi 2.26 DSi 85 DSi 0.02659 OK +0,900+1.60W+1.60H 0.8108 DSi 0.8108 DSi 0.8108 DSi 0.8108 DSi 0.8108 DSi 85 DSi 0.009538 OK +0,90D+E+1.60H 1.69 DSi 1.69 DSi 1.69 DSi 1,69 DSi 1.69 DSi 85 DSi 0.01989 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 7.628 psi 170DS 0.04487 OK +1.20D+O.50Lr+1.60L+1.60H 12.332 DSi 170DS 0.07254 OK +1.200+1.60L+0.50S+1.60H 12.332 DSi 170DS 0.07254 OK +1.20D+1.60Lr+0.50L 8.349 DSi 170DS 0,04911 OK +1.200+1.60Lr+O.80W 6.538 DSi 170DS) 0,03846 OK +1,20D+0.50L+1,60S 8.349 DSi 170DS 0,04911 OK +1.20D+1.60S+0,80W 6.538 DSi 170DS 0.03846 OK +1.20D+O.50Lr+O.50L+1.60W 8.349 Dsi 170 DSi 0,04911 OK +1.20D+O.50L+O.50S+1.60W 8.349 DSi 170 DSi 0,04911 OK +1.20D-K).50L+O.20S+E 13.669 DSi 170 DSI 0.0804 OK +0.90D+1.60W+1.60H 4.904 DSi 170DS 0.02884 OK +0.90D+E+1.60H 10.224 DSi 170 DSi 0.06014 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 57 I General Footing File ^ C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-I\NCCC.1~1.EC6 L ENERCALC, INC. 1983-2013, Build:6.135.2, Ver:6.13.5,2 J Description: Pad @ frame F-4 line D ,7 Code References Calculations per Load Connbinations Used : 2006 IBC & ASCE 7-05 General Information Material Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Ailow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete,, at Bottom of footing 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 3.0 ft 3.0 ft 18.0 in in in in 3.0 in Reinforcinjg Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 3.0 # 6 3.0 # 6 Bandvi/idth Distribution Check (AC115.442) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load OB: Overburden M-xx M-zz V-x V-z 3.650 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft & m a. <a CD -•*g -*oo' 11 CJ XJl-i^tiltlU.*jkiftaJin^.... ..2,7 lintlnn'l IH *' Lr W 3.650 6.80 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing Description : Pad @ frame F-4 line D.7 File = C\D0CUME-1\SHAWNN-HMYD0CU--1\ENERCA~1\NCCC J-1.EC6 ENERCALC. INC. 1983-2013, Buil(i:6.13,6.2, Ver:6.13.5.2 DESIGN SUMMARY iKHt'liH^lllWIBi Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4115 Soil Bearing 1.324 ksf 3.218 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 OO k No Sliding PASS n/a Uplift 0.0 k OO k No Uplift PASS 0.06693 Z Flexure (+X) 1.919 k-ft 28.675 k-ft +1.20D+O,50L+O,20S+E PASS 0.06693 Z Flexure (-X) 1.919 k-ft 28.675 k-ft +1,20D+O.50L+O.20S+E PASS 0.06693 X Flexure (+Z) 1.919 k-ft 28.675 k-ft +1.20D+0.50L+O.20S+E PASS 0,06693 X Flexure (-Z) 1.919 k-ft 28,675 k-ft +1,20D+0,50L-iO,20S+E PASS 0.02788 1-way Shear (+X) 2.369 psi 85,0 psi +1.20D+0,50L+0.20S+E PASS 0.02788 1-way Shear (-X) 2,369 psi 85,0 psi +1.20D+0.50L+0.20S+E PASS 0.02788 1-way Shear (+Z) 2,369 psi 85,0 psi +1.20D+0.50L+0.20S+E PASS 0.02788 1-way Shear (-Z) 2,369 psi 85.0 psi +1.20D+0.50L+O.20S+E PASS 0.08430 2-way Punching 14,330 psi 170.0 psi +1.20D+0,50L+O.20S+E Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z tZ •X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application /\xis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure /Vxis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure /Vxis & Load Combination k-tt Side? Bot ori op? in"2 in"2 in"2 k-ft X-X, +1.40D 0.9813 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.40D 0.9813 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+0,50Lr+1.60L+1,60H 1.571 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 1.571 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+1,60L+O.50S+1,60H 1,571 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60L+0.50S+1.60H 1,571 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X.+1.200+1.60Lr+0.50L 1.069 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60Lr+0,50L 1.069 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.200+1.60Lr-*O.80W 0.8411 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+1,20D+1.60Lr+0.80W 0.8411 -Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+1,20D+0.50L+1.60S 1.069 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50L+1,60S 1.069 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60S+O,80W 0.8411 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,200+1.60S+0.80W 0,8411 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+0.50Lr+0,50L+1,60W 1,069 +Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 1,069 -Z Bottom 0.3888 Min Temo % 0,440 28,675 OK X-X, +1,20D+O,50L+O,50S+1,60W 1.069 +Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1.20D+0.50L+O,50S+1,60W 1.069 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.20S+E 1.919 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.20S+E 1.919 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, -^,900+1,60W+1,60H 0.6308 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +0.90D+1,60W+1,60H 0.6308 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+0,90D+E+1,60H 1.481 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +O.90D+E+1.60H 1,481 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.40D 0.9813 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK X INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 General Footing Description : Pad @ frame F-4 line D.7 Z-Z,+1,400 0,9813 +X Bottom Z-Z,+1,20D+O,50Lr+1,60L+1,60H 1.571 -X Bottom Z-Z,+1.20D+O,50Lr+1.60L+1.60H 1.571 +X Bottom Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C,\D0CUME-1\SHAWNN-1.,MYD0CU--nENERCA-1\NCCC 1-1.EC6 ENERCALC. INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 0.3888 0.3 0,: Min Temo % Min Temo % Min Temp % 0,440 0,440 0.440 28.675 28.675 28.675 OK OK OK INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing «^» : KW-06006198 Description: Pad ©frame F-4 line D.7 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File -• C:\D0CUME-1\SHAWNN- HMYD0CU--1\ENERCA~1\NCCC.J~1 .EC6 ENERCALC, INC 1983-2013 BuHd:6,13 5.2 Ver:613.5 2 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in''2 in"2 in'^2 k-ft Z-Z, +1.20D+1.60L+O,50S+1.60H 1.571 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1,200+1,60L+0.50S+1,60H 1.571 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60Lr+0.50L 1.069 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1.60Lr+0.50L 1.069 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1,200+1.60Lr+0,80W 0,8411 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z. +1.200+1.60Lr+O.80W 0,8411 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1,20D+O,50L+1,60S 1,069 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50L+1,60S 1,069 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+1.60S+O,80W 0,8411 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1.60S+O.80W 0,8411 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 1.069 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 1.069 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O.50L+O,50S+1,60W 1.069 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50L+O.50S+1.60W 1.069 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L+O.20S+E 1.919 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+0.50L+O.20S+E 1.919 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +O.90D+1.60W+1.60H 0.6308 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0,900+1.60W+1,60H 0.6308 +X Bottom 0,3888 Min Temo % 0,440 28.675 OK Z-Z, +O,90D+E+1,60H 1.481 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, -(O,90D+E+1,60H 1.481 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK One Way Shear Load Combination... Vu @ -X Vu@ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1,212 DSi 1.212 DSi 1.212 DSi 1.212 DSi 1,212 DSi 85 DSi 0,01425 OK +1.20D+0,50Lr+1,60L+1.60H 1.94 DSi 1.94 DSi 1.94 Dsi 1.94 DSi 1.94 DSi 85 DSi 0,02282 OK +1.20D+1.60L+O.50S+1.60H 1.94 DSi 1.94 DSi 1.94 DSi 1.94 DSi 1,94 DSi 85 DSi 0,02282 OK +1.200+1.60Lr+0.50L 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 85 DSi 0.01553 OK +1.200+1.60Lr+O.80W 1.038 DSi 1,038 DSi 1.038 DSi 1.038 DSi 1.038 DSi 85 DSi 0.01222 OK +1.20D+O,50L+1,60S 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 1,32 DSi 85 DSi 0.01553 OK +1,200+1,60S+0,80W 1.038 DSi 1.038 DSi 1,038 DSi 1.038 DSi 1.038 DSi 85 DSi 0.01222 OK +1,20D+O,50Lr+O,50L+1,60W 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 85 DSi 0.01553 OK +1,20D+O,50L+O,50S+1.60W 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 1.32 DSi 85 DSi 0.01553 OK +1,20D+0,50L+0.20S+E 2.369 DSi 2.369 DSi 2.369 DSi 2.369 DSi 2.369 DSi 85 DSi 0.02788 OK +0.90D+1.60W+1.60H 0.7788 DSi 0.7788 DSi 0.7788 DSi 0.7788 DSi 0.7788 DSi 85 DSi 0.009163 OK +0.90D+E+1.60H 1.828 DSi 1.828 DSi 1.828 DSi 1.828 DSi 1.828 DSi 85 DSi 0.02151 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 7.327 DSi 170DS 0.0431 OK +1.20D+O.50Lr+1.60L+1.60H 11.731 DSi 170DS 0.06901 OK +1.200+1,60L-*O,50S+1,60H 11.731 DSi 170DS 0.06901 OK +1.200+1.60Lr+O.50L 7.984 DSi 170DS 0.04696 OK +1.20D+1.60Lr+O.80W 6.28 DSi 170DS 0.03694 OK +1.20D+0.50L+1.60S 7.984 DSi 170DS 0.04696 OK +1.200+1.60S+O.80W 6.28 DSi 170 DSi 0,03694 OK +1.20D+O.50Lr+O.50L+1.60W 7.984 DSi 170 DSi 0,04696 OK +1.20D+O.50L+O.50S+1.60W 7.984 DSi 170DS 0.04696 OK +1.20D+O,50L+O,20S+E 14.33 DSi 170DS 0.0843 OK +0.90D+1.60W+1.60H 4.71 DSi 170DSi 0.02771 OK +0.90D+E+1.60H 11.057 DSi 170 DSi 0.06504 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing File - C:\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA~HNCCC.1-1,EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver,6.13,5.2 Description: Pad ©frame F-5 line4,7 Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density Cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis Height Rebar Centeriine to Edge of Concrete, at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0,850 0.00180 1.50 1.50 Yes Yes No No 3.0 ft 3.0 ft 18.0 in in in in 3.0 in Reinforcin^g Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z /^xis Number of Bars Reinforcing Bar Sizf 3.0 # 6 3.0 # 6 Bandwidth Distribution Check (AC115.4,4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads y Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft & 3'-0' m a. (Q CD >D -*cn II OJ -7.7 IWtliw I'nritntyfM »K ; Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 6.10 6.10 5.60 k ksf k-ft k-ft k k T INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing Description : Pad @ frame F-5 line 4.7 DESIGN SUMMARY -C:\D0CUME-HSHAWNN~HMYD0CU-1\ENERCA-1\NCCC^1~1,EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver;6,13,5,2 If Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,5377 Soil Bearing 1.730 ksf 3.218 ksf +D+0.750L+O.750S+O.5250E+H about Z- 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 OO k No Sliding PASS n/a Sliding - Z-Z 0.0 k OO k No Sliding PASS n/a Uplift OO k OO k No Uplift PASS 0.08470 Z Flexure (+X) 2.429 k-ft 28.675 k-ft +1.20D+O.50Lr+1,60L+1.60H PASS 0.08470 Z Flexure (-X) 2.429 k-ft 28.675 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.08470 X Flexure (+Z) 2.429 k-ft 28,675 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.08470 X Flexure (-Z) 2.429 k-ft 28,675 k-ft +1.20D+O.5OLr+1.60L+1.60H PASS 0,03527 1-way Shear (+X) 2.998 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,03527 1-way Shear (-X) 2.998 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.03527 1-way Shear (+Z) 2.998 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.03527 1-way Shear (-Z) 2.998 psi 85.0 psi +1,20D+O,50Lr+1.60L+1.60H PASS 0.1067 2-way Punching 18.134 psi 170.0 psi +1.20D+O.50Lr+1.60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd in"2 Gvrn. As in'^2 Actual As in'^2 Phi*Mn k-ft Status X-X, +1,400 1.410 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.40D 1.410 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50Lr+1,60L+1.60H 2.429 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.429 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.200+1.60L+O.50S+1.60H 2.429 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60L+0,50S+1.60H 2.429 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1.20D+1.60Lr+O.50L 1.590 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,200+1,60Lr+O,50L 1.590 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60Lr+O.8OW 1.209 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1.60Lr+0.80W 1.209 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+0,50L+1.60S 1.590 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1.20D+0.50L+1.60S 1.590 -Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60S+O.80W 1.209 +Z Bottom 0.3886 Min Temo % 0.440 28.675 OK X-X,+1,200+1.60S+O.80W 1.209 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+0.50Lr+0.50L+1,60W 1.590 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 1.590 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.50S+1.60W 1.590 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+0.50S+1.60W 1.590 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+0.20S+E 2.290 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L+O.20S+E 2.290 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X. +O.90D+1.60W+1.60H 0.9065 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+0,900+1,60W+1,60H 0.9065 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, -iO,90D+E+1,60H 1.606 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +0.90D+E+1,60H 1.606 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.40D 1,410 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing mm Description : Pad @ frame F-5 line 4./ Z-Z.+1.400 Z-Z, +1.20D+O,50LrH Z-Z, +1.20D-K),50LrH •1,60L+1,60H •1.60L+1.60H 1.410 2.429 2.429 +X Bottom -X Bottom +X Bottom Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File ^ C:\D0CUME-HSHAWNN-1\MYD0CU~nENERCA-1\NCCC l-1.ECe j,,; ENERCALC, INC 1983-2013, Build:6,13,5,2, Vor;6,135,2 ?i 0,3888 Min Temo % 0,3888 Min Temo % 0,3888 Min Temo % 0.440 0.440 0.440 28.675 28.675 28.675 OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing S'l-t'I'M Description : Pad @ frame F-5 line 4.7 Footing Flexure Flexure Axis & Load Combination File C:iD0CUME-1\SHAWNN-t\MYD0CU-1\ENERCA-1\NCCC 1~1.EC6 b ENERCALC, INC, 1983-2013, Build:6.135.2, Ver:6.13.5.2 B Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side? Botor Top ? in'^2 'm'^2 in"2 k-ft Status 2.429 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK 2.429 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.590 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.590 +x Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.209 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.209 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.590 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK 1.590 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK 1.209 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK 1.209 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK 1.590 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK 1.590 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK 1.590 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK 1.590 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK 2.290 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK 2.290 +x Bottom 0.3888 Min Temo % 0,440 28.675 OK 0.9065 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK 0.9065 +x Bottom 0.3888 Min Temo % 0,440 28.675 OK 1.606 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK 1.606 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z,+1,20D+1,60L+0,50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L Z-Z, +1,200+1,60Lr+0,50L Z-Z. +1.200+1.60Lr-tO.80W Z-Z +1.20D+1.60Lr+O.80W Z-Z,+1.20D-+O.50L+1.60S Z-Z,+1,20D+O,50L+1,60S Z-Z,+1,20D+1,60S+0,80W Z-Z, +1.200+1.60S+0.80W Z-Z, +1,20D+O,50Lr+O,50L+1.60W Z-Z, +1.20D+O.50Lr+O.50L+1.60W Z-Z, +1,20D+O,50L+O.50S+1.60W Z-Z, +1.20D+O.50L4O.50S+1.60W Z-Z.+1.20D+O.50L+O.20S+E Z-Z,+1,20D+O,50L+O,20S+E Z-Z, +0,900+1.60W+1.60H Z-Z, +0,900+1.60W+1,60H Z-Z, +0.90D+E+1.60H Z-Z. +0.90D+E+1.60H One Way Shear Load Combination... Vu @ -X Vu @ +X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D 1.741 DSi 1.741 DSi 1.741 DSi 1.741 Dsi 1.741 DSi 85 DSi 0.02048 OK +1.20D+O.50Lr+1.60L+1,60H 2.998 DSi 2.998 DSi 2.998 DSi 2.998 DSi 2,998 DSi 85 Dsi 0.03527 OK +1.20D+1.60L+O.50S+1.60H 2.998 DSi 2.998 DSi 2.998 DSi 2.998 DSi 2,998 DSi 85 DSi 0 03527 OK +1.200+1.60Lr+O.50L 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 85 DSi 0.02309 OK +1.200+1.60Lr+0.80W 1.492 Dsi 1.492 DSi 1.492 DSi 1.492 DSi 1.492 DSi 85 Dsi 001755 OK +1.20D+O.50L+1.60S 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 85 DSi 0,02309 OK +1.200+1.60S+0.80W 1.492 DSi 1,492 DSi 1.492 DSi 1.492 DSi 1.492 DSi 85 Dsi 0.01755 OK +1.20D+O.50Lr+O.50L+1.60W 1.963 Dsi 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 85 Dsi 0.02309 OK +1.20D+O.50L+O.50S+1,60W 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 1.963 DSi 85 Dsi 0.02309 OK +1,20D+O.50L+O,20S+E 2,827 DSi 2.827 DSi 2.827 DSi 2.827 DSi 2.827 DSi 85 Dsi 0.03326 OK +0,900+1,60W+1,60H 1,119DSi 1.119DSi 1.119 DSi 1 119 DSi 1.119DSi 85 DSi 0.01317 OK +0.90D+E+1.60H 1,983 DSi 1.983 DSi 1.983 DSi 1.983 DSi 1.983 DSi 85 osi 0.02333 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 10.528 DSi 170 DSi 0.06193 OK +1.20D+O.50Lr+1.60L+1.60H 18.134 DSi 170 DSi 0.1067 OK +1.200+1.60L+0.50S+1.60H 18.134 DSi 170 DSi 0.1067 OK +1.200+1,60Lr+O.50L 11.871 DSi 170 DSI 0.06983 OK +1.20D+1.60Lr+O.80W 9.024 DSi 170 DSi 0.05309 OK +1.20D+O.50L+1.60S 11.871 DSi 170 DSi 0,06983 OK +1.200+1.60S+O,80W 9.024 DSi 170 DSi 0.05309 OK +1.20D+0.50Lr+O.50L+1.60W 11.871 DSi 170 DSi 0.06983 OK +1.20D+O.50L+O.50S+1.60W 11.871 DSi 170 DSi 0.06983 OK +1.20D+0.50L+0.20S+E 17.098 DSi 170 DSi 0.1006 OK +O.90D+1.60W+1.60H 6.768 DSi 170 DSi 0.03981 OK +O.90D+E+1.60H 11.995 DSi 170 DSi 0.07056 OK INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Projecl Descr: NCCC Proiect ID: 101585 7r General Footing Description : Pad FTG, AT FRAME LINE C.1 File = C;\D0CUME-1\SHAWNN~HMYD0CU--nENERCA~1\NCCC 1~1.EC6 ENERCALC, INC. 1983-2013, Build.6.13.5.2, Vef:6.13.5.2 Code References Calculations per Load Combinations Used General Information 2006 IBC 8. ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions.,. px: parallel to X-X Axis = pz: parallel to Z-Z Axis z Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Soil Design Values Allowable Soil Bearing = 3.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff, = 0.30 3.0 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes Yes Yes 3.50 ft 3.50 ft 18.0 in 0.0 in 0.0 in 0.0 in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 4.0 # 6 4.0 # 6 Bandwidth Distribufion Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Allowable pressure increase per foot of deptl= 0.0 ksf when footing base is below = 0.0 ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = 0.0 ksf when maximum length or width is greater4 0.0 ft 5 5 1 ; 1 i 1 1 5 j- . . H i i 1 ' i 1 1 1 i j 1 ! 1 3'- _X m a. 35 —'tl II D Lr L s w E H P: Column Load 12.0 0.0 12.0 0.0 0.0 13.50 0.0 k OB: Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 2.0 0.0 k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 7^ General Footing .ilR.|l!;;KVV-O60O6198 File = C:\D0CUME~1\SHAWNN-nMYD0CU~HENERCA-1\NCCC 1-1,EC6 ENERCALC, INC, 1983-2013, Build:6.13.6.2. Ver:6.13.5.2 e C:ONSUiJ:ifp Description : Pad FTG. AT FRAME LINE C-1 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,9090 Soil Bearing 2,727 ksf 3,0 ksf +D+O.750L+O.750S^O.5250E+H about X- PASS 15,207 Overturning - X-X 2,10 k-ft 31,935 k-ft 0.6D4O.7E PASS n/a Overturning - Z-Z 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Sliding-X-X OOk 0,0 k No Sliding PASS 3,910 Sliding - Z-Z 1.40 k 5,475 k 0.6D+0.7E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,1413 Z Flexure (+X) 4.637 k-ft 32.827 k-ft +1.20D+O.50L+O,20S+E PASS 0,1413 Z Flexure (-X) 4.637 k-ft 32.827 k-ft +1,20D-K),50L+0,20S+E PASS 0,1543 X Flexure (+Z) 5.066 k-ft 32.827 k-ft +1,20D+O,50L+O,20S+E PASS 0.1401 X Flexure (-Z) 4.60 k-ft 32.827 k-ft +1.20D+O,50Lr+1,60L+1,60H PASS 0.09486 1-way Shear (+X) 8.833 psi 93.113 psi +1.20D+O,50L+0,20S+E PASS 0.09486 1-way Shear (-X) 8.833 psi 93.113 psi +1.20D+0.50L+O.20S+E PASS 0.1060 1-way Shear (+Z) 9,873 psi 93.113 psi +1.20D+O,50L+O.20S+E PASS 0.09409 1-way Shear (-Z) 8,761 psi 93.113 psi +1,20D+O.50Lr+1,60L+1,60H PASS 0,1916 2-way Punching 35,677 psi 186.226 psi +1,20D+O,50L+0.20S+E Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Foottng Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in'^2 Gvrn. As in"2 Actual As in"2 Phi'Mn k-ft Status X-X, +1,400 2.566 +Z Bottom 0.3888 Min Temo % 0.5029 32,827 OK X-X,+1.40D 2.566 -Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 4.60 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 4.60 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1,200+1,60L+O.50S+1.60H 4.60 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1.20D+1.60L+0.50S+1.60H 4.60 -z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X, +1,200+1,60Lr+O,50L 2.950 +z Bottom 0.3888 Min Temo % 0,5029 32,827 OK X-X, +1.20D+1,60Lr+O,50L 2.950 -z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X. +1.200+1.60Lr-tO.80W 2.20 +z Bottom 0.3888 Min Temo % 0.5029 32,827 OK X-X, +1.20D+1,60Lr4O.80W 2.20 -z Bottom 0.3888 Min Temo % 0.5029 32,827 OK X-X,+1.20D-tO.50L+1.60S 2.950 +z Bottom 0.3888 Min Temo % 0.5029 32,827 OK X-X. +1.20D+0.50L+1.60S 2.950 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X,+1,20D+1.60S+0.80W 2,20 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X,+1,20D+1,60S+O,80W 2.20 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1,20D+O,50Lr+O,50L+1,60W 2.950 +z Bottom 0.3888 Min Temp % 0.5029 32.827 OK X-X, +1.20D+O,50Lr+O,50L+1,60W 2.950 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1,20D+O.50L-tO.50S+1,60W 2.950 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1.20D+O.50L+0.50S+1.60W 2.950 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X,+1,20D+O,50L+O.20S+E 5.066 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1.20D+O.50L+O.20S+E 4.209 -z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +0,900+1,60W+1,60H 1,650 +z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +0,900+1,60W+1,60H 1,650 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, -tO.90D+E+1.60H 3.766 +z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, -K).90D+E+1.60H 2.909 -z Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z, +1.40D 2.566 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: Pad FTG. AT FRAME LINE C-1 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C\D0CliME-1\SHAWNN-1\MYD0CU-nENERCA-1\NCCCJ-1.EC6 ENERCALC, INC. 1983-2013, Build:6,13,5.2. Ver:6.13,5.2 z-z,+1,40D 2,566 +X Bottom Z-Z,+1.20D+0.50Lr+1,60L+1,60H 4,60 -X Bottom Z-Z,+1,20D+O.50Lr+1,60L+1,60H 4.60 +X Bottom 0.3888 0.; 0.; Min Temo % Min Temo % Min Temo % 0.5029 0.5029 0.5029 32.827 32.827 32.827 OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : Pad FTG. AT FRAh/IE LINE C-1 Footing Flexure File - C:iD0CUME-1\SHAWNN-1\MYD0CU-nENERCA~l\NCCCJ-1,EC6 ENERCALC. INC. 1983-2013, BuiW:6.13.5.2, Ver:6.13.5.2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in"2 in''2 in''2 k-ft Z-Z, +1.20D+1,60L+O,50S+1.60H 4.60 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z.+1.20D+1.60L+O.50S+1.60H 4.60 +X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z,+1,20D+1.60Lr+0.50L 2.950 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z, +1,200+1.60Lr+0,50L 2,950 +X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z, +1.20D+1.60Lr4O.80W 2,20 -X Bottom 0.3888 Min Temo % 0,5029 32,827 OK Z-Z, +1.200+1,60Lr+O.80W 2.20 +X Bottom 0.3888 Min Temo % 0,5029 32,827 OK Z-Z, +1.20D+O.50L+1.60S 2.950 -X Bottom 0.3888 Min Temo % 0.5029 32,827 OK Z-Z, +1.20D-K),50L+1.60S 2.950 +X Bottom 0.3888 Min Temo % 0.5029 32,827 OK Z-Z, +1,20D+1.60S+0,80W 2.20 -X Bottom 0.3888 Min Temo % 0.5029 32,827 OK Z-Z, +1.200+1.60S+0.80W 2.20 +X Bottom 0.3888 Min Temo % 0,5029 32,827 OK Z-Z, +1.20D+O,50Lr+O,50L+1,60W 2.950 -X Bottom 0.3888 Min Temo % 0.5029 32,827 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 2.950 +X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z, +1,20D+O.50L+O.50S+1.60W 2.950 -X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z, +1.20D+O,50L+O.50S+1.60W 2.950 +X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z,+1,20D+O.50L+O,20S+E 4.637 -X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z, +1,20D+O,50L+O,20S+E 4,637 +X Bottom 0,3888 Min Temo % 0,5029 32.827 OK Z-Z, +O.90D+1.60W+1,60H 1.650 -X Bottom 0,3888 Min Temo % 0,5029 32.827 OK Z-Z,+0,900+1.60W+1.60H 1.650 +X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z, +O,90D+E+1,60H 3.337 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z,+0,90D+E+1,60H 3.337 +X Bottom 0.3888 Min Temo % 0,5029 32,827 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu @ -Z Vu @ +Z Vu:ll/lax PhiVn Vu/Phi*Vn Status +1,400 4,888 DSi 4.888 DSi 4.888 DSi 4,888 osi 4,888 DSi 93,113 DSi 0.0525 OK +1,20D-tO.50Lr+1.60L+1,60H 8,761 DSi 8.761 DSi 8.761 DSi 8.761 DSi 8,761 DSi 93.113 DSi 0.09409 OK +1,200+1.60L+0.50S+1,60H 8.761 DSi 8.761 DSi 8.761 DSi 8.761 DSi 8,761 DSi 93.113 DSi 0.09409 OK +1.200+1.60Lr+O.50L 5.618 DSi 5.618 DSi 5.618 DSi 5.618 DSi 5,618 DSi 93.113 DSi 0.06034 OK +1.200+1.60Lr+O.80W 4.19 DSi 4.19 DSi 4.19 DSi 4.19 DSi 4,19 DSi 93.113 DSi 0.045 OK +1.20D+O.50L+1.60S 5.618 DSi 5.618 DSi 5.618 DSi 5.618 DSi 5,618 DSi 93.113 DSi 0.06034 OK +1,200+1,60S+O.80W 4.19 DSi 4.19 DSi 4.19 DSi 4.19 DSi 4,19DSi 93.113 DSi 0.045 OK +1,20D-K),50Lr+O,50L+1,60W 5.618 DSi 5.618 osi 5.618 DSi 5,618 DSi 5.618 DSi 93.113 DSi 0.06034 OK +1.20D+O,50L+O.50S+1.60W 5.618 DSi 5.618 DSi 5.618 DSi 5,618 DSi 5,618 DSi 93.113 DSi 0.06034 OK +1.20D+O.50L+O.20S+E 8.833 DSi 8.833 osi 7,792 DSi 9.873 DSi 9.873 DSi 93,113 DSi 0,106 OK +0.90D+1.60W+1.60H 3.142 DSi 3.142 DSi 3.142 DSi 3.142 DSi 3,142 DSi 93.113 osi 0.03375 OK +0.90D+E+1.60H 6.357 DSi 6.357 DSi 5.316 DSi 7.397 DSi 7397 DSi 93.113 DSi 0.07945 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 19.744 DSi 186.226 DSi 0.106 OK +1.20D+O.50Lr+1.60L+1.60H 35.389 DSi 186.226 DSi 0.19 OK +1.200+1,60L-K).50S+1.60H 35.389 DSi 186.226DSI 0.19 OK +1.200+1.60Lr+O.50L 22.694 osi 186.226DS1 0.1219 OK +1,200+1.60Lr+O.80W 16.924 Dsi 186.226 DS 0.09088 OK +1.20D+O.50L+1.60S 22.694 DSi 186.226DSi 0.1219 OK +1.200+1.60S+O.80W 16,924 DSi 186.226DS 0.09088 OK +1.20O+O.50Lr+O.50L+1.60W 22.694 DSi 186.226DSi 0.1219 OK +1.20D+O.50L+O.50S+1.60W 22,694 DSi 186.226DS 0.1219 OK +1.20D+O.50L+O.20S+E 35,677 DSi 186,226osi 0,1916 OK +0.900+1.60W+1.60H 12.693 DSI 186.226 DS 0,06816 OK +O.9OD+E+1.60H 25.676 DSi 186,226DSI 0.1379 OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing ' Description : Pad FTG. AT LINE B-'l C0L7 Code References Calculations per Load Connbinations Used : 2006 IBC & ASCE 7-05 General Information •iijni,^'Mti3iii.),:tSL] File = C:\D0CUME-1\SHAWNN~1\MYD0CU~nENERCA-1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.6.2. Ver:6.13.5.2 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parailei to Z-Z Axis = Footing Thicknes Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis : Height Rebar Centeriine to Edge of Concrete, at Bottom of footing 3.0 ksi 60.0 ksi ',122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 :1 1.50 :1 Yes Yes Yes Yes 3.50 ft 3.50 ft 18.0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 4.0 # 6 4.0 # 6 Bandv/idth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Oepth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft m a. (Q II OJ D Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 15,0 15.0 2.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing i: File = C:\D0CUME~1\SHAWNN-1s,MYD0CU~1\ENERCA-1\NCCC.J~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 |li£i#'::KW-06006198.^ H''^:3iv i«fii:is«3M^r:^^ii •Wl ^*'•"•< ;.-:::I^ISSiaHl Description : Pad FTG, AT LINE B-1 COL. DESIGNSUMMARY iH Ki^SRlji|3PI8f( Uin. Ratio Item Applied Capacity Governing Load Combination PASS 0,8887 Soil Bearing 2,666 ksf 3.0 ksf +D+L+H about Z-Z axis PASS 8,832 Overturning - X-X 2,10 k-ft 18.548 k-ft 0.6D+0.7E PASS n/a Overturning - Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X OOk 00 k No Sliding PASS 2,271 Sliding - Z-Z 1,40 k 3.180 k 0.6D+0,7E PASS n/a Uplift 0,0 k OO k No Uplift PASS 0,1721 Z Flexure (+X) 5,650 k-ft 32,827 k-ft +1,20D+O,50Lr+1,60L+1,60H PASS 0,1721 Z Flexure (-X) 5,650 k-ft 32,827 k-ft +1,20D+O,50Lr+1.60L+1,60H PASS 0,1721 X Flexure (-Z) 5,650 k-ft 32,827 k-ft +1,20D+O,50Lr+1.60L+1,60H PASS 0.1721 X Flexure (-Z) 5,650 k-ft 32.827 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1156 1-way Shear (+X) 10,761 psi 93.113 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0,1156 1-way Shear (-X) 10.761 psi 93,113 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,1156 1-way Shear (+Z) 10.761 psi 93.113 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,1156 1-way Shear (-Z) 10.761 psi 93.113 psi +1.20D+O,50Lr+1.60L+1.60H PASS 0,2334 2-way Punching 43.467 psi 186.226 psi +1.20D+0.50Lr+1,60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X •X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application /Vxis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Foottng Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Whict Tension @ As Req'd Gvrn. As Actual As Phi'Mn status Flexure Axis & Load Combination k-tt Side? Bot on op? in"2 in"2 in"2 k-ft X-X,+1,40D 3.091 +Z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X, +1.40D 3.091 -Z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 5.650 +Z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 5.650 -Z Bottom 0.3888 Min Temo % 0,5029 32.827 OK X-X. +1,200+1.60L+O,50S+1.60H 5.650 +Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X. +1.20D+1.60L+O,50S+1,60H 5.650 -Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X,+1,20D+1,60Lr+O,50L 3.587 +Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1.200+1.60Lr+O.50L 3,587 -Z Bottom 0,3888 Min Temo % 0,5029 32.827 OK X-X, +1,200+1,60Lr-tO,80W 2.650 I-Z Bottom 0,3888 Min Temo % 0,5029 32.827 OK X-X, +1,200+1,60Lr+0,80W 2.650 -Z Bottom 0,3888 Min Temo % 0,5029 32.827 OK X-X, +1,20D+0,50L+1,60S 3.587 +Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1,20D+O,50L+1,60S 3,587 -Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +1,200+1,60S+O,80W 2.650 ^Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X,+1.20D+1,60S+0.80W 2.650 -Z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +1.20D+O.50Lr+O,50L+1.60W 3.587 +Z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +1,20D+0,50Lr+0,50L+1,60W 3.587 -Z Bottom 0,3888 Min Temo % 0,5029 32.827 OK X-X, +1,20D+O,50L+0,50S+1,60W 3.587 I-Z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +1.20D+O,50L+O,50S+1,60W 3.587 -Z Bottom 0,3888 Min Temo % 0,5029 32,827 OK X-X, +1,20D+O,50L+O,20S+E 4.016 +Z Bottom 0,3888 Min Temo % 0,5029 32,827 OK X-X, +1,20D+O,50L+O,20S+E 3.159 -Z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +0,900+1,60W+1.60H 1.987 ^Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +O.90D+1,60W+1.60H 1.987 -Z Bottom 0,3888 Min Temo % 0.5029 32.827 OK X-X, +O,90D+E+1,60H 2.416 +Z Bottom 0.3888 Min Temo % 0.5029 32.827 OK X-X, +0.90D+E+1,60H 1.559 -Z Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z,+1,400 3.091 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 General Footing Description Pad FTG. AT LINE B-1 COL, Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 ^4 File ^ C:\D0CUME~r\SHAWNN~1\MYD0CU-1lENERCA-HNCCC 1-1.EC6 ENERCALC, INC. 1983-2013, Build:6,13.5.2, Ver:6,13.5.2 Z-Z, +1,400 3,091 +X Bottom 0,3888 Min Temo % 0,5029 32.827 OK Z-z, +1,20D+O.50Lr+1,60L+1.60H 5.650 -X Bottom 0,3888 Min Temo % 0.5029 32.827 OK z-z. +1.20D-fO.50Lr+1.60L+1.6OH 5,650 +X Bottom 0,3888 Min Temo % 0.5029 32.827 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 ^3 General Footing iKw^aooei98 Description : Pad FTG. AT LINE B-1 COL. File C:\D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA-1\NCCC 1-1.EC6 ENERCALC, INC, 1983-2013, Build:6.13.6.2, Ver:6.13.5.2 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd in''2 Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? As Req'd in''2 in'^2 in''2 k-ft Z-z, +1.200+1.60L+0,50S+1,60H 5.650 -X Bottom 0.3888 Min Temo % 0.5029 32,827 OK Z-Z,+1,20D+1,60L+0.50S+1,60H 5.650 +X Bottom 0,3888 Min Temo % 0,5029 32,827 OK Z-Z, +1.200+1.60Lr+0.50L 3.587 -X Bottom 0,3888 Min Temo % 0,5029 32,827 OK Z-Z. +1.20D+1.60Lr+0.50L 3.587 +X Bottom 0,3888 Min Temp % 0,5029 32,827 OK Z-Z,+1,20D+1,60Lr+0,80W 2.650 -X Bottom 0,3888 Min Temo % 0.5029 32,827 OK Z-Z, +1,200+1,60Lr+0.80W 2.650 +X Bottom 0,3888 Min Temo % 0.5029 32,827 OK Z-Z, +1.20D+O.50L+1.60S 3.587 -X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z,+1.20D+O.50L+1,60S 3,587 +X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z,+1,20D+1,60S+0,80W 2,650 -X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z, +1,200+1,60S-K),80W 2,650 +X Bottom 0,3888 Min Temo % 0,5029 32.827 OK Z-Z, +1,20D+0,50Lr+0.50L+1.60W 3.587 -X Bottom 0.3888 Min Temo % 0.5029 32.827 OK Z-Z, +1.20D-»O.50Lr+0.50L+1,60W 3.587 +X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z, +1,20D+O,50L+O,50S+1.60W 3.587 -X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z, +1,20D+0,50L+0,50S+1.60W 3.587 +X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z, +1.20D+O.50L+O.20S+E 3.587 -X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z. +1.20D+O.50L+O.20S+E 3.587 +X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z, +O.90D+1,60W+1.60H 1,987 -X Bottom 0,3888 Min Temo % 0.5029 32.827 OK Z-Z, +O.90D+1.60W+1.60H 1.987 +X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z. +O,90D+E+1.60H 1.987 -X Bottom 0.3888 Min Temo % 0,5029 32.827 OK Z-Z. -tO.90D+E+1.60H 1.987 +X Bottom 0.3888 Min Temo % 0,5029 32.827 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu/Phi'Vn Status +1.400 5.888 DSi 5,888 DSi 5.888 DSi 5,888 DSi 5,888 DSi 93.113 DSi 0,06324 OK +1.20D+O.50Lr+1.60L+1.60H 10.761 DSi 10.761 DSi 10.761 DSi 10,761 DSi 10.761 DSi 93.113 DSi 0.1156 OK +1.200+1.60L+O.50S+1,60H 10.761 DSi 10.761 DSi 10.761 DSi 10,761 DSi 10.761 DSi 93.113 DSi 0,1156 OK +1.20D+1.60Lr+O.50L 6.833 DSi 6,833 DSi 6.833 DSi 6,833 DSi 6.833 DSi 93,113 DSi 0,07338 OK +1,200+1.60Lr+O.80W 5,047 DSi 5,047 DSi 5,047 DSi 5.047 DSi 5.047 DSi 93,113 DSi 0,0542 OK +1.20D+O,50L+1,60S 6.833 DSi 6.833 DSi 6.833 DSi 6.833 DSi 6.833 DSi 93,113 DSi 0.07338 OK +1.200+1.60S-K).80W 5.047 DSi 5.047 DSi 5,047 DSi 5.047 DSi 5.047 DSi 93,113 DSi 0.0542 OK +1.20D+O.50Lr+O.50L+1.60W 6.833 DSi 6.833 DSi 6.833 DSi 6,833 DSi 6.833 DSi 93,113 DSi 0,07338 OK +1.20D+O.50L+O.50S+1.60W 6.833 DSi 6.833 DSi 6.833 DSi 6.833 DSi 6.833 DSi 93,113 DSi 0,07338 OK +1.20D+0.50L+0.20S+E 6.833 DSi 6.833 DSi 5.792 DSi 7.873 DSi 7.873 DSi 93,113 DSi 0.08456 OK +O.90D+1.60W+1.60H 3.785 osi 3.785 DSi 3.785 DSi 3.785 DSi 3.785 DSi 93.113 DSi 0.04065 OK +O.90D+E+1,60H 3.785 DSi 3.785 DSi 2.744 DSi 4.826 DSi 4.826 DSi 93.113 DSi 0,05183 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 23,784 DSi 186.226 DS 0,1277 OK +1.20D+0.50Lr+1.60L+1.60H 43.467 DSi 186.226 DS 0.2334 OK +1.200+1.60L+O.50S+1.60H 43.467 DSi 186.226 DS 0.2334 OK +1.200+1.60Lr+0.50L 27.599 DSi 186.226 DS 0,1482 OK +1.20D+1,60Lr+O.80W 20.386 DSi 186.226 DS 0,1095 OK +1.20D+O.50L+1.60S 27.599 DSi 186.226 DS 0,1482 OK +1.20D+1.60S+O.80W 20.386 DSi 186.226 DS 0.1095 OK +1.20D+O.50Lr+O.50L+1,60W 27.599 DSi 186.226DS 0,1482 OK +1.20D+O.50L+O.50S+1.60W 27.599 DSi 186.226 DSi 0,1482 OK +1.20D+O.50L+O.20S+E 27.599 DSi 186.226 DS 0,1482 OK +0.90D+1.60W+1.60H 15.29 DSi 186,226DS 0,0821 OK +O.90D+E+1.60H 15.29 DSi 186.226 DS 0,0821 OK INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : pad at DECK BMS. File = C:\D0CUME--1\SHAWNN~r'MYDOCU-1\ENERCA-1\NCCC 1--1.EC6 ENERCALC, INC. 1983-2013, Build;6.13.6.2, Ver:6,13.5.2 WS Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wtfor stability, mom & shear Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Foottng Thicknes = 18.0 in Pedestal dimensions... px: parallel to X-X AKIS = in pz: parallel to Z-Z Axis I in Height ~ in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 2.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load OB: Overburden M-xx = M-zz V-x V-z 2.50 ksl 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 3.0 ksf Yes 250.0 pcf 0,30 ft ksf ft ksf ft Lr W 5.0 5.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing li File - C:\D0CUME-1\SHAWNN-1\MYD0CU~nENERCA~1\NCCC 1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 ; KW-06006198 ;?lN)tAWj;iENGINEERING CONSULTINQI Description: pad at DECK BMS. DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8448 Soil Bearing 2.718 ksf 3.218 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 OO k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift OO k 0.0 k No Uplift PASS 0,06558 Z Flexure (+X) 1.881 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,06558 Z Flexure (-X) 1.881 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,06558 X Flexure (+Z) 1.881 k-ft 28.675 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0,06558 X Flexure (-Z) 1.881 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 85,0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0,0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 85,0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 85,0 psi n/a PASS n/a 2-way Punching 10O11 psi 85,0 psi +1,20D+O.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd 'm''2 Gvrn. As in"2 Actual As in"2 Phi'Mn k-ft Status X-X. +1.40D 1.027 +Z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+1,400 1.027 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D-tO.50Lr+1.60L+1.60H 1.881 +z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,20D+O,50Lr+1,60L+1,60H 1.881 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1,60L+O,50S+1.60H 1.881 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60L+O.50S+1.60H 1.881 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1,200+1,60Lr+O.50L 1.193 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,200+1.60Lr+O,50L 1.193 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1.20D+1.60Lr+0,80W 0.8805 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,200+1,60Lr+0,80W 0.8805 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1,20D+O,50L+1,60S 1 193 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X,+1,20D+0,50L+1,60S 1,193 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1.200+1.60S+O.80W 0.8805 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,200+1.60S+0.80W 0.8805 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 1.193 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+O.50Lr+O,50L+1,60W 1.193 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O.50L+O.50S+1.60W 1,193 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50L+O,50S+1.60W 1.193 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1,20D+O.50L+O.20S+E 1.193 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X. +1.20D+O.50L+O.20S+E 1.193 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +O,90D+1,60W+1,60H 0.6604 +z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +0,90D+1,60W+1,60H 0.6604 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +0.90D+E+1.60H 0.6604 +Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +O,90D+E+1,60H 0.6604 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.40D 1.027 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA, 92807 General Footing Description : pad at DECK BMS, Project Title: Engineer- Project Descr: NCCC Proiect ID: 101585 K!^?:^.;:^f>^.-^^J:*:>...:'^^*^i•• file -- C \D0CUME-l\SHAWNN-l;MYD0CU~t\ENERCA-1\NCCC ,1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver:6,13.5.2 Z-z.+1.400 1.027 +X Bottom 0.388 8 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O,50Lr+1,60L+1,60H 1.881 -X Bottom 0.388 8 Min Temo % 0.440 28.675 OK z-z, +1.20D+O.50Lr+1.60L+1.60H 1.881 +X Bottom 0.388 8 Min Temo % 0.440 28.675 OK INLAND ENGINEERING 4883 E. PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing :|eI]#::KVy.06Q06198 File = Description: Footing Flexure pad at DECK BMS, \D0CUME-1\SHAWNN-1\MYD0CU~1\ENERCA-nNCCC 1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.135.2, Ver:6.ia5.2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side ? Bot or Top? in"2 in"2 in'^2 k-ft Z-Z, +1,200+1,60L+O,50S+1,60H 1.881 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z +1,200+1,60L+O,50S+1,60H 1.881 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1,60Lr+O,50L 1,193 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z. +1.20D+1.60Lr+O.50L 1.193 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+1,60Lr+O.80W 0,8805 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,200+1.60Lr+O,80W 0.8805 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L+1.60S 1.193 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O,50L+1,60S 1.193 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z,+1.200+1,60S+O,80W 0.8805 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+1.60S+O.80W 0.8805 +X Bottom 0,3888 Min Temo % 0,440 28.675 OK Z-Z, +1,20D+O.50Lr+O,50L+1,60W 1.193 -X Bottom 0,3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 1,193 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 1.193 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+0.50L+O.50S+1.60W 1.193 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1,20D+O,50L+O,20S+E 1,193 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z,+1,20D+0.50L+0.20S+E 1,193 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0.90D+1.60W+1.60H 0,6604 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +O.90D+1,60W+1,60H 0.6604 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0.90D+E+1,60H 0,6604 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +0,90D+E+1,60H 0.6604 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu @+X Vu ^ l-Z Vu@+Z Vu:Max PhiVn Vu/Phi'Vn Status +1,400 ODSI Oosi 0 DSi 0 DSi Oosi 85 osi 0 OK +1,20D+O,50Lr+1,60L+1,60H ODSI ODSI 0 DSi 0 DSi ODSI 85 Dsi 0 OK +1,200+1,60L+0.50S+1,60H ODSI ODSI 0 DSi 0 DSi Oosi 85 Dsi 0 OK +1,200+1,60Lr+O.50L ODSI Oosi 0 DSi 0 DSi Oosi 85Dsi 0 OK +1.200+1.60Lr+0.80W ODSI Oosi 0 DSi 0 DSi ODSI 85 DSi 0 OK +1.20D+O,50L+1,60S ODSI Oosi 0 DSi 0 DSi ODSI 85 osi 0 OK +1,200+1,60S-*O,80W ODSI Oosi 0 DSi 0 osi Oosi 85 osi 0 OK +1.20D+0.50Lr+0.50L+1.60W ODSI ODSI 0 DSi 0 DSi Oosi 85 Dsi 0 OK +1.20D+0.50L+0.50S+1.60W ODSI ODSI 0 DSi 0 DSi Oosi 85 Dsi 0 OK +1.20D+O.50L+O.20S+E ODSI Oosi 0 DSi 0 DSi Oosi 85 osi 0 OK +O.90D+1.60W+1.60H ODSI Oosi 0 DSi 0 DSi Oosi 85 osi 0 OK +0.90D+E+1.60H Oosi Oosi 0 DSi 0 DSi Oosi 85 osi 0 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 5.469 osi 170DS 0.03217 OK +1.20D+O,50Lr+1,60L+1.60H 10.011 DSi 170DS 0,05889 OK +1.200+1,60L+O.50S+1.60H 10.011 DSi 170DS 0,05889 OK +1.20D+1.60Lr-tO.50L 6.351 DSi 170DS 0.03736 OK +1,200+1,60Lr+O.80W 4.687 DSi 170DS 0.02757 OK +1,20D+0.50L+1.60S 6.351 DSi 170DS 0.03736 OK +1,200+1.60S+O,80W 4.687 Dsi 170DS 0.02757 OK +1.20D-tO,50Lr+O,50L+1.60W 6.351 Dsi 170DS 0.03736 OK +1.20D+0.50L+0.50S+1.60W 6.351 DSi 170DS 0.03736 OK +1.20D+O.50L+O.20S+E 6.351 DSi 170DS 0.03736 OK +0.900+1,60W+1,60H 3.515 Dsi 170DS 0.02068 OK +O.90D+E+1.60H 3.515 DSi 170DS 0.02068 OK CL INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 I General Footing •wm.'iaiwa.iH.i.iALirii^iMTm Description : pad at bm. LINE A-3 •ar •- File = C\D0CUME-1\SHAWNN~1iMYD0CU--1\ENERCA~HNCCC J-1.EC6 j., ENERCALC, INC. 1983-2013, Build:6,13,5.2, Ver:6.13.5.2 %, Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 IVlaterial Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min, Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wtfor Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wtfor stability, mom & shear Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 18.0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis Z in Height in Rebar Centeriine to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = #6 2.50 ksi 60.0 ksi 3.122,0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone rt/a # Bars required on each side of zone n/a Applied Loads Lr P: Column Load OB: Overburden M-xx M-zz V-x V-z 29.50 .Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4 -« 6 Bar* W 29.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description : pad at bm. LINE A-3 ' ]gi<^'jlf.-i^' ;i(ii^i>J;'if File ^ C;\D0CUME-1\SHAVVNN-1\MYD0CU-1\ENERCA~1\NCCC J-1.EC6 ENERCALC, INC. 1983-2013, Build;6.13,5.2, VGr;6.13.5.2 DESIGN SUMMARY Min. Ratio Kem Applied Capacity Governing Load Combination PASS 0.9731 Soil Bearing 3.131 ksf 3,218 ksf +D+L+FI 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 OO k OO k No Sliding PASS n/a Uplift OO k OOk No Uplift PASS 0.4293 Z Flexure (+X) 10,986 k-ft 25.590 k-ft +1,20D+1.60L+O.50S+1.60H PASS 0.4293 Z Flexure (-X) 10,986 k-ft 25.590 k-ft +1,20D+1.60L+0.50S+1.60H PASS 0,4293 X Flexure (+Z) 10,986 k-ft 25.590 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.4293 X Flexure (-Z) 10.986 k-ft 25.590 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.2766 1-way Shear (+X) 23.508 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.2766 1-way Shear (-X) 23.508 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2766 1-way Shear (+Z) 23.508 psi 85.0 psi +1.20D+0.50Lr+1,60L+1,60H PASS 0.2766 1-way Shear (-Z) 23.508 psi 85,0 psi +1,20D+O,50Lr+1,60L+1,60H PASS 0,5336 2-way Punching 90.706 psi 170,0 psi +1,20D+0.50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Ptii*Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in"2 ln"2 ln"2 k-tt X-X, +1,40D 5.933 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,40D 5.933 -Z Bottom 0.3888 Min Temc % 0.3911 25.590 OK X-X, +1,20D+O,50Lr+1,60L+1.60H 10.986 +Z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1,20D+0,50Lr+1,60L+1,60H 10.986 -Z Bottom 0,3888 Min Temo % 0.3911 25.590 OK X-X, +1.200+1.60L+O,50S+1.60H 10.986 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+1.60L+O.50S+1.60H 10.986 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X. +1,200+1,60Lr+O,50L 6.929 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,200+1,60Lr-tO,50L 6.929 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D+1,60Lr+0,80W 5.086 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.200+1.60Lr+O.80W 5.086 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+0,50L+1.60S 6.929 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+0,50L+1,60S 6.929 -Z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.200+1,60S+0,80W 5.086 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.200+1.60S+O.80W 5.086 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+O,50Lr+O,50L+1,60W 6.929 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+O,50Lr+O,50L+1.60W 6.929 -Z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.20D+O.50L+O.50S+1.60W 6.929 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+O.50L+0,50S+1,60W 6.929 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X,+1,20D+O.50L+O,20S+E 6.929 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +1.20D4O.50L+O.20S+E 6.929 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +0,90D+1,60W+1,60H 3.814 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +0,900+1.60W+1,60H 3.814 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +O.90D+E+1.60H 3.814 +Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +0.90D+E+1,60H 3.814 -Z Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z,+1,400 5.933 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK T INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 General Footing Description: pad at bm. LINE A-3 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File C:\D0CUME-nSHAWNN-1'MYD0CU-1\EN£RCA-1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.135.2 Z-Z,+1,40D 5,933 +X Bottom Z-Z,+1.20D+O.50Lr+1.60L+1.60H 10,986 -X Bottom Z-Z,+1,20D+0,50Lr+1.60L+1.60H 10,986 +X Bottom 0.3888 Min Temo % 0.3888 Min Temo % 0.3888 Min Temo % 0.3911 0.3911 0.3911 25.590 25.590 25.590 OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing File = C:«0CUME~1\SHAWNN-I(MYD0CU~1\ENERCA-1\NCCC^1-1.EC6 y ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver;6.13.5.2 ' lilcii: KW-06006198 ; 15 d d ;j 1 jl Wtol'l ^ MII Bj' Description : pad at bm. LINE A-3 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? 10*^2 in''2 in'^2 k-ft Status Z-Z, +1,200+1.60L+O.50S+1,60H 10.986 -X Bottom 0,3888 Min Temo % 0.3911 25.590 OK Z-Z, +1,20D+1.60L+O.50S+1,60H 10.986 +X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z,+1,20D+1,60Lr+O,50L 6.929 -X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z. +1.200+1.60Lr+0.50L 6.929 +X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z,+1,200+1,60Lr+O.80W 5.086 -X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z,+1,20D+1,60Lr+O.80W 5.086 +X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z.+1.20D+0.50L+1.60S 6.929 -X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+0,50L+1,60S 6.929 +X Bottom 0.3888 Min Temo % 0.3911 25,590 OK Z-Z,+1,20D+1.60S+0.80W 5.086 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z.+1,20D+1,60S+0,80W 5.086 +X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+0,50Lr+O.50L+1.60W 6.929 -X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+O,50Lr+0,50L+1.60W 6.929 +X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+0.50L+0.50S+1.60W 6.929 -X Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z, +1,20D+O.50L+O,50S+1,60W 6.929 +X Bottom 0,3888 Min Temo % 0.3911 25,590 OK Z-Z, +1.20D+O.50L+O.20S+E 6.929 -X Bottom 0,3888 Min Temo % 0.3911 25,590 OK Z-Z, +1.20D+O,50L+O,20S+E 6.929 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +O.90D+1,60W+1,60H 3.814 -X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +0,900+1.60W+1.60H 3.814 +X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z, +0.90D+E+1,60H 3.814 -X Bottom 0.3888 Min Temo % 0.3911 25.590 OK Z-Z,+0.90D+E+1.60H 3.814 +X Bottom 0,3888 Min Temo % 0.3911 25.590 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu^ ^z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 12.697 DSi 12.697 DSi 12.697 DSi 12.697 DSi 12.697 DSi 85 DSi 0.1494 OK +1.20D+O.50Lr+1.60L+1.60H 23.508 DSi 23.508 DSi 23.508 DSi 23.508 DSi 23.508 DSi 85 DSi 0.2766 OK +1.20D+1.60L+O.50S+1.60H 23.508 DSi 23.508 DSi 23.508 DSi 23.508 DSi 23.508 DSi 85 DSi 0.2766 OK +1,200+1,60Lr+0.50L 14.828 DSi 14.828 DSi 14.828 DSi 14.828 DSi 14.828 DSi 85 DSi 0.1745 OK +1.200+1.60Lr+O.80W 10.883 DSi 10.883 DSi 10.883 DSi 10.883 DSi 10.883 DSi 85 DSi 0,128 OK +1,20D+O.50L+1.60S 14.828 DSi 14.828 DSi 14.828 DSi 14.828 DSi 14.828 DSi 85 DSi 0.1745 OK +1.200+1.60S+O.80W 10.883 DSi 10.883 DSi 10.883 DSi 10.883 DSi 10.883 DSi 85 DSi 0.128 OK +1.20D-tO.50Lr+O.50L+1.60W 14.828 DSi 14.828 DSi 14.828 DSi 14.828 Dsi 14.828 DSi 85 DSi 0.1745 OK +1.20D+O.50L+O.50S+1.60W 14,828 DSi 14.828 DSi 14,828 DSi 14.828 DSi 14,828 DSi 85 DSi 0.1745 OK +1.20D+O.50L+O.20S+E 14.828 DSi 14.828 DSi 14.828 DSi 14.828 DSi 14,828 DSi 85 DSi 0.1745 OK +0,900+1,60W+1,60H 8.162 DSi 8.162 DSi 8,162 DSi 8.162 DSi 8,162 DSi 85 DSi 0.09603 OK +O.90D+E+1.60H 8.162 DSi 8.162 DSi 8.162 DSi 8.162 DSi 8,162 DSi 85 DSi 0.09603 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 48.99 DSi 170 DSi 0.2882 OK +1.20D+O.50Lr+1.60L+1.60H 90.706 DSi 170 DSi 0,5336 OK +1.200+1.60L+O.50S+1,60H 90.706 DSi 170 DSi 0,5336 OK +1.20D+1.60Lr+O.50L 57.215 DSi 170Dsi 0.3366 OK +1.200+1.60Lr+O.80W 41.991 DSi 170DS 0.247 OK +1.20D+0.50L+1.60S 57.215 DSi 170DS 0.3366 OK +1.200+1,60S+O,80W 41.991 DSi 170 DSi 0.247 OK +1.20D+O.50Lr+0.50L+1.60W 57.215 DSi 170 DSi 0.3366 OK +1.20D+O.50L+O.50S+1.60W 57.215 DSi 170 DSi 0.3366 OK +1.20D+O.50L+O.20S+E 57.215 DSi 170DS 0.3366 OK +0.90D+1.60W+1.60H 31.493 DSi 170 DSi 0.1853 OK +0.90D+E+1.60H 31.493 DSi 170 DSi 0.1853 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description: rile ' C:\D0CUME-1\SHAWNN~1\MYD0CU-1\ENERCA~1\NCCC_1~1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.135.2 Pad FTG. AT CHAPEL CANT. COL. Code References Calculations per Load Combinations Used : General Information 2006 IBC & ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wtfor Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 3.250 ft Length parallel to Z-Z Axis = 3.250 ft Footing Thicknes = 18.0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis z. in Height ~ in Rebar Centeriine to Edge of Concrete, at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 3.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separatton n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing = 3.0 ksf increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0,90 0.850 0.00180 1.50 1.50 Yes Yes Yes Yes Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = ksf when maximum length or width is greater4 ft lb m Q. (D (D II CO Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 10.0 10.0 11.0 2.0 k ksf k-ft k-ft k k INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: -NCCC Proiect ID: 101585 ^5 General Footing Description: Pad FTG. AT CHAPEL CANT. COL. File = C:\D0CUME-1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC J~1.EC6 ENERCALC. INC. 1983-2013, Build:6.13.5.2. Ver:6.13.5.2 ERINdlCQN^ULfliNQt Si DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,8973 Soil Bearing 2.692 ksf 3.0 ksf +D+O.750L+0.750S+O.5250E+H about X- PASS 11,668 Overturning - X-X 2,10 k-ft 24.502 k-ft 0,6D+O,7E 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 3,231 Sliding - Z-Z 1.40 k 4.524 k 0,6D+07E PASS n/a Uplift OO k 0.0 k No Uplift PASS 0,1441 Z Flexure (+X) 3.845 k-ft 26.688 k-ft +1.20D+O,50L+O.20S+E PASS 0,1441 Z Flexure (-X) 3.845 k-ft 26.688 k-ft +1,20D+O,50L+O,20S+E PASS 0.1613 X Flexure (+Z) 4.306 k-ft 26.688 k-ft +1.20D+0.50L+0.20S+E PASS 0.1441 X Flexure (-Z) 3.845 k-ft 26.688 k-ft +1.200+1.60L+0.50S+1.60H PASS 0,06588 1-way Shear (+X) 6.134 psi 93,113 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.06588 1-way Shear (-X) 6,134 psi 93,113 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07635 1-way Shear (+Z) 7110 psi 93.113 psi +1.20D+O.50L+O.20S+E PASS 0.06588 1-way Shear (-Z) 6.134 psi 93.113 psi +1.20D+O.50Lr+1,60L+1.60H PASS 0.1541 2-way Punching 28.706 psi 186.226 psi +1.20D+O.50L+O,20S+E Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Foottng Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Foottng Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in"2 Gvrn. As in'^2 Actual As in"2 Phi'Mn k-ft Status X-X,+1.400 2.152 +Z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X.+1.400 2.152 -Z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X, +1.20D+O.50Lr+1.60L+1.60H 3.845 +z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X, +1,20D-tO.50Lr+1,60L+1,60H 3.845 -z Bottom 0,3888 Min Temo % 0.4062 26.688 OK X-X, +1.200+1,60L+0,50S+1,60H 3.845 +z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X, +1,200+1.60L+0.50S+1,60H 3.845 -Z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X,+1.200+1.60Lr+0.50L 2.470 +z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X, +1.200+1,60Lr+O,50L 2.470 -z Bottom 0.3888 Min Temo % 0.4062 26,688 OK X-X.+1.200+1,60Lr-tO.80W 1.845 +z Bottom 0.3888 Min Temo % 0.4062 26,688 OK X-X, +1,20D+1,60Lr+O.80W 1.845 -z Bottom 0,3888 Min Temo % 0.4062 26,688 OK X-X, +1.20D+O.50L+1.60S 2.470 +z Bottom 0,3888 Min Temo % 0.4062 26,688 OK X-X,+1.20D+0.50L+1.60S 2.470 -z Bottom 0,3888 Min Temo % 0.4062 26.688 OK X-X, +1,20D+1,60S+0,80W 1.845 +z Bottom 0,3888 Min Temo % 0.4062 26.688 OK X-X, +1,20D+1,60S+O,80W 1.845 -z Bottom 0,3888 Min Temo % 0.4062 26.688 OK X-X, +1,20D+O.50Lr+O,50L+1,60W 2.470 +z Bottom 0,3888 Min Temo % 0.4062 26.688 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 2.470 -z Bottom 0,3888 Min Temo % 0,4062 26,688 OK X-X, +1,20D+O.50L+O,50S+1,60W 2.470 +z Bottom 0,3888 Min Temo % 0,4062 26,688 OK X-X, +1.20D+O.50L+O.50S+1.60W 2.470 -Z Bottom 0,3888 Min Temo % 0,4062 26,688 OK X-X, +1,20D+O,50L+O,20S+E 4.306 +z Bottom 0,3888 Min Temo % 0,4062 26,688 OK X-X,+1.20D+0.50L+O.20S+E 3,383 -z Bottom 0,3888 Min Temo % 0,4062 26.688 OK X-X, +0,90D+1.60W+1.60H 1.383 +z Bottom 0.3888 Min Temo % 0.4062 26.688 OK X-X, +0.90D+1.60W+1.60H 1.383 -Z Bottom 0.3888 Min Temo % 0.4062 26,688 OK X-X.+O.90D+E+1.60H 3.220 +Z Bottom 0.3888 Min Temo % 0.4062 26,688 OK X-X, +O,90D+E+1,60H 2.297 -z Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z,+1,40D 2.152 -X Bottom 0.3888 Min Temo % 0.4062 26,688 OK 1NU\ND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing Description: Pad FTG. AT CHAPEL CANT. COL. File C:\D0CUME~1\SHAWNN-1\MYD0CU-1\ENERCA-1\NCCC.1~1.EC6 ENERCALC. INC. 1983-2013. BuiW:6.135.2. Ver:6.13,5.2 z-z, +1.40D 2.152 +X Bottom 0,388 8 Min Temo % 0.4062 26.688 OK Z-Z, +1.20D+O.50Lr+1.60L+1.60H 3,845 -X Bottom 0,388 8 Min Temo % 0,4062 26.688 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3,845 +X Bottom 0,388 8 Min Temo % 0.4062 26.688 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Titie: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description Pad FTG, AT CHAPEL CANT, COL. r¥ jlf;H>>'!lfi'h» • Flit; - C:\D0CUME-1\SHAWNN-I\MYD0CU-1\ENERCA-HNCCC .1~1.EC6 ENERCALC, INC. 1983-2013, Builtl:6.13.5.2, Ver:6.136.2 « Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in"2 Gvrn. As in''2 Actual As in'^2 Phi'Mn k-ft Status Z-Z +1,200+1.60L+O.50S+1.60H 3.845 -X Bottom 0.3888 Min Temo % 0.4062 26.688 OK Z-Z.+1,20D+1.60L+O.50S+1.60H 3.845 +X Bottom 0,3888 Min Temo % 0.4062 26.688 OK Z-Z, +1.200+1.60Lr+O.50L 2,470 -X Bottom 0.3888 Min Temo % 0,4062 26.688 OK Z-Z.+1.20D+1.60Lr+O.50L 2,470 +X Bottom 0.3888 Min Temo % 0,4062 26.688 OK Z-Z, +1.200+1,60Lr+O.80W 1,845 -X Bottom 0.3888 Min Temo % 0.4062 26.688 OK Z-Z,+1.20D+1.60Lr+O.80W 1.845 +X Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z,+1,20D+0,50L+1.60S 2.470 -X Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z, +1.20D+O,50L+1,60S 2.470 +X Bottom 0.3888 Min Temo % 0,4062 26,688 OK Z-Z,+1,200+1.60S+0,80W 1.845 -X Bottom 0,3888 Min Temo % 0.4062 26,688 OK Z-Z, +1.20D+1.60S+0.80W 1,845 +X Bottom 0.3888 Min Temo % 0.4062 26.688 OK Z-Z, +1,20D+O,50Lr+O,50L+1.60W 2,470 -X Bottom 0.3888 Min Temo % 0.4062 26.688 OK Z-Z. +1.20D+O.50Lr+O.50L+1,60W 2.470 +X Bottom 0.3888 Min Temo % 0.4062 26.688 OK Z-Z, +1,20D+O.50L+O,50S+1.60W 2.470 -X Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z, +1.20D+O.50L+O.50S+1,60W 2.470 +X Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z, +1,20D+O,50L+O,20S+E 3.845 -X Bottom 0.3888 Min Temo % 0,4062 26,688 OK Z-Z, +1,20D-tO,50L+0,20S+E 3.845 +X Bottom 0,3888 Min Temo % 0,4062 26.688 OK Z-Z, +O.90D+1,60W+1.60H 1.383 -X Bottom 0.3888 Min Temo % 0.4062 26,688 OK Z-Z, +0.90D+1.60W+1.60H 1.383 +X Bottom 0.3888 Min Temp % 0,4062 26,688 OK Z-Z, -K),90D+E+1,60H 2.758 -X Bottom 0.3888 Min Temo % 0,4062 26,688 OK Z-Z +O.90D+E+1.60H 2.758 +X Bottom 0.3888 Min Temo % 0.4062 26.688 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vui I-Z Vu@ +Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 3.433 psi 3.433 DSi 3.433 DSi 3.433 DSi 3.433 DSi 93 113 DSi 0.03687 OK +1.20D+O.50Lr+1.60L+1,60H 6.134 DSi 6.134 DSi 6.134 DSi 6.134 DSi 6.134 DSi 93 113 DSi 0.06588 OK +1.200+1.60L+O.50S+1.60H 6.134 DSi 6.134 DSi 6.134 DSi 6.134 DSi 6.134 DSi 93 113 DSi 0.06588 OK +1.200+1,60Lr+0,50L 3.94 DSi 3,94 DSi 3.94 DSi 3.94 DSi 3.94 DSi 93 113 DSi 0.04232 OK +1.200+1.60Lr+O.80W 2.943 DSi 2,943 DSi 2.943 DSi 2.943 DSi 2.943 DSi 93 113 DSi 0,03161 OK +1,20D+O.50L+1.60S 3.94 DSi 3.94 DSi 3,94 DSi 3,94 DSi 3.94 DSi 93 113 DSi 0.04232 OK +1.200+1.60S+O.80W 2.943 DSi 2.943 DSi 2,943 DSi 2.943 DSi 2.943 DSi 93 113 DSi 0,03161 OK +1.20D+O.50Lr+O.50L+1.60W 3.94 DSi 3,94 DSi 3,94 DSi 3.94 DSi 3,94 DSi 93 113 DSi 0,04232 OK +1.20D+O,50L+O,50S+1,60W 3.94 DSi 3,94 DSi 3.94 DSi 3.94 DSi 3,94 DSi 93 113 DSi 0,04232 OK +1.20D+O,50L+0,20S+E 6,134 DSi 6,134 DSi 5.158 osi 711 osi 7.11 DSi 93 113 DSi 0.07635 OK +0.90D+1.60W+1.60H 2.207 DSi 2.207 DSi 2.207 DSi 2.207 DSi 2.207 DSi 93 113 DSi 0.02371 OK +0.90D+E+1.60H 4,401 DSi 4.401 DSi 3.425 DSi 5.377 DSi 5.377 osi 93 113 DSi 0.05774 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 16.069 DSi 186.226DSi 0.08629 OK +1.20D+0.50Lr+1.60L+1,60H 28.706 DSi 186.226DS 0.1541 OK +1,200+1,60L+O,50S+1,60H 28.706 DSi 186.226DS 0.1541 OK +1.200+1.60Lr+O.50L 18.44 DSi 186.226 DS 0.09902 OK +1.20D+1.60Lr+O.80W 13.773 DSi 186,226DS 0.07396 OK +1.20D+O.50L+1.60S 18.44 DSi 186.226 DS 0.09902 OK +1.20D+1.60S+O,80W 13.773 DSi 186,226DS 0.07396 OK +1,20D+0,50Lr+0,50L+1,60W 18.44 DSi 186.226 DS 0.09902 OK +1,20D+O,50L+O,50S+1.60W 18.44 DSi 186.226 DS 0.09902 OK +1,20D+O,50L+O.20S+E 28,706 DSi 186.226 DS 0.1541 OK +0.90D+1.60W+1.60H 10,33 DSi 186.226DS 0.05547 OK +0.90D+E+1.60H 20,596 DSi 186.226 DS 0.1106 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: 'VCCC Proiect ID: 101585 Ge leral Footing Description: pad at C-1.5 File = C:\DOCUME-1\SHAWNN--nMYD0CU-1\ENERCA-1\NCCC_1 :|NLftNDii Code References^ Calculations per Load Combinations Used Ge;ieral Information 2006 IBC & ASCE 7-05 IVlaterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wtfor Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wtfor Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Foottng Thicknes = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis z Height Rebar Centeriine to Edge of Concrete., at Bottom of foottng = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No 4.50 ft 4.50 ft 18.0 in 0.0 in 0.0 in 0.0 in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 4.0 # 6 4.0 # 6 Soil Design Values Allowable Soil Bearing = 3.0 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth befow soil surface = 0.0 ft Allowable pressure increase per foot of deptl= 0.0 ksf when footing base is below = 0 0 ft Increases based on footing plan dimension Allowable pressure increase per foot of dept = 0.0 ksf when maximum length or width is greater4 0.0ft m a. <a (D M Bandwidth Distribution Check (ACi 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a D Lr L S w E H P: Column Load 27.50 0.0 27.50 0.0 0.0 0.0 0.0 k OB: Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: NCCC Engineer: Project Descr: Proiect ID: 101585 l-ie.ieral Footing Description: pad at C-1.5 UE')!GN SUMMARY File = C:\D0CUME--nSHAWNN-1\MYD0CU--1\ENERCA~1\NCCC_1--1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 El^giNEgWNG.COMgULT[Mg.JN! Min. Ratio Item Applied Capacity Governing Load Combination i 0.9119 Soil Bearing 2,934 ksf 3.218 ksf +D+L+H about Z-Z axis :S n/a Overturning - X-X OO k-ft 0.0 k-ft No Overturning ;S n/a Overturning - Z-Z 0,0 k-ft 0.0 k-ft No Overturning n/a Sliding-X-X 0,0 k OO k No Sliding - n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding & n/a Uplift 0.0 k 0.0 k No Uplift 0,4019 Z Flexure (+X) 10.286 k-ft 25.590 k-ft +1.20D+1,60L+O.50S+1,60H 0.4019 Z Flexure (-X) 10.286 k-ft 25,590 k-ft +1,200+1,60L+O,50S+1,60H 0,4019 X Flexure (+Z) 10.286 k-ft 25,590 k-ft +1,200+1,60L+O,50S+1,60H 0,4019 X Flexure (-Z) 10.286 k-ft 25,590 k-ft +1,200+1.60L+0.50S+1.60H 0,2589 1-way Shear (+X) 22.010 psi 85,0 psi +1.20D+O.50Lr+1,60L+1.60H 0,2589 1-way Shear (-X) 22010 psi 85.0 psi +1,20D+O,50Lr+1,60L+1,60H ^•^ 0.2589 1-way Shear (+Z) 22.010 psi 85.0 psi +1,20D+O.50Lr+1,60L+1,60H :3 0.2589 1-way Shear (-Z) 22.010 psi 85.0 psi +1,20D+O,50Lr+1,60L+1,60H •"^ 0.4996 2-way Punching 84.927 psi 170.0 psi +1,20D+O,50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination.. Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Foottng Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Foottng Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in"2 Gvrn. As in''2 Actual As in"2 Phi'Mn k-ft Status X-X, +1,400 5,583 +Z Bottom 0,3888 Min Temo % 0,3911 25.590 OK X-X,+1,40D 5.583 -Z Bottom 0,3888 Min Temo % 0.3911 25.590 OK X-X, +1,20D+0.50Lr+1.60L+1,60H 10,286 +z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, +1,20D+O.50Lr+1,60L+1,60H 10.286 -z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, +1.20D+1.60L+0.50S+1.60H 10,286 +z Bottom 0,3888 Min Temo % 0,3911 25.590 OK X-X, +1,20D+1,60L+O,50S+1,60H 10.286 -z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X,+1.200+1,60Lr+0,50L 6,504 +z Bottom 0,3888 Min Temo % 0,3911 25.590 OK X-X,+1,200+1,60Lr+O,50L 6.504 -z Bottom 0,3888 Min Temo % 0,3911 25.590 OK X-X.+1.200+1.60Lr+O.80W 4,786 +z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X,+1,200+1,60Lr+O,80W 4,786 -z Bottom 0.3888 Min Temo % 0,3911 25.590 OK X-X, +1,20D+O,50L+1,60S 6.504 +z Bottom 0,3888 Min Temo % 0,3911 25.590 OK X-X,+1.20D+O,50L+1,60S 6,504 -z Bottom 0.3888 Min Temc % 0,3911 25.590 OK X-X,+1,20D+1,60S+O.80W 4.786 +z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1,200+1.60S+O,80W 4.786 -z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 6.504 +z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1,20D+O.50Lr-^O,50L+1.60W 6.504 -z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X, +1.20D+O.50L+O,50S+1,60W 6,504 +z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, +1,20D+O.50L+O.50S+1.60W 6,504 -z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X,+1,20D+O,50L+O.20S+E 6.504 +z Bottom 0.3888 Min Temo % 0.3911 25,590 OK X-X,+1,20D+O.50L+O.20S+E 6,504 -Z Bottom 0,3888 Min Temo % 0.3911 25,590 OK X-X, +0,900+1,60W+1,60H 3.589 +z Bottom 0,3888 Min Temo % 0,3911 25,590 OK X-X, +O.90D+1.60W+1,60H 3.589 -z Bottom 0.3888 Min Temo % 0.3911 25.590 OK X-X, +O,90D+E+1.60H 3,589 +z Bottom 0,3888 Min Temo % 0.3911 25.590 OK X-X, +0,90D+E+1.60H 3.589 -z Bottom 0,3888 Min Temo % 0.3911 25,590 OK Z-Z,+1,400 5,583 -X Bottom 0,3888 Min Temo % 0.3911 25,590 OK INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description: pad at C-1.5 File = C:\D0CUME~1\SHAWNN-1\MYD0CU~1\ENERCA--1\NCCCJ-1.EC6 ^ ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver;6.13.5.2 z-z+1.400 5,583 +X Bottom 0,3888 Min Temo % 0,3911 25.590 OK z-z, +1.20D+0.50Lr+1.60L+1.60H 10,286 -X Bottom 0,3888 Min Temp % 0,3911 25.590 OK z-z, +1,20D+0,50Lr+1,60L+1,60H 10,286 +X Bottom 0,3888 Min Temo % 0.3911 25,590 OK INU^ND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 C3e . -al Footing Description: pad at C-1.5 Fof^iiig Flexure File = C:\D0CUME~1\SHAWNN--1\MYD0CU~1\ENERCA-1\NCCC^1--1.EC6 ENERCALC, INC, 1983-2013, Build:6.13.5.2, Ver:6.13.5.2 ^lEERING CONSUMTINQ JNR Flexure /Vxis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in»2 Gvrn. As in«2 Actual As in''2 Phi'Mn k-ft Status z-z, +1.200+1.60L+O,50S+1,60H 10,286 -X Bottom 0,3888 Min Temo % 0,3911 25,590 OK z-z, +1.200+1,60L+O,50S+1,60H 10,286 +X Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z,+1,20D+1,60Lr+O,50L 6,504 -X Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z,+1,20D+1,60Lr+O,50L 6,504 +x Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z, +1.200+1.60Lr+0.80W 4.786 -X Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z,+1,20D+1.60Lr+0,80W 4.786 +x Bottom 0,3888 Min Temo % 0.3911 25,590 OK Z-Z+1.20D+O.50L+1.60S 6.504 -X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z,+1,20D+0,50L+1,60S 6,504 +X Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+1,60S+O,80W 4.786 -X Bottom 0.3888 Min Temo % 0,3911 25,590 OK Z-Z,+1,200+1.60S+O,80W 4.786 +x Bottom 0.3888 Min Temo % 0,3911 25,590 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 6.504 -X Bottom 0.3888 Min Temo % 0,3911 25,590 OK Z-Z, +1,20D+O,50Lr+O.50L+1,60W 6.504 +x Bottom 0.3888 Min Temo % 0,3911 25.590 OK Z-Z, +1,20D+O.50L+0,50S+1,60W 6.504 -X Bottom 0.3888 Min Temo % 0,3911 25,590 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 6.504 +x Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z, +1.20D+O.50L+O,20S+E 6.504 -X Bottom 0.3888 Min Temo % 0,3911 25,590 OK Z-Z, +1.20D+O.50L+O,20S+E 6.504 +x Bottom 0.3888 Min Temo % 0.3911 25,590 OK Z-Z, +0.90D+1,60W+1.60H 3.589 -X Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z. +0,900+1,60W+1,60H 3.589 +x Bottom 0,3888 Min Temo % 0,3911 25,590 OK Z-Z, +O.90D+E+1.60H 3.589 -X Bottom 0,3888 Min Temo % 0,3911 25.590 OK Z-Z, +O,90D+E+1,60H 3.589 +x Bottom 0,3888 Min Temo % 0,3911 25,590 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vug i-Z Vu @ +Z Vu:Max PhiVn Vu / Phi'Vn Status +1,40D 11,948 Dsl 11,948 DSi 11.948 DSi 11,948 DSi 11,948 DSi 85 Dsi 0.1406 OK +1,20D+O,50Lr+1,60L+1.60H 22,01 Dsl 22.01 Dsi 22,01 DSi 22,01 DSi 22.01 DSi 85 Dsi 0.2589 OK +1,200+1.60L+O.50S+1,60H 22,01 DSi 22.01 DSi 22,01 DSi 22,01 DSi 22.01 DSi 85 Dsi 0.2589 OK +1,200+1,60Lr+0,50L 13,919 psi 13,919 DSi 13,919 DSi 13,919 DSi 13,919 DSi 85 Dsi 0.1638 OK +1,200+1,60Lr+O,80W 10.241 DSi 10,241 DSi 10,241 DSi 10,241 DSi 10.241 DSi 85 Dsi 0.1205 OK +1.20D+0.50L+1,60S 13,919 DSi 13,919 DSi 13,919 DSi 13,919 DSi 13,919 DSi 85 Dsi 0.1638 OK +1,200+1,60S+0,80W 10,241 DSi 10.241 psi 10,241 DSi 10.241 DSi 10,241 DSi 85 psi 0,1205 OK +1.20D+O.50Lr+O.50L+1.60W 13,919 DSi 13,919 DSi 13.919 DSi 13.919 DSi 13,919 DSi 85 Dsi 0,1638 OK +1.20D+O.50L+O.50S+1,60W 13,919 DSi 13,919 DSi 13.919 DSi 13.919 DSi 13.919 DSi 85 Dsi 0.1638 OK +1,20D+O,50L+O.20S+E 13.919 DSi 13.919 DSi 13.919 DSi 13.919 Dsi 13.919 DSi 85 Dsi 0.1638 OK +0.900+1,60W+1,60H 7,681 DSi 7.681 Dsi 7,681 DSi 7.681 Dsi 7.681 DSi 85 Dsi 0.09036 OK +O,90D+E+1,60H 7,681 DSi 7,681 DSi 7,681 DSi 7,681 osi 7.681 DSi 85 Dsi 0.09036 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1,400 46,1 DSi 170 DSi 0.2712 +1,20D+O,50Lr+1.60L+1.60H 84.927 DSi 170Dsi 0.4996 +1.20D+1.60L+O.50S+1.60H 84.927 DSi 170 DSi 0.4996 +1.200+1.60Lr+O.50L 53.706 DSi 170 DSi 0.3159 +1.200+1.60Lr+O.80W 39.514 DSi 170 DSi 0.2324 +1.20D+0.50L+1.60S 53.706 DSi 170 DSi 0.3159 +1.200+1.60S+O.80W 39.514 DSi 170 DSi 0,2324 +1.20D+0.50Lr+O,50L+1,60W 53.706 DSi 170Dsi 0,3159 +1.20D+O,50L+O,50S+1.60W 53.706 DSi 170 DSi 0.3159 +1.20D+O,50L+O,20S+E 53.706 DSi 170 DSi 0.3159 +0,900+1,60W+1.60H 29.636 DSi 170 DSi 0.1743 +O.90D+E+1.60H 29.636 DSi 170 DSi 0.1743 INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA, 92807 General Footing Llc.r#: KW-06006198 Description: pad at D-1,2 Code References Calculations per Load Combinations Used General Information : 2006 IBC & ASCE 7-05 IVlaterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min, Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dirnensions _____ Width parallel to X-X Axis = 4.750 ft Length parallel to Z-Z Axis = 4.750 ft Footing Thicknes = 18.0 in Pedestal dimensions,.. px: parallel to X-X Axis = 0.0 in pz: parallel to Z-Z Axis z 0.0 in Height " 0.0 in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 5.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z /\xis Number of Bars = 5.0 Reinforcing Bar Siz( = #6 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separatton # Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a Project Titte: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME-nSHAWNN-nMYD0CU-1\ENERCA-1\NCCC_1-1.EC6 g ENERCALC, INC. 1983-2013, Build:6.13,5,2, Ver:6,13,5,2 I Licensee : INLAND ENGINEERING CONSULTING INC Soil Design Values Allowable Soil Bearing = 3.0 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Allowable pressure increase per foot of deptt= 0.0 ksf when footing base is below = 0.0 ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = 0.0 ksf when maximum length or width is greater^ 0.0 ft 11 CO D Lr L 8 w E H P: Column Load 30.50 0.0 30.50 0.0 0,0 0.0 0.0 k OB: Overburden 0.0 0.0 0.0 0,0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Project Titte: NCCC Engineer: Project Descr: Proiect ID: 101585 Ge:iieral Footing Description: pad at D-1.2 DESIGN SUMMARY File = C:\D0CUME-1\SHAWNN~1\MYD0CU~1\ENERCA-1\NCCC_1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2, Ver;6.13.5.2 n. Ratio Item Applied Capacity Goveming Load Combination 0.9078 Soil Bearing 2.921 ksf 3.218 ksf +D+L+H about Z-Z axis n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning n/a Sliding-X-X 0.0 k 0.0 k No Sliding n/a Sliding - Z-Z 0,0 k 0.0 k No Sliding n/a Uplift 0,0 k OOk No Uplift 0,3788 Z Flexure (+X) 11,411 k-ft 30.127 k-ft +1.20D+0.50Lr+1.60L+1,60H 0.3788 Z Flexure (-X) 11,411 k-ft 30,127 k-ft +1.20D+O,50Lr+1,60L+1,60H 0.3788 X Flexure (+Z) 11,411 k-ft 30.127 k-ft +1.20D+O,50Lr+1,60L+1,60H 0.3788 X Flexure (-Z) 11,411 k-ft 30.127 k-ft +1,20D+O,50Lr+1,60L+1.60H 0.2931 1-way Shear (+X) 24,913 psi 85.0 psi +1,20D+O,50Lr+1,60L+1,60H 0.2931 1-way Shear (-X) 24.913 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H 0.2931 1-way Shear (+Z) 24,913 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H 0.2931 1-way Shear (-Z) 24,913 psi 85.0 psi +1,20D+O,50Lr+1.60L+1.60H 0.5542 2-way Punching 94,219 psi 170.0 psi +1,20D+O,50Lr+1,60L+1.60H DetaNed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination.. Overturning Moment Resisting Moment Stability Ratio Status Foottng Has NO Overturning Sliding Stability Force Application Axis Load Combination... All units k Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in«2 Gvrn. As in"2 Actual As in'^2 Phi'Mn k-ft Status X-X,+1.40D 6.196 +Z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X,+1.400 6.196 -Z Bottom 0.3888 Min Temp % 0.4632 30.127 OK X-X, +1.20D+0,50Lr+1,60L+1,60H 11,411 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,20D+0,50Lr+1,60L+1.60H 11.411 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X. +1,20D+1.60L+O,50S+1.60H 11.411 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,200+1.60L+O,50S+1,60H 11.411 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X. +1.200+1.60Lr+O,50L 7217 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X,+1,200+1.60Lr+O,50L 7.217 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,200+1,60Lr+O,80W 5.311 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,200+1.60Lr+O.80W 5.311 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X,+1,20D+0,50L+1,60S 7.217 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X,+1,20D+O,50L+1,60S 7.217 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,200+1,60S+O,80W 5.311 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,20D+1,60S+O,80W 5,311 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,20D+O,5OLr+O,50L+1,60W 7,217 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,20D+O,50Lr+0,50L+1,60W 7,217 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X. +1,20D+0,50L+0.50S+1.60W 7,217 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1.20D+O.50L+O,50S+1,60W 7.217 -z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X,+1.20D+O.50L+O.20S+E 7.217 +z Bottom 0.3888 Min Temo % 0.4632 30.127 OK X-X, +1,20D+0,50L+0.20S+E 7.217 -z Bottom 0.3888 Min Temo % 0,4632 30.127 OK X-X. -K).90D+1.60W+1.60H 3.983 +z Bottom 0.3888 Min Temo % 0,4632 30.127 OK X-X, +0.90D+1.60W+1,60H 3,983 -z Bottom 0.3888 Min Temp % 0,4632 30.127 OK X-X, +0.90D+E+1,60H 3,983 +z Bottom 0.3888 Min Temo % 0,4632 30.127 OK X-X, +O.90D+E+1,60H 3.983 -z Bottom 0,3888 Min Temo % 0.4632 30.127 OK Z-Z,+1,40D 6.196 -X Bottom 0.3888 Min Temo % 0.4632 30.127 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Geieraf Footing Description: padatD-1.2 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File = C:\D0CUME--1\SHAWNN~1\MYD0CU--1\ENERCA~HNCCC_1-1.EC6 ENERCALC, INC, 1983-2013, Build:6.13.5.2, Ver:6.13.5,2 MNl^ND.EN(?INEEmNG CO><S!ULTIWg JN< z-z. +1,40D 6.196 +X Bottom 0.3888 Min Temo % 0,4632 30,127 OK z-z, +1.20D-tO.50Lr+1.60L+1.60H 11.411 -X Bottom 0.3888 Min Temo % 0,4632 30,127 OK z-z. +1.20D+0.50Lr+1.60L+1.60H 11.411 +X Bottom 0,3888 Min Temo % 0,4632 30,127 OK INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: :vCCC Proiect ID: 101585 j Ge ieral Footing immssmmmm. Description: pad at D-1.2 Fo( ting Flexur e File = C.\D0CUME-1\SHAWNN~1\MYD0CU~1\ENERCA~1\NCCC 1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.6.2, Ver:6.13.5.2 UNLAND ENGWEERING goNSULTINiS IN Flexure Axis & Load Combination Mu Which Tension @ k-ft Side? Bot or Top? As Req'd in'^2 Gvrn. As in'^2 Actual As in'^2 Phi'Mn k-ft Status z-z, +1,200+1.60L+O.50S+1,60H 11.411 -X Bottom 0,3888 Min Temp % 0.4632 30.127 OK Z-Z,+1.20D+1,60L+O,50S+1.60H 11.411 +X Bottom 0.3888 Min Temp % 0.4632 30.127 OK Z-Z,+1,20D+1,60Lr+O,50L 7.217 -X Bottom 0,3888 Min Temp % 0.4632 30.127 OK Z-Z +1,200+1,60Lr+O,50L 7217 +X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z,+1,200+1,60Lr+O.80W 5.311 -X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z+1.20D+1.60Lr+O,80W 5.311 +X Bottom 0.3888 Min Temo % 0,4632 30.127 OK Z-Z +1.20D+0.50L+1,60S 7.217 -X Bottom 0.3888 Min Temp % 0,4632 30.127 OK Z-Z,+1,20D+O.50L+1,60S 7.217 +X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z, +1,200+1,60S+0,80W 5.311 -X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z+1.200+1,60S+O.80W 5.311 +X Bottom 0,3888 Min Temo % 0.4632 30.127 OK Z-Z, +1.20D+0,50Lr+O.50L+1,60W 7.217 -X Bottom 0,3888 Min Temo % 0.4632 30.127 OK Z-Z, +1.20D+O.50Lr+O,50L+1,60W 7.217 +X Bottom 0,3888 Min Temo % 0.4632 30.127 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 7.217 -X Bottom 0,3888 Min Temo % 0.4632 30.127 OK Z-Z +1.20D+O,50L+O,50S+1,60W 7.217 +X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z+1,20D+O,50L+O,20S+E 7.217 -X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z,+1.20D+O.50L+O,20S+E 7,217 +X Bottom 0.3888 Min Temo % 0,4632 30.127 OK Z-Z. -tO.90D+1.60W+1.60H 3,983 -X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z,+0,900+1,60W+1,60H 3.983 +X Bottom 0.3888 Min Temo % 0.4632 30.127 OK Z-Z, +O,90D+E+1,60H 3.983 -X Bottom 0.3888 Min Temo % 0,4632 30.127 OK Z-Z,+O,90D+E+1.60H 3.983 +X Bottom 0.3888 Min Temo % 0,4632 30.127 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu(S l-Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1,40D 13.528 DSi 13,528 DSi 13.528 DSi 13.528 DSi 13,528 DSi 85 DSi 0.1592 OK +1,20D+0,50Lr+1.60L+1,60H 24.913 DSi 24,913 DSi 24,913 DSi 24.913 DSi 24.913 DSi 85 DSi 0.2931 OK +1,20D+1.60L+O,50S+1,60H 24.913 DSl 24,913 DSi 24.913 DSi 24.913 DSi 24.913 DSi 85 DSi 0.2931 OK +1.200+1,60Lr+O,50L 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 85 DSi 0.1854 OK +1.20D+1.60Lr+O.80W 11.595 DSi 11.595 DSi 11.595 DSl 11.595 DSi 11.595 DSi 85 DSi 0.1364 OK +1.20D+0.50L+1,60S 15.757 DSi 15.757 DSi 15,757 DSi 15.757 DSi 15.757 DSi 85 DSi 0,1854 OK +1.20D+1.60S+O.80W 11.595 DSi 11.595 DSi 11.595 DSi 11.595 osi 11.595 DSi 85 DSi 0,1364 OK +1,20D+O,50Lr+O,50L+1,60W 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 85 DSi 0,1854 OK +1.20D+0.50L+O,50S+1.60W 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 85 DSi 0,1854 OK +1.20D+O,50L+O.20S+E 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 15.757 DSi 85 DSi 0,1854 OK +O.90D+1,60W+1,60H 8,697 DSi 8.697 DSi 8.697 osi 8.697 DSi 8.697 DSi 85 DSi 0.1023 OK +0.90D+E+1.60H 8,697 DSi 8.697 DSi 8.697 DSi 8.697 DSi 8.697 DSi 85 DSi 0.1023 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu; Phi*Vn Status +1.40D 51.161 DSi 170DS 0.301 +1.20D+0.50Lr+1.60L+1.60H 94.219 DSi 170DS 0.5542 +1.20D+1.60L+0.50S+1.60H 94.219 DSi 170DS 0.5542 +1.200+1.60Lr+O.50L 59,592 DSi 170DS 0.3505 +1.200+1.60Lr+O.80W 43.853 DSi 170DS 0.258 :i' +1.20D+0.50L+1.60S 59.592 DSi 170DS 0.3505 +1.20D+1.60S+O.80W 43.853 DSi 170DS 0.258 +1.20D+O.50Lr4O.50L+1.60W 59.592 DSi 170DS 0.3505 +1.20D+O.50L+O.50S+1.60W 59.592 DSi 170 OS 0.3505 +1.20D+O.50L+O.20S+E 59.592 DSi 170DS 0.3505 +O.90D+1.60W+1.60H 32.889 DSi 170DS 0.1935 +O.90D+E+1.60H 32.889 DSi 170DS 0.1935 .1 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr' NCCC Project ID: 101585 General Footing File CAUOCUME-nSHAWNN- TMYDOCU-HENERCA-HNCCC 1-1.EC6 ENERCALC, INC. 1983-2013, BuiW:6.13.5.2, Ver:6.13.5.2 immmmimm mmmcms Descriptton: Pad® BELL TOWER Code References Calculations per Load Combinations Used General Information 2006 IBC & ASCE 7-05 Material Properties f'c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Foottng Thicknes = 18.0 in Pedestal dimensions.., px: parallel to X-X Axis = in pz: parallel to Z-Z Axis ^ in Height in Rebar Centeriine to Edge of Concrete. at Bottom of foottng = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 3.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 3,0 Reinforcing Bar Sizf = #6 2.50 ksi 60,0 ksi si22.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50 1.50 Yes Yes No No Bandw^idth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Lr P: Column Load OB: Overburden M-xx M-zz V-x V-z 10.0 Soil Design Value;, Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when foottng base is below = Increases based on foottng plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 3.0 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft m CL as II 03 W 10.0 11.0 k ksf k-ft k-ft k k .1 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Project ID: 101585 General Footing Descriptton : Pad @ BELL TOWER File - C:\I)0CUME-1\SHAWNN-I\MYD0CU~1\ENERCA-1\NCCC^1-1 EC6 ENERCALC, INC, 19B3-2013 BuiM:6,135 2 Ver-613.5.2 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8715 Soil Bearing 2.804 ksf 3.218 ksf +D+O.750L+O.750S+O.5250E+H about Z- PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z OO k-ft 00 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 0.1323 Z Flexure (+X) 3,794 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1323 Z Flexure (-X) 3.794 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1323 X Flexure (+Z) 3.794 k-ft 28.675 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.1323 X Flexure (-Z) 3.794 k-ft 28.675 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0,05510 1-way Shear (+X) 4.683 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.05510 1-way Shear (-X) 4.683 psi 85.0 psi +1,20D+O.50Lr+1.60L+1.60H PASS 0.05510 1-way Shear (+Z) 4.683 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05510 1-way Shear (-Z) 4.683 psi 85.0 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0.1666 2-way Punching 28.326 psi 170.0 psi +1.20D+O.50Lr+1.60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Foottng Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top ? As Req'd in"2 Gvrn. As in*2 Actual As in"2 Phi'Mn k-ft Status X-X, +1,40D 2.093 +Z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X, +1,400 2.093 -Z Bottom 0.3888 Min Temo % 0,440 28.675 OK X-X, +1,20D+O,50Lr+1.60L+1.60H 3.794 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.794 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1.60L+0.50S+1.60H 3.794 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+1.60L+O.50S+1.60H 3.794 -z Bottom 0,3888 Min Temo % 0.440 28.675 OK X-X,+1,20D+1.60Lr+0.50L 2419 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60Lr+0.50L 2.419 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X. +1.200+1.60Lr+0.80W 1.794 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X,+1.200+1.60Lr+O.80W 1.794 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50L+1,60S 2.419 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O,50L+1,60S 2.419 -Z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+1,60S+O.80W 1.794 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.200+1.60S+O,80W 1.794 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50Lr+0.50L+1,60W 2.419 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.5OLr+O,50L+1.60W 2.419 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1.20D+O.50L-IO.50S+1.60W 2.419 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +1,20D+O,50L+O,50S+1,60W 2.419 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50L+O,20S+E 3.794 +z Bottom 0.3888 Min Temo % 0.440 28.675 OK X-X, +1,20D+O,50L+O,20S+E 3.794 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +0.90D+1.60W+1.60H 1.345 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +0.90D+1.60W+1.60H 1.345 -z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +0.90D+E+1,60H 2.720 +z Bottom 0.3888 Min Temo % 0.440 28,675 OK X-X, +0,90D+E+1,60H 2,720 -z Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,40D 2,093 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK INU\ND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 General Footing Description : Pad @ BELL TOWER Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 File ^ C:\t)0CUME-1\SHAWNN- 1>MYD0CU~1\ENERCA-1\NCCC_ 1-1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.5.2. Ver:6.13.5,2 Z-Z,+1.400 2,093 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.794 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O,50Lr+1.60L+1.60H 3.794 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK 1 I INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Project Title: Engineer: Project Descr: NCCC Proiect ID: 101585 General Footing Description: Footing Flexure Pad® BELL TOWER File = C:\D0CUME~1\SHAWNN-1\MYD0CU-nENERCA-HNCCC J~1.EC6 ENERCALC. INC. 1983-2013, Build;6.135.2, Ver:6.13.5.2 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status Flexure Axis & Load Combination k-ft Side? Bot or Top? in'^2 in''2 in'^2 k-ft Status Z-Z, +1,200+1,60L+O,50S+1.60H 3.794 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1,20D+1.60L-tO,50S+1,60H 3.794 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1,60Lr+0.50L 2.419 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.200+1.60Lr+0,50L 2.419 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z,+1,20D+1,60Lr+0,80W 1.794 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z,+1.200+1.60Lr+O.80W 1.794 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z +1.20D+O.50L+1.60S 2.419 -X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z, +1.20D+O.50L+1.60S 2,419 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK Z-Z,+1.20D+1,60S+0,80W 1.794 -X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +1.200+1,60S+O.80W 1.794 +X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 2419 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.20D+O.50Lr+O,50L+1,60W 2419 +X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z, +1.20D+O.50L+0.50S+1,60W 2.419 -X Bottom 0.3888 Min Temo % 0,440 28.675 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 2.419 +X Bottom 0,3888 Min Temo % 0,440 28,675 OK Z-Z, +1,20D+0,50L+0,20S+E 3.794 -X Bottom 0.3888 Min Temo % 0,440 28,675 OK Z-Z.+1,20D+0,50L+0.20S+E 3.794 +X Bottom 0,3888 Min Temo % 0.440 28.675 OK Z-Z, +0.900+1.60W+1.60H 1.345 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +0,900+1,60W+1,60H 1.345 +X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +0.90D+E+1.60H 2,720 -X Bottom 0.3888 Min Temo % 0.440 28,675 OK Z-Z, +O,90D+E+1.60H 2.720 +X Bottom 0.3888 Min Temo % 0.440 28.675 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phl*Vn Status +1.40D 2.583 DSi 2,583 DSi 2,583 DSi 2.583 DSi 2.583 DSi 85 DSi 0.03039 OK +1.20D+O.50Lr+1.60L+1.60H 4.683 DSi 4,683 DSi 4,683 DSi 4.683 DSi 4.683 DSi 85 DSi 0.0551 OK +1.20D+1.60L+0,50S+1,60H 4.683 DSi 4,683 DSi 4,683 DSi 4.683 DSi 4.683 DSi 85 DSi 0.0551 OK +1,20D+1,60Lr+O,50L 2.986 DSi 2.986 DSi 2,986 DSi 2.986 DSi 2.986 DSi 85 DSi 0,03513 OK +1,200+1,60Lr+0,80W 2.214 DSi 2.214 DSi 2.214 DSi 2.214 DSi 2.214 DSi 85 DSi 0,02605 OK +1,20D+O,50L+1,60S 2.986 DSi 2,986 DSi 2.986 DSi 2.986 DSi 2.986 DSi 85 DSi 0,03513 OK +1,200+1.60S+0.80W 2.214 osi 2,214 DSi 2.214 DSi 2,214 DSi 2.214 DSi 85 DSi 0,02605 OK +1.20D+O.50Lr+O.50L+1.60W 2.986 DSi 2,986 DSi 2.986 DSi 2,986 DSi 2.986 DSi 85 DSi 0.03513 OK +1.20D+O.50L+O.50S+1.60W 2.986 DSi 2.986 DSi 2.986 DSi 2,986 DSi 2.986 DSi 85 DSi 0.03513 OK +1.20D+O.50L+O.20S+E 4.683 DSi 4.683 DSi 4.683 DSi 4,683 DSi 4.683 DSi 85 DSi 0.0551 OK +O.90D+1.60W+1.60H 1.661 DSi 1.661 DSi 1.661 DSi 1.661 DSi 1.661 DSi 85 DSi 0.01954 OK +O,90D+E+1.60H 3.358 DSi 3.358 DSi 3.358 Dsi 3.358 DSi 3.358 DSi 85 DSi 0.03951 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi*Vn Status +1.400 15.624 DSi 170DS 0.09191 OK +1.20D+0.50Lr+1.60L+1.60H 28.326 DSi 170DS 0.1666 OK +1.200+1.60L+0.50S+1.60H 28.326 DSi 170DS 0.1666 OK +1.20D+1.60Lr+O.50L 18.059 DSi 170DS 0.1062 OK +1.200+1.60Lr+0.80W 13.392 DSi 170DS 0.07878 OK +1.20D+0.50L+1.60S 18.059 DSi 170DS 0.1062 OK +1.200+1.60S+0.80W 13.392 DSi 170DS 0.07878 OK +1.20D+O.50Lr+O.50L+1.60W 18.059 DSi 170 OS 0.1062 OK +1.20D+O.50L+O.50S+1.60W 18.059 DSi 170DS 0.1062 OK +1.20D+0.50L+0.20S+E 28.326 DSi 170DS 0.1666 OK +O.90D+1.60W+1.60H 10.044 DSi 170 OS 0.05908 OK +0.90D+E+1.60H 20.311 DSi 170DS 0.1195 OK INLAND ENGINEERING & CONSULTING, iNC. Structural & Civil Engineering 4883 E. LA PALMA AVENUE. SUITE 501-A. ANAHEIM. CA 92807 Tel: (714)777-7700 FAX: (714)777-7773 1 SHT# JOB# T^Q1585 OF 286 DATE 12-20-10 Project: NORTH COAST CALVARY CHAPEL 1330 POINSETTIA LANE, CARLSBAD, CA. 92011 Subject: STRUCTURAL CALCULATIONS m Scope: INDEX: LOADS RF.FRAMING FLR. FRAMING LATERAL RIGID DIAPH. MOM. FRAMES LATERAL-HIGH TOWER LATERAL-CANOPY FOUNDATION Structural calculations 3 4 19 84 123 128 195 205 210 INLAND ENGINEERING DATE SUBJECT 2_ SHEET NO. ^ BY CHKD. JOB NO. /O/T^ S General Information: Building Code : 2007 CBC Material Properties: Lumber; (Douglas Fir Larch) 2x and 4x Joist and Beam- 6x Beam & Wider- 6x Posts Glu-Laminated Beams- Parallam PSL Timber Strand LSL- Concrete: Slab on Grade- Footing Masonry: Cone. Block- Rcinf. Steel: Struc. Steel: Stl. Plates— StLBeams- Pipe Cols. • Steel Tubes- Stainless steel: (ASTM A276) Type 304-Hot Rolled Corten StL Struc. Alum: 6061-T6 Grade Fb (psi) -No.2 No.1 900 1000 Select 1500 -No.1 -No.1 1350 1200 24F-V4 2400 2900 2325 Ft 575 675 1000 675 825 1100 2025 1070 wt 150pcf 150pcf Fv Fc E (psi) (psi) (psi) 180 1350 1.6x10^^6 180 1500 1.7x10^^6 180 1700 1.9x10^^6 170 925 1.6x10^^6 170 1000 1.6x10^^6 265 1650 1.7x10^^6 290 2900 ^OxlO'^e 310 2050 1.5x10^6 fc 2500 psi 2500 psi Fb 1500 psi #4 Bar and smaller #5 Bar and Larger Fy=36 ksi Fy=50 ksi Fy= 35 ksi Fy= 46 ksi Fb=18 ksi Gr.40 Gr.60 -Fy=50ksi Fb=19 ksl INLAND ENGINEERING DATE: BY SUBJECT NCCC CHKD. SHEET NO. JOB NO. 101585- Design Loads SLOPED ROOF LOADS: RF'G 10.0 psf SHT'G 4.0 Esf R.R 3.0psf CJ 2.0psf CLG. & INSUL 4.0 psf SPRINKLER 2.0 psf MISC 1.0 psf D.L 26.0 psf L.L 20.0 psf T.L 46.0 psf FLOOR LOADS: F.F 10.0 psf SHT'G 48.0 psf F.J 4.0 psf CLG. & INSUL 3.0 psf SPRINKLER 2.0 psf MISC 2.0 psf D.L 69.0 psf L.L 50.0 psf T.L 119.0 psf DECK LOADS: DECK'G 10.0 psf SHT'G 48.0 psf D.J 4.0 psf CLG. & INSUL 3.0 psf MISC .....4.0 psf D.L 69.0 psf L.L 100.0 psf T.L 169.0 psf FLAT ROOF LOADS RF'G 6.0 psf SHT'G 2.0 psf R.R 5.0 psf CLG. & INSUL 4.0 psf SPRINKLER 2.0 psf MISC ...2.0 psf D.L 21.0 psf L.L 20.0 psf T.L 41.0 psf BALCONY LOADS: F.F 2.0 psf SHT'G 3.0 psf F.J 3.0 psf _CLG. & INSUL 3.0 psf SPRINKLER 2.0 psf MISC 1.0 psf D.L 14.0 psf L.L 100.0 psf TOTAL LOAD 114.0 psf EXT. WALLS: STUCCO 10.5 psf STUDS 2.0 psf DRYWALL 2.0 psf MISC ...0.5 psf D.L 15.0 psf INT. WALLS: D.L 10.0 psf I Roof Framing plan TIMELESS ARCHITECTURE UH, MflUMCTION. PIMjeATtOU. Ofl RCUM I ACCIPTANCI or TMII NHTRIOTiaiU. THil North Coast Calvary Chapel Chapel Building 1330 Poinsettia Lane CoftabocL CA 92011 PH 760.929.0029 nf turn: waivhioi^i m lABTBWEPBY:TtnVW>llt FICENWE: WOaaOiiflWB |lfrW»c-Th«n«- .l| Roof Framing Plan INLAND ENGINEERING DATE SUBJECT SHEET NO. 5 BY CHKD. JOB NO. / ^ / r2s^ rfr 1^ 1^ a L15EI^ 16'' ^£^-J^^ f2p.XsT3. I^'^,^ 5^. 4fe ^ M fa yy 'U^' ui-e^ f^r " '^tfl % ^ '?«'^ INLAND ENGINEERING DATE SUBJECT SHEET NO. C=' BY CHKD. JOB NO. ^i^^ <3) 2-. 3 W INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^2807 Title: NCCC Job# 101585 Dsgnr: Project Desc: Project Notes: Wood Beam Design File: C:\Documents and Settingstehawn nikjoo\My Ctocuments\ENERCALC Dala Files\ncccJ01585.ec6 ENERCAIC, INC. 1983-2010, Ver: 6.1.S1, N.75423 |Uc.#: KW-06006198 License Owner: INLAND ENGINEERING CONSULTING INC Description: bm.3 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per IBC 2006, CBC 2007, 2005 NDS Wood Species Wood Grade Beam Bracing Fb-Tension 2,400.0 psi Fb-Compr 1,850.0 psi Fc-Prll 1,650.0 psi DF/DF - Perp 650.0 psi 24F - V4 Fv 265.0 psi Ft 1,100.0 psi Beam Is Fully Braced against lateral-torsion buckling .• Modulus of Elasticity Ebend-xx 1,800.0 ksi Eminbend • Ebend-yy Eminbend • Density XX yy 930.0ksi 1,600.0ksi 830.0 ksi 32.210pcf D(0.64) Lr(0.354) T .t. 8.75x24 Span = 32.0 ft .T Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.640, Lr = 0.3540 k/ft, Tributary Width = 1.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.93S 1 8.75x24 1,903.49 psi 2,035.09 psi +D+Lr-i+i 16.000ft Span # 1 0.464 in 0.000 in 1.364 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 827 0 <360 281 0<240 Design OK 0.395 : 1 8.75x24 104.69 psi 265.00 psi +D+Lr+H 30.080 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C f/v Cr Cm Ct Cfy Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V Cd C f/v Cr Cm Ct Cfy Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.617 0.261 1.000 0.848 1.000 1.000 1.000 1.000 87.93 1,256,18 2,035.09 9.67 69.09 265,00 +0+Lr+fl 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.935 0.395 1.000 0.848 1.000 1.000 1.000 1.000 133,24 1,903,49 2,035.09 14.66 104,69 265,00 +0-t0.750Lr+0.750L+H 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.685 0.289 1.250 0.848 1.000 1.000 1.000 1.000 121.92 1,741,66 2,543.86 13.41 9579 331,25 +O-*0.750Lr-tO.750L-K).750W++H 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.685 0.289 1.250 0.848 1.000 1,000 1.000 1.000 121,92 1,741,66 2,543.86 13.41 95,79 331,25 +O-iO.750Lr-tO.750L-0.750W+W 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.685 0.289 1.250 0.848 1.000 1.000 1.000 1.000 121,92 1,741,66 2,543.86 1341 95,79 331.25 +D-tO.750Lr+O.750L->{).5250E+H 0.848 1.000 1.000 1.000 1.000 Length = 32.0 ft 1 0.685 0.289 1.250 0.848 1.000 1.000 1.000 1.000 121,92 1,741,66 2,543.86 13.41 95,79 331,25 INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM,CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 LB Wood Beam Design Uc. # ; KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALCINC. 1983-201Q,Vet:6.1,51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Description: bm,3 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl b+Lr""""^"T^L3644 " Vertical Reactions - Unfactored Location in Span Load Combination Max,"+" Defl Location in Span 16,160 Support notation: Far left is #1 0,0000 Values in KIPS 0,000 Load Combination Oviiail MAXTniim' DOnly LrOnly D+Lr Support 1 "" 167656" 10.992 5.664 16.656 Support 2 T6.656 10.992 5.664 16.656 INLAND ENGINEERING DATE SUBJECT SHEET NO. Y BY CHKD. JOB NO. ^^/^-^ ^^^^ P<^5'^ INLAND ENGINEERING DATE SUBJECT SHEET NO. ^ BY CHKD, 1 JOB NO. / £>/ l> (9 £®2rf2- at;, ^5 C^C^ +- * 152^ NLAND ENGINEERING DATE SUBJECT SHEET NO, ? BY CHKD. JOB NO. ^o/s'^r 4pA^>-«^ - \oLe>'^ AT^ ' "7^^" •a ^ ^ _________ ijLy^^' 5 42- •.42m -.Aim 1 Loads; LC 1, DL+LL ' Results for LC 1, DL+LL Inland Engineering, Inc. NCCC SK-1 SHAWN NIKJOO NCCC Nov 5, 2010 at 2:09 PM 101585 NCCC nccc-101585.r2d Company : Inland Engineering, Inc. Designer : SHAWN NIKJOO Job Nunnber : 101585 NCCC Checked By: ' ! Global Display Sections for Member Calcs 5 Max intemal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes General Material Properties Label GEN STL E[ksq Gfksi] Nu 29000 11154 Therm (\1 ESF) Density[k/ft^31 .65 .49 Wood Material Properties Label Species Grade Cm Emod Nu Therm (ME.. Dens[k/ft'^3] Wl CUSTOM 1 na 1 .3 .3 .035 Wood Section Sets Label Shape Type Desiqn List Material Desian Rules A [in21 1 (90,270> H-1(0.180) Jin41 1 B-CHORD 8X8 Beam Rectanaular W1 Tvoical 56.25 263.672 263.672 2 T-CHORD 8X8 Beam Rectangular Wl Typical 56.25 263.672 263.672 3 WEB 6X8 Beam Rectanqular Wl Typical 41.25 103.984 193.359 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Desiqn List Material Design Rules 1 Ml N1 N2 T-CHORD Beam Rectangu.. W1 Tvoical 2 M2 N2 N3 T-CHORD Beam Rectangu.. Wl Typical 3 M3 N3 Nl B-CHORD Beam Rectangu.. Wl Tvoical 4 M4 N4 N5 WEB Beam Rectangu.. Wl Typical 5 M5 N4 N8 WEB Beam Rectangu.. W1 Tvoical 6 M6 N6 N8 WEB Beam Rectangu.. W1 Typical 7 M7 N6 N7 WEB Beam Rectangu.. Wl Typical 8 M8 N2 N8 WEB Beam Rectangu.. Wl Typical Joint Coordinates and Temperatures 1 Nl 0 0 0 2 N2 20 8 0 3 N3 40 0 0 4 N4 10 4 0 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC Joint Coordinates and Temperatures (Continued) Checked By: Label Xfftl Yffti TemprFl 5 N5 10 0 0 6 N6 30 4 0 7 N7 30 0 0 8 N8 20 0 0 Joint Boundarv Conditions Joint Label XfkAnl Yfk/inl Rotationfk-fl/radl Footing 1 Nl Reaction Reaction j 1 2 N3 Reaction 1 1 Wood Desian Parameters Label Shaoe Lenathrffl Le-outrftl Le-lnfftl le-bend to... le-bend bo... K-out K-in CH Or Out swav In swav 1 Ml T-CHORD 21.541 Seqment Seqment Seqment Seqment 2 M2 T-CHORD 21.541 0 Seqment 0 0 3 M3 B-CHORD 40 0 Seqment 0 0 4 M4 WEB 4 5 M5 WEB 10.77 Seament Seqment Seqment Seqment 6 M6 WEB 10.77 7 M7 WEB 4 8 M8 WEB 8 Joint Loads and Enforced Displacements (BLC 3: LAT) Joint Label LD.M Direction Maanitude[(k.k-ft). (in.rad). (k*s^2/ft.. Nl 6.7 No Data to Print.. Member Distributed Loads (BLC 1: DL) Member Label Direction Start Magnitudefk/ft.d.. End Maqnitude[k/ft.d... Start Location[ft.%l End Locationfft.%1 1 Ml Y -.26 -.26 0 0 2 M2 Y -.26 -.26 0 0 3 MS Y -.2 -.2 0 0 Member Distributed Loads (BLC 2. •LL) Member Label Direction Start Magnituderk/fi.d.. End Magnitudefk/fLd... Start Locationfft.%1 End Locationfft.%1 1 Ml Y -.16 -.16 0 0 2 M2 Y -.16 -.16 0 0 Basic Load Cases BLC Description Category X Gravitv Y Gravity Joint Point Distributed 1 DL DL -1 3 2 LL LL 2 3 LAT EL 1 Load Combinations 1 DL+LL Yes DL 1 LL 1 2 DL+LL+LAT Yes DL 1 LL 1 EL 1 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 Joint Deflections NCCC Checked By . /3 LC Joint Label Xlinl Yfinl Rotation frad] 1 1 N1 0 0 0 2 1 N2 .058 -.296 0 3 1 N3 .117 0 0 4 1 N4 .081 -.294 -1.146e-3 5 1 N5 .029 -.295 -7.966e-4 6 1 N6 .035 -.294 1.146e-3 7 1 N7 .088 -.295 7.966e-4 8 1 N8 .058 -.308 L 0 Joint Reactions LC Joint Label X[kl Yfkl MZ fk-ftl 1 1 Nl 0 13.794 0 2 1 N3 0 13.794 0 3 1 Totals: 0 27.587 4 1 COG (ft): X: 20 Y: 2.741 Member Section Forces LC Member Label Sec Axialfkl Shearfk] Momentfk-ftl 1 1 Ml 1 / 30.146 1.739 0 2 2 ( 29.279 -.428 -3.529 3 3 ] 28.412 -2.596 4.614 4 4 S 19.153 .428 -3.529 5 5 / ., 18.286v^ -1.739 0 6 1 M2 1 I 18.286.> 1.739 0 7 2 19.153"^ -.428 -3.529 8 3 28.412 2.596 4.614 9 4 29.279 .428 -3.529 10 5 30.146 -1.739 0 11 1 M3 1 -27.344 -.983 0 12 2 -27.344 1.152 -.845 13 3 -27.344 1.196 -2.129 14 4 -27.344 -1.152 -.845 15 5 -27.344 .983 0 16 1 M4 1 -2.131 0 0 17 2 -2.121 0 0 18 3 -2.111 0 0 19 4 -2.101 0 0 20 5 -2.091 0 0 21 1 M5 1 / 10.449 .05 0 22 2 \ 10.459 .025 -.1 23 3 / 10.469 0 -.133 24 4 \ 10.478 -.025 -.1 25 5 i 10.488 -.049 0 26 1 M6 1 I 10.449 -.05 0 27 2 10.459 -.025 .1 28 3 10.469 0 .133 29 4 10.478 .025 .1 30 5 10.488 .049 0 31 1 M7 1 -2.131 0 0 32 2 -2.121 0 0 33 3 -2.111 0 0 34 4 -2.101 0 0 35 5 -2.091 0 0 36 1 M8 1 -10.353 0 0 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Pages Company : Inland Engineering, Inc. Designer : SHAWN NIKJOO Checked Bv: Job Number : 101585 NCCC Checked Bv: Member Section Forces (Continued) io,rB^ LC Member Label Sec Axialfkl Shearfk] Momentfk-ftl 37 2 -10.334 0 0 38 3 -10.314 0 0 39 4 -10.294 0 0 40 5 -10.274 0 0 Member Section Stresses LC Member Label Sec Axialfksil Shearfksil Top Bendingfksil Bot Bendingfksil 1 1 Ml 1 .536 .046 0 0 2 2 .521 -.011 .602 -.602 3 3 .505 -.069 -.787 .787 4 4 .341 .011 .602 -.602 5 5 .325 -.046 0 0 6 1 M2 1 .325 .046 0 0 7 2 .341 -.011 .602 -.602 8 3 .505 .069 -.787 .787 9 4 .521 .011 .602 -.602 10 5 .536 -.046 0 0 11 1 M3 1 -.486 -.026 0 0 12 2 -.486 .031 .144 -.144 13 3 -.486 .032 .363 -.363 14 4 -.486 -.031 .144 -.144 15 5 -.486 .026 0 0 16 1 M4 1 -.052 0 0 0 17 2 -.051 0 0 0 18 3 -.051 0 0 0 19 4 -.051 0 0 0 20 5 -.051 0 0 0 21 1 M5 1 .253 .002 0 0 22 2 .254 0 .023 -.023 23 3 .254 0 .031 -.031 24 4 .254 0 .023 -.023 25 5 .254 -.002 0 0 26 1 M6 1 .253 -.002 0 0 27 2 .254 0 -.023 .023 28 3 .254 0 -.031 .031 29 4 .254 0 -.023 .023 30 5 .254 .002 0 0 31 1 M7 1 -.052 0 0 0 32 2 -.051 0 0 0 33 3 -.051 0 0 0 34 4 -.051 0 0 0 35 5 -.051 0 0 0 36 1 M8 1 -.251 0 0 0 37 2 -.251 0 0 0 38 3 -.25 0 0 0 39 4 -.25 0 0 0 40 5 -.249 0 0 0 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.017 -.273 1298.444 3 3 -.034 -.303 1665.244 4 4 -.045 -.421 1298.444 5 5 -.056 -.296 NC RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 4 Company : Inland Engineering, Inc. Designer : SHAWN NIKJOO 15 Checked By: ' Job Number : 101585 NCCC 15 Checked By: ' Member Section Deflections (Continued) 6 1 M2 1 .164 -.253 NC 7 2 .153 -.378 1298.444 8 3 .142 -.26 1665.244 9 4 .125 -.23 1298.444 10 5 .108 .043 NC 11 1 M3 1 -.117 0 NC 12 2 -.088 .295 1625.252 13 3 -.058 .308 1560.183 14 4 -.029 .295 1625.252 15 5 0 0 NC 16 1 M4 1 .294 .081 NC 17 2 .294 .068 NC 18 3 .295 .055 NC 19 4 .295 .042 NC 20 5 .295 .029 NC 21 1 M5 1 .185 -.243 NC 22 2 .181 -.253 NC 23 3 .177 -.261 NC 24 4 .173 -.264 NC 25 5 .168 -.264 NC 26 1 M6 1 .076 .286 NC 27 2 .072 .297 NC 28 3 .068 .304 NC 29 4 .064 .307 NC 30 5 .06 .307 NC 31 1 M7 1 .294 .035 NC 32 2 .294 .048 NC 33 3 .295 .061 NC 34 4 .295 .074 NC 35 5 .295 .088 NC 36 1 M8 1 .296 .058 NC 37 2 .299 .058 NC 38 3 .302 .058 NC 39 4 .305 .058 NC 40 5 .308 .058 NC Member Wood Code Checks LC Member Shape UC Max Locfftl Shear LocTftl Fc'fksil Fffksil Fb-fksil Fv'fksil RB CL CP Eqn M1 8X8 .377 10.77 .191 10.77 1.713 2.813 3.625 .362 4.151 .473 3.9-3 M2 8X8 .377 10.77 .191 10.77 1.713 2.813 3.625 .362 0 .473 3.9-3 M3 8X8 .279 4.583 .088 20 1.915 2.813 3.625 .362 .528 3.9-1 M4 6X8 .018 .000 3.191 2.813 3.625 .362 3.45 .88 3.9-1 M5 6X8 .252 10.77 .005 1.009 2.813 3.625 .362 5.661 .278 3.6.3 M6 6X8 .252 10.77 .005 1.009 2.813 3.625 .362 5.661 .278 3.6.3 M7 6X8 .018 0 .000 3.191 2.813 3.625 .362 3.45 .88 3.9-1 M8 6X8 .089 0 .000 0 1.679 2.813 3.625 •362 4.879 .463 3.9-1 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 5 INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. / t^'/S^S -W^^- '^\y^ ^e^^^^ (5 X >'Z^''>< Z. INLAND ENGINEERING DATE SUBJECT SHEET NO. 1 BY CHKD. JOB NO. ^2 i^'a.^c^ INLAND ENGINEERING DATE SUBJECT SHEET NO. ^ BY CHKD. JOB NO. r£)j^^ s o S«cond Floor Framing I T I « t t f. S A R C H I f t C 1 U P. f. North Coatt Calvary ChQpal Chopal BuHding iSaOPokuatHaLone Coliooa CA 93011 PH 7ea.Kt.cnw sacond Floor Framing Plan Inland Engineering & Consulting, Inc. 4«83 E. La Palma A»e , Suite 501-A PROJECT Anaheim,CA92807 /^i iCMT Phone: (714) 777-77001 Fax; (714) 777-7773 OLItN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 10158S DATE: REVIEW BY F.BMA- Composite Beam Design with Verco Floor Decic Based on MSC 360-051 IBC 09 ' DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing : 12" o, c, the minimum composte beam capacity is from y 2 rows @ 12" oc, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X40 W2-6 1/4" LW A d 11.8 16.0 518 S, 64.7 73 BEAM SPAN ii = 32 ft CANTILEVER (0 = no cantilever) /-2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 71.00 lbs/ft^ 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perf)endicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <|) = 3/4 in STUDS SPACING 1 rov/@ 12 in o.c. _I L I I J 1 1 I I (Total Studs 32) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS iVi=Wsi-nv^= 71 + ( 48.10 + 5.02 ) = 124.12 Ibs/fl^ = 0.99 kips / ft (total gravity loads on span beam) 1^2 = >Vs 2+>V^= 0 + ( 48.10 + 5.02 ) = 53.12 lbs/ft^ = 0.42 kips / ft (uniform gravity loads on cantilever) P= 0 kips = 16.00 ft «i = 15.89 kips X2= 16.00 ft /?2 = 15.89 kips ^3 = 0.00 ft ^max -15.89 kips, at Rl right. Mmax= 127.1 ft-kips Mmm = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 I3.2C.1.C) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) (j) = 3/4 In < 3/4 in [Satisfactory] (AISC 360-05 I3.2c.1,b) H, = hr + 1.5 = 3.5 in < -0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAX[8(hr •^to) ,367 = 50 in o.c. [Satisfactory] > 4 ^ = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 96 in, (AISC 360-05 13.1a) h = to •l-h f + = 22.3 In, (total height) Aar= 0.85fc'bto /Fy = 20.8 in^ AtoM=Aar*f^= 32.6 in A„s =A-2A,-A„ = 0.16 in^ Af = 3.54 in 0.31 0.51 in yb = i 0.85 fJ? for Aio,al^2Ac,r (cont'd) j_0.5A,o,a, Aa,r A,o,t„^2{Aa,. +A f) , A,oial—Af—0.5An// _ , o/ , , „ \ t/-^• ^ for Arom/>2(Acir+A/) 19.8 in, (plastic neutral axis to bottom) 0-5(ro+/ir+J'6) for A,o,ol^2Ac,r ^ 0.^toActr+'>.5dA+(0.5A,otal-Acir){f'-d-yb) n 0-5.4/0/0/ /<"• A,otal^^(Actr+Af) 0.5l0Atotal+A/(fO+/ir+' f)+0.iAf,tl{tO+hr-^2tf)+,y,{d-yi,-tf){h-0.5d-0.5yi,+0.5t/)+?w(yf,-f/)(o.5.)'f,+O.Sr^) 0.5/jrora/ 13.0 in, (moment arm between centroid of tensile force and the resultant compressive force.) 3 /<"• Atotal>'^[Actr-^Af) thus, y = Z,r = a5yA,<,te, = 213 m DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = = 13.01 , (ACI 318-05 8.5.1) En = bto/n= 31.4 in yt 16.8 in, (elastic neutral axis to bottom) I<r = Ix + A{yi,-0.5df + ^^^ + Ac,r{0-5to+hr+d-y,,f= 1826 in* S,r = 109 in , referred to steel bottom. S, = (d + hr-t-to-yb) ~ 336 in , refenred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom ; M^ax = (Zir/Z^) MDLMu. = 231.2 ft-kips < Mn/iib=Z,rFy/n^ = where = 1.67 (AISC 360-0513.2a) 3.76(E/Fyf 90.55 > /J/f„ Cantilever Top: M „i„ - 0 ft-kips < M„/ nb = where f!^ = 1.67 (AISC 360-0513.2b) /,„ =WAXCXj,/-2;= 0.00 ft 530.7 ft-kips, (AISC 360 13.2a) 52.46 182.1 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Z,p=1.76ry(E/Fy,y ,0.5 . 5.53 Jc 1-1-6.76 0.lFy\Sxho 304.2 ft-kips ^Io.078-^f^T = rts E Jc #DIV/0! ksl 15.91 ft '-ts=I( lyCw)"/S/ = = 1.86 c = 1.00 ho = d - If = 15.50 in Cb= 1.30 , (AISC 360-05 Fl) ly G J C^ 29 11200 0.794 1740 73 1.56 Mp MIN{Cb [Mp - (Mp - 0.75 Fy SJ (L^ - Lp) / (Lr - Lp)], Mp} MIN(Fcr S, , Mp) 304.17 ft-kips, fori b@ [O.i p] N/A f[-kips,forZ,b@(Lp,ir] N/A ft-kips, for Z, b @ C- r. Larger) Shear: V^ax = 15 89 kips where 2.24 (E / f y •• = 5 V„/Civ = 0.6FyA».Cv/Qv = 87.665 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) (k^ E/Fy = 53.852 CHECK SHEAR CONNECTOR CAPACITY Mmax = 127.1 ft-kips < M„ / Ob =Zx Fy / nu = 182.1 where Ob = 1.67 (AISC 360-05 Fl & F2-1) Cy= 1 (AISC 360-05 G2.1b) 1.67 (AISC 360-05 GI) ft-kips <== No Shear Stud Required Cf = MIN(0.B5fc'Ai: ,FyAs) = Sa„ = Min[M^ax/m6Fy),S,r} = 590 kips, (AISC 360-05 C-13.1) 46 in^, refered to steel bottom. V • = MAX SeffSs ,0.25 Sir S s Qn =MIN[0.5A^ (fo'Ec)°' . RgRpA^F^] = where Wc = 115 pcf Ec = " 33 (fc 7 = 2229.1 ksi Aso= 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) Cf= 147.5 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) 1Q„ =Q„ NrX,/s 0.60 (AISC 360-05 Table I3.2b.3) 245.99 kips > V [Satis^ctory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Selfweight /- = /.,= 32.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips = = 0.17 klf ^End _ Py{L + a) -wtL^a wio^ 3EI 24EI 24EI 0.00 in, downward perpendicular to beam. M„ 16EI 3S4EJ 32EI 0,27 in, downward perpendicular at middle of beam. 21.8 ft-kips M„ / Ob =Zx Fy / Ob = 182.1 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips IV, = Wu_.i = 0.57 klf Wj = Wti2 = 0.00 klf letf= 1362 in* (AISC 360-05 C-13-3) Pg-jL-^ci') _ ^,L^a (4Z.-I-3a) 3EI 2.4EJ 24EI 0.00 in, downward. 2L2/240= 0.00 in [Satisfactory] - 0.25 in, downward. < L,/360= 1.07 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim. CA 92807 ,r:^^|-p Phone: (714) 777-7700 ] Fax: (714) 777-7773 OLitN 1 inlanclengine»ing@5bcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY Composite Beam Design with Verco Floor Deck Based on AISC 380:05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing U : c 12" o. c., the minimum composte beam capacity Is from y • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W14X30 W2-6 1/4" LW A d 8.85 13.8 291 42 Zx 47.3 BEAM SPAN ii = 28 ft CANTILEVER (0 = no cantilever) ^2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD iVs,/ = 119.00 lbs/ft^ Ws,2 = 0.00 lbs Iff CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Py = 50 ksi CONCRETE STRENGTH fo' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. i 1 1— * t 1 i I t ) (Total Studs 28) THE BEAM DESIGN IS ADEQUATE. -7< ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =lVsi+W^ = 119 + ( 48.10 + 3.76 ) = 170.86 lbs/ft^ = 1.37 kips / ft (total gravity loads on span beam) 0 + ( 48.10 + 3.76 ) = 51.86 lbs/ft^ = 0.41 kips / ft (unifomi gravity loads on cantilever) P = 0 kips 14.00 ft «1 = 19.14 kips X2 = 14.00 ft R2 = 19.14 kips 0.00 ft 19.14 kips, at Rl right. 134.0 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr = 2 in < 3 in [Satisfectory] (AISC 360-05 13.2c. 1,3) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. I .b) Hs = hr+15= 3.5 In < /Jr+fo-0-5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s -12 in o.c. < MAX[8(hr + to),36}= 50 in o.c. [Satisfaciory] > 4 ^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4.B)= 84 in, (AISC 360-05 13.1a) Artr= 0.85fa'bto/Fy = 18.2 in^ Ami =A-2Af-A„ = 0.15 in^ t„ = 0.27 in h =fo +''r = Atotal =Aar->-A = Af = 2.59 in' tf = 0.39 in 20.1 in, (total height) 27.1 in^ 2 yb h— AF, for Aiolal —2Aclr (cont'd) 0.85/^ a_0.5A,o,a,-Ac^ /or Ato,al^2{Ac,r+Af) Of , A,otal-Ar—0.5Ar,ii „ ^ -,1 . . ., \ /•/+ for A,ola/>2{Actr+Af) 18,0 in, (plastic neutral axis to boftom) y = 0-5(ro+/7r+>'6) /<"• A,otal^2Acrr ^ 0.5,oAc,r-^0.5dA+(0.5A,o,al-Actrp-d-y,,) ^•^Afoial M Atotal^'^{Actr+Af) O-^roAfotal-'-A/('O+Ar+rf^O.SAf,n{tQ+hr+2tw(''-:>'i-rf^h-Q.Sd-O.Sy^+O.itf)+tw[yb-t/)(0-5.)'6+0-5r/) ^ / ^ h — for Afotal^AAcir^Af) 12.1 in, (moment arm tsetween centroid of tensile force and the resultant compressive force.) 3 thus, y = Z,r=a5yA,„,a, = 164 ih DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E = 13.01 , (ACI 318-05 8.5.1) Acr = bto/n= 27.4 in A„r{d+hr+0.5to)+0.5Ad yf-Acr-^A 15.2 in, (elastic neutral axis to bottom) hr = Ix+ A{yk-(i.5df + + Ac,r{0-5to^i-hr-^d-yi,f = 1146 S,r = 75 in , referred to steel bottom. yb S,= (d-i-hr + to-yb) - 238 in^, refen'ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mma, = (Z,, /Zx) MQI + MU = 234.2 ft-kips < Mr,/Ob=Z,rFy/Ot,= where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy )" 90.55 > h/fu Cantilever Top: Mmin = 0 ft-l<ips < M„ / Ob = where = 1.67 (AISC 360-0513.2b) Lb = MAX(X3 , L2)= 0.00 ft ip = 1.76ry(E/Fy,)''^= 5.26 ft E 409.0 ft-kips, (AISC 360 13.2a) 51.11 118.0 ft-kips, (AISC 360 13.2b) Wp = FyZx = , jl. jl.6.76( 0.7FyyjSxho^ V \ E Jc 197.1 ft-kips 14.87 ft Err — #DIV/0l ksi [Satisfactory] [Satisfactory] '-ts=[(lyCw)°'/Sxr= 1-77 'y G J C„ c = 1.00 20 11200 0.38 887 ho = d - t, = 13.42 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1.49 47 Mp = 197.08 ft-kips, for i b @ [0,ip] MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (U - Lp)], Mp} = N/A ft-kips, for Z, b @ {t-p.Lr] MIN(FcrSx,Mp) = N/A ft-kips, for i b @ {Lf, Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 134.0 ft-kips Shear: V„ 19.14 kips where 2.24 (E/Fy = ky = 5 (ky E/Fy)"' = V„ I n,, = 0.6FyA«Cv I Qv = 66.934 kips, (AISC 360-05 13.1 b) ^5 (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mn / Ob =Zx Fy / Ob = 118.0 ft-kips <== Shear Studs Required where Ob 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN(0.85fc'Ac , FyAs) = S^,f = Min[Mmax/(0.66Fy).S,r] S tr~S s V' = MAX ,0.25 442.5 kips, (AISC 360-05 C-13.1) = 49 in^, refered to steel bottom. C/ = 110.63 kips, (AISC 360-05 C-13-4) Q„ = MIN[0.5Asc (fc'Ec) .FigFtp/^scFu] = 15.37 kips, (AISC 360-05 I3.2d.3) where = 115 pcf Ec=^c' = 33(fa-)''^ 2229.1 ksi 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) SQn =Qn NrXf/S = 215.24 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 28.00 ft a = i-2 = 0.00 ft P = PDL = 000 kips W( =WDI^, = 0.31 klf W2 = viioL.2 - 0-31 [Satisfactory] A£„rf — M„ iEI 24 EI 24 EI 0.00 in, downward perpendicular to beam. PaL^ ^ 5w,L'^ w.L^a' 16EI 3S4EI 32EI 0.51 in, downward perpendicular at middle of beam. 30.5 ft-kips < M„ / Ob =Zx Fy / Ob = 118.0 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = WLLI = 0.95 klf W2 = Wu.,2 = 0.00 klf /..= 887 in* (AISC 360-05 C-13-3) A End — l^Mtd — 3EI 24EI 24EI = 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ , Swii* w,L^a^ \6El^ff 3S4Eleff ^lEleff = 0.40 in, downward, < If/360= 0.93 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anaheim,CA92807 „. .p...— Phone: (714) 777-77001 Fax: (714) 777-7773 l^LltN I inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY Composite Beam Design mHi V«rco Fioor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA ^1^. ^ The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing !: 12" o. c, the minimum composte beam capacity is from if y 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W2-6 1/4" LW A d 8.79 12.3 Ix 238 Sx 38.6 Z, 43.1 BEAM SPAN i| = 24 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD >^s,I = 119.00 lbs/ft^ ^5,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS = 50 ksi CONCRETE STRENGTH 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <!- = 3/4 in STUDS SPACING 1 roiv@ 12 in o.c. (Total Studs 24) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi+= 119 + ( 48.10 + 3.74 ) = 170.84 lbs/ft^ = 1.37 kips / ft (total gravity loads on span beam) W2 = 2+W^ = 0 + ( 48.10 + 3.74 ) = 51.84 lbs/ft^ = 0.41 kips / ft (uniform gravity loads on cantilever) P = 0 kips ^-1 = 12.00 ft /?,= 16.40 kips •^2 = 12.00 ft /?2 = 16.40 kips X-i = 0.00 ft ^max ~ 16.40 kips, at Rl right. f^max -98.4 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. 1.b) hr + 1.5 = 3.5 in < "r+fo -0.5= 5.75 in [Satisfactory] (AISC 13.2c.1.b) s = 12 in o.c. < MAX[8(hr-<-to) , 36;= 50 in o.c. [Satisfactory] > 4^-3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) lVr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 72 in, (AISC 360-05 13.1a) Aar= 0.85fo'bto/Fy = 15.6 in^ Afj, =A-2A,-A„ = 0.08 in^ t„ = 0.26 in h =to -i-hr •*-(! = Attual =Acir-*-A = A,= 2.87 in' tf = 0.44 in 18.6 in, (total height) 24.4 in^ 2 yb = AEy n =1— for A,O,OI^2A C (cont'd) 0.85fJ> ).5A,otal- bf Atotat—Af—0.5Afill J. , \ ^ ~ for A,o,al>2(Acrr+Af) j_0.5A,a,al Acr j-^^ A,o,a,^2{Ac,r+A f) bf 16.2 in, (plastic neutral axis to bottom) tw y = 0.5(/o+Ar+.)'6) for Afotal^^Acr ^ O^IOActr+0.5dA+{0.5A,otal-Actr){''-d'yb) h '^•^Afoial M Aiotal^^^Actr-^Af) 0^'OAtotal-^A f{to+hr-*-r /)+0-5/)y;//(fo+/i;-H-2rw('^-y6-r /)(/'-0.5</-0.Syj,-i-0.5r/)(o.Sj'f,-i-0.5r y) thus, y = Z,r = 0.5yA,otai '^•^Atotal 11.2 in, (moment arm between centroid of tensile force and the resultant compressive force.) 3 for Atotal>'^[Actr+Af) 137 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) E ~E7. Actr=bto/n= 23.5 m Ac,r{d-^hr+0-5to)-^-0.5Ad ^ ^ Acr+A 3.6 in, (elastic neutral axis to txittom) I,r = Ix + A{yh-Q.Sdf + + Ac,riO-5to+hr+d-ybf = 949 in* Str = = 70 in', refen-ed to steel txjttom. yb S,= (d + hr-i-to-yb) - 193 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Zir /Zx) MDL + = 163,2 ft-kips < M„/Ob= Z,r Fy/Ob = where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy )" Cantilever Top: M mm - 0 ft-kips < Mn/ Ob = where 0„ = 1.67 (AISC 360-0513.2b) Lb =MAX(X3 ,L2)= 0.00 ft ip = 1.76ry(E/Fy,)''== 5.37 ft 341.0 ft-kips, (AISC 360 13.2a) 107.5 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Jc Sxho 179.6 ft-kips l-i-Jl-i-6.76 0.7F ySxhp E Jc 15.60 ft cr - - ^ Lb rts Sxhoyrts) #DIV/OI ksi '•ts=[(lyCw)'"/S/== 1.77 'y G J C„ c = 1.00 20 11200 0,457 719 ho = d - t( = 11.86 in fy z. Cb= 1.30 , (AISC 360-05 Fl) 1.52 43 Mp = 179,58 ft-kips, forib @ 10. Lp] MlN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, for i b @ {Lp.L,] MlN(FcrSx,Mp) = N/A ft-kips, for i b @ {Lr, Larger) (kyE/Fy)''^= 53.852 CHECK SHEAR CONNECTOR CAPACITY Mmax= 98.4 ft-kips < Mn / Ob = Zx Fy / Ob = 107.5 where Ob = 167 (AISC 360-05 Fl & F2-1) Cf=MIN(0.85fc'Aa,FyAs)= 439.5 kips, (AISC 360-05 C-13.1) Seff = Min[Mmax Fy), S,r 7 = 36 in', refered to steel bottom. , 0.25 Cf= 109.88 kips, (AISC 360-05 C-13-4) 2^ (cxjnt'd) Shear: V^ax = 16 40 kips where 2.24 (E/Fy j"^ •• ky= 5 < Vn/Siv^0.6FyAwCja.v 53.946 (AISC 360-05 G2.1b) 57.449 kips, (AISC 360-05 13.1b) [Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) ft-klps <== No Shear Stud Required V = MAX Sir~Ss -i Q„ = MIN[0.5A^ (f, -•EJ-'^ RgFlpAsaFu]= 15.37 kips, (AISC 360-05 I3.2d.3) where = 115 pcf Ec=vv,' = 33 (f<;';" 2229.1 ksi ^sc = 0.44 in^ Fu = 58 ksi R<,= 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) 2:Qn =Qn NrXf/s = 184.49 kips > V [Satis^ctory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf = 24.00 it a = /-2 = 0.00 ft P = PDL = 0.00 kips W( = WDI_I = 0.31 klf ^2 = WDI^2 = 0.31 klf Is. End 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. Mn 16EI 384EI 32EI 0.34 in, downward perpendicular at middle of tieam. 22.4 ft-kips < M„/Ob^ZxFy/Ob= 107.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wij.,f = 0.95 klf ^2 = WLL,2 = 0.00 klf leff= 699 in* (AISC 360-05 C-13-3) A End = AMid — 3EI 24EI ^ 24EI — 0.00 in, downward. < 21-2/240= 0.00 in [Satisfactory] PaL^ '\6El,ff 3S4Elej^ ^2EUff = 0.26 in, downward. < L,/360= 0.80 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification fbr Structural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave.. Suite 501-A PROJECT Anaheim,CA92807 r^. .^..-r Phone: (714) 777-7700 j Fax: (714) 777-7773 OLItN 1 inlandengineering@st)cglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY Composite Beam Design with Verco Fioor Deck Based on AiSC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing :i c : 12" o. c, the minimum cximposte beam capacity is from >f ?< 2 rows @ 12" o.c, not one row @ 8.57" o.c. =1 INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW A d 7.65 12.2 Ix 204 Sx 33.4 Zx 37.2 BEAM SPAN ii = 22 ft CANTILEVER (0 = no cantilever) Li = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,) = 119.00 lbs/ft^ >Vs,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 12 in o.c. J i L i _i I I I i I i i I I (Total Studs 22) THE BEAIM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wl = Wsi-l-W^ = 119 + ( 48.10 + 3.25 ) = 170.35 lbs/ft^ = 1.36 kips / ft (total gravity loads on span tieam) W2 = Ws 2+W^ = 0 + ( 48.10 + 3.25 ) = 51.35 Ibs/fl:^ = 0.41 kips / ft (uniform gravity loads on cantilever) P = 0 kips Xi = 11.00 ft «i = 14.99 kips X2 = 11.00 ft R2 = 14.99 kips ^3 = 0.00 ft ^max ~ 14.99 kips, at Rl right. •^max = 82.5 ft-kips •'^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfacitory] (AISC 360-05 13.2c. 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.1.b) H,= hr + 1,5 = 3,5 in < - 0.5 = 5.75 in [Satisfactory] (AISC 13,2c. I.b) s = 12 in o.c. < MAX[8(hr^Ho) ,36;= 50 in o.c. [Satisfactory] > 4 (ji = 3 in o.c. [Satisfectory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 66 in, (AISC 360-05 13.1a) Acfr= 0.85f^'bto/Fy = Afg =A-2Af-A„ = 0.09 f^ = 0.23 in 14.3 in h =fo +/Jr +cf = Afotal =Aclr •>-A = Af = 2.47 in' tf = 0.38 in 18.5 in, (total height) 22.0 in^ ,2 DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = = 13.01 , (ACI 318-05 8.5.1) Ec Vb h— AFy (cont'd) for A,oral^2A ctr 0.85fjb ^_0.5A,o,al-Aarr j-^^ A,a,al^2{Ac,r+A f) Of 16.2 in, (plastic neutral axis to txjttom) ^^^A.o.al-Af-0.5Ar,l, j.^^ A,o,al>2{Acr+Af) ttv 0-5(/o+/'r+>'6) for Afotal^^Aar ^ 0.5toActr->-'>.^''A+(0.5A,otal-Actr)(''-d-yb) ^ \ h — > for Ato,al^AActr+Af) ^•^ Afotal ^ ' ^•^tQAfotal+A /(ro+Ar+r fV^-^A ^//(ro+/ir+2r/)+rw('/->'6-r /)(/'-0.5c/-0.5yj-i-0.5,/)+(w(>'ft-r /)(o.5yj-H0.5,y) h — Jor Atotal^AActr-*-Afj thus, y= 11.2 in, (moment arm tjetween centroid of tensile force and the resultant compressive force.) „3 Z,r = 0.5yA total 123 m '^c*r= bto/n--21.6 in yb ^ AAd+hr+0.5to)+0.5Ad ^ g (3,33^, ,3,4,3, 3,13 ^ Acr+A bottom) Itr = Ix + A{yb-(i-idf + i^l^ + Actr{^.St(>+hr+d-y^f = 827 yb 61 in , referred to steel bottom. 5,= {d + hr + to-yt) 172 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: M max = (Ztr/Zx) MDL •^ Mu. = 139-8 ft-kips < M„/Ob= Zfr Fy/ Ob = where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy )°'= 90.55 > />/f» Cantilever Top: M mm where O 0 ft-kips < Mn/ Ob = 1.67 (AISC 360-05 13.2b) Lb=MAX(X3,L2)= 0.00 ft ip= 1.76ry(E/Fy,)°^= 5.31 ft 307.1 ft-kips, (AISC 360 13.2a) 53.04 92.8 ft-kips, (AISC 360 13.2b) Lr = l.95rts Mp = FyZx = E rj^ 0.7 Fy^ Sxho I,, j,,6.76( Sxho 155.0 ft-kips 14.89 ft ^*^jl+0.078^'^ Lb) rts) Sxho\rts #DIV/0! ksi [Satisfectory] [Satisfactory] '•ts=[(lyCw)'"/S/== 1.75 'y G J C« c = 1.00 17 11200 0.3 606 ho = d - tf = 11.82 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1.50 37 Mp = 155 ft-kips, for L b @ [0,ip] MlN{Cb [Mp - (Mp - 0.75 Fy S^) (Lb - Lp) / (Lr - Lp)], Mp) = N/A ft-kips, for Z. b @ (/-p.ir) MIN(FcrSx,Mp) = N/A ft-kips, for Z. b @ (Lr, Larger) Shear: U^ax = 1499 kips where 2.24 {E/Fy )''^ ky= 5 (ky E/Fy)"' = V„/ny = 0.6FyA«.Cy I fJv = 50.407 kips, (AISC 360-05 13 1b) I (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 CHECK SHEAR CONNECTOR CAPACITY "'•max = 82.5 ft-kips < where Ob= 167 (AISC 360-05 Fl & F2-1) Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) ft-kips <== No Shear Stud Required Cf =MIN(0.85fc'Ac , FyAs) = S eff = Mini Mmax n0.66Fy),S,r ]•- V' = MAX Sir~Ss ,0.25 382.5 kips, (AISC 360-05 C-13.1) 30 in', refered to steel bottom. Cf= 95.625 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5A^ (fc'Ec) .RgFtpAscFu] = 15.37 kips, (AISC 360-05 13.2d.3) where = 115 pcf Ec =W,'-' 33 2229.1 ksi 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table 13.2b.3) R„ = 0.60 (AISC 360-05 Table 13.2b.3) £Qn=Qn NrXf/S = 169.12 kips > [Satisfectory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 22.00 ft a = L2 = 000 ft P = PDL = 0.00 kips w, = WDL,r = 0.31 klf W2 = WD/.2 = 0.31 klf tSEnd Pa^{L + a) yv,i}a yv,a^{4L-¥3a) 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AM/C/ - ~ M„ \6EI 3S4EI 32EI 0.27 in, downward perpendicular at middle of beam. 18.6 ft-kips < M„ / Ob =Zx Fy / Ob = 92.8 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf =Wu_f = 0.95 klf W2 = wu.,2 = 0.00 klf /g^= 618 in* (AISC 360-05 C-13-3) A End = Pa^{E-t-a) w,Z^a w.g^ (4X-h 3a) 3EI 24EI 24EI = 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ ' XeEl^ff^ 3i4El,ff 32EUff = 0.21 in, downward. < Lf/360= 0.73 in [Satisfactory] Technical References; 1. AISC 360-05: "Specification for Struc^tural Steel Buildings", American Institute of Steel Construction, March 9, 2005, Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim.CA92807 ,r-.,.|- Phone: (714) 777-77001 Fax: (714) 777-7773 ULIbN I inlandengineering@sbcglobal.net JOB NO. NCCC TIMLESS 101585 DATE: PAGE DESIGN BY REVIEW BY 3.2^ F.BM.8 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing • i' 12" o. c, the minimum cximposte beam capacity is from 7^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X40 W2-6 1/4" LW :> Ad Ix S, Z, 11.8 16.0 518 64,7 73 BEAM SPAN i| = 28 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD Wj.) = 175.00 lbs/ft^ Ws.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) 4, = 3/4 in STUDS SPACING 1 row@ 12 in o.c. _J t ,1 t I t t (Totel Studs 28) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =lVsi+lV^ = 175 + ( 48.10 + 5.02 ) = 228.12 tos If? = 1.82 kips / ft (tofel gravity loads on span beam) W2 = lVs2+W,v,= 0 + ( 48.10 + 5.02 ) = 53,12 lbs/ft^ W2 = lVs2+W,v,= = 0.42 kips / ft (uniform gravity loads on cantilever) P = 0 kips -^1 = 14.00 ft «,= 25.55 kips X2 = 14.00 ft 25.55 kips A'3 = 0.00 ft ^max ~ 25.55 kips, at Rl right. Mmsx-178.8 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfec:tory] (AISC 360-05 13.2c. 1.a) iSf = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = hr+15= 3.5 in < - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAX[8(hr-*-to) ,36;= 50 in o.c. [Satisfactory] > 4 (|) = 3 in o.c. [Satisfectory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 84 in, (AISC360-05 13.1a) Aotr= 0.85fc'bto/Fy = 18.2 in^ Afiii =A-2Af-A„ = 0.16 in^ t„ = 0.31 in h = to hr -I- d = Atotal '^Aatr->-A = Af= 3.54 tf = 0.51 22.3 in, (total height) 30.0 in^ 2 y = 0-5(ro+/Jr+>'6) for Awtal^'^Acir ^ 0.5toActr-^O.^dA+(0.5A,otal-A ctrl\"-''~yb) , \ h — for Atotal^AActr-^Af] '^•^ Afotal ^ ' O-^lOAfotal-^Af{to-^hr+tf)+0.5Afill{t0-i-hr+2tf)+tyy{d-yh-tf){h-O.5d-O.5y^+0.5t/)+/w(j6-'/)(o.5>'ft+0.5, A h — for Atotal>AAcir-^Af} O.^Afotal ^ ' thus, y = 12.9 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z,r = 0.5yA,o,a, = 193 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E n = —- = 13.01 , (ACI 318-05 8.5.1) Ec yb h ^ for A,a,al<2Ao (cont'd) tf 0.%5fJ> t.SAioiar bf Aiotal—Af-0.5Anll .r ~,l . . . \ — for A,o,al>2{Ac,r+Af) a_0.5A,o,al Acr A,o,al^2{Ac,r-+Af) bf 19.5 in, (plastic neutral axis to txjttom) Ae,r = bto/n= 27.4 in Acr{d+hr-^Q-5to)+^-iAd Acr+A 16.5 in, (elastic neutral axis to txjttom) 2 Itr = U + A{y,,-Q.5df + + Actr{0-5to+hr+d-yi,f = 1772 in* S,r = 12 108 in', referred to steel bottom. S, = (d-i-hr + to-yb) 307 in', referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Zfr /Zx) MQL +MU_= 247.4 ft-kips < Mn/ Ob= Zfr Fy/ Ob = where Oo = 167 (AISC 360-0513.2a) 481.9 ft-kips, (AISC 360 13.2a) Cantilever Top: Mn 3.76(E/Fj, = 90,55 > h/ty,= 52,46 0 ft-kips < Mn/Ob= 182,1 ft-kips, (AISC 36013.2b) [Satisfactory] [Satisfactory] where Of, = 1.67 (AISC 360-0513.2b) Lb =MAX(X3 , L2) = 0.00 ft /.p=1.76ry(E/Fy,)"= 5.53 ft Lr = 1.95r/i 0.7 Fy\ Sxho 15,91 ft 304.2 ft-kips Fcr — cr - , ^ Lb rts 1+0.07&-Jc ( Lb SxhoK^rts #DIV/OI ksi '•is=[(lyC„)°'/Sxl''== 1.86 c = 1.00 ho = d - tf = 15.50 in Cb= 1.30 , (AISC 360-05 Fl) Mr, MlN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} MIN(FcrSx,Mp) 29 11200 0.794 1740 "•y Z, 1.56 73 304.17 ft-kips, for L b @ [0 , i pl N/A ft-kips, for Lb @(Lp,Z,r] N/A ft-kips, for i b @ r. Larger) CHECK SHEAR CONNECTOR CAPACITY (cont'd) Shear: V^^^ = 25.55 kips where 2.24(E/Fy )°^ ky = 5 < V„/ny=0.6FyA,fCy/Cly 53.946 (AISC 360-05 G2.1b) 87.665 kips, (AISC 360-05 13 ^4 lb) ' [Satisfactory] (ky E/Fy )''-^ = 53.852 M„ 178.8 ft-kips Mn / Oh =Z, Fy / Ob = 182.1 = 1 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 GI) ft-kips <== No Shear Stud Required where Ob = 1.67 (AISC 360-05 Fl &F2-1) Cf =MIN(0.85f^'Ac , FyAs) = San = Min[Mmax/(0.e6Fy).S,r] V' = MAX S tr^S s ,0.25 590 kips, (AISC 360-05 C-13.1) = 65 in', refered to steel bottom. C/ = 147.5 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5A^ (fc'Ea)° .F!gRpA,^F,] = where Wc = 115 pcf 15.37 kips, (AISC 360-05 13.2d.3) ec=W." 33 (fr,-)"' 2229.1 ksi Asc -0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) Nr Xf /S = 215.24 kips > [Satisfectory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL = 40% Self Weight L = Lf = 28.00 It a = /-2 = P = PDL = 0.00 kips w, = WDI.,) = 0.17 klf W2 = ^DL,2 = 0.17 klf 0.00 ft l^End _Pa^{L + a) yv,L^a ^w,a^{4L + 3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. AMid - ~ M„ 16EI 3S4EI 32EI 0.16 in, downward perpendicular at middle of beam. 16.7 ft-kips Mn / Ob =Zx Fy / Ob = 182.1 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wn^f = 1.40 klf W2= Wu_2 = 0.00 klf /eff= 1276 in* (AISC 360-05 C-13-3) A End — AMid •- Pa-(^L + a) w.z^a w,a^ (4L-h 3a) 3EI 24EI ^ 24EI — 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ XdEUff 384Eleff i2Eleff = 0.38 in, downward. < L,/360= 0.93 in [Satisfectory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc, 4883E. La Palma Ave., Suite 501-A PROJECT Anaheim,CA92B07 ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 OLItN T inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY ^5 F.BM.8a Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the following totel [15] studs, if ribs spacing : 12" o. c, the minimum composte beam capacity is from 3^ ^ 2 rows @ 12" oc, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW A d 7.65 12.2 Ix 204 Sx 33.4 Zx 37.2 BEAM SPAN L^ = 9 ft CANTILEVER (0 = no cantilever) Li = 0 ft BEAM SPACING (TRIB. WIDTH) B = 18 ft, o c. SUPERIMPOSED LOAD, ASD = 176.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS = 50 ksi CONCRETE STRENGTH fo' = 3 ksi SHEAR STUD DIA, (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 mw@ 12 in o.c. (Totel Studs 10) _J till J I_ THE BEAiVI DESIGN IS ADEQUATE. 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wi=Wsi+w^= 176 + ( 48.10 + 1.45 ) = 225.55 lbs/ft^ = 4.06 kips / ft (totel gravity loads on span beam) W2 = Ws,2-^Wy^= 0 + ( 48.10 + 1.45 ) = 49.55 lbs/ft^ = 0.89 kips / ft (uniform gravity loads on cantilever) P= 0 kips Xi = 4.50 ft «1 = 18.27 kips X2 = 4.50 ft R2 = 18.27 kips X3 = 0.00 ft ^max ~ 18.27 kips, at Rl right Wmax= 41.1 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13,2c. l .c) hr= 2 in < 3 in [Satisfactory] (AISC 360-0513.2c. 1.a) * = 3/4 in < 3/4 in [Satisfectory] (AISC 360-05 13.2c.I.b) Hs= hr + 1.5 = 3.5 in < hr*ta -0.5 = 5.75 in [Satisfectory] (AISC 13.2c. I.b) i = 12 . in o.c. < MAX[8(hr-Ho) ,36; = 50 in o.c. [Satisfactory] > 4^ = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-05 13,2c. la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4, B) = 27 in, (AISC 360-05 13.1a) h = to •l-h r + d = 18.5 in, (totel height) Actr^ 0.85fc'bto /Fy = 5.9 in^ Aiotat =Aar*A= 13,5 in Am =A-2Af-A„ = 0.09 in^ A,= 2.47 in^ f„ = 0.23 0.38 in yb = A E ^ ^ for A,oial<2Ac 5/% (cont'd) 0-85y^ ').5A,o,al bf Aioiai—A f—0.5 A fill ^_0.5A,a,al Aa,r j-^^ A,o.al^2{Ac,r+Af) bf 12.1 in, (plastic neutral axis to t)ottom) for A,olal>2{Ac,r+Af) y = 0-5(ro+/ir+>'6) for Atotal^^Actr ^ 0.5toActr+<^.^dA+{0.5Afotal-Actr){''-''-yb) , \ -TTT-. ^ Afotal^AActr^A/ 0-5.4,0/0/ ^ 0-5ro^fofo/+^ /(f O+Zr+r/)+0.5.4 f,ll(t0+hr+2t f)+tw{d-yh-t f){h-0.5d-0.5yi,+0.5t/)+>w(j'fe-r /)(0-5j'/,+0-5f y) 0 5/),o/o/ thus, y= 10.5 in, (moment arm between centroid of tensile force and the resultent compressive force. Z,r = 0.5yA,n,ai = 71 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E for Atotal>'^{Actr^Af) Adr = bto/n yb 13.01 , (ACI 318-05 8.5.1) 8.8 in A„r(d+hr+0.5to)+0.5Ad i ^ = 11.6 in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yk-(i.5df + + Actr{0.5to+hr+d-yif = 646 in* S,r = 56 in , refen-ed to steel tiottom. yb S, •• {d + hr + to-yb) 94 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = CZ(r /Zx) MDL + Mu. 49.2 ft-kips < Mn/Ob=Z,rFy/O n I "6 - '•tr r-y i ^b " where Ob= 167 (AISC 360-0513.2a) 376(£/F„ Cantilever Top: Mm/n = 0 ft-kips < Mn/ Ob = where n^^ 1.67 (AISC 360-0513.2b) Lb =MAX(X3 , L2) = 0.00 ft ip= 1.76ry(E/Fy,)°*= 5.31 ft E 176.3 ft-kips, (AISC 360 13.2a) 90.55 > h/t„ = 53.04 92.8 ft-kips, (AISC 360 13.2b) Lr = i-95rts 0.7 Fyyj Sxho 155.0 ft-kips 14.89 ft CbTT^E l-fO.078 •Ic Lb Sxho\^ris #DIV/OI ksi [Satisfactory] [Satisfactory] '•ts=[(lyCj''-'/Sx]°'= 1.75 'y G J Cw c = 1.00 17 11200 0.3 606 ho = d - t, = 11.82 in "•y Zx Cb= 1.30 , (AISC 360-05 Fl) 1.50 37 Mp = 155 ft-kips, for i b @ [0,ip] MlN{Cb [Mp - (Mp - 0.75 F, SJ (L^ - Lp) / - Lp)], Mp} = N/A ft-kips, forib @ {Lf.L,] MlN(FerSx,Mp) = N/A ft-kips, for Z. b @ {Lr, Larger) Shear; y„ 18.27 kips F„/av = 0.6Fj,/i„C/nv = 50.407 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] where 2.24 (£/Fy = 53.946 fe^ = 5 (AISC 360-05 G2.1b) (kyE/Fy)''^= 53.852 CHECK SHEAR CONNECTOR CAPACITY Mmax = 41.1 ft-kips < Mn / Ob =Zx Fy / Ob = 92,8 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) ft-kips <== No Shear Stud Required where Ob = 1.67 (AISC 360-05 Fl & F2-1) Cf =MIN(0.85fo'Ac , FyAs) = S ^ff = Min[ Mmax/(0.66 Fy),S,r]-• V' = MAX Seff~Ss Sir~Ss ,0.25 Q„ = MIN [0.5 A^ (fc'Ec) . FIgRpAscFul 292.61 kips, (AISC 360-05 C-13.1) 15 in', refered to steel tiottom. C/= 199.07 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wc = 115 pcf Ec=Wc" 33 rf,-;"' 2229.1 ksi Age -0.44 in= Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) NrX, /s 81.286 kips < V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 70% Selfweight L = L, = 9.00 ft a = /.2 = 0.00 ft P = PDL = 0.00 kips Wf = Wpif = 0.62 klf 1*2 = WDL2 = 0.62 klf [Satisfectory] A End _ Pa^{L + a) yv.L^a ^ w.a^{4L + 3a) _ 3EI 24EI 24EI 0.00 in, downward perpendicular to tieam. ^''^ 16EI 3S4EI 32EI 0.02 in, downward perpendicular at middle of beam. M„ 6.3 ft-kips 92.8 ft-kips [Satisfectory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wfj^f = 3.17 klf W2 = Wu_,2 = 0.00 klf leff= 437 in* (AISC 360-05 C-13-3) A End = AMid •- Pa^(E-i-a} w,Z,^a •w.g^ (4E-\-30) 3EI 24EI 2AEI - 0.00 in, downward. < 2L2/240= 0.00 in [Satisfectory] PaL^ ^ Sw.i" w.L^a^ \6Eleff 384Eleff 32Eleff = 0.02 in, downward. < Lf/360= 0.30 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification fbr Structural Steel Buildings", American Institute of Steel Consbuction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave.. Suite 501-A Anaheim. CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlandengineering@sbcglobal.net PROJECT: NCCC CLIENT: TIMLESS JOB NO. : 101585 DATE : PAGE DESIGN BY REVIEW BY Composite Beam Design with 'Verco Fioor Deck Based on AiSC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing ^ 12" o. c, the minimum composte beam capacity is from • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA 8. DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > BEAM SPAN CANTILEVER (0 = no cantilever) BEAM SPACING (TRIB. WIDTH) SUPERIMPOSED LOAD, ASD i| = Li = B = Ws,1 = W16X89 W2-6 1/4" LW 20 ft = > Ad 26.4 16.8 1310 Sx 157 Zx 177 ft, o.c. 175.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksl SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o c. (Total Studs 20) THE BEAIVI DESIGN IS ADEQUATE. 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS IV, = Wsi-I-W^ = 175 + ( 48.10 + 2.50 1^2 = 2+ W,^ = 0 + ( 48.10 + 2.50 P = 0 kips ^1 = 10.00 ft C,/?, = 81.21 kigs_^ X2 = 10.00 ft /?2 = 81.21 kips ^3 = 0.00 ft ^max ~ 81.21 kips, at 406.1 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in hr = 2 in < 3 in * = 3/4 in < 3/4 in Hs = hr + 1.5 = 3.5 in < h.+fo 1- = 12 in o.c. < MAX[8(hr-<-to) > 4 lfl = 3 Wr = 6 in > 2 in ) = 225.60 8.12 50.60 1.82 \bslt^ kips / ft (totel gravity loads on span beam) lbs/ft^ kips / ft (unifonn gravity loads on cantilever) [Satisfactory] [Satisfactory] [Satisfactory] - 0.5 = 5.75 36;= 50 (AISC 360-05 13.2c. l.c) (AISC 360-05 13.2c. l a) (AISC 360-05 13.2c.1.b) in [Satisfectory] in o.c. [Satisfectory] (AISC 13.2c. I.b) in o.c. [Satisfectory] (AISC 360-0513.2d.6) [Satisfactory] (AISC 360-05 13.2c. 1 a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 60 in, (AISC 360-05 13,1a) = fo +/ir +d = Actr= 0.85fc'bto/Fy = Afni =A-2Af-Ay, = 0.30 f„ = 0,53 in 13,0 in A total -Aar Af = ff = + A = 9.10 in' 0.88 in 23.1 in, (total height) 39.4 in^ ,2 yb AF y for A,o,al^2Ac 0.85 fJ} ^_0.5A,o,al-Ac,r A,o,al^2{Ac,r+Af) bf 16.2 in, (plastic neutral axis to bottom) (cont'd) . A,otal-A/—0.5Afiii ^ ^ . , , \ + — for A,aral>2{Aclr+Af) y = O.S{to-^hr-*-yi,) for Afotal^'^Actr ^ 0-itoActr*^.5dA+(Q.5A,otal-Actr){h-d-yb) n 0-5.4/0/0/ for Atotal^'^{Actr+Af) ^•^t^Afotal+A/(ro+Ar+r/)+0.5^ y;//(rO+Ar+2//)+rw('^-:>'f,-//)(/'-0.5</-0.5y^-1-0.5/f)+t^[y^-t f)^0.5yf,+Q.5, f) Afotal thus, y= 13.8 in, (moment arm between cenb-oid of tensile force and the resultent compressive force.) Z,r = 0.5yA,„,a, = 271 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) Ac/r= bto/n= 19.6 in^ yb for Atotal>^{Actr-*-Af) E ~Ec ^ Acrid+hr+0.5to)+0.5Ad ^ in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yt,-0.5df -I- i^l^ -I- Actr{(>-5t0+hr+d-yi,f = 3104 S,r = 226 in', referred to steel bottom. yb S, •• {d + hr + to-yb) 333 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = CZ,r /Zx) MQL + Ma = 454.5 ft-kips < Mn/Ob= Zfr Fy/Ob = wtiere Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy)°^ = 90.55 > fJ/f„ = Cantilever Top: Mmm - 0 ft-kips < M„ / = where = 1.67 (AISC 360-0513.2b) Lb = MAX(X3 , L2)= 0.00 ft ip= 1.76ry(E/Fyf)°^= 8.78 ft 676.4 ft-kips, (AISC 360 13.2a) 32.00 441.6 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95^5 Jc 0.7Fy\Sxho 737.5 ft-kips 1-1-6.76 ^^llzSxho] _ .-£^^j,^0.07S--'' cr - u rts Sxho Lb {.rts E Jc #DIV/0! ksi 30.56 ft W„ = '•ts=[(lyC«)'"/Sx]'"= 2.87 'y G J C„ c = 1.00 163 11200 5.83 10300 ho = d - tf = 15.93 in Zx Cb= 1.30 , (AISC 360-05 Fl) 2.48 177 Mp = 737.5 ft-kips, for Lb ©[O.'tp] MlN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, forZ,b@(Lp,ir] MlN(F„Sx,Mp) = N/A ft-kips, forib @ (/-r, Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: y„ 81.21 kips V„ I n„ = 0.6Fu/i„.Cv/ n,. = 158.44 kips, (AISC 360-05 13.1 b) (cont'd) [Satisfactory] where 2.24 (E/Fy )''^ = 53.946 ky= 5 (AISC 360-05 G2.1b) (kyE/Fy)°^= 53.852 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mn 406.1 ft-kips Mn/ Ob = Zx Fy / Ob = 441.6 ft-kips <== No Shear Stud Required where Ob = 1,67 (AISC 360-05 F1 &F2-1) Cf =MIN(0.85fc'Ac , FyAs) = Saf, = MinlM max/(0.66 Fy), Str 1 = 650,25 kips, (AISC 360-05 C-13,1) 148 in', refered to steel bottom. (•' = MAX Seff-Ss Slr~S s ,0.25 C/ = 162.56 kips, (AISC 360-05 C-13-4) Q„ = MIN[0.5Asc (fc'Ec) . RgRpAscFu]--15 37 kips, (AISC 360-05 13.2d.3) where w^ = 115 pcf Eo=^c" 33 (f = 2229.1 ksi 0.44 in= Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) IQn =Qn NrXf/S = 153.74 kips < V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Selfweight L = Lf = 20.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips Wf = WD^, = 0.73 klf W2 = WD(.,2 = 0.73 klf [Satisfactory] A End ^ Pa^{L-^a) ^ yv,a^{4L-^3a) ^ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. M„ \6EI 3S4EI 32EI 0.07 in, downward perpendicular at middle of beam. 36.4 ft-kips < M„ / Ob =Zx Fy / Ob = 441.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips ^1 = ^LL,I = 6.30 klf IV2 = Wu_2 = 0.00 klf leff= 2182 in* (AISC 360-05 C-13-3) A End — AMid - Pa^(L-\-a) w.L^a w,a^ (4E-1-3a) 3EI 24EI 24EI = 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ '\6EUff 3MEl,ff 32Eleff = 0.25 in, downward. < Li/360 = 0.67 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite S01-A Anaheim, CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlandengineering@st}cglobal.net PROJECT CLIENT JOB NO, NCCC TIMLESS 101585 DATE : PAGE DESIGN BY REVIEW BY Composite Beam Design with Verco Floor Deck Based on AiSC 360-OS / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing 1 : : 12" o, c, the minimum composte beam capacity is from —y 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & OESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X106 W2-6 1/4" LW A d 31.1 18.7 Ix 1910 Sx 204 Zx 230 BEAM SPAN /-! = 28 ft CANTILEVER (0 = no cantilever) ^•2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 18 ft, o.c. SUPERIMPOSED LOAD, ASD 169.00 lbs/ft^ <^s.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. t I ! 1,1 1 I I t , t I ! 1 .-..I L., (Total Studs 28) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wl = iVsi+ Wy^= 169 + ( 48.10 + 5.88 ) = 222.98 Ibs/fl:^ = 4.01 kips / ft (totel gravity loads on span beam) ^2 = 2+"'^= 0 + ( 48.10 + 5.88 ) = 53.98 \bslt^ = 0.97 kips / ft (unifonn gravity loads on cantilever) P= 0 kips JTf = 14.00 ft «1 = 56.19 kips X2 = 14.00 ft R2 = 56.19 kips ^3 = 0.00 ft ^max ~ 56.19 kips, at Rl right. A'max = 393.3 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) (tl = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 I3.2c.1.b) Hs = /Jr + 1.5 = 3,5 in < fr+fo - 0.5 = 5.75 in [Satisfectory] (AISC I3,2c.1.b) •V = 12 in o.c. < MAX[8(hr-<-to) ,36;= 50 in o.c. [Satisfectory] > 4 (j) = 3 in o.c. [Satisfectory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B) = 84 in, (AISC 360-05 13.1a) h =to+f)r+<^= 25.0 in, (total height) Aar= 0.85fc'bto /Fy = 18.2 in^ Atotal =A ctr+A= 49.3 in Afw =A-2Af-A„ = 0.12 in^ Af = 10.53 in^ 0.59 0.94 in yb = AFy h ^ for A,o,al<2A Cir 0.85/^ j_0.5A,o,a,-Ac,r yr^^ A,o,a,<2{Ac,r+A f) bf , A,oial—Af—0.5Afill J. , -.,1 . , . \ tf+ — for A,o,al>2\Aclr+Af) (cont'd) 18.1 in, (plastic neutral axis to bottom) y = 0.5(tO-^hr+yb) for A,otal^^Actr . ^•^toActr+<^-^''A+(0.5A,otal-Actr)if'-d-yb) , \ ^ -TT. ^ /<"" Afotal^AActr-^/^f] 0.5 Atotal ^ ' ^ ^•^toAiotal-'-A/(/O+Ar+r/)+0-5.4/iZ/U+Ar+^rf)+lw{''-yb-'f)(h-0.5d-0.5yi,+0.5t/)+ff)[o.5y^+0.5tf) h—— — 0.5.4/0/0/ thus, y = 14.7 in, (moment amn between centroid of tensile force and the resultant compressive force.) 3 for Atotal>2{Actr-^Af) Z,r=0.5yAt, 362 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN « = = 13.01 , (ACI 318-05 8.5.1) Ec Aoir= bto/n = 27.4 in ^ Acrid+hr+0.5to)+0.5Ad ^ ^ in, (elastic neutral axis to bottom) yb Acr+A Itr = Ix + Aiyb-0.5df + ^£|^ + Actr{0-5to+hr+d-ybf = 4598 I,r yb 294 in , referred to steel bottom. (d + hr + to-yb) 495 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Zir/Zx) Moi -i-Mu_ = 448.1 ft-kips < Mn/Ob=Z,rFy/Ob = where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy )°^ = 90.55 Cantilever Top: Mmin = 0 ft-kips < Mn/ Ob = where Ob = 1.67 (AISC 360-0513.2b) Lb =MAX(X3 , Lz) = 0.00 ft ip= 1.76ry(E/Fyf)°-^= 9.39 ft 903.6 ft-kips, (AISC 360 13.2a) h/ty, = 31.69 573.9 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = l.95rts Jc 0.-!Fy\jSxho 958.3 ft-kips 1-t-, i+6.76 E Jc 31.81 ft Cbir^E l-fO.078 Jc [ Lb Sxho\rts #DIV/0! ksi Wn = '•ts=[(lyC„)"/Sx]°'= 3.10 'y G J Cy, c = 1.00 220 11200 7.48 17400 ho = d - tf = 17.76 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 2.66 230 Mp = 958.33 ft-kips, forib @ [0 , ipl MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp) = N/A ft-kips, forib ©C-p. if] MlN(FcrSx,Mp) = N/A ft-kips, forib @ (ir. Larger) 4^5 Shear; V^ax = 56.19 kips where 2.24 f£/Fj, ^ ky = 5 (ky E/Fy)"" = CHECK SHEAR CONNECTOR CAPACITY Mmax = 393.3 ft-kips < < K„/nv = o.6Fy/4„.Cv/av^ 53.946 (AISC 360-05 G2.1b) 53.852 198.2 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mn / Ob= Zx Fy / Ob = 573.9 ft-kips <== No Shear Stud Required where Oo 1.67 (AISC 360-05 Fl & F2-1) Cf =MIN(0.85fc'Ac: . FyAJ = Saf, = MinlMmax /(0.66 Fy).Str]-- V' = MAX S lr~S s ,0.25 910.35 kips, (AISC 360-05 C-13.1) 143 in', refered to steel bottom. C/= 422.31 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5A^ (fc'Ec)" ,RgRpA^Fu] = 15.37 kips, (AISC 360-05 I3.2d.3) where Wj = 115 pcf Eo=Wc'' 33 rfc';"' 2229.1 ksi ^SC ~ 0.44 in= Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.60 (AISC 360-05 Table 13.2b.3) SQr, =Q„ NrXf/s = 215.24 kips < V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE Di= 75% Selfweight i = i, = 28.00 ft a = i2 = 0.00 ft P = PDL = 0.00 kips = WDi_f = 0.73 klf ^2 = IVDL2 = 0.73 klf [Satisfactory] AEnd - Pa^{L + a) ^,i^a H-.Q^(4£-t-3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular fo beam. ^"^ \6E1 3i4EI 32EI 0.18 in, downward perpendicular at middle of beam. M„ 71A ft-kips < Mn / Ob =Zx Fy / Ob 573.9 ft-kips [Satisfectory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips = Wu.,1 = 3.04 klf W2 = WLI.,2 = 0.00 klf U„= 3217 in* (AISC 360-05 C-13-3) AEnd '• AMid — 3EI 2AEI ^ 24EI = 0.00 in, downward. < 2L2 / 240 = 0.00 in [Satisfactory] PaL^ \6Eleff 384£;/^^ 32£/^^ = 0.32 in, downward. < i,/360= 0.93 in [Satisfectory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883^. La Palma Ave.. Suite 501-A PROJECT' NCCC Anaheim,CA92807 pi icMT oo Phone: (714) 777-77001 Fax; (714) 777-7773 OLIfcNI : TIMLESS inlandengineering@sbcglobal.net JOB NO. : 101585 DATE: PAGE : DESIGN BY: REVIEW BY: Composite Beam Design with Verco Floor Deck B» ied on AISC 360-05 / IBC 09 PT^^I^ DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : ; 12" o. c, the minimum composte tieam capacity is from 7^ 3^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X40 W2-6 1/4" LW A d 11.8 16.0 Ix 518 Sx 64.7 Zx 73 BEAM SPAN ii = 29 ft CANTILEVER (0 = no cantilever) /•2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 6.5 ft, o.c. SUPERIMPOSED LOAD, ASD Ws.1 = 169.00 lbs/ft^ Ws.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksl CONCRETE STRENGTH fc'-3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row @ 12 in o.c. \ 1 L _1 .1 I. . I I I J (Total Studs 30) THE BEAM DESIGN IS ADEQUATE. 71^ -7^ = 7^ -7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =Wsi-HV^ = 169 + ( 48.10 + 6.18 ) = 223.28 lbs/ft' 1.45 kips / ft (totel gravity loads on span tieam) W2 = Ws,2+W«< = 0 + ( 48.10 + 6.18 ) = 54.28 lbs/ft' = 0.35 kips / ft (uniform gravity loads on cantilever) P = 0 kips ^1 = 14.50 ft R\ = 21.04 kips •^ X2 = 14.50 ft Rz = 21.04 kips ^3 = 0.00 ft ^max ~ 21.04 kips, at Rl righL •Mmax = 152.6 ft-kips •Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. I.b) hr + 1.5 = 3.5 in < hr*fo - 0.5 = 5.75 in [Satisfactory] (AISC I3.2c.1.b) s ~ 12 in o.c. < MAXl8(hr+to) ,36;= 50 in o.c. [Satisfactory] > 4 1(1 = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4 ,B)= 78 in, (AISC 360-05 13.1a) Aa,r= 0.85fc-bto/Fy = Afg =A-2Af-Ay, = 0.16 f„ = 0.31 in 16.9 in h =to -i-hr-^-d Atotal =Aar +A Af = 3.54 in' tf = 0.51 in 22.3 in, (total height) 28.7 in' 2 thus, y = Z,r = 0.5yAto,at= 183 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) Actr= bto/n= 25.5 in' yb yb AF ^4--^^—" (cont'd) ^ for A,oial^2 tf 0.85/^ '>.5Aioial- bf Aioial—Af—0.5Afiii , , , . „ ^ — for Aro,al>2{Ac,r+Af) ^_0.5A,o,al Acrr A,o,al^2{Aa,r+A f) bf 19.3 in, (plastic neutral axis to tiottom) y = 0-5(ro+''r+J6) for Afotal^'^Actr ^ OitoActr+O-^dA^O.SAfoial-Actrp-d-yb) 0-5 Afotal for Afotal^^{Actr-*-Af) 0.5t0Atotal+A/(rO+/ir+r f)+O.SA y;//(f0+/ir+2/f)->-lw(d-yb-l f){h-O.Sd-0.5yi,+0.5t/)+fw(>';,-r /KO-Sj'fc+O-^'/) 0-5.4/0/0/ 12.8 in, (moment arm between centroid of tensile force and the resultant compressive force.) for Aiotal>^{Actr-*-Af) E ^ Acr{d+hr+0.5io)+0.5Ad ^ g in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yi,-0.5d)\^^^-i-Actr{0.5t0-\-hr+d-ybf= 1742 in* Sir = 107 in , referred to steel bottom. yb {d->-hr + to-yb) 292 in , refen-ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Ztr /Zx) MOL + Mu_ = 208.6 ft-kips < Mn/Ob= Ztr Fy/ Ob = where Ob= 167 (AISC 360-0513.2a) 3.76(E/Fy)'' 90.55 > h/ty. Cantilever Top: M min - 0 ft-kips < Mn/Ob = Where Ot = 167 (AISC 360-0513.2b) Lb =MAX(X3 , Li) = 0.00 ft ip= 1.76ry(E/Fy,)°^= 5.53 ft Lr = 1.95r,5 457.2 ft-kips, (AISC 360 13.2a) 52.46 182.1 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfectory] 0.7 Fyt Jc Sxho 304.2 ft-kips rts l+. \+6.76 E Jc 15.91 ft Sxho^ris #DlV/0! ksi M„ = '•t5=[(lyCwr/S/== 1.86 'y G J C„ c = 1.00 29 11200 0.794 1740 ho = d - tf = 15.50 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1.56 73 Mp = 304.17 ft-kips, for i b @ MlN{Cb [Mp - (Mp - 0.75 F, SJ (Lb - Lp) / (Lr - Lp)] , Mp} = N/A ft-kips, forib @ MIN(F„Sx,Mp) = N/A ft-kips, for i b @ Shear: Vrnax = 21.04 kips where 2.24 (E/Fy )''^ • ky = 5 (ky E/Fy)"' = CHECK SHEAR CONNECTOR CAPACITY Mmax - 152.6 ft-kips < < V„lav = 0.6FyAtvCylay 53.946 (AISC 360-05 G2.1b) 53.852 (cont'd) 87.665 kips, (AISC 360-05 13.1b) (Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 G1) M„ / Ob= Zx Fy / Ob = 182.1 ft-kips <== No Shear Stud Required where Ot, = 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN(0.85fa'Ao , FyAs) = Seff = MinfMmax/(0.66 Fy) ,Str} = 590 kips, (AISC 360-05 C-13.1) 55 in', refered to steel bottom. V' = MAX Str Ss ,0.25 Q„ =MIN[0.5Asc (fc'Ec)"' . RgRpAscFul= 1 where w^ = 115 pcf Ec =w a" 33(fc')'" 2229.1 ksi Asc = 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b 3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) £Qn=Qn NrXf /S = 222.93 kips > Cf = 147.5 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 13.2d.3) V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE Di= 75% Selfweight i = L, = 29.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips Wf = WoL,» = 0.26 klf [Satisfectory] w, = w DL,2 0.26 klf AEnd • Pa^(L-i-a) w,L^a W;a^(4Z,-t-3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. A Mid — ~ Mn \6EI 3S4EI 32EI 0.28 in, downward perpendicular at middle of beam. 27.8 ft-kips Mn / Ob=ZxFy / Ob= 182.1 ft-klps [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = W(x,f = 1,10 klf W2 = Wti2 = 0.00 klf /eff= 1270 in* (AISC 360-05 C-13-3) AEnd — AtAid — Pa-{L-t-a) M>.L^a tv.a^ (4^3a) 3EI 24EI 24EJ 0.00 in, downward. 2i2/240= 0.00 in [Satisfactory] \6EUff 3^4El^ff 32Eleff = 0.35 in, downward. < i,/360 = 0.97 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave,. Suite 501-A PROJECT Anaheim, CA 92807 j^i ICMX Phone; (714) 777-7700 | Fax: (714) 777-7773 L-LltN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY F.BM.l' Composite Beam Design with Verco Floor Deck Based on AiSC 360-05 / iBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing -J 12" o. c, the minimum composte t>eam capacity is from ^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W30X116 W2-6 1/4" LW A d 34.2 30,0 4930 S, 329 Zx 378 BEAM SPAN i| = 46 ft CANTILEVER (0 = no cantilever) ^^2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 29 ft, o.c. SUPERIMPOSED LOAD, ASD 71.00 lbs/ft' >Vs,2 = 0.00 lbs/ft' CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. —t-. . J t £ I_ (Totel Studs 46) THE BEAM DESIGN IS ADEQUATE. -7^ .= 7^ -7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi+w^ = 71 *( 48.10 + 4.01 ) = 123.11 lbs/ft' , = 3.57 kips / ft (totel gravity loads on span beam) W2 = Ws2+VV^ = 0 + ( 48.10 + 4.01 ) = 52.11 lbs/ft' = 1.51 kips / ft (uniform gravity loads on cantilever) P = 0 kips X^ = 23.00 ft /?,= 82.12 kips X2 = 23.00 ft /?2 = 82.12 kips Xi = 0.00 ft ^max ~ 82.12 kips, at Rl right ^max -944.3 ft-kips Mrnm = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr = 2 in < 3 in [Satisfectory] (AISC 360-05 13.2c. 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. 1.b) hr + 1.5 = 3.5 in < hr+to - 0.5 = 5.75 in [Satisfectory] (AISC 13.2c,1,b) .V -12 in o.c. < MAX[8(hr •'•to) , 36;= 50 in o,c. [Satisfactory] > 4 <|) = 3 in o.c. [Satisfectory] (AISC 360-0513,2d,6) Wr = 6 in > 2 in [Satisfectory] (AISC 360-05 13,2c, 1,a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4. B) = 138 in, (AISC 360-05 13,1a) Aar= 0.85fo'bto/Fy = 29.9 in' Afg, =A-2Af-A„ = 0.36 in' t„ = 0.57 in h =fo +f)r +<:' = Atotal = A ctr •^ A = 64.1 ,2 36.3 in, (totel height) Af = tf = 8.93 in 0.85 in yb AF^ A-^ (cont'd) for A,o,ai^2A C I.SAioial- bf A,oial—Af—0.5Afiii ^ , ._-)/., . . \ ' ~ for A,o,al>2[Actr+Af) ^_0.5A,o,al Acr f^^ A,o,al^2{Ac,r+Af) bf tf 29.8 in, (plastic neutral axis to bottom) 0-5(ro+Ar+J'i.) for Afotal^'^Actr ^ ^'3t^Actr''^-'^'iA+{^.SA,otal-Actr)[^-d-y,^ , . ^rr; for AtotalMActr+Af) ^•^ Atotal ^ ' 0-5rO/l/o/o/+^/('0+''r+r/)+0-5.4 flll{tQ+hr-^1t fVlJ^d-y^-t f]{h-0.5d-Q.5yf,+<i.Si f)+tv[yb-t f)[o.Syi,+(i.5t y) h — for Atotal>AActr+Af) ^•^ Atotal ^ ' 19.8 in, (moment arm between centroid of tensile force and the resultent compressive force.) ,3 thus, y = Z,r = 0.5yA,„,a; = 636 m" DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E = 13.01 (ACI 318-05 8.5.1) Artr= bto/n = 45.1 in Acr{d-^-hr+O.Sto)+Q.SAd yb Acr+A = 25.9 in, (elastic neutral axis to bottom) Itr = Ix + A{yh-Q.Sdf + + Actr{0-5to+hr+d-ybf = 12111 yb 468 in , referred to steel bottom. S,= (d + hr-^to-yb) - 1167 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: M^ax = fZ/r/Zx.) Mot + Mu. = 1217.1 ft-kips < Mn/Ob=ZtrFy/Ob = where Ob= 167 (AISC 360-0513.2a) 3.76(E/Fy )°^ = 90.55 > h/t„-- Cantilever Top: Mmin= 0 ft-kips < Mn/Ob = where Of, = 1.67 (AISC 360-0513.2b) Lb =MAX(X3 ,L2)= 0.00 ft 1586.7 ft-kips, (AISC 360 13.2a) 53.10 943.1 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] ip=1.76ry(E/Fyf)° Lr = \.95rts 7.73 ft Jc 0.7 FyS Sxho 1575.0 ft-kips .^, = £*^juo.078 _^^f^ 1-1-6.76 (^^Sxho E Jc 22.61 ft Sxho^rts #DIV/0! ksi '•ts=[(lyCj"/S/== 2.70 'y G J C„ c = 1.00 164 11200 6.43 34900 ho = d - tf = 29.15 in "•y Zx Cb= 1.30 , (AISC 360-05 Fl) 2.19 378 Mp = 1575 ft-kips, forib @[0, Lp] MIN{Cb [Mp - (Mp - 0.75 F, Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, forib @(Lp .Lr] MIN(FcrSx,Mp) = N/A ft-kips, forib @(ir , Larger) (cont'd) 304.49 kips, (AISC 360-05 13 lb) ' [Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Shear: \/„ 82.12 kips V„/Civ=0.6FyAwCv/av where 2.24 (£/Fy = 53.946 ky= 5 (AISC 360-05 G2.1b) (ky E/Fy)" 53.852 CHECK SHEAR CONNECTOR CAPACITY Mn 944.3 ft-kips Mn / Ob =Zx Fy / Ob = 943.1 ft-kips <== Shear Studs Required where Ob = 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN(0.85fc'Ac , FyA^) = S^„ = Min[Mmax/(0.66Fy),S,r] V • = MAX Seff-Ss Sii-~Ss ,0.25 1495.6 kips, (AISC 360-05 C-13.1) = 343 in^. refered to steel bottom. C/ = 373.89 kips, (AISC 360-05 C-13-4) -1 Q„ =MIN[0.5A,r: (fc •EJ", RgRpA,cFul= 18.06 kips, (AISC 360-05 I3.2d.3) where w^ = 115 pcf Ec=^c'' 33^/^7"' 2229.1 ksi 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) ZQ„ =Q„ NrX,/S 415.46 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL = 40% Self Weight L = Lf = 46.00 ft a = i2 = 0.00 ft P = PDL = 0.00 kips Wf = WQi_f = 0.60 klf W2 = W[3L,2 = 0.60 klf AEnd = 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. Amd — — 16EI 3S4EI 32EI 0.43 in, dovmward perpendicular at middle of beam. Mmax = ^59.9 ft-kips < Mn / Ob = Zx Fy / Ob = 943.1 ft-kips CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips ^1 = ^LL.i = 2.06 klf W2 = Vu,2 = 0,00 klf /=ff= 8715 in* (AISC 360-05 C-13-3) [Satisfactory] AEnd = AMid - Pg^^L-i-a) w,z.^a w^a^{4L-^3a) 3EI 24EI 24EI — 0,00 in, downward. < 2i 2 /240= 0.00 in [Satisfactory] \6Eleff 384£/^^ ^2Eleff = 0.59 in, downward. < if/360= 1.53 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stiuctural Steel Buildings", American Institute of Steel Consbuction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A Anaheim. CA 92807 Phone: (714) 777-7700 | Fax; (714) 777-7773 jnlandengineering@sbcglobal.net PROJECT CLIENT JOB NO. NCCC TIMLESS 101585 DATE: PAGE: DESIGN BY ; REVIEW BY: FBM. 12 Composite Beam Design with Verco Floor Dt^ft Based jon AISC^^^ 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : ; ; 12" o. c, the minimum iximposte beam capacity is from 7^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X130 W2-6 1/4" LW A d 38.2 19.3 2460 256 Zx 290 BEAM SPAN L^ = 28 ft CANTILEVER (0 = no cantilever) Ll" 0 ft BEAM SPACING (TRIB. WIDTH) B = 26 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,) = 169.00 lbs/ft' 1*5,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) if = 3/4 in STUDS SPACING 1 row@, 12 in o.c. -I -. „ .1. .. f I 1 L_ 1 t- f__J I t J (Total Studs 28) THE BEAM DESIGN IS ADEQUATE. -/ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi-f 169 + ( 48.10 + 5.00 ) = 222.10 lbs/ft' = 5.77 kips / ft (total gravity loads on span beam) W2 = Ws2+W^ 0 + ( 48.10 + 5.00 ) = 53.10 lbs/ft' = 1.38 kips / ft (uniform gravity loads on cantilever) P 0 kips ^1 14,00 ft «1 = 80.84 kips X2 14,00 ft R2 = 80.84 kips 0,00 ft ^max ~ 80.84 kips, at Rl right A^max 565,9 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo 4,25 in > 2 in [Satisfectory] (AISC 360-05 I3.2C.1.C) hr 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. I .b) = /Jr + 1.5 = 3.5 in < "r+fo -0.5 = 5.75 in [Satisfectory] (AISC 13.2c. I.b) S 12 in o.c. < MAX[8(hr-Ho) ,36; = 50 in o.c. [Satisfactory] > 4 (|) = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c.1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 84 in, (AISC 360-05 13.1a) h = to •l-h r + d = 25.6 in, (totel height) Actr = 0.85fc'bto /Fy = 18.2 in' Atotal = Aar-'A = 56.4 in Ami =A -2A,-A„ = 0.00 in' Af = 13.44 in tvv = 0.67 in ff = 1.20 in yb •• AF (cont'd) y for Aiolal—2Aclr 0.85/^ 0.5A,o,al- bf , A,o,al—A f-0.5Af,ii ^ ^ ^ tf+ — for A,o,al>2(Acr+Af) ^_0.5A,o,al Acr A,a,al^2{Acr+Af) bf 18.4 in, (plastic neutral axis to bottom) y = 0.5(/o+/ir+:>'6) for Afotal^^Aar , 0.5f0^c/r+0.5rf^+(0.5^/o/o/-^rtr)(''-^-J'i) ^ \ TT-; ^ for Afotal^AActr+Af) ^•^ Atotal ^ ' '^•^toAiotal+A/(ro+Zr+r f^O.SA y;//(ro+/7r+2/ fyt^[d-yi,-tf){h-0.5d-0.5yj,+0.5t f)-H„{yb-t/)(o.5 jj-i-0.5/y) 0-^Atotal thus, y = 15.4 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z^ = 0.5yA,o,a/= 435 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN " = — = 13.01 , (ACI 318-05 8.5.1) Ec for Atotal'>'\Actr*Af) Aar= bto/n= 27.4 yb Acrid+hr+0.5to)+0.5Ad ^ in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yb-0.5df + ^^^-^Actr{0-5tO+hr+d-ybf= 5531 in I,r yb 359 in , refen-ed to steel bottom. 5,= (d + hr + to-yb) ~ 545 in', referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Zf, /Z^) MQI. + = 633.5 ft-kips < Mn/Ob= Ztr Fy/Ob = where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy ) 0.5 _ 90.55 h/t„ Cantilever Top: Mmin = 0 ft-kips < Mn / Ob = where Of, = 1.67 (AISC 360-0513.2b) ib = MAX(X3 , L2) = 0.00 ft ip= 1.76ry(E/Fy,)"= 9.53 ft £ 1084.9 ft-kips, (AISC 360 13.2a) 28.81 723.6 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95rr^ Mp=FyZx = Jc 0.7 Fy^ Sxho 1208.3 ft-kips 1-I-.1-H6.76 0.7 F ySxho Jc 36.63 ft Fcr = ^^M0.078 Lb rts Jc ( U Sxhoyrts #DlV/0! ksi M„ = '•ts=[(lyCJ°'/Sx]°'= 3,13 'y G J C„ c = 1.00 278 11200 14.5 22600 ho = d - tf = 18.10 in fy z. Cb= 1.30 , (AISC 360-05 Fl) 2.70 290 Mp = 1208.3 ft-kips, forib @[0, ipl MIN{Cb [Mp - (Mp - 0.75 Fy S^) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-krps, forib @(f-p ,irJ M1N(F„ Sx, Mp) = N/A ft-kips, forib ©(f-r , Larger) Shear: Vmax = 80.84 kips where 2.24 (E/Fy )''^ •• ky= 5 (ky E/Fy)"' = CHECK SHEAR CONNECTOR CAPACITY < V„/Civ = 0.6FyA„,Cv/ny 53.946 (AISC 360-05 G2.1b) 53.852 "'-T'/ (cont'd) 232.29 kips, (AISC 360-05 13.1b) [Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 GI) Mn 565.9 ft-kips M„ / Ob = Zx Fy/ Ob = 723.6 ft-kips <== No Shear Stud Required where Oo = 167 (AISC 360-05 Fl & F2-1) C, = MIN (0.85 fc'A^ , FyAs) = 'y s2 910.35 kips, (AISC 360-05 C-13.1) Seff = Min[ Mmax /(0 66 Fy), S,r; = 206 in', refered to steel bottom. V • = MAX Seff-Ss Sif—Ss ,0.25 C/ = 227.59 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5Asc (fc'Ec)"' , RgRpAscFu]= 18.06 where w^ = 115 pcf Ec = w c"33(fo')"' 2229.1 ksi Asc = 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) IQn =Qn NrXf /s = 252.89 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight i=i, = 28.00ft a = L2 = 0.00ft P = PDL = 0.00 kips IV ( = ^DL,1 - 1.04 klf IV2 = WDi^2 ~ 104 klf AEnd _Pa^{L + a) w,L^a w,a^{4L-\-3a) 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid '• Mn 16EI 384EI 32EI 0.20 in, downward perpendicular at middle of beam. 101.5 ft-kips Mn/ Ob = Zx Fy/ Ob 723.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wi_t_^f = 4.39 klf "'2 = IVLL2 = 0.00 klf ;.ff= 4079 in* (AISC 360-05 C-13-3) AEnd • Pa-{E-t-a) w,L^a w,a^{4L + 3a) 3 El 24EI ^ 24 EI 0.00 in, downward. 2i2 /240= 0.00 in [Satisfactory] PaL^ \6EJeff 384£/^^ 32EUff = 0.38 in, downward. < Lf/360 = 0.93 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A Anaheim, GA 92807 Phone: (714) 777-7700 | Fax; (714) 777-7773 inlandengineering@sbcgIobal.net PROJECT CLIENT JOB NO. NCCC TIMLESS 101585 DATE: PAGE DESIGN BY REVIEW BY F.BM.12A Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 j DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, it ribs spacing _ : 12" o. c, the minimum composte beam capacity is from ^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA 8. DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE => W16X40 W2-6 1/4" LW A d 11.8 16.0 518 S, 64.7 Z, 73 BEAM SPAN Lx-15 ft CANTILEVER (0 = no cantilever) J^2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 26 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,r = 169.00 lbs/ft' 0,00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <t> = 3/4 in STUDS SPACING 1 tX3W@ 12 in o.c. -_i i I -J t- -J L_ ' I 1 I t t J (Total Studs 16) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w, = Wsi+ Wyi^= 169 + ( 48.10 + 1.54 ) = 218.64 lbs/ft' = 5.68 kips / ft (total gravity loads on span beam) «'2 = Ws,2+Wlv/= 0 + ( 48.10 + 1.54 ) = 49.64 lbs/ft' = 1.29 kips / ft (uniform gravity loads on cantilever) P= 0 kips Xt = 7.50 ft R,= 42.64 kips X2 = 7.50 ft R2 = 42.64 kips X3 = 0.00 ft ^max ~ 42.64 kips, at Rl right. Mmax= 159.9 ft-kips A^min -0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2C.1.C) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) ^ = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = /Jr + 1.5 = 3.5 in < fr+fo -0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) J = 12 in o.c. < MAX[8(hr-<-to) , 36;= 50 in o.c. [Satisfactory] > 4 ^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 45 in, (AISC 360-05 13.1a) h =fo +/1 r + d = 22.3 in, (total height) Actr= 0.85fc'bto /Fy = 9.8 in' Atotal = Aar *A= 21.6 in Am =A-2A,-A„ = 0.16 in' A,= 3.54 in t„ = 0.31 tf = 0.51 in yb AF^ for A,o,al^2A C 0.85 fj3 I.SAioror bf Aiotal—Af—0.5Afiii ^ , ._-,/', , . \ — for A,otal>2{Acr+Af) ^_0.5A,o,al Acr A,o,al^2{Acr + Af) bf tf 15.9 in, (plastic neutral axis to bottom) (cont'd) 0.5(fO+''r+J'6) for Atotal^^Actr ^ O.StoActr+0.^dA+(0.5A,oial-Actr){''-''-yb) ^ ^ I' TT- for Afotal^^[Actr+Af) ^•^ Atotal ^•^tQAtotal+Af[tt)'rhr-^tf)+O.SAfill[tQ-^hr+'itfYty,[d-yb-tf){h-'i.^d-().Syf,+^^^ '^•^ Atotal 12.5 in, (moment arm tietween centroid of tensile force and the resultant compressive force.) 3 for Atotal>'^[Actr+Af) thus, y = Z,r=0.5yAto,a/= 134 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN « = = 13.01 , (ACI 318-05 8.5.1) Ec Actr= bto/n--14.7 in ^ Acrid+h,.+0.5to)+0.5Ad ^ ^ in, (elastic neutral axis to bottom) Acr+A 2 Itr = Ix + A{y^-0.5df + + Actr{(i-5to+hr+d-ybf = 1502 in^ 102 in , refen-ed to steel bottom. yb (d + hr + to-yt) 200 in^, referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Zx) MDL •<• Mi_t. = 190.5 ft-kips < Mn/Ob=ZtrFy/Ob = where Oo = 167 (AISC 360-0513.2a) 3.76fE/Fj, = 90.55 > fi/f«, = 52.46 335.5 ft-kips, (AISC 360 13.2a) Cantilever Top: M mm ^ where Ot, = ft-kips < Mn / Ob = b- 1.67 (AISC 360-05 13.2b) Lb = MAX(X3 , Lz) = 0.00 ft 182.1 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lp=1.76ry(E/Fy,y E ,0.5 _ 5.53 ft Lr = 1.95rM 0.7 Fy^ Sxho 304.2 ft-kips 15.91 ft Lb_\ rts) I-I-0.078 Jc [Lb Sxho\rts #DIV/0! ksi '•ts=[(lyC„)°'/Sx]"'= 1.86 c = 1.00 ho = d - t, = 15.50 in Cb= 1.30 , (AISC 360-05 Fl) MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} M1N(F„ Sx , Mp) ly G J Cyy 29 11200 0.794 1740 1.56 73 304.17 ft-kips, for Z, b @ [0 , /. p] N/A ft-kips, for Lb ©C-p. iri N/A ft-kips, for i b @ (f- r. Larger) Shear: l/^ax = 42,64 kips where 2,24 (£/Fy = ky= 5 fk, E/F„;" = < V„/Ov = 0.6FyA„Cv/O.v 53,946 (AISC 360-05 G2,1b) 53,852 87.665 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] CHECK SHEAR CONNECTOR CAPACITY Mmax where Oo 159.9 ft-kips Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN(0.85fc'Ac , FyAs) = Seff = M/n;M„ax''f0.66Fy;,S,r; l" = MAX Seff-Ss Sfr~Ss ,0.25 487.69 kips, (AISC 360-05 C-13.1) = 58 in^, refered to steel bottom. C/= 121.92 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5A^(fr:'E„)"' , RgRpAscFuJ= 18.06 where w^ = 115 pcf Ec =w 33 2229.1 ksi Asc ~ 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) SQ„=Qn NrXf /s = 135.48 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE 01.= 75% Self Weight L=Lf = 15.00 ft a = i2 = P = POL - 0.00 kips Wf = woL,i = 0.97 klf W2 = WDI_2 = 0.97 klf 0.00 ft AEnd _Pa^{L + a) wx^a ^ w,a\4L-i-3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. AMid - - Mr, \6EI 384E/ 32EI 0.07 in, downward perpendicular at middle of beam. 27.2 ft-kips < Mn / Ob =Zx Fy / Ob = 182.1 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips ^1 = WLL,I = 4.39 klf Wz = Wii2 = 0.00 klf /e/r= 1037 in" (AISC 360-05 C-13-3) AEnd ' AMid — Pa-{L-i-a) w,L^a w,a^ {4L-k-3a) 3EI 2AEI 24EI — 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ 'l6£/e^"^384£/^^ T,2EUff = 0.11 in, downward, < L,/360 = 0,50 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9, 2005, Inland Engineering & Consuiting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 ICMT Phone: (714) 777-7700 | Fax: (714) 777-7773 L-LltN 1 iniandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY sc> F.BM.13 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : 12" o. c, the minimum composte beam capacity is from 7^ y 2 rows @ 12" o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE => W30X108 W2-6 1/4" LW A 31.7 d 29.8 4470 S, 299 Zx 346 BEAM SPAN L^ = 38 ft CANTILEVER (0 = no cantilever) Li^ 0 ft BEAM SPACING (TRIB. WIDTH) B = 23 ft, o.c. SUPERIMPOSED LOAD, ASD = 169.00 lbs/ft' Ws,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. I 1. • . -J L__ J L__ J L_ I I_I 1 J (Totel Studs 38) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wi =iVsi-i-iv^= 169 *( 48.10 4.69 ) = 221.79 lbs/ft' = 5.10 kips / ft (totel gravity loads on span beam) lV2 = Ws2+"'^= 0 + ( 48.10 + 4.69 ) = 52.79 lbs/ft' 1.21 kips / ft (uniform gravity loads on cantilever) P= 0 kips ^1 = 19.00 ft «1 = 96.92 kips X2= 19.00 ft R2 = 96.92 kips Xi = 0.00 ft ^max ~ 96.92 kips, at Rl right. Mmax = 920.8 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13,2c,l.c) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) <|i = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. 1.b) Hs = /Jr + 1.5 = 3.5 in < "r + fo - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) 4- = 12 in o.c. < MAX[8(hr-i-to) , 36;= 50 in o.c. [Satisfactory] > 4 (() = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B) = 114 in, (AISC 360-05 13.1a) /I = f0 + hr + d = 36,1 in, (totel height) Actr= O.aSfo'bto /Fy = 24.7 in' A,otal ctr->-A= 56.4 >r^ Am =A-2Af-A„ = 0.33 in' A,= 7.98 in' 0.55 0.76 in yb = i AFy h V- for A,o,al^2Acr 0.85/^ ^_0.5^r.,./->lc/. A,o.al^2{Acr+Af) bf 29.5 in, (plastic neutral axis to bottom) (cont'd) , A,otai—Af~-0.5Afiii , _ \ tf+ — for A,oial>2{Acr+Af) CS^+Zir+y;,) for Afotal^^Actr ^ 0.5lOAcir+0.idA+{0.5A,o,al-Actr)(''-d-yb) , \ -TT-. ^ f"" Afotal^AActr^Af] '^•^ Afotal ^ ' 0.5/0^/0/0/+^/('O+Ar+r/)+0.5^ f,ll{tt)^hr+'^t fYty,[d-yi,-t y)(/i-0.5c/-0.5y^-i-0.5//j+rwlj/,-'/)(o.5 Jj+O-S//) ^•^ Atotal thus, y= 20.3 in, (moment arm between centroid of tensile force and the resultent compressive forc«.) Z,r=0.5y.4,„,a/= 573 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) Actr= bto/n = 37.2 in' Acrid+hr+0-5to)+0.5Ad for Afotal>'^{Aclr-^Af) E ~E^ >'* = • Acr+A = 25.2 in, (elastic neutral axis to txjttom) Itr ^Ix+ A{y^,-^.5df + + Actr{0-5to+hr+d-ybf = 10724 S,r = 426 in , referred to steel bottom. yb S, = (d + hr-i-to-yb) - 986 in , refen-ed to concrete top. CHECK BENDING 8c SHEAR CAPACITIES Middle Bottom: M^ax = (Ztr/Zx) MDL = 1064,6 ft-kips < M„/Ob=Z,rFy/Ob = where Ob = 167 (AISC 360-0513.2a) 1429.9 ft-kips, (AISC 360 13.2a) 3.76f£/F), = 90.55 > fi/f„ = 54.68 863.3 ft-kips, (AISC 360 13.2b) Cantilever Top: Mmin = 0 ft-kips < Mn/Ob = where Of, = 167 (AISC 360-0513.2b) Lb =MAX(X3, L2)= 0.00 ft ip= 1.76ry(E/Fy,)°^= 7.58 ft [Satisfactory] [Satisfactory] Lr = l-95rts Wjl,6.76[^^l = 22.00 ft 0.7 Fy\ Sxho 1441.7 ft-kips p^^ = £j^Lo.07&^\l^\ = #DIV/OI ksi 'z^^ V Sxho\.rts7 rts Mn = '•ts=[(lyCw)'"/Sx]°== 2.66 'y G J Cv, c = 1.00 146 11200 4.99 30800 ho = d - tf = 29.04 in ••y Zx Cb= 1.30 , (AISC 360-05 Fl) 2.15 346 Mp = 1441.7 ft-kips, forib @ [0 , ip] MlN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (^ - Lp)], Mp) = N/A ft-kips, forZ.b@(f-p.i-r] MIN(Fo. Sx, Mp) = N/A ft-kips, for Lb @ C-r. Larger) where 2.24 (E/Fy )°^ = 53.946 ky= 5 (AISC 360-05 G2.1b) (kyE/Fy)''^= 53.852 CHECK SHEAR CONNECTOR CAPACITY Mmax = 920.8 ft-kips > Mn / Ob =Zx Fy / r. where Ob = 1.67 (AISC 360-05 Fl & F2-1) Shear: V„ 96.92 kips V„/ny = 0.6FyA»Cy/Cly-- (cont'd) 291.75 kips, (AISC 360-05 13.1b) ^' [Satisfactory] = 1 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 GI) 863.3 ft-klps <== Shear Studs Required Cf = MIN(0.85fc'Ao , FyAs) = S^ff = Mm[Mmax/(0.66Fy),StrI \2 V = MAX Seff-Ss ,0.25 1235,5 kips, (AISC 360-05 C-13,1) = 335 in^, refered to steel bottom. C/ = 308.87 kips, (AISC 360-05 C-13-4) Sir Ss Qn = MIN[0.5 Asc (fc'Ec)"^ , RgRpA^cF J = 18 06 kips, (AISC 360-05 13.2d.3) where w^ = 115 pcf Ec=Wc" 33 (fr:)"' 2229.1 ksi 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) IQ„=Qn NrXf/S = 343.21 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf= 38.00 ft a = (-2= 0.00 ft P = PDL = 0.00 kips = WDL,t = 0.91 klf >V2 = WDL,2 = 0.91 klf [Satisfactory] AEnd _Pa^{L + a) y^,x^a w,a^{4L-\-3a) _ 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid — • Mn \6EI 3S4EI 32EI 0.33 in, downward perpendicular at middle of beam. 164.4 ft-kips < M„ / Ob =Zx Fy / Ob = 863.3 ft-kips [Satisfactory] CHECK UVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = wu_f = 3.89 klf wj = wij_2 = 0.00 klf leff= 7766 in* (AISC 360-05 C-13-3) AEnd — AMid — Pa-jL + a) y^,L^a ^ w,a^ (4L-i-3a) 3EI 24EI ^ 24EI - 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] Pt^L^ , Sw.L* w^L^a^ \6El^ff 3%4EUff 32EUff = 0.59 in, downward. < Lf/360= 1.27 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim. CA 92807 oi IPMT Phone: (714) 777-77001 Fax: (714) 777-7773 CLIbN 1 inlandengineering@sbcglot>al.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY F.BM.14 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing 1 12" o. c, the minimum composte beam capacity is from ^ • 2 rows @ 12" o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W30X108 W2-6 1/4" LW A 31.7 d 29.8 Ix 4470 Sx 299 Z, 346 BEAM SPAN 36 ft CANTILEVER (0 = no cantilever) i: = 0 ft BEAM SPACING (TRIB. WIDTH) B = 24 ft, o.c. SUPERIMPOSED LOAD, ASD ^s,t = 169.00 lbs/ft' ^s,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc'-3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 /t)W@ 12 in o.c. t ' I I I . f -I 1 I J_..J I— J L I (Total Studs 36) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi-1-W^ = 169 + ( 48.10 + 4,49 ) = 221.59 lbs/ft' = 5.32 kips / ft (totel gravity loads on span beam) W2 = Ws,2-*Wy^ = 0 + ( 48.10 + 4.49 ) = 52.59 Ibs/fl' = 1.26 kips / ft (uniform gravity loads on cantilever) P = 0 kips 18,00 ft R^ = 95.73 kips X2 = 18.00 ft R2 = 95.73 kips A'3 = 0.00 ft ^ro^ ~ 95.73 kips, at R1 right. A^max = 861.6 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) if = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. 1.b) Hs=hr + 1.5 = 3.5 in < hr^fo - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) S = 12 in o.c. < MAXl8(hr-Ho) , 36 ; = 50 in o.c. [Satisfactory] > 4 (|) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory) (AISC 360-05 13,2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN(L/4,B)= 108 in, (AISC 360-05 13.la) Artr= 0.85fc'bto/Fy = Am =A-2Af-Ay, = 0.33 („ = 0.55 in 23.4 in h =to •*-hr +d = Atotal -Antr^A = Af= 7.98 f, = 0.76 36.1 in, (total height) 2 55.1 ,2 (cont'd) yb = 1 AFy h =T— for A,o,al<2Acr 0.85/^ a_O.SA.o,al~Acr A.o,al^2{Acr+Af) bf 29.4 in, (plastic neutral axis to bottom) Atotal—A f-'i-5 A fill ^ ^ ->/,,, 'v ^— for Aioial>2[Acr+Af) 0.5(fO+/ir+J'6) for Afotal^'^Acfr O.StoActr->-°-^dA+(0.5A,oral-Acir){t'-d~yb) , \ prr:; for Atotal^AActr-^Af) ^•i Atotal ^ ' '^•^tQ Atotal-^ A f[tQ+hr+t f)+0.5A _/;//(ro+/ir+2/ fYtv[d-yb-> f)[h-0.id-Q.5yf,+Q.5t/j+ZwI^j,-//)(o.5yf,-1-0.5/f O.SAiotal thus, y = 20.6 in, (moment arm between centroid of tensile forc;e and the resultent compressive force.) h— for Atotal>'^{Actr+Af) Z,r =0.5yA„ 567 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN " = --- = 13.01 , (ACI 318-05 8.5.1) Ec Actr= bto/n = 35.3 in ^4cf-l-/,,,-l-0.5,o)+0.5.4c^ yb Acr+A = 24.9 in, (elastic neutral axis to bottom) Itr = Ix + A{yb-0.5df + df^^ + Ac,ri0-5t0+hr+d-ybf = 10567 Sir — Itr yb 424 in , referred to steel bottom. 5, = (tJ + hr-^-to-yb) 949 in , refened to concrete top. CHECK BENDING 8. SHEAR CAPACITIES Middle Bottom: M„ax = (Ztr/Zx) MDLMi_t_ = 992.3 ft-kips < M„/Ob= Ztr Fy/Ob = where Ob = 167 (AISC 360-0513.2a) 90.55 Cantilever Top: M„ 'mm where Ob - 3.76(E/Fy )"' = 0 ft-kips < M„ / Ob = 1.67 (AISC 360-05 13.2b) Ll, =MAX(X3, Li) = 0.00 ft /.p= 1.76ry(E/Fy,)°'= 7.58 ft E 1415.3 ft-kips, (AISC 360 13.2a) h/t„ = 54.68 863.3 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95r,5 0.7F^ yjSxho 1441.7 ft-kips ;r^, = £*£!|jl+0.078^f^ Sxho[r,s rts) 22.00 ft #DlV/0! ksi Mn r^=[( lyC„)"/Sx °= = 2,66 >y G J C„ c = 1,00 146 11200 4,99 30800 ho = d - t, = 29,04 in fy Zx Cb= 1,30 , (AISC 360-05 Fl) 2,15 346 Mp = 1441,7 ft-kips, for Lb @[0,/-p] MIN{Cb [Mp - (Mp -0,75FySx)(Lb-Lp)/(Lr-Lp)),Mp} = N/A ft-kips, forib @(f-p. if] MIN(Fcr Sx , Mp) = N/A ft-kips, forib @ (f-r, Larger) Shear: V„ 95.73 kips where 2.24 (B/Fy )"' -• ky = 5 l05 -(ky E/Fy)" < V„/av = 0.6FyA»C,,/Ov-- 53.946 (AISC 360-05 G2.1b) 53.852 291.75 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] = 1 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 GI) CHECK SHEAR CONNECTOR CAPACITY Mmax where Ob 861.6 ft-kips Mn / Ob =Zx Fy / Ob = 863.3 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN (0.85fc'Ac , FyAs) = Seff = MinlMmax /(0 66 Fy) ,Strl = 1170.5 kips, (AISC 360-05 C-13.1) „3 V' = MAX Seff-Si ,0.25 Str—Ss Q„ = MIN [0.5 Asc (fc'Ec)"' .RgRpAscFu] where w^ = 115 pcf 313 in , refered to steel bottom. C/ = 292.61 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Ec=Wc" 33 (fc-)"' 2229.1 ksi Asc = 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) NrXf/s = 325.14 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL = 75% Self Weight L = Lf= 36.00 ft a = i2= 0.00 ft P = PDL = 0.00 kips ^1 = WDL,I = 0.95 klf W2 = WDL,2 = 0.95 klf AE„d -3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid - • M„ PaL^ , 5w,Z, -I-- rl 2 •WiL a \6EI 384EI 32EI 0.28 in, downward perpendicular at middle of beam. 153.4 ft-kips M„/ Ob= Zx Fy/ Ob= 863.3 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = W(x,j = 4.06 klf W2 = W(x,2 = 0.00 klf /eff= 7683 in* (AISC 360-05 C-13-3) AEnd = Pa-{L-i-a) yv,L?a ^ >v,<3^ (4Z--t-3a) 3EI 24EI 24EI - 0.00 in, downward. < 24-2 /240= 0.00 in [Satisfactory] AMid — PaL^ , Sw.i* w.L^a'^ \6Eleff 384£/^^ ^2EUff — 0.50 in, downward. < i,/360= 1.20 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883E,LaPalmaAve.,Suite501-A PROJECT Anaheim, CA 92807 r-.. Phone: (714) 777-7700 | Fax: (714) 777-7773 ULItN 1 iniandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY bm.15 Composite Beam Design with Verco Floor Decic Based on AiSC 360-05/ IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing 1 12" o. c, the minimum composte beam capacity is from 7^ • 2 rows @ IZ o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X40 W2-6 1/4" LW A d 11.8 17.9 Ix 612 Sx 68.4 Z, 78.4 BEAM SPAN ii = 45 ft CANTILEVER (0 = no cantilever) Ll-0 ft BEAM SPACING (TRIB. WIDTH) B = 4 ft, o.c. SUPERIMPOSED LOAD, ASD Ws.1 = 121.00 lbs/ft' Ws,2 = 0.00 lbs/ft' CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) 4, = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Total Studs 46) THE BEAM DESIGN IS ADEQUATE. 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wi=Wsi+w^= 121 + ( 48,10 + 10.04 ) = 179.14 lbs/ft:' = 0.72 kips / ft (totel gravity loads on span beam) W2 = Ws,2+W,vf= 0 + ( 48,10 + 10.04 ) = 58.14 lbs/ft' = 0.23 kips / ft (uniform gravity loads on cantilever) P= 0 kips = 22.50 ft «1 = 16.12 kips X2 = 22.50 ft R2 = 16.12 kips X3 = 0.00 ft ^ max 16.12 kips, at Rl right Mmax= 181.4 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) <ti = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.1.b) Hs = /Jr + 1.5 = 3.5 in < "r+f,j -0.5 = 5.75 in [Satisfactory] (AISC 13,2c, 1,b) s = 12 in o.c. < MAX[8(hr-<-to) ,36; = 50 in o.c. [Satisfactory] > 4 <|) = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 48 in, (AISC 360-05 13.1a) h = f0 + /If + d = 24.2 in, (totel height) Acr= 0.85fc'bto /Fy = 10.4 in' A total =A rtr+A= 22.2 in' Am=A-2Af-A„ = 0,17 in' A,= 3.16 in' 0.32 0.53 in (cont'd) yb AF y for A,otal^2Ac tf 0.85 ).5 Atotal- bf A,otal—Af—0.5Afiii , ^ o/" „ , > \ ~ for A,oiai>2[Acr+Af) ^_q.5Ato,al Acr j.^^ A,otal^2{Acr+Af) bf 17.8 in, (plastic neutral axis to txjttom) y = 0 5{/o+/ir+>'i) for Atoial^^Acir ^ 0-5toActr+'^.5dA+(0.5A,otal-Actr){f'-''-yb) Atotal for Atotal^'^(Actr+Af) O-^IQAfotal-^A f{tO-^-hr+tf)+0.5A y;//(>0+/>r+2//)+fw('/-:V6-r f){h-0.5d-O.Syi,+0.5t/)+rw,(yi-//)(o.S:)'j,+0.5f f) ^•^ Atotal thus, y = 13.4 in, (moment arm tietween centroid of tensile force and the resultent compressive force.) Ztr = 0.5 y A total = 148 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) for Aiotal>^{Actr->-Af) E Aar = bto/n = 15.7 m ^ Acr(d+hr+0-St^+0.5Ad ^ ^ in, (elastic neutral axis to bottom) 2 Itr = Ix + A{yb-0-idf + ^^ + Actr{^.^to+hr+d-ybf= 1787 in* Str = 109 in , referred to steel bottom. yb {d + hr + to-yb) - 231 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MQL = 234.0 ft-kips < Mn/ Ob= Ztr Fy/ Ob = where Ob= 1.67 (AISC 360-0513.2a) 3.76(E/Fy)'' 90.55 Cantilever Top: Mmin = 0 ft-kips < Mn/ Ob = where Ob = 1.67 (AISC 360-0513.2b) Lb =MAX(X3 ,L2)= 0.00 ft ip= 1.76ry(E/Fyf)'''= 4.49 ft 370.4 ft-kips, (AISC 360 13.2a) h/ty, = 56.83 195.6 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95r,j Mp=FyZx = 0.1 Fy^ Sxho 326.7 ft-kips 13.08 ft run sxho[rts) .rts) #DIV/0! ksi Mn-- '•ts=[(l,Cv,)°'/S/== 1.56 'y G J C„ c = 1.00 19 11200 0.81 1440 ho = d - tf = 17.38 in ••y Zx Cb = 1.30 , (AISC 360-05 Fl) 1.27 78 Mp = 326.67 ft-kips, for i b @ MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, for i b @ MIN(F„Sx,Mp) = N/A ft-kips, for i b @ CHECK SHEAR CONNECTOR CAPACITY Shear: V„ 16.12 kips ^^~r V„/Civ = Q.6FyA,,Cy/ny = 101.29 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] where 2.24 (E/Fy )"^ = 53.946 ky= 5 (AISC 360-05 G2.1b) (kyE/Fy)"^= 53.852 Mmax where Ob 181.4 ft-kips M„/Ob =Zx Fy/Ob Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) 195.6 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN (0.85 fc'Ac , FyAs) = Saff = Mini Mmax/(0.66 Fy), Str 1-- 520.2 kips, (AISC 360-05 C-13.1) 66 in', refered to steel tiottom. V • = MAX Seff-Ss ,0.25 Sir Ss Qn =MIN[0.5Asc (fc'Ec)"' . RgRpAscFu] = Cf= 130.05 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) where Wc = 115 pcf Ec=Wc'' 33 (fc')"' 2229.1 ksi ^ SC ~ 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp-0.60 (AISC 360-05 Table I3.2b.3) ZQn =Q„ NrX,/s = 345.92 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL = 40% Self Weight L = Lf = 45.00ft a = L2 = 0.00 ft P = PDL = 0.00 kips Wf = WoL,i - 0.09 klf = WDt.,2 = 0.09 klf AEnd 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid — M„ 16EI 3S4EI 32EI 0.48 in, downward perpendicular at middle of beam. 23.5 ft-kips < M„ / Ob =Zx Fy / Ob = 195.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wii_f = 0.48 klf W2 = Wu_2 = 0.00 klf leff= 1570 in* (AISC 360-05 C-13-3) AEnd = ^Mid = Pg^i^L + a) w.L^a ^ w,a^ (4L-<-3a) 3EI 24EI ^ 24EI — 0.00 in, downward. < 2L2 /240 = 0.00 in [Satisfactory] PaL^ , SW.L" w.L^a^ l6El,ff 3S4El,fr 32EI leff = 0.86 in, downward. < L,/360= 1.50 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim,CA92807 Phone: (714) 777-77001 Fax: (714) 777-7773 l-LlbN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY F.BM.16 Composite Beam Design with Verco Floor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing — 12" o. c, the minimum composte beam capacity is from < / 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W24X76 W2-6 1/4" LW Ad Ix S, Zx 22.4 23.9 2100 176 200 BEAM SPAN ii = 26 ft CANTILEVER (0 = no cantilever) ^2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 28 ft, o.c. SUPERIMPOSED LOAD, ASD Ws.l = 176.00 lbs/ft' ^s,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Total Studs 26) 7^ THE BEAItA DESIGN IS ADEQUATE. 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi+W^ = 176 + ( 48.10 + 2.72 ) = 226.82 lbs/ft' = 6.35 kips / ft (totel gravity loads on span beam) lV2 = Wj,,2+W^ = 0 + ( 48.10 + 2.72 ) = 50.82 lbs/ft' = 1.42 kips / ft (uniform gravity loads on cantilever) P = 0 kips X^ = 13.00 ft R,= 82.56 kips X2 = 13.00 ft R2 = 82.56 kips X2 = 0.00 ft ^max — 82.56 kips, at R1 right. 536.7 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS f<j = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2C.1.C) "r = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 I3.2c.1.b) hr + 1.5 = 3.5 in < fr+fo -0.5= 5.75 in [Satisfactory] (AISC I3.2c.1.b) J = 12 in o.c. < MAX[8(hr-<^to) , 36;= 50 in o.c. [Satisfactory] > 4 (|) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4, B) = 78 in, (AISC 360-05 13.1a) h =to-*-hr •*• d= 30.2 in, (total height) Actr = 0.85fc'bto /Fy = 16.9 in' A total - A rtr+A= 39.3 in Atm =A-2Af-A„ = 0.26 in' A,= 6.11 in^ t« = 0.44 in fr = 0.68 in yb A E b — for Aioial^2Acir (cont'd) 0.85 fJ, O.SAioial- bf , Atoial~Af—0.5Afiii - ^ -^r . , . \ tf+ — for Aioic,l>2\Acr+Af) j_0.5A,o,al Acr Atotal^2{Acr+Af) bf 23.6 in, (plastic neutral axis to bottom) 0,5(fo+Ar+>'6) for Atoial^'^Actr ^ ^•^tQAar+^.^dA+[a.5A,otal-Actr){l'-d-yb) ^ , ^ rr- for Atotal^AActr+Af) 0.^ Atotal ^ ' 0.5r0/l/o/o/+>l/(ro+/»f+r /)+0.5.4;;//(f0+/tr+2f f)+tw{d-yb-' /)(^-0.Sc/-0.5y^-^0.S//)+rw(j'6-//)(o.5>'j,+0.5r/) 0.5^/0/0/ 17.1 in, (moment arm between centroid of tensile force and the resultent compressive force.) for Atotal>^(Aclr->-Af) thus, y = Z,r = 0.5yA,p,a, = 337 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = = 13.01 , (ACI 318-05 8.5.1) Actr = bto/n= 25.5 in ^ Acr{d+hr+0.5to)+0.5Ad ^ 20.5 in, (elastic neutral axis to bottom) Acr+A 2 Itr = Ix + A{yb-0-5df -i- + Actr{Q-5to+hr+d-ybf = 5219 in* 255 in , referred to steel bottom. yb S, •• (d-t-hr-t-to-yb) - 541 in', refen'ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: M max - (Ztr/Zx) MDL Mu. = 618.8 ft-kips < Mn / Ob =Ztr Fy / Ob = where Ob= 167 (AISC 360-0513.2a) 839.8 ft-kips, (AISC 360 13.2a) Cantilever Top: M mm virhere Ob = 3.76(E/Fy)°'= 90.55 > fJ/f„ = 54,32 499.0 ft-kips, (AISC 360 13.2b) 0 ft-kips < Mn / Ob = b= 1.67 (AISC 360-05 13.2b) [Satisfactory] [Satisfactory] ib =MAX(X3 . L2)= 0.00 ft ip= 1.76ry(E/Fyf)°-^= 6.78 Lr = \.95rts E FIT 0.7 Fyi Sxho l-i-Jl+6.76 Sxho 833.3 ft-kips Sxho[r,s) ^rts (^l^Sxho E Jc #DIV/OI ksi 19,51 ft Mn-- as=[(lyCw)°'/Sx]''== 2.33 'y G J C„ e = 1.00 83 11200 2.68 11100 ho = d - t, = 23.22 in fy z. Cb= 1.30 , (AISC 360-05 Fl) 1.92 200 Mp = 833.33 ft-kips, forib @ [0 , Lp] MlN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, forib @(/-p, if] MIN(FcrSx,Mp) = N/A ft-kips, for i b @ (/- r, Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 536.7 ft-kips Shear: Vmax = 82.56 kips where 2.24 (E/Fy )°^ •• ky= 5 V„/Qy = 0.6FyA«.CvlCiy = 188,91 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2,lb) (kyE/Fy)"-'= 53.852 C^ = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mn/ Ob= Zx Fy / Ob= 499.0 ft-kips <== Shear Studs Required where Ok = 1.67 (AISC 360-05 Fl &F2-1) C,=MIN(0.85fc'Ac , FyAs) = Seff = MinlMmax /(0 66 Fy) ,Str] = 845.33 kips, (AISC 360-05 C-13.1) „3 V • = MAX Seff-Ss ,0.25 S„-S. Qn = MIN [0.5 Asc (fc'Ec)"' . RgRpAscF ul 195 in , refered to steel bottom. Cf = 211.33 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wc = 115 pcf Ec=^c" 33 (fc')"' 2229.1 ksi Asc = 0.44 in' Fo = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b. 3) Rp-0.75 (AISC 360-05 Table I3.2b.3) NrXf/S = 234.83 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Self Weight L = Lf = 26.00 ft a = L2 = P = PDL = 0.00 kips Wf = WDt_f = 0.57 klf W2 = WDL,2 = 0.57 klf 0,00 ft AEnd _Pa^(L-^a) yv,i^a vv^a^(4L + 3a) _ 3EI 24EI 24EI 0,00 in, downward perpendicular to beam. AMid - Mn 16EI 384EI 32EI 0,10 in, downward perpendicular at middle of beam. 48,1 ft-kips < M„/ Ob= Zx Fy/ Ob= 499.0 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = wu_f = 4.93 klf W2 = Wt_L2 = 0,00 klf U„= 3744 in'' (AISC 360-05 C-13-3) AEnd — AMid - Pa'^jL + a) yv,L^a w,a^ (4L-h 3a) 3EI 24EI 2AEI = 0.00 in, downward. < 2L2/240= 0.00 in [Satisfactory] PaL^ '\6Eleff'^ 3i4El^ff 32El^ff = 0.33 in, downward. < L,/360 = 0.87 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim,CA92807 .j-..,.,. Phone: (714) 777-77001 Fax: (714) 777-7773 ULItN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: BM. 16A REVIEW BY ,:::'fi Composite Beam Design with Verco Floor Deck Based on AiSC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : 12" o. c, the minimum composte beam capacity is from 7^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X40 W2-6 1/4" LW A d 11.8 17.9 612 Sx 68.4 Z, 78.4 BEAM SPAN i| = 20 ft CANTILEVER (0 = no cantilever) L2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 26 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 121.00 lbs/ft' Ws.2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. I I I -I I I I I I 1 I I 1 J f t (Totel Studs 20) THE BEAM DESIGN IS ADEQUATE. 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS 8. SHEARS Wl =Wsi+W^ = 121 + ( 48.10 + 1.54 ) = 170.64 lbs/ft' = 4.44 kips / ft (total gravity loads on span beam) iV2 = Ws2+W^ = 0 + ( 48.10 + 1.54 ) = 49.64 lbs/ft:' = 1.29 kips / ft (uniform gravity loads on cantilever) P = 0 kips 10.00 ft /?,= 44.37 kips X2 = 10.00 ft R2 = 44.37 kips X3 = 0.00 ft ^max ~ 44.37 kips, at Rl right. ^max = 221.8 ft-kips 0 ft-kips . DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. I c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513,2c, l a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13,2c, 1,b) Hs-hr + f.5 = 3.5 in < "r+fo - 0.5 = 5.75 in [Satisfactory] (AISC 13,2c, 1,b) s = 12 in o.c. < MAX[8(hr-<-to) ,36;= 50 in o.c, [Satisfactory] > 4^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d,6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4,B)= 60 in, (AISC 360-05 13.1a) '^c*r = Atm =A f» = 0.85fc'bto/Fy = •2A,-Ay, = 0.32 in y 0.17 13.0 „2 h =fo +/'r = Atotal =Actr-^A = Af = 3,16 in' tf = 0,53 in 24,2 in, (total height) 24.8 in' 2 (cont'd) yb AF, for A,otct^2Ac tf 0.85/^ ).5Aioial- bf Atot.l-Af-0.5Afiii A,^,^,^2{Acr+Afi) ^_0.5A,o,al Acr j.^^ A,o,al^2{Acr+Af) bf 20.3 in, (plastic neutral axis to bottom) y = 0.5(ro+/ir+;'i,) for Afotal^^Actr ^ 0-^tOActr+'^-^'^/i+(°-^Atotal-Actr){>'-d~yb) Atotal for Atotal^'^{Actr-^Af) ^•^tQAfotal+A /(/O+Zir+r fY^-^A flll{l0+hr+2t/)+/„(c/-Ji,-r/)(/»-0.Sc/-0.S>.^+0.5//)+>M.(yfe-r /)(o.5jf,+O.Sr/) 0 5^/0/0/ 13.3 in, (moment arm between centroid of tensile force and the resultent compressive force.) 3 for Aiotal>'^{Actr-^Af) thus, y = Z,r=a5yA,o,a/= 165 m" DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E n = = 13.01 , (ACI 318-05 8.5.1) Ec Actr=bto/n= 19.6 in' yb ^ Acr{d+hr+0.5,o)+0.5Ad ^ ^ in, (elastic neutral axis to bottom) Acr+A Itr ^Ix + A{yb-Q.Sdf + + Actr[^.5tfi+hr+d-ybf = 1901 I Ir ,1 Str = = 111 in , referred to steel bottom. yb S, •• {d-\-hr + to-yb) 270 in', refened to conaete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Zfr /Zx) MDL + Mt.L = 292.8 ft-kips 410.7 ft-kips, (AISC 360 13.2a) wrtiere On 1.67 (AISC 360-05 13.2a) Cantilever Top: Mmin where 3.76(E/Fy r 0 90.55 h/t„ ft-kips < M„ / Ob = Ob= 1.67 (AISC 360-05 13.2b) Lb =MAX(X3 , L2)= 0.00 ft ip= 1.76ry(E/Fy,)"= 4.49 ft 56.83 195.6 ft-kips, (AISC 360 13.2b) Lr = \.95ris 0.7Fy^ Sxho 326.7 ft-kips ;r„ = £*^.U.078-^f^r Lb_ rts 13.08 ft Sxhoyrts) #D1V/0I ksi [Satisfactory] [Satisfactory] Mn = rts=[(iyCj-'lSxf'= 1.56 'y G J C„ c = 1.00 19 11200 0.81 1440 ho = d - t, = 17.38 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1.27 78 Mp = 326.67 ft-kips, for i b @ MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (U - Lp)], Mp} = N/A ft-kips, for i b @ MIN(Fcr S^ , Mp) = N/A ft-kips, for i b @ Shear: V„ 44.37 kips VnlCly = O.bFyA^CylCly = 101.29 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] where 2.24 (E/Fy )"^ = 53.946 ky= 5 (AISC 360-05 G2.1b) (kyE/Fy)''^= 53.852 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) CHECK SHEAR CONNECTOR CAPACITY M„ where Ob = 221.8 ft-kips Mn / Ob =Zx Fy / Ob = 195.6 ft-kips <== Shear Studs Required 1.67 (AISC 360-05 Fl & F2-1) Cf =MIN(0.85fc'Ac , FyAs)- Sa„ = Min[Mmax/(0.66Fy),S,r] V • = MAX Seff-Ss S Ir—S s ,0.25 590 kips, (AISC 360-05 C-13.1) = 81 in', refered to steel bottom. Cf= 147.5 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5Asc (fc'Ec)"' .RgRpAscFu] = 18.06 kips, (AISC 360-05 13.2d.3) where w^ = 115 pcf Ec=Wc" 33 2229.1 ksi ^SC ~ 0.44 in' Fu = 58 ksi 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) ZQn =Qn NrXf/s = 180.64 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 50% Selfweight L = Lf = 20.00 tt a = L2 = 0.00 ft P = PDL = 0.00 kips Wf = W[)i_f = 0.65 klf ^2 = W[}i_2 = 0.65 klf [Satisfactory] AEnd _Pa^{L + a) y^,i-^a w,a^{4L + 3a) _ 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid - - M„ PaL^ ^ SwiZ."* yy^L^g- 16EI 384EI 32EI 0,13 in, downward pjerpendicular at middle of beam. 32.3 ft-kips < Mn/ Ob = Zx Fy/ Ob = 195.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = WuLf = 3.15 klf W2 = Wu_2 = 0.00 klf /.ff= 1325 in* (AISC 360-05 C-13-3) AEnd — AMid = Pa^jL + a) yv,z?a ^ w,a^ {4L-\-3a) 3EI 24EI 24EI — 0,00 in, downward, < 2/. 2/240= 0,00 in [Satisfactory] PaL^ \6El^7r^ 3i4El^fr 32EI = 0,21 in, downward, < Lf/360= 0,67 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. CHECK SHEAR CONNECTOR CAPACITY Vh = MIN{0.i5fcAcl2 , Seft = Min[M max / (0.66 Fy), Str]-- 2 (cont'd) Vh = MAX Seff-Ss Sir—Ss ,0.25 FyAs 12) = 260.1 kips, (AISC-ASD 14-1 & 14-2, page 5-58) 68 in', refen-ed to steel bottom. < Sx, No Shear Stud Required. F/, = 210,88 kips, (AISC-ASD 12-1 & 14, page 5-57 & 58) P = A^r A A hr —^—1.0 , for Perpendicular O.ej^^J^-l.oj , for Parallel & 1.000 < 1.0 , (AISC-ASD 15-1, page 5-61) <1.5 pq--9.55 kips, (AISC-ASD 15.2, page 5-61) Allowable Horizontal Shear Load for One Connector (q, kips) (AISC-ASD Table 14.1 with coefficient Table 14.2, page 5-59) Dia. if (in) min. Hs (in) Concrete f^' Dia. if (in) min. Hs (in) 3.0 3.5 4,0 or Larger 1/2 2 4.2 4.6 4,9 5/8 2 1/2 6.6 7.1 7.6 3/4 3 9.5 10.4 11,0 2Nf'=2Vt,'/q'= 45 , total number on the beam for partical composite action. 2Nf=2Vt,/q'= 55 , total number on the beam for full cemposite action. n = MINI MAX(2N,', 2/V ,/4;, 2A/ J = 45 , total number required on the beam, (AISC-ASD 14, page 5-59) CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE (AISC-ASD 12.1, page 5-56) WDL= 50% SelfWt= 0.13 kips / ft (50% self weight load only) SWDLL 384£/v -WDI.L 0.38 in ksl 0.66 F„ 33 ksl [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE (AISC-ASD 12.1 page 5-56 & page 2-249) WLL = leff- ALL 0.48 kips / ft (live load only) 1070 in* (AISC-ASD, 14-4) 1,44 in 5-wu.L 3%4EIeff < == only steel used < L/360 = [Satisfactory] 1.50 in Note: The STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing ; 12" 0. c, the minimum composte beam capacity is from / • 2 rows @ 12" o.c, not one row @ 8.57" o.c. See software ^ ComDositeFloorBeamWithCantilever.xls on the website : = = -ri = =•= = » = =.= = :*=- = = = : vww.Engineering-Intemational.com * * * for more infonnation. Technical References: 1. AISC: "Manual of Steel constmction 9th", American Institute of Steel Constmction, 1990. 2. Alan Williams Ph.D., S.E., C.Eng.: "Structural Steel Design - Volume 1: ASD", ICBO, 2001. Inland Engintering & Consulting, Inc. 4883 E La Palma Ave., Suite 501-A PROJECT Anaheim,CA92807 r^. ,r-.,-|- Ptione: (714) 777-77001 Fax: (714) 777-7773 ULIfcN 1 inlandengineeting@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY F.BM.17 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : 12" o. c, the minimum composte beam capacity is from 7^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W24X62 W2-6 1/4" LW :> Ad Ix Sx Z, 18.3 23.7 1560 132 154 BEAM SPAN L>-20 ft CANTILEVER (0 = no cantilever) Li = 0 ft BEAM SPACING (TRIB. WIDTH) B = 28 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 176.00 lbs/ft' Ws,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 n3w@ 12 in o.c. (Total Studs 20) _.J 1 I I l._ —I I I._ 7^ 7^ THE BEAM DESIGN IS ADEQUATE. 7^ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi+w^ = 176 + ( 48.10 + 2.22 ) = 226,32 lbs/ft' = 6,34 kips / ft (totel gravity loads on span beam) W2 = Ws,2*Wy,t = 0 + ( 48.10 + 2.22 ) = 50.32 lbs/ft' 1.41 kips / ft (unifonn gravity loads on cantilever) P = 0 kips ^-1 = 10.00 ft R,= 63.37 kips X2 = 10.00 ft R2 = 63.37 kips X3 = 0.00 ft ^max ~ 63.37 kips, at Rl right. 316.9 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c,l.c) f'r = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. la) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.1.b) Hs = fir + 1.5 = 3.5 in < hr*to - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAX[8(hr-<-to) ,36;= 50 in o.c. [Satisfactory] > 4 (ti = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 I3.2c.1,a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN ii = MIN(L/4,B)= 60 in, (AISC360-05 13.la) Artr= 0.85fc'bto/Fy = Am =A-2A,-A„ = ty, = 0.43 in y 0,31 13.0 in h =to •>-hr -*-d = A total = A ctrA = 31.3 „2 30.0 in, (totel height) ,2 Af 4.15 in 0.59 in (cont'd) yb AF ^ for At„,al^2A Ctr O.SSfJ, O.SAtotar bf ^^^A.a,al-Af-0.5Afi,l Atr..,>2{Acr+Af) j_0.5Atotal Acr y^^ Ato,al^2{Acr+Af) bf 23.3 in, (plastic neutral axis to bottom) 0.5(/o+/ir+:i'6) for Aiotal^^Acir ^ 0^'0Actr+0.^dA+(0.5A,ota/-Actr)(f'-'<-yb) ^•^ A total for Aiotal^^{Actr-^Af) 0.^toAtotal-<-A/(/0+Ar+//)+0 5/< /?//(r0+Ar+2//)-H/J''->'6-r/)(*-0.5''-0 5>'6+0.5,y)-l-/^(>.j-//)(o.5 j-j-i-O.S, y) h — for Atotal>AActr-^Af] "•^Atotal thus, y = 17.2 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z,r= 0.5 y Atotal = 270 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) E ~EZ Actr = bto/n= 19.6 in Acr{d-^hr+0-ito)+Q.SAd Acr+A = 20.1 in, (elastic neutral axis to bottom) Itr = Ix + A{yb-Q.idf + + Actr{(i.5tO+hr+d-ybf = 4005 Itr yb 199 in , refen-ed to steel bottom. {d + hr + to-yb) 407 in , referred to concrete top. CHECK BENDING 8> SHEAR CAPACITIES Middle Bottom : ' Mmax = (Ztr /Zx) Moi, + Mu. = 369.7 ft-kips < Mn/Ob= Zfr Fy / Ob = where Oo = 167 (AISC 360-0513.2a) 90.55 > h/ty, •- Cantilever Top: M 3.76(E/Fy )" min- 0 ft-kips < M„/Ob = Where Ob= 167 (AISC 360-0513.2b) Lb=MAX(X3 ,L2)= 0.00 ft ip=1.76ry(E/Fy,)°^= 4.85 ft E 672.4 ft-kips, (AISC 360 13.2a) 55.12 384,2 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] Lr = \.95rts Jc 0.7Fy\ Sxho 641.7 ft-kips ' Lb^ V Sxho\^rts rts l-H, 1-4-6.76 E Jc 14,38 ft #DIV/0! ksi r^=l{\yCy,f'lSxf'= 1.74 'y G J C„ c = 1.00 35 11200 1,77 4620 ho = d - t, = 23.11 in fy z. Cb= 1.30 , (AISC 360-05 Fl) 1.37 154 Mp = 641,67 ft-kips, foribig MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, forib @ MlN(FcrSx,Mp) = N/A ft-kips, for i b @ CHECK SHEAR CONNECTOR CAPACITY Shear: Vmax - 83,37 kips Where 2.24 (E/Fy )"^ •• ky= 5 (ky E/Fy)"^ = V„ I Cly = Q.eFyAwCv / Qv = 183,07 kips, (AISC 360-0513,1 b) (cont'd) [Satisfactory] M„ 316.9 ft-kips 53.946 (AISC 360-05 G2.1b) 53.852 M„/ On =Zx Fy/ Ob Cy= 1 (AISC 360-05 G2,lb) Oy= 1.67 (AISC 360-05 GI) 384.2 ft-kips <== No Shear Stud Required where Ob = 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN(0.85fc'Ac , FyAs) = S eff = Mini Mmax/(0.66 Fy), Str] V' = MAX Seff-Ss S trS s ,0.25 Q„ =MIN[0.5Asc (fc'Ec) ,RgRpAscFu] = where w^ = 115 pcf Ec = Wc" 33(fc')"' = 2229.1 ksi 650.25 kips, (AISC 360-05 C-13,1) = 115 in', refered to steel bottom. Cf= 162.56 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 13.2d.3) Asc - Fu = £Qn =QnNrX,/s 0,44 in 58 ksi 1,00 (AISC 360-05 Table I3,2b,3) 0,75 (AISC 360-05 Table 13,2b.3) 180.64 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Selfweight L=Lf = 20.00 ft a = i2 = 0.00 ft P = PDL = 0.00 kips = Wf^f = 0.56 klf W2 = WoL.2 = 0,56 klf AEnd — Pa^(L + a) H>,Z-^a u>.a^ (4Z--I-3a) 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. AMid - - r2 2 •WiL a \6EI 384EI 32EI PaL^ , Sw.L + -0.04 in, downward perpendicular at middle of beam. Mn / Ob=ZxFy / Ob= 384.2 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wu_i = 4.93 klf W2 = Wii2 = 0.00 klf /.ff= 2849 in''(AISC 360-05 C-13-3) AEnd = tsMid — Pa-{L-i-a) w.L^a w,a^{4L-+3a) 3EI 24EI 24EI PoL\^ Sw.i" 16£/^^ 384£/^^ 32El^ff 0.00 in, downward, < 2L2 /240= 0,00 in 0,15 in, downward, i,/360= 0,67 in [Satisfactory] [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Consti-uction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Raima Ave . Suite 501-A PROJECT Anaheim.CA92807 Phone: (714) 777-77001 Fax: (714) 777-7773 l^LlbN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE: REVIEW BY EBM.18 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : ; : 12" o. c, the minimum cxjmposte beam capacity is from 7^ • 2 rows @ 12" o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW A d 7.65 12.2 204 S, 33.4 Zx 37.2 BEAM SPAN i| = 13 ft CANTILEVER (0 = no cantilever) L2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 4 ft, o.c. SUPERIMPOSED LOAD, ASD Ws.1 = 176.00 lbs/ft' >Vs,2 = 0.00 lbs/ft' CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) 4, = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 14) THE BEAM DESIGN IS ADEQUATE. 7^ 7^ ^- ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W^=Ws1->-Wyyt = 176 + ( 48.10 + 6.51 ) = 230,61 lbs/ft' = 0,92 kips / ft (totel gravity loads on span beam) W2 = Ws 2-H^i*/ = 0 *( 48.10 + 6,51 ) = 54.61 lbs/ft' = 0.22 kips / ft (uniform gravity loads on cantilever) p = 0 kips -f1 = 6.50 ft R: = 6.00 kips X2 = 6.50 ft Rz = 6.00 kips -^3 = 0.00 ft ^max ~ 6.00 kips, at Rl right Mmax = 19.5 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [SatisfecrforyJ (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. la) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Ws= /Ir + 1.5 = 3.5 in < "f-^fo -0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s -12 in o.c. < MAXl8(hr-^to) ,36;= 50 in o.c. [Satisfactory] > 4 «> = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B)= 39 in, (AISC360-0513.la) Acr= 0.85 fc Am =A-2Af-A„ = ty, = 0.23 8.5 in 0.09 h =to -^hr -*-d = Atotal = Actr *A= 16.1 Af= 2.47 in' tf = 0.38 in 18.5 in, (total height) yb = A E fl ^ for A,oial^2A C 7C^ (cont'd) tf ).5 Atotal- bf Atotal-Af—0.5 A fill , , _/ , , \ — for Atoial>2[Acr+Af) ^_0.5Ato,al Acr Ato,a,^2{Acr+Af) bf 14.6 in, (plastic neutral axis to bottom) y = 0.^[tQ+hr+yb) for Atotal^^Acir ^ 0.5,oXc/r-^-0•5</^-^(0.5^,o/o/-^crr)(''-''->•6) ft 0.5.4/0/0/ for Atofal^2{Actr+Af) thus ^^tQAfotal+Af(tO+hr+t/)-^0.5^ f,ll{t0-^hr+2t fyr„{d-yi,-t f)[h-0.5d-0.5y^+0.5t f)+t^[yi,-r f)[o.5yi,-i-0.5i f) y = Zfr = 0.5 y Atotal 0.5^/0/0/ 10.4 in, (moment ami betiween centroid of tensile force and the resultent compressive force.) 3 for Atotal>^(Actr+Af) 84 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN " = = 13.01 Ec , (ACI 318-05 8.5.1) Aar= bto/n= 12.7 in ^„,(c/-l-/;^-l-0.5/o)+0.5.4c^ yb Acr+A = 12.5 in, (elastic neuti^al axis fo bottom) Itr = Ix + A{yb-0.5df + + Actr{0-5to+hr+d-ybf = 723 Ilr yb 58 in^, referred to steel bottom. S, -• (rf-H/ir-H/o-J'ft) 121 in , referred to txjncrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MDL ^LL = 25.3 ft-kips < M„/Ob= Ztr Fy/Ob = Where Ob = 167 (AISC 360-0513.2a) 3.76(E/Fy)'' 90.55 > h/ty. Cantilever Top: Mmm = 0 ft-kips < M„ / Ot, = where Ob = 167 (AISC 360-0513.2b) ib =MAX(X3 , L2) = 0.00 ft ip= 1.76ry(E/Fy,)"= 5.31 ft E 209.5 ft-kips, (AISC 360 13.2a) 53.04 92.8 ft-kips, (AISC 360 13.2b) Lr = 1.95rr5 0-7 Fy^l Sxho 155.0 ft-kips •^^ I,, j,,6.76| 14.89 ft Fcr = CbTt^E 14-0.078. Jc ( Lb^ Sxhoyrts, #DIV/0! ksi [Satisfactory] [Satisfactory] Mn = '-ts=[(lyCj'''/Sx]'"= 1.75 "y G J C„ c = 1.00 17 11200 0.3 606 ho = d - tf = 11.82 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1.50 37 Mp = 155 ft-kips, for i b @ [0,Z.p] MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (Lr - Lp)], Mp} = N/A ft-kips, forib @ (f-p.irJ MIN(FcrSx,Mp) = N/A ft-kips, forib @ (Lr, Larger) Shear: !/„ 6.00 kips < V„/ny = 0.6FyAwCy/Clv-- 53.946 (AISC 360-05 G2.1b) (kyE/Fy)"== 53.852 where 2.24 (E/Fy )''^-. ky= 5 lO.S _ CHECK SHEAR CONNECTOR CAPACITY Mmax= 19.5 ft-kips < M„ / Ob=Zx Fy / Ob = 92.8 Wfhere Ob= 167 (AISC 360-05 Fl & F2-1) (cont'd) 50.407 kips, (AISC 360-05 13.1b) ' [Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) ft-kips <= No Shear Stud Required Cf = MIN (0.85 fc'Ac , FyAs) = Seff = MinlMmax /(0 66 Fy) , S,r; = 382.5 kips, (AISC 360-05 C-13.1) 7 in', refered to steel bottom. V' = MAX Seff-Ss St,—Ss ,0.25 Cf= 441.77 kips, (AISC 360-05 C-13-4) Q„ = MIN [0.5 Asc (fc'Ec)"' .RgRpAscF u]^ 15.37 kips, (AISC 360-05 I3.2d.3) where w^ = 115 pcf Ec=^c" 33 (fc')"' 2229.1 ksi Asc -0.44 in' Fo = 58 ksi ^9 = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) XQ„ =Q„ NrXf/s = 99.932 kips < [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Selfweight L = Lf = 13.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips W( =WDI.,J = 0.09 klf W2 = Wi}i_2 = 0.09 klf AEnd 3EI 24EI 24 EI 0.00 in, downvrard perpendicular to beam. AMid — • PaL^ , SwiZ,'* 16EI 3S4EI 32EI 0.01 in, downward perpendicular at middle of beam. M max 1.8 ft-kips < Mn / Ob =Zx Fy / Ob = 92.8 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wij_f = 0.70 klf W2 = Wit.,2 = 0.00 klf /„«•= 469 in* (AISC 360-05 C-13-3) AEnd • Auid — Pa^(L-ha) w.L^a w,a^ {4L-i-3a) 3EI 24EI ^ 24EI — 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ ^ 5iv,L w,L^a^ \6EUff 3i4Eleff 32£:/e^ = 0.02 in, downward. < L,/360 = 0.43 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering S Consuiting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anaheim,CA,92807 .r-.-.^- Phone: (714) 777-77001 Fax: (714) 777-7773 OLItN 1 inlandengineering@sbcglobal,net JOB NO, NCCC PAGE Timless DESIGN BY 101585 DATE: REVIEW BY 7B FBM. 19 Composite Beam Design witli Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs. If ribs spacing I 12" o. c, the minimum c»mposte beam capacity is from 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W3-6 1/4" LW Ad U Sx Zx 8.79 12.3 238 38.6 43.1 BEAM SPAN L,= 13 ft CANTILEVER (0 = no cantilever) /•2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 24 ft, o.c. SUPERIMPOSED LOAD, ASD Ws.1 = 130.00 lbs / ft' Ws,2 = 0.00 lbs/ft' CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <!> = 3/4 in STUDS SPACING 1 row@ 12 in o.c. l-_- t I_ J 1 1 1-- . .1.. ^-J I L._ I I J (Total Studs 14 ) THE BEAM DESIGN IS ADEQUATE. / 7^y ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS ivi = Ws\-^Wy,t- 130 + ( 43.50 + 1.25 ) = 174.75 lbs/ft' = 4.19 kips / ft (totel gravity loads on span beam) = Ws,2-^ w^= 0 •^( 43.50 + 1.25 ) = 44.75 lbs/ft' 1.07 kips / ft (uniform gravity loads on cantilever) P= 0 kips A", = 6.50 ft «1 = 27.26 kips X2 = 6.50 ft R2 = 27.26 kips X3 = 0.00 ft i^max ~ 27.26 kips, at Rl right. max = 88.6 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 3.25 In > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) fir = 3 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) ((i = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. 1.b) Hs = /Jr + 1.5 = 4.5 in < hr*to - 0.5 = 5.75 in [Satisfactory] (AISC I3.2c.1.b) •V = 12 in o.c. < MAX[8(hr-Ho) ,36;= 50 in o.c. [Satisfactory] > 4 (tl = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4, B) = 39 in, (AISC 360-05 13.1a) h = to-l-h r + d = 18.6 in, (total height) Actr= 0.85fc'bto /Fy = 6.5 in' Atotal = ActrA = 15.3 in AfH =A-2Af-Ay, = 0.08 in' A,= 2.87 in 0.26 0.44 in yb AF ^ for A,„,al^2Ac,r 71 1 (cont'd) ^_0.5^,„,., Acr A,o,al<2{Acr + A,) bf , Aloial—A/ —0.5 A fill ^ , \ //+ ^ — for A,o,al>2(Acr+Af) 12.1 in, (plastic neutral axis to bottom) 0.i(lO->-hr-^yb) for Afotal^'^ A ctr O.SiQActr+^.5dA+(0.5 Afotal-A, ^•^A/otal 0^t0Atotal + Af(t0->-hr+t/)+0.5^ fill{l0+hr+2l f)+t^[d-yj,-tf){h-0.5d-0.5yi,+0.5t/)-^f w,(>'f,-f/)(o.5y^-i-0.5/f) ^ 0.Sl0Actr+<>-5dA-^(0.5Afotal-Acir){''-''-yb) , „/ TT- for Atotal^AActr^Af 0.5/1/0/0/ thus, y = 11.0 in, (moment arm between centroid of tensile force and the resultant compressive force.) Z,r = 0.5yA,o,a/= 84 in^ DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E n = = 13.01 , (ACI 318-05 8.5.1) Ec for Atotal>'2(Actr->-Af) Actr = bto/n-. 9.7 in yh ^ Ac,id+hr+0.5io)+0.5Ad ^ g in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yh-0.5df + + Actr{0-5to+hr+d-ybf = 783 Str = 66 in^, referred to steel bottom. yb S,= (d-i-ftr-i-to-yi,) 116 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Zx) MQL Mi_f = 1100 ft-kips < Mn/Ob=ZtrFy/Ob = where Ob = 167 (AISC 360-0513,2a) 209,0 ft-kips, (AISC 360 13,2a) 1.67 (AISC 360-05 13,2a) 3.76(E/Fy j"^ = 90.55 > h/t„= 47.31 107.5 ft-kips, (AISC 360 13.2b) Cantilever Top: Mmin - 0 ft-kips < M„ / Ob = where Ob = 1.67 (AISC 360-05 13.2b) ib =MAX(X3 , L2)= 0.00 ft ip= 1.76ry(E/Fy,)°'= 5.37 ft [Satisfactory] [Satisfactory] i, = ..95.,^./^ jl.j,.6.76f Wp = FyZx = 0.7Fy^l Sxho 179,6 ft-kips E Jc 15.60 ft Jc ( Lh Fcr = ^M0.07S , ll^] V Sxho[,rts rts rt,=l{\yCj'lSxf^= 1,77 c = 1,00 ho = d - tf = 11,86 in Cb= 1,30 , (AISC 360-05 Fl) #DIV/0! ksi ly G J C„ 20 11200 0,457 719 1,52 43 Mr, Mp MlN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lb - Lp) / (Lr - Lp)], Mp) MIN(Fcr Sx , Mp) 179.58 ft-kips, for i p @ [0 , i p] N/A ft-kips, forib @(f-p, if] N/A ft-kips, for i b @ (f- r. Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: Vmax = 27.26 kips where 2.24 (E/Fy )"^ • ky = 5 (kyE/Fy)"' = V„lav = 0.6Fv/4„.Cv/av = 57.449 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mmax Where Ob 88.6 ft-kips Mn / Ob = Zx Fy / Ob = 107.5 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl &F2-1) Cf =MIN(085fc'Ac , FyAs) = S eir = MinlMmax/(0.66 Fy),S,r] V' = MAX Seff-Ss ,0.25 S,r-S. Qn = MIN [0.5 Asc (fc'Ec)"" .RgRpAscF u] 323.21 kips, (AISC 360-05 C-13,1) = 32 in', refered to steel bottom, C f = 80,803 kips, (AISC 360-05 C-13-4) 18,06 kips, (AISC 360-05 I3,2d.3) Wc = 115 pcf Ec=^c" 33 2229.1 ksi Asc = 0.44 in' Fu = 58 ksi «g = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.75 (AISC 360-05 Table 13.2b.3) NrX, /S = 117.41 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf = 13.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips Wf = woL.t = 0.81 klf W2 = W[)L,2 = 0.81 klf [Satisfactory] Pa-(L-h a) w.L^a w,a^(4Z, 4-3a) Ai;nd = ZTTT, :rT7rr + TTTT;^ = 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. ^'•'^ \6EI 3S4EI 32EI CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_if = 3.12 klf W2 = Wi_i2 = 0.00 klf /..= 567 in* (AISC 360-05 C-13-3) 0.07 in, downward perpendicular at middle of beam. 107.5 ft-kips [Satisfactory] A n„d = Pa-jL + a) w,c^a w,a^ (4L-h 3a) 3EI 24EI 2AEI 0.00 in, downward. 2i2 /240= 0.00 in [Satisfactory] AA/,rf = 16£/„^ 384£/^/; 32El^ff = 0.09 in, downward. < Lf/360= 0.43 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anafieim, CA92807 |r;|,,x Phone: (714) 777-7700 | Fax: (714) 777-7773 OLItN 1 inlandengineering@sbc:globat,net JOB NO, NCCC PAGE Timless DESIGN BY 101585 DATE: REVIEW BY F BM, 20 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing 12" 0, c, the minimum composte beam capacity is from / / 2 rows @ 12" o,c,, not one row @ 8,57" o.c. L* • INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W3-6 1/4"LW :> Ad 1, S, Zx 8.79 12.3 238 38 6 43.1 BEAM SPAN L,= 22 ft CANTILEVER (0 = no cantilever) /-: = 0 ft BEAM SPACING (TRIB. WIDTH) H = 9 ft, o.c. SUPERIMPOSED LOAD, ASD ^S.1 = 130.00 lbs/ft' 1*5,2 = 0.00 lbs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Total Studs 22) 1 r „ I I J i_ 1— / / THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS IV, =Wsi-HV^ = 130 + ( 43.50 + 3.32 ) = 176.82 lbs/ft' = 1.59 kips / ft (totel gravity loads on span beam) W2 = Ws,2-^Wy,t = 0 •>•( 43.50 + 3.32 ) = 46.82 lbs/ft' = 0.42 kips / ft (uniform gravity loads on cantilever) P = 0 kips X^ = 11.00 ft R, = 17.51 kips X2 = 11.00 ft R2 = 17.51 kips ^3 = 0.00 ft i'^max ~ 17.51 kips, at Rl right. Wmax = 96.3 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 3.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 3 in < 3 in [Satisfactory] (AISC 360-05 13.2c. l a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = hr -t- 1.5 = 4.5 in < hr-H 0-0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAX[8(hr-<-to),36]= 50 in o.c. [Satisfactory] > 4 i|) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4,B)= 66 in, (AISC 360-05 13,1a) Actr= 0.85fc'bto/Fy = Afiti =A-2Af-Ay, = 0,08 ty, = 0,26 in 10,9 in h = fo -^ /Jr d = Atotal =Acir->-A = Af = 2,87 in ff = 0,44 in 18,6 in, (total height) 19.7 in' yb AF, for Aiotal^^Acr 12^ (cont'd) tf 0.85/^ '>.5Atoiar bf Atotal—A f-^ .5 A fill J 0.5Atotal—Acr . ^-,( . , > \ " ^ Jor Ainlal^2yActr+ Af) 15,9 in, (plastic neutral axis to bottom) for 2{Acr+Af) 0.5(/o•l-/Ir^-Ji) for Atotal^'^Aar ^ 0.5/o/lc/r-^0.5'^^-^(0.5.4,o,o/-/fc/r)(''-<^->i) ^ , ^ y = I'' TT- for Atotal^AActr+Af) 0 ^Atotal ^ ' ' 0.5fO/^/o/fl/-l-.4/(fO-^'>,-^^/)-^0.5.4f,u{tQ+hr+2tfYt„[d-yb-tf)[h-0.5d-0.Sy^+().5tf)+tJyb-t/)(o.5y(,-1-0.5/ A h — for Atotal>'^[Aclr+Af] ^•^ Atotal ^ ^' thus, y = 11.1 in, (moment arm between centroid of tensile force and the resultant compressive force.) Z,r=0.5yA,o,a;= 109 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E " = = 13.01 , (ACI 318-05 8.5.1) Ec Actr - bto/n-16.5 in yh Acr{d+hr+0-5to)+0.5Ad _ ^ Acr+A 3.2 in, (elastic neutral axis to bottom) 2 Ilr = Ix + A{yi,-0.5df + ^^ + Actr{0.5to-i-hr+d-yhf= 918 in Sir = 70 in , referred to steel bottom. yb (d->-hr-^-to-yh) 171 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Zx) MDLMLL 135.5 ft-kips < M„/Ob= Zfr Fy/ Ob = where /2b = 1.67 (AISC 360-0513.2a) 3.76(E/Fy)'' 90.55 > h/fy Cantilever Top: M min where On = 0 ft-kips < Mn / Ob = 1.67 (AISC 360-05 13.2b) ib = MAX(X3 ,L2)= 0.00 ft ip= 1.76ry(E/Fy,)"= 5.37 ft E rjr 273.1 ft-kips, (AISC 360 13.2a) 47.31 107.5 ft-kips, (AISC 360 13.2b) Lr = \-95rts Q-lFySjSxho 179.6 ft-kips l-i-Jl-i-6.76 0.7; ySxho E Jc 15.60 ft Err — Cb^^E cr - , \ 2 Lt rts 1-1-0,078 Jc Lb Sxhoyrts, #DlV/0! ksi '•ts=[(lyCJ°'/Sx]°-'= 1,77 c- = 1,00 ho = d - tf = 11,86 in Cb= 1.30 , (AISC 360-05 Fl) ly G J C^ 20 11200 0.457 719 1.52 43 [Satisfactory] [Satisfactory] Mp MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (Lr - Lp)], Mp} MlN(F„Sx,Mp) 179.58 ft-kips, for ib @ [0 , ip] N/A ft-kips, for i b @ (L p , /- rl N/A ft-kips, for i b @ (L r, Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: V^ax = 17 51 kips V„/(nv=0.6FyA^,C^,/Civ 57,449 kips, (AISC 360-05 13,1b) (cont'd) [Satisfactory] where 2.24 (E/Fy )"^ = 53.946 (kyE/Fy)" (AISC 360-05 G2.1b) 53.852 C^ = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 GI) Mmax where Ob 96.3 ft-kips Mn/ Ob = Zx Fy / Ob = 107.5 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl &F2-1) Cf = MIN(0.85fc'Ac , FyAs) = S ef, = Min[ Mmax/(0.66 Fy), Str] I" = MAX Seff-Ss Sir—Ss ,0.25 439.5 kips, (AISC 360-05 C-13,1) = 35 in^, refered to steel bottom. Cf= 109.88 kips, (AISC 360-05 C-13-4) Qr, =MIN[0.5Asc (fc'Ec) . RgRpAscFu] = 18.06 kips, (AISC 360-05 13.2d.3) Wc = 115 pcf Ec=-'c'' 33 (fc)"' 2229.1 ksi ^SC ~ 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Tabte I3.2b.3) NrXf /S = 198.7 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf = 22.00ft a = i2 = 0.00 ft P = PDL = 0.00 kips w, = WDL.J = 0.32 klf W2 = WDI2 = 0.32 klf AEnd - AMid '• Pa^{L + a) w,L?a w,a^{4L-\-3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. \6EI 3S4EI 32EI 0.24 in, downward perpendicular at middle of beam. M max 19.1 ft-kips Mn/Ob= Zx Fy/ Ob= 107.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = Wi_i_f = 1.17 klf W2 = w^^ 2 = 0.00 klf ;.,= 695 in* (AISC 360-05 C-13-3) AlZnd = Pa-{L-i-a) M,,L^a w,_a^{AL + 3a) 3EI 24E1 2AEI 0.00 in, downward. 2L2 /240= 0.00 in [Satisfactory] i^MId -PoL^ ^ 5w,i* 16£/^^ 384£/^^; 2.2El^ff_ = 0.23 in, downward, < L,/360 = 0.73 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construc:tion, March 9, 2005. o Second Floor Framing TIMELESS ARCHITECTURE E, WMQoucrnN, nwuoMiM, on MUU IY r MtTHOe, IN WWOLI M MT, wmOUT THK • flCII-ICATIOHI RIUAIH WITH TIOI TO THI FUM ^ cc*wcT WITH THW PUM MS iMcmcwaxi iwu. caNtrmrri raw MOI MDMOI OF THI MciPiANci OF THiu MtTnioTiONi. THIS B»llMI!*»H«mf" North Coad Calvary Chapel Chapel Building 1330 Polnaatllo Lone Cartibad, CA 92011 PH760,929,00» UWI WmW. UihWUIHi>ng~' second Floor Framing Pkin D^E SUBJECT NCCC SHEET NO. CHKD. JOB NO. 101585 Lateral Design WIND: (Basic Method) -^Af^S^t— V 85 1 1.15 Kzt 1 Kd 0.85 Kz 0.94 External Pressure Coefficient, GCpf Roof Angle, 9 14 GCpf (windward) 0.75 GCpf (leeward) 0.6 'al Pressure Coefficient, GO, pi GC pi ± 0.18 qh = 0.00256 * Kz* Kzt* Kd * * 1 = 17.00 p = qh*(GCpf-GCpi) = 26.00 H = ha / 2 + h4 = 19.5 Wind Load = P*H 507.05 A = Variable = 20 B = Variable = 10 SUBJECT CHKD. NCCC SHEET NO. JOB NO. 2^ 101585 Lateral Design WIND: (Basic IWethod) ( ^oor) ^) V 85 1 1 Kzt 1 Kd 0.85 Kz(0-15) 0.85 Kz (20-25) 0.94 External Pressure Coefficient, GCpf Roof Angle, 9 14 GCpf (windward) 0.75 GCpf (leeward) 0.6 m I GC al Pressure Coefficient, GC, 0.18 Qh(0-15) -0.00256* Kz*Kz,*Kt,*V^*l = 13.36 C|h (20-25) = 0.00256* Kz*Kzt*Kd*V^*l = 14.78 P(0-15) = Ph (0-15) * (GCpf - GCpj) = 20.45 P (20-25) ~ Ph (20-25) * (GCpf - GCpj) = 22.61 HpLR = hi/2 + h2 + h3/2 = 12.25 HRF = hg / 2 + tl4 = 10.25 Wind Load, RF = PRF * HRF 231.76 Wind Load, FLR = PpLR * HpLR 250.46 A = Variable = 20 B = Variable = 10 DATE SUBJECT nccc SHEET NO. 17 101585 • CHKD. JOB NO. 17 101585 Lateral Design £ci>^5 fn^mr^^ WIND: (Basic Method) V 85 1 1 Kzt 1 Kd 0.85 Kz 0.94 External Pressure Coefficient, GCpf Roof Angle, 9 14 GCpf (windward) 0.75 GCpf (leeward) 0 qh = 0.00256 * Kz * Kzt * Kd * V^ * 1 = 14.78 P = qh*(GCpf-GCpi) = 13.74 H = ha / 2 + h4 = 10.25 Wind Load = P*H ( _ 14087 ^ A = Variable = "'20^'" B = Variable = 10 lal Pressure Coefficient, GC, GC, pi pi 0.18 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Spectral Response Accelerations Ss and SI Ss and SI = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 1.220 (Ss, Site Class B) 1.0 0.460 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1.012 ,Fv = 1.54 Period Sa (sec) (g) 0.2 1.234 (SMs, Site Class D) 1.0 0.709 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.012 ,Fv = 1.54 Period Sa (sec) (g) 0.2 0.823 (SDs, Site Class D) 1.0 0.472 (SDI, Site Class D) INLAND ENGINEERING J^E SUBJECT NCCC SHEET NO. 3^ CHKD. JOB NO. 101585 SEISMIC-CHAPEL Location: CARLSBAD Ss = 1.22 SDl c. ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0.3 1.4 Site Class: D Fv = 1.54 0.2 1.5 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/IT(R/l)] ForT<TL Seismic Modification Factor (R) 1.5 SDs=(2/3)(SMs) 0.82 Csmax = (SD, *TL)/[T2(R/I)] ForT>TL Redundancy Factor (p) 1.3 SD, = (2/3) (SMi) 0.472266667 Cs min = MIN (0.01 . 0.5 * Si / (R / 1)) SDi/[T(R/l)] 1.0965 Cu = 1.4 (SDI*TU)/[T2(R/I)] 24.4398 T =T3*Cu 0.3589 0.5 *Si / (R/l) 0.19 TL = 8 Csmax ~ 1.0965 SDs / (R /1) 0.686 Cs min ~ 0.0100 Cy^ = 0.02 Cs =(.686/1.4) 0.490 X = 0.75 V =Cs*W hn ="7^ ^ 30 Ta=CT(hn)'' 0.2564 INLAND ENGINEERING SUBJECT NCCC SHEET NO. CJ Q 9 CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall m. X Wall HT.) Wall (2nd Fir) 14.00 22.00 0.00 0.00 308 Wall (1st Fir) 0.00 0.00 000 0.00 0 Level X DL DEPTH, "d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 65 1690 Floor 0 0 0 Level X Cs ZWx V,(= CsXWx) Roof 0.490 1998 978.9 Floor 0.490 0 0.0 Shear Distribution: 0" Level X W(=VJ H WxH F(PLF) Roof 978.89 14 00 13704 50 978.89 Floor 0.00 28.00 0.00 0.00 978.89 13704.50 SHORT Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) Z(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 22.00 0.00 0.00 308 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Level X DL PSF DEPTH "d" ft Wx (PLF.) DL x TRIB. "L" Roof 26 46 1196 Floor 0 0 0 Level X Cs v,(= Csxw,) Roof 0.490 1504 736.9 Floor 0.490 0 0.0 Shear Distribution: Level X W(=VJ H F (PLF) 736.86 14.00 10316 10 736.86 Floor 0.00 28.00 0.00 0.00 736.86 10316.10 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. C:f f JOB NO. 101585 • CHKD. SHEET NO. C:f f JOB NO. 101585 WRF = i 978.89 ARF = 40 BRF -j 64 WFLR = 0.00 AFLR = 0 BpLR -0 MAX. DIAPHRF = V= (WRF*ARP) / (2*BRF) = 305.90 USE: 1^* f^-mo wi l^-^^GK.: <S ^^^'^ WM^S CHORD Force RF = (WRF*A^RF) / (8*BRF) = 3059.04 USE: t^6f^^ ^ ET^ /e <.p^^a^ \0 :1 NLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. f lisL It 1. & •.'-Si •: ^1 r" CANT. STEEL COL. DESIGN CBC 2007 PDL PLL QE=FS/COI. no 8000 6000 3263 > i 2 7842.8 € M = € X QE SR = Mx12/(FbXl.33) P SDS 21 68523 22.400 23442.8 0.823 En, = Qo QE + 0.2SDS PDL = 7842.8 (fa / Fa + fb / Fb) < 1.2 = Oo QE - 0.2SDS PQL = 5209.2 P=1.2PDL + PLL+Em= 23442.8 P = 0.9 PDL - = -642.8 A . • S r -K K€/r 18.4 54.2 3.83 2.1 $138.17 fa=P/A Fa fb=Mx12/S Fb fa/Fa + fb/Fb 1274 8000 15171 27600 0.709 A=[QEx(12€r]/{3xExI) 2.21 AALLOW=0.02X(€X12) 5.04 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^^2807 ^^^oleFooting Embedded In Soil Description : FT. AT CANT. COLS. General Information Pole Footing Shape Rectangular Footing Width 36.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psf Title; Dsgnr: Project Desc: Project Notes: ?3 File: C:\Documenls and SetSngstehawn nikjoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 k ENERCALC, INC. 1983-2010, Ven 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Code References: 2006 IBC 1805.7.2, 1997 UBC 1806.8.2.1 Controlling Values Goveming Load Combination: .fO-K).70E+H Lateral Load Moment Restraint @ Ground Surface Pressure at Depth Actual Allowable Surtace Retraint Force 2.240 k 47.040 k-ft 1,434.82 psf I, 434.82 psf II, 808.6 lbs Minimum Required D^pth 5.750 ft Soil Surface * • pa? • " ' ' ' " "Restraint - Si> 'if. Footing Base Area Maximum Soil Pressure ' Applied Loads 9.0 r2 1.556 ksf Assumes'footing is Square Footing Wi3fh = 3'-0" Lateral Concentrated Load 0: Dead Load Lr: Roof Live L: Live S:Snow W: Wind E: Earthquake 3.20 H: Lateral Earth Load distance above Base 21.0 Load Combination Results Lateral Distributed Load k/ft k/ft k/ft k/ft k/ft k/tt k/ft TOP of Load above ground tt BOTTOM of Load above ground ft Applied Moment k-« k-ft k-ft k-ft k-ft k-ft k-ft Vertical Load 8.0 k 6.0 k k k k k k Forces® Ground Surfaoe Required Pressure at Depth Load Combination Loads-(k) Moments - (ft-k) Depth-(ft) Actual-(psf) Allow - (psf) +D 0.0 0^0 ai3 0.0 0.0 -HD-M-r-m 0.0 0.0 0.13 0.0 0.0 -HD+0.750Lr-K).750L+H 0.0 0.0 0.13 0.0 0.0 -KD-K).70E-HH 2.2 47.0 5.75 1,434.8 1,434.8 +D-f{).750Lr4{).750L-tO.750W-+l 0.0 0.0 0.13 0.0 0.0 -HD-K).750Lr+0.750L-K).5250E+H 1.7 35.3 5.25 1,303.6 1,303.6 -^O-^0.750L-^).750S+0.5250E+H 1.7 35.3 5.25 1,303.6 1,303.6 -fO.60D-K).7OE-+l 2.2 47.0 5.75 1,434.8 1,434.8 INLAND ENGINEERING DATE SUBJECT ^JtiL.. SHEET NO. ^ ^ BY CHKD. JOB NO. 0/ a J i"" A ^5^7. ( u^o^^^, b-^nB) 5, m^. .8 1 r-) V V 4t /4»u ^ 3a>)^ Ar irz-i. ' 3.^ .Y A, 1.75k -1.564k/f 1.75k 12.2k mm 2^ wm mm -188.2 n^l 195.1 /l'9.2 175.9 '4* Loads: LOI, DL+LL+EL Results for LC 1, DL+LL+EL ^5 ^'^^C— Inland Engineering, Inc. nccc SK-1 SN nccc Nov 23, 2010 at 6:59 PM 101585 nccc nccc-101585-MOM. FRAME AT BA... Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By: Global Display Sections for Memtier Calcs 5 Max Intemal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Lat)el HR STL Efksi] 29000 G[ksi] Nu 11154 .3 Ttierm(\1E5F) Densityfk/ft^SI .65 Yieldfksil .49 36 Hot Rolled Steel Section Sets _LafeeL SEC1 Shape W24X104 Type Beam Wide Flanqe Design List Material Design Rules HR STL Typical A[in2] 30.6 (90.270) p... I (0.180) [in4] 259 3100 sec2 HSS10X10X8 Column Wide Flange HR STL Typical 17.178 255.946 255.946 SEC3 W14X90 Column Wide Flange HR STL Typical 26.5 362 999 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Design List Material Desiqn Rules 1 Ml Nl N2 SECS Column Wide Fla... HR STL Tvoical 2 M2 N2 N3 SEC1 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC3 Column Wide Fla... HR STL Tvoical 4 M4 N2 N5 sec2 Column Wide Fla... HR STL Typical 5 M5 N3 N6 1 sec2 Column Wide Fla... HR STL Tvoical Joint Coordinates and Temperatures Lat}el Xfftl Yrftl Temo rn 1 Nl 0 0 0 2 N2 0 10 0 3 N3 40 10 0 4 N4 40 0 0 5 N5 0 21 0 6 N6 40 21 0 Joint Boundarv Conditions Joint Label Xfk/inl Yfkfinl RotaUonlk-fl/radl Footinq 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\...\...\JOBS-10\church\nccc-101585-MOM. FRAME AT BALC0NY.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Checked Job Number : 101585 nccc Checked Hot Rolled Steel Desian Parameters 1 Ml SEC3 10 Lateral 2 M2 SEC1 40 Lateral 3 M3 SECS 10 Lateral 4 M4 sec2 11 Lateral 5 M5 sec2 11 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Ttiickness[in] No Data to Print.. Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M Direction Maqnitude[(k.k-ft). (in.rad). (k*s'^2/ft.. 1 N2 L X 12.2 2 N5 L X 1.75 3 N6 L X 1.75 No Data to Print Member Distributed Loads (BLC 2: DL) Member Label Direction Start Maqnitude[k/ft.d..£nd Magnitude[k/ft.d... Start Location[ft.%] End Location[ft.%l M2 .664 -.664 0 40 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft.d..£nd Magnitude[k/ft.d... Start Locationfft.%] End Location[ft.%] M2 Y -.9 0 40 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 3 2 DL DL -1 1 3 LL LL 1 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor IDL+LL+EL I Yes I Y I I EL! 1 I DL I 1 I LL I 1 I I I I i I I I I I I Joint Deflections (By Combination) LC „ Joint Label Xfinl Yfinl Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .094 -.005 -2.945e-S 3 1 N3 .08 -.006 1.879e-3 4 1 N4 0 0 0 5 1 N5 .666 -.005 -5.002e-3 6 1 N6 .015 -.006 -1.748e-4 RISA-2D Version 9.1.0 [S:\...\...\JOBS-10\church\nccc-101585-MOM. FRAME AT BALC0NY.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 Checked By:_ Joint Reactions LC Joint Label xrkl Yfkl MZ fk-ftl 1 1 Nl 11.871 32.508 .104 2 1 N4 -27.571 37.306 100.25 3 1 Totals: -15.7 69.814 4 1 COG (ft): X: 20 Y: 9.972 Member Section Forces LC Memt>er Label Sec Axialfkl Shearfkl MomentFk-ft] 1 1 Ml 1 32.508 -11.831 .104 2 2 32.283 -11.831 29.681 3 3 32.057 -11.831 59.258 4 4 31.832 -11.831 88.835 5 5 31.606 -11.831 118.412 6 1 M2 1 25.821 30.963 99.138 7 2 25.821 14.282 -127.09 8 3 25.821 -2.399 -186.505 9 4 25.821 -19.08 -79.108 10 5 25.821 -35.762 195.102 11 1 M3 1 36.405 27.61 175.854 12 2 36.63 27.61 106.828 13 3 36.856 27.61 37.802 14 4 37.081 27.61 -31.224 15 5 37.306 27.61 -100.25 16 1 M4 1 .643 1.752 19.275 17 2 .482 1.752 14.456 18 3 .321 1.752 9.637 19 4 .161 1.752 4.819 20 5 0 1.752 0 21 1 M5 1 .643 1.75 19.247 22 2 .482 1.75 14.435 23 3 .321 1.75 9.624 24 4 .161 1.75 4.812 25 5 0 1.75 0 Member Section Stresses LC Member Label Sec Axialfksi] Shearfksil Top Bending[ksi] Bot Bendinarksi] 1 1 Ml 1 1.227 -1.918 -.009 .009 2 2 1.218 -1.918 -2.499 2.499 3 3 1.21 -1.918 -4.99 4.99 4 4 1.201 -1.918 -7.48 7.48 5 5 1.193 -1.918 -9.971 9.971 6 1 M2 1 .844 2.574 -4.617 4.617 7 2 .844 1.187 5.918 -5.918 8 3 .844 -.199 8.685 -8.685 9 4 .844 -1.586 3.684 -3.684 10 5 .844 -2.973 -9.085 9.085 11 1 M3 1 1.374 4.476 -14.808 14.808 12 2 1.382 4.476 -8.995 8.995 13 3 1.391 4.476 -3.183 3.183 14 4 1.399 4.476 2.629 -2.629 15 5 1.408 4.476 8.441 -8.441 16 1 M4 1 .037 .188 -4.518 4.518 17 2 .028 .188 -3.389 3.389 18 3 .019 .188 -2.259 2.259 19 4 .009 .188 -1.13 1.13 RISA-2D Version 9.1.0 [S:\...V..\JOBS-10\church\nccc-101585-MOM. FRAME AT BALCONY.r2d Pages Company Designer Job Number Inland Engineering, Inc. SN 101585 Checked By:!l!l Member Section Stresses (Continued) LC Memt}er Label Sec Axialfksil Shearfksil TOD Bendinafksil Bot Bendinafksil 20 5 0 .188 0 0 21 1 M5 1 .037 .188 -4.512 4.512 22 2 .028 .188 -3.384 3.384 23 3 .019 .188 -2.256 2.256 24 4 .009 .188 -1.128 1.128 25 5 0 .188 0 0 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.001 .004 NC 3 3 -.003 -.003 NC 4 4 -.004 -.032 3759.828 5 5 -.005 -.094 1275.416 6 1 M2 1 .094 -.005 NC 7 2 .091 -.366 1331.882 8 3 .087 -.509 953.857 9 4 .084 -.32 1527.308 10 5 .08 -.006 NC 11 1 M3 1 .006 .08 NC 12 2 .004 .094 3528.969 13 3 .003 .068 4257.678 14 4 .001 .028 NC 15 5 0 0 NC 16 1 M4 1 -.005 -.094 NC 17 2 -.005 -.207 1164.002 18 3 -.005 -.346 523.28 19 4 -.005 -.502 323.47 20 5 -.005 -.666 230.616 21 1 M5 1 -.006 -.08 2040.249 22 2 -.006 -.034 6994.279 23 3 -.006 -.014 NC 24 4 -.006 -.01 NC 25 5 -.006 -.015 NC Member AISC 13th ASD Steel Code Checks (By Combination) 1 1 Ml W14X90 .449 10 .133 0 540.419 571.257 282.036 1.666 Hl-lb 2 1 M2 W24X104 .610 40 .206 40 168.966 659.641 365.936 1.317 Hl-lb 3 1 MS W14X90 .657 0 .311 0 540.419 571.257 282.036 2.187 Hl-lb 4 1 M4 HSS10X10X8 .178 0 .017 0 348.2 370.31 109.094 1.667 Hl-lb 5 1 M5 HSS10X10X8 .177 0 .017 0 348.2 370.31 109.094 1.667 Hl-lb RISA-2D Version 9.1.0 [S:\...\...\JOBS-10\church\nccc-101585-MOM. FRAME AT BALC0NY.r2d] Page 4 INLAND ENGINEERING SUBJECT NCCC SHEET NO. 1 £PC>-— CHKD. JOB NO. 101585 SEiSMIC-Diaph. A Location: CARLSBAD Ss = 1.22 SD, c„ ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0.3 1.4 Site Class: D Fv = 1.54 0.2 1.5 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForTsTL Seismic Modification Factor (R) 4.5 SDs =(2/3) (SMs) 0.82 Cs = (SD, * TO / [ T^ (R /1) ] For T > TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0.472266667 Cs min = MIN (0.01 , 0.5 * Si / (R /1)) SDl / [ T (R /1) ] 0.3655 Cu = 1.4 (SDI*TL)/[T^R/I)] 8.1466 T =Ta*Cu 0.3589 0.5 * Si / (R /1) 0.06 TL = 8 Csmax ~ 0.3655 SDs / (R /1) 0.229 Csmin ~ 0.0100 CT = 0.02 Cs =(-229/1.4)1.3 0.212 X = 0.75 V =Cs*W 30 i Ta=CT(h„)^ 0.2564 INLAND ENGINEERING SUBJECT NCCC SHEET NO. j # CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT.xWall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH, "d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 60 1560 Floor 69 59 4071 Level X Cs V,(= CsXW,) Roof 0 212 1854 393.6 Floor 0.212 4463 946.2 Shear Distribution: X W(=VJ H WxH F(PLF) Roof 393.61 11.00 4329.76 330.05 Floor 946.16 14.00 13246.18 1009.72 1339.77 17575.95 SHORT Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. x Wall HT.) Wall (2nd Fir) 14.00 21.00 0 00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH "d" ft Wx (PLF.) DL x TRIB. "L" Roof 26 44 1144 Floor 69 52 3588 Level X Cs T^x V,(=CsXWj Roof 0.212 1438 305.3 Floor 0.212 3980 843.8 Shear Distribution: 1149.06 15170.89 INLAND ENGINEERING DATE SUBJECT CHKD. NCCC SHEET NO. 1^2^, JOB NO. 101585 WRF = 330.05 ARF = 58 BRF -I 32 WFLR = 1009.72 AFLR = 58 BpLR -32 MAX. DIAPHRF = V= (WRF*ARF)/(2*BRF) = 299.11 USE: CHORD Force RF = (WRF*A\F) / (8*BRF) USE: 4337.03 MAX. DIAPHFLR V= (WFLR*AFLR)/(2*BFLR) = 915.06 USE: CHORD Force FLR=(WFLR*AVR)/(8*BFLR) = 13268.40 USE: INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. t a^ W CHKD. JOB NO. 101585 SEISMIC-Dlaph. B Location: CARLSBAD Ss = 1.22 SD, j C„ ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0.3 1.4 Site Class: D Fv = 1.54 0.2 1.5 Occupancy Category III SMs=(Fa)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDl/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs=(2/3)(SMs) 0.82 Csmax = (SDi*TJ/[T'(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0.472266667 Csmin = MIN (0.01 , 0.5 * Si / (R/l)) SDl / [ T (R /1) ] 0.3655 Cu = 1.4 (SDI*TL)/[T^(R/I)] 8.1466 T =T3*C„ 0.3589 0.5 * Si / (R /1) 0.06 TL = 8 Csmax ~ 0.3655 SDs / (R /1) 0.229 Cs min ~ 0.0100 CT = 0.02 Cs =(.229/1.4)1.3 0.212 X = 0.75 V =Cs*W hn =' 30 Ta=CT(hn)'< 0.2564 INLAND ENGINEERING ^^E SUBJECT CHKD. NCCC SHEET NO. / JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) X(Wall WT.xWall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL DEPTH, "d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 39 1014 Floor 69 39 2691 Level X Cs V,(= CsXWx) Roof 0.212 1308 277.7 Floor 0.212 3083 653.6 Shear Distribution: Level X W(=VJ H WxH F(PLF) Roof 277.70 11.00 3054.66 233.08 Floor 653.60 14.00 9150.34 698.21 931.29 12205.00 SHORT Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. x Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH "d" ft Wx (PLF.) DL x TRIB. "L" Roof 26 25 650 Floor 69 25 1725 Level X Cs v^(=csxwj Roof 0.212 944 200.4 Floor 0.212 2117 448.8 Shear Distribution: Level X W (=Vx) H F(PLF) 1 l^H Roof 200.42 11.00 2204.58 168.62 1 Floor 448.80 14.00 6283.26 480.60 1 649.22 8487.84 INLAND ENGINEERING DATE SUBJECT CHKD. NCCC SHEET NO. I D iT JOB NO. 101585 WRF - 233.08 ARF = 35 BRF -24 WFLR = 698.21 AFLR = 35 BFLR -24 MAX. DIAPHRF = V= (WRF*ARF) / (2*BRF) = 169.96 USE: CHORD Force RF = (WRF*A RF) / (8*BRF) = 1487.12 USE: MAX. DIAPHFLR V= (WFLR*AFLR)/(2*BFLR) = 509.11 USE: CHORD Force FLR= (WFLR*A^LR)/(8*BFLR)= 4454.72 USE: INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. 1 • CHKD. JOB NO. 101585 SEISMIC-Diaph. C Location: CARLSBAD Ss = 1.22 SD, ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0.3 1.4 Site Class: D Fv = 1.54 0.2 1.5 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs= (2/3) (SMs) 0.82 Csmax=(SDi*Ti)/[T'(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDl = (2/3) (SMi) 0.472266667 Csmin = MIN (0.01 ,0.5*Si / (R/l)) SDi / [ T (R /1) ] 0.3655 Cu = 1.4 (SDI*TL)/[T^(R/I)] 8.1466 T =T3*C, 0.3589 0.5 * Si / (R /1) 0.06 TL = 8 Csmax ~ 0.3655 SDs / (R /1) 0.229 Cs min ~ 0.0100 CT = 0.02 Cs =(.229/1.4)1.3 0.212 X = 0.75 V =Cs*W Ta=CT(hn)'' 30 0.2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. 11>7 • CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) ^(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH, "d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 34 884 Floor 69 34 2346 Level X Cs ZWx V,(=CsXWj Roof 0,212 1178 250.1 Floor 0.212 2738 580.5 Shear Distribution: Level X W(=VJ H WxH F(PLF) n Roof 250.10 11.00 2751.06 210.06 Floor 580.46 14.00 8126.38 620.49 830.55 10877.44 SHORT Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) l(y^a\\ WT. X Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 000 392 Level X DL DEPTH "d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 22 572 Floor 69 22 1518 Level X Cs T^x V^(= CsXW,) Roof 0.212 866 183.9 Floor 0.212 1910 404.9 Shear Distribution: Level X 183.86 11.00 2022.43 154 82 Floor 404.92 14.00 5668.88 433.96 588.78 7691.31 INLAND ENGINEERING DATE SUBJECT CHKD. NCCC SHEET NO. / ^ ^ JOB NO. 101585 WRF - j 210.06 ARF = 30 BRF -22 WFLR = i 620.49 AFLR = 30 BpLR -22 MAX. DIAPHRF = V= (WRF*ARF) / (2*BRF) = 143.22 USE: CHORD Force RF = (WRF*A^RF) / (8*BRF) • USE: 1074.16 MAX. DIAPHFLR V= (WFLR*AFLH)/(2*BFLR) = 423.06 USE: CHORD Force FLR= (WFLR*AW(8*BFLR) = 3172.98 USE: INLAND ENGINEERING ^TE SUBJECT NCCC SHEET NO. 1 ^ W CHKD. JOB NO. 101585 SEISMIC- \fl^rj€>uL^ Location: CARLSBAD Ss = 1.22 SD, 1 C„ ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0.3 1.4 Site Class: D Fv= 1.54 0.2 1.5 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs=(2/3)(SMs) 0.82 Csmax=(SDi*TL)/[T'(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0.472266667 Csmin = MIN (0.01 , 0.5 * Si / (R/l)) SDi/[T(R/l)] 0.3655 Cu = 1.4 (SDI*TL)/[T^(R/I)] 8.1466 T =Ta*Cu 0.3589 0.5 *Si / (R/l) 0.06 8 Cs max ~ 0.3655 SDs / (R /1) 0.229 Cs min ~ 0.0100 CT = 0.02 Cs =(.229/1.4)1.3 0.212 X = 0.75 V =Cs*W K = 30 Ta =Oj(,Kf 0.2564 INLAND ENGINEERING ^^E SUBJECT CHKD. NCCC SHEET NO. JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) X(Wall WT. x Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL DEPTH, "d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 22 572 Floor 69 22 1518 Level X ZWx V,(=CsXW^) Roof 0.212 866 183.9 Floor 0.212 1910 404.9 Shear Distribution: Level X W(=VJ WxH F(PLF) Roof 183.86 11 00 2022.43 154.82 Floor 404.92 14.00 5668.88 433.96 588.78 7691.31 SHORT Direction: Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL DEPTH "d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 18 468 Floor 69 18 1242 Level X Cs T^x v,(= Csxwj Roof 0.212 762 161.8 Floor 0.212 1634 346.4 Shear Distribution: Level X W(=VJ 161.78 11.00 1779.55 136 42 Floor 346.41 14.00 4849.71 371.77 508.19 6629.26 INLAND ENGINEERING SUBJECT nccc SHEET NO. m CHKD. JOB NO. 101585 LINE 1.(Diph. A) WsEIS 330 Li , 16 ROOF DL 420 WwiND 232 L2" 6 FLOOR DL 0 DIAPH. TRIB. WIDTH 40 L3 6 DECK DL 0 SHEAR FROM 2ND FLR 0 u 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 546 UVTERAL LOAD (F) 6600 \ HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) (28) li>< WALL UNIT WEIGHT (W) 14 UNITV(F/L) 2S5.7I USE: L MOT MR UPLIFT REMARKS 16 35828.57 46824.96 -687.27 No Uplift HDU2 6 13435.71 6584.76 1141.83 USE: HDU2 6 13435.71 6584.76 1141.83 USE: HDU2 INLAND ENGINEERING ^ATE SUBJECT nccc SHEET NO. m CHKD. JOB NO. 101585 LINE1.(Dlph. B) WsEIS 169 Li 10 ROOF DL 367 WwiND 232 L2^"" 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 35 0 DECK DL 0 SHEAR FROM 2ND FLR 0 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 .,_JPL_ 493 LATERAL LOAD (F) 4060 HEIGHT OF WALL (H) 9.5 Coefficient (a) LENGTH OF SHEAR WALLS (L) 10 WALL UNIT WEIGHT (W) 14 UNITV(F/L) 406.00 USE: '\-ii^^.''rv-":^-:^ L MOT MR UPLIFT REMARKS 10 38570.00 16515.50 2205.45 USE: HDU2 \ I V e .^... n INLAND ENGINEERING lOIATE SUBJECT nccc SHEET NO. w ^ m CHKD. JOB NO. 101585 LINE1.(0iDh. C) WsEIS 155 Li 6 ROOF DL 367 WwiND 232 5.33 FLOOR DL 0 DIAPH. TRIB. WIDTH 30 0 DECK DL 0 SHEAR FROM 2ND FLR 0 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 ,,_,1DL,_.,„^,,_ 493 LATERAL LOAD (F) 3480 HEIGm"OFmLL(H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 11 WALL UNIT WEIGHT (W) 14 UNITV(F/L) 316.36 USE: L MOT MR UPLIFT REMARKS 6 18032.73 5945.58 201452 USE: HDU2 5.33 16019.07 4691.87 2125.18 USE: HDU2 INLAND ENGINEERING ^ATE SUBJECT nccc SHEET NO. 114 CHKD. JOB NO. 101585 LINE 2.(DiDh. A) WsEls 330 Ll _ 14 ROOF DL 420 232 L2 10 FLOOR DL 0 DIAPH. TRIB. WIDTH 40 L3 0 DECKDL 0 SHEAR FROM 2ND FLR 0 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL,,,,,^ 546 LATERAL LOAD (F) 6600 HEIGHf OF WALL (H) 9.5 Coefficient (a) ()L67 LENGTH OF SHEAR WALLS (L) 24 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 275.00 USE: • :^idV: 2xsill pl. L MOT MR UPLIFT REMARKS 14 36575.00 35850.36 51.76 USE: HDU2 10 26125.00 18291.00 783.40 USE: HDU2 y. INLAND ENGINEERING I^TE SUBJECT nccc SHEET NO. 115" CHKD. JOB NO. 101585 LINE 2.(Diph. B) WsEIS 169 Li 8 ROOF DL 367 WwiND 141 La 8 FLOOR DL 0 DIAPH. TRIB. WIDTH 35 Ls 0 DECK DL 0 SHEAR FROM 2ND FLR 0 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 ^..,IDL_ 493 LATERAL LOAD (F) 2957.5 HEIGHT OF WALL (H) 9.5 Coefficient (aj 0.67 LENGTH OF SHEAR WALLS (L) 16 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 184.84 USE: L MOT MR UPLIFT REMARKS 8 14048.13 10569.92 434.78 USE: HDU2 8 14048.13 10569.92 434.78 USE: HDU2 1^ Ice ms^'Sihi^ INLAND ENGINEERING SUBJECT nccc SHEET NO. CHKD. JOB NO. 101585 LINE 2.(Diph. C) WsEIS 169 Li 9 ROOF DL 367 WwiND 232 L2 0 FLOOR DL P DIAPH. TRIB. WIDTH 30 L3 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 493 LATERAL LOAD (F) 3480 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 9 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 386.67 USE: •^•11 3xsill L MOT MR UPUFT REMARKS 9 33060.00 13377.56 2186.94 USE: HDU2 ^'^o ^Jf^^ AS ^ INLAND ENGINEERING I^ATE SUBJECT nccc SHEET NO. 117 101585 P CHKD. JOB NO. 117 101585 LiNEA.(Diph. A) WsEIS 255 Li 10 ROOF DL 0 232 8 FLOOR DL 0 DIAPH. TRIB. WIDTH 59 L3_ 0 DECK DL 0 SHEAR FROM 2ND FLR 0 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 UVTERAL LOAD (F) 7522.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 18 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 417.92 USE: 11";-.'v; Sxsill L MOT MR UPLIFT REMARKS 10 39702.08 4221.00 3548.11 USE: HDU4 8 31761.67 2701.44 3632.53 USE: HDU4 V. A INLAND ENGINEERING L^ATE SUBJECT nccc SHEET NO. m CHKD. JOB NO. 101585 LiNEB.(Diph. A) WsEis 255 Li 18 ROOF DL 0 WwiND 232 L2'_'1,^__'","V ,.' 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 83 Ls 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 ,.„IDL,_^ 126 LATERAL LOAD (F) 10582.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 18 WALL UNIT WEIGHT (W) 14 UNITV(F/L) 587.92 USE: • -12^>'^ . -v^:.:,,; ; Sxsiit L MOT MR UPLIFT REMARKS 18 100533.75 13676.04 4825.43 USE: HDU5 V p0=it2. - •^-} -2. A-'O n^vrs ilJ'f^ INLAND ENGINEERING I^TE SUBJECT nccc SHEET NO. m CHKD. JOB NO. 1015S5 LINE CIDIph. B) WsEIS 255 Ll 33 ROOF DL 0 WwiND 232 L2 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 47 ^3 0 DECK DL 0 SHEAR FROM 2ND FLR 0 u 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 5992.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 33 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 181.59 USE: ••9 L MOT MR UPLIFT REMARKS 33 56928.75 45966.69 332.18 USE: HDU2 INLAND ENGINEERING UjATE SUBJECT nccc SHEET NO. 1^ m CHKD. JOB NO. 101585 LINE D(Diph. C) WsEIS 255 Li 6 ROOF DL 0 WwiND 232 Lz 6 FLOOR DL 0 DIAPH. TRIB. WIDTH 22 Ls 0 DECK DL 0 SHEAR FROM 2ND FLR 0 u 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 2805 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 12 WALL UNIT WEIGHT (W) 14 UNITV(F/L) 233.75 USE-9 L MOT MR UPLIFT REMARKS 6 13323.75 1519.56 1967.37 USE: HDU2 6 13323.75 1519.56 1967.37 USE: HDU2 VA-UI-W 'Iff - ShT^^' Mr. /A^tD ^^^^ <.ToJ=> 2c>^<. INLAND ENGINEERING UDATE SUBJECT nccc SHEET NO. 1^1 m CHKD. JOB NO. 101585 LINE D(CHAPEL) WsEIS 737 Li 16 ROOF DL 0 WyviND 508 L2 16 FLOOR DL 0 DIAPH. TRIB. WIDTH 18 Ls 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 1317.5 Ls 0 IDL 126 LATERAL LOAD (F) 7950.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 32 WALL UNIT WEIGHT (W) 14 UNITV(F/L) 248.45 USE: 9 L MOT MR UPUFT REMARKS 16 37764.88 10805.76 1684.94 USE: HDU2 16 37764.88 10805.76 1684.94 USE: HDU2 INLAND ENGINEERING ^TE SUBJECT nccc SHEET NO. />2^ m CHKD. JOB NO. 101585 LINE E(CHAPEL) WsEIS 155 Ll 8 ROOF DL 0 232 La 8 FLOOR DL 0 DIAPH. TRIB. WIDTH 17 Ls 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 1972 HEIGHT OF WALL (H) 9.5 CJoefiicient (a) 0.67 LENGTH OF SHEAR WALLS (L) 16 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 123.25 USE: ,•• 9 • L MOT MR UPLIFT REMARKS 8 9367.00 2701.44 833.20 USE: HDU2 8 9367.00 2701.44 833.20 USE: HDU2 1/, ) prHi 1^^ sni^-^ Inland Engineering & Consulting, Inc. 4883 E La Palma Ave . SuKe 501-A PROJECT Anaheim, CA 92807 ir-MT Phone: (714) 777-7700 | Fax; (714) 777-7773 CLItN I inlandengineering@sbcgkibal.net JOB NO. NCCC timless 101585 DATE: PAGE DESIGN BY REVIEW BY RotafloM Analysis of Rigid Diaphragm Based on IBC 2009 / CBC 2010 INPUT DATA & DESIGN SUMMARY DIAPHRAGM FORCES F„ ' px ' py" 175 kips 134.32 kips DIAPHRAGM EDGE COORDINATES Start Point End Point X(f[) Y(tt) X(ft) Y{ft) 0 0 0 58 0 58 5 58 5 58 5 105 S 105 10 133 10 133 78 133 78 133 78 105 78 105 44 105 44 105 52 40 52 40 115 48 lis 48 113 0 113 0 0 0 0 0 LATERAL FRAME LOCATION, RELATIVE RIGIDITY, & FRAME LINE FORCES Frame Number Start Point X(ft) Y(fl) End Point X(n) Y(ft) Relative R Frame F (kips) 1 2 3 4 5 6 7 8 9 10 7 60 52 46 113 78 20 15 35 50 40 40 0 64 7 108 0 58 128 105 7 93 52 42 114 78 48 40 53 76 72 45 24 103 24 125 0 58 128 105 189 224 168 90 92 98 157 206 90 221 8.4 47.2 0.2 0.8 5.8 2.7 40.8 41.3 17.6 43.2 rpy_ 44.7 3.7 35.2 19.0 19.5 20.7 6.1 0.6 3.7 5.8 Relative 5x6 (in) 0.24 0.21 0.21 0.21 0.21 0.21 0.26 0.20 0.20 0.20 24 (cont'd) DIAPHRAGM ^ = 9663.0 ^ /cx= 26210658 ^' /cy= 1497072 f" MASS MOMENT OF INERTIA yf= Wt / 32.174 , kips-sec^ /fl(Wt/384, kips-sec^ /in) /zc = 2558 -V/ , kips-ft-sec' ( 368287 , kips-m-sec') CENTER OF MASS Xcm = 45.7 ft Y™, = 56.0 ft CENTER OF RIGIDITY Xcg = 50.6 ft YM = 62.7 ft i'O, IDB 78. 133 115, 48 113,0 ANALYSIS DETERMINE CENTER OF RIGIDITY Frame Relative Direction Rx Ry Xg Yg : RxYg RyXg Number R 9 R cos^e R Sin^e (ft) (ft) 1 189 90.0 0.0 189.0 7.0 56.0 0.0 1323.0 2 224 8.6 219.0 5.0 76.5 42.5 1 9306.4 384.6 3 168 90.0 0.0 168.0 52.0 12.0 i 0.0 8736.0 4 90 -64.1 0.9 69.1 44.0 83.5 78.2 3918.6 5 92 86.6 0.3 91.7 113.5 15.5 ! 4.9 10406.0 6 98 90.0 0.0 98.0 78.0 116.5 0.0 7644.0 7 157 0.0 157.0 0.0 34.0 0.0 0.0 0.0 8 206 0.0 206.0 0.0 27.5 58.0 ! 11948.0 0.0 9 90 0.0 90.0 0.0 44.0 128.0 i 11520.0 0.0 10 221 0.0 221.0 0.0 63.0 105.0 23205.0 1 1 0.0 50.6 62.7 894.2 640.8 DETERMINE ECCENTRICITY (ASCE 7-05 12.8.4.2) A) ill,. \ 56062.5 : 32412.3 (cont'd) : Actual Additional Total @Fpx Total @ Fpy 1 CG- CM 5% & Ax Case 1 Case 2 Case 3 Case 4 ex (ft) 1 4.9 5.8 106 -0.9 ey(ft) ! 6.7 6.7 13.4 0.1 1 (ASCE 7-05 12.8.4.3) (cont'd) DETERMINE FRAME FORCES Frame j rx Number (ft) (ft) Case 1 1 -43.6 -6.7 1429.3 2 25.9 -20.2 1429.3 3 ! 1.4 -50.7 1429.3 4 -6.6 20.8 1429.3 5 62.9 -*7.2 1429.3 6 ! 27.4 53.8 1429.3 7 j -16.6 -62.7 1429.3 8 -23.1 -4.7 1429.3 9 -6.6 65.3 1429.3 10 12.4 42.3 1429.3 Case 2 -115.4 -115.4 -115.4 -115.4 -115.4 -115.4 -115.4 -115.4 -115.4 -115.4 2341.2 2341.2 2341.2 2341.2 2341.2 2341.2 2341.2 2341.2 2341.2 2341.2 r» Rv Fx (kips) Fy (kips) Case 4 Case 1 Case 2 Case 3 Case 4 13.7 359004 0 8.4 0.0 44.7 39.2 13.7 3376 89295 47.2 42.9 3.7 0.8 13.7 337 0 -0.2 0.0 35.1 35.2 13.7 3860 406 0.8 0.2 19.0 18.6 13.7 362929 707 -5.8 0.0 15.6 19.5 13.7 73665 0 -2.7 0.0 18.9 20.7 13.7 0 617091 40.8 30.8 6.1 -0.5 13.7 0 4539 41.3 40.3 0.6 0.0 13.7 0 383841 11.6 17.6 -3.7 0.3 13.7 395549 33.7 43.2 -5.8 0.5 -3£L (cont'd) 803171 ; 1491426 Fx = (Fpx Rx) / (2 Rx) - Fx (Rx fy +Ry fx)' ^ Rx * ^ ^x Ry)l Fy = (Fpy Ry) / (Z Ry) - [Ty (Ry tR^ fy) / (Z Ry "l- 2 Ty^ R^)] INLAND ENGINEERING DATE SUBJECT SHEET NO. 1 "2- ^ BY CHKD. JOB NO. ^e? / 31 t 1 ^ K/, W^U.. -a ' . I 'I 4 CiC,'^'' I 1 57^ -or 1^0LZ ^ 'V, 14' \AJ i^^iS6 JC3 INLAND ENGINEERING DATE SUBJECT SHEET NO. ) 1^ BY CHKD. 1 JOB NO. /<^y^A 2. \4 ^0 W/:iL_^ j."^L{ 1^, (4 ^5>i"r J f iL.- -hp 14 ' -3^ i^f^ vl C I i» i5>^ INLAND ENGINEERING DATE SUBJECT SHEET NO. /So BY CHKD. JOB NO. y^/:^^^ 5S Wi)^ - /¥ /f^s'.^''' [^^^4 ^t.u,, ly^) ^ 4/4.*^'' uc, 'VZj- ^^^^ r ^—- 7^ ftro 14- z3 ' 5a Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anaheim, CA 92807 p. ipfci-p Phone: (714) 777-77001 Fax: (714) 777-7773 l^LI tN 1 inlandengineer1ng@sbcglobal.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame A REVIEW BY 1^ 1 Formulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X106 ORIENTATION (x-x, y-y) x-x COLUMN SECTION Wl 8X106 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape /b = 1910 , (strong axis bending) W Shape /c = 1910 , (strong axis bending) GRAVITY LOAD w = 2.66 klf HA = HD = 17.3 kips VA = VD = 39.9 kips MA = MD = 80.9 ft-kips (20^ ft 14 ft MB = MC= 161.8 ft-klps M„ 137.5 ft-klps LATERAL LOAD 31 kips HA - HQ = 15.5 kips MB = Mc = 79.9 ft-kips VA = VD = 5.3 kips AH = 0.20 in MA = MD = 137.1 ft-kips KH = 156.7 kips / in GRAVITY ANALYSIS Ib h n = —— = 0.467 (KH is frame stiffness.) -wL VA = VD = ^ = ^^-^ "^'P® HA = H WL 4/I(2-^/I) wz,'(2 + 3/i) _ 24(2 +n) 17.3 kips 137.5 ft-kips 12(2-i-n) Af B — Mc — 6{2-^n) LATERAL ANALYSIS 3n a = h (>rt + \ 5.16 ft b = h 3n-Hl 6«-hl 8.84 ft V., = Vo = inPh ^.(l-^6^)" 5.3 kips E = 29000 ksi p\^ + a- MA — MD — MB — MC - Ic 2/6 6E 0.20 in Ph{\-i-3n) 2(l4-6n) • 3nPh 2(l-l-6n)' P AH ! ! ! I I ! ) -4^ 80.9 ft-kips 161.8 ft-kips 137.1 ft-kips 79.9 ft-kips = 156.7 kips/in HA = HD = -^ 15.5 kips Inland Engineering & Consulting, Inc. 4883 E La Palma Ave. Suite 501-A PROJECT Anaiieim,CA92607 miPMT Phone: (714) 777-7700 i Fax: (714) 777-7773 (--Lltrvl 1 in1andengineering@sbcgloba1.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE : frame line A.7 REVIEW BY iomiulas of IMoment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X158 ORIENTATION (x-x, y-y) x-x COLUMN SECTION Wl 8X143 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT WShape /b = , (strong axis bending) WShape /c = , (strong axis bending) 3060 2750 in L = ti = 34 14 1,1 1 t I 1 I T ( GRAVITY LOAD HA = HD = VA = VD = MA = Mo = w = 4.05 34.0 kips 68.9 kips 158.7 ft-kips klf MB = MC= 317.4 ft-kips 7- 1 / LATERAL LOAD HA = Ho = VA = VD = MA = MD = GRAVITY ANALYSIS P= 38 19.0 kips 5.7 kips 168.5 ft-kips kips MB = Mc = AH = KH = 97.5 ft-kips 0.17 in 224.2 kips / in n = —-^= 0.458 la L (KH is frame stiflhess.) -4> » •M- F.4=F£,=—= 68.9 kips HA = HD WL 4h(2-hn) wL^{2 + 3n) _ 24{2-l-n) LATERAL ANALYSIS 3n a = h 6/n-l 5.13 ft 3nPh Z,(l-i-6n)" 29000 ksi "^'H- •• 1- <3 Ic 34.0 kips 267.8 ft-kips 6 = A 5.7 kips MA — MD -WL' l2{2-tn) 158.7 ft-kips MB — Mc — wL- 6{2 + n) = 317.4 ft-kips 3n + l 6/1-l-l 8.87 ft HA = HD = -:^--19.0 kips M.i = MD= , / = 168.5 ft-kips 2(1-Hon) 3nPh MB = MC=T77-T~:= 97.5 ft-kips 2 (I-H 6/7) Ic 27* 6E = 0.17 in Kn = = 224.2 kips/in AH Inland Engineering & Consulting, Inc. 4883 E La Palma Ave.. Suite 501-A PROJECT Anaheim, CA 92807 f^i IChiT Ptione: (714) 777-77001 Fax: (714) 777-7773 otitN 1 in1andengineering@sbcglobal.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame B REVIEW BY Fonnulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X130 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W1BX130 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT WShape /b = , (strong axis bending) WShape /c = , (strong axis bending) 2460 2460 28 14 t t T I GRAVITY LOAD HA = VA = MA = HD = VD = MD = w = 23.0 kips 57.4 kips 107.1 ft-kips 4.1 klf MB = Mc = 214.3 ft-klps Mmax = 187-5 ft-l<ips LATERAL LOAD 51 kips HA = HD -25.5 kips MB = Mc = 133.9 ft-kips VA=VO = 9.6 kips 0.25 in MA = MD = 223.1 ft-kips KH = 206.3 kips / in (KH is ft^ime stiffness.) GRAVITY ANALYSIS n = = 0.500 Ic L VA - VD - - wL 57.4 kips HA = HO = WL 4h{2-\-n) Mn wL\2 + 3n) 24{2-\-n) LATERAL ANALYSIS 3n a = h 5.25 VA = VD InPh 'L(l-i-6n)" 23.0 kips 187.5 ft-kips b = h 9.6 kips MA — MD - MB — Mc - WL^ 12(2-1-77) WL- 6{2 + n) 107.1 ft-kips 214.3 ft-kips 3n-t-l 6/7-1-1 8.75 ft E = 29000 ksi MA = MD= ^^i't:^"? = 223.1 ft-kips 2(1-H6n) inPh MB = MC = .^^, ^ ^= 133.9 ft-kips 2 (l-H 6/7) AH=- Ic \lc 2I1 6E = 0.25 in P AH = 206.3 kips / in HA = HD = -= 25.5 kips Inland Engineering & Consulting, Inc. 4683 6. U Palma Ave , Suite 501-A PROJECT Anaheim, CA 92807 ipi^T- Phone; (714) 777-77(X) 1 Fax: (714) 777-7773 OLItN 1 )n1anden0ineering@sbcglobaLnet JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame D REVIEW BY Fomiulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X158 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W18X130 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape /b , (strong axis bending) W Shape /c , (strong axis bending) 3060 2460 L = h = 28 14 t ! 1 , T 1 1 ! I ! GRAVITY LOAD 3.2 klf HA - HD -17.1 kips MB = MC= 159.5 ft-kips VA = VD = 44.8 kips Mn,ax= 154.1 ft-kips MA = MD = 79.7 ft-kips LATERAL LOAD 37.5 kips HA - HD -18.8 kips MB = Mc = 103.5 ft-kips VA = VD = 7.4 kips AH = 0.17 in MA = MD = 159.0 ft-kips KH = 221.0 kips / in GRAVITY ANALYSIS Jc L HA = HD = = 0.622 WL 4/7(2-1-77)' (KH is frame stiffness.) wL F.4 = FD = —= 44.8 kips _ wL^(2 + 3n) 24(2 + 77) ^ LATERAL ANALYSIS 377 a = h 677-1-1 5.52 17.1 kips 154.1 ft-kips b = h MA — MD - MB — MC = wL 12(2-1-77) WL' 6(2-1-77) 79.7 ft-kips 159.5 ft-kips 377-Hi 677-Hi 8.48 ft HA = HD--18.8 kips V.i = VD = inPh L(1-H67I)" 7.4 kips E = 29000 ksi F'h(\ + 3ri\ MA = MD= ^f, ^ . - 159.0 ft-kips 2(1-H 677) 3nPh MB = Mc = ^rrr-r-K= 103.5 ft-kips 2(l-H 6/7) AH • 2 a ^ L (-a 1 Ic K/c 211 6E = 0.17 in KH= = 221.0 kips / in AH Inland Engineering & Consulting, Inc. 4883 E La Palma Ave, Suite 501-A PROJECT Anaheim, CA 92807 ipij-r- Phone: (714) 777-7700 | Fax: (714) 777-7773 OLItN 1 inlandengineering@sbcglol)al.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame line 0.5 REVIEW BY formulas of Moment Insisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X67 ORIENTATION (x-x, y-y) COLUMN SECTION W16X67 ORIENTATION (x-x, y-y) x-x WShape /b = , (strong axis bending) WShape /c = , (strong axis bending) 970 970 BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT GRAVITY LOAD 20 14 klf HA - HD -7.9 kips MB = MC= 74.1 ft-kips VA = VD = 30.0 kips Mmax= 75.9 ft-kips MA=MD = 37.0 ft-kips LATERAL LOAD 22 kips HA - HD -11.0 kips MB = Mc = 62.2 ft-kips VA = VD = 6.2 kips AH = 0.24 in MA = MD = 91.8 ft-kips KH = 90.3 kips / in GRAVITY ANALYSIS = 0.700 (KH is frame stifftiess.) •wL F^ = FD = —= 30.0 kips HA = HO--wL 4/7(2-H7l) wjjj2 + 3n)^ 24(2-H77) LATERAL ANALYSIS 377 a = h 6/7-Hi 5.65 ft VA = VD-- 3nPh i(l-H677)' 7.9 kips 75.9 ft-kips b = /t 6.2 kips MA — MD — MB — Mc - wL 12(2-H 77) wL- 6(2-H 77) 377-Hi 671 + 1 8.35 ft MA — MD _ Ph[\ + 3n) _ ~ 2(1 + 677) " E = 29000 ksl MB-MC - 3nPh 2(1 + 677)' AH = - Ic Ic 2Ii 37.0 ft-kips 74.1 ft-kips HA = HD = --- 91.8 ft-kips 62.2 ft-kips 6E = 0.24 In KH = = 90.3 kips / in AH 11.0 kips Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 <-LltN 1 inlandengineerino@5bcglobaLnet JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame linei REVIEW BY /3 6 Fomiulas of Moment Resisting Franie at Bottom Fixed Condition INPUT OATA & DESIGN SUMMARY BEAM SECTION W16X77 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X77 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape A = , (strong axis bending) WShape /c = , (strong axis bending) 1120 1120 in L = h = 24 14 f t I t j f t T t GRAVITY LOAD w = 3.2 klf HA - Ho -12.7 kips MB = MC= 118.9 ft-kips VA = VD = 38.4 kips Mmax= 111-5 ft-kips MA = Mo = 59.5 ft-kips 1 , . LATERAL LOAD 30 kips HA = HD -15.0 kips MB=MC = 81.7 ft-kips VA = VD = 6.8 kips AH = 0.30 in MA = MD = 128.3 ft-kips KH = 98.6 kips / in GRAVITY ANALYSIS Ic L HA = HD = = 0.583 wL^ (KH is frame stiffness.) 1^ F^ = FD = —= 38.4 kips M„ 4/7(2 + «) wl.^{2 + 2n) _ 24(2 + 7?) LATERAL ANALYSIS 3/7 a = h 6/7 + 1 5.44 ft VA = VD 3nPh 12.7 kips 111.5 ft-kips b = h 6.8 kips MA — MD - MB — M c WL' 12(2 + 77) 59.5 ft-kips wL- 6(2 + 7i) 118.9 ft-kips 3/7+1 6/7 + 1 8.56 ft HA = HD = -T = 15.0 kips E = 29000 ksi MA = MD=''!'}-y^"} = 128.3 ft-kips 2(1 + 6/7) 3nPh Me = A/c = x77-7^= 81.7 ft-kips AH •• Ic Ic 2It eE 0.30 in 2(1 + 6/7) KH = = 98.6 kips / in Inland Engineering & Consulting, Inc. 4883 E La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 p. ipi^-r Phone: (714) 777-77001 Fax: (714) 777-7773 OLItN 1 in1andengineering@sbcgloba1.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame linei REVIEW BY Fomiulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X67 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X67 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT WShape /b = , (strong axis bending) WShape /c = , (strong axis bending) 970 970 20 14 GRAVITY LOAD 3.2 klf HA - HD = 8.5 kips MB = Mc = 79.0 ft-kips VA = VD = 32.0 kips Mmax= 81.0 ft-kips MA = MD = 39.5 ft-kips LATERAL LOAD P = 25 kips HA = HD -12.5 kips MB = Mc = 70.7 ft-kips VA = VO = 7.1 kips AH = 0.28 in MA = MD = 104.3 ft-kips KH = 90.3 kips / in GRAVITY ANALYSIS It, h n = ——= 0.700 Ic L (KH is frame stiffness.) VA = VD = — ^ 32.0 kips HA = HD = WL 4/7(2 + 77) M„ W/.'(2 + 377) 24(2 + 77) LATERAL ANALYSIS ., 3/7 a = h 5.65 VA = VO inPh 'L(1 + 677)" 29000 ksi 8.5 kips 81.0 ft-kips /. = // 7.1 kips MA — MD - MB — Mc - wL 12(2 + /7) wL- 6(2 + 77) 3/7+1 6/7 + 1 8.35 ft T t I t I I I r t 39.5 ft-kips 79,0 ft-kips HA ' HD — MA = MD= . 104.3 ft-kips 2(1 + 6/7) 3nPh MB = MC = , 70.7 ft-kips 2(1 + 677) AH=- '^ + ai^+-^'i Jc \Ic 2Ib), 6E 0.28 in KH = = 90.3 kips / in AH •.tr. i 12.5 kips Inland Engineering & Consulting, Inc. 4883 E La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 PI ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 OLItrd 1 inlandengineering@5bcglobal.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame line 2 REVIEW BY \^ 7 Fomiulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X106 ORIENTATION (x-x, y-y) COLUMN SECTION W18X106 ORIENTATION (x-x, y-y) x-x WShape /b = , (strong axis bending) WShape /c = , (strong axis bending) 1910 1910 BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT GRAVITY LOAD 24 14 1 J J 1 1 1 1 t 1 klf HA - HD -11.9 kips MB = MC= 111.5 ft-kips VA = VD = 36.0 kips Mn,ax= 104.5 ft-kips MA = MD = 55.7 ft-kips LATERAL LOAD 58 kips HA - HD -29.0 kips MB = Mc = 157.9 ft-kips VA = VD = 13.2 kips AH = 0.34 in MA = MD = 248.1 ft-kips KH = 168.2 kips / in GRAVITY ANALYSIS Ic L HA = H — = 0.583 wL^ 4h{2 + ri)' W£^(2 + 377) _ 24(2 + /7) (KH is frame stiffness.) F^ = FD = —= 36.0 kips LATERAL ANALYSIS 3/7 a = h. 6/1 + 1 5.44 ft 3nPh 'i()+6/7)" 11.9 kips 104.5 ft-kips i = /; 13.2 kips MA — MD -12(2 + /?) 55.7 ft-kips Af B — Mc —• WL' 6(2 + /7) 111.5 ft-kips 3/1 + 1 6/7 + 1 8.56 ft HA- HO - E = 29000 ksi Pfc(l + 377) MA = MD= ^ / = 248.1 ft-kips 2(1 + 6/7) 3nPh MB = Mc=^nr—r-^= 157.9 ft-kips 2(1+6/7) y- a 1 fc Kic 2/t 6E = 0.34 in KH = -= 168.2 kips / in 29.0 kips Inland Engineering & Consulting, Inc. 4883 E La Palma Ave., Suite 501-A PROJECT Anaheim,CA92807 «. ipfc.T- Phone: (714) 777-77001 Fax: (714) 777-7773 ULItN 1 in1andengineering@sbcglot>a1.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame line 2.7 REVIEW BY I Fomiulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X67 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X67 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape A = , (strong axis bending) WShape /c = , (strong axis bending) 970 I" 970 15 14 GRAVITY LOAD HA = HD = VA = VD = MA=MD = W= 3 4.1 kips 22.5 kips 19.2 ft-kips klf MB = Mc = 38.4 ft-kips LATERAL LOAD HA = HD = VA = VD = MA = MD = P= 22 11.0 kips 8.7 kips 88.7 ft-kips kips MB ^Mc = AH = KH = 65.3 ft-kips 0.22 in 97.9 kips / in GRAVITY ANALYSIS /. E HA = HD = = 0.933 WL 4/7(2+77) (KH is frame stiffness.) wL VA = VD = -y = 22.5 kips _ w/:'(2 + 377) 24(2 + 77) LATERAL ANALYSIS 3/7 0 = /7 6/7+1 5.94 ft 3nPh i(l + 6/7)" 4.1 kips 46.0 ft-kips b = h 8.7 kips MA — MD -WL 12(2 + 77) MB — Mc — WL' 6(2 + //) 3/7+1 6/7 + 1 8.06 ft MA — MD — Ph(l-l-in) 2(1 + 677) " E = 29000 ksi MB — Mc -3nPh 2(1 + 6/7)" AH =- Ha 1 Ic Klc 211 eE 0.22 in Kf 19.2 ft-kips 38.4 ft-kips HA = HD = zr= 110 kips 88.7 ft-kips 65.3 ft-kips 97.9 kips / in Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suile 501-A PROJECT Anatieim,CA92807 |pk.-p Ptione: (714) 777-7700 | Fax: (714) 777-7773 OLItN 1 in1andengineering@sbcg1obaLnet JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: frame line 3 REVIEW BY Fonnulas of Moment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X67 ORIENTATION (x-x, y-y) COLUMN SECTION W16X67 ORIENTATION (x-x, y-y) x-x WShape /b = 970 , (strong axis bending) W Shape /c = 970 , (strong axis bending) BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT L = h = 19 14 t___l I 1 I I I I ! GRAVITY LOAD HA = HO = VA = VD = MA=MD = 7.1 28.5 33.0 w = 3 kips kips ft-kips klf MB = Mc = Mmax = 66.0 ft-kips 69.4 ft-kips LATERAL LOAD HA = HD = VA = VD = MA=MD = P= 30 15.0 kips 9.0 kips 124.4 ft-kips kips MB = Mc = AH = KH = 85.6 ft-kips 0.33 in 91.7 kips/in GRAVITY ANALYSIS Ic L = 0.737 (KH is firame stiffness.) VA = VD = — = 28.5 kips HA = HD--wL 4/7(2 + 77) 7.1 kips M„ wL'{2 + 3n) 24(2 +n) LATERAL ANALYSIS 3/7 a = h 6/7 + 1 = 5.71 K.t = Kc = 3nPh L(\+6n)' 69.4 ft-kips b = h 9.0 kips MA — MD - MB — MC - WL 12(2 + 77) wL- 6(2 + //) 33.0 ft-kips 66.0 ft-kips 3/7 + 1 6/7+1 8.29 ft HA - HD - ~ = E = 29000 ksi A^ + a^ AH=~^^ M.4 = MD = ^^r^^= 124.4 ft-kips 2(1 + 677) 3nPh MB = MC = ^ ^ = 85.6 ft-kips 2/i 6E = 0.33 in 2(1 + 6/7) KH = = 91.7 kips/in 15.0 kips 41k Loads: LC 1, DL+LL+EL I Results fbr LC 1, DL+LL+EL Member Bending Moments (k-ft) '^tl / ^ X -2.665k/ft 267.5 267.5 Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 30, 2010 at 6:11 PM 101585 NCCC nccc-101585-MOM. FRAME-A.r2d Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: 14 Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label E[ksi1 Gfksll Nu Therm (\1 ESR Densitvfkm*31 Yieldrksi) HR STL 29000 11154 .3 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Tvoe Desiqn List Material Desian Rules A[ln2] 1 (90.270) n 1 (0.180) [in41 1 SEC1 W18X106 Beam Wide Flanae HR STL Typical 31.1 220 1910 2 sec2 W18X106 Beam Wide Flanae HR STL Tvoical 31.1 220 1910 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Twje Desiqn List Material Desian Rules 1 Ml Nl N2 SEC1 Beam Wide Fla... HR STL Tvpical 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC1 Beam Wide Fla... HR STL Tvoical Joint Coordinates and Temperatures Label xrfti Yffti Temo rn 1 Nl 0 0 0 2 N2 0 14 0 3 N3 30 14 0 4 N4 30 0 0 Joint Boundary Conditions Joint Label Xfk/inl Y Mm] Rotationlk-ft/radi Footing 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Ml Hot Rolled Steel Desian Parameters Label Shaoe LenathF... Lb-outfftl Lb-infftl Lcomo too.. Lcomp bot.. K-out K-in Cm Cb Outs... n swavFuncti.. 1 Ml SEC1 14 Lateral 2 M2 sec2 30 Lateral 3 M3 SEC1 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print. Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M Direction Magnitude[(k.k-ft). (in.rad), (k*s''2/ft.. N2 41 No Data to Print.. Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitudefk/ft.d..End Magnitudefk/ft.d... Start Location[ft.%] End Locationfft.%1 M2 Y -1.54 -1.54 0 36 Member Distributed Loads (BLC 3: LL) Member Label Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%1 End Locationfft.%] M2 Y -1.125 -1.125 36 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IDL+LL+EL I Yes I Y I I EL I 1 I DL I 1 i LL I 1 I I I I I I I I I I I Joint Deflections LC Joint Lat>el Xfinl YTinl Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .306 -.007 -3.2e-3 3 1 N3 .292 -.009 3.313e-4 4 1 N4 0 0 0 Joint Reactions LC Joint Lat>el Xfkl Yfkl MZfk-ft] 1 1 Nl -4.23 36.049 118.259 2 1 N4 -36.77 50.039 249.249 3 1 Totals: -41 86.088 4 1 COG (It): X: 15 Y: 13.759 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Member Section Forces 1 1 Ml 1 36.049 4.333 118.259 2 2 35.678 4.333 103.095 3 3 35.308 4.333 87.932 4 4 34.937 4.333 72.768 5 5 34.567 4.333 57.604 6 1 M2 1 36.77 34.567 57.604 7 2 36.77 13.786 -123.722 8 3 36.77 -6.995 -149.189 9 4 36.77 -27.776 -18.797 10 5 36.77 -48.557 267.455 11 1 M3 1 48.558 36.907 267.455 12 2 48.928 36.907 138.279 13 3 49.299 36.907 9.103 14 4 49.669 36.907 -120.073 15 5 50.039 36.907 -249.249 Member Section Stresses LC Member Lakiel Sec Axialfksil Shearfksi] Top Bendingfksl] Bot Bendinqfksi] 1 1 Ml 1 1.159 .392 -6.958 6.958 2 2 1.147 .392 -6.066 6.066 3 3 1.135 .392 -5.174 5.174 4 4 1.123 .392 -4.281 4.281 5 5 1.111 .392 -3.389 3.389 6 1 M2 1 1.182 3.128 -3.389 3.389 7 2 1.182 1.248 7.28 -7.28 8 3 1.182 -.633 8.778 -8.778 9 4 1.182 -2.514 1.106 -1.106 10 5 1.182 -4.394 -15.736 15.736 11 1 M3 1 1.561 3.34 -15.736 15.736 12 2 1.573 3.34 -8.136 8.136 13 3 1.585 3.34 -.536 .536 14 4 1.597 3.34 7.065 -7.065 15 5 1.609 3.34 14.665 -14.665 Member Section Deflections 1 1 M1 1 0 0 NC 2 2 -.002 -.023 7216.26 3 3 -.003 -.086 1954.38 4 4 -.005 -.182 921.836 5 5 -.007 -.306 548.413 6 1 M2 1 .306 -.007 NC 7 2 .303 -.275 1344.33 8 3 .299 -.349 1054.901 9 4 .295 -.184 2048.617 10 5 .292 -.009 NC 11 1 M3 1 .009 .292 NC 12 2 .007 .249 5618.493 13 3 .005 .153 NC 14 4 .002 .053 8630.882 15 5 0 0 NC ^^^^ RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.r2d] Page 3 Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By: |4- Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UCMax Locfftl Shear UC Locfftf Pnc/om fkl Pnt/om fkl Mn/om fk-ftl Cb Eqn M1 W18X106 .319 0 .027 0 543.408 670.419 413.174 1.258 Hl-lb M2 W18X106 .719 30 .305 30 255.152 670.419 413.174 1.975 H1-1b M3 W18X106 .692 .232 543.408 670.419 413.174 2.259 Hl-lb RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\Ghurch\nccc-101585-MOM. FRAME-A.r2d] Page 4 Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave.. Suite 501-A PROJECT Anaheim, CA 92807 icwx Phone: (714) 777-77001 Fax: (714) 777-7773 ULItrM 1 inlandengineenng@sbcg1obal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame line A REVIEW BY 14 (p Seismic Design for intermediate/Ordinary Moment Resisting Frames Based on CBC 10. AISC 341-05 & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION BEAM SECTION A d 31.1 18.7 A d 31.1 18.7 tw 0.59 tw 0.59 11.20 = > bf 11.20 W18X106 tf s, 0.94 204 W18X106 tf 0.94 204 1910 1910 fx 7.84 "•x 7.84 2.66 •y 2.66 Zx 230 Zx 230 k 1.34 k 1.34 Fy = 50 ksi Pu = 70 kips L = 30 ft h = 14 ft STRUCTURAL STEEL YIELD STRESS THE FACTOR AiXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.125 x 9 with 5/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 7/16 In.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) i t T f t f f t t FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t()= 5.96 < 0.3(Es/Fy)''^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where E. = 29000 ksi h/t„ 27.15 < 2.45 (Es/F/ 59.00 [Satisfactory] [418/(Fy)" for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b, / (2tf) = 5.96 0.3(ES/F/^= 7.22 [Satisfactory] [ 52 / (F„)°^ for AISC Seismic 97, Tab. 1-9-1] h/t„ = 27.15 [Satisfactory] 3.14(Es/Fy)°^(1-1.54Pu/*bPy) = 69.80 , for Pu/<tibPy< 0.125 [ 520 / (Fy)°^(1-1.54Pu/i|)bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^ MAX[1.49, 1.12(2.33 - Cg)] = N/A , for Pu/it>bPy > 0.125 {MAX[191 / (Fy)°^(2.33-Pu/it)bPy), 253 / (Fy)"^ for AISC Seismic 97, Tab. 1-9-1} 1555 kips Where it>b= 0.9 CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tc = MIN{ bb, / 6 , 0.4[1.8bb, tbf (FybRyb) / (FybRyb)]" ' }= :FyA 1.74 in > actual t^ (The continuity plates required.) tst = tbf for interior connection, or (ttf /2) for exterior connection = b.,= 9 iticPn,st = <l>cFcrA = Where (|>c = 0.9 K = 0.75 l = tst(2bs, + t«:)'/12 = A = 2b„ts, + 25(tv„)= = rst=(l/A)''' = Pu.st = Ryb Fyb bfb tfb = < 1.79(E,/Fys,)''%,= 937.7 kips 0.94 in.USE 1.13 in, (Iin) 57.15 in, (LRFD Sec. Kl.9) [Satisfactory] 602 29 4.56 in 579.0 kips *cPn.st hs, = dc - 2k = Khs,/rs, < 200 = 0.030 Fcr = 35.99 Fyst = 36 [Satisfactory] 16.02 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec. J2.2b) > w„iN = 0.1875 in w= 5/16 in < WMAX = 0.4375 in [Satisfactory] The required weld length tietween A36 continuity plates and column web (AISC 360-05 Sec. J2.2b) Lw = 0.6ts,LnstFy / [(2) i|i F„ (0.707 w)] = (1.125 X 13.0) X 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 16.07 in Where Lnet = dc-2(k +1.5) = 13.0 < 2(Lnet-0.5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) I ^ ~) tReqD=MAX(ti,t2)= 1.01 in , ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-tn,)h]= 1.01 in i! Where Cy = Sb / (Cp^ Zb) = 0.77 | ^ Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) ij , Ry = 1.1 (AISC 341-05 Tab. 1-6-1) ! i i Sb = 2lb/db= 204 in' ;F= lb = lx= 1910 in" Mpr=NbCprRyFybZb= 1212 ft-kips — — Nb = 1 , {if double side connection of beams, input 2) -; t2 = (dz + Wz)/90 = (db-2tst + dc-2k)/90= 0.36 in I Since twc= 0.59 in < tf^eqo. a doubler plate is required with thickness of 7/16 in. Technical References: 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. -4.1 k/ft 50.6k '4 309 2^ Loads: LCI, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 16, 2010 at 12:06 PM 101585 NCCC nccc-101585-MOM. FRAME-B.r2cl Company : Inland Engineering, Inc. Designer Job Number : SN : 101585 NCCC Checked Bv: 1 ^ Global Display Sections for IWember Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label E[ksi] jGJksiL Nu Therm (\1 ESF) Densityfk/ft^31 Yieldfksil HR STL 29000 11154 .3 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules Afin21 1 (90.270) [i... H0.180)fin4] 1 SEC1 W18X130 Beam Wide Flanqe HR STL Typical 38.2 278 2460 2 sec2 W18X130 Column Wide Flanqe HR STL Typical 38.2 278 2460 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Design List Material Desiqn Rules 1 M1 N1 N2 sec2 Column Wide Fla... HR STL Typical 2 M2 N2 N3 SEC1 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 sec2 Column Wide Fla... HR STL Typical Joint Coordinates and Temperatures 1 Nl 0 0 0 2 N2 0 14 0 3 N3 28 14 0 4 N4 28 0 0 Joint Boundary Conditions 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-B.r2d] Page 1 Company Designer Job Numtier Inland Engineering, Inc. SN 101585 NCCC Checked By: ISO Hot Rolled Steel Desian Parameters Label Shape Lengthf.. Lb-out[ft] Lb-in[ft] Lcomp top...LGomp bot.. K-out K-in Cm Cb Outs...ln sway Functi Ml sec2 14 Lateral M2 SEC1 28 Lateral M3 sec2 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Magnitudef(k.k-ft). (in.rad). (k*s'^2/ft.. N2 X 50.6 No Data to Print. Member Distributed Loads (BLC 2 : DL) Member Label Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationtft.%] End Locationfft%] M2 -2.35 -2.35 0 28 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationtft.%] End Locationfft.%] M2 -1.75 -1.75 28 Basf'c Load Cases BLC Description Cateaorv X Gravitv Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IDL+LL+ELIYes I Y i I EL I 1 I DL I 1 I LL I 1 I I I I I I I I i I Joint Deflections (By Combination) LC Joint Label Xfinl Yfinl Rotation frad] 1 1 N1 0 0 0 2 1 N2 .293 -.008 -3.133e-3 3 1 N3 .279 -.011 4.907e-4 4 1 N4 0 0 0 Joint Reactions ^ ' Ok- LC Joint Label Xfkl Ylkl M2fk-ft] 1 1 Nl -4.158 51.646 140.947 2 1 N4 -46.442 70.433 k 309.018 N 3 1 Totals: -50.6 ^-22.^79 4 1 COG (ft): X: 14 Y: 13.791 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-B.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member Section Forces LC Member Label Sec Axialfk] Shearfkl Momentfk-ftl Ml 51.646 4.3 140.947 51.191 4.3 125.898 50.736 4.3 110.85 50.281 4.3 95.802 49.826 4.3 80.753 M2 46.442 49.827 80.753 7_ 8 46.442 20.217 -164.402 46.442 -9.393 -202.287 46.442 -39.003 -32.904 10 46.442 -68.613 343.749 11 M3 68.613 46.626 343.749 12 69.068 46.626 180.557 13 69.523 46.626 17.365 14 69.978 46.626 -145.826 15 70.433 46.626 -309.018 Member Section Stresses LC Member Label Sec Axialfksil Shearfksi] Top Bendinafksil Bot Bendinqfksi] 1 1 M1 1 1.352 .333 -6.618 6.618 2 2 1.34 .333 -5.911 5.911 3 3 1.328 .333 -5.205 5.205 4 4 1.316 .333 -4.498 4.498 5 5 1.304 .333 -3.791 3.791 6 1 M2 1 1.216 3.863 -3.791 3.791 7 2 1.216 1.568 7.719 -7.719 8 3 1.216 -.728 9.498 -9.498 9 4 1.216 -3.024 1.545 -1.545 10 5 1.216 -5.32 -16.139 16.139 11 1 M3 1 1.796 3.615 -16.139 16.139 12 2 1.808 3.615 -8.477 8.477 13 3 1.82 3.615 -.815 .815 14 4 1.832 3.615 6.847 -6.847 15 5 1.844 3.615 14.509 -14.509 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.002 -.022 7783.393 3 3 -.004 -.081 2086.298 4 4 -.006 -.172 974.717 5 5 -.008 -.293 574.13 6 1 M2 1 .293 -.008 NC 7 2 .289 -.254 1369.183 8 3 .286 -.325 1062.69 9 4 .282 -.177 2007.581 10 5 .279 -.011 NC 11 1 M3 1 .011 .279 NC 12 2 .008 .241 5259.834 13 3 .005 .15 NC 14 4 .003 .053 NC 15 5 0 0 NC RISA-2D Version 9.1.0 [S:\Proiects\SHAWNUOBS-10\church\nccc-101585-MOM. FRAME-B.r2dJ Pages Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfftl Shear UC Locfft] Pnc/om fk] Pnt/om fk] Mn/om fk-ft] Cb Eqn Ml W18X130 .308 0 .023 671.398 823.473 522.754 1.206 Hl-lb M2 W18X130 .721 28 .369 28 363.891 823.473 522.754 1.901 Hl-lb M3 W18X130 .709 .251 671.398 823.473 522.754 2.252 Hl-lb RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-B.r2d] Page 4 Inland Engineering & Consulting, inc. 4883 E La Palma Ave.. Suite 501-A PROJECT Anaheim. CA 92607 H-MX Phone: (714) 777-77001 Fax: (714) 777-7773 CLIENT inlandengineennggsbcglobal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame lines REVIEW BY Seismic Design for intermediate/Onlinaiy Moment Resisting Frames Based on CBC 10, AISC 341-05 & AISC 3S8-0S INPUT DATA & DESIGN SUMMARY COLUMN SECTION A 38.2 BEAM SECTION A 38.2 d 19.3 d 19.3 tw 0.67 tw 0.67 = > bf 11.20 = > 11.20 W18X130 tf Sx 1.20 256 W18X130 tf 1.20 Sx 256 2460 2460 fx 8.02 fx 8.02 •y 2.70 2.70 290 Z, 290 k 1.60 k 1.60 Fy = 50 ksi Pu = 99 kips L = 28 ft h = 14 ft STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.375 x 9 with 7/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 9/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) T t t 1 t I t T FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4,5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2tf)= 4.67 < 0.3(ES/F/*= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where Es = 29000 ksi h/t,, = 24.03 < 2.45(Es/Fy)°^= 59.00 [Satis^ctory] [418 / (Fy)°^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 4.67 < 0.3(ES/F/^= 7.22 [Satisfactory] [52/(F/^ for AISC Seismic 97, Tab. 1-9-1] 24.03 [Satisfactory] 3.14(Es/Fy)'''(1-1.54Pu/*bPy) = 68.91 , for Pu/(t>bPy< 0.125 [ 520 / (Fy)°^(1-1.54PJ^Py) tor AISC Seismic 97, Tab. 1-9-1] (Ej/Fy)" ^MAX[1.49,1.12(2.33-Ca)]= N/A , for P^/fePy > 0.125 { MfiXl 191 / (Fy)''^(2.33-Pu/i|)bPy), 253 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1} Where ^ = 0.9 , Py = FyA = CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) trf = MIN{ bbf / 6 , 0.4(1 ebb, tbf (FybRyb) / (FybRyb)] ° ' }= 1910 kips 1.87 in > actual t^f (The continuity plates required.) tst - tbf for interior connection, or (ttf 12) tor exterior connection = it>cPn,st = *cFcrA = Where ij)^ = K = 0.9 0.75 l = fst(2bst + t«:)'/12 = A = 2bs,ts, + 25{t«e)' = rst = (l/A)°= = Pu.st - Ryb Fyb bfb tfb = < 1.79(Es/Fys,)°='ts,= 1165.1 kips 746 36 4.55 in 739.2 kips 1.20 in,USE 1.38 in, (1-1/4 in) 69.86 in, (LRFD Sec. Kl .9) [Satisfactory] hs, = dc-2k = K hj, / Ts, < 200 = 0.030 Fcr = 35.99 16.1 (AISC 360, E2) [Satisfactory] Fyst -36 ksi kips, plate yield stress •cPp.st [Satisfactory] The best fillet weld size (AISC 360-05 Sec. J2.2b) . > WMIN = 0.25 in w= 7/16 in < WMAX = 0.5625 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = 0.6ts,Lns,Fy/[(2)(tiF„(0.707w)] = (1.375 X 13.1) X 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 15.20 in Where L„st = dc - 2(k +1.5) = 13.1 < 2(Lnet -0 5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD=MAX(ti,t2)= 1.20 in ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-tft>)h]= 1.20 in Where Cy = St / (Cp, Zb) = 0.76 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 255 in^ lb = Ix = 2460 in* Mpr = Nb CprRyFyb Zb = 1529 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dz + Wj) / 90 = (db -2ts, + dc - 2k) / 90 = 0.36 in Since t^ = 0.67 in < tffeqo. a doubler plate is required with thickness of 9/16 in. Technical References: 1. AISC 341 -05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. tL, £^^Ls ^ ) $ % til2 -4.056k/ft 47.2k iiilx|xj/jxKM^M',Wlffil/.:<lxiwxi 0 '-uj i 11111111111 Illll itt-h- 501.3 -342.6 '^l 501.3 Loads: LC1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Nov 30, 2010 at 6:18 PM nccc-101585-MOM. FRAME-A.7.r2d Company Designer Job Number \n\and Engineering, Inc. SN 101585 NCCC Checked By: Global Display Sections for Member Calcs 5 Max Intemal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label G[ksn Nu ThennmESF) Densityn</ft'^31 Yieldfksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shaoe Tvoe Design List Material [Resign Rules A[in2] 1 f90.270) n 1 (0.180) [in4] 1 SEC1 W18X158 Beam Wide Flanqe HR STL Tvoical 46.3 347 3060 2 sec2 Wl 8X143 Column Wide Flanqe HR STL Tvoical 42.1 311 2750 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Desiqn List Material Desian Rules 1 Ml Nl N2 sec2 Column [Wide Fla... HR STL Typical 2 M2 N2 N3 SEC1 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 sec2 Column Iwide Fia... HR STL Tvoical Joint Coordinates and Temperatures Label xrftl Yffti Temo fPI 1 Nl 0 0 0 2 N2 0 14 0 3 N3 37 14 0 4 N4 37 0 0 Joint Boundarv Conditions Joint Label X Mn\ Yfk/inl Rotationfk-ft/radi Footinq 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.7.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN •ir" Job Number : 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters 1 Ml sec2 14 Lateral 2 M2 SEC1 37 Lateral 3 M3 sec2 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD,M Direction Magnitudef(k.k-ft). (in.rad). (k*s^2/ft.. N2 X 47.2 No Data to Print... Member Distributed Loads (BLC 2 : DL) Member Label M2 Direction Start Magnitudefk/ft,d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] Y I -1.656 I -1.656 I 0 I 37 Member Distributed Loads (BLC 3: LL) Member Label Direction Start Magnitudefk/ft.d..End Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M2 -2.4 -2.4 37 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IDL+LL+ELIYes I Y I I EL I 1 I DL I 1 I LL I 1 I I I I I I I I I I I Joint Deflections (By Combination) LC Joint Label xnm Yfin] Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .26 -.01 -4.15e-3 3 1 N3 .239 -.012 1.698e-3 4 1 N4 0 0 0 Joint Reactions LC Joint Label Xfkl YRcl MZ fk-ft] 1 1 Nl 14.622 73.577 63.076 2 1 N4 -61.822 86.336 366.936 3 1 Totals: -47.2 159.912 4 1 COG (ft): X: 18.5 Y: 13.824 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.7.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Member Section Forces LC Member Label Sec Axialfk] Shearfk] Momentfk-ft] M1 73.577 -14.443 63.076 73.075 -14.443 113.626 72.574 -14.443 164.176 72.073 -14.443 214.726 71.571 -14.443 265.276 M2 61.822 71.572 265.276 61.822 32.596 -216.501 61.822 -6.379 -337.756 61.822 -45.354 -98.49 10 61.822 -84.33 501.298 11 M3 84.33 62.017 501.298 12 84.831 62.017 284.239 13 85.333 62.017 67.181 14 85.834 62.017 -149.878 15 86.336 62.017 -366.936 Member Section Stresses LC Member Label Sec Axialfksil Shearfksi] Top Bendinqfksi] Bot Bendinqfksi] 1 1 M1 1 1.748 -1.015 -2.682 2.682 2 2 1.736 -1.015 -4.832 4.832 3 3 1.724 -1.015 -6.981 6.981 4 4 1.712 -1.015 -9.131 9.131 5 5 1.7 -1.015 -11.281 11.281 6 1 M2 1 1.335 4.481 -10.257 10.257 7 2 1.335 2.041 8.371 -8.371 8 3 1.335 -.399 13.06 -13.06 9 4 1.335 -2.839 3.808 -3.808 10 5 1.335 -5.279 -19.384 19.384 11 1 M3 1 2.003 4.359 -21.317 21.317 12 2 2.015 4.359 -12.087 12.087 13 3 2.027 4.359 -2.857 2.857 14 4 2.039 4.359 6.373 -6.373 15 5 2.051 4.359 15.603 -15.603 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.002 -.006 NC 3 3 -.005 -.043 3935.735 4 4 -.007 -.123 1369.352 5 5 -.01 -.26 646.949 6 1 M2 1 .26 -.01 NC 7 2 .255 -.528 857.39 8 3 .249 -.736 612.38 9 4 .244 -.431 1058.301 10 5 .239 -.012 NC 11 1 M3 1 .012 .239 NC 12 2 .009 .235 3024.058 13 3 .006 .155 4710.701 14 4 .003 .058 NC 15 5 0 0 NC RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.7.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear UC Locfft] Pnc/om fk] Pnt/om fk] Mn/om fk-ft] Cb Eqn Ml Wl 8X143 .507 14 .070 742.19 907.545 578.443 1.439 H1-1b M2 W18X158 .930 37 .367 37 264.572 998.084 639.521 1.766 Hl-la M3 W18X143 .923 .303 742.19 907.545 578.443 2.219 Hl-lb RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-A.7.r2d] Page 4 Inland Engineering & Consuiting, Inc. 4883 E. La Palma Ave, Suite 501-A PROJECT Anaheim, CA 92807 /^i icMX Phone: (714) 777-77001 Fax: (714| 777-7773 CLIENT inlandengineenng@sbcglobal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame line A.7 REVIEW BY Seismic Design for Intermediate/Ordinaiy Moment Resisting Frames Based on CBC 10$ AISC 341-05 & AISC 358-OS = > W18X143 bf t, S, 11.20 1.32 282 = > W18X158 bf 11.30 tf 1.44 Sx 310 INPUT DATA & DESIGN SUMMARY COLUMN SECTION Ad tw 42.1 19.5 0.73 BEAM SECTION Ad t„ 46.3 19.7 0.81 STRUCTURAL STEEL YIELD STRESS THE FACTOR /OCIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.625 x 9 with 7/16" fillet weld to web & CP to flanges. A doubler plate Is required with thickness of 3/4 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) 2750 3060 fx 8.08 fx 8.13 •y 2.72 2.74 322 Zx 356 k 1.72 k 1.84 Fy = 50 ksi Pu= 121 kips L= 37 ft h= 14 ft . 1 t ! ! I 1 I l_ FRAMETYPE R Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 3.92 < 0.3(ES/F/^= 7.22 [Satisfactory] [ 52 / (Fy)" ^ for AISC Seismic 97, Tab. 1-9-1] Where Es = 29000 ksi h/t„= 19.78 < 2.45(ES/F/^= 59.00 [Satisfactory] [418/ (Fy)°^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) bf / (2t,) = 4.24 h/t«,= 22.00 [Satisfactory] 0.3(ES/F/== 7.22 [Satisfactory] t52/(Fy)° ^ for AISC Seismic 97, Tab. 1-9-1] Where lsn,= 3.14(Es/Fy)° (1-1.54Pu/(|)bPy)= 68.18 , for Pu/ijibPy < 0.125 [ 520 / (Fy)''^(1-1.54Pu/(|ibPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^ MAX[1.49, 1.12(2.33 - Cg)] = N/A , for Pu/fePy > 0.125 { M/>iX[ 191 / (Fy)°^(2.33-Pu/(t>bPy), 253 / (Fy)"^ for AISC Seismic 97, Tab. 1-9-1} Pv 0.9 :FyA 2105 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tcf = MIN{ bbf / 6 , 0.4[1.8bbf tbf (FybRyb)' (FybRyb)] }= 1.88 in > actual tcf (The continuity plates required.) tst = tbf for interior connection, or (tbf /2) for exterior connection = bst= 9 l|>cPn,st= <ticFcr/^ = Where i|ic = < 1.79(Es/Fys,)" = ts,= 1478.6 kips 1.44 in,USE 1.63 in, (1-1/2 in) 82.56 in, (LRFD Sec. K1.9) [Satisfactory] 0.9 0.75 l = ts,(2bs, + twc)'/12 = A = 2bs,ts, + 25(t«)' = rs, = (l/A)° = = Pu.st = Ryb Pyb bfb tfb = 901 46 4.44 in 895.0 kips it>cPn,st hst = dc - 2k = Khst/rs, <200 = 0.030 Fcr = 35.99 Fyst = 36 [Satisfactory] 16.06 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec.J2.2b) > WHIN = 0.25 in w= 7/16 in < WMAX = 0.5625 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = 0.6ts,LnstFy / [(2) * Fw (0.707 W)] = (1.625 X 13.1) X 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 17.91 in Where Lnet = dc - 2(k +1.5) = 13.1 < 2(Lnet-0.5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD=MAX(ti,t2)= 1.43 in ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-t,b)h]= 1.43 in Where Cy = Sb / (Cp^ Zb) = 0.76 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) 311 in^ Sb = 2lb/db lb = lx = Mpr = Nb CprRyFyb Zb - 3060 in Nb 1876 ft-kips , (if double side connection of beams, input 2) t2 = (dz + Wz) / 90 = (db -2tst + dc - 2k) / 90 = Since t^= 0.73 in required with thickness of 3/4 in. 0.36 in *ReqD. 3 doubler plate is (cont'd) Technical References: 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Consfruction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismk; Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Desiqn Manual Seminar", AISC, Oct. 12, 2006. T -1.58k/ft 43.2k "^:N2 XX, m fV m XX m 1 265.1 265.1 -153.6 1:2.1 'T^l -253 Loads: LC 1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 30, 2010 at 6:24 PM 101585 NCCC nccc-101585-MOM. FRAME-D.r2d Company : inland Engineering, inc. Checked By: Designer : SN Checked By: Job Number : 101585 NCCC Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E[ksl] G[ksi] Nu Therm (MES F) Densityfk/ft*3] Yieldfksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] I (90.270) [i... 1 (0.180) nn41 1 SEC1 W18X158 1 Beam Wide Flanqe HR STL Tvoical 46.3 347 3060 2 sec2 W18X130 1 Column Wide Flanqe HR STL Typical 38.2 278 2460 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Design List Material Desiqn Rules 1 Ml Nl N2 sec2 Column Wide Fla... HR STL Typical 2 M2 N2 N3 SEC1 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 sec2 Column Wide Fla... HR STL Typical Joint Coordinates and Temperatures Label xrftl Yrftl Temo rFI 1 Nl 0 0 0 2 N2 0 14 0 3 N3 37 14 0 4 N4 37 L 0 0 Joint Boundary Conditions Joint Label Xfk/inl Yfkfinl Rotationfk-ft/rad1 Footinq 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-D.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters Label Shape Lengthf.. Lb-out[ft] Lb-in[ft] Lcomp top.. Lcomp bot... K-out K-in Cm Cb Outs... In sway Functi Ml sec2 14 Lateral M2 SEC1 37 Lateral M3 sec2 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Magnitudet(k.k-ft). (in.rad). (k*s''2/ft. N2 43.2 No Data to Print Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitudefk/ft.d..End Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M2 Y .73 .73 37 Member Distributed Loads (BLC 3: LL) Member Label Direction Start Magnitudefk/ft.d..End Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M2 Y .85 .85 0 37 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 !DL+LL+ELIYes I Y I I EL I 1 I DL I 1 I LL I 1 I I I I I i I I I I I Joint Deflections LC Joint Label xrinl Ylinl Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .252 -.004 -2.477e-3 3 1 N3 .239 -.006 1.71e-4 4 1 N4 0 0 0 Joint Reactions LC Joint Label xrkl Yfk] MZfk-ft] 1 1 Nl -6.286 27.967 132.101 2 1 N4 -36.914 39.961 252.967 3 1 Totals: -43.2 67.929 4 1 COG (ft): X: 18.5 Y: 13.625 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-D.r2d] Page 2 Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By:. Member Section Forces LC Member Label Sec Axialfk] Shearfk] Momentfk-ft] Ml 27.967 6.351 132.101 27.513 6.351 109.872 27.058 6.351 87.644 26.603 6.351 65.416 26.148 6.351 43.187 M2 36.914 26.148 43.187 36.914 10.076 -124.346 36.914 -5.997 -143.211 36.914 -22.069 -13.407 10 36.914 -38.141 265.066 11 M3 38.142 37.002 265.066 12 38.597 37.002 135.558 13 39.052 37.002 6.05 14 39.506 37.002 -123.459 15 39.961 37.002 -252.967 Member Section Stresses LC Member Label Sec Axialfksi] Shearfksi] Top Bendinafksi] Bot Bendinafksi] 1 1 M1 1 .732 .492 -6.202 6.202 2 2 .72 .492 -5.159 5.159 3 3 .708 .492 -4.115 4.115 4 4 .696 .492 -3.071 3.071 5 5 .684 .492 -2.028 2.028 6 1 M2 1 .797 1.637 -1.67 1.67 7 2 .797 .631 4.808 -4.808 8 3 .797 -.375 5.537 -5.537 9 4 .797 -1.382 .518 -.518 10 5 .797 -2.388 -10.249 10.249 11 1 M3 1 .998 2.869 -12.445 12.445 12 2 1.01 2.869 -6.365 6.365 13 3 1.022 2.869 -.284 .284 14 4 1.034 2.869 5.797 -5.797 15 5 1.046 2.869 11.877 -11.877 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.001 -.021 8157.945 3 3 -.002 -.074 2276.787 4 4 -.003 -.153 1098.12 5 5 -.004 -.252 667.728 6 1 M2 1 .252 -.004 NC 7 2 .249 -.254 1780.929 8 3 .245 -.317 1422.706 9 4 .242 -.162 2830.033 10 5 .239 -.006 NC 11 1 M3 1 .006 .239 NC 12 2 .004 .201 7668.98 13 3 .003 .123 NC 14 4 .001 .043 NC 15 5 0 0 NC RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-D.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear UC Locfft] Pnc/om fk] Pnt/om fk] Mn/om fk-ft] Cb Eqn Ml W18X130 .274 .034 671.398 823.473 522.754 1.368 Hl-lb M2 W18X158 .484 37 .166 37 264.572 998.084 639.521 2.01 H1-1b M3 W18X130 .535 .199 671.398 823.473 522.754 2.263 H1-1b RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-D.r2d] Page 4 inland Engineering & Consulting, Inc. 4883 E, La Palma Ave., Suite 501-A PROJECT Anaheim. CA 92807 IITMT Phone: (714) 777-77001 Fax; (714) 777-7773 CLIENT inlandengineenng@5bcglobai.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame lineD REVIEW BY Seismic Design for Intermediate/Ordinary Moment Resisting Frames Based on CBC 10, /USCi341^5:&sMSC SSSTQS INPUT DATA & DESIGN SUMMARY COLUMN SECTION Ad tw 38.2 19.3 0.67 BEAM SECTION Ad tw 46.3 19.7 0.81 = > W18X130 bf tf S» 11.20 1.20 256 = > W18X158 bf 11.30 tf 1.44 Sx 310 2460 Ix 3060 rx 8.02 fx 8.13 •y 2.70 •y 2.74 Zx 290 Zx 356 k 1.60 k 1.84 STRUCTURAL STEEL YIELD STRESS Fy = 50 ksi THE FACTOR AXIAL LOAD ON THE COLUMN Pu = 56 kips BEAM LENGTH BETWEEN COL. CENTERS L = 37 ft AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 14 ft J ! 1 1 1 I I !_ r 3 fz. THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.625 x 9 with 7/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 13/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 3.92 < 0.3(Es/F/^= 7.22 [Satisfactory] [ 52 / (Fy)° ^ for AISC Seismic 97, Tab. 1-9-1 ] Where E. = 29000 ksi h/t«, = 19.78 < 2.45 (E3/F/ 59.00 [Satisfactory] [418/(F/= for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 4.67 0.3(Es/F/'= 7.22 [Satisfactory] [52/(Fy)" for AISC Seismic 97, Tab. 1-9-1] h/tw = 24.03 [Satisfactory] Where 3.14(Es/Fy)° 11 -1.54Pu/i|ibPy) = 71.83 , for Pu/fePy < 0.125 [ 520 / (Fy)°^(1-1.54Pu/it>t,Py) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49,1.12(2.33 - Cg)] = N/A , for Pu/fePy > 0.125 {MAX[191 / (Fy)'' ^2.33-Pu/(|ibPy), 253 / (Fy)"^ for AISC Seismic 97, Tab. 1-9-1} Pv 0.9 :FyA 1910 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tc = MIN{ b„ / 6 , 0.4[1.8bb,tbf (FybRyb) / (FybRyb)l " }= 1.88 in > actual 1^ (The continuity plates required.) tst = tbf for interior connection, or (tbf /2) for exterior connection = bst= 9 in < 1.79 (Es/Fyst )"%,= 1.44 in,USE 1.63 in, (1-1/2 in) 82.56 in, (LRFD Sec. Kl.9) [Satisfactory] *cPn,st=*cFcrA = Where ttie = K = 0.9 0.75 l = tst(2bst + W/12 = A = 2bs,ts, + 25(t«,)' = rst = (l/A)''^ = Pu.st = Ryb Fyb bfb tfb - 1478.6 kips 901 46 4.44 in 895.0 kips •cPn,s hst = dc-2k = Khst/rs, <200 = 0.030 F„ = 35.99 Fyst = 36 [Satisfactory] 16.1 (AISC 360, E2) ksl kips, plate yield stress [Satisfactory] The best fillet weld size (AISC 360-05 Sec.J2.2b) > WMIN = 0.25 in w= 7/16 in •= WMAX = 0.5625 in [Satisfactory] The required weld length tietween A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lw = 0.6ts,LnstFy / [(2) i|i F„ (0.707 w)] = (1.625 X 13.1) X 36 / [(2) 0.75 (0.6x70)(0.707x7/16)] = 17.97 in Where Lnet = dj-2(k +1.5) = ^ 2(Lnet-0.5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD=MAX(ti,t2)= 1.44 in ti = CyMpr(h-db)/[0.9(0.6)Fy<;Rycdc(db-tfb)h]= 1.44 in Where Cy = Sb / (Cpr Zb) = 0.76 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341 -05 Tab. 1-6-1) Sb = 2lb/db= 311 in' lb = Ix = 3060 in" Mpr =Nb CprRyFyb Zb= 1876 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (d2 + W2)/90 = (db-2ts, + dc-2k)/90 = 036 in Since = 0.67 in < tReqo. a doubler plate is required with thickness of 13/16 in. Technical References: (cont'd) 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16,2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminai^', AISC, Oct. 12, 2006. .Y 1 -2.665k/ft 30k 4 p2 .2 ^1 Loads: LC 1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) (So 5^ -90k g Mm XX 51 188.1 188.1 -113.9 -178^4 Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 16, 2010 at 4:57 PM 101585 NCCC nccc-101585-MOM. FRAME-linelr... Company : Inland Engineering, Inc. Designer : SN Checlced Bv: ^'^'^ Job Number : 101585 NCCC Checlced Bv: ^'^'^ Global Display Sections for Member Calcs 5 Max Intemal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label Efksi] G[ksn .N_U_ Themi (\1E5F) DensityPc/ff^S] Yieldrksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Tvoe Desiqn List Material Design Rules A [in2] 1 (90.270) n 1 (0.180) [in4] 1 SEC1 W16X77 Beam Wide Flanqe HR STL Typical 22.6 138 1110 2 sec2 W16X77 Beam I Wide Flanqe HR STL Typical 22.6 138 1110 Member Primary Data Label 1 Joint J Joint Rotatefdeq) Section/Shape Tvoe Desiqn List Material Desian Rules 1 Ml Nl N2 SEC1 Beam Wide Fla... HR STL Typical 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC1 Beam Wide Fla... HR STL Tvpical Joint Coordinates and Temperatures Label Xfftl Yffti Temo fFl 1 Nl 0 0 0 2 N2 0 14 0 3 N3 25 14 0 4 N4 25 0 0 Joint Boundary Conditions Joint Label Xrk/inl Yfk/inl Rotationfk-ft/radi Footinq 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line1.r2d] Pagel Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By n Hot Rolled Steel Desian Parameters Label Shaoe Lenathf... Lb-outfftl Lb-infftl Lcomo too...Lcomo bot.. K-out K-in Cm Cb Outs...In swavFuncti.. 1 Ml SEC1 14 Lateral 2 M2 sec2 25 Lateral 3 M3 SEC1 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print. Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M Direction Maqnitude[(k.k-ft). (in.rad). (k*s''2/fL. N2 X 30 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label L.D.M Direction Magnitude[(k.k-ft). (in.rad). (k*s''2/ft.. N3 -36 Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label LD.M Direction Magnitude[(k.k-ft). (in.rad). (k*s^2/ft.. N3 -54 No Data to Print. Member Distributed Loads (BLC 2 : DL) Member Label Direction Start Maqnitude[k/ft.d..£nd Magnitude[k/ft.d... Start Locationrft.%] End Locationfft.%] M2 -1.54 -1.54 0 25 Member Distributed Loads (BLC 3: LL) Member Label Direction Start Magnitudefk/ft.d..End Magnitude[k/ft.d... Start Locationfft.%] End Locationfft.%] M2 -1.125 -1.125 0 25 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 1 3 LL LL 1 1 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IDL+LL+EL i Yes I Y I I EL I 1 I DLI 1 I LL I 1 I I I I I ] \ \ \ \ I Joint Deflections (By Combination) LC Joint Label Xfin] Yfin] Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .367 -.007 -3.626e-3 3 1 N3 .356 -.034 2.886e-4 4 1 N4 0 0 0 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-linel .r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Joint Reactions LC Joint Label Xfkl Yfk] MZ fk-ft] 1 1 Nl -4.237 28.926 88.248 2 1 N4 -25.763 131.775 178.846 3 1 Totals: -30 160.701 4 1 COG (ft): X: 19.501 Y: 13.906 Member Section Forces 1 1 M1 1 28.926 4.336 88.248 2 2 28.657 4.336 73.073 3 3 28.388 4.336 57.897 4 4 28.119 4.336 42.721 5 5 27.849 4.336 27.546 6 1 M2 1 25.763 27.853 27.546 7 2 25.763 10.716 -92.983 8 3 25.763 -6.421 -106.407 9 4 25.763 -23.558 -12.725 10 5 25.763 -40.694 188.063 11 1 M3 1 130.698 26.208 188.063 12 2 130.967 26.208 96.336 13 3 131.236 26.208 4.608 14 4 131.506 26.208 -87.119 15 5 131.775 26.208 -178.846 Member Section Stresses LC Member Label Sec Axialfksil Shearfksi] Top Bendinqfksi] Bot Bendinqfksi] 1 1 Ml 1 1.28 .577 -7.88 7.88 2 2 1.268 .577 -6.525 6.525 3 3 1.256 .577 -5.17 5.17 4 4 1.244 .577 -3.815 3.815 5 5 1.232 .577 -2.46 2.46 6 1 M2 1 1.14 3.706 -2.46 2.46 7 2 1.14 1.426 8.303 -8.303 8 3 1.14 -.854 9.502 -9.502 9 4 1.14 -3.134 1.136 -1.136 10 5 1.14 -5.414 -16.794 16.794 11 1 M3 1 5.783 3.487 -16.794 16.794 12 2 5.795 3.487 -8.603 8.603 13 3 5.807 3.487 -.412 .412 14 4 5.819 3.487 7.779 -7.779 15 5 5.831 3.487 15.97 -15.97 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.002 -.03 5645.351 3 3 -.004 -.108 1561.769 4 4 -.005 -.223 751.831 5 5 -.007 -.367 457.227 6 1 M2 1 .367 -.007 NC 7 2 .364 -.25 1269.065 8 3 .362 -.317 1011.716 9 4 .359 -.179 1970.49 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-linel.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Ml. Member Section Deflections (Continued) LC Member Label Sec X fin] vfinl (n) L/v Ratio 10 5 .356 -.034 NC 11 1 M3 1 .034 .356 NC 12 2 .025 .301 4840.741 13 3 .017 .184 NC 14 4 .008 .063 6558.921 15 5 0 0 NC Member AISC 13th ASD Steel Code Checks (By Combination) 1 1 Ml W16X77 .365 0 .040 0 381.959 487.186 269.461 1.38 Hl-lb 2 1 M2 W16X77 .755 25 .376 25 224.239 487.186 269.461 1.938 Hl-lb 3 1 M3 W16X77 .963 0 .242 0 381.959 487.186 269.461 2.263 Hl-la RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-linel.r2d] Page4 iz_l_x '7^ ¥n^^v I'^'hO Oi^^>l (£) -2.665k/ft 25k Loads: LC1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) 134.6 134.6 1337^4 Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 16, 2010 at 1:12 PM 101585 NCCC nccc-101585-MOM. FF?AME-line1-... Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By: [15 Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Wamings No Unused Force Wamings Yes tf Of Rolled Steel Properties Label Efksi] Gfksi] Therm (\1E5F1 f3ensltv(k/ft*31 Yieldfksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Type Desiqn List Material Desiqn Rules A(in2] 1 (90.270) fi 1 (0.180) fin4] 1 SEC1 W16X67 Beam iWide Flanqe HR STL Typical 19.7 119 954 2 sec2 W16X67 Beam IWide Flanqe HR STL Tvpical 19.7 119 954 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Tvoe Desiqn List Material Desiqn Rules 1 Ml Nl N2 SEC1 Beam Wide Fla... HR STL Typical 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC1 Beam Wide Fla... HR STL Tvoical Joint Coordinates and Temperatures 1 N1 0 0 0 2 N2 0 14 0 3 N3 20 14 0 4 N4 20 0 0 Joint Boundary Conditions Joint Label Xfk/in] Y fk/in] Rotationfk-ft/radl Footing 1 Nl 1 Reaction Reaction Reaction 2 N4 1 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-linel-Diph.2.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters Label Shaoe Lenathf... Lb-outTftl Lb-infftl Lcomo too...Lcomo boL. K-out K-in Cm Cb Outs...In swavFuncti.. 1 Ml SEC1 14 Lateral 2 M2 sec2 20 Lateral 3 M3 SEC1 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Maqnitudef(k.k-ft). (in.rad). (k's'^2/ft.. N2 X 25 No Data to Print Member Distributed Loads (BLC 2: DL) Member Label '1 I M2 Direction Start Maqnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] Y I -1.54 I -1.54 I 0 I 25 Member Distributed Loads (BLC 3 ; LL) Member Label Direction Start Maqnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M2 Y -1.125 -1.125 0 25 Basic Load Cases BLC Description Cateaory X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor n iDL+LL+ELIYes I Y I I EL I 1 I DL I 1 I LL I 1 I I I I I I I I I I I Joint Deflections LC Joint Label Xfinl Yfinl Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .328 -.006 -2.701 e-3 3 1 N3 .32 -.01 3.25e-5 4 ^ 1 N4 0 0 0 Joint Reactions LC Joint Label Xfkl Yfkl MZ fk-ft] 1 1 Nl -5.942 21.28 79.113 2 1 N4 -19.058 35.238 133.705 3 1 Totals: -25 56.518 4 1 COG (ft): X: 10 Y: 13.768 RISA-2D Version 9.1.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-linel-Diph.2.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: ml Member Section Forces 1 1 Ml 1 21.28 6.007 79.113 2 2 21.045 6.007 58.09 3 3 20.81 6.007 37.067 4 4 20.576 6.007 16.044 5 5 20.341 6.007 -4.979 6 1 M2 1 19.058 20.342 -4.979 7 2 19.058 6.681 -72.537 8 3 19.058 -6.979 -71.793 9 4 19.058 -20.639 -2,749 10 5 19.058 -34.299 134.597 11 1 M3 1 34.3 19.164 134.597 12 2 34.534 19.164 67.521 13 3 34.769 19.164 .446 14 4 35.004 19.164 -66.629 15 5 35.238 19.164 -133.705 Member Section Stresses LC Member Label Sec /Axialfksi] Shearfksi] Top Bendinqfksi] Bot Bendinafksil 1 1 Ml 1 1.08 .931 -8.125 8.125 2 2 1.068 .931 -5.966 5.966 3 3 1.056 .931 -3.807 3.807 4 4 1.044 .931 -1.648 1.648 5 5 1.033 .931 .511 -.511 6 1 M2 1 .967 3.154 .511 -.511 7 2 .967 1.036 7.45 -7.45 8 3 .967 -1.082 7.373 -7.373 9 4 .967 -3.2 .282 -.282 10 5 .967 -5.317 -13.824 13.824 11 1 M3 1 1.741 2.971 -13.824 13.824 12 2 1.753 2.971 -6.935 6.935 13 3 1.765 2.971 -.046 .046 14 4 1.777 2.971 6.843 -6.843 15 5 1.789 2.971 13.732 -13.732 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 -.002 -.031 5345.317 3 3 -.003 -.107 1565.631 4 4 -.005 -.212 794.171 5 5 -.006 -.328 512.112 6 1 M2 1 .328 -.006 NC 7 2 .326 -.136 1864.196 8 3 .324 -.161 1567.535 9 4 .322 -.083 3232.088 10 5 .32 -.01 NC 11 1 M3 1 .01 .32 NC 12 2 .008 .266 6418.942 13 3 .005 .161 NC 14 4 .003 .055 6680.284 15 5 0 0 NC RISA-2D Version 9.1.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line1-Diph.2.r2d] Page 3 Company Designer Job Number inland Engineering, Inc. SN 101585 NCCC Checked By Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear UC Locfft] Pnc/om fk] Pnt/om fk] Mn/om fk-ftl Cb Eqn 1 Ml W16X67 .371 0 .065 332.068 424.671 233.533 1.74 Hl-lb _2_ 3 M2 W16X67 .613 20 .369 20 257.064 424.671 233.533 1.98 Hl-lb M3 W16X67 .628 .206 332.068 424.671 233.533 2.271 Hl-lb RISA-2D Version 9.1.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line1-Diph.2.r2d] Page 4 Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave.. Suite 501-A PROJECT Anaheim. CA92807 /^i ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 CLIENT inlandengineering@sbcglobal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame linei REVIEW BY Seismic Design for Intermediate/Ordinaiy Moment Resisting Frames Based on CBC 10, MSCi341>«5 & AISC 35845 INPUT DATA & DESIGN SUMMARY COLUMN SECTION BEAM SECTION A d 22.9 16.5 A d 22.9 16.5 tw 0.46 tw 0.46 br 10.30 = > 10.30 STRUCTURAL STEEL YIELD STRESS THE FACTOR /OCIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW W16X77 tr 0.76 W16X77 tr 0.76 Pu = L = h = Sx 136 Sx 136 1120 Ix 1120 fx 6.99 fx 6.99 •y 2.45 •y 2.45 Zx 152 Zx 152 k 1.47 Ic 1.47 50 ksi 185 kips 25 ft 14 ft t I I t I I I t THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.9375 x 8 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 7/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 6.78 < 0.3(Es/Fy)"= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where Ej = 29000 ksi h / tv, = 29.80 < * 2.45 (E^ / Fy)°^ = 59.00 [Satisfactory] [418/ (Fy)°^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,) = h/tw = 6.78 29.80 O.Z{BslFy) = 7.22 [Satisfactory] [52/(Fy)" for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/F/'(1-1.54Pu/<|>bPy) = N/A ,forPu/itibPy<0125 [Satisfactory] [ 520 / (Fy)°^(1-1.54Pu/i|)bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)" M/0([1.49, 1.12(2.33-Ca)]= 58.01 , for Pu/tjibPy > 0.125 { MAXl 191 / (Fy)°^(2.33-Pu/it>bPy). 253 / (F,)"^ for AISC Seismic 97, Tab. 1-9-1} Py=FyA= 1145 Where ^= 0.9 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) trf = MIN{ bb( / 6 , 0.4[1.8bb, tb, (FybRyb) / (Fybl^yb)] ° ' }= 1.50 in > actual t^f (The continuity plates required.) ts, = tbf for interior connection, or (tb, 12) tor exterior connection = bs,= 8 in < 1.79(Es/Fys,)°%,= 0.76 in.USE 094 in, (13/16 in) 47.63 in, (LRFD Sec. Kl.9) [Satisfactory] *cPn,s, = *cFcrA = Where (|>c = 0.9 K = 0.75 l = tst(2bst + twc)'/12 = A = 2bs,ts, + 25(twc)' = rs, = (l/A)" = Pu.sl = Ryb Fyb bflj tft, = 653.5 kips 348 20 4.15 in 430.5 kips •cPp.st hs, = dc-2k = Khs,/rs, < 200 >.c = 0.027 Fc, = 35.99 Fyst = 36 [Satisfactory] 13.56 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress 0.1875 03125 The best fillet weld size (AISC 360-05 Sec.J2.2b) w= 1/4 in < WMAX = [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec. J2.2b) Lv, = 0.6ts,Lns,Fy / [(2) (|i Fv, (0.707 w)] = (09375 X 10.6) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = 13.58 in Where Lnet = dc-2(k + 1.5)= 106 < 2(Lnet-0.5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tRe<,D=MAX(ti,t2)= 087 in t, =CyMp,(h-db)/[0.9(0.6)Fy<:Rycdc(db-tfc)h]= 0.87 in Where Cy = Sb / (Cp, Zb) = 0.78 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 136 in^ lb=lx 1120 in Mpr = Nb CprRyFyb Zb = 801 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (d^ + Wj) / 90 = (db -2ts, + dc - 2k) / 90 = 0.31 in Sinc» twc - 0.46 in required with thickness of 7/16 in. < tpeqo. 3 doubler plate is (cont'd) • +1,: Technical References: 1. AISC 341-05: "Seismic Pnjvisions for Stmctural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. Y .A, I X C -1.154k/ft -100k 58k XX Mxii XM XX KX i 217 217 -106.5 'T5i -286.3 Loads: LC 1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 16, 2010 at 4:06 PM 101585 NCCC nccc-101585-WIOM. FRAME-line2.r... Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label Efksn Nu Therm (\1E5F) Densityfk/ft^3] Yieldfksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shapte Type Desiqn List Material Design Rules Afin2] 1 (90.270) fi... 1 (0.180) fin4] 1 SEC1 W18X106 Beam Wide Flanqe HR STL Tvoical 31.1 220 1910 2 sec2 W18X106 Beam Wide Flanqe HR STL Typical 31.1 220 1910 Member Primary Data Label 1 Joint J Joint Rotate(deg) Section/Sfiape Type Desiqn List Material Desian Rules 1 Ml Nl N2 SEC1 Beam Wide Fla... HR STL Tvoical 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC1 Beam Wide Fla... HR STL Tvoical Joint Coordinates and Temperatures Label Xfftl Yrftl Temo fPI 1 Nl 0 0 0 2 N2 0 14 0 3 N3 29 14 0 4 N4 29 0 0 Joint Boundarv Conditions Joint Label Xfk/in] Y fk/in] Rotationfk-ft/rad] Footinq 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line2.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters Label Shaoe Lenathf... Lb-outfft] Lb-infft] Lcomo too.. Lcomo boL.. K-out K-in Cm Cb Outs...In swavFuncti.. 1 Ml SEC1 r 14 Lateral 2 M2 sec2 29 Lateral 3 M3 SEC1 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Maqnitudef(k.k-ft). (in.rad). (k's^2/ft.. N2 X 58 Joint Loads and Enforced Displacements (BLC 2 : DL) Joint Label L.D.M Direction Magnitudet(k.k-ft). (in.rad). (k*s^2/ft. N3 -41 Joint Loads and Enforced Displacements (BLC 3 : LL) Joint Label L.D.M Direction Magnitudef(k.k-ft). (in.rad). (k*s'^2/ft.. N3 -59 Member Point Loads (BLC 2: DL) Member Label Direction Magnitudefk.k-ft] Locationfft.%] Ml 0 0 Member Distributed Loads (BLC 2 : DL) Member Label T~] M2 Direction Start Maqnitude(k/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locationrft.%] Y T -.554 I -.554 I 0 1 29 Member Distributed Loads (BLC 3: LL) Member Label 1 I M2 Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft,%] End Locationfft,%] Y I -.6 I -.6 1 0 I 29 Basic Load Cases BLC Description Cateaory X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 1 1 3 LL LL 1 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IDL+LL+EL I Yes I Y i I EL I 1 I DL I 1 I LL I 1 ! I I I I I I I i i I RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line2.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:_ Joint Deflections LC Joint Label Xfin] Yfin] Rotation [rad] 1 1 Nl 0 0 0 2 1 N2 .431 -.002 -2.801e-3 3 1 N3 .417 -.024 -1.262e-3 4 1 N4 0 0 0 Joint Reactions LC Joint Label Xfk] Yfkl MZ fk-ft] 1 1 N1 -22.562 ,9L462-_ 235.139 2 1 N4 -35.438 (130.036 286.333'^^ 3 1 Totals: -58 4 1 COG (ft): X: 24.894 Y: 13.851 Member Section Forces LC Member Label Sec Axialfk] Shearfk] Momentfk-ft] Ml 9.462 22.598 235.139 9.092 22.598 156.047 8.721 22.598 76.955 8.351 22.598 -2.138 7.98 22.598 -81.23 M2 35.438 7.984 -81.23 35.438 -1.15 -106.004 35.438 -10.283 -64.559 35.438 -19.417 43.106 10 35.438 -28.551 216.991 11 M3 128.555 35.952 216.991 12 128.925 35.952 91.16 13 129.295 35.952 -34.671 14 129.666 35.952 -160.502 15 J3A036 35.952_ -286.333 Member Section Stresses LC Member Label Sec Axialfksi] Shearlksil Top Bendinqfksi] Bot BendingfksiJ 1 1 Ml 1 .304 2.045 -13.835 13.835 2 2 .292 2.045 -9.181 9.181 3 3 .28 2.045 -4.528 4.528 4 4 .269 2.045 .126 -.126 5 5 .257 2.045 4.779 -4.779 6 1 M2 1 1.139 .722 4.779 -4.779 7 2 1.139 -.104 6.237 -6.237 8 3 1.139 -.931 3.799 -3.799 9 4 1.139 -1.757 -2.536 2.536 10 5 1.139 -2.584 -12.767 12.767 11 1 M3 1 4.134 r 3.253 -12.767 12.767 12 2 4.145 3.253 -5.364 5.364 13 3 4.157 3.253 2.04 -2.04 14 4 4.169 3.253 9.444 -9.444 15 5 4.181 3.253 16.847 -16.847 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line2.r2d] Page 3 ir Company : Inland Engineering, Inc. Designer : SN Checked By: / h5 Job Number : 101585 NCCC Checked By: / h5 Member Section Deflections LC Member Label Sec xfin] yfinl (n) L/y Ratio 1 1 M1 1 0 0 NC 2 2 0 -.048 3464.182 3 3 0 -.157 1072.606 4 4 -.001 -.294 571.101 5 5 -.002 -.431 389.889 6 1 M2 1 .431 -.002 NC 7 2 .427 -.159 2288.633 8 3 .424 -.152 2497.567 9 4 .421 -.048 NC 10 5 .417 -.024 NC 11 1 M3 1 .024 .417 402.667 12 2 .018 .317 529.83 13 3 .012 .182 922.524 14 4 .006 .06 2782.122 15 5 0 0 L NC Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear UC Locfft] Pnc/om [k] Pnt/om fk] Mn/om fk-ft] Cb Eqn Ml W18X106 .578 0 .142 543.408 670.419 413.174 2.145 Hl-lb M2 W18X106 .590 29 .179 29 272.23 670.419 413.174 2.173 Hl-lb M3 W18X106 .855 14 .226 543.408 670.419 413.174 2.224 Hl-la RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-line2.r2d] Page 4 Inland Enginodring & Consulting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anaheim, CA 92807 r^l ICMT Phone: (714) 777-7700 | Fax: (714) 777-7773 CLIENT inlandengineering@stx:giobal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: Frame line 2 REVIEW BY Seismic Oesign for Intermediate/Ordinaiy Moment Resisting Frames Based on CBC 10, AISC 341-05 & AiSC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > Ad tw b, 31.1 18.7 0.59 11.20 BEAM SECTION = > Ad tv, Ijf 31.1 18.7 059 11.20 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW W18X106 tr S, 0.94 204 W18X106 tf 0.94 Sx 204 50 182 29 14 1910 1910 7.84 7.84 •y 2.66 2.66 Zx 230 Z, 230 k 1.34 k 1.34 ksl kips ft ft THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.125 x 9 with 5/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 7/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t()= 5.96 < 0.3(Es/Fy)°^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where Ej = 29000 ksi h/t„ = 27.15 < 2.45 (Es/Fy)''^= 59.00 [Satisfactory] [ 418 / (Fy)°^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) bf / (2t() = 5.96 < h/tw = 27.15 [Satisfactory] 0.3(Es/F/='= 7.22 [Satisfactory] [52/(Fy)° ^ for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/F/=(1-1.54Pu/i|)bPy) = N/A , for Pu/ij>bPy< 0.125 Where ^ [ 520 / (Fy)'' l1-1.54Pu/(|ibPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)''^MAX[1.49, 1.12(2.33-Ca)]= 59.34 , for Pu/fePy > 0.125 {MAX[191 / (Fy)''^(2.33-Pu/i|)bPy), 253 / (Fy)" '] for AISC Seismic 97, Tab. 1-9-1} , Py = FyA = 09 1555 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) trf = MIN{ bb, / 6 , 0.4[1.8bb, tb, (FybRyb) / (FybRyb)l " ' }= 1.74 in > actual t^ (The continuity plates required.) 'st = tbf for interior connection, or (tbf 12) tor exterior connection = 9 1.79 (Es/Fys,)"ts,= 094 in,USE 1.13 in, (1 in ) 57.15 in, (LRFD Sec. Kl.9) [Satisfactory] •cPn.st = 'ticPcrA = Where i|ic = 0.9 K = 0.75 l = tst(2bs, + t,„)='/12 = A = 2bs,ts, + 25(t«:)' = rst = (l/A)" = Pu.st = Ryb Fyb bfb tfb = 937.7 kips 602 29 4.56 in 579.0 kips •cPn,st hs,= dc-2k = Khs,/rs, <200 >.c = 0.030 Fcr = 35.99 Fyst = 36 [Satisfactory] 16.02 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec. J2.2b) > w„iN = 0.1875 in w= 5/16 in < WMAX = 0.4375 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = 0.6ts,LnstFy / [(2) i|> F„ (0.707 w)] = (1.125 X 13.0) X 36 / [(2) 0.75 (0.6x70)(a.707x5/16)] = Where Lnet = dc-2(k + 1.5) = 13.0 < 16.07 in 2(Lnet -0 5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD=MAX(ti,t2)= 1.01 in ti = CyMp,(h-db)/[0.9(0.6)FycRycdc(db-tfb)h]= 101 in Where Cy = Sb / (Cpr Zb) = 0.77 Cp,= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 204 in^ lb = lx= 1910 in" Mpr =Nb CprRyFyb Zb= 1212 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dz + Wj) / 90 = (db -2ts, + dc - 2k) / 90 = 0.36 in Since tvre= 0.59 in required with thickness of 7/16 in. tReqo. 3 doubler plate is (cont'd) Technical References; 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .X ! 30k -1.352k/ft m ffi m -60.4 T^l Loads: LC 1, DL+LL+EL Results for LC 1, DL+UL+EL Member Bending Moments (k-ft) m i 113.9 113.9 -138.7 Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 16, 2010 at 1:40 PM 101585 NCCC nccc-101585-MOM. FRAME-3.r2d Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By Global Display Sections for Member Calcs 5 Max Intemal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties LT Label Efksi] Gfksi] Nu Therm (\1E5F) Densjtyfk/ff^a] Yieldfksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Type Design List Material DesKfn Rules Atln2] 1 (90.270) fl... 1 (0.180) fin4] 1 SEC1 W16X67 Beam Wide Flanae HR STL Tvoical 19.7 119 954 2 sec2 W16X67 Beam Wide Flanqe HR STL Tvpical 19.7 119 954 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Design List Material [5esian Rules 1 Ml N1 N2 SEC1 Beam [Wide Fla... HR STL Tvoical 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 ^ N4 SEC1 Beam Iwide Fla... HR STL Tvoical Joint Coordi'nafes and Temperatures 1 Nl 0 0 0 2 N2 0 14 0 3 N3 19 14 0 4 N4 19 0 0 Joint Boundary Conditions Joint Label Xfk/in] Y fk/in] Rotationfk-fl/rad] Footing 1 Nl Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-3.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By Hot Rolled Steel Desian Parameters Label Shaoe Lenathl... Lb-outlftl Lb-inFffl Lcomo too.. Lcomo bot.. K-out K-in Cm Cb Outs... In swavFuncti.. 1 Ml SEC1 14 Lateral 2 M2 sec2 19 Lateral 3 M3 SEC1 14 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M Direction Magnitudef(k.k-ft). (in.rad). (k*s'^2/ft.. N2 L X 30 No Data to Print.. Member Distributed Loads (BLC 2 : DL) Member Label Direction Start Magnitudefk/ft.d..End Magnitudefk/ft.d... Start Locationfft.%] End Locationtft%] M2 -.552 .552 0 30 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locatlonfft.%] M2 Y .8 .8 0 30 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 2 DL DL -1 1 3 LL LL 1 Load Combinations Description Solve PD... SR .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1~ iDL+LL+ELlYesI Y I I EL I 1 I DL I 1 I LL I 1 I I I I \ I I \ \ I I Joint Deflections LC Joint Label Xfin] Yfin] Rotation frad] 1 1 Nl 0 0 0 2 1 N2 .387 -.001 -2.186e-3 3 1 N3 .38 -.007 -9.033e-4 4 1 N4 0 0 0 Joint Reactions LC Joint Label Xfk] Yfk] MZ fk-ft] 1 1 Nl -12.045 5.56 114.45 2 1 N4 -17.955 23.278 138.66 3 1 Totals: -30 28.839 4 1 COG (nv. X: 9.5 Y: 13.544 RISA-2D Version 9.1.0 [S:\Projects\SHAWNyOBS-10\church\nccc-101585-MOM. FRAME-3.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member Section Forces 1 1 Ml 1 5.56 12.064 114.45 2 2 5.326 12.064 72.228 3 3 5.091 12.064 30.005 4 4 4.857 12.064 -12.217 5 5 4.622 12.064 -54.439 6 1 M2 1 17.955 4.623 -54.439 7 2 17.955 -2.118 -60.388 8 3 17.955 -8.858 -34.32 9 4 17.955 -15.599 23.765 10 5 17.955 -22.339 113.868 11 1 M3 1 22.34 18.038 113.868 12 2 22.574 18.038 50.736 13 3 22.809 18.038 -12.396 14 4 23.044 18.038 -75.528 15 5 23.278 18.038 -138.66 Member Section Stresses LC Member Latiel Sec Axialfksi] Shearfksi] Top Bendingfksl] Bot Bendingfksl] 1 1 Ml 1 .282 1.87 -11.755 11.755 2 2 .27 1.87 -7.418 7.418 3 3 .258 1.87 -3.082 3.082 4 4 .247 1.87 1.255 -1.255 5 5 .235 1.87 5.591 -5.591 6 1 M2 1 .911 .717 5.591 -5.591 7 2 .911 -.328 6.202 -6.202 8 3 .911 -1.373 3.525 -3.525 9 4 .911 -2.418 -2.441 2.441 10 5 .911 -3.463 -11.695 11.695 11 1 M3 1 1.134 2.796 -11.695 11.695 12 2 1.146 2.796 -5.211 5.211 13 3 1.158 2.796 1.273 -1.273 14 4 1.17 2.796 7.757 -7.757 15 5 1.182 2.796 14.241 -14.241 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 0 -.046 3642.557 3 3 0 -.148 1138.934 4 4 -.001 -.272 617.99 5 5 -.001 -.387 434.283 6 1 M2 1 .387 -.001 NC 7 2 .385 -.077 3081.266 8 3 .383 -.071 3420.86 9 4 .381 -.02 NC 10 5 .38 -.007 NC 11 1 M3 1 .007 .38 442.479 12 2 .005 .295 570.102 13 3 .003 .171 983.204 14 4 .002 .057 2971.314 15 5 0 0 NC RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-3.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By 1^^ Member AISC 13th ASD Steel Code Checks (Bv Combination) LC Member Shape uc Max Locfft] Shear UC Locfft] Pnc/om fk] Pnt/om fk] Mn/om fk-ft] Cb Eqn Ml W16X67 .498 0 .130 332.068 424.671 233.533 2.169 Hl-lb M2 W16X67 .521 19 .241 19 269.959 424.671 233.533 2.111 Hl-lb M3 W16X67 .629 14 .194 332.068 424.671 233.533 2.236 Hl-lb RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-MOM. FRAME-3.r2d] Page 4 Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite SOI-A PROJECT Anaheim. CA 92807 /^i ICMT Phone: (714) 777-7700 j Fax: (714) 777-7773 CLIENT inlandengineenng@5bcglobal.net JOB NO. NCCC Timeless 101585 DATE : Frame line 3 PAGE DESIGN BY REVIEW BY Seismic Dealgn for intennediate/Ofdinafy Momfent Resisting Frames Based oo CBC 10, AISC 341-05 8. AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > Ad tw bf 22.9 16.5 0.46 10.30 BEAM SECTION = > Ad tw b, 22.9 16.5 0.46 10.30 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW W16X77 tf 0.76 W16X77 tr 0.76 136 Sx 136 1120 1120 rx 6.99 fx 6.99 2.45 2.45 152 152 k 1.47 k 1.47 50 ksl 33.6 kips 19 ft 14 ft THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.9375 x 8 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 7/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) r ; 1 p I I i : r i t J ! 1 ! I l_l 1_ FRAME TYPE R Cd SMRF 8 3 51/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 6.78 < 0.3(Es/F/^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where E^ = 29000 ksi h /1„ = 29.80 < 2.45 (EJ / Fy)°^ = 59.00 [Satisfactory] [ 418 / (Fy)°^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b, / (2t,) = 6.78 h / ty, = 29.80 0.3 (Ej / Fy)"^ = 7.22 [Satisfactory] [52/(Fy)°^ for AISC Seismic 97, Tab. 1-9-1] [Satisfactory] 3.14(Es/Fy)ni-1.54Pu/(tibPy) = 71.82 , for Pij/(t>bPy < 0125 [ 520 / (Fy)°^(1-1.54Pu/(|)i,Py) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)" ^ MAX[1.49, 1.12(2.33 - Cg)] = N/A , for PJ^Py > 0.125 {MAX[191 / (Fy)''^(2.33-Pu/<tPbPy). 253 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1} Where ^= 0.9 , p = FyA = 1145 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tc = MIN{ bb, / 6 , 0.4[1.8bb, tb, (FybRyb) / (FybRyb)] " ' }= 'st = tbf for interior connection, or (tbf 12) tor exterior connection = bst= 8 in < 1.79(E,/Fy3,)°%, 1.50 in > actual 1^ (The continuity plates required.) 0.76 in,USE 094 in, (13/16 in) 47.63 in, (LRFD Sec. Kl.9) [Satisfactory] •cPn,st = *cFcrA = Where i|ic = 0.9 K = 0.75 l = ts,(2bs, + two)'/12 = A = 2bs,ts, + 25(t„e)' = rst = (l/A)" = Pu.st - Ryb Pyb hfb tfb = 653.5 kips 348 20 4.15 in 430.5 kips *cPn,s hs, = dc-2k = Khs,/rs, <200 = 0.027 F„ = 35.99 Fyst = 36 [Satisfactory] 13.56 (AISC 360, E2) ksi kips, plate yield stress [Satisfactory] The best fillet weld size (AISC 360-05 Sec. J2.2b) > WMIN = 0.1875 in w= 1/4 in * WMAX = 0.3125 in [Satisfactory] The required weld length t)etween A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lw = 0.6ts,Lns,Fy / [(2) (|) Fw (0.707 w)] = (0.9375 X 10.6) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = 13.58 in Where Lnet = dc - 2(k +1.5) = 10.6 < 2(Lnet -0 5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tRe<,D = MAX(ti,t2)= 0.87 in ti = CyMpr(h-db)/[0.9{0.6)FycRycdc(db-t,b)h]= 087 in Where Cy = Sb / (Cpr Zb) = 0.78 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 136 in^ lb = lx= 1120 in" Mpr = Nb CprRyFyb Zb = 801 ft-kips Nb = 1 , (if double side connection of beams, Input 2) ts = (dz + Wz) / 90 = (db -2tst + dc - 2k) / 90 = 0.31 in Since twc= 0.46 in required with thickness of 7/16 in. tpeqD > 3 doubler plate is I i jv- Technical References: 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005. 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. ^"/ .yT'y Hr fj(. M Us IS ^0 14 ^ :2v-7 >i^/^'»''^^l.X 1^ - j $^ M^-^^ t^g) i-r<p szs-s ^yi-Cs^ ^,0^ . INLAND ENGINEERING DATE SUBJECT ifi^^^Cl- SHEET NO. BY CHKD. JOB NO. u - ^^-^ 3o - Uo ' (lO^L/t' ) INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. // i|f7i / ^i / 4t: Kir " ( ^/^^ ^ ^7.^( K/^) - -1-1^ f 4* i2.jL-.X I Loads: LC 1, DL+LL+EL Results for LC 1, DL+LL+EL Memtier Bending Moments (k-ft) 2.25k 2.46k 2.96k 29.4 1.42k Inland Engineering, Inc. NCCC SK-1 SN NCCC Nov 7, 2010 at 6:00 PM 101585 NCCC NCCC-TOWER-101585.r2d Company Designer Job Number Inland Engineering, inc. SN 101585 NCCC Checked By: 22 Global Display Sections for Member Calcs 5 Max Interna! Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 13th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectanqular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label Efksn G[ksl] Nu Themi (\1E5R Densitvfkm'^3] Yield[ksi] HR STL 29000 11154 .65 .49 36 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules Ann2] 1 (90.270) fi-. 1 (0.180) [in4] 1 SEC1 HSS10X10X5 Beam Wide Flanae HR STL Tvoical 11.07 172.185 172.185 2 sec2 W12X53 Column SauareTube HR STL Typical 15.6 95.8 425 Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/Shape Type Design List Material Desiqn Rules 1 Ml Nl N2 SEC1 Beam Wide Fla... HR STL Tvoical 2 M2 N2 N3 SEC1 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SEC1 Beam Wide Fla... HR STL Tvoical 4 M4 N8 N7 SEC1 Beam Wide Fla... HR STL Typical 5 M5 N7 N6 SEC1 Beam Wide Fla... HR STL Tvoical 6 M6 N6 N5 SEC1 Beam Wide Fla... HR STL Typical 7 M7 N4 N8 sec2 Column SquareT... HR STL Tvoical 8 M8 N3 N7 sec2 Column SquareT... HR STL Typical 9 M9 N2 N6 sec2 Column SquareT... HR STL Typical Joint Coordinates and Temperatures 1 Nl 0 0 0 2 N2 0 14 0 3 N3 0 34 0 4 N4 0 50 0 5 N5 12 0 0 6 N6 12 14 0 7 N7 12 34 0 8 N8 12 50 0 RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Checked Bv:'^^ Job Number : 101585 NCCC Checked Bv:'^^ Joint Boundarv Conditions Joint Label X \k/m] Y fk/in] Rotationfk-ft/rad] Footing 1 Nl Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction Hot Rolled Steel Desian Parameters Label Shape Lengthf... Lb-outfft] Lb-in[ft] Lcomp top—Lcomp boL. K-out K-in Crn Cb 0jjt_s._.. In jiway Fuacli Ml SEC1 14 Lateral M2 SEC1 20 Lateral M3 SEC1 16 Lateral _4_ _5_ _6_ _7_ _8_ 9 M4 SEC1 16 Lateral M5 SEC1 20 Lateral M6 SEC1 14 Lateral M7 sec2 12 Lateral M8 sec2 12 Lateral M9 sec2 12 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M Direction Maonitudef(k.k-ft), (in.rad), (k*s'^2/ft.. 1 N2 L X 1.42 2 N3 L X 2.96 3 N4 L X 2.46 Joint Loads and Enforced Displacements (BLC 2: DL) 1 N2 L Y -.504 2 N3 L Y -.504 3 N4 L Y -1.27 4 N6 L Y -.504 5 N7 L Y -.504 6 N8 L Y -1.27 Joint Loads and Enforced Displacements (BLC 3: LL) 1 N2 L Y -1.44 2 N3 L Y -1.44 3 N4 L Y -.98 4 N6 L Y -1.44 5 N7 L Y -1.44 6 N8 L Y -.98 No Data to Print. Member Distributed Loads (BLC 2: DL) Member Label Direction Start Maqnitudefk/ft.d.. End Maqnitudefk/ft.d... Start Locationrft,%] End Locationfft.%] 1 M7 Y -.156 -.156 0 12 2 M8 Y -.084 -.084 0 12 3 M9 Y -.084 -.084 0 12 RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member Distributed Loads (BLC 3: LL) Member Label Direction Start Magnitude[k/ft.d.. End Magnitudefk/ft.d... Start Locationtft.%] End Locationfft.%1 1 M7 Y -.14 -.14 0 12 2 M8 Y -.24 -.24 0 12 3 M9 Y -.24 -.24 0 12 Basic Load Cases BLC Description Cateqorv X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 3 2 DL DL -1 6 3 3 LL LL 6 3 Load Combinations Description SolvePD.. IDL+LL+ELIYes I Y SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I EL I 1 I DL I 1 I LL I 1 i I ~T Tii 111 I Zl Joint Deflections LC Joint Label Xfin] Yfin] Rotation frad] 1 1 N1 0 0 0 2 1 N2 .406 0 -1.568e-3 3 1 N3 1.373 0 -1.316e-3 4 1 N4 1.69 -.002 -6.904e-4 5 1 N5 0 0 0 6 1 N6 .406 -.016 -1.298e-3 7 1 N7 1.373 -.029 -1.086e-3 8 1 J N8 1.69 -.033 -3.64e-4 Joint Reactions LC Joint Label Xfk] Yfk] MZ [k-ft] 1 1 N1 -3.345 -1.374 27.254 2 1 N5 -3.495 30.656 28.5 3 1 Totals: -6.84 29.282 4 1 COG (ft): X: 6 Y: 31.844 Member Section Forces 1 1 Ml 1 -1.374 3.339 27.254 2 2 -1.506 3.339 15.569 3 3 -1.638 3.339 3.883 4 4 -1.77 3.339 -7.803 5 5 -1.902 3.339 -19.489 6 1 M2 1 1.907 2.644 26.006 7 2 1.719 2.644 12.785 8 3 1.531 2.644 -.437 9 4 1.342 2.644 -13.658 10 5 1.154 2.644 -26.88 11 1 M3 1 3.047 1.023 6.827 12 2 2.896 1.023 2.736 13 3 2.746 1.023 -1.355 14 4 2.595 1.023 -5.446 15 5 2.444 1.023 -9.538 16 1 M4 1 6.245 1.462 13.259 RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Pa^e 3 Company : Inland Engineering, Inc. Designer Job Number ; SN : 101585 NCCC Checked By: Member Section Forces (Continued) 17 2 6.395 1.462 7.412 18 3 6.546 1.462 1.565 19 4 6.697 1.462 -4.282 20 5 6.847 1.462 -10.129 21 1 M5 1 17.153 2.899 29.353 22 2 17.342 2.899 14.86 23 3 17.53 2.899 .367 24 4 17.718 2.899 -14.127 25 5 17.907 2.899 -28.62 26 1 M6 1 30.129 3.612 22.072 27 2 30.261 3.612 9.429 28 3 30.393 3.612 -3.214 29 4 30.524 3.612 -15.857 30 5 30.656 3.612 -28.5 31 1 M7 1 1.444 .195 -9.538 32 2 1.444 -.852 -8.551 33 3 1.444 -1.9 -4.423 34 4 1.444 -2.947 2.847 35 5 1.444 -3.994 13.259 36 1 M8 1 1.341 -3.837 -33.707 37 2 1.341 -4.968 -20.5 38 3 1.341 -6.099 -3.9 39 4 1.341 -7.23 16.094 40 5 1.341 -8.362 39.481 41 1 M9 1 .709 -5.753 -45.495 42 2 .709 -6.884 -26.539 43 3 .709 -8.016 -4.189 44 4 .709 -9.147 21.555 45 5 .709 -10.278 50.692 Member Section Stresses LG Member Label Sec Axialfksi] Shearfksi] Top Bendinqfksi) Bot Bendinqfksi] 1 1 Ml n 1 -.124 .574 -9.497 9.497 2 2 -.136 .574 -5.425 5.425 3 3 -.148 .574 -1.353 1.353 4 4 -.16 .574 j 2.719 -2.719 5 5 -.172 .574 6.791 -6.791 6 1 M2 1 .172 .455 -9.062 9.062 7 2 .155 .455 -4.455 4.455 8 3 .138 .455 .152 -.152 9 4 .121 .455 4.759 -4.759 10 5 .104 .455 9.367 -9.367 11 1 M3 1 .275 .176 -2.379 2.379 12 2 .262 .176 -.953 .953 13 3 .248 .176 .472 -.472 14 4 .234 .176 1.898 -1.898 15 5 .221 .176 3.324 -3.324 16 1 M4 1 .564 .251 -4.62 4.62 17 2 .578 .251 -2.583 2.583 18 3 .591 .251 -.545 .545 19 4 .605 .251 1.492 -1.492 20 5 .619 .251 3.529 -3.529 21 1 M5 1 1.55 .499 -10.228 10.228 22 2 1.567 .499 -5.178 5.178 23 3 1.584 .499 -.128 .128 24 4 1.601 .499 4.923 -4.923 RISA-2D Version 9.1.0 [C:\RISAyOBS09\NCCC-TOWER-101585.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Member Section Stresses (Continued) LC Member Label Sec Axialfksi] Shearfksi] Top Bendinqfksi] Bot Bendinqfksi] 25 5 1.618 .499 9.973 -9.973 26 1 M6 1 2.722 .621 -7.691 7.691 27 2 2.734 .621 -3.286 3.286 28 3 2.746 .621 1.12 -1.12 29 4 2.757 .621 5.526 -5.526 30 5 2.769 .621 9.931 -9.931 31 1 M7 1 .093 .047 1.624 -1.624 32 2 .093 -.205 1.456 -1.456 33 3 .093 -.457 .753 -.753 34 4 .093 -.708 -.485 .485 35 5 .093 -.96 -2.257 2.257 36 1 M8 1 .086 -.922 5.739 -5.739 37 2 .086 -1.194 3.49 -3.49 38 3 .086 -1.466 .664 -.664 39 4 .086 -1.738 -2.74 2.74 40 5 .086 -2.01 -6.722 6.722 41 1 M9 1 .045 -1.383 7.746 -7.746 42 2 .045 -1.655 4.518 -4.518 43 3 .045 -1.926 .713 -.713 44 4 .045 -2.198 -3.67 3.67 45 5 .045 -2.47 -8.631 8.631 Member Section Deflections 1 1 Ml 1 0 0 NC 2 2 0 -.052 3229.664 3 3 0 -.17 988.035 4 4 0 -.305 551.704 5 5 0 -.406 413.886 6 1 M2 1 0 -.406 NC 7 2 0 -.596 4657.895 8 3 0 -.897 NC 9 4 0 -1.194 3818.013 10 5 0 -1.373 NC 11 1 M3 1 0 -1.373 NC 12 2 0 -1.452 NC 13 3 -.001 -1.547 NG 14 4 -.002 -1.634 8502.189 15 5 -.002 -1.69 NC 16 1 M4 1 .033 1.69 NC 17 2 .032 1.64 6578.526 18 3 .031 1.549 NC 19 4 .03 1.449 NC 20 5 .029 1.373 NC 21 1 M5 1 .029 1.373 NC 22 2 .026 1.199 3558.203 23 3 .022 .896 NC 24 4 .019 .59 4142.419 25 5 .016 .406 NC 26 1 M6 1 .016 .406 414.116 27 2 .012 .311 • 540.845 28 3 .008 .176 956.754 29 4 .004 .054 3100.4 30 5 0 0 NC 31 1 M7 1 1.69 -.002 NC 32 2 1.69 -.019 NC RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 5 Company Designer Job Number Inland Engineering, SN 101585 inc. NCCC Checked By: Member Section Deflections (Continued) 33 3 1.69 -.026 NC 34 4 1.69 -.027 NC 35 5 1.69 -.033 NC 36 1 M8 1 1.373 0 NC 37 2 1.373 -.024 8861.773 38 3 1.373 -.022 NC 39 4 1.373 -.015 NC 40 5 1.373 -.029 NC 41 1 M9 1 .406 0 NC 42 2 .406 -.024 7050.64 43 3 .406 -.015 NC 44 4 .406 -.002 NC 45 5 .406 -.016 NC Member AISC 13th ASD Steel Code Checks (Bv Combination) 1 1 M1 HSS10X10X5 .382 0 .049 0 216.887 238.627 71.916 Hl-lb 2 1 M2 HSS10X10X5 .377 20 .039 0 196.361 238.627 71.916 2.266 Hl-lb 3 1 M3 HSS10X10X5 .138 16 .015 0 210.637 238.627 71.916 2.215 Hl-lb 4 -] M4 HSS10X10X5 .199 0 .021 0 210.637 238.627 71.916 2.225 Hl-lb 5 1 M5 HSS10X10X5 .452 0 .042 0 196.361 238.627 71.916 2.268 H1-1b 6 1 M6 HSS10X10X5 .467 14 .053 0 216.887 238.627 71.916 2.227 Hl-lb 7 1 M7 W12X53 .097 12 .067 12 281.52 336.287 139.94 1.949 Hl-lb 8 1 M8 W12X53 .285 12 .140 12 281.52 336.287 139.94 2.202 Hl-lb 9 1 M9 W12X53 .363 12 .172 12 281.52 336.287 139.94 2.202 Hl-lb RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 6 INLAND ENGINEERING DATE SUBJECT SHEET NO. ~7-"^S^ BY CHKD. JOB NO. ^'^Z ^S~ [cjiH^ ^^-imnPi^ /3y its h <^ fci^ Fbsr^ A^^r (oj)^ , aiQ P S^ ii •. — 4* c5? ESa. ii^i—. INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. \ -7 ^ ^t-lZ' ^YT,)-^.* ^^^JTP " -72- Inland Engineering & Consulting, inc. 4883 E. La Palma Ave.. Suite 501.A PROJECT Anaheim, CA 92807 icMT Phone: (714) 777-7700 | Fax: (7141777-7773 ULICIN 1 inlandengineering@BbcBiobaLnet JOB NO. nccc PAGE timeless DESIGN BY 101585 DATE: REVIEW BY ^1 stiiisiMi;'i^^iienii^;';iQn;M^0^o-o5 INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe) Tube A 3.37 FLOOR BEAM -1 A 6.48 STRINGER -1 (Channel or Tube) Tube A 8.76 STRINGER - 2 (Channel or Tube) Tube A 8.76 LANDING BEAM -1 (Channel or Tube) Channel A 6.08 LANDING BEAM - 2 (Channel or Tube) ''min 1.52 d 12.30 d 12.00 d 12.00 d 12.00 = > t 0.23 = > l« 156.00 = > 144.00 = > •x 144.00 = > •x 129.00 - > Zx 29.30 Channel A 6.08 d 12.00 HSS4X4X1/4 h 4.00 W12X22 Sx 25.40 HSS12X4X5/16 Sx z, 24.00 31.30 HSS12X4X5/16 Sx Zx 24.00 31.30 C12X20.7 Sx Zx 21.50 25.60 C12X20.7 s, z, 21.50 25.60 DIMENSIONS NUMBER OF STORIES GRAVITY LOAD H = 16 ft, story Ht Li = 19.33 ft L2 = 6 ft L3 = 6 ft n 2 DL = 69 psf LL = 100 psf THE STAIR DESIGN IS ADEQUATE. ANALYSIS STRINGER-1 f ! T f T f T ! ! 6 = 22.48 deg, from horizontal w = 0.25 (DL / Cos e + LL) L3 = 262 R = 0.5 w L, = 2.53 l<ips M =wLi^/8= 12.24 ft-kips Fy = 46.00 ksl Mn/nb = FyZx/1.67 = plf, projected 71.85 > ft-kips M E = 29000 ksi Au. = 5 (WLL Cos 6) (L, / Cos 9)* / (384 E I) = < (Ll / Cos 8) / 240 = 1.05 in [Satisfactory] 0.17 in [Satisfactory] LANDING BEAM - 1 T T I f ^ly T T T I w = 0.5 (DL + LL) L2 = 507 plf P = 2.53 kips, from STRINGER -1 4.05 kips 9.88 ft-kips R = 0.5 w L3 + P = M = wL3^/8 +P L3/2 = Fy = 36.00 ksi Mn/nb = FyZx/1.67 = 45.99 ft-kips > M 5 WLL LS" / (384 E I) + PLL L3^ / (24 E I) = [Satisfactory] 0.01 in STRINGER - 2 f ! r I I f I f f LANDING BEAM - 2 IT ITT!!!? FLOOR BEAM -1 I I T T |Ti T I I I COLUMN I- (cont'd) w = 262 plf, projected, from STRINGER -1 P = 4.05 kips, from LANDING BEAM - 1 RL =[WLI(0.5LI + L2) + PL2]/(LI + L2) = RR =[WLI(0.5LI) + PLI]/(L, + L2) = 4.09 5.03 kips kips X =RL/W= 15.62 Mmax =RLX-(0.5WX^) Fy = 46.00 ksi M„/ni, = FyZx/1.67 = ft, from left 31.96 ft-kips :x/1.67= 71.85 ft-kips > M [Satisfactory] 5 WLL (LI + t-if I (384 E I) + PLL (L, +L2)' / (48 E I) = 0.47 (LI + Lj) / 240 = 1 27 in [Satisfactory] w = 507 plf, from LANDING BEAM-1 R =0.5WL3= 1.52 kips M =WL3^/8= 2.28 ft-kips Fy = 36.00 ksi Mn/nb= FyZx/1.67 = 45.99 ft-kips > M [Satisfactory] ALL = 5 WLL LJ' / (384 E 1) = 0.00 in < L3 /240 = 0.30 in [Satisfactory] L = 8 ft w = 600 plf, floor gravity load P = PI + P2 = 5.06 kips, total point loads, from STRINGER -1 R =0.5wL + 0.5P = 4.93 kips M =wL^/8 + PL3/4 = 14.93 ft-kips Fy = 50.00 ksi Mn/f!b = FyZx/1.67 = 73.10 ft-kips > M [Satisfactory] ALL = 5 WLL L" / (384 E 1) + PLL L' / (48 E 1) = 0.02 in < L /240= 0.40 in [Satisfactory] P = 6.55 kips R =nP= 13.09 kips KL =H= 16 ft K = 1.0 Fy = 46 ksi K;/r= 126 Fe = 18 ksi F„ = 16 ksi P„/nc = F„Ag/1.67 = 31.80 kips > R [Satisfactory] Mc = M„ / = 17.98 /1.67= 10.77 ft-kips, (AISC 360-05 F) 0.25 X ( 69 psf X 38.0 ft^) = 0.66 kips. 0.25 W = (If no landing seismic load, F shall be zero.) Mr FH /4 = 2.62 ft-kips lr_MMr_ Pc ^VMC for ^>0.2 Pc A-Ji£^l for £^<02 2Pc \Mc Pc A^= F H-'/(48EI)= 0.43 < H /240= 0.80 0.63 1.0 [Satisfactory] [Satisfactory] INLAND ENGINEERING DATE SUBJECT SHEET NO. 1 BY CHKD. JOB NO. 11^1 d dm. 4fi '2-7. !r 4-7^^4^ KB INLAND ENGINEERING DATE SUBJECT SHEET NO. <^ BY CHKD. JOB NO. /^/J^J^ ^IJNO^ ^h^^^C^ -»Ji -4 1^3 m- ^•7 t;- P L//it ^(^ ^ I sr. ^ pr^^ - 12 -^^^^ XirU>, a'l&sr i^-e' ^i.u •7- i^6» ^30 -2 2.<^ 1*^ INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 Combined Footing Design Description: line A File: C:\Documents and S^lingstehawn nilqoo\My Dwiiment5\ENERC»\LC Data Rles^nccc_101585.ec6 ENERCALC, INC. 19BJ.2010, Ver 6.1.51, N:75423 License Owner : INLAND ENGINEERING CONSULTING INC General Information Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (|) : Phi Values Soil Information Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0,9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5 1.5 Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance 2 No 250 ksf pcf (Uses en(;y for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing increase Footing base depth below sdi surface ft Increases based on footing Depth Allow. Pressure Increase per foot ksf when base footing is below ft Increases based on footing Width... Increase per foot of width ksf when length -or- widtti is greater ttian ft Maximum Allowed Bearing Pressure 10 ksf (zero is no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Beating adjured for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = Between Columns Distance Right of Column #2 = Total Footing Length Footing Width Footing Thicknesj 3.0 ft 29.0 ft 4.50 ft 36.50 ft 3.50 ft 30.0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Pedestal dimensions.. Sq.Dim. = Height = Col#1 24 1.0 Col #2 24 in 1.0 in As As 3 in 3 in Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 5.0 7 3.0 2.586 in''2 Top Bars 5.0 7 3.0 2.385 in'^2 Bars Btwn Cols Bottom Bars 5.0 7 3.0 2.586 in'^2 Top Bars 5.0 7 3.0 2.268 in'^2 Bars Right of Col #2 Bottom Bars 5.0 7 3.0 2.268 in*2 Top Bars 5.0 7 3.0 2.38510-^2 Applied lg Left Column Axial Load Downward Moment (-fCCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (-tCCW) Shear (+X) Overburden DL Lr W 1.0 1.0 1.0 228.0 34.0 228.0 34.0 k k-ft k k k-ft k Lf INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr. Project Desc.: Project Notes: Job# 101585 Combined Footing Design Lie. # : KW-06006198 Description: line A Fde: C:\Documenls and SetUngstehawn njigoo\My OocumentsOEI^CALC Data Rles\ncccJ01585.ec6 ENEI«»LC, INC. 1983-2010, Ver 6.1.51, N:75423 License Owner: INLAND ENGINEERING CONSULTING INC DESIGNSUMMARY Ratio Item Applied Capacity Goveming Load Combination PASS 0.9061 Soil Bearing 1.812 ksf 2.0 ksf -K).60EW).70E-4I PASS 2.040 Overturning 319.20 k-ft 651.05 k-ft 0.6D^O.7E FAIL 0.1827 Sliding 47.60 k 8.696 k 0.6D-«{).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1204 1-way Shear-Col#1 9.890 psi 82.158 psi +1.20D-K).50L-K).20S+E PASS 0.1449 1-way Shear-Col #2 11.904 psi 82.158 psi +1.20D-tO.50L^.20S+E PASS 0.004677 2-way Punching - Col #1 0.7684 psi 164.32 psi +1.40D PASS 0.01857 2-way Punching - Col #2 3.050 psi 164.32 psi -*0.90D+£+1.60H PASS 0.001718 Flexure-Left of Col #1 - Top -0.6067 k-ft 353.16 k-ft +1.40D PASS 0.000553 Flexure - Left of Col #1 - Bottom 0.1952 k-ft 353.16 k-ft +1.40D PASS 0.7560 Flexure - Between Cols - Top -266.99 k-ft 353.16 k-ft +1.20D-K).50L-K).20S+E PASS 0.8657 Flexure - Between Cols - Bottom 305.72 k-ft 353.16 k-ft -K).90D^+1.60H PASS 0.8003 Flexure - Right of Col #2 - Top -282.61 k-ft 353.16 k-ft +1.20D-»O.50L-K).20S-* PASS 0.1511 Flexure - Right of Col #2 - Bottom 53.354 k-ft 353.16 k-ft -K).90D-*£+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio -HD 48.31 k -0.031 in 0.38 ksf 0.38 ksf 2.00 ksf 0.190 k-H3+L+H 50.31 k -0.060 in 0.40 ksf 0.39 ksf 2.00 ksf 0.199 • tO-K),750Lr-^.750L-+l 49.81 k -0.053 in 0.39 ksf 0.39 ksf 2.00 ksf 0.197 ^ +O-tO.750L-K).750S+H 49.81 k -0.053 in 0.39 ksf 0.39 ksf 2.00 ksf 0,197 -fO-K}.70E+H 48.31 k 9.122 in 0.00 ksf 1.01 ksf 2.00 ksf 0.503 +O-f0.750Lr-H).750L-K).750W+H 49.81 k -0.053 in 0.39 ksf 0.39 ksf 2.00 ksf 0.197 +D-K).750L-*O.750S-K).750W+H 49.81 k -0.053 in 0.39 ksf 0.39 ksf 2.00 ksf 0.197 -^O-^0.750Lr^O.750L-^0.5250E+H 49.81 k 6.605 in 0.00 ksf 0.81 ksf 2.00 ksf 0.407 -^O+0.750L-K).750S-t0.5250E-+l 49.81 k 6.605 in 0.00 ksf 0.81 ksf 2.00 ksf 0.407 -K).60D-+O.70E+H 28.99 k 15.224 in 0.00 ksf 1.81 ksf 2.00 ksf 0.906 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 0+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D-tL40.7E 319.20 686.05 2.149 122.97 887.09 7.214 0.6D-K).7E 319.20 651.05 2.040 122.97 849.09 6.905 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 14.49 k 999 D+L 0.00 k 15.09 k 999 0.6D+L-iO.7E 47.60 k 9.30 k 1.1952875525211 0.6D-K}.7E 47.60 k i i.70k ).182682510504: Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn 0.6D-M3.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 0.6D-tO.7E 0.001 0.122 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D+0.7E 0.003 0.243 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.006 0.365 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-*O.7E 0.010 0.487 Bottom 2.268 Min Percent 3.000 353.155 0.000 0.6D-IO.7E 0.016 0.608 Bottom 2.268 Min Percent 3.000 353.155 0.000 k 0.6D-K).7E 0.023 0.730 Bottom 2.268 Min Percent 3.000 353.155 0.000 1 0.6D-H).7E 0.031 0.852 Bottom 2.268 Min. Percent 3.000 353.155 0.000 ^ 0.6D-tO.7E 0.041 0.973 Bottom 2.268 Min Percent 3.000 353.155 0.000 0.6D-tO.7E 0.052 1.095 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D40.7E 0.064 1.217 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.077 1.338 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D4O.7E 0.092 1.460 Bottom 2.268 Min. Percent 3.000 353.155 0.000 m 15 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 Combined Footing Design Lie. # : KW-06006198 Description: line A RIe: C:\Docuii)enls and Sellingstehaim nilqooWy Documents\ENEfCW.C Data Files\nccc_101585.ec6 b ENERCALC, INC. 1983-2010, Ver 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi'Mn Mu / PhiMn 0.6D-K).7E 0.107 1.582 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-tO.7E 0.125 1.703 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.143 1.825 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-tO.7E 0.163 1.947 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.182 2.068 Bottom 2.268 Min. Percent 3.000 353.155 0.001 0.6D-K).7E 0.193 2.190 Bottom 2.268 Min. Percent 3.000 353.155 0.001 0.6D-*{).7E 0.195 2.312 Bottom 2.268 Min. Percent 3.000 353.155 0.001 0.6D-K).7E 0.188 2.433 Bottom 2.268 Min. Percent 3.000 353.155 0.001 0.6D-»O.7E 0.172 2.555 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.147 2.677 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D^.7E 0.112 2.798 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E 0.069 2.920 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-tO.7E 0.016 3.042 Bottom 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E -0.045 3.163 Too 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E -0.116 3.285 Too 2.268 Min. Percent 3.000 353.155 0.000 0.6D-K).7E -0.196 3.407 Too 2.268 Min. Percent 3.000 353.155 0.001 0.6D-tO.7E -0.285 3.528 Too 2.268 Min. Percent 3.000 353.155 0.001 0.6D-tO.7E -0.383 3.650 TOD 2.268 Min. Percent 3.000 353.155 0.001 0.6D-»O.7E -0.490 3.772 Too 2.268 Min. Percent 3.000 353.155 0.001 0.6D-K).7E -0.607 3.893 TOD 2.268 Min. Percent 3.000 353.155 0.002 0.6D->O.7E 305.717 4.015 Bottom 2.586 Bendina 3.000 353.155 0.866 0.6D-K).7E 305.041 4.137 Bottom 2.580 Bendina 3.000 353.155 0,864 0.6D-tO.7E 304.348 4.258 Bottom 2.574 Bendina 3.000 353.155 0.862 0.6D-1O.7E 303.639 4.380 Bottom 2.567 Bendina 3.000 353.155 0.860 0.6D-tfl.7E 302.912 4.502 Bottom 2.561 Bendina 3.000 353.155 0.858 0.6D-H3.7E 302.169 4.623 Bottom 2.555 Bendina 3.000 353.155 0.856 0.6D-K).7E 301.409 4.745 Bottom 2.548 Bendina 3.000 353.155 0.853 0.6D-tO.7E 300.631 4.867 Bottom 2.541 Bendina 3.000 353.155 0.851 0.6D-*O.7E 299.837 4.988 Bottom 2.534 Bendina 3.000 353.155 0.849 0.6D-^.7E 299.026 5.110 Bottom 2.527 Bendina 3.000 353.155 0.847 0.6D-tO.7E 298.198 5.232 Bottom 2.520 Bendina 3.000 353.155 0.844 0.6D-K).7E 297.354 5.353 Bottom 2.513 Bendina 3.000 353,155 0.842 0.6D-K).7E 296.492 5.475 Bottom 2.505 Bendina 3.000 353.155 0.840 0.6D-K}.7E 295.613 5.597 Bottom 2.498 Bendina 3.000 353.155 0.837 0.6D-K).7E 294.718 5.718 Bottom 2.490 Bendina 3,000 353.155 0.835 0.6D-K).7E 293.806 5.840 Bottom 2.482 Bendina 3.000 353.155 0.832 0.6D-K).7E 292.876 5.962 Bottom 2.474 Bendina 3.000 353.155 0.829 0.6D^.7E 291.930 6.083 Bottom 2.466 Bendina 3.000 353.155 0.827 0.6D-»O.7E 290.967 6.205 Bottom 2.457 Bendina 3.000 353.155 0.824 0.6D-K).7E 289.987 6.327 Bottom 2.449 Bendina 3.000 353.155 0.821 0.6D-K).7E 288.990 6.448 Bottom 2.440 Bendina 3.000 353.155 0.818 0.6D-K).7E 287.976 6.570 Bottom 2.432 Bendina 3.000 353.155 0.815 0.6D-K).7E 286.946 6.692 Bottom 2.423 Bendina 3.000 353.155 0.813 0.6D+0.7E 285.898 6.813 Bottom 2.414 Bendina 3.000 353.155 0.810 0.6D-tO.7E 284.834 6.935 Bottom 2.404 Bendina 3.000 353.155 0.807 0.6D-tO.7E 283.752 7.057 Bottom 2.395 Bendina 3.000 353.155 0.803 0.6D-t0.7E 282.654 7.178 Bottom 2.385 Bendina 3.000 353.155 0.800 0.6D-^.7E 281.539 7.300 Bottom 2.376 Bendina 3.000 353.155 0.797 0.6D-K).7E 280.407 7.422 Bottom 2.366 Bendina 3.000 353.155 0.794 0.6D-*0.7E 279.258 7.543 Bottom 2.356 Bendina 3.000 353.155 0.791 0.6D-*O.7E 278.092 7.665 Bottom 2.346 Bendina 3.000 353.155 0.787 0.6D-K).7E 276.909 7.787 Bottom 2.336 Bendina 3.000 353.155 0.784 0.6D-K).7E 275.709 7.908 Bottom 2.325 Bendina 3.000 353.155 0.781 0.6D-tO.7E 274.492 8.030 Bottom 2.315 Bendina 3.000 353.155 0.777 0.6D-K).7E 273.259 8.152 Bottom 2.304 Bendina 3.000 353.155 0.774 0.6D-tO.7E 272.008 8.273 Bottom 2.293 Bendina 3.000 353.155 0.770 0.6D-t{).7E 270.741 8.395 Bottom 2.282 Bendina 3.000 353.155 0.767 0.6D-»O.7E 269.457 8.517 Bottom 2.271 Bendina 3.000 353.155 0.763 0.6D+0.7E 268.156 8.638 Bottom 2.268 Min. Percent 3.000 353.155 0.759 0.6D-K).7E 266.838 8.760 Bottom 2.268 Min. Percent 3.000 353.155 0.756 0.6D-t{).7E 265.503 8.882 Bottom 2.268 Min. Percent 3.000 353.155 0.752 0.6D-t0.7E 264.151 9.003 Bottom 2.268 Min. Percent 3.000 353.155 0.748 0.6D-*O.7E 262.782 9.125 Bottom 2.268 Min. Percent 3.000 353.155 0.744 0.6D-^.7E 261.396 9.247 Bottom 2.268 Min. Percent 3.000 353.155 0.740 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 -^4 Combined Footing Design Description: KW-06006198 line A File; C:\DocuiTienls and S^'ngs\shawn nilqoo\My Documenis\ENERCALC D^ nies\nccc_101585.ec6 ENERCALC, INC. 1985-2010, Ver. 6.1.51, N:75423 License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn 0.6D-tO.7E 259.994 9.368 Bottom 2.268 Min. Percent 3.000 353.155 0.736 0.6D-K).7E 258.574 9.490 Bottom 2.268 Min. Percent 3.000 353.155 0.732 0.6D-K).7E 257.138 9.612 Bottom 2.268 Min. Percent 3.000 353.155 0.728 0.6D-H).7E 255.685 9.733 Bottom 2.268 Min. Percent 3.000 353.155 0.724 0.6D-fO.7E 254.215 9.855 Bottom 2.268 Min. Percent 3.000 353.155 0.720 0.6D-tO.7E 252.727 9.977 Bottom 2.268 Min. Percent 3.000 353.155 0.716 0.6D-K).7E 251.224 10.098 Bottom 2.268 Min. Percent 3.000 353.155 0.711 0.6D-K).7E 249.703 10.220 Bottom 2.268 Min. Percent 3.000 353.155 0.707 0.6D40.7E 248.165 10.342 Bottom 2.268 Min. Percent 3.000 353.155 0.703 0.6D-tO.7E 246.610 10.463 Bottom 2.268 Min. Percent 3.000 353.155 0.698 0.6D-K).7E 245.039 10.585 Bottom 2.268 Min. Percent 3.000 353.155 0.694 0.6D-tO.7E 243.450 10.707 Bottom 2.268 Min. Percent 3.000 353.155 0.689 0.6D40.7E 241.845 10.828 Bottom 2.268 Min. Percent 3.000 353.155 0.685 0.6D-tO.7E 240.222 10.950 Bottom 2,268 Min. Percent 3.000 353.155 0.680 0.6D-K).7E 238.583 11.072 Bottom 2.268 Min. Percent 3.000 353.155 0.676 0.6D-*O.7E 236.927 11.193 Bottom 2.268 Min. Percent 3.000 353.155 0.671 0.6D-K).7E 235.254 11.315 Bottom 2.268 Min. Percent 3.000 353.155 0.666 0.6D-tO.7E 233.564 11.437 Bottom 2.268 Min. Percent 3.000 353.155 0.661 0.6D-tO.7E 231.857 11.558 Bottom 2.268 Min. Percent 3.000 353.155 0.657 0.6D40.7E 230.134 11.680 Bottom 2.268 Min. Percent 3.000 353.155 0.652 0.6D-K).7E 228.393 11.802 Bottom 2.268 Min. Percent 3.000 353.155 0.647 0.6D-K).7E 226.635 11.923 Bottom 2.268 Min. Percent 3.000 353.155 0,642 0.6D-K).7E 224.861 12.045 Bottom 2,268 Min. Percent 3.000 353.155 0.637 0.6D-K).7E 223.070 12.167 Bottom 2.268 Min. Percent 3.000 353.155 0.632 1 0.6D-tO.7E 221.261 12.288 Bottom 2.268 Min. Percent 3,000 353.155 0.627 0.6D-K),7E 219.436 12.410 Bottom 2.268 Min. Percent 3.000 353,155 0.621 0.6D-K).7E 217.594 12.532 Bottom 2.268 Min. Percent 3.000 353.155 0.616 0.6D-tO.7E 215.735 12.653 Bottom 2.268 Min. Percent 3.000 353.155 0.611 0.6D-K).7E 213.859 12.775 Bottom 2.268 Min. Percent 3.000 353.155 0.606 0.6D-K).7E 211.967 12.897 Bottom 2.268 Min. Percent 3.000 353.155 0.600 0.6D-»O.7E 210.057 13.018 Bottom 2.268 Min. Percent 3.000 353.155 0.595 0.6D-K].7E 208.131 13.140 Bottom 2.268 Min, Percent 3.000 353.155 0.589 0.6D-tO.7E 206.187 13.262 Bottom 2.268 Min. Percent 3.000 353.155 0.584 0.6D-tO.7E 204.227 13.383 Bottom 2.268 Min. Percent 3.000 353.155 0.578 0.6D-tO.7E 202.249 13.505 Bottom 2.268 Min. Percent 3.000 353.155 0.573 0.6D+O.7E 200.255 13.627 Bottom 2.268 Min, Percent 3.000 353.155 0.567 0.6D+0.7E 198.244 13.748 Bottom 2.268 Min. Percent 3.000 353.155 0.561 0.6D40.7E 196.216 13.870 Bottom 2.268 Min. Percent 3.000 353.155 0.556 0.6D-tO.7E 194.171 13.992 Bottom 2.268 Min. Percent 3.000 353.155 0.550 0.6D-tO.7E 192.110 14.113 Bottom 2.268 Min. Percent 3.000 353.155 0.544 0.6D-.O.7E 190.031 14.235 Bottom 2.268 Min. Percent 3.000 353.155 0.538 0.6D-K).7E 187.935 14.357 Bottom 2.268 Min. Percent 3.000 353.155 0.532 0.6D-K).7E 185.823 14.478 Bottom 2.268 Min. Percent 3.000 353,155 0.526 0.6D-tO.7E 183.693 14.600 Bottom 2.268 Min. Percent 3.000 353.155 0.520 0.6D-tO.7E 181.547 14.722 Bottom 2.268 Min. Percent 3.000 353.155 0.514 0.6D+0.7E 179.384 14.843 Bottom 2.268 Min. Percent 3.000 353,155 0.508 0.6D40.7E 177.204 14.965 Bottom 2.268 Min. Percent 3.000 353.155 0.502 0.6D40.7E 175.007 15.087 Bottom 2.268 Min. Percent 3.000 353,155 0.496 0.6D-K).7E 172.793 15.208 Bottom 2.268 Min. Percent 3.000 353.155 0.489 0.6D40.7E 170.562 15.330 Bottom 2.268 Min. Percent 3.000 353.155 0.483 0.6D-f0.7E 168.314 15.452 Bottom 2.268 Min. Percent 3.000 353.155 0.477 0.6D-K).7E 166.050 15.573 Bottom 2.268 Min. Percent 3.000 353.155 0.470 0.6D-K).7E 163.768 15.695 Bottom 2.268 Min. Percent 3.000 353.155 0.464 0.6D-K).7E 161.470 15.817 Bottom 2.268 Min. Percent 3.000 353.155 0.457 0.6D-K).7E 159.155 15.938 Bottom 2.268 Min, Percent 3.000 353.155 0.451 0.6D-IO.7E 156.822 16.060 Bottom 2.268 Min, Percent 3.000 353.155 0.444 0.6D-tO.7E 154.473 16.182 Bottom 2.268 Min, Percent 3.000 353.155 0.437 0.6D-tO.7E 152.107 16.303 Bottom 2.268 Min. Percent 3.000 353.155 0.431 0.6D-K).7E 149.724 16.425 Bottom 2.268 Min. Percent 3.000 353.155 0.424 0.6D-fO.7E 147.324 16.547 Bottom 2.268 Min. Percent 3.000 353.155 0.417 0.6D-»0.7E 144.908 16.668 Bottom 2.268 Min. Percent 3.000 353.155 0.410 0.6D-*O.7E 142.474 16.790 Bottom 2.268 Min. Percent 3,000 353.155 0.403 0.6D-K).7E 140.023 16.912 Bottom 2.268 Min. Percent 3.000 353.155 0.396 0.6D-K).7E 137.556 17.033 Bottom 2.268 Min, Percent 3.000 353.155 0.390 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 Combined Footing Design Lie. # : KW-06006198 Description: line A File: C:\DocunienlB and Settingstehawn nil^\My Docunients\ENERCALC Data Rles\ncccJ01585.ec6 b ENERCALC, INC 1983-2010, Ver. 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn 0.6D-K).7E 135.072 17.155 Bottom 2,268 Min. Percent 3.000 353.155 0.382 0.6D-»0.7E 132.570 17.277 Bottom 2.268 Min. Percent 3.000 353.155 0.375 0.6D-«O.7E 130.052 17.398 Bottom 2,268 Min. Percent 3.000 353.155 0.368 0.6D-K).7E 127.517 17.520 Bottom 2.268 Min. Percent 3.000 353.155 0.361 0.6D-K).7E 124.965 17.642 Bottom 2.268 Min. Percent 3.000 353.155 0.354 0.6D-K).7E 122.396 17.763 Bottom 2.268 Min. Percent 3.000 353.155 0.347 0.6D-«O.7E 119.811 17.885 Bottom 2.268 Min. Percent 3.000 353.155 0.339 0.6D-K).7E 117.208 18.007 Bottom 2.268 Min. Percent 3.000 353.155 0.332 0.6D-tO.7E 114.588 18.128 Bottom 2.268 Min. Percent 3.000 353.155 0.324 0.6D+O.7E 111.952 18.250 Bottom 2.268 Min. Percent 3.000 353.155 0.317 0.6D-H).7E 109.299 18.372 Bottom 2.268 Min. Percent 3.000 353.155 0.309 0.6D-K).7E 106.628 18.493 Bottom 2.268 Min. Percent 3.000 353.155 0.302 0.6D-H).7E 103.941 18.615 Bottom 2.268 Min. Percent 3.000 353.155 0.294 0.6D+0.7E 101.237 18,737 Bottom 2.268 Min. Percent 3.000 353.155 0.287 0.6D-^O.7E 98.516 18.858 Bottom 2.268 Min. Percent 3.000 353.155 0.279 0.6D-tO.7E 95.778 18.980 Bottom 2.268 Min. Percent 3.000 353.155 0.271 0.6DtO.7E 93,023 19.102 Bottom 2.268 Min. Percent 3.000 353.155 0.263 0.6D-H).7E 90.252 19,223 Bottom 2.268 Min. Percent 3.000 353.155 0.256 0.6D-H).7E 87.463 19.345 Bottom 2.268 Min. Percent 3.000 353.155 0.248 0.6D-H).7E 84.657 19.467 Bottom 2.268 Min. Percent 3.000 353.155 0.240 0.6D-K).7E 81.835 19.588 Bottom 2.268 Min. Percent 3.000 353.155 0.232 0.6D-H).7E 78.996 19.710 Bottom 2.268 Min. Percent 3.000 353.155 0.224 0.6D-tO.7E 76.140 19.832 Bottom 2.268 Min. Percent 3.000 353.155 0.216 0.6D+0.7E 73.266 19.953 Bottom 2.268 Min. Percent 3.000 353.155 0.207 1 0.6D-K).7E 70.376 20.075 Bottom 2.268 Min. Percent 3.000 353.155 0.199 0.6D^.7E 67.469 20.197 Bottom 2.268 Min. Percent 3.000 353.155 0.191 0.6D-K}.7E 64.546 20.318 Bottom 2.268 Min. Percent 3.000 353.155 0.183 0.6D-*O.7E 61.605 20.440 Bottom 2.268 Min. Percent 3.000 353.155 0.174 0.6D-H).7E 58.647 20.562 Bottom 2.268 Min. Percent 3.000 353.155 0.166 0.6D-tO.7E 55.673 20.683 Bottom 2.268 Min. Percent 3.000 353.155 0.158 0.6D-K).7E 52.681 20.805 Bottom 2.268 Min. Percent 3.000 353.155 0.149 0.6D-K).7E 49.673 20.927 Bottom 2.268 Min. Percent 3.000 353.155 0.141 0.6D-tO.7E 46.648 21.048 Bottom 2.268 Min. Percent 3.000 353.155 0.132 0.6D-H).7E 43.606 21.170 Bottom 2.268 Min. Percent 3.000 353.155 0.123 0.6D-H).7E •44.097 21.292 TOD 2.268 Min. Percent 3.000 353.155 0.125 0.6D-H).7E 47.459 21.413 TOD 2.268 Min. Percent 3.000 353.155 0,134 0.6D-K).7E -50.817 21.535 TOD 2.268 Min. Percent 3.000 353.155 0.144 0.6D-K).7E -54.171 21.657 TOD 2.268 Min. Percent 3.000 353.155 0.153 0.6D4O.7E -57.522 21.778 TOD 2.268 Min. Percent 3.000 353.155 0.163 0.6D+O.7E -60.867 21.900 TOD 2.268 Min. Percent 3.000 353.155 0.172 0.6D+0.7E -64.208 22.022 TOD 2.268 Min. Percent 3.000 353.155 0.182 0.6D-K).7E -67.544 22.143 TOD 2.268 Min. Percent 3.000 353.155 0.191 0.6D-K).7E -70.873 22.265 TOD 2.268 Min. Percent 3.000 353.155 0.201 0.6D-K).7E -74.197 22.387 TOD 2.268 Min. Percent 3.000 353.155 0.210 0.6D+0.7E -77.514 22.508 TOD 2.268 Min. Percent 3.000 353.155 0.219 0.6D-tO.7E -80.824 22.630 TOD 2.268 Min. Percent 3.000 353.155 0.229 0.6D-K).7E -84.126 22.752 TOD 2.268 Min. Percent 3.000 353.155 0.238 0.6D+0.7E -87.421 22.873 TOD 2.268 Min. Percent 3.000 353.155 0.248 0.6D-K).7E -90.707 22.995 TOD 2.268 Min. Percent 3.000 353.155 0.257 0.6D-tO.7E -93.985 23.117 TOD 2.268 Min. Percent 3.000 353.155 0.266 0.6D4O.7E -97.254 23.238 TOD 2.268 Min. Percent 3.000 353.155 0.275 0.6D-H).7E -100.513 23.360 TOD 2.268 Min. Percent 3.000 353.155 0.285 0.6D-K).7E -103.763 23.482 TOD 2.268 Min. Percent 3.000 353.155 0.294 0.6D+0.7E -107.002 23.603 TOD 2.268 Min. Percent 3.000 353.155 0.303 0.6D-K).7E -110.230 23.725 TOD 2.268 Min. Percent 3.000 353.155 0.312 0.6D-K).7E -113.448 23.847 TOD 2.268 Min. Percent 3.000 353.155 0.321 0.6D+0.7E -116.653 23.968 TOD 2.268 Min. Percent 3.000 353,155 0.330 0,6D-fO.7E -119.847 24.090 TOD 2.268 Min. Percent 3.000 353.155 0.339 0.6D-K).7E -123.029 24.212 TOD 2.268 Min. Percent 3.000 353.155 0.348 0,6D-K).7E -126.198 24.333 TOD 2.268 Min. Percent 3.000 353.155 0.357 0.6D-K).7E -129.353 24.455 TOD 2.268 Min. Percent 3.000 353.155 0.366 0.6D-»0.7E -132.495 24.577 TOD 2.268 Min. Percent 3.000 353.155 0.375 0.6D+0.7E -135.623 24.698 TOD 2.268 Min. Percent 3.000 353.155 0.384 0.6D-H3.7E -138.737 24.820 TOD 2.268 Min. Percent 3.000 353.155 0.393 INLAND ENGINEERING 4883 E. PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr Project Desc: Project Notes: Job# 101585 RIe: C:\Documenls and Settingstehawn nilqoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 k ENERCALC, INC. 198^2010, Ver 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Combined Footing Design Lic.#: KW-06006198 Description: line A Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn 0.6D-tO.7E -141.836 24.942 TOD 2.268 Min. Percent 3.000 353.155 0.402 0.6D-K).7E -144.919 25.063 TOD 2.268 Min. Percent 3.000 353.155 0.410 0.6D40.7E -147.987 25.185 TOD 2.268 Min. Percent 3.000 353.155 0.419 0.6D-tO.7E -151.039 25.307 TOD 2.268 Min. Percent 3.000 353.155 0.428 0.6D40.7E -154.075 25.428 TOD 2.268 Min. Percent 3.000 353.155 0.436 0.6D-tO.7E -157.094 25.550 TOD 2.268 Min. Percent 3.000 353.155 0.445 0.6D+0.7E -160.095 25.672 TOD 2.268 Min. Percent 3.000 353.155 0.453 0.6D+0.7E -163.079 25.793 TOD 2.268 Min. Percent 3.000 353.155 0.462 0.6D-O.7E -166.044 25.915 TOD 2.268 Min. Percent 3,000 353.155 0.470 0.6D-K).7E -168.992 26.037 TOD 2.268 Min. Percent 3.000 353.155 0.479 0.6D40.7E -171.920 26.158 TOD 2.268 Min. Percent 3.000 353.155 0.487 0.6D40.7E -174.829 26.280 TOD 2.268 Min. Percent 3.000 353.155 0.495 0.6D-K).7E -177.718 26.402 TOD 2.268 Min. Percent 3.000 353.155 0.503 0.6D40.7E -180.587 26.523 TOD 2.268 Min. Percent 3.000 353.155 0.511 0.6D40.7E -183.435 26.645 TOD 2.268 Min. Percent 3.000 353.155 0.519 0.6D40,7E -186.263 26.767 TOD 2.268 Min. Percent 3.000 353.155 0.527 0.6D-K).7E -189.069 26.888 TOD 2.268 Min. Percent 3.000 353.155 0.535 0.6D-tO.7E -191.853 27.010 TOD 2.268 Min. Percent 3.000 353.155 0.543 0.6D^O.7E -194.616 27.132 TOD 2.268 Min. Percent 3.000 353.155 0.551 0.6DtO.7E -197.355 27.253 TOD 2,268 Min. Percent 3.000 353.155 0.559 0.6D-tO.7E -200.072 27.375 TOD 2.268 Min. Percent 3.000 353.155 0.567 0,6D40.7E -202.765 27.497 TOD 2.268 Min. Percent 3.000 353.155 0.574 0.6D-K).7E -205.434 27.618 TOD 2.268 Min. Percent 3.000 353.155 0.582 0.6D-K).7E -208.079 27.740 TOD 2.268 Min Percent 3.000 353.155 0.589 k 0.6D-tO.7E -210.700 27.862 TOD 2.268 Min. Percent 3.000 353.155 0.597 • 0,6D-K).7E -213.295 27.983 TOD 2.268 Min. Percent 3.000 353.155 0.604 0.6D-K).7E -215.865 28.105 TOD 2.268 Min. Percent 3.000 353.155 0.611 0.6D40.7E -218.409 28.227 TOD 2.268 Min. Percent 3.000 353.155 0.618 0.6D-K).7E -220.926 28.348 TOD 2.268 Min. Percent 3.000 353.155 0.626 0.6D-*0.7E -223.417 28.470 TOD 2.268 Min. Percent 3.000 353.155 0.633 0.6D-tO.7E -225.881 28.592 TOD 2.268 Min. Percent 3.000 353.155 0.640 0.6D-K).7E -228.317 28.713 TOD 2.268 Min. Percent 3.000 353.155 0.647 0.6D-K).7E -230.726 28.835 TOD 2.268 Min. Percent 3.000 353.155 0.653 0.6D-tO.7E -233.106 28.957 TOD 2.268 Min Percent 3.000 353.155 0.660 0.6D-K).7E -235.457 29.078 TOD 2,268 Min Percent 3.000 353.155 0.667 0.6D-K).7E -237.779 29.200 TOD 2.268 Min Percent 3.000 353.155 0.673 0.6D-tO.7E -240.071 29.322 TOD 2.268 Min Percent 3.000 353.155 0.680 0.6D-K).7E -242.334 29.443 TOD 2.268 Min Percent 3.000 353.155 0.686 0.6D-K).7E -244.566 29.565 TOD 2.268 Min. Percent 3.000 353.155 0.693 0.6D-tO.7E -246.767 29.687 TOD 2.268 Min. Percent 3.000 353.155 0.699 0.6D-tO.7E -248.937 29.808 TOD 2.268 Min. Percent 3.000 353.155 0.705 0.6D-tO.7E -251.075 29.930 TOD 2.268 Min. Percent 3.000 353.155 0.711 0.6D-K).7E -253.182 30.052 TOD 2.268 Min. Percent 3.000 353.155 0.717 0.6D-K).7E -255.256 30.173 TOD 2.268 Min Percent 3.000 353.155 0.723 0.6D-*O.7E -257.297 30.295 TOD 2.268 Min Percent 3.000 353.155 0.729 0.6D-tO,7E -259.304 30417 TOD 2.268 Min Percent 3.000 353.155 0.734 0,6D-tO.7E -261.278 30.538 TOD 2.268 Min Percent 3.000 353.155 0,740 0.6D-K).7E -263.218 30.660 TOD 2.268 Min Percent 3.000 353.155 0.745 0.6D-K).7E -265.124 30.782 TOD 2.268 Min. Percent 3.000 353.155 0.751 0,6D-fO.7E -266.994 30.903 TOD 2.268 Min. Percent 3.000 353.155 0.756 0.6D-K),7E -268.830 31.025 TOD 2.268 Min Percent 3.000 353.155 0,761 0.6D-K).7E -270.638 31.147 TOD 2.281 Bendina 3.000 353.155 0,766 0.6D-tO.7E -272.423 31.268 TOD 2.297 Bendina 3.000 353.155 0.771 0.6D-K).7E -274.183 31.390 TOD 2.312 Bendina 3,000 353.155 0,776 0.6D-tO.7E -275.920 31.512 TOD 2.327 Bendina 3.000 353.155 0.781 0.6DtO.7E -277.631 31.633 TOD 2.342 Bendina 3.000 353.155 0.786 0.6D+0.7E -279.317 31.755 TOD 2.357 Bendina 3.000 353.155 0.791 0.6D-K).7E -280.978 31.877 TOD 2.371 Bendina 3.000 353.155 0.796 i 0.6D-*0.7E -282.613 31.998 TOD 2.385 Bendina 3.000 353.155 0.800 ' 0.6D-K).7E 53.354 32.120 Bottom 2.268 Min Percent 3.000 353.155 0.151 0.6D-tO.7E 50.718 32.242 Bottom 2.268 Min Percent 3.000 353.155 0.144 0.6D-K).7E 48.130 32.363 Bottom 2.268 Min Percent 3.000 353.155 0,136 0.6D40.7E 45.591 32.485 Bottom 2.268 Min Percent 3.000 353.155 0.129 0.6D-tO.7E 43.102 32.607 Bottom 2.268 Min Percent 3.000 353.155 0.122 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^7 Combined Footing Design Lic.# : KW-060D6198 Description: line A RIe: C:\Documenls and SetSngstehawn nilqoo\My DocumentsOERCALC Data Rles\ncccJ01585.ec6 U ENERCALC, INC. 1983-2)10, Ver 6.1.51, N:75*23 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D40.7E 40.665 32.728 Bottom 2.268 Min. Percent 3.000 353.155 0.115 0.6D40.7E 38.279 32.850 Bottom 2.268 Min. Percent 3.000 353.155 0.108 0.6D-tO.7E 35.948 32.972 Bottom 2.268 Min. Percent 3.000 353.155 0.102 0.6D-K},7E 33.673 33.093 Bottom 2.268 Min Percent 3.000 353.155 0,095 0.6D40.7E 31.461 33.215 Bottom 2.268 Min Percent 3.000 353.155 0,089 0.6D-fO.7E 29.313 33.337 Bottom 2.268 Min Percent 3.000 353.155 0.083 0.6D-K).7E 27.230 33.458 Bottom 2.268 Min Percent 3.000 353.155 0.077 0.6D-tO.7E 25.214 33.580 Bottom 2.268 Min. Percent 3.000 353.155 0,071 0.6D-4O.7E 23.265 33.702 Bottom 2.268 Min. Percent 3.000 353.155 0.066 0.6D40.7E 21.386 33.823 Bottom 2.268 Min. Percent 3.000 353.155 0.061 0.6D-K).7E 19.577 33.945 Bottom 2.268 Min. Percent 3.000 353,155 0.055 0.6D-K).7E 17.839 34.067 Bottom 2.268 Min. Percent 3.000 353.155 0.051 0.6D-K).7E 16.174 34.188 Bottom 2.268 Min Percent 3.000 353.155 0.046 0.6D-^.7E 14.583 34.310 Bottom 2.268 Min Percent 3.000 353,155 0.041 0.6D-4O.7E 13.067 34.432 Bottom 2.268 Min Percent 3.000 353.155 0.037 0.6D-K).7E 11.628 34.553 Bottom 2.268 Min. Percent 3,000 353.155 0.033 0.6D+0.7E 10.266 34.675 Bottom 2.268 Min. Percent 3.000 353.155 0.029 0.6D40.7E 8.983 34.797 Bottom 2.268 Min, Percent 3.000 353,155 0.025 0.6D-K).7E 7.781 34.918 Bottom 2.268 Min. Percent 3,000 353.155 0.022 0.6D-tO.7E 6.659 35.040 Bottom 2.268 Min Percent 3.000 353.155 0.019 0.6D-K).7E 5.621 35.162 Bottom 2.268 Min Percent 3.000 353.155 0.016 0.6D-K).7E 4.666 35.283 Bottom 2.268 Min Percent 3.000 353.155 0.013 0.6D40.7E 3.796 35.405 Bottom 2.268 Min Percent 3.000 353.155 0.011 0.6D-1O.7E 3.013 35.527 Bottom 2.268 Min, Percent 3.000 353.155 0.009 ^ 0.6D-tO.7E 2.317 35.648 Bottom 2.268 Min. Percent 3.000 353.155 0.007 10.6D-fO.7E 1.709 35.770 Bottom 2.268 Min. Percent 3.000 353.155 0.005 0.6D-tO.7E 1.192 35.892 Bottom 2.268 Min. Percent 3.000 353.155 0.003 0.6D+0.7E 0.766 36.013 Bottom 2.268 Min Percent 3.000 353.155 0.002 0.6D-K).7E 0.433 36.135 Bottom 2.268 Min. Percent 3.000 353.155 0.001 0.6D-K).7E 0.193 36.257 Bottom 2.268 Min Percent 3.000 353.155 0.001 0.6D-K).7E 0.049 36.378 Bottom 2.268 Min Percent 3.000 353.155 0.000 0.6D-*O.7E 0.000 36.500 Bottom 2,268 Min. Percent 3.000 353.155 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 0.84 psi 0.60 psi 164.32 psi 0.77 psi 0,72 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.60 psi 1.26 psi 164.32 psi 0.44 psi 0.38 psi +1.20D+1.60L40.50S+1.60H 82.16 psi 1.60 psi 1.26 psi 164.32 psi 0.44 psi 0.38 psi +1.20D+1.60Lr-.O.50L 82.16 psi 1.00 psi 0.75 psi 164.32 psi 0.59 psi 0.54 psi +1.20D-tO.50L+1.60S 82.16 psi 1.00 psi 0.75 psi 164,32 psi 0.59 psi 0.54 psi +1.20D-K).50Lr-fO.50L+1.60W 82.16 psi 1.00 psi 0.75 psi 164.32 psi 0.59 psi 0.54 psi +1.20D40.50L-t0.50S+1.60W 82.16 psi 1.00 psi 0.75 psi 164.32 psi 0.59 psi 0.54 psi +1.20D-tO.50L-K).20S-fE 82.16 psi 9.89 psi 11.90 psi 164.32 psi 0.67 psi 2.46 psi -K).90D+E+1.60H 82.16 psi 7.09 psi 8.60 psi 164.32 psi 0.43 psi 3.05 psi • INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie, #: KW-06006198 Description: line B General Information Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soil Information Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0.3 Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = Total Fooling Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column Axial Load Downward = Moment (-tCCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (-fCCW) Shear (+X) Overburden = 4.50 ft 29 ft 4.5 ft 38.0 ft 4.0 ft 36.0 in DL Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Lr 1.0 RIe; C:\Documents and Settlngs\shawn nikjoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') 0.0014 Min Allow % Tenip Reinf (based on thick) 0.0018 Min. Overturning Safety Factor 1.5 :1 Min. Sliding Safety Factor 1.5:1 Soil Bearing Increase Footing base depth below soil surface ft Increases based on footing Depth Allow. Pressure Increase per foot ksf when base footing is below ft Increases based on footing Width ... Increase per foot of width ksf when length -or- width is greater than ft Maximum Allowed Bearing Pressure 10 ksf fzero is no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Col #1 Col #2 24 24 in 1 1in 1.0 As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 6.0 y "160 3.Tl0in'^2 Top Bars 6.0 7 3.60 3.110in'^2 Bars Btwn Cols Bottom Bars 6,0 7 3.60 3.110in''2 Top Bars 6.0 7 3.60 3.110in''2 Bars Right of Col #2 Bottom Bars 6.0 7 3.60 3.110in'^2 Top Bars 6.0 7 3.60 3.110in'^2 W E H 1, 309.0 k k-ft 47.0 k k 309.0 k-ft 47.0 k 6-#r 6-«? , o o i 6S7 6.#7 SS7 • T, INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design C}c # : KW-06006198 RIe: C:\Documents and Settings\shawn nikjoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC, INC. 1983-2010, Ver: 6.1.61, N:75423 I Ucense Owner: INLAND ENGINEERING CONSULTING INC Description: llneB DESIGNSUMMARY Design t>J.G. Ratio Item Applied Capacity Governing Load Combination PASS 0.9807 Soil Bearing 1.961 ksf 2.0 ksf -fO.60D+0.70E+H PASS 2.264 Overturning 432.60 k-ft 979.45 k-ft 0.6D-K}.7E FAIL 0.1863 Sliding 65.80 k 12.262 k 0.6D-K).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1454 1-way Shear-Col#1 11.948 psi 82.158 psi +1.20D-K).50L-K).20S+E PASS 0.1454 1-way Shear-Col *2 11.948 psi 82.158 psi +1.20D+0.50L-tO.20S+E PASS 0.005603 2-way Punching - Col *1 0.9206 psi 164.32 psi +1.40D PASS 0.02123 2-way Punching - Col *2 3.488 psi 164.32 psi -K).90D+E+1.60H PASS 0.000449 Flexure-Left of Col *1 -Top -0.2334 k-ft 520.31 k-ft +1.40D PASS 0.000969 Flexure-Left of Col *1 -Bottom 0.5043 k-ft 520.31 k-ft +1.40D PASS 0.7490 Flexure - Between Cols -Top -389.69 k-ft 520.31 k-ft +1.20D-K).50L-K).20S+E PASS 0.8238 Flexure - Between Cols -Bottom 428.63 k-ft 520.31 k-ft -K).90D+E+1.60H PASS 0.7864 Flexure - Right of Col #2 -Top 409.18 k-ft 520.31 k-ft +1.20DHO.50L-tO.20S+E PASS 0.1325 Flexure-Right of Col #2 - Bottom 68.965 k-ft 520.31 k-ft -K).90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge i Right Edge Allowable Ratio +D 68.12 k 0.000 in 0.45 ksf 0.45 ksf 2.00 ksf 0.224 +D4L+H 70.12 k 0.000 in 0.46 ksf 0.46 ksf 2,00 ksf 0.231 +D-K).750Lr-fO.750L+H 69.62 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D-K).750L-tO.750S+H 69.62 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D-tO.70E+H 68.12 k 9,329 in 0.00 ksf 1.17 ksf 2.00 ksf 0.586 +D-K}.750Lr-tO.750L-K).750W+H 69.62 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D4O.750L-K).750S-K).750W+H 69.62 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D-K).750Lr40.750L-K).5250E+H 69.62 k 6.846 in 0.00 ksf 0.95 ksf 2.00 ksf 0.477 +D-tO.750L-tO.750S-K).5250E+H 69.62 k 6.846 in 0.00 ksf 0.95 ksf 2.00 ksf 0.477 -tO.60D+0.70E+H 40.87 k 15.548 in 0.00 ksf 1.96 ksf 2.00 ksf 0.981 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 ' ' 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L-K).7E 432.60 1.017.45 2.352 202.88 1.247.17 6.147 0.6D+0.7E 432.60 979.45 2.264 202.88 1.209.17 5.960 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 20.44 k 999 D+L 0.00 k 21.04 k 999 0.6D+L+0.7E 65.80 k 12.86 k I.19546504559Z 0.6D+O.7E 65.80 k 12.26 k 1.186346504559: Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn O.6b+07E " 0.000 0.000 0 ' 0.000 0 'aooo 0.000 0.000 0.6D-K).7E 0.001 0.127 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.002 0.253 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E • 0.005 0,380 Bottom 3,110 Min, Percent 3.600 520.306 0.000 0.6D+O.7E 0.009 0.507 Bottom 3.110 Min. Percent 3.600 520.306 0,000 0.6D+O.7E 0.015 0.633 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.021 0,760 Bottom 3,110 Min. Percent 3.600 520.306 0.000 0.6D+O,7E 0.029 0,887 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.038 1.013 Bottom 3.110 Min. Percent 3.600 520,306 0.000 0.6D+O.7E 0.048 1.140 Bottom 3.110 Min. Percent 3.600 520,306 0.000 0.6D+0.7E 0.059 1.267 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.072 1.393 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.085 1.520 Bottom 3.110 Min. Percent 3.600 520.306 0.000 INLAND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design yc. # : KW-06006198. Description: line B RIe: C;\Docunients and Settlngstehawn nikjooWy Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSytTING INC Footing Flexure - Maximum Values for Load .Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+O.7E 0.100 1.647 Bottom 3.110 ' Min. Percent 3.600 • "520!306 'o.ooo 0.6D+O.7E 0.116 1.773 Bottom 3.110 Min, Percent 3.600 520.306 0.000 0.6D+O.7E 0.133 1.900 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.151 2,027 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D-tO.7E 0.171 2.153 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E 0.192 2.280 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D-tO,7E 0.213 2.407 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+0.7E 0.236 2.533 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D40.7E 0.261 2.660 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+0.7E 0.286 2.787 Bottom 3.110 Min, Percent 3.600 520.306 0.001 0.6D+O.7E 0.313 2.913 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K).7E 0.340 3.040 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K}.7E 0.369 3.167 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+O.7E 0.400 3,293 Bottom 3.110 Min, Percent 3,600 520.306 0.001 0.6D+O.7E 0.431 3.420 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+0.7E 0.463 3.547 Bottom 3.110 Min. Percent 3.600 520,306 0.001 0.6D+O.7E 0.487 3.673 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+O.7E 0.500 3.800 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-tO.7E 0.504 3.927 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+O.7E 0.498 4.053 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K).7E , 0.482 4.180 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K).7E 0.456 4.307 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+O.7E 0419 4.433 Bottom 3,110 Min. Percent 3.600 520.306 0.001 0.6D+O.7E 0.373 4.560 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K).7E 0.316 4.687 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D-K).7E 0.250 4.813 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D-K).7E 0.173 4.940 Bottom 3.110 Min. Percent 3.600 520.306 0,000 0.6D+O.7E 0.087 5.067 Bottom 3.110 Min. Percent 3.600 520.306 0,000 0.6D+O.7E -0.010 5,193 Too 3.110 Min. Percent 3.600 520.306 0.000 0.6D+0.7E -0.117 5.320 TOD 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O.7E -0.233 5.447 TOD 3.110 Min Percent 3.600 520.306 0,000 0.6D+O,7E 428.628 5.573 Bottom 3.110 Min Percent 3.600 520.306 0.824 0.6D+O.7E 427.396 5.700 Bottom 3.110 Min. Percent 3.600 520.306 0.821 0.6D+O,7E 426.139 5.827 Bottom 3.110 Min Percent 3.600 520.306 0.819 0.6D+O.7E 424.856 5.953 Bottom 3.110 Min Percent 3.600 520.306 0.817 0.6D+O.7E 423.549 6.080 Bottom 3.110 Min Percent 3.600 520.306 0.814 0.6D+O.7E 422.216 6.207 Bottom 3.110 Min Percent 3.600 520.306 0.811 0.6D+0.7E 420.859 6.333 Bottom 3.110 Min Percent 3.600 520.306 0.809 0.6D+O.7E 419.476 6.460 Bottom 3.110 Min Percent 3.600 520.306 0.806 0.6D+0.7E 418.068 6.587 Bottom 3.110 Min Percent 3.600 520.306 0.804 0.6D-K).7E 416.635 6,713 Bottom 3.110 Min Percent 3.600 520.306 0.801 0.6D+O.7E 415.176 6.840 Bottom 3,110 Min Percent 3.600 520.306 0.798 0.6D+0.7E 413.693 6.967 Bottom 3,110 Min Percent 3,600 520.306 0,795 0.6D+O.7E 412.185 7.093 Bottom 3.110 Min Percent 3.600 520.306 0.792 0.6D+0.7E .410.651 7.220 Bottom 3.110 Min Percent 3.600 520.306 0.789 0.6D+O.7E 409.092 7.347 Bottom 3,110 Min Percent 3.600 520.306 0.786 0.6D+O.7E 407.508 7.473 Bottom 3.110 Min Percent 3.600 520.306 0.783 0.6D-K),7E 405.899 7.600 Bottom 3.110 Min Percent 3.600 520.306 0.780 0.6D+O.7E 404.265 7.727 Bottom 3.110 Min Percent 3.600 520.306 0.777 0.6D+O.7E 402.606 7.853 Bottom 3.110 Min Percent 3.600 520,306 0.774 0.6D+O.7E 400.922 7.980 Bottom 3.110 Min Percent 3.600 520,306 0.771 0.6D+O.7E 399.212 8.107 Bottom 3.110 Min Percent 3.600 520.306 0.767 0.6D+0.7E 397.477 8,233 Bottom 3.110 Min Percent 3.600 520,306 0.764 0.6D+O.7E 395.718 8,360 Bottom 3.110 Min Percent 3.600 520,306 0.761 0.6D+0,7E 393.933 8.487 Bottom 3.110 Min Percent 3.600 520.306 0.757 0.6D+O.7E 392.123 8.613 Bottom 3.110 Min Percent 3.600 520,306 0.754 0.6D+0.7E 390.288 8.740 Bottom 3.110 Min Percent 3.600 520,306 0.750 0.6D+O.7E 388.427 8.867 Bottom 3,110 Min Percent 3.600 520.306 0.747 0.6D+O.7E 386.542 8.993 Bottom 3.110 Min Percent 3.600 520,306 0.743 0.6D+O.7E 384.632 9.120 Bottom 3.110 Min Percent 3.600 520.306 0.739 0.6D+0.7E 382.696 9.247 Bottom 3,110 Min Percent 3.600 520.306 0.736 0.6D+O.7E 380.735 9.373 Bottom 3.110 Min Percent 3,600 520.306 0.732 0.6D+O.7E 378.749 9.500 Bottom 3.110 Min Percent 3.600 520.306 0.728 0.6D+0.7E 376.738 9.627 Bottom 3,110 Min Percent 3.600 520.306 0.724 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: line B Hie: C:\Documents and SelSngstehawn nikjoo\My Documenls\ENERCALC Dala Rles\nccc_101585.ec6 m ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING tNC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn 0.6D+0.7E' 374.702 9.753 Bottom 3.110 Min. Percent 3.600 520.306 0.720 0.6D+O.7E 372.641 9.880 Bottom 3.110 Min. Percent 3.600 520.306 0.716 0.6D+O.7E 370.555 10.007 Bottom 3.110 Min. Percent 3,600 520.306 0.712 0.6D-tO.7E 368.443 10.133 Bottom 3.110 Min. Percent 3.600 520.306 0.708 0.6D+O.7E 366.306 10.260 Bottom 3.110 Min. Percent 3.600 520.306 0.704 0.6D+0.7E 364.145 10.387 Bottom 3.110 Min. Percent 3.600 520,306 0.700 0.6D+O.7E 361.958 10.513 Bottom 3.110 Min. Percent 3.600 520,306 0.696 0.6D+O.7E 359.746 10.640 Bottom 3.110 Min. Percent 3.600 520.306 0.691 0.6D+O.7E 357.509 10.767 Bottom 3.110 Min, Percent 3.600 520,306 0.687 0.6D+O.7E 355.246 10.893 Bottom 3.110 Min. Percent 3.600 520.306 0.683 0.6D+O.7E 352.959 11.020 Bottom 3.110 Min. Percent 3.600 520.306 0.678 0.6D+O.7E 350.646 11.147 Bottom 3.110 Min. Percent 3.600 520.306 0.674 0,6D+O.7E .348,309 11.273 Bottom 3.110 Min. Percent 3.600 520.306 0.669 0.6D+O.7E 345.946 11.400 Bottom 3.110 Min. Percent 3,600 520.306 0.665 0.6D+0.7E 343.558 11.527 Bottom 3.110 Min. Percent 3.600 520.306 0.660 0.6D+O.7E 341.145 11.653 Bottom 3.110 Min, Percent 3.600 520.306 0.656 0.6D+O.7E 338.707 11.780 Bottom 3.110 Min, Percent 3.600 520,306 0.651 0.6D+O.7E 336,244 11.907 Bottom 3.110 Min. Percent 3.600 520.306 0.646 0.6D-K).7E 333.755 12.033 Bottom 3.110 Min. Percent 3.600 520.306 0.641 0,6D+0.7E 331.242 12.160 Bottom 3.110 Min. Percent 3.600 520.306 0.637 0.6D-tO.7E 328.703 12.287 Bottom 3.110 Min. Percent 3.600 520.306 0,632 0.6D+O.7E 326.139 12.413 Bottom 3.110 Min, Percent 3.600 520.306 0.627 0.6D+O,7E 323.551 12,540 Bottom 3,110 Min. Percent 3.600 520.306 0.622 0.6D-K).7E 320,937 12.667 Bottom 3.110 Min. Percent 3.600 520.306 0.617 0.6D-K).7E 318.297 12.793 Bottom 3.110 Min. Percent 3.600 520.306 0.612 0.6D+O.7E 315.633 12.920 Bottom 3.110 Min. Percent 3.600 520.306 0,607 0.6D-K).7E 312.944 13.047 Bottom 3.110 Min. Percent 3.600 520.306 0.601 0.6D+O.7E 310.229 13.173 Bottom 3.110 Min. Percent 3,600 520.306 0.596 0.6D+O.7E 307.490 13.300 Bottom 3.110 Min, Percent 3.600 520.306 0.591 0.6D+O.7E 304.725 13.427 Bottom 3.110 Min. Percent 3.600 520.306 0.586 0.6D+O.7E 301.935 13.553 Bottom 3,110 Min. Percent 3.600 520.306 0.580 0.6D+O.7E 299.120 13.680 Bottom 3.110 Min. Percent 3.600 520.306 0.575 0.6D-K).7E 296.280 13.807 Bottom 3.110 Min. Percent 3.600 520.306 0.569 0.6DtO.7E 293.414 13.933 Bottom 3.110 Min. Percent 3.600 520.306 0.564 0.6D+O.7E 290.524 14.060 Bottom 3.110 Min. Percent 3.600 520.306 0.558 0.6D-K).7E 287.609 14.187 Bottom 3.110 Min. Percent 3.600 520.306 0.553 0.6D+O.7E .284.668 14.313 Bottom 3.110 Min. Percent 3.600 520.306 0.547 0.6D+O.7E 281.702 14.440 Bottom 3.110 Min. Percent 3.600 520.306 0.541 0.6D+O.7E 278.711 14.567 Bottom 3.110 Min. Percent 3.600 520.306 0.536 0.6D+O.7E 275.695 14.693 Bottom 3.110 Min. Percent 3.600 520.306 0.530 0.6D+O.7E 272.654 14.820 Bottom 3.110 Min. Percent 3.600 520.306 0.524 0.6D+O.7E 269.588 14.947 Bottom 3,110 Min. Percent 3.600 520.306 0.518 0.6D+O.7E 266.496 15.073 Bottom 3.110 Min. Percent 3.600 520.306 0.512 0.6D+O.7E 263.380 15.200 Bottom 3.110 Min. Percent 3.600 520.306 0.506 0.6D+O.7E 260.238 15.327 Bottom 3.110 Min. Percent 3.600 520.306 0,500 0.6D+O.7E 257.071 15.453 Bottom 3.110 Min. Percent 3.600 520.306 0.494 0.6D+O.7E 253.879 15.580 Bottom 3.110 Min. Percent 3.600 520.306 0,488 0.6D+0.7E 250.662 15.707 Bottom 3.110 Min, Percent 3.600 520.306 0,482 0,6D+O.7E 247.420 15.833 Bottom 3.110 Min, Percent 3.600 520.306 0.476 0.6D+O.7E 244.153 15.960 Bottom 3.110 Min. Percent 3.600 520.306 0.469 0.6D+O.7E 240.861 16.087 Bottom 3.110 Min. Percent 3.600 520.306 0.463 0.6D+O.7E 237.543 16.213 Bottom 3.110 Min. Percent 3.600 520,306 0.457 0.6D+O,7E 234,200 16.340 Bottom 3.110 Min. Percent 3.600 520.306 0,450 0.6D+O,7E 230.833 16.467 Bottom 3.110 Min. Percent 3.600 520.306 0.444 0.6D-K).7E 227.440 16.593 Bottom 3.110 Min. Percent 3.600 520.306 0.437 0.6D+0.7E 224.022 16.720 Bottom 3.110 Min. Percent 3.600 520.306 0,431 0.6D+O.7E 220.578 16.847 Bottom 3.110 Min. Percent 3.600 520.306 0.424 0.6D+O.7E 217.110 16.973 Bottom 3.110 Min. Percent 3.600 520.306 0.417 0.6D+O.7E 213.617 17.100 Bottom 3.110 Min, Percent 3.600 520,306 0.411 0.6D+0.7E 210.098 17.227 Bottom 3.110 Min. Percent 3.600 520.306 0.404 0.6D+O.7E •206.555 17.353 Bottom 3.110 Min. Percent 3.600 520.306 0.397 0.6D+0.7E 202.986 17.480 Bottom 3.110 Min. Percent 3.600 520,306 0.390 0.6D+0.7E 199.392 17.607 Bottom 3.110 Min. Percent 3.600 520.306 0.383 0,6D+0.7E 195.773 17.733 Bottom 3.110 Min. Percent 3.600 520.306 0.376 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lic.#: KW-06006198 Description: line B RIe: C:\Dxuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+d.7E 192.129 17.860 Bottom 3.1 io" Min. Percent 3,600 520.306 0:369 0.6D+0.7E 188.459 17.987 Bottom 3.110 Min. Percent 3,600 520.306 0.362 0.6D+O.7E 184.765 18.113 Bottom 3.110 Min. Percent 3.600 520.306 0.355 0.6D-^.7E 181.045 18.240 Bottom 3.110 Min. Percent 3.600 520.306 0.348 0.6D+O.7E 177.301 18.367 Bottom 3.110 Min. Percent 3.600 520.306 0.341 0.6D+0.7E 173.531 18.493 Bottom 3.110 Min. Percent 3.600 520.306 0.334 0.6D+0.7E .169.736 18.620 Bottom 3.110 Min. Percent 3.600 520.306 0.326 0.6D+O.7E 165.916 18.747 Bottom 3.110 Min. Percent 3.600 520.306 0.319 0.6D+0.7E 162.071 18.873 Bottom 3.110 Min. Percent 3,600 520.306 0.311 0.6D+0.7E 158,200 19.000 Bottom 3.110 Min. Percent 3.600 520.306 0.304 0.6D+O,7E 154.305 19.127 Bottom 3.110 Min, Percent 3,600 520.306 0.297 0,6D+O.7E 150.384 19.253 Bottom 3.110 Min. Percent 3.600 520.306 0.289 0.6D+O.7E 146.439 19.380 Bottom 3.110 Min, Percent 3.600 520.306 0.281 0.6D+O.7E 142.468 19.507 Bottom 3.110 Min, Percent 3.600 520.306 0.274 0.6D-K).7E 138.472 19.633 Bottom 3.110 Min. Percent 3,600 520.306 0.266 0.6D+O.7E 134.451 19.760 Bottom 3.110 Min. Percent 3.600 520.306 0.258 0.6D+0.7E 130.405 19.887 Bottom 3.110 Min. Percent 3.600 520.306 0.251 0.6D-tO.7E 126.334 20.013 Bottom 3.110 Min, Percent 3.600 520.306 0.243 0.6D+0.7E 122.237 20.140 Bottom 3,110 Min. Percent 3.600 520.306 0.235 0.6D+O.7E 118.116 20.267 Bottom 3.110 Min. Percent 3.600 520.306 0.227 0.6D+0.7E 113.969 20.393 Bottom 3,110 Min. Percent 3.600 520.306 0.219 0.6D+O.7E 109.797 20.520 Bottom 3.110 Min, Percent 3.600 520.306 0.211 0.6D-K).7E 105.600 20.647 Bottom 3.110 Min. Percent 3.600 520.306 0.203 0,6D^O.7E 101.378 20.773 Bottom 3.110 Min. Percent 3.600 520.306 0.195 0.6D+0.7E 97.131 20.900 Bottom 3.110 Min. Percent 3.600 520.306 0,187 0.6D+O.7E 92.859 21.027 Bottom 3.110 Min, Percent 3.600 520.306 0.178 0.6D+O.7E 88.561 21.153 Bottom 3.110 Min. Percent 3.600 520.306 0.170 0.6D+O,7E 84.239 21.280 Bottom 3,110 Min, Percent 3.600 520.306 0.162 0.6D+O.7E 79.891 21.407 Bottom 3.110 Min. Percent 3.600 520.306 0.154 0.6D+0.7E 75.518 21.533 Bottom 3.110 Min. Percent 3.600 520.306 0.145 0.6D+O.7E . 71.120 21.660 Bottom 3.110 Min. Percent 3.600 520.306 0.137 0.6D-K).7E 66.697 21.787 Bottom 3.110 Min. Percent 3.600 520.306 0.128 0.6D+O.7E 62.249 21.913 Bottom 3.110 Min. Percent 3.600 520.306 0.120 0.6D+O.7E 57.776 22.040 Bottom 3.110 Min. Percent 3.600 520.306 0.111 0.6D+O.7E -62.383 22.167 Too 3.110 Min. Percent 3.600 520.306 0.120 0.6D+O.7E -67.229 22.293 Too 3.110 Min, Percent 3.600 520.306 0.129 0.6D-K).7E -72.069 22.420 Too 3.110 Min. Percent 3.600 520,306 0.139 0.6D+0.7E -76.905 22.547 Too 3.110 Min. Percent 3.600 520.306 0.148 0.6D+O.7E -81.734 22.673 Too 3.110 Min. Percent 3.600 520.306 0.157 0.6D-tO.7E -86.556 22.800 TOD 3.110 Min. Percent 3.600 520.306 0.166 0.6D-»O.7E -91.372 22.927 TOD 3.110 Min. Percent 3.600 520.306 0.176 0.6D+0.7E -96.179 23.053 Too 3.110 Min. Percent 3.600 520.306 0.185 0.6D+O.7E -100.979 23.180 TOD 3.110 Min. Percent 3.600 520.306 0,194 0.6D-K).7E -105,769 23.307 TOD 3.110 Min. Percent 3.600 520.306 0.203 0.6D+0.7E -110.550 23.433 TOD 3.110 Min. Percent 3.600 520.306 0.212 0.6D+O.7E -115.321 23.560 TOD 3,110 Min. Percent 3.600 520.306 0.222 0.6D+O.7E -120.081 23.687 TOD 3,110 Min. Percent 3.600 520.306 0.231 0.6D+O.7E -124.830 23.813 TOD 3.110 Min. Percent 3.600 520.306 0.240 0.6D+O.7E -129.567 23.940 TOD 3.110 Min. Percent 3.600 520.306 0.249 0.6D+0.7E -134.292 24.067 TOD 3.110 Min. Percent 3.600 520.306 0.258 0.6D+O.7E -139,004 24.193 TOD 3.110 Min. Percent 3.600 520,306 0.267 0.6D+O.7E -143,702 24.320 TOD 3.110 Min, Percent 3.600 520.306 0.276 0.6D+O,7E -148.386 24.447 TOD 3.110 Min. Percent 3.600 520.306 0.285 0.6D+O.7E -153.056 24.573 TOD 3.110 Min, Percent 3.600 520.306 0.294 0.6D-tO.7E •157.710 24.700 TOD 3.110 Min. Percent 3.600 520,306 0.303 0.6D+O.7E -162,348 24.827 TOD 3.110 Min. Percent 3.600 520.306 0.312 0.6D+O.7E -166.970 24.953 TOD 3.110 Min, Percent 3.600 520.306 0.321 0.6D+O.7E -171.575 25.080 TOD 3.110 Min. Percent 3.600 520.306 0.330 0.6D+O.7E -176.162 25.207 TOD 3.110 Min. Percent 3,600 520.306 0.339 0.6D+0.7E -180.731 25.333 TOD 3.110 Min, Percent 3.600 520.306 0.347 0.6D+O.7E -185.282 25.460 TOD 3.110 Min. Percent 3.600 520.306 0.356 0.6D+0.7E -189,813 25.587 TOD 3.110 Min, Percent 3.600 520.306 0.365 0.6D+O.7E -194.324 25,713 TOD 3.110 Min. Percent 3.600 520.306 0.373 0.6D-K).7E -198.814 25.840 TOD 3.110 Min. Percent 3.600 520.306 0.382 INUND ENGINEERING 4883 E. UK PALMA STE,501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: line B RIe: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 m ENERCALC. INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: JNLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn d.6D+0,7E "' -203.284 25.967 too 3.110 Min. Percent 3'.600 520.306 0,391 0.6D-tO.7E -207.732 26.093 Too 3.110 Min. Percent 3.600 520.306 0.399 0.6D+0.7E -212.157 26.220 Too 3.110 Min. Percent 3.600 520,306 0.408 0.6D+0.7E -216.560 26.347 TOD 3.110 Min. Percent 3.600 520.306 0.416 0.6D+O.7E -220.939 26.473 TOD 3.110 Min. Percent 3.600 520,306 0.425 0,6D-tO.7E -225.294 26.600 TOD 3.110 Min. Percent 3.600 520.306 0.433 0.6D-K).7E -229.625 26.727 TOD 3.110 Min, Percent 3.600 520.306 0.441 0.6D+0.7E -233.931 26.853 TOD 3.110 Min. Percent 3.600 520.306 0.450 0.6D+O,7E -238.211 26.980 TOD 3.110 Min. Percent 3.600 520.306 0.458 0.6D+0.7E -242.464 27.107 TOD 3.110 Min. Percent 3.600 520.306 0.466 0.6D+O.7E -246.691 27.233 TOD 3.110 Min. Percent 3.600 520.306 0.474 0.6D+0.7E -250.890 27.360 TOD 3.110 Min. Percent 3.600 520,306 0.482 0.6D-K).7E -255.062 27.487 TOD 3.110 Min. Percent 3.600 520.306 0.490 0.6D+0.7E -259.204 27.613 TOD 3.110 Min. Percent 3.600 520.306 0.498 0.6D-K),7E -263.318 27.740 TOD 3.110 Min. Percent 3.600 520.306 0.506 0.6D-tO.7E -267.401 27.867 TOD 3.110 Min. Percent 3.600 520.306 0.514 0.6D+0.7E -271.455 27.993 TOD 3.110 Min. Percent 3.600 520,306 0.522 0.6D+O.7E -275.477 28.120 TOD 3.110 Min. Percent 3.600 520.306 0.529 0.6D+0.7E -279.468 28.247 TOD 3.110 Min. Percent 3.600 520,306 0.537 0.6D+O.7E -283,427 28.373 TOD 3.110 Min. Percent 3.600 520.306 0.545 0.6D+O.7E -287.353 28.500 TOD 3.110 Min. Percent 3.600 520.306 0.552 0.6D+0.7E -291,245 28.627 TOD 3.110 Min. Percent 3.600 520.306 0.560 0.6D-K).7E -295.104 28.753 TOD 3.110 Min. Percent 3.600 520.306 0.567 0.6D+0.7E -298.929 28.880 TOD 3.110 Min. Percent 3.600 520.306 0,575 0.6D+O.7E -302.719 29.007 TOD 3.110 Min. Percent 3,600 520.306 0.582 0.6D+0.7E -306.473 29.133 TOD 3.110 Min, Percent 3.600 520.306 0.589 0.6D-K).7E -310.190 29,260 TOD 3.110 Min. Percent 3.600 520.306 0.596 0.6D+0.7E -313.871 29.387 TOD 3.110 Min, Percent 3.600 520.306 0.603 0.6D+0.7E -317.515 29,513 TOD 3.110 Min. Percent 3.600 520.306 0.610 0.6D+0.7E -321,121 29.640 TOD 3.110 Min. Percent 3.600 520.306 0.617 0.6D+0.7E -324.688 29.767 TOD 3.110 Min. Percent 3.600 520.306 0.624 0.6D+O.7E -328.217 29.893 TOD 3.110 Min. Percent 3.600 520.306 0.631 0.6D+0.7E -331.705 30,020 TOD 3.110 Min. Percent 3.600 520.306 0.638 0.6D+O.7E -335.154 30.147 TOD 3.110 Min. Percent 3.600 520.306 0.644 0.6D+O.7E -338.562 30.273 TOD 3.110 Min. Percent 3,600 520,306 0.651 0,6D+O.7E -341.928 30.400 TOD 3.110 Min. Percent 3.600 520.306 0.657 0.6D+0.7E -345.252 30.527 TOD 3.110 Min. Percent 3.600 520.306 0.664 0.6D-tO.7E -348.534 30.653 TOD 3.110 Min. Percent 3.600 520.306 0.670 0.6D+0.7E -351.773 30.780 TOD 3.110 Min. Percent 3.600 520.306 0.676 0.6D+O,7E -354.968 30.907 TOD 3.110 Min. Percent 3.600 520.306 0.682 0.6D+0.7E -358.119 31.033 TOD 3,110 Min. Percent 3.600 520.306 0.688 0.6D+O.7E -361.225 31.160 TOD 3.110 Min. Percent 3.600 520.306 0.694 0.6D+0.7E .364.285 31.287 TOD 3,110 Min. Percent 3.600 520,306 0,700 0.6D+O.7E -367,300 31,413 TOD 3.110 Min. Percent 3.600 520.306 0,706 0.6D+0.7E -370.267 31.540 TOD 3.110 Min. Percent 3.600 520.306 0.712 0.6D+0.7E -373.188 31.667 TOD 3.110 Min. Percent 3.600 520.306 0.717 0.6D+O.7E -376.061 31.793 TOD 3,110 Min. Percent 3.600 520.306 0.723 0,6D+O.7E -378.886 31,920 TOD 3.110 Min. Percent 3.600 520.306 0.728 0,6D+0.7E -381.661 32.047 TOD 3.110 Min. Percent 3.600 520.306 0.734 0.6D+O.7E -384.388 32.173 TOD 3.110 Min. Percent 3.600 520.306 0.739 0.6D+O.7E -387.064 32.300 TOD 3.110 Min. Percent 3.600 520.306 0.744 0.6D+O.7E -389.689 32.427 TOD 3.110 Min. Percent 3.600 520.306 0.749 0.6D+0.7E -392,265 32.553 TOD 3.110 Min. Percent 3.600 520.306 0.754 0.6D+0.7E -394.800 32.680 TOD 3,110 Min. Percent 3.600 520.306 0.759 0.6D+O.7E -397,296 32.807 TOD 3.110 Min, Percent 3.600 520.306 0.764 0.6D+O.7E -399.753 32.933 TOD 3.110 Min. Percent 3.600 520,306 0,768 0.6D+O,7E -402.170 33.060 TOD 3.110 Min. Percent 3.600 520.306 0.773 0.6D-tO.7E 404.547 33.187 TOD 3.110 Min. Percent 3.600 520.306 0.778 0.6D+O.7E 406.882 33.313 TOD 3.110 Min. Percent 3.600 520.306 0.782 0.6D-K}.7E -409.176 33.440 TOD 3,110 Min, Percent 3.600 520.306 0.786 0.6D+0.7E 68.965 33.567 Bottom 3,110 Min. Percent 3.600 520.306 0.133 0.6D-K).7E 65,422 33.693 Bottom 3.110 Min. Percent 3.600 520.306 0.126 0.6D+0.7E 61.950 33.820 Bottom 3.110 Min. Percent 3.600 520.306 0.119 0.6D+O.7E 58.551 33.947 Bottom 3.110 Min. Percent 3.600 520.306 0.113 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 Description: line B Footing Flexure - Maximum Values for Load .Combination File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Flles\nccc_101585.ec6 • ENERCALC. INC 1983-2010. Ver: 6.1.51, N:75423 I License owner: INLAND ENGINEERING CONSULTING INC Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O.7E 55^224 34.073 Bottom 3.110 Min. Percent 3.600 520.306 0.106 0.6D+O.7E 51.973 34.200 Bottom 3.110 Min. Percent 3.600 520.306 0.100 0.6D+O.7E 48.799 34.327 Bottom 3.110 Min. Percent 3.600 520.306 0.094 0,6D+{).7E 45.703 34.453 Bottom 3.110 Min. Percent 3.600 520.306 0.088 0.6D-tO.7E 42.689 34.580 Bottom 3.110 Min. Percent 3.600 520,306 0.082 0.6D+O.7E 39.763 34.707 Bottom 3.110 Min, Percent 3.600 520.306 0.076 0.6D+O.7E 36.927 34.833 Bottom 3.110 Min, Percent 3.600 520.306 0.071 0.6D+O.7E 34.183 34.960 Bottom 3.110 Min, Percent 3.600 520.306 0.066 0.6D+O.7E 31.533 35.087 Bottom 3.110 Min. Percent 3.600 520.306 0.061 0.6D+0.7E 28.977 35.213 Bottom 3.110 Min. Percent 3.600 520.306 0.056 0.6D+O.7E 26.519 35.340 Bottom 3.110 Min. Percent 3.600 520.306 0.051 0.6D+O.7E 24.158 35.467 Bottom 3.110 Min, Percent 3.600 520.306 0.046 0.6D+O.7E 21.898 35.593 Bottom 3.110 Min. Percent 3.600 520,306 0.042 0.6D+O.7E 19.738 35.720 Bottom 3.110 Min. Percent 3.600 520,306 0.038 0.6D+O,7E 17,682 35.847 Bottom 3.110 Min. Percent 3.600 520.306 0.034 0.6D+O.7E 15.730 35.973 Bottom 3.110 Min. Percent 3.600 520.306 0.030 0,6D-K).7E 13.884 36.100 Bottom 3.110 Min. Percent 3,600 520,306 0.027 0.6D-tO.7E 12.146 36.227 Bottom 3.110 Min, Percent 3.600 520,306 0.023 0.6D+O.7E 10.517 36.353 Bottom 3.110 Min. Percent 3.600 520.306 0.020 0.6D+O.7E 8.999 36.480 Bottom 3.110 Min, Percent 3.600 520.306 0,017 0.6D-K).7E . 7.594 36.607 Bottom 3,110 Min. Percent 3.600 520.306 0.015 0.6D+O.7E 6.302 36.733 Bottom 3.110 Min. Percent 3.600 520.306 0.012 0.6D+0,7E 5.126 36,860 Bottom 3.110 Min. Percent 3.600 520,306 0.010 0.6D+O,7E 4.067 36.987 Bottom 3.110 Min. Percent 3.600 520.306 0.008 0.6D-tO.7E 3.126 37.113 Bottom 3.110 Min. Percent 3.600 520.306 0.006 0.6D-tO.7E 2.306 37.240 Bottom 3.110 Min, Percent 3.600 520.306 0.004 0.6D+O.7E 1.608 37.367 Bottom 3.110 Min. Percent 3.600 520.306 0,003 0.6D+0,7E 1.033 37.493 Bottom 3.110 Min. Percent 3.600 520.306 0.002 0.6D+O.7E 0.584 37.620 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0.6D+O,7E 0.260 37.747 Bottom 3.110 Min. Percent 3.600 520.306 0.001 0,6D+O.7E 0.065 37.873 Bottom 3.110 Min. Percent 3.600 520.306 0.000 0.6D+O,7E 0.000 38.000 Bottom 3.110 Min. Percent 3.600 520.306 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D ^ 112^16 psi 0.53 psi 0.53 psi T64732 Dsi 0.92 psi 0,92psi +1.20D+0.50Lr+1,60L+1.60H 82.16 psi 1.02 psi 1.02 psi 164.32 psi 0.63 psi 0.63 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.02 psi 1.02 psi 164.32 psi 0.63 psi 0.63 psi +1.20D+1.60Lr-fO.50L 82.16 psi 0.63 psi 0.63 psi 164.32 psi 0.74 psi 0.74 psi +1.20D+0.50L+1.60S 82.16 psi 0.63 psi 0.63 psi 164.32 psi 0.74 psi 0.74 psi +1.20D-K).50Lr+O.50L+1.60W 82.16 psi 0.63 psi 0,63 psi 164,32 psi 0.74 psi 0.74 psi +1.20D+0.50L+0.50S+1.60W 82.16 psi 0.63 psi 0.63 psi 164,32 psi 0.74 psi 0.74 psi +1.20D+0.50L+O.20S+E 82.16 psi 11.95 psi 11,95 psi 164.32 psi 0.62 psi 2.86 psi +O.90D+E+1.60H • 82.16 psi 8.72 psi 8.72 psi 164.32 psi 0.41 psi 3.49 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Projecf Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: line D General Information Material Properties f'c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0.3 Dimensions & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width Footing Thickness = Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear(+X) Overburden = Rte: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC 1983-2010 Ver: 6,1,51, N:75423 I License Owner: INLAND ENGINEERtNG CONSULTING INC 4.0 ft Pedestal dimensions.. 37,0 ft 4.0 ft 45.bft 3.0 ft 30.0 in DL Sq. Dim. Height 3 in 3 in Lr Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5: Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow, Pressure Increase per foot when base footing is below Increases based on footing Width ... Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure (zero is no liivit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified hy user.) ksf ft ksf ft 10 ksf ksf Col*1 24 1 Col*2 24 in 1in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 5.0" - -y -3.0 2.606 in'^2 Top Bars 5,0 7 3.0 2.589 in'^2 Bars Btwn Cols Bottom Bars 5.0 7 3.0 2.606 in'^2 Top Bars 5.0 7 3.0 2.522 in'^2 Bars Right of Col #2 Bottom Bars 5.0 7 3.0 1.944in''2 Top Bars 5.0 7 3.0 2.589 in'*2 vy E _ H k 230.0 k-ft 35.0 k k 230.0 k-ft 35.0 k •337" 6-#7 TIF INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Fife: C:\Documents and Settlngstehawn nlkjooMy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERiNG CONSULTING iNC Description: lineD DES/GNSC/MMARy Design N.G. Rafio item Applied Capacity Governing Load Combination PASS 0.4327 Soil Bearing • 0.8655 ksf 2.0 ksf +O.60D-K).70E+H PASS 2.529 Overturning 322.0 k-ft 814.24 k-ft 0.6D-K),7E FAIL 0.1871 Sliding 49,0 k 9.169 k 0.6D+O,7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1398 1-way Shear-Col *1 11.483 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.1398 1-way Shear-Col *2 11.483 psi 82.158 psi +1.20D+O.50L-K).20S+E PASS 0.004049 2-way Punching -Col#1 0.6653 psi 164.32 psi +1.20D+O,50L+O.20S+E PASS 0.01139 2-way Punching -Col*2 1.871 psi 164.32 psi +0.90D+E+1,60H PASS 0.001619 Flexure - Left of Col #1 - Top -0.5686 k-ft 351.26 k-ft +1.40D PASS 0.000875 Flexure - Left of Col *1 - Bottom 0.3073 k-ft 351.26 k-ft +1.40D PASS 0.8458 Flexure - Between Cols - Top -297.11 k-ft 351.26 k-ft +1.20D+O.50L-4O.20S+E PASS 0.8731 Flexure - Between Cols - Bottom 306.70 k-ft 351.26 k-ft +O.90D+E+1.60H PASS 0,8676 Flexure - Right of Col *2 - Top -304.74 k-ft 351.26 k-ft +1.20D+O.50L+0.20S+E PASS 0.05199 Flexure - Right o fCol *2-Bottom 18.263 k-ft 351.26 k-ft +O.90D+E+1.60H Soli Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allovirable Ratio +D 50.94 k 0.000 in 0.38 ksf 0,38 ksf 2.00 ksf 0,189 +D+L+H 52.94 k 0.000 in 0.39 ksf 0,39 ksf 2.00 ksf 0.196 +D+0.750Lr+0.750L+H 52.44 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D+0.750L+O.750S+H 52.44 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D-K).70E+H 50.94 k 8.807 in 0.00 ksf 0.83 ksf 2.00 ksf 0.413 +D+O.750Lr+O.750L+O.750W+H 52.44 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0,194 +D+O.750L+O.750S+O.750W+H 52.44 k 0,000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D+O.750Lr+O.750L+O.5250E+H 52.44 k 6.416 in 0.06 ksf 0.72 ksf 2.00 ksf 0.360 +D-tO,750L+O.750S+O.5250E+H 52.44 k 6.416 in 0.06 ksf 0.72 ksf 2.00 ksf 0.360 +O.60D+O.70E+H 30.56 k 14.678 in 0.00 ksf 0.87 ksf 2.00 ksf 0.433 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999,000 0.00 0.00 999^000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D^ HL+0.7E 322.00 859.24 2.668 126.58 1.054.66 8.332 0.6D+O.7E 322.00 814.24 2.529 126.58 1.009.66 7.976 Sliding Stability Load Combination... D D+L 0.6D+L+O.7E 0.6D+O.7E Footing Flexure • Sliding Force Maximuifi Values for Load Combination 0.00 0.00 49.00 49.00 Resisting Force T5'28T^ 15.88 k 9.77 k 9.17 k Sliding SafetyRatio "999 999 1.199362244897! 1,187117346938' Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E "0.000 0.000 0.000 0 0.000 0.000 0.000 0.6D+O.7E 0,001 0.150 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D-K),7E 0.003 0.300 Bottom 1,944 Min, Percent 3.000 351.265 0.000 0.6D+O.7E 0.006 0.450 Bottom 1.944 Min, Percent 3.000 351.265 0.000 0.6D+O.7E 0.011 0.600 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+O.7E 0.018 0.750 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+0.7E 0.025 0,900 Bottom 1,944 Min, Percent 3.000 351.265 0.000 0.6D+0.7E 0.034 1.050 Bottom 1,944 Min. Percent 3.000 351.265 0,000 0.6D+O.7E 0.045 1.200 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+0.7E 0.057 1.350 Bottom 1.944 Min, Percent 3.000 351.265 0.000 0.6D+0.7E 0.070 1.500 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+O.7E 0,085 1.650 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+O,7E 0,101 1.800 Bottom 1.944 Min. Percent 3.000 351.265 0.000 INLAND ENGINEERING 4883 E. Lk PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design yc. #; KW-06006198 Description: line D File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 ENERCALC. INC. 1983-2010. Ver. 6.1.51, N:75423 License Owner : INLAND ENGINEERiNG CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Load Combination... Mu from left Side As Req'd OyOD+OJE aiis 'T.950 Bottom 1.944 0.6D+0.7E 0.137 2.100 Bottom 1.944 0.6D+O.7E 0.158 2.250 Bottom 1.944 0.6D+O.7E 0.179 2,400 Bottom 1,944 0.6D+O.7E 0.202 2.550 Bottom 1.944 0,6D+O.7E 0.227 2.700 Bottom 1.944 0,6D-K).7E 0.253 2.850 Bottom 1,944 0.6D+O.7E 0.280 3.000 Bottom 1.944 0.6D+0.7E 0.301 3.150 Bottom 1.944 0.6D+0.7E 0.307 3.300 Bottom 1.944 0.6D+O,7E 0.299 3.450 Bottom 1.944 0.6D+O.7E • 0.277 3.600 Bottom 1.944 0.6D+0.7E 0.241 3.750 Bottom 1.944 0.6D+0.7E 0.190 3.900 Bottom 1.944 0.6D+O.7E 0.124 4,050 Bottom 1.944 0.6D+O.7E 0.045 4,200 Bottom 1.944 0,6D+O,7E -0.049 4.350 Too 1.944 0.6D+O.7E -0.157 4.500 TOD 1.944 0.6D+O.7E -0.280 4.650 TOD 1.944 0.6D+0.7E -0.417 4.800 TOD 1.944 0.6D-K).7E -0.569 4.950 TOD 1.944 0.6D+O.7E 306.698 5.100 Bottom 2.606 0.6D+O.7E 305.803 5.250 Bottom 2.599 0.6D+O.7E 304.887 5,400 Bottom 2.591 0,6D-tO.7E 303,948 5,550 Bottom 2.582 0.6D+O.7E 302.987 5.700 Bottom 2.574 0.6D+0,7E 302.004 5.850 Bottom 2.565 0.6D-K).7E 300.999 6.000 Bottom 2.556 0.6D+O.7E 299.972 6.150 Bottom 2.547 0.6D+O.7E 298.923 6.300 Bottom 2.538 0.6D+O.7E 297.853 6.450 Bottom 2.529 0.6D+O.7E 296.760 6.600 Bottom 2.519 0.6D+O.7E 295.645 6.750 Bottom 2.510 0.6D+0.7E 294.508 6.900 Bottom 2.500 0.6D+0.7E 293.349 7.050 Bottom 2.489 0.6D+0.7E •292.168 7.200 Bottom 2.479 0.6D+O.7E 290.965 7.350 Bottom 2.469 0.6D+O.7E 289.739 7.500 Bottom 2.458 0.6D+O.7E 288.492 7.650 Bottom 2.447 0.6D-K).7E 287.223 7.800 Bottom 2.436 0.6D+O.7E 285.932 7.950 Bottom 2.424 0.6D+O.7E 284.619 8.100 Bottom 2.413 0.6D+O.7E 283.284 8,250 Bottom 2.401 0.6D+O.7E 281.926 8.400 Bottom 2.389 0.6D+O,7E 280.547 8,550 Bottom 2.377 0.6D+O,7E 279.146 8.700 Bottom 2.365 0.6D+0,7E 277.723 8,850 Bottom 2.353 0,6D+O,7E 276.277 9,000 Bottom 2.340 0.6D+O.7E 274.810 9.150 Bottom 2.327 0.6D+O.7E 273.321 9.300 Bottom 2.314 0.6D+O.7E 271.809 9.450 Bottom 2.301 0.6D+O.7E 270.276 9.600 Bottom 2,288 0.6D+O.7E 268.721 9.750 Bottom 2.274 0.6D+O.7E 267,143 9.900 Bottom 2.261 0.6D+O.7E 265.544 10,050 Bottom 2.247 0.6D+0.7E 263.922 10.200 Bottom 2.233 0.6D+O.7E 262.279 10.350 Bottom 2.218 0.6D-^.7E 260.613 10.500 Bottom 2,204 0.6D+O.7E 258.926 10.650 Bottom 2,189 0.6D+O.7E "257.216 10.800 Bottom 2,174 0.6D+0.7E 255.485 10,950 Bottom 2,159 0.6D+0.7E 253,731 11,100 Bottom 2.144 0.6D-tO.7E 251.955 11.250 Bottom 2.129 0.6D+O.7E 250.158 11.400 Bottom 2.113 Governed by Min. Min. Min. Min. Min. Percent Percent Percent Percent Percent Min. Percent Min, Percent Min, Percent Min, Percent Min, Percent Min, Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Bendina Actual As Phi*Mn Mu / PhiMn 3.000 351.265 0.000 3.000 351.265 0.000 3.000 351.265 0.000 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351,265 0.001 3.000 351,265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3.000 351.265 0.001 3,000 351.265 0.000 3.000 351.265 0.000 3.000 351.265 0.000 3.000 351,265 0.000 3.000 351,265 0.001 3,000 351.265 0.001 3.000 351.265 0.002 3.000 351.265 0.873 3.000 351,265 0.871 3.000 351.265 0.868 3.000 351.265 0.865 3.000 351.265 0.863 3.000 351.265 0.860 3.000 351.265 0.857 3.000 351.265 0.854 3.000 351.265 0.851 3.000 351,265 0.848 3.000 351.265 0.845 3.000 351.265 0.842 3.000 351.265 0.838 3.000 351.265 0.835 3.000 351.265 0.832 3.000 351.265 0.828 3.000 351.265 0.825 3.000 351,265 0.821 3.000 351,265 0.818 3.000 351.265 0.814 3.000 351.265 0.810 3.000 351.265 0.806 3.000 351.265 0.803 3.000 351.265 0.799 3.000 351.265 0.795 3.000 351.265 0.791 3.000 351.265 0.787 3.000 351.265 0.782 3.000 351.265 0.778 3.000 351.265 0.774 3.000 351.265 0.769 3.000 351.265 0.765 3.000 351.265 0,761 3.000 351.265 0.756 3.000 351.265 0.751 3.000 351.265 0.747 3.000 351.265 0.742 3.000 351.265 0.737 3.000 351.265 0.732 3,000 351.265 0.727 3.000 351.265 0.722 3,000 351.265 0.717 3.000 351.265 0.712 INLAW ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Description: KW-06006198 lineD File: C:\Documents and Settingstehawn nikjoo\My Docun)ents\ENERCALC Data Files\nccc_101585.ec6 a ENERCALC, INC 1983-2010, Ven 6.1.51. N:75423 I License Owner: INLAND ENGINEERING CONSULTING ING Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... . Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E 248.338 11.550 ' Bottom 2.097 Bendina 3.000 351.265 " 0707 0.6D+0.7E 246.496 11.700 Bottom 2.081 Bendina 3.000 351.265 0.702 0.6D+O.7E 244.633 11.850 Bottom 2.065 Bendina 3,000 351.265 0.696 0.6D+O.7E 242.747 12.000 Bottom 2.049 Bendina 3,000 351.265 0.691 0.6D+0.7E 240.839 12.150 Bottom 2.032 Bendina 3.000 351.265 0.686 0.6D+O.7E 238.909 12.300 Bottom 2.015 Bendina 3,000 351.265 0.680 0.6D-K).7E 236.957 12.450 Bottom 1.999 Bendina 3.000 351.265 0.675 0.6D+O.7E 234.984 12.600 Bottom 1.982 Bendina 3.000 351.265 0.669 0.6D+O.7E 232.988 12.750 Bottom 1.964 Bendina 3,000 351.265 0.663 0.6D+O.7E 230.970 12.900 Bottom 1.947 Bendina 3,000 351,265 0.658 0.6D+O.7E 228.930 13.050 Bottom 1,944 Min. Percent 3.000 351.265 0.652 0.6D+0.7E 226.868 13.200 Bottom 1,944 Min. Percent 3.000 351.265 0.646 0.6D+O.7E 224,784 13.350 Bottom 1.944 Min. Percent 3.000 351.265 0.640 0,6D+O.7E 222.678 13.500 Bottom 1.944 Min. Percent 3.000 351.265 0.634 0.6D+O.7E 220.550 13.650 Bottom 1.944 Min. Percent 3.000 351.265 0.628 0.6D+O.7E 218.400 13.800 Bottom 1.944 Min. Percent 3,000 351.265 0,622 0,6D+O.7E 216.228 13.950 Bottom 1,944 Min, Percent 3.000 351.265 0.616 0.6D+0.7E 214.034 14.100 Bottom 1.944 Min. Percent 3.000 351,265 0.609 0.6D+O.7E 211.818 14.250 Bottom 1.944 Min. Percent 3.000 351,265 0.603 0.6D+O,7E 209.580 14.400 Bottom 1.944 Min, Percent 3.000 351,265 0.597 0,6D+O.7E 207.320 14.550 Bottom 1.944 Min, Percent 3.000 351.265 0.590 0.6D+O.7E 205.038 14.700 Bottom 1.944 Min. Percent 3.000 351.265 0.584 0.6D+O,7E 202.734 14.850 Bottom 1.944 Min. Percent 3.000 351.265 0.577 0.6D+O.7E •200.408 15.000 Bottom 1.944 Min. Percent 3.000 351.265 0.571 0.6D+O.7E 198.059 15.150 Bottom 1.944 Min. Percent 3.000 351.265 0.564 0.6D+O,7E 195,689 15.300 Bottom 1.944 Min. Percent 3.000 351.265 0.557 0.6D+O.7E 193.297 15.450 Bottom 1.944 Min, Percent 3.000 351.265 0.550 0.6D+O.7E 190.883 15.600 Bottom 1,944 Min, Percent 3.000 351.265 0.543 0.6D+O.7E 188.446 15.750 Bottom 1.944 Min. Percent 3.000 351.265 0.536 0.6D+O.7E 185.988 15.900 Bottom 1.944 Min, Percent 3.000 351.265 0.529 0.6D+0.7E 183.508 16.050 Bottom 1.944 Min. Percent 3.000 351.265 0,522 0.6D+O.7E 181.005 16.200 Bottom 1.944 Min. Percent 3.000 351.265 0.515 0.6D+0.7E 178.481 16.350 Bottom 1.944 Min, Percent 3.000 351.265 0.508 0.6D+O.7E 175.935 16.500 Bottom 1.944 Min, Percent 3.000 351.265 0.501 0.6D+O.7E 173.366 16,650 Bottom 1.944 Min. Percent 3.000 351.265 0.494 0.6D+O.7E 170.776 16,800 Bottom 1.944 Min, Percent 3.000 351.265 0,486 0.6D+O.7E 168.163 16.950 Bottom 1.944 Min. Percent 3.000 351.265 0.479 0.6D-tO.7E 165.529 17.100 Bottom 1.944 Min. Percent 3.000 351.265 0.471 0.6D+O.7E 162.872 17.250 Bottom 1.944 Min. Percent 3.000 351.265 0.464 0.6D+0.7E 160.194 17.400 Bottom 1.944 Min. Percent 3.000 351.265 0.456 0.6D-tO.7E 157.493 17,550 Bottom 1.944 Min. Percent 3.000 351.265 0.448 0.6D+O.7E 154.771 17.700 Bottom 1.944 Min. Percent 3.000 351.265 0.441 0.6D+0.7E 152.026 17.850 Bottom 1.944 Min, Percent 3.000 351.265 0.433 0.6D+0.7E 149.259 18.000 Bottom 1.944 Min, Percent 3.000 351.265 0.425 0.6D+O.7E 146.471 18.150 Bottom 1.944 Min, Percent 3.000 351.265 0.417 0.6D+O.7E 143.660 18.300 Bottom 1.944 Min. Percent 3.000 351.265 0.409 0,6D+O.7E 140.827 18.450 Bottom 1.944 Min. Percent 3.000 351.265 0.401 0.6D+O.7E •137,973 18.600 Bottom 1.944 Min. Percent 3.000 351.265 0.393 0.6D-K),7E 135.096 18.750 Bottom 1.944 Min. Percent 3.000 351.265 0.385 0.6D+0.7E 132.197 18.900 Bottom 1.944 Min. Percent 3.000 351.265 0.376 0,6D-tO.7E 129.277 19.050 Bottom 1.944 Min, Percent 3.000 351.265 0.368 0.6D+O.7E 126.334 19.200 Bottom 1.944 Min, Percent 3.000 351.265 0.360 0.6D-K).7E 123.369 19.350 Bottom 1.944 Min, Percent 3.000 351.265 0.351 0.6D+0.7E 120.382 19.500 Bottom 1.944 Min. Percent 3.000 351.265 0.343 0.6D+O,7E 117,373 19.650 Bottom 1.944 Min. Percent 3.000 351,265 0.334 0,6D+0.7E 114.343 19.800 Bottom 1.944 Min. Percent 3.000 351.265 0,326 0.6D+0.7E 111.293 19.950 Bottom 1.944 Min, Percent 3.000 351.265 0.317 0.6D-K),7E 108.221 20.100 Bottom 1.944 Min, Percent 3,000 351.265 0,308 0.6D40.7E 105.130 20.250 Bottom 1.944 Min, Percent 3,000 351.265 0.299 0.6D+0.7E 102.020 20.400 Bottom 1.944 Min. Percent 3,000 351,265 0.290 0.6D+O.7E 98,890 20.550 Bottom 1.944 Min. Percent 3.000 351.265 0.282 0.6D+0.7E 95.742 20,700 Bottom 1.944 Min, Percent 3.000 351.265 0.273 0.6D+O.7E 92.576 20.850 Bottom 1.944 Min. Percent 3.000 351.265 0.264 0.6D+0.7E 89.392 21.000 Bottom 1.944 Min. Percent 3.000 351.265 0.254 INU^ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. '2807 Combined Footing Design Lie. # : KW-06006198 Description: line D Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settings\sbawn nlkjooWy Docunients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC 1983-2010. Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+07E " "^ 86.191 21,150 Bottom 1.944 Min. Percent 3^000 351.265 57245 0.6D-K).7E 82.974 21.300 Bottom 1.944 Min. Percent 3.000 351.265 0.236 0.6D-K).7E 79.740 21.450 Bottom 1.944 Min. Percent 3.000 351.265 0.227 0.6D+0.7E 76.491 21.600 Bottom 1.944 Min. Percent 3.000 351.265 0.218 0.6D^O.7E 73.227 21.750 Bottom 1.944 Min. Percent 3.000 351.265 0,208 0.6D+0.7E 69.948 21.900 Boftom 1.944 Min. Percent 3.000 351.265 0.199 0.6D+0.7E 66.654 22,050 Bottom 1.944 Min. Percent 3,000 351.265 0.190 0.6D+O.7E 63,347 22.200 Bottom 1.944 Min, Percent 3.000 351.265 0.180 0.6D+0.7E 60.027 22.350 Bottom 1.944 Min. Percent 3.000 351.265 0.171 0.6D+O.7E 56.693 22.500 Bottom 1.944 Min. Percent 3.000 351.265 0.161 0.6D+O.7E 53.348 22.650 Bottom 1.944 Min. Percent 3.000 351.265 0.152 0.6D+0.7E * 49.990 22.800 Bottom 1.944 Min, Percent 3.000 351.265 0.142 0.6D+0.7E 46.622 22,950 Bottom 1.944 Min. Percent 3.000 351.265 0.133 0.6D+O.7E 43.242 23.100 Bottom 1.944 Min. Percent 3.000 351.265 0.123 0.6D+O,7E 39,852 23.250 Bottom 1.944 Min. Percent 3.000 351,265 0.113 0.6D+07E 36.451 23.400 Bottom 1.944 Min. Percent 3.000 351.265 0.104 0,6D-K).7E 33.042 23.550 Bottom 1.944 Min. Percent 3.000 351,265 0.094 0,6D+0.7E 29.623 23.700 Bottom 1.944 Min. Percent 3.000 351.265 0.084 0.6D+O.7E -27.836 23.850 TOD 1.944 Min. Percent 3.000 351.265 0.079 0.6D+O.7E -31.103 24.000 TOD 1.944 Min. Percent 3.000 351.265 0.089 0.6D+0.7E -34.367 24.150 TOD 1,944 Min, Percent 3.000 351,265 0.098 0.6D+O.7E -37.628 24.300 TOD 1.944 Min. Percent 3.000 351.265 0.107 0.6D4O.7E -40.885 24.450 TOD 1,944 Min. Percent 3.000 351.265 0.116 0.6D+0.7E 44.137 24.600 TOD 1,944 Min. Percent 3.000 351.265 0.126 0.6D+0.7E 47,386 24.750 TOD 1.944 Min. Percent 3.000 351.265 0.135 0.6D+O.7E -50,629 24.900 TOD 1,944 Min, Percent 3.000 351.265 0.144 0.6D+O.7E -53.867 25.050 TOD 1.944 Min. Percent 3,000 351.265 0.153 0.6D+0.7E -57.100 25.200 TOD 1.944 Min, Percent 3.000 351,265 0.163 0,6D+O.7E -60.328 25.350 TOD 1.944 Min. Percent 3.000 351,265 0.172 0.6D+O.7E -63.549 25,500 TOD 1.944 Min. Percent 3.000 351.265 0.181 0,6D+O,7E -66,764 25.650 TOD 1.944 Min. Percent 3.000 351.265 0.190 0.6D+O.7E -69.973 25.800 TOD 1.944 Min. Percent 3.000 351.265 0.199 0.6D+O.7E -73.174 25,950 TOD 1.944 Min. Percent 3.000 351.265 0.208 0.6D-^.7E 76.368 26.100 TOD 1.944 Min, Percent 3.000 351,265 0.217 0.6D+0.7E . 79.555 26.250 TOD 1.944 Min. Percent 3.000 351,265 0.226 0.6D+0.7E -82.734 26.400 TOD 1.944 Min. Percent 3.000 351.265 0.236 0,6D+O.7E -85.904 26.550 TOD 1.944 Min. Percent 3.000 351.265 0.245 0.6D-tO.7E -89.066 26.700 TOD 1.944 Min. Percent 3.000 351.265 0.254 0.6D-tO.7E -92.219 26.850 TOD 1.944 Min. Percent 3,000 351.265 0.263 0.6D+O.7E -95,363 27,000 TOD 1.944 Min. Percent 3.000 351.265 0.271 0.6DHO.7E -98.498 27.150 TOD 1.944 Min. Percent 3.000 351.265 0.280 0.6D+O.7E -101.623 27.300 TOD 1.944 Min. Percent 3.000 351.265 0.289 0.6D+O.7E -104.738 27.450 TOD 1.944 Min. Percent 3,000 351,265 0.298 0.6D+O.7E -107.842 27.600 TOD 1.944 Min. Percent 3,000 351.265 0.307 0.6D+O.7E -110.935 27.750 TOD 1.944 Min. Percent 3,000 351.265 0.316 0.6D+O.7E -114.018 27.900 TOD 1.944 Min. Percent 3.000 351,265 0.325 0.6D+O.7E -117,089 28.050 TOD 1.944 Min, Percent 3.000 351.265 0.333 0.6D+O.7E -120.149 28.200 TOD 1.944 Min. Percent 3,000 351.265 0.342 0.6D+0.7E -123.197 28.350 TOD 1.944 Min. Percent 3,000 351.265 0.351 0.6D+O7E -126.232 28,500 TOD 1.944 Min. Percent 3,000 351,265 0.359 0.6D-^.7E -129,255 28,650 TOD 1.944 Min. Percent 3.000 351.265 0.368 0.6D+O.7E -132.265 28.800 TOD 1.944 Min. Percent 3.000 351.265 0.377 0.6D+O.7E -135.261 28.950 TOD 1.944 Min. Percent 3,000 351.265 0.385 0.6D+O.7E -138,244 29,100 TOD 1.944 Min. Percent 3.000 351.265 0,394 0.6D+O,7E -141,214 29,250 TOD 1.944 Min. Percent 3.000 351,265 0,402 0.6D+O.7E -144.169 29.400 TOD 1.944 Min. Percent 3.000 351,265 0.410 0.6D+07E -147.109 29.550 TOD 1.944 Min. Percent 3.000 351.265 0.419 0.6D^.7E -150.035 29.700 TOD 1.944 Min. Percent 3.000 351.265 0.427 0.6D-tO7E .152.946 29.850 TOD 1.944 Min. Percent 3.000 351.265 0.435 0.6D+O.7E -155.841 30.000 TOD 1.944 Min. Percent 3.000 351.265 0.444 0.6D+0.7E -158.721 30.150 TOD 1.944 Min. Percent 3.000 351.265 0.452 0.6D+07E -161.584 30.300 TOD 1,944 Min, Percent 3.000 351.265 0.460 0.6D+O.7E -164,431 30.450 TOD 1.944 Min. Percent 3.000 351.265 0.468 0.6D+O.7E -167.262 30.600 TOD 1.944 Min. Percent 3.000 351.265 0.476 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 "7 Combined Footing Design Lle.#: KW4)6006198 Description: line D File: C:\Dociinients and Settings\shawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2010. Ver: 6.1.61, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0!6D+0.7E " "-170.075 ' 30.750" toD 1,944 Min. Percent 3.000 351.265 0,484 0.6D+0.7E -172.871 30.900 TOD 1.944 Min. Percent 3.000 351,265 0.492 0.6D+O.7E -175,650 31.050 TOD 1.944 Min. Percent 3.000 351,265 0.500 0.6D+0.7E -178.410 31.200 TOD 1.944 Min. Percent 3.000 351.265 0.508 0.6D+O.7E -181.153 31,350 TOD 1.944 Min. Percent 3.000 351.265 0.516 0.6D+O.7E -183.877 31.500 TOD 1.944 Min. Percent 3.000 351,265 0.523 0.6D+O.7E -186.582 31.650 TOD 1.944 Min. Percent 3.000 351.265 0.531 0.6D+O.7E -189.267 31.800 TOD 1.944 Min. Percent 3.000 351.265 0.539 0.6D+O.7E -191,934 31.950 TOD 1.944 Min, Percent 3.000 351.265 0.546 0.6D+O.7E -194.580 32,100 TOD 1,944 Min. Percent 3.000 351.265 0.554 0.6D+O.7E -197.206 32,250 TOD 1,944 Min, Percent 3.000 351.265 0.561 0.6D+O7E -199.812 32.400 TOD 1.944 Min, Percent 3.000 351,265 0.569 0.6D+07E -202,398 32.550 TOD 1.944 Min. Percent 3.000 351.265 0.576 0.6D+0.7E -204.962 32.700 TOD 1.944 Min. Percent 3.000 351.265 0.583 0.6D+0.7E -207.504 32.850 TOD 1.944 Min. Percent 3.000 351.265 0.591 0.6D+07E -210.025 33,000 TOD 1.944 Min. Percent 3.000 351.265 0.598 0.6D+O.7E -212.524 33.150 TOD 1.944 Min. Percent 3,000 351.265 0.605 0.6D+O.7E -215.001 33,300 TOD 1.944 Min. Percent 3.000 351.265 0.612 0.6D+O.7E -217.455 33.450 TOD 1.944 Min. Percent 3,000 351.265 0.619 0.6D+O.7E -219.886 33.600 TOD 1.944 Min. Percent 3.000 351.265 0.626 0.6D+O.7E -222.294 33.750 TOD 1.944 Min, Percent 3.000 351.265 0,633 0.6D+0.7E -224.678 33.900 TOD 1.944 Min. Percent 3.000 351.265 0.640 0.6D+O7E ^227.038 34.050 TOD 1.944 Min, Percent 3,000 351.265 0.646 0.6D+O.7E -229.374 34.200 TOD 1.944 Min, Percent 3.000 351.265 0.653 0.6D+O.7E -231.686 34.350 TOD 1.953 Bendina 3,000 351.265 0.660 0.6D+O.7E -233.973 34.500 TOD 1,973 Bendina 3.000 351.265 0.666 0.6D+07E -236.234 34.650 TOD 1.992 Bendina 3.000 351.265 0.673 0,6D+O.7E -238.471 34.800 TOD 2.012 Bendina 3.000 351.265 0.679 0.6D+O.7E -240.681 34.950 TOD 2.031 Bendina 3.000 351.265 0.685 0.6D+0.7E -242.865 35.100 TOD 2.050 Bendina 3.000 351.265 0.691 0.6D+O.7E -245.023 35.250 TOD 2.068 Bendina 3.000 351.265 0.698 0.6D+O.7E -247.154 35.400 TOD 2.087 Bendina 3.000 351.265 0.704 0,6D+O.7E -249.258 35.550 TOD 2.105 Bendina 3.000 351.265 0.710 0.6D+O.7E -251.335 35.700 TOD 2,123 Bendina 3.000 • 351.265 0716 0.6D-K)7E -253.384 35.850 TOD 2,141 Bendina 3.000 351.265 0.721 0.6D+0.7E -255.406 36.000 TOD 2.158 Bendina 3.000 351.265 0.727 0.6D+O.7E -257.398 36.150 TOD 2.176 Bendina 3.000 351.265 0.733 0.6D+07E -259,363 36.300 TOD 2.193 Bendina 3.000 351.265 0.738 0.6D+O.7E -261.298 36.450 TOD 2.210 Bendina 3.000 351.265 0.744 0.6D+O.7E -263.204 36.600 TOD 2.226 Bendina 3.000 351.265 0.749 0.6D+O.7E -265.081 36.750 TOD 2.243 Bendina 3.000 351.265 0.755 0.6D+O.7E -266.928 36.900 TOD 2.259 Bendina 3,000 351.265 0.760 0.6D4O.7E -268.744 37.050 TOD 2,275 Bendina 3.000 351.265 0.765 0.6D+O.7E -270.530 37.200 TOD 2.290 Bendina 3,000 351.265 0.770 0.6D+O.7E -272.286 37,350 TOD 2.305 Bendina 3.000 351.265 0.775 0.6D+O.7E -274.010 37.500 TOD 2.320 Bendina 3.000 351.265 0.780 0.6D+0.7E -275.702 37,650 TOD 2.335 Bendina 3.000 351.265 0,785 0.6D+0.7E -277.363 37,800 TOD 2,350 Bendina 3.000 351.265 0,790 0,6D+0.7E -278,992 37,950 TOD 2.364 Bendina 3.000 351,265 0,794 0.6D+O.7E -280.589 38.100 TOD 2.378 Bendina 3,000 351.265 0.799 0.6D-K).7E -282.153 38.250 TOD 2.391 Bendina 3.000 351.265 0,803 0.6D+O.7E -283.684 38.400 TOD 2.405 Bendina 3.000 351.265 0.808 0.6D-K)7E -285.181 38.550 TOD 2.418 Bendina 3,000 351,265 0.812 0.6D+O.7E -286.645 38.700 TOD 2.431 Bendina 3.000 351.265 0.816 0.6D+O.7E -288.076 38.850 TOD 2.443 Bendina 3.000 351,265 0.820 0.6D+O.7E -289,471 39.000 TOD 2.455 Bendina 3.000 351.265 0.824 0,6D+07E -290.833 39.150 TOD 2.467 Bendina 3.000 351,265 0.828 0.6D+O.7E -292.159 39.300 TOD 2.479 Bendina 3.000 351,265 0,832 0,6D+0.7E -293.450 39.450 TOD 2.490 Bendina 3.000 351.265 0.835 0.6D+0,7E -294.706 39.600 TOD 2.501 Bendina 3.000 351.265 0.839 0.6D+O.7E -295.926 39.750 TOD 2.512 Bendina 3.000 351.265 0.842 0.6D+O.7E -297.109 39,900 TOD 2.522 Bendina 3.000 351.265 0.846 0.6D+0.7E -298.258 40.050 TOD 2,532 Bendina 3.000 351.265 0.849 0.6D+0.7E -299.384 40.200 TOD 2.542 Bendina 3.000 351.265 0.852 INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: " Combined Footing Design File: C:\Dcicunnents and Settingstehawn nikjooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 j ENERCALC, INC. 1983-2010 Ver: 6.1.51, N:75423 [ pc.#:KW^6006198 License Owner: INLAND ENGINEERING CONSULTING INC Description: line D Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn a6D+0.7E "" -300,493 40.350 TOD 2.552 Bendina 3.000 351.265 "0.855 0.6D+0.7E -301.583 40.500 TOD 2.562 Bendina 3.000 351.265 0.859 0.6D+O.7E -302.655 40.650 TOD 2.571 Bendina 3.000 351.265 0.862 0.6D+0.7E -303.707 40.800 TOD 2.580 Bendina 3.000 351.265 0.865 0.6D+O.7E -304.741 40.950 TOD 2.589 Bendina 3.000 351.265 0.868 0.6D+O.7E 18.263 41.100 Bottom 1.944 Min. Percent 3.000 351.265 0.052 0.6D+O.7E 16,977 41.250 Bottom 1.944 Min. Percent 3.000 351,265 0.048 0,6D+O.7E 15727 41.400 Bottom 1.944 Min. Percent 3,000 351.265 0.045 0,6D+O.7E 14,514 41.550 Bottom 1.944 Min. Percent 3.000 351.265 0.041 0.6D+O.7E . 13.339 41.700 Bottom 1.944 Min. Percent 3,000 351.265 0.038 0.6D+0.7E 12.202 41.850 Bottom 1.944 Min. Percent 3.000 351.265 0.035 0.6D-IO7E 11.104 42.000 Bottom 1.944 Min. Percent 3.000 351.265 0.032 0.6D+O.7E 10.050 42,150 Bottom 1.944 Min. Percent 3.000 351.265 0.029 0.6D+O.7E 9.045 42,300 Bottom 1.944 Min. Percent 3.000 351.265 0.026 0.6D+O.7E 8.091 42,450 Bottom 1.944 Min. Percent 3.000 351.265 0.023 0.6D+O7E 7.187 42.600 Bottom 1.944 Min. Percent 3.000 351.265 0.020 0.6D+O.7E 6.335 42,750 Bottom 1.944 Min. Percent 3.000 351.265 0.018 0,6D+0.7E 5,534 42,900 Bottom 1.944 Min. Percent 3.000 351.265 0.016 0.6D+O.7E 4.785 43.050 Bottom 1.944 Min. Percent 3.000 351.265 0.014 0,6D+O.7E 4.088 43.200 Bottom 1.944 Min. Percent 3.000 351,265 0.012 0.6D+O.7E 3.445 43.350 Bottom 1.944 Min. Percent 3.000 351,265 0.010 0.6D+O.7E 2.855 43.500 Bottom 1,944 Min. Percent 3.000 351.265 0.008 0.6D+07E 2.319 43.650 Bottom 1.944 Min. Percent 3.000 351.265 0.007 0,6D+O.7E 1.837 43,800 Bottom 1.944 Min. Percent 3.000 351.265 0.005 0.6D+O.7E 1.411 43,950 Bottom 1.944 Min. Percent 3.000 351.265 0.004 0,6D-K).7E 1.039 44,100 Bottom 1.944 Min. Percent 3,000 351.265 0.003 0.6D+07E 0.724 44,250 Bottom 1,944 Min. Percent 3.000 351.265 0.002 0.6D+O.7E 0.464 44,400 Bottom 1.944 Min. Percent 3.000 351.265 0.001 0.6D-K).7E 0.262 44,550 Bottom 1.944 Min. Percent 3.000 351.265 0.001 0.6D+O.7E 0.117 44.700 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+O.7E 0.029 44.850 Bottom 1.944 Min. Percent 3.000 351.265 0.000 0.6D+O.7E 0.000 45.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... • PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D"" 82.T6 psi 1.06 DSl 1.06 psi 164.32 psi 0,58 psi 0.54 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 2.03 DSi 2.03 psi 164.32 psi 0.26 psi 0.23 psi +1.20D+1.60L-K).50S+1.60H 82.16 psi 2.03 psi 2.03 psi 164.32 psi 0.26 psi 0.23 psi +1.20D+1.60Lr+0.50L 82.16 psi 1.26 psi 1,26 psi 164.32 psi 0.43 psi 0.39 psi +1.20D+O.50L+1.60S 82.16 psi 1.26 psi 1.26 psi 164.32 psi 0.43 psi 0.39 psi +1.20D+0.50Lr+O.50L+1,60W 82.16 psi 1.26 psi 1.26 psi 164.32 psi 0.43 psi 0.39 psi +1,20D-*O.50L+O.50S+1.60W 82.16 psi 1.26 psi 1.26 psi 164.32 psi 0,43 psi 0.39 psi +1.20D+O,50L+O.20S+E 82.16 psi 11.48 psi 11.48 psi 164.32 psi 0,67 psi 1.64 psi +O.90D+E+1.60H 82.16 psi 8.23 psi 8.23 psi 164.32 psi 0.43 psi 1.87 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design : KW-06006198 Description: line A.7 General Information Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance Coefficient of Soil/Concrete Friction ' SOii s 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0.3 Dimensions & Reiinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = AppHed Loads Applied @ Left Column Axial Load Downward = Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = File: C:\Dcicuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC. 1983-2010. Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC 4 ft Pedestal dimensions.. 37 ft 4ft 4"5r0ft 3.50 ft 36.0 in DL Sq.Dim. = Height = 3 in 3 in AnalysisfOesign Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thk;k) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0,0018 1.5: 1.5: Col *1 Col *2 24 24 in 1 Iin Bars left of Col #1 Cqtjnt Size # Bottom Bars 6.0 7 Top Bars 6,0 7 Bars Btwn Cols Bottom Bars 6.0 7 Top Bars 6.0 7 Bars Right of Col #2 Bottom Bars 6.0 7 Top Bars 6.0 7 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow. Pressure Increase per foot when base footing is below Increases based on footing Width ... Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure (zero is no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified hy user.) ksf ft ksf ft 10 ksf ksf Lr W 326.0 57.0 326.0 57.0 As As Actual Req'd 3"60 "" 3.347 in'^2 3.60 3.295 in'^2 3.60 3.347 in'^2 3,60 3.199 in'^2 3.60 2.722 in''2 3.60 3.295 in'^2 H k k-ft k k k-ft k 6-#7 q-»7 — "6-#7 j &*7 I INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Combined Footing Design Lie. #: KW-06006198 Description: line A.7 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settings\shawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.6804 Soil Bearing 1.361 ksf 2.0 ksf +O.60D+O,70E+H PASS 2.625 Overturning 456.40 k-ft 1.197.97 k-ft 0.6D-tO.7E FAIL 0.1591 Sliding 79.80 k 12.692 k 0.6D+O.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1393 1-way Shear-Col *1 11,442 psi 82.158 psi +1.20D4O.50L+O.20S+E PASS 0.1393 1-way Shear-Col *2 11.442 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.004606 2-way Punching - Col *1 0.7569 psi 164.32 psi +1.40D PASS 0.01709 2-way Punching - Col *2 2.808 psi 164,32 psi +0.90D+E+1.60H PASS 0.001097 Flexure - Left of Col *1 - Top -0.5686 k-ft 518.26 k-ft +1.40D PASS 0.000593 Flexure 7 Left of Col #1 - Bottom 0.3073 k-ft 518.26 k-ft +1.40D PASS 0.8917 Flexure - Between Cols - Top 462.14 k-ft 518.26 k-ft +1.20D+O.50L+O.20S+E PASS 0.9318 Flexure - Between Cols - Bottom 482.94 k-ft 518.26 k-ft +O.90D+E+1.60H PASS 0.9177 Flexure - Right of Col *2 - Top 475,59 k-ft 518.26 k-ft +1,20D+O.50L+O.20S+E PASS 0,06636 Flexure - Right of Col *2 - Bottom 34.393 k-ft 518.26 k-ft +O.90D+E+1.60H Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D ' 70,51 k 0,000 in 0.45 ksf 0.45 ksf 2.00 ksf 0.224 +D+L+H 72.51 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.230 +D+O.750Lr+O.750L+H 72.01 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D-*O.750L+O.750S+H 72.01 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D4O.70E+H 70.51 k 9.962 in 0.00 ksf 1.07 ksf 2.00 ksf 0.535 +D+O.750Lr+O.750L-K).750W+H 72.01 k 0.000 in 0,46 ksf 0.46 ksf 2.00 ksf 0.229 +D+O.750L+O.750S+O.750W+H 72.01 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +O-K).750Lr+0.750L+0.5250E+H 72.01 k 7,316 in 0.01 ksf 0.90 ksf 2.00 ksf 0.451 +D+O.750L+O.750S+O.5250E+H 72.01 k 7.316 in 0.01 ksf 0.90 ksf 2.00 ksf 0.451 +O.60D+O.70E+H 42.31 k 16.603 in 0.00 ksf 1.36 ksf 2.00 ksf 0.680 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D O.OO 0.00 999.000 "0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 456.40 1,242.97 2723 246.05 1,453.32 5.907 0.6D+0.7E 456.40 1,197,97 2.625 246.05 1,408.32 5.724 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k' " 21.15 k 999 D+L 0.00 k 21.75 k 999 0.6D+L+O.7E 79.80 k 13.29 k 1.166569548872- 0.6D-tO7E 79,80 k 12.69 k 1.1590507518791 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D4O.7E 0.000 "0.000" 0 0.000" 0 "0.000 " "oTooo 0.000 0.6D+O.7E 0.001 0.150 Bottom 2.722 Min, Percent 3,600 518.264 0,000 0.6D+0.7E 0.003 0.300 Bottom 2.722 Min, Percent 3.600 518.264 0,000 0.6D+O.7E 0.006 0.450 Bottom 2.722 Min. Percent 3.600 518.264 0,000 0.6D4O7E 0.011 0.600 Bottom 2.722 Min, Percent 3.600 518,264 0.000 0.6D+O.7E 0.018 0.750 Bottom 2.722 Min, Percent 3.600 518.264 0.000 0.6D+O.7E 0.025 0,900 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D40.7E . 0.034 1,050 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E 0.045 1.200 Bottom 2,722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E 0,057 1.350 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E 0.070 1.500 Bottom 2.722 Min, Percent 3.600 518.264 0.000 0.6D-K).7E 0.085 1.650 Bottom 2,722 Min. Percent 3.600 518.264 0.000 0.6D+0,7E 0.101 1.800 Bottom 2.722 Min. Percent 3.600 518.264 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design ycV#jKW-0e006198 Description: line A.7 File: C:\Documents and Settings\shawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2010, Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... . Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn '0.6D+O!7E" '~"aii8 1950 " Bottom 2.722 Min. Percent 3,600 518.264 0,000 0.6D-tO.7E 0.137 2.100 Bottom 2.722 Min. Percent 3.600 518.264 0,000 0.6D+O.7E 0.158 2.250 Bottom 2.722 Min. Percent 3,600 518.264 0.000 0.6D+O.7E 0.179 2.400 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+0.7E 0.202 2.550 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D-K).7E 0.227 2.700 Bottom 2.722 Min. Percent 3,600 518.264 0.000 0.6D+O.7E 0.253 2.850 Bottom 2.722 Min. Percent 3.600 518.264 0,000 0.6D+O.7E 0.280 3.000 Bottom 2.722 Min. Percent 3.600 518.264 0.001 0.6D+O.7E 0.301 3.150 Bottom 2.722 Min. Percent 3.600 518.264 0.001 0.6D+07E 0.307 3.300 Bottom 2.722 Min. Percent 3.600 518.264 0.001 0,6D+O,7E 0.299 3,450 Bottom 2.722 Min. Percent 3.600 518.264 0.001 0.6D+O.7E 0.277 3.600 Bottom 2,722 Min, Percent 3.600 518.264 0.001 0.6D+O.7E 0.241 3.750 Bottom 2,722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E 0.190 3.900 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+0.7E 0.124 4.050 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+0.7E 0.045 4.200 Bottom 2.722 Min. Percent 3,600 518.264 0.000 0.6D+O.7E -0.049 4.350 TOD 2.722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E -0.157 4.500 TOD 2,722 Min. Percent 3.600 518.264 0.000 -0:6O+0.7E -0.280 4.650 TOD 2.722 Min. Percent 3.600 518.264 0.001 0.6D-K).7E -0417 4.800 TOD 2.722 Min. Percent 3.600 518.264 0.001 0.6D+O.7E -0.569 4,950 TOD 2.722 Min. Percent 3,600 518.264 0,001 0.6D+O,7E 482.939 5.100 Bottom 3.347 Bendina 3.600 518.264 0.932 0.6D+O.7E 481.740 5.250 Bottom 3.339 Bendina 3,600 518.264 0,930 0.6D+O7E 480.511 5.400 Bottom 3.330 Bendina 3,600 518.264 0.927 0.6D+O.7E 479.251 5.550 Bottom 3.321 Bendina 3.600 518.264 0.925 0.6D+O,7E 477.959 5.700 Bottom 3.312 Bendina 3.600 518.264 0.922 0,6D+O.7E 476.637 5,850 Bottom 3.302 Bendina 3.600 518.264 0.920 0.6D+O.7E 475.285 6.000 Bottom 3.293 Bendina 3.600 518.264 0.917 0.6D+O.7E 473.901 6.150 Bottom 3.283 Bendina 3.600 518.264 0.914 0.6D+O.7E 472.486 6.300 Bottom 3.273 Bendina 3.600 518.264 0.912 0.6D+O.7E 471.041 6,450 Bottom 3.262 Bendina 3.600 518.264 0.909 0.6D+O.7E 469.565 6.600 Bottom 3.252 Bendina 3.600 518.264 0.906 0.6D+0.7E 468.058 6.750 Bottom 3.241 Bendina 3.600 518.264 0.903 0.6D+O.7E 466.520 6.900 Bottom 3.230 Bendina 3.600 518.264 0.900 0.6D+O.7E 464.951 7,050 Bottom 3.219 Bendina 3.600 518.264 0.897 0.6D+O.7E 463.352 7.200 Bottom 3.208 Bendina 3.600 518.264 0.894 0.6D+0.7E 461.722 7.350 Bottom 3.196 Bendina 3.600 518.264 0.891 0.6D+O.7E 460.061 7.500 Bottom 3.184 Bendina 3.600 518.264 0.888 0.6D+O.7E 458.369 7.650 Bottom 3.172 Bendina 3.600 518.264 0.884 0.6D+O.7E 456.646 7.800 Bottom 3.160 Bendina 3.600 518.264 0.881 0.6D+O.7E 454.892 7.950 Bottom 3.147 Bendina 3.600 518.264 0.878 0.6D+O.7E 453.108 8.100 Bottom 3,135 Bendina 3.600 518.264 0.874 0.6D+O.7E 451.292 8.250 Bottom 3,122 Bendina 3.600 518.264 0.871 0.6D+O.7E 449.446 8.400 Bottom 3,109 Bendina 3.600 518.264 0.867 0.6D^O.7E 447.569 8.550 Bottom 3.095 Bendina 3.600 518.264 0.864 0,6D-4O.7E 445.661 8.700 Bottom 3.082 Bendina 3.600 518.264 0.860 0.6D+O.7E 443.723 8.850 Bottom 3.068 Bendina 3.600 518,264 0,856 0.6D+O.7E •441.753 9.000 Bottom 3,054 Bendina 3.600 518.264 0.852 0.6D+O.7E 439.753 9.150 Bottom 3.040 Bendina 3.600 518.264 0,849 0.6D+O.7E 437.722 9.300 Bottom 3,025 Bendina 3.600 518.264 0.845 0.6D+O.7E 435.660 9.450 Bottom 3.011 Bendina 3.600 518.264 0.841 0.6D+O.7E 433.567 9.600 Bottom 2.996 Bendina 3.600 518.264 0.837 0.6D+O.7E 431.444 9.750 Bottom 2.981 Bendina 3.600 518.264 0,832 0,6D+O.7E 429.289 9.900 Bottom 2.965 Bendina 3.600 518.264 0.828 0,6D+O.7E 427.104 10.050 Bottom 2.950 Bendina 3.600 518.264 0.824 0,6D+O,7E 424.888 10.200 Bottom 2.934 Bendina 3.600 518.264 0,820 0.6D+0.7E 422.641 10.350 Bottom 2.918 Bendina 3.600 518.264 0.815 0,6D+O.7E 420.363 10.500 Bottom 2.902 Bendina 3.600 518.264 0.811 0.6D+O.7E 418.055 10,650 Bottom 2.886 Bendina 3.600 518,264 0.807 0.6D+O.7E 415.715 10,800 Bottom 2.869 Bendina 3.600 518.264 0.802 0.6D+0.7E 413.345 10.950 Bottom 2.853 Bendina 3.600 518.264 0.798 0.6D-K).7E 410.944 11.100 Bottom 2.836 Bendina 3.600 518.264 0.793 0.6D+O.7E 408,512 11.250 Bottom 2,818 Bendina 3.600 518.264 0.788 0.6D-K).7E 406.049 11.400 Bottom 2.801 Bendina 3.600 518.264 0.783 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA 92807 Combined Footing Design Lie. # : KW-06006198 Description: line A.7 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settingstehawn nikjooWy Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2010 Ver: 6.1.51, N:75423 I ycense Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn 0,6b+O.7E " " ' 403.556 11.550" Bottom 2.783 Bendina 3.600 518.264 0.779 0.6D+O.7E 401.031 11.700 Bottom 2.765 Bendina 3.600 518.264 0.774 0.6D+0.7E 398.476 11.850 Bottom 2.747 Bendina 3,600 518.264 0.769 0.6D-tO.7E 395.890 12,000 Bottom 2.729 Bendina 3,600 518.264 0.764 0.6D+O.7E 393.273 12.150 Bottom 2.722 Min Percent 3.600 518.264 0.759 0.6D+O.7E 390.625 12.300 Bottom 2.722 Min Percent 3.600 518.264 0.754 0.6D+0.7E 387.947 12.450 Bottom 2.722 Min Percent 3.600 518.264 0.749 0.6D+O,7E 385.238 12.600 Bottom 2.722 Min Percent 3,600 518.264 0.743 0,6D+0.7E 382.497 12.750 Bottom 2.722 Min Percent 3.600 518.264 0.738 0.6D+O,7E • 379.726 12.900 Bottom 2.722 Min Percent 3.600 518.264 0.733 0.6D+O.7E 376.924 13.050 Bottom 2.722 Min Percent 3.600 518,264 0.727 0,6D+O.7E •374.092 13.200 Bottom 2.722 Min Percent 3.600 518,264 0.722 0.6D+O.7E 371.228 13.350 Bottom 2.722 Min Percent 3.600 518.264 0716 0.6D+0.7E 368.334 13.500 Bottom 2.722 Min Percent 3.600 518.264 0.711 0.6D+07E 365,409 13.650 Bottom 2.722 Min Percent 3.600 518.264 0.705 0.6D+O.7E 362,453 13.800 Bottom 2.722 Min Percent 3.600 518.264 0.699 0.6D+O.7E 359.466 13.950 Bottom 2.722 Min Percent 3.600 518.264 0.694 0.6D+O.7E 356.448 14.100 Bottom 2.722 Min Percent 3,600 518.264 0.688 0.6D+O.7E 353.400 14.250 Bottom 2.722 Min Percent 3.600 518.264 0.682 0.6D+O,7E 350.320 14,400 Bottom 2.722 Min Percent 3.600 518,264 0.676 0.6D+O.7E 347.210 14,550 Bottom 2.722 Min Percent 3.600 518.264 0,670 0,6D+O.7E 344.069 14,700 Bottom 2.722 Min Percent 3.600 518.264 0.664 0,6D+O,7E 340.897 14,850 Bottom 2.722 Min Percent 3.600 518.264 0.658 0.6D+O,7E 337.694 15.000 Bottom 2.722 Min Percent 3,600 518.264 0.652 0.6D+O.7E 334.461 15,150 Bottom 2.722 Min Percent 3.600 518.264 0,645 0.6D+0,7E 331.197 15.300 Bottom 2.722 Min Percent 3.600 518.264 0.639 0,6D+0.7E 327.901 15.450 Bottom 2,722 Min Percent 3.600 518.264 0.633 0.6D-K).7E 324.575 15,600 Bottom 2.722 Min Percent 3.600 518.264 0.626 0.6D-tO.7E 321,219 15.750 Bottom 2.722 Min Percent 3.600 518.264 0.620 0.6D+O7E 317.831 15.900 Bottom 2.722 Min Percent 3.600 518.264 0.613 0.6D+O.7E 314413 16.050 Bottom 2.722 Min Percent 3,600 518.264 0,607 0.6D+O.7E 310.963 16.200 Bottom 2.722 Min Percent 3.600 518.264 0.600 0.6D+O.7E 307.483 16.350 Bottom 2.722 Min Percent 3.600 518.264 0.593 0.6D+O.7E 303.972 16.500 Bottom 2.722 Min Percent 3.600 518.264 0.587 0.6D+0.7E 300.430 16.650 Bottom 2.722 Min Percent 3.600 518.264 0.580 0.6D+0.7E •296.858 16.800 Bottom 2.722 Min Percent 3.600 518.264 0.573 0.6D+O.7E 293.254 16.950 Bottom 2.722 Min Percent 3.600 518.264 0.566 0.6D+O.7E 289.620 17.100 Bottom 2.722 Min Percent 3.600 518.264 0.559 0.6D+O.7E 285.955 17.250 Bottom 2.722 Min Percent 3.600 518.264 0.552 0.6D+O.7E 282.259 17.400 Bottom 2.722 Min Percent 3.600 518.264 0.545 0.6D+O.7E 278.532 17.550 Bottom 2,722 Min Percent 3.600 518.264 0.537 0.6D+O.7E 274.774 17.700 Bottom 2,722 Min, Percent 3.600 518.264 0,530 0.6D+O.7E 270.986 17.850 Bottom 2.722 Min Percent 3.600 518.264 0.523 0.6D+O.7E 267.167 18.000 Bottom 2.722 Min, Percent 3.600 518.264 0.516 0.6D+0.7E 263.316 18,150 Bottom 2.722 Min, Percent 3.600 518.264 0.508 0.6D+O.7E 259.436 18,300 Bottom 2.722 Min Percent 3.600 518.264 0.501 0.6D-K).7E 255.524 18,450 Bottom 2,722 Min, Percent 3.600 . 518.264 0.493 0.6D+O.7E 251.581 18,600 Bottom 2.722 Min Percent 3.600 518.264 0.485 0.6D+0.7E 247.608 18.750 Bottom 2,722 Min. Percent 3,600 518.264 0.478 0.6D+O.7E 243.603 18.900 Bottom 2.722 Min. Percent 3.600 518.264 0.470 0.6D+0.7E 239.568 19,050 Bottom 2,722 Min, Percent 3.600 518.264 0.462 0.6D+O.7E 235.502 19,200 Bottom 2,722 Min Percent 3,600 518.264 0.454 0.6D+O.7E 231.406 19,350 Bottom 2.722 Min, Percent 3,600 518.264 0.447 0,6D+O,7E 227.278 19.500 Bottom 2,722 Min, Percent 3,600 518.264 0.439 0.6D+O,7E 223.120 19.650 Bottom 2.722 Min. Percent 3,600 518.264 0.431 0.6D+0,7E 218.930 19.800 Bottom 2.722 Min. Percent 3.600 518.264 0,422 0.6D+O.7E 214710 19.950 Bottom 2.722 Min. Percent 3.600 518.264 0414 0.6D+O.7E 210.459 20.100 Bottom 2.722 Min. Percent 3.600 518,264 0.406 0.6D+O,7E 206.178 20.250 Bottom 2.722 Min, Percent 3.600 518,264 0.398 0.6D+O.7E "201.865 20.400 Bottom 2.722 Min. Percent 3.600 518.264 0.390 0.6D-tO.7E 197.522 20.550 Bottom 2.722 Min, Percent 3.600 518.264 0.381 0.6D-K).7E 193.147 20.700 Bottom 2.722 Min. Percent 3.600 518.264 0.373 0.6D-K).7E 188.742 20.850 Bottom 2.722 Min, Percent 3.600 518.264 0,364 0.6D-tO.7E 184.307 21.000 Bottom 2.722 Min, Percent 3.600 518.264 0.356 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 File: C:\Dxuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC. INC 1983-2010. Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: line A.7 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... ' Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0;6D+O.7E 179.840 " 2iri50 Bottom 2.722 Min, Percent 3,600 518.264 0";347 0.6D+O,7E 175,342 21.300 Bottom 2.722 Min, Percent 3.600 518.264 0.338 0.6D+O.7E 170,814 21,450 Bottom 2.722 Min. Percent 3,600 518.264 0.330 0,6D+O.7E 166.255 21.600 Bottom 2.722 Min. Percent 3.600 518.264 0.321 0.6D+O.7E 161.665 21.750 Bottom 2.722 Min. Percent 3.600 518.264 0.312 0.6D+O.7E 157.044 21.900 Bottom 2.722 Min. Percent 3.600 518.264 0,303 0.6D+O.7E 152.392 22.050 Bottom 2.722 Min. Percent 3.600 518.264 0.294 0,6D+O.7E 147,709 22.200 Bottom 2,722 Min. Percent 3.600 518.264 0.285 0.6D+O.7E 142.996 22.350 Bottom 2.722 Min. Percent 3.600 518,264 0.276 0.6D+O.7E 138.252 22.500 Bottom 2.722 Min. Percent 3.600 518,264 0.267 0.6D+O.7E 133.477 22.650 Bottom 2.722 Min. Percent 3.600 518,264 0.258 0.6D+07E 128,671 22.800 Bottom 2.722 Min. Percent 3.600 518,264 0.248 0.6D-tO.7E 123.834 22.950 Bottom 2.722 Min. Percent 3.600 518.264 0.239 0.6D+O.7E 118.967 23.100 Bottom 2.722 Min. Percent 3.600 518.264 0.230 0.6D+0.7E 114.068 23,250 Bottom 2.722 Min. Percent 3.600 518.264 0.220 0.6D+O.7E 109.139 23.400 Bottom 2.722 Min. Percent 3.600 518.264 0.211 0.6D+O,7E 104.179 23.550 Bottom 2,722 Min, Percent 3.600 518.264 0.201 0,6D+O.7E 99.188 23.700 Bottom 2.722 Min, Percent 3.600 518.264 0.191 0.6D+0.7E 94.167 23.850 Bottom 2.722 Min. Percent 3,600 518.264 0.182 0.6D-tO.7E 89.114 24.000 Bottom 2.722 Min. Percent 3.600 518.264 0.172 0.6D+0.7E 84,031 24,150 Bottom 2.722 Min. Percent 3.600 518.264 0,162 0.6D+0.7E 78.917 24.300 Bottom 2,722 Min. Percent 3,600 518.264 0,152 0.6D+0.7E • 73.772 24.450 Bottom 2.722 Min. Percent 3.600 518.264 0.142 0.6D+O.7E 68.596 24.600 Bottom 2.722 Min. Percent 3.600 518.264 0.132 0.6D-K).7E 63,389 24.750 Bottom 2.722 Min, Percent 3,600 518.264 0.122 0.6D+O.7E 58.152 24.900 Bottom 2.722 Min. Percent 3,600 518.264 0.112 0.6D+O7E -55.389 25.050 Too 2.722 Min. Percent 3,600 518.264 0.107 0,6D+07E -60.622 25.200 TOD 2.722 Min. Percent 3.600 518.264 0.117 0.6D+O.7E -65.851 25.350 TOD 2.722 Min, Percent 3.600 518.264 0.127 0.6D+O.7E 71,073 25.500 TOD 2.722 Min. Percent 3.600 518.264 0.137 0.6D+O7E 76.289 25,650 TOD 2.722 Min. Percent 3.600 518.264 0.147 0.6D+0.7E -81.499 25.800 TOD 2.722 Min. Percent 3.600 518.264 0.157 0.6D+O.7E -86.701 25.950 TOD 2.722 Min. Percent 3.600 518.264 0.167 0.6D+O.7E -91.896 26.100 TOD 2.722 Min, Percent 3.600 518,264 0.177 0.6D+O.7E -97,082 26.250 TOD 2.722 Min. Percent 3.600 518.264 0.187 0.6D+O.7E -102,259 26.400 TOD 2.722 Min. Percent 3.600 518,264 0.197 0.6D+0.7E -107.427 26.550 TOD 2.722 Min. Percent 3.600 518.264 0.207 0.6D+O.7E -112.584 26.700 TOD 2.722 Min. Percent 3.600 518.264 0.217 0.6D+O.7E -117.731 26.850 TOD 2.722 Min. Percent 3.600 518.264 0.227 0.6D+O.7E -122.867 27.000 TOD 2.722 Min. Percent 3.600 518.264 0.237 0.6D+0.7E -127.991 27.150 TOD 2.722 Min. Percent 3.600 518.264 0.247 0.6D+O.7E -133.103 27.300 TOD 2.722 Min. Percent 3,600 518.264 0.257 0.6D+O.7E -138.202 27,450 TOD 2.722 Min. Percent 3.600 518.264 0,267 0.6D+O.7E -143.287 27.600 TOD 2.722 Min. Percent 3.600 518.264 0.276 0,6D+0.7E -148.359 27.750 TOD 2.722 Min. Percent 3.600 518.264 0.286 0.6D+O,7E -153416 27.900 TOD 2,722 Min. Percent 3,600 518.264 0,296 0,6D+0.7E :158.458 28,050 TOD 2.722 Min. Percent 3.600 518.264 0.306 0.6D+0.7E -163.485 28,200 TOD 2.722 Min. Percent 3,600 518.264 0.315 0.6D+07E -168.495 28.350 TOD 2.722 Min. Percent 3,600 518.264 0,325 0.6D+0.7E -173.489 28.500 TOD 2.722 Min. Percent 3,600 518.264 0.335 0.6D+O.7E -178,465 28.650 TOD 2.722 Min. Percent 3,600 518.264 0.344 0.6D+O.7E -183,424 28.800 TOD 2.722 Min. Percent 3,600 518.264 0.354 0.6D+O.7E -188,364 28.950 TOD 2,722 Min. Percent 3.600 518,264 0.363 0.6D+O.7E -193.286 29.100 TOD 2.722 Min. Percent 3.600 518,264 0,373 0.6D+07E -198.188 29.250 TOD 2.722 Min. Percent 3.600 518.264 0.382 0.6D+O7E -203.070 29.400 TOD 2.722 Min. Percent 3.600 518.264 0,392 0.6D+O.7E -207.931 29.550 TOD 2.722 Min. Percent 3.600 518.264 0.401 0,6D+0.7E -212.772 29.700 TOD 2.722 Min, Percent 3.600 518.264 0.411 0.6D+07E -217.590 29.850 TOD 2.722 Min. Percent 3.600 518.264 0420 0.6D-K).7E -222.387 30.000 TOD 2,722 Min. Percent 3.600 518.264 0.429 0.6D+0.7E -227,160 30.150 TOD 2.722 Min. Percent 3.600 518.264 0.438 0.6D+O.7E -231.911 30.300 TOD 2.722 Min, Percent 3.600 518.264 0.447 0.6D+O.7E -236.637 30.450 TOD 2,722 Min. Percent 3.600 518.264 0.457 0.6D-K),7E -241.339 30.600 TOD 2,722 Min. Percent 3.600 518.264 0.466 INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 Description: line A.7 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nca_101585.ec6 | ENERCALC, INC 1983-2010, Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING tNC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0"6D+07E '-246.016 "30750 TOD 2,722 Min. Percent 3.600 518.264 0.475 0.6D+0.7E -250.668 30.900 TOD 2.722 Min. Percent 3.600 518.264 0.484 0.6D+0.7E -255.293 31.050 TOD 2.722 Min. Percent 3.600 518.264 0.493 0.6D+O.7E -259,892 31.200 TOD 2.722 Min. Percent 3.600 518.264 0.501 0.6D+O.7E -264.464 31.350 TOD 2.722 Min. Percent 3,600 518.264 0.510 0.6D+O.7E -269.008 31.500 TOD 2.722 Min. Percent 3,600 518.264 0.519 0.6D+O,7E -273.523 31.650 TOD 2.722 Min. Percent 3,600 518.264 0.528 0,6D+0.7E -278.010 31.800 TOD 2.722 Min. Percent 3.600 518.264 0.536 0.6D-K).7E -282.468 31.950 TOD 2.722 Min. Percent 3.600 518.264 0.545 0,6D+0.7E -286.895 32.100 TOD 2.722 Min. Percent 3.600 518.264 0.554 0.6D+O.7E •291.292 32.250 TOD 2.722 Min. Percent 3.600 518.264 0.562 0.6D+O.7E -295.658 32.400 TOD 2.722 Min. Percent 3.600 518.264 0.570 0.6D+O.7E -299.992 32.550 TOD 2.722 Min, Percent 3.600 518.264 0.579 0.6D+0.7E -304.294 32.700 TOD 2.722 Min, Percent 3,600 518.264 0.587 0.6D+O.7E -308,563 32.850 TOD 2.722 Min. Percent 3,600 518.264 0,595 0.6D+0,7E -312.799 33.000 TOD 2.722 Min. Percent 3.600 518.264 0.604 0.6D+O.7E -317.002 33.150 TOD 2.722 Min. Percent 3.600 518.264 0.612 0.6D+O.7E -321.169 33.300 TOD 2.722 Min, Percent 3.600 518.264 0.620 0.6D+O.7E -325,302 33.450 TOD 2.722 Min Percent 3.600 518.264 0.628 0.6D+O.7E -329.400 33.600 TOD 2.722 Min Percent 3.600 518.264 0.636 0.6D+O.7E -333.461 33.750 TOD 2.722 Min Percent 3.600 518.264 0.643 0.6D+0.7E -337.486 33,900 TOD 2,722 Min Percent 3.600 518.264 0.651 0.6D-K).7E -341.474 34.050 TOD 2,722 Min Percent 3,600 518.264 0.659 0.6D+O.7E -345.424 34.200 TOD 2.722 Min Percent 3,600 518.264 0.667 0.6D+0.7E -349.336 34.350 TOD 2.722 Min Percent 3.600 518,264 0.674 0.6D+O.7E -353.209 34.500 TOD 2.722 Min Percent 3.600 518.264 0.682 0.6D+O.7E -357.042 34.650 TOD 2.722 Min Percent 3.600 518.264 0.689 0.6D+O.7E -360.836 34.800 TOD 2,722 Min Percent 3.600 518,264 0.696 0.6D+O.7E -364.589 34.950 TOD 2.722 Min Percent 3.600 518,264 0.703 0.6D-K},7E -368.302 35.100 TOD 2.722 Min Percent 3.600 518.264 0.711 0.6D+O.7E -371.972 35.250 TOD 2.722 Min Percent 3.600 518.264 0718 0.6D+O.7E -375.601 35.400 TOD 2.722 Min Percent 3,600 518.264 0,725 0.6D+O.7E -379.187 35.550 TOD 2.722 Min Percent 3.600 518.264 0.732 0.6D+0.7E -382.730 35.700 TOD 2.722 Min Percent 3.600 518,264 0.738 0.6D+0.7E -386.229 35.850 TOD 2.722 Min Percent 3.600 518.264 0.745 0.6D-K).7E -389.683 36.000 TOD 2.722 Min Percent 3.600 518.264 0.752 0.6D-K).7E -393.093 36.150 TOD 2.722 Min Percent 3.600 518.264 0.758 0.6D+O.7E -396.457 36.300 TOD 2.733 Bendina 3.600 518.264 0.765 0.6D-*O.7E -399.776 36.450 TOD 2.757 Bendina 3.600 518.264 0.771 0.6D-K).7E 403,048 36.600 TOD 2.780 Bendina 3.600 518.264 0.778 0.6D-K).7E 406.272 36.750 TOD 2.803 Bendina 3.600 518.264 0.784 0.6D+O.7E 409.449 36.900 TOD 2.825 Bendina 3.600 518,264 0,790 0.6D-K).7E 412.578 37.050 TOD 2,847 Bendina 3.600 518,264 0.796 0.6D+O.7E 415.658 37.200 TOD 2.869 Bendina 3.600 518.264 0.802 0.6D+O.7E 418.689 37.350 TOD 2.890 Bendina 3.600 518.264 0.808 0.6D+O.7E 421,670 37.500 TOD 2.911 Bendina 3.600 518.264 0.814 0.6DO7E 424,601 37.650 TOD 2.932 Bendina 3.600 518.264 0.819 0.6D+O.7E 427.481 37.800 TOD 2.953 Bendina 3.600 518.264 0.825 0.6D+0.7E 430.309 37,950 TOD 2.973 Bendina 3.600 518.264 0.830 0.6D-*O.7E 433.085 38,100 TOD 2.992 Bendina 3.600 518.264 0.836 0.6D+O.7E 435.808 38.250 TOD 3.012 Bendina 3.600 518.264 0.841 0.6D+O.7E 438.479 38.400 TOD 3.031 Bendina 3.600 518.264 0.846 0,6D+O.7E 441.095 38.550 TOD 3.049 Bendina 3.600 518.264 0.851 0,6D+07E 443,658 38.700 TOD 3.067 Bendina 3.600 518.264 0.856 0.6D+O7E 446.165 38.850 TOD 3.085 Bendina 3.600 518.264 0,861 0.6D+O.7E 448.617 39.000 TOD 3.103 Bendina 3.600 518.264 0.866 0.6D+O.7E 451.013 39.150 TOD 3.120 Bendina 3.600 518.264 0.870 0.6D+O.7E 453,353 39.300 TOD 3.136 Bendina 3.600 518.264 0.875 0,6D-tO.7E 455,636 39.450 TOD 3,153 Bendina 3.600 518,264 0.879 0.6D+O.7E 457,861 39.600 TOD 3,168 Bendina 3.600 518,264 0.883 0.6D+O.7E 460.028 39.750 TOD 3,184 Bendina 3.600 518.264 0.888 0.6D4O.7E 462.136 39,900 TOD 3.199 Bendina 3.600 518.264 0.892 0,6D+0.7E 464.186 40.050 TOD 3.213 Bendina 3.600 518.264 0.896 0.6D+O.7E 466.191 40.200 TOD 3.228 Bendina 3.600 518.264 0.900 INLAND ENGINEERING 4883 E, PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Uc. #: KW-06006198 File: C:\Documents and Settings\shawn nikjooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010, Ver 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: lineA7 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0^D+O7E 468.155 40,350 TOD 3,242 Bendina 3.600 518.264 0.903 0.6D+0.7E 470.078 40.500 TOD 3.255 Bendina 3.600 518.264 0.907 0.6D+O.7E 471.957 40.650 TOD 3.269 Bendina 3.600 518.264 0.911 0.6D+07E 473.794 40.800 TOD 3.282 Bendina 3.600 518.264 0.914 0.6D+O.7E 475,588 40.950 TOD 3.295 Bendina 3.600 518.264 0.918 0.6D+0.7E 34,392 41.100 Bottom 2.722 Min. Percent 3.600 518.264 0.066 0.6D+0.7E 31.951 41.250 Bottom 2.722 Min. Percent 3.600 518.264 0.062 0.6D+O.7E 29.583 41.400 Bottom 2.722 Min. Percent 3.600 518.264 0.057 0.6D+O.7E 27.292 41.550 Bottom 2.722 Min. Percent 3,600 518.264 0.053 0.6D+O.7E 25,078 41.700 Bottom 2.722 Min, Percent 3,600 518.264 0.048 0.6D+0,7E 22.941 41.850 Bottom 2.722 Min. Percent 3,600 518.264 0.044 0.6D+O.7E 20.884 42.000 Bottom 2,722 Min. Percent 3.600 518.264 0.040 0.6D+O.7E 18.912 42.150 Bottom 2.722 Min. Percent 3.600 518.264 0.036 0.6D+O.7E 17.031 42.300 Bottom 2.722 Min. Percent 3.600 518.264 0.033 0.6D+0.7E 15.242 42.450 Bottom 2.722 Min. Percent 3.600 518.264 0.029 0.6D+O.7E 13.547 42,600 Bottom 2.722 Min, Percent 3.600 518.264 0.026 0,6D+O.7E 11.947 42.750 Bottom 2.722 Min. Percent 3.600 518.264 0.023 0.6D+O.7E 10.442 42.900 Bottom 2,722 Min. Percent 3.600 518.264 0.020 0.6D+O.7E 9.033 43.050 Bottom 2.722 Min. Percent 3.600 518.264 0.017 0.6D+O.7E 7.722 43.200 Bottom 2.722 Min. Percent 3.600 518.264 0.015 0.6D+07E 6.510 43.350 Bottom 2.722 Min. Percent 3.600 518.264 0.013 0.6D-K)7E . 5.398 43.500 Bottom 2.722 Min. Percent 3.600 518.264 0.010 0.6D+O.7E 4.387 43,650 Bottom 2.722 Min. Percent 3.600 518.264 0.008 0,6D+O,7E 3.478 43,800 Bottom 2.722 Min. Percent 3.600 518.264 0.007 0.6D+O.7E 2.671 43.950 Bottom 2.722 Min. Percent 3.600 518.264 0.005 0.6D-K)7E 1.969 44.100 Bottom 2.722 Min. Percent 3.600 518.264 0.004 0.6D+O.7E 1.372 44.250 Bottom 2.722 Min. Percent 3.600 518.264 0.003 0.6D+0.7E 0.881 44.400 Bottom 2.722 Min. Percent 3.600 518.264 0.002 0.6D+0.7E 0.497 44,550 Bottom 2.722 Min. Percent 3.600 518.264 0.001 0.6D+O.7E 0.222 44.700 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D+O.7E 0.056 44.850 Bottom 2.722 Min. Percent 3.600 518.264 0.000 0.6D-tO.7E 0,000 45.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D ""82.16 psi 0.58 psi 0.58" psF" 164.32 psi 0.76 psi 0.76 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.25 psi 1.25 psi 164.32 psi 0.48 psi 0.48 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.25 psi 1.25 psi 164.32 psi 0.48 psi 0.48 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.74 psi 0.74 psi 164.32 psi 0.60 DSi 0.60 psi +1.20D+O,50L+1.60S 82.16 psi 0.74 psi 0.74 psi 164.32 psi 0,60 psi 0.60 psi +1.20D+O.50Lr+O.50L+1.60W 82.16 psi 0.74 psi 0,74 psi 164.32 psi 0.60 psi 0,60 psi +1,20D+0.50L-tO,50S+1,60W 82.16 psi 0.74 psi 0.74 psi 164.32 psi 0.60 psi 0.60 psi +1,20D+O.50L+0.20S+E 82.16 psi 11.44 psi 11.44 psi 164.32 psi 0.62 psi 2.34 psi +O.90D+E+1.60H 82.16 psi 8.31 psi 8.31 psi 164.32 psi 041 psi 2.81 psi INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: line 1 diaph.1 General Information Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance Coefficient of Soil/Concrete Friction 2 ksf No 250 pcf 0.3 Dimensions & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center fo Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear(+X) Overburden = 4 ft Pedestal dimensions.. 24 ft 4 ft "32.0 ft 3.50 ft 36.0 in DL Sq.Dim. = Height = 3 in 3 in Lr File: C:\Documents and Settingstehavm nikjoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC, INC 1983-2010. Ver: 6.1.51. N:75423 I License Owner; INLAND ENGINEERING CONSULTING tNC Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow, Pressure Increase per foot when base footing is below Increases based on footing Width ... Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure fzero is no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and 'depth & width increases as specified by user.) 0.0014 0.0018 1.5: 1.5: ksf ft ksf ft 10 ksf ksf Col*1 24 1 Col*2 24 in 1 in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 5.0""" " 7"" 3.0" 2.722 in'^2 Top Bars 5.0 7 3.0 2.722 in'^2 Bars Btwn Cols Bottom Bars 5.0 7 3.0 2.722 in'^2 Top Bars 5.0 7 3.0 2.722 in'^2 Bars Right of Col #2 Bottom Bars 5,0 7 3.0 2.722 in'^2 Top Bars 5.0 7 3.0 2.722 in'2 W 179.0 26.0 179.0 26.0 k k-ft k k k-ft k 5-#7 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA .92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC 1983-2010, Ver: 61.51. N:75423 I License Owner: INLAND ENGINEERtNG CONSULTING INC Description: line 1 diaph.1 DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.7077 Soil Bearing 1.415 ksf 2.0 ksf +O.60D+O.70E+H PASS 2,391 Overtuming 250.60 k-ft 599.15 k-ft 0.6D+O7E FAIL 0.2508 Sliding 36.40 k 9.130 k 0.6D-K).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1393 1-way Shear-Col *1 11.442 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.1393 1-way Shear - Col *2 11.442 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.004704 2-way Punching -Col*1 0,7730 psi 164.32 psi +1.40D PASS 0.01562 2-way Punching - Col #2 2,567 psi 164.32 psi +O.90D+E+1.60H PASS 0.000505 Flexure - Left of Col *1 - Top -0,2191 k-ft 434.16 k-ft +1.40D PASS 0.001036 Flexure - Left of Col *1 - Bottom 0.4499 k-ft 434.16 k-ft +1.40D PASS 0.5086 Flexure - Between Cols - Top -220.82 k-ft 434.16 k-ft +1.20D-tO.50L+O,20S+E PASS 0.5552 Flexure - Between Cols - Bottom 241.03 k-ft 434.16 k-ft +O.90D+E+1,60H PASS 0.5363 Flexure - Right of Col *2 - Top -232.82 k-ft 434.16 k-ft +1,20D-K).50L+O,20S+E PASS 0.08139 Flexure - Right of Col #2 - Bottom 35,334 k-ft 434.16 k-ft +O,90D+E+1,60H Soil Bearing . Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allovirable Ratio +0 50.72 k 0.000 in 0.45 ksf 0.45 ksf 2.00 ksf 0.226 +0+L+H 52.72 k 0,000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.235 +D+O.750Lr+O,750L+H 52.22 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.233 +D+O.750L+O,750S+fl 52.22 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.233 +O+0.70E+fl 50.72 k 7.154 in 0,00 ksf 1.09 ksf 2.00 ksf 0.545 +O-tO.750Lr+O,750L+O.750W+H 52.22 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.233 +D4O.750L+0.750S+O.750W+H 52.22 k 0,000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.233 +D+O.750Lr+O.750L-tO.5250E+H 52,22 k 5.211 in 0.01 ksf 0.92 ksf 2.00 ksf 0.460 +D+O.750L+O.750S+O.5250E+H 52.22 k 5.211 in 0.01 ksf 0.92 ksf 2.00 ksf 0.460 •K).60D+O.70E+H 30.43 k 11.923 in 0.00 ksf 1.42 ksf 2.00 ksf 0.708 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft" Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0^00 '0.00 " 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 250.60 631.15 2.519 112.23 769.51 6.856 0.6D+O.7E 250.60 599.15 2.391 112.23 737.51 6.571 Sliding Stability Load Combination... D D+L 0.6D+L+O.7E 0.6D+O,7E Footing Flexure - Maximum Values for Load Combination Sliding Force "oToo k " 0.00 k 36.40 k 36.40 k Resisting Force Sliding SafetyRatio 15.22 k 15.82 k 9.73 k 9,13 k 999 999 I.267296703296' 1.250813186813- Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O.7E " 0.000 '" 0.000 " 0 0.000 0 0.000 0.000 "" "o.ooo 0.6D-K).7E 0.000 0.107 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.002 0.213 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+0.7E 0.004 0.320 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D-tO.7E 0.008 0.427 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.012 0.533 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0.6D+O.7E 0.018 0.640 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0,6D-K).7E 0.024 0.747 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.032 0.853 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0,6D+O.7E 0.040 0.960 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+0.7E 0.050 1.067 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.060 1.173 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.072 1.280 Bottom 2.722 Min. Percent 3.000 434.155 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description : line 1 diaph.1 File: C:\Documents and Settings\sliawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 ENERCALC INC 1983-2010 Ver: 61.51, N:75423 License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn b.6D+0!7E 0.084 1.387 " Bottom 2,722 Min, Percent 3.000 434.155 0,000 0.6D-K).7E 0.098 1.493 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+0.7E 0.112 1.600 Bottom 2.722 Min, Percent 3.000 434,155 0.000 0.6D+O.7E 0.127 1.707 Bottom 2.722 Min. Percent 3.000 434,155 0.000 0.6D+O.7E 0.144 1.813 Bottom 2.722 Min. Percent 3.000 434,155 0.000 0.6D+O.7E 0.161 1.920 Bottom 2,722 Min. Percent 3.000 434,155 0.000 0.6D+O.7E • 0.180 2.027 Bottom 2.722 Min. Percent 3.000 434,155 0.000 0.6D+O.7E 0.199 2.133 Bottom 2.722 Min. Percent 3.000 434,155 0.000 0.6D+O.7E 0.220 2.240 Bottom 2.722 Min. Percent 3.000 434,155 0.001 0.6D+O.7E 0.241 2.347 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+0.7E 0.263 2,453 Bottom 2.722 Min. Percent 3,000 434,155 0.001 0.6D+0.7E 0.287 2.560 Bottom 2.722 Min. Percent 3,000 434,155 0.001 0.6D+0.7E 0.311 2,667 Bottom 2,722 Min. Percent 3.000 434,155 0.001 0.6D+0.7E 0.336 2.773 Bottom 2,722 Min, Percent 3.000 434.155 0.001 0.6D+O.7E 0.363 2.880 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.390 2.987 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0416 3.093 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0434 3.200 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.445 3.307 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D-K).7E 0450 3413 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.447 3,520 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+0.7E 0.438 3,627 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+0.7E 0.422 3,733 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D4O,7E 0.398 3,840 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.368 3,947 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.330 4.053 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+07E 0.286 4.160 Bottom 2.722 Min, Percent 3.000 434.155 0.001 0.6D+0.7E 0.235 4.267 Bottom 2.722 Min, Percent 3.000 434.155 0.001 0.6D-tO.7E 0,177 4.373 Bottom 2.722 Min, Percent 3.000 434.155 0,000 0.6D+0.7E 0.111 4.480 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0.6D+O,7E • 0.039 4.587 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E -0,040 4.693 TOD 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E -0.126 4.800 TOD 2.722 Min, Percent 3.000 434.155 0.000 0.6D+0.7E -0.219 4.907 TOD 2.722 Min, Percent 3.000 434.155 0,001 0.6D+O,7E 241.035 5.013 Bottom 2.722 Min. Percent 3.000 434.155 0.555 0,6D+O,7E 240.198 5.120 Bottom 2.722 Min. Percent 3.000 434.155 0.553 0.6D+0.7E 239.346 5.227 Bottom 2.722 Min, Percent 3.000 434.155 0.551 0.6D-K).7E 238,478 5.333 Bottom 2.722 Min. Percent 3.000 434.155 0.549 0.6D-tO.7E 237.595 5.440 Bottom 2.722 Min. Percent 3.000 434.155 0.547 0.6D+0.7E 236.696 5.547 Bottom 2.722 Min. Percent 3.000 434.155 0.545 0.6D+O.7E 235.782 5.653 Bottom 2.722 Min. Percent 3.000 434.155 0.543 0.6D+0.7E 234.852 5,760 Bottom 2.722 Min. Percent 3.000 434.155 0.541 0.6D+O.7E 233.906 5,867 Bottom 2,722 Min Percent 3.000 434.155 0,539 0.6D+O.7E 232.945 5.973 Bottom 2,722 Min. Percent 3.000 434.155 0.537 0.6D+O.7E 231.968 6.080 Bottom 2.722 Min Percent 3.000 434.155 0,534 0.6D+O.7E 230.975 6.187 Bottom 2.722 Min Percent 3.000 434.155 0,532 0.6D+0.7E 229.967 6.293 Bottom 2,722 Min Percent 3.000 434.155 0,530 0.6D+O.7E 228.944 6.400 Bottom 2.722 Min. Percent 3.000 434.155 0,527 0,6D+O.7E 227.904 6.507 Bottom 2,722 Min, Percent 3,000 434.155 0,525 0.6D+0.7E 226.850 6.613 Bottom 2.722 Min Percent 3.000 434.155 0.523 0.6D+O.7E 225.779 6,720 Bottom 2.722 Min, Percent 3.000 434.155 0.520 0,6D+0.7E 224.693 6,827 Bottom 2.722 Min Percent 3.000 434.155 0.518 0.6D+O.7E 223.592 6.933 Bottom 2,722 Min, Percent 3.000 434.155 0.515 0.6D+0.7E 222.474 7.040 Bottom 2.722 Min Percent 3,000 434.155 0.512 0.6D-K).7E '221.342 7.147 Bottom 2.722 Min Percent 3.000 434.155 0.510 0.6D+0.7E 220.193 7.253 Bottom 2.722 Min Percent 3.000 434,155 0.507 0.6D+O.7E 219.029 7.360 Bottom 2.722 Min Percent 3.000 434,155 0.504 0.6D+0.7E 217.850 7.467 Bottom 2.722 Min Percent 3.000 434,155 0.502 0.6D-K).7E 216.655 7.573 Bottom 2.722 Min Percent 3.000 434,155 0.499 0.6D+O.7E 215.444 7.680 Bottom 2.722 Min Percent 3.000 434.155 0.496 0.6D40.7E 214.218 7.787 Bottom 2.722 Min Percent 3.000 434,155 0.493 0.6D+0.7E 212.976 7,893 Bottom 2.722 Min Percent 3.000 434.155 0.491 0.6D-K).7E 211.718 8,000 Bottom 2,722 Min Percent 3.000 434.155 0.488 0.6D+0.7E 210.445 8.107 Bottom 2.722 Min Percent 3.000 434,155 0.485 INLAND ENGINEERiNG 4883 E. LA PALMA STE.501-A ANAHEIM.CA. k92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design File: C:\Docunients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ 01585.ec6 i ENERCALC, INC. 1983-2010, Ver: 6.1.51. N:75423 | iLle.#: KW-06006198 License Owner: JNLAND ENGINEERING CONSULTING INC Description: line 1 diaph:1 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn a6D+07E 209,157 8.213 Bottom 2.722 Min, Percent 3.000 434,155 "0.482 0.6D+O.7E 207.852 8.320 Bottom 2.722 Min, Percent 3.000 434,155 0.479 0.6D+O.7E 206.532 8.427 Bottom 2.722 Min. Percent 3,000 434,155 0.476 0.6D+O.7E 205.197 8,533 Bottom 2.722 Min. Percent 3.000 434.155 0473 0,6D+0,7E 203.846 8,640 Bottom 2.722 Min. Percent 3.000 434.155 0.470 0,6D-K).7E 202.479 8.747 Bottom 2.722 Min. Percent 3.000 434.155 0,466 0,6D+O.7E 201.097 8.853 Bottom 2.722 Min. Percent 3.000 434.155 0.463 0.6D+O,7E 199.699 8.960 Bottom 2.722 Min. Percent 3.000 434.155 0.460 0.6D+O.7E 198.286 9.067 Bottom 2.722 Min. Percent 3.000 434.155 0.457 0.6D+O.7E 196.857 9.173 Bottom 2.722 Min, Percent 3.000 434.155 0.453 0.6D+O.7E 195412 9.280 Bottom 2.722 Min. Percent 3.000 434.155 0.450 0.6D+0.7E 193.952 9,387 Bottom 2.722 Min, Percent 3.000 434.155 0.447 0.6D+0.7E 192.476 9.493 Bottom 2.722 Min. Percent 3.000 434.155 0,443 0.6D+O.7E 190.985 9.600 Bottom 2.722 Min. Percent 3.000 434.155 0.440 0.6D+O,7E 189.478 9.707 Bottom 2.722 Min. Percent 3.000 434.155 0.436 0.6D+0.7E 187.956 9.813 Bottom 2.722 Min. Percent 3.000 434.155 0.433 0.6D+O.7E 186.418 9.920 Bottom 2.722 Min. Percent 3.000 434.155 0,429 0.6D+0.7E .184,864 10.027 Bottom 2.722 Min. Percent 3.000 434.155 0.426 0.6D+O.7E 183.295 10.133 Bottom 2.722 Min, Percent 3.000 434,155 0.422 0.6D+O.7E 181.710 10.240 Bottom 2.722 Min, Percent 3.000 434.155 0419 0.6D+07E 180.109 10.347 Bottom 2.722 Min, Percent 3.000 434.155 0415 0.6D-K).7E 178.493 10.453 Bottom 2.722 Min, Percent 3.000 434.155 0.411 0.6D+O.7E 176.861 10.560 Bottom 2,722 Min, Percent 3.000 434.155 0.407 0,6D+O7E 175.214 10.667 Bottom 2.722 Min. Percent 3.000 434.155 0.404 0.6D+O,7E 173.551 10.773 Bottom 2.722 Min. Percent 3.000 434,155 0.400 0.6D+O,7E 171.873 10.880 Bottom 2.722 Min. Percent 3.000 434,155 0.396 0.6D+O.7E 170.179 10.987 Bottom 2.722 Min, Percent 3,000 434.155 0.392 0,6D+O.7E 168.469 11,093 Bottom 2.722 Min, Percent 3.000 434,155 0.388 0.6D+O.7E 166.744 11.200 Bottom 2.722 Min. Percent 3.000 434.155 0,384 0.6D+O.7E 165.003 11.307 Bottom 2.722 Min. Percent 3,000 434.155 0.380 0.6D+O.7E 163.247 11.413 Bottom 2.722 Min. Percent 3.000 434.155 0.376 0.6D+O.7E 161.475 11.520 Bottom 2,722 Min. Percent 3.000 434.155 0.372 0.6D+O.7E 159.687 11.627 Bottom 2.722 Min. Percent 3.000 434.155 0.368 0.6D+O,7E 157.884 11.733 Bottom 2.722 Min. Percent 3.000 434,155 0.364 0.6D+O.7E 156.065 11.840 Bottom 2.722 Min. Percent 3.000 434,155 0.359 0.6D+0.7E 154.231 11.947 Bottom 2.722 Min. Percent 3.000 434.155 0.355 0.6D+0.7E 152.381 12.053 Bottom 2.722 Min. Percent 3,000 434,155 0.351 0.6D-K).7E 150.516 12,160 Bottom 2.722 Min. Percent 3.000 434.155 0.347 0.6D+O.7E 148.635 12.267 Bottom 2.722 Min. Percent 3.000 434.155 0.342 0.6D+O.7E 146.738 12.373 Bottom 2.722 Min. Percent 3.000 434.155 0.338 0.6D+O.7E 144,826 12.480 Bottom 2.722 Min. Percent 3.000 434.155 0.334 0,6D+O.7E .142,898 12.587 Bottom 2.722 Min, Percent 3.000 434.155 0.329 0,6D+O.7E 140.954 12.693 Bottom 2,722 Min, Percent 3.000 434.155 0.325 0,6D+O.7E 138.995 12.800 Bottom 2,722 Min, Percent 3.000 434.155 0.320 0,6D+O.7E 137.021 12.907 Bottom 2,722 Min. Percent 3.000 434.155 0.316 0.6D+O.7E 135.030 13.013 Bottom 2,722 Min. Percent 3.000 434.155 0.311 0.6D+O7E 133.025 13.120 Bottom 2.722 Min. Percent 3.000 434.155 0.306 0,6D+O.7E 131.003 13.227 Bottom 2.722 Min. Percent 3.000 434.155 0.302 0.6D+O,7E 128.966 13.333 Bottom 2.722 Min. Percent 3.000 434.155 0.297 0.6D+O.7E 126.913 13.440 Bottom 2.722 Min. Percent 3.000 434.155 0.292 0.6D+O.7E 124.845 13.547 Bottom 2.722 Min, Percent 3,000 434.155 0,288 0.6D+O,7E 122,762 13,653 Bottom 2.722 Min. Percent 3.000 434.155 0,283 0,6D+O.7E 120.662 13.760 Bottom 2.722 Min, Percent 3.000 434.155 0,278 0.6D+O.7E 118,547 13.867 Bottom 2.722 Min, Percent 3.000 434.155 0.273 0.6DtO.7E 116,417 13.973 Bottom 2,722 Min. Percent 3.000 434.155 0.268 0.6D+O.7E 114,270 14.080 Bottom 2.722 Min, Percent 3.000 434.155 0.263 0.6D+0.7E 112.109 14.187 Bottom 2.722 Min. Percent 3.000 434.155 0.258 0.6D+O.7E 109.931 14.293 Bottom 2.722 Min, Percent 3.000 434.155 0.253 0.6D+O,7E 107.739 14.400 Bottom 2.722 Min. Percent 3.000 434.155 0.248 0.6D+0.7E 105.530 14.507 Bottom 2,722 Min. Percent 3.000 434.155 0,243 0.6D+O.7E 103.306 14.613 Bottom 2,722 Min. Percent 3.000 434.155 0,238 0.6D-K).7E 101.066 14.720 Bottom 2.722 Min, Percent 3.000 434.155 0,233 0.6D+O,7E 98,811 14.827 Bottom 2.722 Min, Percent 3.000 434.155 0.228 0.6D+O.7E 96.540 14.933 Bottom 2.722 Min, Percent 3.000 434.155 0.222 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 j ENERCALC, INC. 1983-2010. Ver: 61.51, N:75423 Lie. #: KW-06006198 License Owner: INLAND ENGINEERING CONSULTING INC Description: line 1 diaph.1 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0!6D+07E 94.254 15.040 Bottom 2.722 Min. Percent 3.000 434,155 0.217 0.6D+0.7E 91.952 15.147 Bottom 2.722 Min. Percent 3.000 434.155 0.212 0.6D-tO.7E 89.634 15.253 Bottom 2.722 Min. Percent 3.000 434.155 0.206 0.6D-K).7E 87.301 15.360 Bottom 2.722 Min. Percent 3.000 434.155 0.201 0.6D+O.7E 84.952 15.467 Bottom . 2.722 Min. Percent 3.000 434.155 0.196 0.6D+0.7E • 82.588 15.573 Bottom 2.722 Min. Percent 3.000 434.155 0.190 0.6D+O.7E 80,208 15.680 Bottom 2722 Min. Percent 3,000 434.155 0.185 0.6D+O.7E 77.812 15,787 Bottom 2.722 Min. Percent 3.000 434.155 0.179 0.6D40.7E 75.401 15.893 Bottom 2.722 Min. Percent 3.000 434.155 0.174 0.6D+0.7E 72.974 16.000 Bottom 2.722 Min. Percent 3.000 434.155 0.168 0.6D+O.7E 70.532 16.107 Bottom 2.722 Min. Percent 3,000 434.155 0.162 0.6D+O,7E 68.074 16.213 Bottom 2.722 Min. Percent 3.000 434.155 0.157 0.6D+O.7E 65.600 16.320 Bottom 2.722 Min. Percent 3.000 434.155 0.151 0.6D+0.7E 63.111 16,427 Bottom 2.722 Min. Percent 3.000 434.155 0.145 0,6D+07E 60.606 16.533 Bottom 2.722 Min. Percent 3.000 434.155 0.140 0,6D+O,7E 58.086 16.640 Bottom 2.722 Min. Percent 3.000 434,155 0.134 0.6D+O.7E 55.550 16.747 Bottom 2.722 Min. Percent 3.000 434,155 0.128 0.6D+O.7E 52.999 16,853 Bottom 2.722 Min. Percent 3.000 434,155 0.122 0.6D-tO.7E 50431 16.960 Bottom 2.722 Min. Percent 3.000 434,155 0.116 0,6D+O.7E 47.849 17.067 Bottom 2.722 Min. Percent 3.000 434.155 0.110 0.6D+0.7E 45.251 17.173 Bottom 2.722 Min. Percent 3.000 434.155 0.104 0,6D-K3,7E 42.637 17.280 Bottom 2.722 Min. Percent 3.000 434.155 0.098 0.6D+O.7E 40.007 17.387 Bottom 2.722 Min, Percent 3.000 434.155 0,092 0.6D-K)7E 37.362 17.493 Bottom 2.722 Min, Percent 3.000 434.155 0.086 0.6D-K).7E 34.702 17.600 Bottom 2.722 Min. Percent 3.000 434.155 0.080 0.6D+O.7E 32.025 17.707 Bottom 2,722 Min. Percent 3.000 434,155 0.074 0.6D+O.7E 29.334 17.813 Bottom 2.722 Min, Percent 3.000 434,155 0,068 0.6D+O.7E -31,109 17.920 TOD 2.722 Min, Percent 3.000 434.155 0.072 0.6D4O.7E -33.808 18,027 Too 2.722 Min. Percent 3.000 434.155 0.078 0.6D+O.7E • -36.503 18,133 Too 2,722 Min. Percent 3.000 434,155 0.084 0.6D+O.7E -39.194 18.240 TOD 2.722 Min. Percent 3.000 434.155 0.090 0.6D+0.7E 41.882 18.347 TOD 2.722 Min, Percent 3.000 434.155 0.096 0.6D+O.7E 44.566 18.453 TOD 2.722 Min. Percent 3.000 434.155 0.103 0.6D+0.7E 47.245 18.560 TOD 2.722 Min. Percent 3.000 434.155 0.109 0.6D+O.7E 49.920 18.667 TOD 2.722 Min. Percent 3.000 434.155 0.115 0.6D+O.7E -52.590 18.773 TOD 2.722 Min. Percent 3,000 434,155 0.121 0.6D+O.7E -55.255 18.880 TOD 2.722 Min. Percent 3.000 434.155 0.127 0.6D+O.7E -57.914 18.987 TOD 2.722 Min. Percent 3.000 434.155 0.133 0.6D+O.7E -60.568 19.093 TOD 2.722 Min. Percent 3.000 434.155 0.140 0.6D+O.7E -63.215 19.200 TOD 2.722 Min. Percent 3.000 434.155 0.146 0,6D+O.7E -65.857 19.307 TOD 2.722 Min. Percent 3.000 434.155 0.152 0.6D+O.7E -68.491 19413 TOD 2.722 Min, Percent 3.000 434.155 0.158 0.6D+O.7E -71.119 19.520 TOD 2.722 Min. Percent 3.000 434,155 0.164 0.6D+0.7E 73.740 19.627 TOD 2.722 Min. Percent 3.000 434,155 0.170 0.6D+0.7E 76.353 19.733 TOD 2,722 Min. Percent 3.000 434.155 0.176 0.6D+0,7E 78.958 19.840 TOD 2.722 Min, Percent 3.000 434.155 0.182 0,6D+O.7E -81,556 19,947 TOD 2.722 Min. Percent 3.000 434.155 0,188 0,6D+0.7E -84.145 20.053 TOD 2.722 Min. Percent 3.000 434.155 0.194 0.6D+O.7E -86,725 20.160 TOD 2.722 Min. Percent 3.000 434,155 0.200 0,6D+O.7E -89,297 20,267 TOD 2.722 Min. Percent 3.000 434.155 0.206 0.6D-tO.7E -91,859 20,373 TOD 2.722 Min. Percent 3.000 434.155 0.212 0.6D+O.7E -94412 20,480 TOD 2.722 Min. Percent 3.000 434,155 0.217 0.6D+O.7E -96.955 20.587 TOD 2.722 Min, Percent 3.000 434,155 0.223 0,6D+O7E •-99.488 20.693 TOD 2.722 Min. Percent 3.000 434,155 0.229 0,6D+O.7E -102,011 20.800 TOD 2.722 Min. Percent 3.000 434,155 0,235 0.6D+O.7E -104,523 20,907 TOD 2.722 Min, Percent 3.000 434.155 0.241 0.6D+0,7E -107.024 21.013 TOD 2.722 Min, Percent 3.000 434.155 0,247 0.6D+0.7E -109.514 21.120 TOD 2.722 Min, Percent 3.000 434.155 0.252 0.6D+O.7E -111.992 21.227 TOD 2.722 Min. Percent 3.000 434,155 0.258 0.6D+0.7E -114.459 21.333 TOD 2.722 Min. Percent 3,000 434.155 0.264 0.6D-K).7E -116,914 21.440 TOD 2.722 Min. Percent 3.000 434.155 0,269 0.6D+O.7E -119.356 21,547 TOD 2.722 Min. Percent 3.000 434.155 0,275 0.6D-tO.7E -121.786 21.653 TOD 2.722 Min. Percent 3.000 434.155 0.281 0.6D+0.7E -124.203 21.760 TOD 2.722 Min. Percent 3.000 434.155 0.286 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. .92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 74^ Combined Footing Design Lie. #: KW-06006198 Description : line 1 diaph.1 Footing Flexure - Maximum Values for Load Combination File: C:\Dxuments and Settings\sliawn nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC 1983-2010, Ver: 6.1.51. N:75423 I License Owner: INLAND ENGINEERING CONSULTING iNC Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn a6D+07E -126.60'6 21.867 " TOD 2.722 Min. Percent 3M" "" 434.155 "0.292 0.6D-tO.7E -128.996 21.973 Too 2.722 Min. Percent 3.000 434.155 0.297 0.6D+O7E -131.373 22.080 TOD 2.722 Min. Percent 3.000 434.155 0.303 0.6D-tO.7E -133.735 22.187 TOD 2.722 Min. Percent 3.000 434.155 0.308 0.6D+O.7E -136.083 22.293 TOD 2.722 Min. Percent 3.000 434.155 0.313 0.6D+O,7E -138416 22.400 TOD 2.722 Min, Percent 3.000 434.155 0.319 0.6D+O.7E -140.734 22.507 TOD 2.722 Min. Percent 3.000 434.155 0.324 0.6D-tO7E -143.037 22.613 TOD 2.722 Min. Percent 3.000 434.155 0,329 0.6D+0.7E -145.325 22.720 TOD 2.722 Min. Percent 3.000 434.155 0.335 0.6D+0.7E -147,597 22.827 TOD 2722 Min, Percent 3.000 434.155 0.340 0.6D+O.7E -149.852 22.933 TOD 2,722 Min. Percent 3.000 434,155 0.345 0,6D+0.7E -152.092 23.040 TOD 2.722 Min. Percent 3,000 434.155 0.350 0,6D+O.7E -154.314 23,147 TOD 2.722 Min. Percent 3.000 434.155 0.355 0,6D+O.7E -156.520 23.253 TOD 2.722 Min. Percent 3.000 434.155 0.361 0.6D+O.7E -158,709 23.360 TOD 2.722 Min. Percent 3.000 434,155 0.366 0.6D-K).7E -160,879 23,467 TOD 2.722 Min. Percent 3.000 434,155 0.371 0.6D407E :163.033 23.573 TOD 2,722 Min, Percent 3.000 434.155 0.376 0.6D-K).7E -165.168 23.680 TOD 2,722 Min, Percent 3.000 434.155 0.380 0.6D+O.7E -167,284 23.787 TOD 2.722 Min. Percent 3.000 434,155 0.385 0,6D+0.7E -169.383 23.893 TOD 2.722 Min, Percent 3.000 434.155 0.390 0.6D+O.7E -171.462 24.000 TOD 2.722 Min, Percent 3.000 434,155 0.395 0.6D+O.7E -173,521 24,107 TOD 2.722 Min. Percent 3.000 434.155 0.400 0.6D+O7E -175.562 24,213 TOD 2.722 Min. Percent 3.000 434,155 0.404 0.6D-K).7E -177.582 24,320 TOD 2,722 Min. Percent 3.000 434,155 0.409 0.6D+O.7E -179,583 24.427 TOD 2722 Min, Percent 3.000 434.155 0.414 0.6D+07E -181.563 24.533 TOD 2.722 Min. Percent 3.000 434,155 0418 0.6D+O7E -183.522 24.640 TOD 2.722 Min, Percent 3.000 434,155 0.423 0.6D+O.7E -185.460 24.747 TOD 2,722 Min, Percent 3.000 434.155 0.427 0.6D+O7E -187.378 24.853 TOD 2.722 Min. Percent 3.000 434,155 0.432 0.6D+O.7E -189.273 24.960 TOD 2.722 Min, Percent 3.000 434.155 0.436 0.6D+O.7E -191.147 25.067 TOD 2.722 Min, Percent 3.000 434.155 0.440 0.6D+0,7E -192.999 25.173 TOD 2.722 Min. Percent 3.000 434.155 0.445 0.6D+O.7E -194.828 25.280 TOD 2.722 Min. Percent 3.000 434.155 0.449 0.6D-K).7E -196.634 25.387 TOD 2.722 Min, Percent 3.000 434.155 0.453 0.6D+07E -198418 25.493 TOD 2,722 Min. Percent 3.000 434,155 0.457 0.6D+0.7E -200.178 25.600 TOD 2.722 Min. Percent 3.000 434.155 0.461 0,6D+O.7E -201.915 25.707 TOD 2.722 Min. Percent 3.000 434.155 0.465 0.6D+0.7E -203.628 25.813 TOD 2.722 Min. Percent 3.000 434.155 0.469 0.6D+O.7E -205,317 25.920 TOD 2.722 Min. Percent 3.000 434.155 0.473 0.6D+0.7E -206.981 26.027 TOD 2.722 Min. Percent 3.000 434.155 0.477 0.6D+O.7E .208.621 26.133 TOD 2.722 Min. Percent 3.000 434,155 0.481 0.6D+O.7E -210.236 26.240 TOD 2722 Min, Percent 3.000 434,155 0.484 0.6D+O7E -211.825 26.347 TOD 2,722 Min, Percent 3,000 434,155 0.488 0.6D+O.7E -213.389 26.453 TOD 2.722 Min. Percent 3,000 434.155 0.492 0.6D+O.7E -214.927 26.560 TOD 2.722 Min. Percent 3.000 434.155 0.495 0.6D+0.7E -216.439 26.667 TOD 2.722 Min, Percent 3,000 434.155 0.499 0.6D+07E -217.925 26.773 TOD 2,722 Min, Percent 3,000 434,155 0.502 0.6D+O.7E -219.383 26.880 TOD 2.722 Min. Percent 3.000 434.155 0.505 0.6D+O.7E -220,815 26.987 TOD 2.722 Min. Percent 3.000 434.155 0.509 0.6D+0.7E -222.223 27.093 TOD 2.722 Min, Percent 3.000 434.155 0,512 0.6D+O.7E -223.614 27.200 TOD 2,722 Min. Percent 3.000 434.155 0.515 0.6D+0,7E -224.986 27.307 TOD 2.722 Min, Percent 3,000 434,155 0,518 0.6D+O.7E -226.339 27413 TOD 2.722 Min. Percent 3,000 434,155 0,521 0.6D+O,7E -227.674 27,520 TOD 2.722 Min. Percent 3.000 434,155 0.524 0.6D+0.7E -228.990 27,627 TOD 2.722 Min, Percent 3.000 434.155 0.527 0.6D+O.7E -230.286 27.733 TOD 2,722 Min. Percent 3.000 434.155 0.530 0.6D+O.7E -231.563 27,840 TOD 2,722 Min. Percent 3.000 434.155 0.533 0.6D+O.7E -232.820 27,947 TOD 2.722 Min, Percent 3.000 434.155 0.536 0.6D+0.7E 35.334 28,053 Bottom 2.722 Min, Percent 3.000 434,155 0.081 0.6D+0.7E 33.605 28.160 Bottom 2,722 Min. Percent 3.000 434.155 0,077 0.6D+O.7E 31.909 28.267 Bottom 2.722 Min. Percent 3.000 434.155 0,073 0.6D+07E 30.248 28.373 Bottom 2.722 Min. Percent 3.000 434.155 0.070 0.6D+0.7E 28.621 28,480 Bottom 2.722 Min, Percent 3.000 434.155 0.066 0,6D+O,7E 27.029 28.587 Bottom 2.722 Min. Percent 3.000 434.155 0.062 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. . 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design : KW-06006198 Description : line 1 diaph.1 File: C:\Documents and Settings\stiawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC 1983-2010, Ver: 6.1.51. N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6b+07E 25.472 28.693 Bottom 2.722 Min. Percent """ 3,0"00 " 4"34"7l55 "0!059 0.6D+0.7E 23.952 28.800 Bottom 2.722 Min. Percent 3,000 434.155 0.055 0.6D+0.7E 22.468 28.907 Bottom 2.722 Min. Percent 3.000 434.155 0.052 0.6D+0.7E 21.021 29.013 Bottom 2.722 Min, Percent 3.000 434.155 0.048 0.6D+0.7E • 19.616 29.120 Bottom 2.722 Min. Percent 3.000 434.155 0.045 0.6D+O.7E 18.254 29.227 Bottom 2.722 Min. Percent 3,000 434.155 0.042 0.6D-*O.7E 16.936 29.333 Bottom 2.722 Min. Percent 3.000 434.155 0.039 0.6D+0.7E 15.663 29,440 Bottom 2.722 Min, Percent 3.000 434.155 0.036 0.6D+0.7E 14.436 29.547 Bottom 2.722 Min. Percent 3,000 434.155 0.033 0.6D+0.7E 13.254 29.653 Bottom 2.722 Min. Percent 3.000 434,155 0.031 0.6D+O.7E 12.118 29,760 Bottom 2.722 Min. Percent 3.000 434.155 0.028 0.6D+0.7E 11.029 29.867 Bottom 2.722 Min, Percent 3.000 434.155 0.025 0.6D+0.7E 9.988 29.973 Bottom 2.722 Min. Percent 3.000 434,155 0.023 0.6D+O7E 8.995 30.080 Bottom 2.722 Min. Percent 3.000 434.155 0.021 0.6D+O.7E 8.051 30.187 Bottom 2.722 Min. Percent 3,000 434.155 0.019 0.6D+0.7E 7.156 30.293 Bottom 2.722 Min. Percent 3.000 434.155 0.016 0.6D+O.7E 6.311 30.400 Bottom 2.722 Min. Percent 3,000 434.155 0.015 0.6D+0.7E 5.516 30.507 Bottom 2.722 Min. Percent 3.000 434.155 0.013 0.6D+O.7E 4.772 30.613 Bottom 2.722 Min. Percent 3.000 434.155 0.011 0.6D-K).7E 4.080 30.720 Bottom 2.722 Min. Percent 3.000 434.155 0.009 0.6D-K).7E 3.440 30.827 Bottom 2.722 Min. Percent 3.000 434.155 0.008 0.6D+O,7E 2,852 30.933 Bottom 2.722 Min. Percent 3.000 434.155 0.007 0.6D+0.7E 2,318 31.040 Bottom 2.722 Min. Percent 3,000 434.155 0.005 0.6D+O,7E 1.838 31.147 Bottom 2.722 Min. Percent 3.000 434.155 0.004 0.6D+0.7E 1.412 31.253 Bottom 2.722 Min. Percent 3.000 434.155 0.003 0.6D+0.7E 1.041 31.360 Bottom 2.722 Min. Percent 3.000 434.155 0.002 0.6D+0.7E 0.725 31.467 Bottom 2.722 Min. Percent 3.000 434.155 0.002 0,6D+O.7E 0.466 31.573 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+0.7E • 0,263 31.680 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0,117 31.787 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.029 31.893 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0,6D+O.7E 0.000 32,000 Bottom 2.722 Min. Percent 3.000 434.155 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +140b " 82716 DSi 0.46 psi 0.46 psT" 164.32 psi 0.77 psi 0.7"7'psi " +1.20D+O,50Lr+1.60L+1.60H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.51 psi 0.51 psi +1.20D+1.60L+0.50S+1,60H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.51 psi 0,51 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.58 psi 0.58 psi 164.32 psi 0.62 psi 0.62 psi +1.20D+O.50L+1,60S 82.16 psi 0.58 psi 0,58 psi 164.32 psi 0.62 psi 0.62 psi +1.20D+0,50Lr+O.50L+1.60W 82.16 psi 0.58 psi 0.58 psi 164.32 psi 0.62 psi 0.62 psi +1.20D+0.50L+O.50S+1.60W 82.16 psi 0.58 psi 0.58 psi 164.32 psi 0.62 psi 0.62 psi +1.20D+O.50L-tO.20S+E 82.16 psi 11.44 psi 11.44 psi 164.32 psi 0,62 psi 2.23 psi +0.90D+E+1.60H 82.16 psi 8.31 psi 8.31 psi 164.32 psi 0.41 psi 2.57 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, .92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lic. # : KW-05006198 Description: line 2 General information Material Properties fc: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soil Information Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance (Uses enny to? "Footing base depth bi Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0.3 Dirnensions & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Foottng Length = Footing Width Footing Thickness • = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column Axial Load Downward = Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = 5.0 ft Pedestal dimensions.. 24 ft. 5.0 ft 34.0 ft 4.50 ft '36 in DL Sq. Dim. Height 3 in 3 in Lr File: C:\Docum8nts and Settingstehawn nikjooWy Documenls\ENERCALC Data Rles\nccc_101585.ec6 | ENERCALCINC 1983-2010.Ver:61.51, N:75423 I License Owner INLAND ENGINEERING CONSULTING INC Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5: Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow. Pressure Increase per foot when base footing is below Increases based on footing Width .,. Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure (zero is no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) ksf ft ksf ft 10 ksf ksf Col#1 24 1 Col*2 24 in 1in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 6.0 7 3.60 3.499 in'^2 Top Bars 6.0 7 3.60 3,499 in'^2 Bars Btwn Cols Bottom Bars 6.0 7 3.60 3,499 in'^2 Top Bars 6.0 7 3.60 3.499 in'^2 Bars Right of Col #2 Bottom Bars 6.0 7 3.60 3,499 in'^2 Top Bars 6.0 7 3.60 3.499 in'^2 W - • • " H . k" 286.0 k-ft 36.0 k k 286.0 k-ft 36.0 k 5- #7~ 6- #7_ 6-#7 S-#7 INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 82807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^^7 Combined Footing Design Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC INC 1983-2010, Ver: 61.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Description: line 2 DESIGNSUMMARY Design N.G. Ratio Item Applied Capacity Governing Load Combination PASS 0.8689 Soil Bearing 1.738 ksf 2.0 ksf +O.60D+0.70E+fl PASS 2.135 Overturning 400.40 k-ft 854,66 k-ft 0,6D-tO.7E FAIL 0.2448 Sliding 50.40 k 12.340 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1520 1-way Shear-Col #1 12.488 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.1520 1-way Shear-Col #2 12.488 psi 82.158 psi +1,20D+O,50L+O.20S+E PASS 0.006957 2-way Punching - Col *1 1.143 psi 164.32 psi +1,40D PASS 0.02040 2-way Punching - Col *2 3.351 psi 164.32 psi +0.90D+E+1,60H PASS No Bending Flexure - Left of Col *1 - Top 0.0 k-ft 0,0 k-ft N/A PASS 0.001431 Flexure r Left of Col #1 - Bottom 0.7467 k-ft 521,89 k-ft +1.40D PASS 0.6111 Flexure - Between Cols - Top -318.92 k-ft 521.89 k-ft +1.20D+O.50L+O.20S+E PASS 0.6981 Flexure - Between Cols - Bottom 364.31 k-ft 521.89 k-ft +O.90D+E+1,60H PASS 0,6490 Flexure - Right of Col #2 - Top -338.69 k-ft 521,89 k-ft +1.20D-K).50L+O.20S+E PASS 0,1630 Flexure - Right of Col *2 - Bottom 85.068 k-ft 521,89 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 68.56 k 0,000 in 0.45 ksf 0.45 ksf 2.00 ksf "1.224 +D+L+tH 70.56 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.231 +D+O.750Lr+O.750L+H 70.06 k 0,000 in 0.46 ksf 0.46 ksf 2.00 ksf 0.229 +D+O.750L+O.750S+H 70.06 k 0.000 in 0,46 ksf 0.46 ksf 2.00 ksf 0.229 +O+0.70E+H 68.56 k 8,107 in 0.00 ksf 1.14 ksf 2,00 ksf 0.570 +D+O.750Lr+O.750L+O.750W+H 70.06 k 0.000 in 0,46 ksf 0.46 ksf 2.00 ksf 0.229 +D-tO.750L+O.750S+O.750W+H 70.06 k 0,000 in 0.46 ksf 0,46 ksf 2.00 ksf 0,229 +D+O.750Lr4O.750L+O.5250E+H 70.06 k 5.950 in 0.00 ksf 0.94 ksf 2.00 ksf 0.469 +D+O.750L+O.750S+O.5250E+H 70.06 k 5.950 in 0.00 ksf 0.94 ksf 2.00 ksf 0,469 +O.60D+O.70E+H 41.13 k 13.512 in 0.00 ksf 1.74 ksf 2.00 ksf 0.869 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overtuming Resisting Ratio D aoo" " "" 0^00 999.000 0.00 0,00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 400.40 888.65 2.219 155.40 1,133.66 7.295 0.6D4O.7E 400.40 854.66 2.135 155.40 1,099.66 7.076 Sliding Stabili^ Load Combination.. D'~ " D+L 0.6D+L+O.7E 0.6D+O.7E Footing Flexure - Maximum Values for Load Combination Sliding Force 0"00 k " 0.00 k 50,40 k 50.40 k Resisting Force 20.57 k 21.17 k 12.94 k 12.34 k Sliding SafetyRatio 999 999 1.256744047619( 1.244839285714: Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O.7E oTooo "o.ooo" "o" 0.000 0 0.000 0.000 0.000 0.6D+0.7E 0.001 0.113 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.002 0.227 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D-tO7E 0.005 0.340 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.008 0.453 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+07E 0.013 0.567 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.019 0.680 Bottom 3,499 Min. Percent 3.600 521.894 0.000 0.6D+0.7E . 0.026 0.793 Bottom 3.499 Min, Percent 3.600 521.894 0,000 0.6D+O.7E 0.034 0.907 Bottom 3.499 Min, Percent 3.600 521,894 0.000 0.6D+07E 0.043 1.020 Bottom 3.499 Min, Percent 3.600 521,894 0.000 0.6D+O.7E 0.053 1.133 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.064 1.247 Bottom 3.499 Min, Percent 3.600 521.894 0.000 0.6D+0.7E 0.076 1.360 Bottom 3.499 Min. Percent 3.600 521.894 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, .92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nikjooWy Documents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC INC. 1983-2010 Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: line 2 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... - Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O,7E 0.089 1.473 Boftom 3,499 Min, Percent 3.600 521.894 0.000 0.6D+0.7E 0.104 1,587 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.119 1.700 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0,135 1.813 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.153 1.927 Bottom 3.499 Min, Percent 3,600 521.894 0.000 0,6D+O.7E 0.171 2.040 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.191 2.153 Bottom 3.499 Min. Percent 3,600 521.894 0.000 0.6D+O.7E 0,212 2.267 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D-IO.7E 0.233 2.380 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.256 2.493 Bottom 3.499 Min, Percent 3,600 521.894 0.000 0.6D+0,7E 0.280 2.607 Bottom 3,499 Min. Percent 3,600 521,894 0.001 0.6D+0.7E 0,305 2.720 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0,6D+07E 0.331 2.833 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+0.7E 0.358 2.947 Bottom 3.499 Min, Percent 3.600 521.894 0.001 0.6D+0,7E 0.386 3.060 Bottom 3,499 Min. Percent 3.600 521.894 0.001 0,6D+O.7E 0.415 3.173 Bottom 3.499 Min. Percent 3.600 521,894 0.001 0.6D+O7E 0.445 3.287 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+0.7E 0.476 3.400 Bottom 3.499 Min. Percent 3.600 521,894 0.001 0.6D+0.7E 0,508 3.513 Bottom 3.499 Min, Percent 3.500 521.894 0.001 0.6D+O7E 0.542 3.627 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D-tO.7E 0.576 3.740 Bottom 3.499 Min, Percent 3.600 521.894 0.001 0.6D-K).7E 0,611 3.853 Bottom 3,499 Min. Percent 3.600 521,894 0.001 0.6D+O.7E . 0.648 3.967 Bottom 3,499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0.683 4.080 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0711 4.193 Bottom 3.499 Min. Percent 3.600 521,894 0.001 0.6D+O.7E 0,731 4.307 Bottom 3.499 Min. Percent 3.600 521,894 0.001 0.6D+O7E 0.743 4,420 Bottom 3.499 Min, Percent 3.600 521.894 0,001 0.6D+O,7E 0.747 4.533 Bottom 3.499 Min, Percent 3.600 521.894 0,001 0.6D+O.7E 0.743 4.647 Bottom 3.499 Min, Percent 3.600 521.894 0.001 0.6D+0,7E 0.731 4.760 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0.711 4.873 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0,683 4,987 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+0.7E 0.647 5.100 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0.604 5.213 Bottom 3.499 Min Percent 3.600 521.894 0.001 0.6D-IO.7E 0.552 5.327 Bottom 3.499 Min Percent 3.600 521,894 0,001 0,6D+O.7E 0,493 5.440 Bottom 3.499 Min Percent 3.600 521,894 0.001 0.6D+O7E 0.425 5,553 Bottom 3.499 Min Percent 3.600 521.894 0.001 0.6D+O.7E 0.350 5.667 Bottom 3.499 Min. Percent 3.600 521.894 0.001 0.6D+O.7E 0.267 5.780 Bottom 3.499 Min Percent 3.600 521.894 0.001 0.6D+O.7E 0.175 5.893 Bottom 3.499 Min Percent 3.600 521.894 0.000 0.6D+O.7E 364.312 6.007 Bottom 3.499 Min Percent 3.600 521.894 0.698 0,6D+O.7E 362.999 6.120 Bottom 3.499 Min, Percent 3.600 521.894 0.696 0.6D+O.7E 361.664 6.233 Bottom 3.499 Min, Percent 3.600 521.894 0.693 0.6D-tO.7E 360.306 6.347 Bottom 3.499 Min Percent 3.600 521.894 0.690 0.6D+O.7E 358.925 6.460 Bottom 3.499 Min Percent 3.600 521.894 0.688 0.6D+O,7E 357.522 6,573 Bottom 3.499 Min Percent 3,600 521.894 0.685 0.6D+0.7E •356.096 6.687 Bottom 3.499 Min. Percent 3.600 521,894 0.682 0.6D+0.7E 354.648 6.800 Bottom 3.499 Min, Percent 3.600 521.894 0.680 0,6D+0.7E 353.177 6.913 Bottom 3.499 Min, Percent 3.600 521.894 0.677 0,6D+0.7E 351.683 7,027 Bottom 3.499 Min, Percent 3.600 521.894 0.674 0.6D+O7E 350.167 7,140 Bottom 3,499 Min Percent 3.600 521.894 0.671 0.6D+O.7E 348.628 7,253 Bottom 3,499 Min. Percent 3.600 521.894 0.668 0.6D+0.7E 347.066 7.367 Bottom 3,499 Min. Percent 3,600 521.894 0.665 0.6D+O.7E 345.482 7.480 Bottom 3.499 Min, Percent 3,600 521.894 0.662 0.6D+O.7E 343.875 7.593 Bottom 3.499 Min, Percent 3.600 521.894 0.659 0.6D+0,7E 342.246 7,707 Bottom 3.499 Min. Percent 3.600 521.894 0.656 0.6D+O.7E 340.594 7.820 Bottom 3.499 Min. Percent 3.600 521.894 0.653 0,6D+O7E 338.919 7.933 Bottom 3.499 Min. Percent 3.600 521.894 0.649 0.6D+O,7E 337.222 8.047 Bottom 3,499 Min. Percent 3.600 521.894 0.646 0.6D+O.7E 335.502 8.160 Bottom 3.499 Min. Percent 3.600 521.894 0.643 0.6D-1O.7E 333.759 8,273 Boftom 3.499 Min. Percent 3.600 521.894 0.640 0.6D+O.7E 331.994 8.387 Bottom 3.499 Min. Percent 3.600 521.894 0.636 0.6D+07E 330.206 8.500 Bottom 3.499 Min. Percent 3.600 521.894 0.633 0.6D+O.7E 328.396 8.613 Bottom 3.499 Min Percent 3.600 521.894 0.629 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Combined Footing Design Lie.#: KW-06006198 line 2 Description: Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Dala Files\nccc_101585.ec6 • ENERCALC INC 1983-2010. Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0,6D-iO.7E 326^563 8727 " Bottom 3,499 Min. Percent 3,600 • 521.894 "" "" 0"626 0.6D+O.7E 324.707 8.840 Bottom 3,499 Min. Percent 3.600 521.894 0.622 0.6D+O.7E 322.828 8.953 Bottom 3.499 Min. Percent 3.600 521.894 0.619 0.6D+O.7E 320.927 9.067 Bottom 3.499 Min. Percent 3.600 521.894 0.615 0.6D+O.7E 319.004 9.180 Bottom 3.499 Min. Percent 3.600 521.894 0.611 0.6D+O.7E 317.058 9.293 Bottom 3.499 Min. Percent 3.600 521.894 0.608 0.6D-*O.7E 315.089 9.407 Bottom 3.499 Min. Percent 3,600 521.894 0.604 0.6D+O,7E 313.097 9.520 Bottom 3.499 Min. Percent 3.600 521.894 0.600 0.6D+O.7E 311.083 9.633 Bottom 3.499 Min. Percent 3.600 521.894 0.596 0.6D+O.7E 309.046 9.747 Bottom 3,499 Min. Percent 3,600 521,894 0,592 0.6D+O.7E •306.987 9,860 Bottom 3,499 Min. Percent 3.600 521,894 0.588 0.6D+O.7E 304.905 9.973 Bottom 3,499 Min. Percent 3.600 521,894 0.584 0,6D+O.7E 302.800 10.087 Bottom 3.499 Min. Percent 3.600 521.894 0,580 0.6D+O.7E 300.673 10.200 Bottom 3.499 Min. Percent 3.600 521.894 0.576 0.6D+0.7E 298.523 10.313 Bottom 3.499 Min. Percent 3.600 521.894 0.572 0.6D+O,7E 296.351 10.427 Bottom 3.499 Min. Percent 3.600 521.894 0.568 0.6D+O.7E 294.155 10.540 Bottom 3.499 Min. Percent 3.600 521,894 0.564 0.6D+O.7E 291.938 10.653 Bottom 3.499 Min. Percent 3.600 521,894 0.559 0.6D-tO.7E 289.697 10.767 Bottom 3.499 Min. Percent 3,600 521,894 0.555 0.6D+O.7E 287.434 10.880 Bottom 3.499 Min. Percent 3.600 521,894 0.551 0.6D+O.7E 285.148 10.993 Bottom 3.499 Min. Percent 3.600 521.894 0.546 0.6D+O.7E 282.840 11.107 Bottom 3.499 Min. Percent 3.600 521.894 0,542 0.6D+0.7E 280.509 11,220 Bottom 3,499 Min. Percent 3.600 521.894 0.537 0.6D+O.7E 278.156 11,333 Bottom 3.499 Min. Percent 3.600 521,894 0.533 0.6D+O.7E 275.779 11.447 Bottom 3.499 Min. Percent 3.600 521.894 0.528 0.6D+O.7E 273.381 11.560 Bottom 3.499 Min. Percent 3,600 521.894 0.524 0.6D+O.7E 270.959 11.673 Bottom 3.499 Min Percent 3,600 521.894 0.519 0.6D+0.7E 268.515 11.787 Bottom 3.499 Min Percent 3,600 521.894 0.515 0.6D+O.7E 266.048 11.900 Bottom 3.499 Min, Percent 3.600 521,894 0.510 0.6D+O7E 263.559 12,013 Bottom 3.499 Min Percent 3.600 521.894 0.505 0.6D+O.7E 261.047 12,127 Bottom 3.499 Min Percent 3,600 521.894 0.500 0.6D+O.7E 258.512 12,240 Bottom 3.499 Min Percent 3.600 521.894 0.495 0.6D+O.7E 255.955 12,353 Bottom 3.499 Min Percent 3.600 521.894 0.490 0.6D+O.7E 253.375 12,467 Bottom 3.499 Min Percent 3.600 521.894 0.485 0.6D+O.7E "250,773 12.580 Bottom 3.499 Min Percent 3.600 521.894 0.481 0.6D+O.7E 248.148 12.693 Bottom 3.499 Min Percent 3.600 521.894 0.475 0.6D+O.7E 245.500 12.807 Bottom 3,499 Min Percent 3.600 521.894 0.470 0.6D-tO.7E 242.830 12.920 Bottom 3.499 Min Percent 3.600 521.894 0.465 0,6D+O.7E 240.137 13.033 Bottom 3.499 Min Percent 3.600 521.894 0.460 0.6D+O.7E 237.421 13.147 Bottom 3.499 Min Percent 3.600 521.894 0.455 0.6D+O.7E 234.683 13.260 Bottom 3.499 Min Percent 3.600 521,894 0.450 0.6D+O.7E 231.922 13.373 Bottom 3.499 Min Percent 3.600 521,894 0.444 0.6D+O.7E 229.138 13.487 Bottom 3.499 Min Percent 3.600 521,894 0.439 0.6D+O.7E 226.332 13.600 Bottom 3.499 Min Percent 3.600 521,894 0.434 0.6D+O.7E 223.504 13713 Bottom 3.499 Min Percent 3.600 521,894 0.428 0.6D-tO,7E 220.652 13.827 Bottom 3.499 Min Percent 3.600 521,894 0.423 0,6D+O.7E 217,778 13.940 Bottom 3.499 Min Percent 3.600 521,894 0417 0.6D-K).7E 214,881 14.053 Bottom 3.499 Min Percent 3.600 521,894 0412 0.6D+O.7E 211,962 14,167 Bottom 3.499 Min Percent 3.600 521.894 0.406 0.6D-K),7E 209,020 14.280 Bottom 3.499 Min Percent 3.600 521,894 0.401 0.6D+O,7E 206.056 14.393 Bottom 3.499 Min Percent 3.600 521,894 0.395 0.6D+O.7E 203.069 14.507 Bottom 3.499 Min Percent 3.600 521.894 0.389 0.6D+O.7E 200.059 14.620 Bottom 3.499 Min Percent 3.600 521,894 0.383 0.6D+O.7E 197.026 14.733 Bottom 3.499 Min Percent 3.600 521.894 0.378 0.6D+O7E 193.971 14.847 Bottom 3.499 Min Percent 3.600 521,894 0.372 0.6D+O.7E 190.894 14.960 Bottom 3.499 Min Percent 3.600 521.894 0.366 0.6D+O,7E 187.793 15.073 Bottom 3.499 Min Percent 3.600 521,894 0.360 0.6D-K).7E .184.670 15.187 Bottom 3.499 Min Percent 3.600 521.894 0.354 0.6D-K).7E 181.525 15.300 Bottom 3.499 Min Percent 3.600 521,894 0.348 0.6D+O.7E 178.357 15.413 Bottom 3.499 Min Percent 3.600 521.894 0.342 0.6D+O7E 175,166 15.527 Bottom 3.499 Min Percent 3.600 521.894 0.336 0.6D+O.7E 171.952 15,640 Bottom 3.499 Min Percent 3.600 521.894 0.329 0.6D+O.7E 168716 15.753 Bottom 3.499 Min Percent 3.600 521.894 0.323 0.6D+O.7E 165.458 15.867 Bottom 3.499 Min Percent 3.600 521.894 0.317 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. # : KW-06006198 File: C:\bocuments and Settingstehawn nikjoo\My DocumentsVENERCALC Data Flles\nccc_101586.ec6 • ENERCALC INC 1983-2010. Ver: 61.51. N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: line 2 Footing Flexure - Maximum Values for Load Combination • Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6DtO.7E 162.176 " 15.980" Bottom 3.499 Min. Percent 3.600 521.894 0.311 0.6D+O.7E 158,872 16.093 Bottom 3.499 Min. Percent 3.600 521.894 0.304 0.6D-K}.7E 155.546 16.207 Bottom 3.499 Min. Percent 3.600 521.894 0.298 0.6D-tO.7E 152.196 16.320 Bottom 3.499 Min. Percent 3.600 521.894 0.292 0.6D+O.7E 148.825 16.433 Bottom 3,499 Min. Percent 3.600 521.894 0.285 0.6D+O.7E 145.430 16,547 Bottom 3.499 Min. Percent 3.600 521.894 0.279 0.6D+0.7E 142,013 16.660 Bottom 3.499 Min. Percent 3.600 521,894 0.272 0.6D+O.7E 138.573 16.773 Bottom 3.499 Min, Percent 3.600 521,894 0.266 0.6D+O.7E 135.111 16.887 Bottom 3.499 Min. Percent 3.600 521,894 0.259 0.6D+07E 131.626 17.000 Bottom 3,499 Min. Percent 3.600 521.894 0.252 0,6D+O,7E 128,118 17,113 Bottom 3,499 Min. Percent 3.600 521,894 0.245 0.6D+O.7E 124.588 17,227 Bottom 3.499 Min. Percent 3.600 521.894 0.239 0.6D+O.7E 121,035 17.340 Bottom 3.499 Min. Percent 3.600 521.894 0.232 0.6D+0.7E 117.460 17.453 Bottom 3.499 Min, Percent 3.600 521.894 0.225 0.6D+O.7E 113.861 17,567 Bottom 3.499 Min. Percent 3.600 521,894 0.218 0.6D+O,7E 110.241 17.680 Bottom 3.499 Min. Percent 3.600 521,894 0.211 0,6D+O.7E 106.597 17,793 Bottom 3.499 Min. Percent 3.600 521,894 0.204 0.6D+O.7E 102.931 17.907 Bottom 3.499 Min. Percent 3.600 521.894 0.197 0.6D+0.7E 99.243 18.020 Bottom 3.499 Min, Percent 3.600 521.894 0.190 0.6D+0.7E 95.531 18.133 Bottom 3.499 Min. Percent 3.600 521,894 0.183 0.6D+O,7E 91.797 18,247 Bottom 3.499 Min, Percent 3.600 521.894 0.176 0.6D+0.7E . 88.041 18.360 Bottom 3.499 Min, Percent 3.600 521.894 0.169 0.6D+O.7E 84.262 18.473 Bottom 3.499 Min. Percent 3.600 521.894 0.161 0.6D-tO.7E 80.460 18.587 Bottom 3,499 Min, Percent 3.600 521,894 0.154 0.6D+0.7E 76.635 18.700 Bottom 3,499 Min. Percent 3.600 521.894 0.147 0,6D+O.7E 72.788 18.813 Bottom 3,499 Min. Percent 3.600 521.894 0.139 0.6D+O.7E 68.919 18.927 Bottom 3.499 Min. Percent 3.600 521.894 0,132 0.6D+O.7E 65.026 19.040 Bottom 3.499 Min. Percent 3.600 521.894 0.125 0.6D+O.7E 61.111 19.153 Bottom 3.499 Min. Percent 3.600 521.894 0.117 0.6D+O.7E 57.174 19.267 Bottom 3,499 Min, Percent 3.600 521.894 0.110 0.6D+O.7E 53.214 19.380 Bottom 3.499 Min, Percent 3.600 521.894 0.102 0.6D+O.7E 49,231 19.493 Bottom 3.499 Min, Percent 3.600 521.894 0.094 0.6D+O.7E -50.999 19.607 Too 3.499 Min. Percent 3,600 521.894 0.098 0.6D+0.7E -55.205 19.720 TOD 3.499 Min. Percent 3,600 521.894 0.106 0.6D+0.7E -59.407 19.833 TOD 3.499 Min. Percent 3.600 521.894 0.114 0,6D+0.7E -63.603 19.947 TOD 3.499 Min. Percent 3.600 521.894 0.122 0.6D+O.7E -67.795 20.060 TOD 3.499 Min. Percent 3.600 521,894 0.130 0.6D+O.7E 71.980 20.173 TOD 3.499 Min. Percent 3.600 521,894 0.138 0.6D-K).7E 76,159 20.287 TOD 3.499 Min. Percent 3.600 521.894 0.146 0.6D-K).7E -80.331 20.400 TOD 3.499 Min. Percent 3.600 521.894 0.154 0.6D+O.7E -84.496 20.513 TOD 3,499 Min. Percent 3.600 521,894 0.162 0,6D+O.7E -88.653 20.627 TOD 3.499 Min. Percent 3.600 521.894 0.170 0.6D+O.7E -92.801 20.740 TOD 3.499 Min. Percent 3.600 521.894 0.178 0,6D+0.7E -96.941 20.853 TOD 3.499 Min. Percent 3.600 521.894 0.186 0.6D+0.7E -101.072 20.967 TOD 3.499 Min. Percent 3.600 521.894 0.194 0.6D+O7E •105,193 21.080 TOD 3.499 Min. Percent 3.600 521.894 0.202 0.6D+O,7E -109.303 21.193 TOD 3.499 Min. Percent 3.600 521.894 0.209 0,6D+0.7E -113.403 21.307 TOD 3.499 Min. Percent 3.600 521.894 0.217 0.6D+O.7E -117,492 21.420 TOD 3.499 Min, Percent 3.600 521.894 0.225 0.6D+O.7E -121.569 21.533 TOD 3.499 Min, Percent 3.600 521.894 0.233 0.6D+O.7E -125.634 21.647 TOD 3.499 Min. Percent 3,600 521.894 0.241 0.6D+O.7E -129.686 21.760 TOD 3.499 Min, Percent 3.600 521.894 0.248 0.6D+O.7E -133.725 21.873 TOD 3.499 Min, Percent 3.600 521.894 0.256 0.6D-tO.7E -137.751 21,987 TOD 3,499 Min, Percent 3.600 521.894 0.264 0.6D+O,7E -141.762 22,100 TOD 3.499 Min. Percent 3.600 521.894 0.272 0.6D+O.7E -145.759 22,213 TOD 3.499 Min. Percent 3.600 521.894 0.279 0.6D+O.7E -149.740 22,327 TOD 3.499 Min. Percent 3,600 521.894 0.287 0.6D+07E -153.706 22.440 TOD 3.499 Min. Percent 3.600 521,894 0.295 0.6D-K).7E -157.656 22.553 TOD 3.499 Min. Percent 3.600 521.894 0.302 0.6D+O.7E -161.590 22.667 TOD 3.499 Min. Percent 3.600 521.894 0.310 0.6D+O.7E -165.506 22.780 TOD 3.499 Min, Percent 3.600 521.894 0.317 0.6D+0.7E -169.406 22.893 TOD 3.499 Min, Percent 3,600 521,894 0.325 0.6D+O.7E -173,287 23.007 TOD 3.499 Min, Percent 3.600 521.894 0.332 0.6D+0.7E -177.149 23.120 TOD 3.499 Min. Percent 3.600 521.894 0.339 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: line 2 File: C;\Documents and Settingstehawn nikjoo\My [)ocuments\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010 Ver: 6.1.51. N:75423 License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+0,7E -180.993 23.233 TOD 3,499 Min. Percent 3.600 521.894 0".347 0.6D+O.7E -184.817 23.347 TOD 3.499 Min, Percent 3.600 521,894 0.354 0.6D+O.7E -188.621 23.460 TOD 3.499 Min. Percent 3.600 521.894 0.361 0.6D+O.7E -192.405 23.573 TOD 3.499 Min. Percent 3.600 521.894 0.369 0.6D+O.7E -196.169 23.687 TOD 3.499 Min. Percent 3.600 521.894 0.376 0.6D+O.7E -199.910 23,800 TOD 3.499 Min. Percent 3.600 521,894 0.383 0,6D+O.7E -203.630 23.913 TOD 3.499 Min. Percent 3.600 521.894 0.390 0.6D+O.7E -207.328 24.027 TOD 3.499 Min. Percent 3.600 521.894 0.397 0.6D+O.7E -211.002 24.140 TOD 3,499 Min. Percent 3.600 521.894 0.404 0.6D+O.7E -214.654 24.253 TOD 3.499 Min. Percent 3.600 521.894 0.411 0.6D+O.7E -218,282 24.367 TOD 3.499 Min Percent 3.600 521,894 0.418 0.6D+O.7E -221,885 24,480 TOD 3.499 Min, Percent 3.600 521.894 0.425 0.6D+0,7E -225.464 24.593 TOD 3.499 Min. Percent 3.600 521.894 0.432 0.6D-tO,7E -229.017 24.707 TOD 3.499 Min. Percent 3.600 521.894 0.439 0.6D+O.7E -232.545 24.820 TOD 3,499 Min. Percent 3.600 521.894 0.446 0.6D+O.7E -236.047 24.933 TOD 3.499 Min. Percent 3.600 521.894 0,452 0.6D-K).7E -239,522 25,047 TOD 3.499 Min, Percent 3.600 521.894 0.459 0.6D+O.7E -242.969 25.160 TOD 3.499 Min, Percent 3.600 521.894 0.466 0.6D+0.7E -246.389 25.273 TOD 3.499 Min. Percent 3.600 521.894 0.472 0.6D+O.7E -249.781 25.387 TOD 3.499 Min Percent 3.600 521.894 0,479 0.6D+O.7E -253.145 25.500 TOD 3.499 Min. Percent 3.600 521.894 0.485 0.6D+O,7E -256.479 25.613 TOD 3.499 Min. Percent 3.600 521.894 0,491 0.6D+O.7E -259.784 25.727 TOD 3.499 Min. Percent 3.600 521.894 0.498 0.6D+0.7E -263,058 25.840 TOD 3.499 Min, Percent 3.600 521,894 0,504 0,6D+O,7E -266.302 25.953 TOD 3.499 Min. Percent 3.600 521,894 0.510 0.6D+0.7E -269.516 26.067 TOD 3.499 Min, Percent 3.600 521,894 0.516 0.6D+O.7E -272.697 26.180 TOD 3.499 Min, Percent 3.600 521,894 0.523 0.6D+O,7E -275,847 26.293 TOD 3.499 Min. Percent 3.600 521,894 0.529 0.6D+O.7E -278,964 26.407 TOD 3.499 Min, Percent 3.600 521,894 0.535 0.6D+O.7E -282,048 26.520 TOD 3.499 Min, Percent 3.600 521.894 0.540 0.6D+0.7E -285,099 26.633 TOD 3.499 Min. Percent 3.600 521.894 0.546 0.6D+O.7E -288.115 26.747 TOD 3.499 Min. Percent 3.600 521.894 0.552 0.6D+O.7E -291.098 26.860 TOD 3.499 Min. Percent 3.600 521.894 0.558 0.6D+O.7E ;294.045 26.973 TOD 3.499 Min. Percent 3.600 521.894 0.563 0.6D+O.7E -296.957 27,087 TOD 3.499 Min. Percent 3.600 521.894 0.569 0.6D+O.7E -299.834 27.200 TOD 3.499 Min. Percent 3.600 521.894 0.575 0.6D+O.7E -302,673 27.313 TOD 3.499 Min. Percent 3.600 521.894 0.580 0.6D+O.7E -305.477 27.427 TOD 3.499 Min, Percent 3.600 521.894 0.585 0.6D+O.7E -308.242 27.540 TOD 3.499 Min Percent 3.600 521.894 0.591 0.6D-K).7E -310.970 27.653 TOD 3.499 Min Percent 3.600 521.894 0.596 0.6D+O.7E -313.660 27,767 TOD 3.499 Min Percent 3.600 521.894 0.601 0.6D+O,7E -316.311 27.880 TOD 3.499 Min Percent 3.600 521.894 0.606 0.6D+O.7E -318.923 27.993 TOD 3.499 Min Percent 3.600 521.894 0.611 0.6D+O.7E -321.499 28.107 TOD 3.499 Min Percent 3.600 521.894 0.616 0.6D+O.7E -324,047 28.220 TOD 3.499 Min Percent 3.600 521.894 0.621 0.6D+O.7E -326,565 28.333 TOD 3,499 Min Percent 3.600 521,894 0.626 0.6D+O.7E -329.052 28.447 TOD 3.499 Min Percent 3.600 521,894 0.630 0,6D+O,7E -331.509 28.560 TOD 3.499 Min Percent 3.600 521.894 0.635 0.6D+O.7E -333.934 28,673 TOD 3.499 Min Percent 3.600 521.894 0,640 0.6D-K).7E -336.328 28,787 TOD 3.499 Min. Percent 3.600 521.894 0.644 0.6D+O.7E -338.689 28.900 TOD 3.499 Min Percent 3,600 521.894 0.649 0.6D+O.7E 85,068 29,013 Bottom 3.499 Min. Percent 3,600 521,894 0,163 0.6D+O.7E 81.644 29,127 Bottom 3.499 Min Percent 3,600 521.894 0.156 0.6D+O.7E 78.268 29.240 Bottom 3.499 Min Percent 3.600 521.894 0.150 0.6D+O.7E 74,943 29.353 Bottom 3.499 Min Percent 3.600 521.894 0.144 0.6D-»O.7E 71.669 29,467 Bottom 3.499 Min Percent 3.600 521.894 0.137 0.6D+0.7E 68,448 29.580 Bottom 3.499 Min Percent 3.600 521,894 0.131 0.6D-K)7E . 65.281 29.693 Bottom 3.499 Min Percent 3.600 521.894 0.125 0.6D-K).7E 62.168 29,807 Bottom 3.499 Min. Percent 3.600 521.894 0.119 0,6D-tO.7E 59.113 29.920 Bottom 3.499 Min. Percent 3.600 521.894 0,113 0.6D-K).7E 56.114 30.033 Bottom 3.499 Min. Percent 3.600 521,894 0.108 0.6D+O.7E 53.179 30.147 Bottom 3.499 Min. Percent 3.600 521,894 0.102 0.6D+O.7E 50.309 30.260 Bottom 3.499 Min. Percent 3.600 521.894 0.096 0.6D+0.7E 47.506 30.373 Bottom 3.499 Min. Percent 3.600 521.894 0.091 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Ue.#: KW-06006198 Description: line 2 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2010 Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure' Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn dj6D+07E" 44.770 30.487 Bottom 3,499 Min. Percent 3,600 521.894 '"0.086 0.6D+O.7E 42.104 30.600 Bottom 3.499 Min, Percent 3,600 521.894 0.081 0.6D+O.7E 39.508 30.713 Bottom 3,499 Min, Percent 3.600 521.894 0.076 0.6D+O.7E 36.983 30.827 Bottom 3.499 Min, Percent 3.600 521.894 0.071 0.6D+O.7E 34.530 30.940 Bottom 3.499 Min. Percent 3.600 521.894 0.066 0.6D+O.7E 32.152 31.053 Bottom 3.499 Min. Percent 3.600 521,894 0.062 0.6D+O,7E 29.848 31.167 Bottom 3.499 Min. Percent 3.600 521.894 0.057 0.6D+O.7E 27.620 31.280 Bottom 3.499 Min. Percent 3.600 521.894 0.053 0.6D+O.7E 25.469 31.393 Bottom 3.499 Min. Percent 3.600 521.894 0.049 0.6D+O.7E 23.397 31,507 Bottom 3.499 Min. Percent 3.600 521.894 0.045 0.6D+0.7E 21.404 31.620 Bottom 3.499 Min, Percent 3.600 521.894 0.041 0.6D+O.7E 19.492 31.733 Bottom 3,499 Min, Percent 3.600 521.894 0.037 0.6D+O.7E 17.662 31.847 Bottom 3.499 Min, Percent 3.600 521.894 0.034 0,6D+O.7E 15.915 31.960 Bottom 3.499 Min, Percent 3.600 521.894 0.030 0,6D-K).7E 14.252 32.073 Bottom 3.499 Min. Percent 3.600 521.894 0.027 0.6D+O,7E 12.675 32.187 Bottom 3,499 Min, Percent 3.600 521.894 0.024 0,6D+0.7E 11.184 32.300 Bottom 3.499 Min, Percent 3.600 521.894 0.021 0.6D+O.7E 9.780 32,413 Bottom 3.499 Min, Percent 3.600 521.894 0.019 0.6D+O.7E 8.466 32.527 Bottom 3.499 Min. Percent 3.600 521.894 0.016 0.6D+O.7E 7.242 32.640 Bottom 3.499 Min. Percent 3.600 521.894 0.014 0.6D+O.7E 6.109 32.753 Bottom 3.499 Min. Percent 3,600 521.894 0.012 0.6D+0.7E 5.068 32,867 Bottom 3.499 Min. Percent 3.600 521,894 0.010 0.6D+0.7E • 4.121 32.980 Bottom 3,499 Min. Percent 3,600 521,894 0,008 0.6D+0.7E 3.268 33,093 Bottom 3,499 Min. Percent 3,600 521.894 0.006 0.6D+O.7E 2.512 33,207 Bottom 3.499 Min, Percent 3.600 521.894 0,005 0.6D-K).7E 1.852 33.320 Bottom 3,499 Min, Percent 3.600 521.894 0.004 0.6D-tO.7E 1.291 33.433 Bottom 3.499 Min, Percent 3.600 521,894 0.002 0.6D+O.7E 0.830 33.547 Bottom 3.499 Min. Percent 3.600 521.894 0.002 0,6D+0,7E 0.468 33.660 Bottom 3.499 Min, Percent 3.600 521.894 0,001 0.6D+O.7E 0.209 33.773 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D+O.7E 0.052 33.887 Bottom 3.499 Min. Percent 3.600 521.894 0.000 0.6D-tO.7E 0.000 34.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu ( |Col#1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 "+140D " 82.'16 psi" 0.42 psi" " 042 "psi" " 164.32 psi i.i4psi 1.14 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 0.80 psi 0.80 psi 164.32 psi 0.83 psi 0.83 psi +1.2OD+1.6OL+O.5OS+1.60H 82.16 psi 0.80 psi 0.80 psi 164.32 psi 0.83 psi 0.83 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.50 psi 0.50 psi 164.32 psi 0.93 psi 0.93 psi +1.20D+0.50L+1.60S 82,16 psi 0.50 psi 0.50 psi 164.32 DSi 0.93 psi 0.93 psi +1.20D+O.50Lr+O.50L+1.60W 82.16 psi 0.50 psi 0.50 psi 164.32 psi 0,93 psi 0,93 psi +1.20D-*O.50L+O.50S+1.60W 82,16 psi 0,50 psi 0,50 psi 164,32 psi 0.93 psi 0,93 psi +1.20D+O.50L+O.20S+E 82.16 psi 12.49 psi 12.49 psi 164.32 psi 0.62 psi 3,04 psi +O.90D+E+1.60H 82.16 psi 9,16 psi 9.16 psi 164,32 psi 0.41 psi 3.35 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie.# : KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nca_101585.ec6 • ENERCALCINC 1983-2010,Ven6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: lines General Information Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density ksi : Phi Values Flexure: Shear: Soil Information Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance l(;ses; entiy /or "Footing base depth Coefficient of Soil/Concrete Friction 3 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf Yes No 0.3 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow, Pressure Increase per fool when base footing is below Increases based on footing Width .,, Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure fzero is no limit) Adjusted Allowable Soil Bearing (Aitowable Soil Bearing adjusted for footing weight and depth & width increases as specified hy user) 0.0014 0.0018 1.5: 1.5: ksf ft ksf ft 10 ksf ksf Diniensions & Remforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column Axial Load Downward Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear(+X) Overburden = 3.50 ft Pedestal dimensions,. 20.0 ft 3.50ft "27.0 ft 3.50 ft 36.0 in Sq. Dim. Height Col#1 24 1 Col #2 24 in Iin Bars left of Col #1 Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars Count 5.0 5.0 3 in 3 in 5.0 5.0 Bars Right of Col #2 Bottom Bars 5.0 Top Bars 5.0 DL Lr W Size* "7 7 7 7 7 7 139.0 18.0 139.0 18.0 As ^ual 3.0" 3.0 3.0 3.0 3.0 3.0 As Req'd _ 2.722 in'^2 2.722 in''2 2.722 in'^2 2.722 in'^2 2.722 in'^2 k k-ft k k k-ft k 5-#7 ""20'-0-27'-0" INLAND ENGINEERING 4883 E. LA PALMA STE.501~A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585ec6 g ENERCALCINC 1983-2010,Ver:61.51. N;75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: lines DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.8246 Soil Bearing 1,649 ksf 2.0 ksf -tO,60D+O.70E+H PASS 2.194 Overturning 194.60 k-ft 426.87 k-ft 0.6D+0.7E FAIL 0.3079 Sliding 25.20 k 7.759 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1313 1-way Shear-Col #1 10.783 psi 82.158 psi +1,20D+0.50L+O.20S+E PASS 0,1313 1-way Shear-Col *2 10.783 psi 82.158 psi +1.20D-K).50L+O.20S+E PASS 0.004713 2-way Punching - Col *1 0.7744 psi 164.32 psi +1.40D PASS 0.01618 2-way Punching - Col *2 2.658 psi 164.32 psi +O.90D+E+1.60H PASS 0.000806 Flexure - Left of Col *1 - Top -0.350 k-ft 434.16 k-ft +1.40D PASS 0.000875 Flexure-Left of Col #1 - Bottom 0.3801 k-ft 434.16 k-ft +1.40D PASS 0.3689 Flexure - Between Cols - Top -160.16 k-ft 434,16 k-ft +1.20D+O.50L+O.20S+E PASS 04125 Flexure - Between Cols - Bottom 179.08 k-ft 434.16 k-ft +O.90D+E+1,60H PASS 0,3986 Flexure - Right of Col *2 - Top -173.07 k-ft 434.16 k-ft +1,20D-K).50L+O.20S+E PASS 0.07043 Flexure - Right of Col #2 - Bottom 30.579 k-ft 434.16 k-ft 4O.90D+E+1.60H Design N.G. Soi[Bearmg Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D "" 43,lTk O.OOOin 0.46 ksf 0.46 ksf 2.00 ksf 0.228 +D+L+H 45.11 k 0.000 in 0.48 ksf 0.48 ksf 2,00 ksf 0.239 +O+0.750Lr+0.750L+fl 44,61 k 0.000 in 0.47 ksf 0.47 ksf 2,00 ksf 0.236 +O+0.750L+0.750S+H 44.61 k 0.000 in 0.47 ksf 0.47 ksf 2,00 ksf 0.236 +D-tO.70E+H 43.11 k 6.317 in 0.00 ksf 1,14 ksf 2.00 ksf 0.570 +O+0.750Lr+0.750L+0.750W+H 44.61 k 0.000 in 0,47 ksf 0.47 ksf 2.00 ksf 0.236 +D+O.750L+O.750S+O.750W+H 44.61 k 0,000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.236 +D-K).750Lr-*O.750L-K).5250E+H 44.61 k 4.578 in 0.00 ksf 0.95 ksf 2.00 ksf 0.475 +D+O.750L+O.750S+O.5250E+H 44,61 k 4.578 in 0.00 ksf 0.95 ksf 2.00 ksf 0.475 •*O.60D+O.70E+H 25.86 k 10.528 in 0,00 ksf 1.65 ksf 2.00 ksf 0.825 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 "" 0.00 " 999.000 0J30 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 194.60 453.87 2.332 77.70 570,77 7.346 0.6D+O7E 194.60 426.87 2.194 77.70 543.77 6.998 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 12.93 k 999 D+L • 0.00 k 13.53 k 999 0.6D+L+O.7E 25.20 k e .36 k 1.331720238095: 0.6D+0.7E 25.20 k 7.76 k 1.307910714285- Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn 0.6D+O.7E 0.000 o'o"oo" " "o " 0.000 0 0.000 0.000 "" o.m 0.6D+O.7E 0.000 0.090 Bottom 2.722 Min. Percent 3.000 434.155 0,000 0.6D-K).7E 0.002 0.180 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.004 0.270 Bottom 2.722 Min. Percent 3.000 434.155 0,000 0.6D+O.7E 0.007 0.360 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D-K).7E 0.010 0.450 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+0.7E 0.015 0.540 Bottom 2.722 Min. Percent 3.000 434,155 0.000 0,6D+07E 0.021 0.630 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.027 0.720 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.034 0.810 Bottom 2722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.042 0.900 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+07E 0.051 0.990 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.060 1.080 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie, #: KW-06006198 Description: line 3 Footing Flexure - Maximum Values for Load Combination File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec8 | ENERCALC, INC 1983-2010 Ver: 61.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O.7E 0X)71 1.170 Bottom 2.722 Min. Percent "3,00"0"" ""434.155 "0.000 0.6D+O.7E 0.082 1.260 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.094 1.350 Bottom 2,722 Min. Percent 3,000 434.155 0.000 0.6D+07E 0.108 1.440 Bottom 2,722 Min. Percent 3,000 434.155 0.000 0.6D+O.7E 0.121 1.530 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.136 1.620 Bottom 2.722 Min. Percent 3,000 434.155 0.000 0.6D+O.7E 0,152 1710 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.168 1.800 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D-tO,7E 0.185 1.890 Bottom 2.722 Min, Percent 3,000 434,155 0.000 0,6D+O.7E 0.203 1,980 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0.6D+O.7E 0.222 2.070 Bottom 2.722 Min, Percent 3,000 434.155 0.001 0.6D+O.7E 0.242 2.160 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O,7E 0.262 2.250 Bottom 2,722 Min. Percent 3.000 434.155 0.001 0.6D+O,7E 0.284 2.340 Bottom 2.722 Min. Percent 3.000 434,155 0.001 0,6D+O,7E 0.306 2.430 Bottom 2.722 Min. Percent 3,000 434.155 0.001 0.6D+O,7E 0.329 2.520 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.349 2.610 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.364 2.700 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.374 2.790 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.380 2.880 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+0.7E 0.380 2.970 Bottom 2.722 Min, Percent 3.000 434.155 0.001 0.6D+0.7E 0,376 3.060 Bottom 2.722 Min, Percent 3.000 434.155 0.001 0,6D+O,7E 0.367 3.150 Bottom 2,722 Min. Percent 3.000 434,155 0.001 0.6D+O.7E 0.353 3.240 Bottom 2.722 Min. Percent 3.000 434,155 0.001 0.6D+O.7E 0.334 3.330 Bottom 2.722 Min. Percent 3.000 434,155 0.001 0.6D+07E 0.310 3.420 Bottom 2.722 Min. Percent 3.000 434.155 0.001 0.6D+O.7E 0.282 3.510 Bottom 2.722 Min. Percent 3,000 434.155 0.001 0.6D+O.7E 0.248 3.600 Bottom 2.722 Min. Percent 3,000 434,155 0.001 0.6D+O.7E 0,210 3.690 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0.6D+O.7E 0.167 3.780 Bottom 2.722 Min, Percent 3.000 434.155 0.000 0.6D+O.7E 0.120 3.870 Bottom 2.722 Min. Percent 3.000 434.155 0.000 0.6D+O.7E 0.067 3.960 Bottom 2.722 Min Percent 3.000 434.155 0.000 0.6D+0.7E . 0.010 4.050 Bottom 2.722 Min Percent 3.000 434.155 0.000 0.6D+O.7E -0.053 4.140 TOD 2.722 Min Percent 3.000 434.155 0.000 0.6D+O.7E -0.120 4.230 TOD 2.722 Min Percent 3,000 434.155 0.000 0.6D+0.7E -0,192 4.320 TOD 2.722 Min Percent 3,000 434.155 0,000 0.6D+O.7E -0.268 4410 TOD 2.722 Min Percent 3.000 434.155 0.001 0.6D+O.7E -0.350 4.500 TOD 2.722 Min Percent 3.000 434.155 0.001 0.6D+O.7E 179.084 4.590 Bottom 2.722 Min Percent 3.000 434.155 0.412 0.6D+O.7E 178.431 4.680 Bottom 2.722 Min Percent 3.000 434.155 0.411 0.6D-tO.7E 177,768 4.770 Bottom 2.722 Min Percent 3.000 434.155 0.409 0.6D+O.7E 177.093 4.860 Bottom 2.722 Min Percent 3,000 434.155 0.408 0.6D-tO.7E 176.407 4.950 Bottom 2,722 Min Percent 3.000 434.155 0,406 0.6D+0,7E 175710 5.040 Bottom 2,722 Min Percent 3,000 434,155 0.405 0.6D+O,7E 175.002 5.130 Bottom 2,722 Min Percent 3,000 434,155 0.403 0.6D-tO,7E 174.283 5,220 Bottom 2.722 Min Percent 3,000 434.155 0.401 0.6D+O.7E 173,552 5.310 Bottom 2.722 Min Percent 3,000 434.155 0.400 0.6D+0.7E 172,811 5.400 Bottom 2.722 Min Percent 3.000 434.155 0.398 0.6D+O.7E 172.059 5.490 Bottom 2.722 Min Percent 3,000 434.155 0.396 0.6D+O.7E 171,295 5.580 Bottom 2.722 Min Percent 3.000 434.155 0.395 0.6D+0.7E 170,520 5.670 Bottom 2.722 Min Percent 3,000 434.155 0.393 0.6D-K).7E 169.734 5.760 Bottom 2.722 Min Percent 3.000 434.155 0.391 0.6D-tO.7E 168.938 5.850 Bottom 2.722 Min Percent 3.000 434.155 0.389 0.6D+0.7E 168,130 5.940 Bottom 2.722 Min Percent 3.000 434.155 0.387 0.6D+O.7E 167.310 6.030 Bottom 2.722 Min Percent 3.000 434.155 0.385 0,6D+O.7E 166.480 6.120 Bottom 2.722 Min Percent 3,000 434.155 0.383 0.6D+O.7E •165.639 6.210 Bottom 2.722 Min Percent 3.000 434.155 0.382 0.6D+O.7E 164.787 6.300 Bottom 2.722 Min Percent 3.000 434.155 0.380 0.6D+O.7E 163.923 6.390 Bottom 2.722 Min Percent 3.000 434,155 0.378 0.6D+O.7E 163,048 6.480 Bottom 2.722 Min Percent 3.000 434.155 0.376 0.6D+O.7E 162.163 6.570 Bottom 2.722 Min Percent 3.000 434.155 0.374 0.6D+O.7E 161.266 6.660 Bottom 2.722 Min Percent 3.000 434.155 0.371 0.6D+0,7E 160.358 6.750 Bottom 2,722 Min Percent 3.000 434.155 0.369 0.6D-tO.7E 159.439 6.840 Bottom 2.722 Min Percent 3.000 434,155 0.367 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design KW-06006198 Description: line 3 File: C:\Documents and Settingstehawn nikjooWy Documents\ENERCALC Data Files\nca_101585.ec6 | ENERCALC INC. 1983-2010 Ver 6.1.51, N;75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load'Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O7E '158."509 "6!930 " Bottom 2.722 Min. Percent 3.000 434.155 0,365 0.6D+O.7E 157.568 7,020 Bottom 2.722 Min. Percent 3,000 434.155 0.363 0.6D+O.7E 156.616 7.110 Bottom 2.722 Min, Percent 3,000 434.155 0.361 0.6D+O.7E 155.652 7.200 Bottom 2.722 Min, Percent 3.000 434.155 0.359 0.6D+O.7E 154.678 7.290 Bottom 2.722 Min, Percent 3.000 434.155 0.356 0.6D+0.7E 153.692 7.380 Bottom 2.722 Min. Percent 3.000 434.155 0,354 0.6D+O.7E 152.695 7.470 Bottom 2.722 Min. Percent 3.000 434.155 0,352 0.6D+O.7E 151.688 7,560 Bottom 2.722 Min. Percent 3.000 434.155 0.349 0.6D+0.7E 150.669 7.650 Bottom 2.722 Min. Percent 3,000 434.155 0.347 0.6D+O.7E 149.639 7.740 Bottom 2.722 Min, Percent 3.000 434.155 0.345 0.6D+O.7E 148.598 7.830 Bottom 2.722 Min, Percent 3.000 434.155 0.342 0.6D+O.7E 147.546 7.920 Bottom 2.722 Min. Percent 3.000 434.155 0.340 0.6D-K).7E 146.482 8.010 Bottom 2.722 Min. Percent 3.000 434.155 0.337 0.6D+O.7E 145.408 8.100 Bottom 2.722 Min. Percent 3,000 434.155 0.335 0.6D-tO.7E 144.322 8.190 Bottom 2,722 Min. Percent 3.000 434.155 0.332 0.6D+0.7E 143.226 8.280 Bottom 2.722 Min. Percent 3.000 434.155 0,330 0.6D-K).7E 142.118 8.370 Bottom 2.722 Min. Percent 3.000 434.155 0.327 0.6D+O.7E 140.999 8.460 Bottom 2.722 Min. Percent 3,000 434.155 0,325 0.6D+O,7E 139.870 8.550 Bottom 2.722 Min. Percent 3.000 434.155 0.322 0,6D+O.7E 138.729 8,640 Bottom 2.722 Min. Percent 3.000 434.155 0.320 0.6D-tO.7E •137.576 8.730 Bottom 2.722 Min. Percent 3.000 434,155 0,317 0.6D-tO.7E 136413 8.820 Bottom 2.722 Min. Percent 3.000 434,155 0.314 0.6D+O.7E 135.239 8.910 Bottom 2.722 Min. Percent 3,000 434.155 0.311 0.6D+0.7E 134.054 9.000 Bottom 2.722 Min. Percent 3.000 434.155 0,309 0,6D+O,7E 132.857 9.090 Bottom 2.722 Min. Percent 3.000 434,155 0.306 0.6D+O.7E 131.650 9.180 Bottom 2.722 Min. Percent 3,000 434,155 0.303 0.6D+O.7E 130,431 9.270 Bottom 2.722 Min. Percent 3.000 434,155 0.300 0.6D+O.7E 129.201 9,360 Bottom 2.722 Min. Percent 3.000 434,155 0.298 0.6D+O.7E 127.960 9,450 Bottom 2.722 Min. Percent 3.000 434.155 0.295 0.6D+O,7E 126.708 9.540 Bottom 2.722 Min. Percent 3.000 434.155 0.292 0.6D-K).7E 125.445 9.630 Bottom 2.722 Min. Percent 3.000 434.155 0.289 0.6D+O.7E 124.171 9.720 Bottom 2.722 Min. Percent 3.000 434.155 0.286 0.6D+O.7E 122.886 9.810 Bottom 2.722 Min. Percent 3.000 434.155 0.283 0.6D+O.7E 121.590 9.900 Bottom 2.722 Min. Percent 3.000 434,155 0.280 0.6D+0.7E 120.282 9.990 Bottom 2.722 Min. Percent 3.000 434,155 0.277 0.6D+O.7E 118.964 10.080 Bottom 2.722 Min. Percent 3.000 434,155 0.274 0.6D+O.7E 117.634 10.170 Bottom 2.722 Min. Percent 3.000 434.155 0.271 0.6D+O.7E 116.293 10.260 Bottom 2.722 Min Percent 3.000 434.155 0.268 0.6D+O.7E 114.941 10.350 Bottom 2.722 Min. Percent 3.000 434.155 0.265 0.6D+O.7E 113.578 10.440 Bottom 2.722 Min. Percent 3.000 434.155 0.262 0.6D+O.7E 112.204 10.530 Bottom 2.722 Min. Percent 3.000 434.155 0.258 0.6D-tO.7E 110.819 10.620 Bottom 2.722 Min Percent 3.000 434.155 0.255 0.6D+O.7E 109.423 10.710 Bottom 2.722 Min Percent 3.000 434.155 0,252 0.6D+0.7E 108.016 10.800 Bottom 2.722 Min Percent 3,000 434.155 0.249 0.6D+0.7E •106.597 10.890 Bottom 2.722 Min Percent 3.000 434.155 0.246 0,6D+O,7E 105.168 10,980 Bottom 2.722 Min Percent 3,000 434.155 0.242 0.6D+0,7E 103.727 11,070 Bottom 2.722 Min Percent 3.000 434.155 0.239 0.6D+0.7E 102.275 11.160 Bottom 2.722 Min Percent 3.000 434.155 0.236 0.6D+O.7E 100.812 11.250 Bottom 2,722 Min Percent 3.000 434,155 0.232 0.6D+O.7E 99.338 11.340 Bottom 2.722 Min Percent 3.000 434.155 0.229 0.6D+0.7E 97.853 11.430 Bottom 2.722 Min Percent 3.000 434.155 0.225 0.6D+0,7E 96.357 11.520 Bottom 2.722 Min Percent 3.000 434.155 0.222 0.6D+0.7E 94.850 11.610 Bottom 2,722 Min Percent 3.000 434.155 0.218 0.6D+O.7E 93.332 11.700 Bottom 2,722 Min Percent 3.000 434.155 0.215 0.6D+O.7E 91.802 11.790 Bottom 2.722 Min Percent 3.000 434.155 0.211 0.6D+O,7E 90.262 11.880 Bottom 2.722 Min Percent 3.000 434.155 0.208 0.6D+O.7E 88710 11.970 Bottom 2.722 Min Percent 3.000 434.155 0,204 0.6D+O7E 87.147 12,060 Bottom 2.722 Min Percent 3.000 434.155 0,201 0.6D+0,7E 85.574 12,150 Bottom 2.722 Min Percent 3.000 434.155 0.197 0,6D+0.7E 83.989 12.240 Bottom 2.722 Min Percent 3.000 434.155 0,193 0.6D+O.7E 82.393 12.330 Bottom 2.722 Min Percent 3.000 434.155 0.190 0.6D+O.7E 80.785 12.420 Bottom 2.722 Min Percent 3.000 434,155 0.186 0.6D+0.7E 79.167 12,510 Bottom 2.722 Min Percent 3,000 434.155 0.182 0.6D+O.7E 77.538 12.600 Bottom 2.722 Min Percent 3,000 434.155 0.179 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Combined Footing Design Lie. # : KW-06006198 Description: lines Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-20ia Ver: 6,1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn CL6D+07E 75,897 "T2.'690 Bottom 2.722 ~ Min. Percent 3.000 434.155 "0.175 0.6D+O,7E 74.246 12.780 Bottom 2.722 Min, Percent 3.000 434.155 0.171 0.6D+O.7E 72.583 12.870 Bottom 2.722 Min. Percent 3.000 434.155 0.167 0.6D+O.7E 70,910 12.960 Bottom 2.722 Min. Percent 3.000 434.155 0.163 0.6D+O7E 69.225 13.050 Bottom 2.722 Min. Percent 3.000 434,155 0.159 0.6D+O.7E 67.529 13.140 Bottom 2.722 Min. Percent 3.000 434.155 0.156 0.6D4O.7E 65.822 13.230 Bottom 2.722 Min. Percent 3.000 434.155 0.152 0.6D+0.7E 64.104 13.320 Bottom 2.722 Min. Percent 3.000 434.155 0.148 0.6D+O.7E . 62.375 13410 Bottom 2.722 Min. Percent 3.000 434,155 0.144 0.6D+O.7E 60.634 13.500 Bottom 2.722 Min. Percent 3.000 434.155 0.140 0.6D+O.7E 58.883 13.590 Bottom 2.722 Min. Percent 3.000 434.155 0.136 0.6D+O.7E 57.120 13.680 Bottom 2,722 Min. Percent 3.000 434,155 0,132 0.6D+O.7E 55.347 13.770 Bottom 2.722 Min. Percent 3.000 434.155 0.127 0.6D+O.7E 53.562 13.860 Bottom 2.722 Min. Percent 3.000 434.155 0.123 0.6D+0.7E 51.766 13.950 Bottom 2.722 Min. Percent 3.000 434,155 0.119 0.6D+0.7E 49.959 14.040 Bottom 2.722 Min. Percent 3.000 434,155 0.115 0.6D+O,7E 48.141 14.130 Bottom 2.722 Min. Percent 3.000 434.155 0.111 0.6D+O.7E 46.312 14.220 Bottom 2,722 Min, Percent 3.000 434.155 0.107 0.6D+O.7E 44.472 14.310 Bottom 2.722 Min. Percent 3.000 434.155 0.102 0,6D+O,7E 42.621 14.400 Bottom 2.722 Min. Percent 3.000 434.155 0.098 0.6D+O,7E 40.758 14.490 Bottom 2.722 Min. Percent 3.000 434.155 0.094 0.6D+O.7E 38.885 14.580 Bottom 2.722 Min. Percent 3.000 434.155 0.090 0.6D+O.7E 37.000 14.670 Bottom 2.722 Min. Percent 3.000 434.155 0.085 0.6D+0.7E 35.104 14.760 Bottom 2,722 Min. Percent 3.000 434.155 0.081 0.6D-K).7E 33.198 14.850 Bottom 2.722 Min. Percent 3.000 434.155 0.076 0.6D+O.7E 31.280 14.940 Bottom 2.722 Min. Percent 3.000 434.155 0.072 0.6D+O.7E 29.351 15.030 Bottom 2,722 Min. Percent 3.000 434.155 0,068 0,6D+O.7E 27411 15.120 Bottom 2.722 Min. Percent 3.000 434.155 0.063 0.6D-tO,7E 25.459 15.210 Bottom 2.722 Min. Percent 3.000 434,155 0.059 0.6D+O.7E -23.957 15.300 TOD 2.722 Min. Percent 3.000 434.155 0.055 0.6D+O.7E -25.999 15.390 TOD 2.722 Min. Percent 3.000 434.155 0.060 0.6D+0.7E -28.039 15.480 TOD 2.722 Min. Percent 3.000 434.155 0.065 0,6D+O.7E • -30.077 15.570 TOD 2.722 Min. Percent 3,000 434.155 0.069 0.6D+O7E -32.111 15.660 TOD 2,722 Min. Percent 3.000 434.155 0.074 0.6D+O.7E -34.143 15.750 TOD 2.722 Min. Percent 3.000 434.155 0.079 0.6D+O.7E -36,172 15.840 TOD 2.722 Min. Percent 3.000 434,155 0.083 0.6D+O.7E -38.197 15,930 TOD 2,722 Min. Percent 3.000 434.155 0.088 0.6D+O.7E 40.218 16.020 TOD 2.722 Min. Percent 3.000 434.155 0.093 0.6D+O.7E 42.235 16.110 TOD 2,722 Min. Percent 3.000 434.155 0.097 0,6D+0.7E 44.249 16.200 TOD 2.722 Min. Percent 3.000 434.155 0.102 0.6D+O.7E 46.258 16,290 TOD 2.722 Min. Percent 3.000 434.155 0.107 0,6D+O,7E 48.262 16.380 TOD 2.722 Min. Percent 3.000 434.155 0.111 0.6D+O,7E -50.261 16.470 TOD 2.722 Min. Percent 3.000 434.155 0.116 0.6D+O.7E -52.256 16.560 TOD 2.722 Min. Percent 3.000 434.155 0.120 0,6D+O.7E -54.245 16.650 TOD 2.722 Min, Percent 3.000 434.155 0.125 0.6D+O.7E -56.229 16.740 TOD 2,722 Min. Percent 3,000 434.155 0.130 0.6D+O.7E -58.207 16.830 TOD 2.722 Min. Percent 3,000 434.155 0.134 0.6D+O.7E -60.179 16,920 TOD 2.722 Min, Percent 3.000 434.155 0.139 0.6D+0.7E -62,145 17.010 TOD 2.722 Min, Percent 3.000 434.155 0,143 0.6D+0.7E -64.104 17.100 TOD 2.722 Min. Percent 3.000 434.155 0.148 0,6D+0.7E -66.057 17,190 TOD 2.722 Min. Percent 3.000 434.155 0.152 0,6D+O,7E -68.003 17.280 TOD 2.722 Min, Percent 3.000 434.155 0.157 0.6D+O.7E -69.941 17.370 TOD 2.722 Min. Percent 3.000 434.155 0.161 0.6D+O.7E 71.873 17,460 TOD 2.722 Min. Percent 3.000 434,155 0.166 0.6D+O.7E -73,797 17.550 TOD 2.722 Min. Percent 3.000 434.155 0.170 0.6D+O.7E -75,713 17.640 TOD 2.722 Min. Percent 3,000 434.155 0.174 0.6D+O.7E • -77.621 17.730 TOD 2.722 Min. Percent 3.000 434.155 0.179 0.6D+0.7E 79.521 17.820 TOD 2,722 Min. Percent 3.000 434,155 0.183 0.6D-K).7E -81412 17.910 TOD 2.722 Min. Percent 3.000 434.155 0.188 0.6D+O,7E -83.295 18.000 TOD 2.722 Min. Percent 3.000 434.155 0.192 0.6D+O.7E -85.169 18.090 TOD 2.722 Min. Percent 3.000 434,155 0,196 0.6D-tO.7E -87.034 18,180 TOD 2.722 Min, Percent 3.000 434.155 0.200 0.6D+O.7E -88.889 18.270 TOD 2.722 Min. Percent 3.000 434.155 0.205 0,6D+O.7E -90,735 18.360 TOD 2,722 Min. Percent 3.000 434,155 0.209 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. . 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design File: C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\ncccJ 01585.ec6 • Lie. #: KW-06006198 Description: line 3 ENERCALC, INC. 1983-2010, Ver 6.1.51, N:75423 License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load •Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O,7E ""-92.571" "18.450 Too 2.722 Min. Percent 3,000 434.155 0.213 0.6D+O,7E -94.396 18.540 TOD 2.722 Min. Percent 3.000 434,155 0.217 0.6D-K).7E -96.212 18.630 TOD 2.722 Min. Percent 3.000 434.155 0,222 0.6D+O.7E -98.017 18.720 TOD 2.722 Min. Percent 3.000 434.155 0.226 0.6D+O.7E -99.811 18.810 TOD 2.722 Min. Percent 3.000 434.155 0.230 0.6D-tO.7E -101.594 18.900 TOD 2.722 Min. Percent 3.000 434,155 0.234 0.6D+O.7E -103.367 18.990 TOD 2,722 Min. Percent 3.000 434,155 0.238 0,6D+O,7E -105.127 19.080 TOD 2.722 Min. Percent 3.000 434.155 0.242 0.6D+O.7E -106.876 19.170 TOD 2,722 Min. Percent 3.000 434.155 0,246 0.6D+O.7E -108.613 19.260 TOD 2.722 Min. Percent 3.000 434.155 0,250 0.6D+O.7E -110.338 19.350 TOD 2.722 Min. Percent 3.000 434.155 0,254 0.6D+O.7E -112.051 19.440 TOD 2.722 Min. Percent 3.000 434.155 0,258 0.6D+O.7E -113.751 19.530 TOD 2.722 Min. Percent 3.000 434.155 0.262 0.6D+O,7E -115.438 19.620 TOD 2.722 Min. Percent 3.000 434.155 0.266 0.6D+O.7E -117.113 19710 TOD 2.722 Min. Percent 3,000 434.155 0.270 0.6D+O.7E -118.774 19.800 TOD 2,722 Min. Percent 3.000 434.155 0.274 0.6D+O.7E -120.421 19.890 TOD 2,722 Min. Percent 3,000 434,155 0.277 0.6D+0.7E -122.055 19.980 TOD 2.722 Min. Percent 3.000 434.155 0.281 0.6D+O.7E -123.675 20.070 TOD 2.722 Min. Percent 3.000 434,155 0.285 0.6D+O.7E -125.281 20.160 TOD 2.722 Min. Percent 3.000 434.155 0.289 0.6D+O.7E .126.872 20.250 TOD 2.722 Min. Percent 3.000 434.155 0.292 0.6D+O.7E -128.449 20.340 TOD 2.722 Min. Percent 3.000 434.155 0.296 0,6D+O.7E -130,011 20,430 TOD 2,722 Min, Percent 3.000 434.155 0.299 0,6D+O.7E -131,558 20.520 TOD 2.722 Min, Percent 3.000 434,155 0.303 0.6D+0,7E -133,089 20.610 TOD 2,722 Min, Percent 3.000 434.155 0.307 0.6D-K),7E -134.605 20.700 TOD 2.722 Min, Percent 3.000 434,155 0.310 0.6D+O.7E -136.106 20.790 TOD 2.722 Min. Percent 3.000 434.155 0,313 0.6D+O.7E -137.590 20.880 TOD 2.722 Min Percent 3.000 434.155 0.317 0.6D+0.7E -139.058 20,970 TOD 2.722 Min Percent 3.000 434.155 0.320 0.6D+O.7E -140.510 21.060 TOD 2.722 Min Percent 3.000 434.155 0.324 0.6D+O.7E -141.945 21.150 TOD 2.722 Min Percent 3.000 434.155 0.327 0.6D+O.7E -143.363 21.240 TOD 2.722 Min Percent 3.000 434.155 0.330 0.6D+O.7E -144.764 21.330 TOD 2.722 Min Percent 3.000 434.155 0.333 0.6D+O.7E -146.147 21.420 TOD 2,722 Min Percent 3.000 434,155 0.337 0.6D+O.7E -147.513 21,510 TOD 2,722 Min Percent 3.000 434.155 0.340 0.6D+O.7E -148.862 21,600 TOD 2.722 Min Percent 3.000 434,155 0.343 0.6D+O.7E -150.192 21.690 TOD 2.722 Min Percent 3.000 434.155 0.346 0.6D+O.7E -151.504 21.780 TOD 2.722 Min Percent 3.000 434.155 0.349 0.6D+O.7E -152.797 21.870 TOD 2.722 Min Percent 3.000 434.155 0.352 0.6D+0.7E -154.072 21.960 TOD 2.722 Min Percent 3.000 434.155 0.355 0.6D+0.7E -155.328 22.050 TOD 2.722 Min Percent 3.000 434.155 0.358 0.6D+O,7E -156.564 22.140 TOD 2,722 Min Percent 3.000 434.155 0.361 0.6D-tO,7E -157.781 22.230 TOD 2.722 Min Percent 3.000 434.155 0,363 0.6D+O,7E -158.979 22.320 TOD 2.722 Min Percent 3.000 434.155 0,366 0.6D+O,7E -160.157 22410 TOD 2,722 Min Percent 3.000 434.155 0.369 0.6D+O.7E -161.314 22.500 TOD 2.722 Min Percent 3.000 434.155 0.372 0.6D+O.7E -162.455 22.590 TOD 2,722 Min Percent 3.000 434.155 0.374 0.6D+O.7E -163,582 22,680 TOD 2.722 Min Percent 3.000 434.155 0.377 0.6D+O.7E -164,695 22.770 TOD 2.722 Min Percent 3.000 434.155 0.379 0,6D+O,7E -165.794 22.860 TOD 2.722 Min Percent 3.000 434.155 0.382 0.6D+O7E -166.879 22.950 TOD 2,722 Min Percent 3.000 434.155 0.384 0.6D+O.7E -167,949 23.040 TOD 2.722 Min Percent 3.000 434.155 0.387 0.6D+O.7E -169.005 23.130 TOD 2.722 Min Percent 3.000 434.155 0,389 0.6D+O.7E -170.045 23.220 TOD 2.722 Min Percent 3.000 434,155 0.392 0.6D+0.7E -171,070 23.310 TOD 2.722 Min Percent 3.000 434,155 0.394 0.6D+0.7E -172,080 23.400 TOD 2.722 Min Percent 3.000 434.155 0.396 0.6D-tO.7E -173.074 23490 TOD 2.722 Min Percent 3.000 434,155 0.399 0.6D-K).7E 30.579 23.580 Bottom 2.722 Min Percent 3.000 434.155 0.070 0.6D+O.7E 29.136 23,670 Bottom 2.722 Min Percent 3.000 434.155 0.067 0,6D+O.7E 27.718 23,760 Bottom 2.722 Min Percent 3.000 434.155 0.064 0,6D+O.7E 26.327 23.850 Bottom 2.722 Min Percent 3.000 434.155 0,061 0.6D+0.7E 24.964 23.940 Bottom 2.722 Min Percent 3.000 434.155 0,057 0,6D+O.7E 23.628 24.030 Bottom 2.722 Min Percent 3,000 434.155 0.054 0.6D+O.7E 22.321 24.120 Bottom 2.722 Min Percent 3.000 434.155 0.051 INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 12807 Combined Footing Design Uc. # : KW-06006198 Description: lines Footing Flexure - Maximum Values for Load Combination Load Combination.. 0.6D+07E" 0.6D+O,7E 0.6D+O.7E 0.6D+O.7E 0.6D-tO.7E 0.6D+0.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O,7E 0.6D+0.7E 0.6D+O.7E 0.6D+0.7E 0.6D+O.7E 0.6D+O.7E 0.6D+0.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D-tO,7E 0.6D+O.7E 0,6D+O.7E 0.6D-tO,7E 0,6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D+O.7E 0.6D+0.7E 0.6D+O.7E 0.6D+O.7E One Way Shear Mu "21.043 19.794 18,575 17.387 16.230 15.109 14.023 12.974 11,961 10,986 10.048 9.148 8.288 7.467 6.685 5.944 5.244 4.585 3.968 3.393 2.862 2.374 1.930 1.530 1,176 0.867 0.604 0.388 0.219 0.098 0.025 0.000 Distance fromjeft 24.210"" 24.300 24.390 24.480 24.570 24.660 24.750 24.840 24.930 25.020 25.110 25.200 25.290 25.380 25.470 25.560 25.650 25.740 25.830 25.920 26.010 26.100 26.190 26.280 26.370 26.460 26.550 26.640 26.730 26.820 26.910 27.000 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\bocuments and Settingstehawn nikjoo\li^y Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2010 Ver 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Tension Side Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0 As Req'd Govemed _„_by Actual As Phi'Mn Mu / PhiMn 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 2.722 0.000 Min. Percent Min. Percent Min, Percent Min. Percent Min, Percent Min, Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent . Percent , Percent . Percent 0 Punching Min. Min. Min. 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3,000 3.000 3.000 3.000 3.000 3,000 3.000 3,000 3,000 3.000 3.000 3.000 3,000 3.000 3.000 3,000 3.000 0.000 Shear 434.155 0.048 434.155 0.046 434.155 0.043 434.155 0,040 434.155 0.037 434.155 0.035 434.155 0.032 434.155 0.030 434.155 0.028 434.155 0.025 434.155 0.023 434.155 0.021 434,155 0.019 434,155 0.017 434.155 0.015 434.155 0.014 434.155 0.012 434.155 0.011 434,155 0.009 434.155 0.008 434.155 0.007 434.155 0.005 434,155 0.004 434,155 0.004 434.155 0,003 434.155 0.002 434.155 0.001 434.155 0,001 434.155 0.001 434.155 0.000 434.155 0.000 0.000 0.000 Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D 82.16 DSi "" 0.40 psi 0,40 psi 164.32 psi "0.77ps[""" 0.75"psi +1.20D+0,50Lr+1.60L+1.60H 82.16 psi 0.88 psi 0.88 psi 164.32 psi 0.53 psi 0,50 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 0.88 psi 0.88 psi 164,32 psi 0.53 psi 0.50 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.51 psi 0.51 psi 164.32 psi 0.62 psi 0.60 psi +1.20D+O.50L+1.60S 82.16 psi 0.51 psi 0.51 psi 164,32 psi 0.62 psi 0.60 psi +1,20D+O.50Lr+O.50L+1,60W 82.16 psi 0.51 psi 0.51 psi 164.32 psi 0.62 psi 0.60 psi +1,20D-K).50L+O.50S+1.60W 82.16 psi 0.51 psi 0.51 psi 164.32 psi 0.62 psi 0.60 psi +1,20D+O,50L-K).20S+E 82,16 psi 10.78 psi 10.78 psi 164,32 psi 0.62 psi 2.27 psi -tO.90D+E+1.60H 82.16 psi 7.82 psi 7.82 psi 164,32 psi 0.41 psi 2.66 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design File: C:\Documents and Settingstehawn nikjoo\My Docun)ents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2010, Ver: 61.51, N:75423 I Lie. #: KW-06006198 Description : grd. bm. at tower General Information License Owner: INLAND ENGINEERING CONSULTING INC Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance /uses e()?;y for "Footing base depth Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0,3 Yes No Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Tennp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allow. Pressure Increase per foot when base footing is below Increases based on footing Width ,.. Increase per foot of width when length -or- width is greater than Maximum Allowed Bearing Pressure fzero is no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified hy user.) 0.0014 0.0018 1.5: 1.5: ksf ft ksf ft 10 ksf ksf Dimensions & Reinforcing Distance Left of Column *1 = Between Columiis = Distance Right of Column *2 = Total Footing Length Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = 3.5 ft Pedestal dimensions,. 12ft 3.5ft 19^0 ft 2,0 ft 24.0 in Sq.Dim, = Height = Col#1 24 1 Col #2 24 in 1in As As 3 in 3 in DL Lr Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 3,0 6 1.320 1.037in'^2 Top Bars 3.0 6 1.320 1.037 in'^2 Bars Btwn Cols Bottom Bars 3.0 6 1.320 1.037 in'^2 Top Bars 3.0 6 1.320 1.037 in'^2 Bars Right of Col #2 Bottom Bars 3.0 6 1.320 1.037 in'^2 Top Bars 3.0 6 1.320 1.037 in'^2 W E 28.50 K k-ft 3.50 k 28.50 k k-ft 3.50 k 3-lM 3-#6 12'-0" 19'-0" INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. :807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 lot Combined Footing Design File: C:\Documents and Settingstehawn nik|oo\My Documents\ENERCALC Data Files\nccc_101585.ec6 ENERCALC, INC. 1983-2010, Ver: 61.51, N:75423 Lie. #: KW-06006198 License Owner : INLAND ENGINEERING CONSULTING INC Description: grd. bm. at tower DESIGNSUMMARY Design N.G. PASS PASS FAIL PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Ratio 0,4205 2.116 0.4783 No Uplift 0.1327 0.1327 0.004281 0.006144 No Bending 0.004825 0.2052 0.2433 0.2335 0,07441 Item Soil Bearing Overturning Sliding Uplift 1-way Shear-Col *1 1- way Shear-Col*2 2- way Punching - Col #1 2-way Punching - Col *2 Flexure - Left of Col *1 - Top Flexure - Left of Col *1 - Bottom Flexure - Between Cols - Top Flexure - Between Cols - Bottom Flexure-Right of Col #2-Top Flexure - Right of Col #2 - Bottom Applied 0.8410 ksf 39.90 k-ft 4.90 k 0.0 k 10.899 psi 10.899 psi 0.7034 psi 1.010 psi 0,0 k-ft 0.5833 k-ft -24.810 k-ft 29,411 k-ft -28.233 k-ft 8.996 k-ft Capacity 2.0 ksf 84.422 k-ft 2.344 k 0.0 k 82.158 psi 82.158 psi 164.32 psi 164.32 psi 0.0 k-ft 120.90 k-ft 120.90 k-ft 120.90 k-ft 120.90 k-ft 120.90 k-ft Governing Load Combination -K).60D+O.70E+H 0.6D+O.7E 0.6D-tO.7E No Uplift +1.20D+O.50L+O.20S+E +1.20D+O.50L+O,20S+E +1.20D-K).50L+O.20S+E +O.90D+E+1,60H N/A +1,40D +1.20D+O.50L+O.20S+E +0.90D+E+1.60H +1.20D+O.50L+O.20S+E +O,90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 13.02 k 0.000 in 0.34 ksf 0.34 ksf 2.00 ksf 0.171 +D+L+H 15.02 k 0.000 in 0.40 ksf 0.40 ksf 2,00 ksf 0.198 +D+O.750Lr+O.750L+H 14.52 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.750L+O.750S+H 14.52 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.70E+H 13.02 k 3.849 in 0.00 ksf 0.77 ksf 2.00 ksf 0.383 +O+O.750Lr+O.750L+0.750W+H 14.52 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.750L+O.750S+0.750W+H 14.52 k 0,000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.750Lr+O.750L+O.5250E-+l 14,52 k 2,588 in 0.07 ksf 0,69 ksf 2.00 ksf 0.347 +D+O.750L+O.750S+O.5250E+4H 14.52 k 2.588 in 0.07 ksf 0,69 ksf 2.00 ksf 0.347 +O.60D+O.70E+H 7.81 k 6.414 in 0.00 ksf 0,84 ksf 2.00 ksf 0.420 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 " " 999!000 " 0.00 "o.oo" 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 39.90 103.42 2.592 10.21 133.11 13.040 0.6D+O.7E 39.90 84.42 2.116 10.21 114.11 11.179 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Too k " 3.91 k 999 D+L 0.00 k 4,51 k 999 0.6D+L+0.7E 4.90 k 2,94 k 1.6007346938771 0.6D+O.7E 4.90 k 2,34 k 1.478285714285- Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O7E O.OOO "o^ooo" ""o 0.000 0 0.000 "" 0.000 " ""o.ooo 0.6D+0.7E 0.000 0.063 Bottom 1,037 Min. Percent 1.320 120.896 0.000 0.6D+O.7E • 0,001 0.127 Bottom 1,037 Min, Percent 1.320 120.896 0.000 0,6D+0.7E 0,003 0.190 Bottom 1.037 Min. Percent 1,320 120.896 0.000 0.6D+0.7E 0.005 0.253 Bottom 1.037 Min, Percent 1,320 120.896 0.000 0.6D+O.7E 0.007 0,317 Bottom 1.037 Min. Percent 1.320 120.896 0.000 0.6D+0.7E 0.011 0.380 Bottom 1.037 Min. Percent 1,320 120.896 0.000 0.6D+0.7E 0.014 0.443 Bottom 1.037 Min. Percent 1.320 120.896 0.000 0.6D+O.7E 0.019 0.507 Bottom 1,037 Min. Percent 1.320 120.896 0.000 0.6D+O.7E 0.024 0.570 Bottom 1.037 Min, Percent 1.320 120.896 0.000 0.6D+O.7E 0.030 0.633 Bottom 1,037 Min. Percent 1.320 120.896 0.000 0.6D+O,7E 0.036 0.697 Bottom 1.037 Min, Percent 1,320 120.896 0.000 0.6D+O.7E 0.043 0.760 Bottom 1.037 Min, Percent 1.320 120.896 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Combined Footing Design KW-06006198 Description: grd. bm. at tower Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC. 1983-2010. Ver 6.1.61, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn a6D+07E " 0.050 0.823" Bottom 1.037 Min, Percent 1320" "Horn 0.000 0.6D+O.7E 0.058 0.887 Bottom 1.037 Min. Percent 1.320 120,896 0.000 0.6D+O.7E 0.067 0.950 Bottom 1.037 Min. Percent 1,320 120.896 0,001 0.6D+0.7E 0.076 1.013 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+O.7E 0.085 1.077 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+0.7E 0.096 1.140 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+O.7E 0.107 1.203 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D-*O.7E 0.118 1.267 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+O.7E 0.130 1.330 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+O.7E 0.143 1.393 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D+0.7E 0.156 1.457 Bottom 1.037 Min. Percent 1.320 120.896 0.001 0.6D-tO.7E 0.170 1.520 Bottom 1.037 Min, Percent 1.320 120.896 0.001 0.6D+O.7E 0.185 1.583 Bottom 1.037 Min. Percent 1.320 120,896 0.002 0.6D+O.7E 0.200 1.647 Bottom 1.037 Min. Percent 1.320 120.896 0.002 0,6D+0.7E 0.215 1.710 Bottom 1.037 Min. Percent 1.320 120.896 0.002 0.6D+O.7E 0.232 1,773 Bottom 1.037 Min. Percent 1,320 120.896 0.002 0.6D+O.7E 0.249 1.837 Bottom 1.037 Min. Percent 1,320 120.896 0,002 0.6D+O.7E 0.266 1.900 Bottom 1.037 Min. Percent 1,320 120.896 0.002 0.6D+O.7E • 0.284 1.963 Bottom 1.037 Min, Percent 1.320 120.896 0.002 0.6D+O,7E 0.303 2.027 Bottom 1.037 Min. Percent 1.320 120.896 0.003 0.6D+O.7E 0.322 2,090 Bottom 1.037 Min. Percent 1.320 120.896 0.003 0.6D+O.7E 0.342 2.153 Bottom 1.037 Min Percent 1.320 120.896 0,003 0.6D+O,7E 0.362 2.217 Bottom 1,037 Min, Percent 1.320 120.896 0.003 0.6D+O.7E 0,383 2.280 Bottom 1.037 Min. Percent 1,320 120.896 0.003 0.6D+O.7E 0.405 2.343 Bottom 1.037 Min Percent 1.320 120.896 0.003 0.6D+O.7E 0.427 2,407 Bottom 1,037 Min Percent 1,320 120.896 0.004 0.6D+O.7E 0,450 2.470 Bottom 1.037 Min, Percent 1,320 120.896 0.004 0.6D+0.7E 0.473 2.533 Bottom 1.037 Min, Percent 1.320 120.896 0.004 0.6D+O.7E 0.494 2.597 Bottom 1.037 Min Percent 1.320 120.896 0.004 0.6D+O.7E 0.512 2.660 Bottom 1.037 Min Percent 1.320 120.896 0.004 0.6D+O.7E 0.529 2.723 Bottom 1.037 Min Percent 1.320 120.896 0.004 0.6D+O.7E 0.543 2.787 Bottom 1.037 Min Percent 1.320 120,896 0.004 0.6D+O.7E 0.556 2.850 Bottom 1.037 Min Percent 1.320 120.896 0.005 0.6D+O.7E 0.566 2.913 Bottom 1.037 Min Percent 1.320 120.896 0.005 0.6D-4O.7E 0.573 2.977 Bottom 1.037 Min Percent 1.320 120,896 0.005 0.6D+O.7E 0,579 3.040 Bottom 1.037 Min Percent 1.320 120,896 0.005 0.6D+O.7E 0.582 3.103 Bottom 1.037 Min Percent 1.320 120,896 0.005 0.6D40.7E 0.583 3.167 Bottom 1.037 Min Percent 1.320 120.896 0.005 0.6D+O.7E 0.582 3.230 Bottom 1.037 Min Percent 1.320 120.896 0.005 0.6D+O.7E 0.579 3.293 Bottom 1.037 Min Percent 1.320 120.896 0.005 0.6D+O.7E 0.573 3.357 Bottom 1.037 Min Percent 1.320 120,896 0.005 0,6D+O.7E 0.566 3.420 Bottom 1.037 Min Percent 1.320 120,896 0,005 0.6D+O.7E • 0.556 3.483 Bottom 1,037 Min Percent 1,320 120.896 0.005 0.6D+O,7E 0.543 3.547 Bottom 1.037 Min Percent 1,320 120.896 0.004 0,6D+0.7E 0.529 3.610 Bottom 1.037 Min Percent 1.320 120,896 0.004 0.6D+O.7E 0,512 3.673 Bottom 1,037 Min Percent 1.320 120.896 0.004 0.6D+O,7E 0,494 3.737 Bottom 1.037 Min Percent 1,320 120,896 0.004 0.6D+0.7E 0.473 3.800 Bottom 1.037 Min Percent 1.320 120,896 0.004 0.6D+O7E 0.449 3.863 Bottom 1.037 Min Percent 1.320 120.896 0.004 0.6D+O.7E 0.424 3.927 Bottom 1,037 Min Percent 1.320 120.896 0.004 0.6D+O.7E 0.396 3.990 Bottom 1.037 Min Percent 1,320 120,896 0,003 0.6D+O.7E 0.366 4.053 Bottom 1.037 Min Percent 1.320 120.896 0.003 0.6D+O.7E 0.334 4.117 Bottom 1,037 Min Percent 1.320 120.896 0.003 0.6D+O.7E 0.300 4.180 Bottom 1.037 Min Percent 1.320 120.896 0.002 0.6D+O.7E 0.263 4.243 Bottom 1.037 Min Percent 1,320 120.896 0.002 0.6D+O.7E 0.224 4.307 Bottom 1.037 Min Percent 1.320 120.896 0.002 0.6D+0.7E 0.183 4.370 Bottom 1.037 Min Percent 1.320 120.896 0.002 0.6D+O.7E 0,140 4.433 Bottom 1.037 Min Percent 1.320 120.896 0.001 0.6D+O.7E 0.095 4.497 Bottom 1.037 Min Percent 1.320 120.896 0.001 0.6D+O.7E 29.411 4.560 Bottom 1,037 Min Percent 1.320 120.896 0.243 0.6D+O.7E 29.202 4.623 Bottom 1.037 Min Percent 1.320 120.896 0.242 0.6D+O,7E 28,991 4.687 Bottom 1.037 Min Percent 1.320 120,896 0.240 0,6D+O.7E 28.778 4.750 Bottom 1.037 Min Percent 1,320 120.896 0.238 0.6D+O.7E 28.563 4.813 Bottom 1.037 Min Percent 1.320 120.896 0.236 • INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010, Ver 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: grd. bm. at tower Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+O,7E 28,346" " 4.877""" Bottom "" '1,037 " Min. Percent 1.320 120.896 0.234 0.6D+O,7E 28.126 4.940 Bottom 1,037 Min. Percent 1.320 120.896 0.233 0.6D+0,7E 27,905 5.003 Bottom 1.037 Min. Percent 1.320 120.896 0.231 0.6D+O.7E 27.681 5.067 Bottom 1.037 Min. Percent 1.320 120.896 0.229 0.6D-K).7E 27.456 5.130 Bottom 1.037 Min. Percent 1.320 120.896 0.227 0.6D+O,7E 27.228 5.193 Bottom 1.037 Min. Percent 1.320 120.896 0.225 0.6D-K).7E . 26,999 5.257 Bottom 1.037 Min. Percent 1.320 120.896 0.223 0.6D+O.7E 26,767 5.320 Bottom 1.037 Min. Percent 1.320 120.896 0.221 0.6D+0.7E 26.533 5.383 Bottom 1.037 Min. Percent 1.320 120.896 0.219 0.6D+0.7E 26.297 5.447 Bottom 1.037 Min. Percent 1.320 120.896 0.218 0.6D+O.7E 26.059 5.510 Bottom 1.037 Min. Percent 1.320 120.896 0.216 0,6D+0.7E 25.818 5.573 Bottom 1,037 Min. Percent 1.320 120.896 0.214 0.6D+O.7E 25.576 5.637 Bottom 1,037 Min, Percent 1.320 120.896 0.212 0.6D-tO.7E 25.332 5.700 Bottom 1.037 Min, Percent 1.320 120.896 0.210 0,6D-K).7E 25.085 5,763 Bottom 1.037 Min. Percent 1.320 120.896 0.207 0,6D+O.7E 24.837 5.827 Bottom 1.037 Min, Percent 1.320 120.896 0.205 0.6D-tO.7E 24,586 5.890 Bottom 1,037 Min, Percent 1.320 120,896 0.203 0.6D+O,7E 24.333 5.953 Bottom 1.037 Min. Percent 1.320 120,896 0.201 0.6D+O.7E 24.078 6.017 Bottom 1.037 Min. Percent 1.320 120,896 0.199 0.6D+O.7E 23.821 6,080 Bottom 1.037 Min. Percent 1.320 120.896 0.197 0.6D+O,7E 23.562 6.143 Bottom 1,037 Min. Percent 1.320 120.896 0.195 0.6D+O.7E 23.301 6.207 Bottom 1,037 Min. Percent 1.320 120.896 0.193 0.6D+0,7E 23.038 6.270 Bottom 1.037 Min. Percent 1.320 120,896 0.191 0.6D+0.7E 22.773 6.333 Bottom 1.037 Min. Percent 1.320 120.896 0,188 0.6D+O.7E 22.505 6.397 Bottom 1.037 Min. Percent 1.320 120,896 0.186 0.6D+O.7E 22.236 6.460 Bottom 1.037 Min. Percent 1.320 120.896 0.184 0.6D+0.7E 21.964 6.523 Bottom 1.037 Min. Percent 1.320 120.896 0.182 0.6D+O.7E 21.690 6.587 Bottom 1.037 Min. Percent 1,320 120.896 0.179 0.6D+07E 21.415 6.650 Bottom 1.037 Min. Percent 1.320 120.896 0.177 0.6D+0.7E 21.137 6713 Bottom 1.037 Min. Percent 1.320 120.896 0.175 0.6D+O.7E • 20.857 6.777 Bottom 1.037 Min. Percent 1.320 120.896 0.173 0.6D+O.7E 20.575 6.840 Bottom 1.037 Min. Percent 1.320 120.896 0.170 0,6D+0,7E 20.290 6.903 Bottom 1.037 Min. Percent 1.320 120.896 0.168 0.6D+O.7E 20.004 6.967 Bottom 1.037 Min. Percent 1.320 120.896 0.165 0.6D+0.7E 19.716 7,030 Bottom 1.037 Min. Percent 1.320 120.896 0,163 0.6D-tO.7E 19.425 7.093 Bottom 1.037 Min. Percent 1.320 120.896 0,161 0.6D+0.7E 19.133 7.157 Bottom 1.037 Min. Percent 1.320 120.896 0.158 0.6D+0.7E 18.838 7.220 Bottom 1.037 Min. Percent 1.320 120.896 0.156 0,6D-K).7E 18.541 7.283 Bottom 1.037 Min. Percent 1.320 120.896 0.153 0.6D+0.7E 18.243 7.347 Bottom 1.037 Min. Percent 1.320 120.896 0.151 0.6D+O,7E 17.942 7.410 Bottom 1.037 Min. Percent 1.320 120.896 0.148 0.6D+0.7E 17.639 7.473 Bottom 1.037 Min. Percent 1.320 120.896 0.146 0.6D+0.7E 17.333 7,537 Bottom 1.037 Min. Percent 1.320 120.896 0.143 0.6D-K).7E 17.026 7,600 Bottom 1.037 Min. Percent 1.320 120.896 0.141 0.6D+0.7E 16.717 7.663 Bottom 1.037 Min, Percent 1.320 120.896 0,138 0.6D+0.7E 16.406 7.727 Bottom 1.037 Min, Percent 1.320 120.896 0.136 0.6D+O.7E 16.092 7.790 Bottom 1.037 Min. Percent 1.320 120.896 0.133 0.6D+07E 15,776 7.853 Bottom 1.037 Min. Percent 1.320 120.896 0.130 0.6D+O.7E 15,459 7,917 Bottom 1.037 Min. Percent 1.320 120.896 0.128 0.6D+0.7E 15.139 7.980 Bottom 1.037 Min, Percent 1,320 120.896 0.125 0.6D+O.7E 14.817 8.043 Bottom 1.037 Min. Percent 1.320 120,896 0,123 0.6D+0.7E 14.493 8.107 Bottom 1.037 Min. Percent 1.320 120,896 0.120 0.6D+0.7E 14,167 8,170 Bottom 1.037 Min. Percent 1.320 120,896 0.117 0.6D-*fl7E 13,839 8,233 Bottom 1.037 Min. Percent 1.320 120.896 0.114 0.6D+O,7E • 13,509 8,297 Bottom 1,037 Min. Percent 1.320 120.896 0.112 0.6D+0,7E 13.176 8.360 Bottom 1.037 Min. Percent 1.320 120.896 0.109 0.6D+0.7E 12.842 8.423 Bottom 1.037 Min. Percent 1,320 120.896 0,106 0.6D+O.7E 12.505 8.487 Bottom 1.037 Min. Percent 1,320 120.896 0.103 0.6D+0,7E 12.167 8.550 Bottom 1.037 Min. Percent 1.320 120.896 0.101 0.6D+0.7E 11.826 8.613 Bottom 1.037 Min. Percent 1.320 120.896 0.098 0.6D-K).7E 11.483 8,677 Bottom 1.037 Min. Percent 1.320 120.896 0.095 0.6D-K).7E 11.138 8.740 Bottom 1.037 Min. Percent 1.320 120.896 0.092 0.6D+O.7E 10.791 8.803 Bottom 1.037 Min. Percent 1.320 120.896 0.089 0.6D+0.7E 10.442 8.867 Bottom 1.037 Min. Percent 1.320 120.896 0.086 m INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Projecf Desc: Project Notes: Job* 101585 I Combined Footing Design Lic.# : KW-06006198 File: C;\Docunients and Settingstehawn nikjoo\My Documents\ENERCALC Data FilesViccc_101585.ec6 | ENERCALC INC 1983-2010, Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Description: grd. bm. at tower Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6"D"+O.7E 10.091 " B.m Bottom 1.037 Min. Percent 1,320 120.896 0.083 0.6D+0.7E 9.738 8.993 Bottom 1.037 Min. Percent 1,320 120,896 0.081 0.6D+O.7E 9.383 9.057 Bottom 1,037 Min, Percent 1,320 120.896 0.078 0.6D+O.7E 9.026 9,120 Bottom 1.037 Min. Percent 1.320 120.896 0.075 0.6D-K).7E 8.667 9.183 Bottom 1.037 Min. Percent 1.320 120.896 0.072 0.6D+0.7E 8,307 9.247 Bottom 1.037 Min. Percent 1.320 120.896 0.069 0.6D+O.7E 7.944 9.310 Bottom 1.037 Min. Percent 1.320 120.896 0.066 0.6D+O.7E 7.580 9.373 Bottom 1.037 Min. Percent 1.320 120.896 0.063 0.6D+07E 7.215 9.437 Bottom 1.037 Min. Percent 1.320 120.896 0.060 0.6D+O.7E 6.848 9.500 Bottom 1.037 Min. Percent 1.320 120.896 0.057 0.6D+O.7E 6,479 9.563 Bottom 1.037 Min, Percent 1.320 120,896 0.054 0.6D+O.7E 6.109 9.627 Bottom 1.037 Min. Percent 1.320 120.896 0:051 0,6D+O.7E 5,738 9.690 Bottom 1.037 Min. Percent 1,320 120.896 0.047 0.6D+0.7E 5.365 9.753 Bottom 1.037 Min. Percent 1.320 120,896 0.044 0.6D+0.7E 4.991 9.817 Bottom 1.037 Min. Percent 1.320 120,896 0.041 0.6D+07E 4.616 9.880 Bottom 1.037 Min. Percent 1,320 120.896 0.038 0.6D+O.7E 4.240 9.943 Bottom 1.037 Min. Percent 1,320 120.896 0.035 0.6D+O.7E 3.863 10.007 Bottom 1.037 Min. Percent 1.320 120.896 0.032 0.6D+O.7E . -3.949 10.070 TOD 1.037 Min. Percent 1.320 120,896 0.033 0.6D+O.7E -4.308 10.133 TOD 1.037 Min. Percent 1.320 120.896 0.036 0,6D+O.7E -4.666 10.197 TOD 1.037 Min. Percent 1.320 120.896 0.039 0.6D+O.7E -5.024 10.260 TOD 1.037 Min, Percent 1,320 120.896 0,042 0.6D+0.7E -5.380 10.323 TOD 1.037 Min. Percent 1,320 120,896 0.045 0.6D+O.7E -5.736 10,387 TOD 1.037 Min. Percent 1.320 120.896 0.047 0.6D+0.7E -6.090 10,450 TOD 1.037 Min. Percent 1.320 120,896 0.050 0.6D+O.7E -6.443 10,513 TOD 1.037 Min. Percent 1.320 120.896 0.053 0.6D+0.7E -6.796 10,577 TOD 1.037 Min. Percent 1.320 120.896 0.056 0.6D+O.7E -7,147 10,640 TOD 1.037 Min, Percent 1.320 120.896 0.059 0.6D+O.7E 7.497 10.703 TOD 1.037 Min, Percent 1,320 120.896 0.062 0.6D+0.7E 7.845 10,767 TOD 1.037 Min. Percent 1,320 120.896 0.065 0.6D+O.7E -8.193 10.830 TOD 1.037 Min. Percent 1.320 120,896 0.068 0.6D+O.7E -8.539 10.893 TOD 1.037 Min. Percent 1.320 120,896 0.071 0.6D+0.7E -8.884 10.957 TOD 1.037 Min. Percent 1.320 120,896 0.073 0.6D+O.7E -9.227 11.020 TOD 1.037 Min. Percent 1.320 120.896 0.076 0.6D+O.7E -9.569 11.083 TOD 1.037 Min, Percent 1.320 120.896 0.079 0.6D+O.7E -9.910 11.147 TOD 1,037 Min, Percent 1,320 120.896 0.082 0.6D-tO.7E -10.249 11.210 TOD 1.037 Min. Percent 1.320 120.896 0.085 0.6D+O.7E -10.587 11.273 TOD 1.037 Min. Percent 1.320 120.896 0.088 0.6D+O.7E -10.923 11.337 TOD 1.037 Min. Percent 1.320 120.896 0.090 0.6D-K).7E -11.258 11.400 TOD 1.037 Min. Percent 1.320 120.896 0.093 0.6D+O.7E -11.591 11.463 TOD 1.037 Min. Percent 1.320 120.896 0,096 0.6D+0.7E -11.923 11.527 TOD 1.037 Min, Percent 1.320 120.896 0.099 0.6D+O.7E •-12.253 11.590 TOD 1,037 Min. Percent 1.320 120.896 0.101 0.6D+07E -12.581 11.653 TOD 1.037 Min. Percent 1.320 120.896 0.104 0.6D+O.7E -12.907 11.717 TOD 1.037 Min. Percent 1.320 120.896 0.107 0.6D+0.7E -13.232 11.780 TOD 1.037 Min, Percent 1.320 120.896 0.109 0.6D+O.7E -13.554 11.843 TOD 1.037 Min. Percent 1.320 120,896 0.112 0.6D+O.7E -13,875 11.907 TOD 1.037 Min. Percent 1.320 120,896 0.115 0.6D+O.7E -14.195 11.970 TOD 1.037 Min, Percent 1.320 120.896 0.117 0.6D+O.7E -14.512 12.033 TOD 1.037 Min, Percent 1.320 120.896 0.120 0.6D+O.7E -14.827 12.097 TOD 1.037 Min. Percent 1,320 120,896 0.123 0.6D+O.7E -15.140 12.160 TOD 1.037 Min. Percent 1,320 120.896 0.125 0.6D+O.7E -15.452 12.223 TOD 1.037 Min. Percent 1,320 120,896 0.128 0.6D+O.7E -15.761 12.287 TOD 1.037 Min, Percent 1,320 120.896 0.130 0.6D+O.7E -16.068 12.350 TOD 1,037 Min. Percent 1.320 120.896 0.133 0.6D+O7E -16.373 12.413 TOD 1.037 Min. Percent 1.320 120.896 0.135 0.6D-K).7E -16.676 12.477 TOD 1.037 Min. Percent 1,320 120,896 0.138 0.6D+O.7E -16.977 12.540 TOD 1.037 Min, Percent 1.320 120,896 0,140 0.6D+O.7E -17.275 12.603 TOD 1.037 Min. Percent 1.320 120.896 0.143 0.6D+O.7E -17.571 12.667 TOD 1,037 Min, Percent 1.320 120.896 0.145 0.6D+O.7E -17,865 12.730 TOD 1.037 Min. Percent 1.320 120.896 0.148 0.6D+07E -18,157 12.793 TOD 1.037 Min. Percent 1.320 120.896 0,150 0.6D-K).7E -18.446 12.857 TOD 1.037 Min. Percent 1.320 120.896 0.153 0,6D+0.7E -18.733 12,920 TOD 1,037 Min. Percent 1.320 120.896 0.155 m INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Combined Footing Design Lie. #: KW-06006198 Description: grd. bm. at tower Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^ / T File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 '• ENERCALC INC. 1983-2010, Ver: 61,51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0WM).7E " " -ia017 12.983" TOD 1.037 Min. Percent 1,320 120.896 0.157 0.6D+07E -19.299 13.047 TOD 1.037 Min, Percent 1.320 120.896 0.160 0.6D-K).7E -19.579 13.110 TOD 1.037 Min Percent 1.320 120.896 0.162 0.6D+O.7E -19.856 13.173 TOD 1.037 Min. Percent 1.320 120.896 0.164 0.6D+O.7E -20.130 13,237 TOD 1.037 Min. Percent 1.320 120.896 0.167 0.6D+0.7E -20.402 13.300 TOD 1.037 Min Percent 1,320 120.896 0.169 0.6D+O.7E • -20.671 13.363 TOD 1.037 Min Percent 1.320 120.896 0.171 0.6D-K).7E -20.938 13.427 TOD 1.037 Min. Percent 1.320 120.896 0.173 0.6D+O.7E -21,201 13.490 TOD 1.037 Min, Percent 1,320 120.896 0.175 0.6D+O.7E -21.462 13.553 TOD 1.037 Min Percent 1.320 120.896 0.178 0.6D-K).7E -21.721 13.617 TOD 1,037 Min. Percent 1.320 120.896 0.180 0.6D+O,7E -21,976 13.680 TOD 1.037 Min, Percent 1.320 120.896 0.182 0.6D+O.7E -22.229 13.743 TOD 1.037 Min Percent 1.320 120.896 0.184 0.6D-tO.7E -22.479 13.807 TOD 1.037 Min Percent 1,320 120.896 0.186 0.6D+O.7E -22,725 13.870 TOD 1,037 Min. Percent 1,320 120.896 0,188 0.6D-K).7E -22.969 13.933 TOD 1.037 Min, Percent 1.320 120.896 0.190 0.6D-K).7E -23,210 13.997 TOD 1.037 Min, Percent 1.320 120.896 0.192 0.6D+0.7E -23.448 14.060 TOD 1.037 Min Percent 1.320 120.896 0.194 0.6D+0.7E -23.683 14.123 TOD 1.037 Min, Percent 1.320 120.896 0.196 0.6D+0.7E -23.914 14.187 TOD 1.037 Min, Percent 1.320 120.896 0.198 0.6D+O.7E -24.143 14.250 TOD 1.037 Min Percent 1.320 120.896 0.200 0.6D+O.7E -24.368 14.313 TOD 1.037 Min. Percent 1,320 120,896 0.202 0.6D+O,7E -24,591 14.377 TOD 1,037 Min. Percent 1.320 120.896 0,203 0.6D+O.7E -24.810 14,440 TOD 1.037 Min Percent 1.320 120,896 0.205 0,6D+O.7E -25.025 14.503 TOD 1.037 Min Percent 1.320 120.896 0.207 0.6D+O.7E -25.240 14.567 TOD 1.037 Min. Percent 1.320 120.896 0.209 0.6D+07E -25.454 14.630 TOD 1.037 Min, Percent 1.320 120.896 0.211 0.6D+O.7E -25.669 14.693 TOD 1.037 Min Percent 1,320 120.896 0.212 0.6D+0.7E -25.883 14.757 TOD 1.037 Min Percent 1.320 120.896 0.214 0.6D+07E -26.098 14.820 TOD 1.037 Min Percent 1.320 120.896 0.216 0.6D+O.7E •-26.312 14.883 TOD 1.037 Min Percent 1.320 120.896 0.218 0.6D+O.7E -26.526 14.947 TOD 1.037 Min Percent 1.320 120.896 0.219 0.6D+O.7E -26.740 15.010 TOD 1.037 Min Percent 1.320 120.896 0.221 0.6D+O.7E -26.954 15.073 TOD 1.037 Min Percent 1.320 120,896 0.223 0.6D-K).7E -27.168 15.137 TOD 1.037 Min Percent 1.320 120.896 0.225 0.6D+O.7E -27.382 15.200 TOD 1.037 Min Percent 1.320 120.896 0.226 0.6D+O.7E -27.595 15.263 TOD 1.037 Min Percent 1.320 120.896 0,228 0.6D+0.7E -27.808 15.327 TOD 1.037 Min Percent 1.320 120.896 0.230 0.6D-K).7E -28.021 15.390 TOD 1.037 Min Percent 1.320 120.896 0.232 0.6D-fO.7E -28.233 15.453 TOD 1.037 Min Percent 1.320 120.896 0.234 0.6D+O.7E 8.996 15.517 Bottom 1.037 Min Percent 1.320 120,896 0.074 0.6D-tO.7E 8719 15.580 Bottom 1.037 Min Percent 1.320 120.896 0.072 0.6D+O.7E 8.445 15.643 Bottom 1.037 Min Percent 1.320 120.896 0.070 0.6D+O.7E 8.172 15.707 Bottom 1.037 Min Percent 1,320 120,896 0.068 0.6D+O7E 7.902 15.770 Bottom 1.037 Min Percent 1,320 120.896 0.065 0.6D+O.7E 7.634 15.833 Bottom 1.037 Min Percent 1.320 120.896 0.063 0,6D-K).7E 7.369 15.897 Bottom 1.037 Min Percent 1.320 120.896 0.061 0.6D+O.7E 7.107 15.960 Bottom 1.037 Min Percent 1.320 120.896 0.059 0.6D+O.7E 6.847 16.023 Bottom 1.037 Min Percent 1.320 120.896 0.057 0.6D+O.7E 6.589 16.087 Bottom 1.037 Min Percent 1.320 120.896 0.055 0.6D+O.7E 6.334 16.150 Bottom 1.037 Min Percent 1.320 120.896 0.052 0.6D+0.7E 6.082 16.213 Bottom 1.037 Min Percent 1.320 120.896 0.050 0.6D-K).7E 5.833 16.277 Bottom 1.037 Min Percent 1.320 120.896 0.048 0.6D+O.7E 5.587 16.340 Bottom 1,037 Min Percent 1.320 120.896 0.046 0.6D+O.7E • 5.344 16.403 Bottom 1.037 Min Percent 1.320 120.896 0.044 0.6D+O,7E 5.103 16.467 Bottom 1.037 Min Percent 1.320 120.896 0.042 0.6D+0.7E 4.866 16.530 Bottom 1.037 Min Percent 1.320 120.896 0.040 0.6D+O.7E 4.634 16,593 Bottom 1,037 Min Percent 1.320 120.896 0.038 0.6D-K).7E 4.406 16.657 Bottom 1.037 Min Percent 1,320 120.896 0.036 0.6D-tO7E 4.184 16.720 Bottom 1.037 Min Percent 1.320 120.896 0.035 0.6D40.7E 3.966 16.783 Bottom 1.037 Min Percent 1.320 120.896 0.033 0.6D+0.7E 3.754 16.847 Bottom 1.037 Min Percent 1.320 120.896 0.031 0.6D+O.7E 3.547 16.910 Bottom 1.037 Min Percent 1.320 120.896 0.029 0,6D+O,7E 3.345 16.973 Bottom 1.037 Min Percent 1.320 120.896 0.028 INLAND ENGINEERING 4883 E. U PALMA STE.501-A ANAHEIM.CA. B2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Design Lie. #: KW-06006198 Description: grd. bm. at tower File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC. INC. 1983-2010. Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side_ As Req'd by Actual As Phi'Mn Mu/PhiMn 0.6[D+07E """""" 3.148 17.037 Bottom 1.037 Min. Percent 1,320 120.896 " 0.026 0.6D+O.7E 2.957 17.100 Bottom 1.037 Min, Percent 1.320 120.896 0.024 0.6D+0.7E 2.771 17.163 Bottom 1.037 Min. Percent 1.320 120.896 0.023 0.6D+0.7E 2.591 17.227 Bottom 1.037 Min. Percent 1.320 120.896 0.021 0.6D+O.7E 2.416 17.290 Bottom 1.037 Min. Percent 1.320 120.896 0.020 0.6D+O.7E 2.247 17.353 Bottom 1.037 Min. Percent 1.320 120.896 0.019 0.6D+O,7E 2.083 17,417 Bottom 1.037 Min. Percent 1.320 120.896 0.017 0.6D+O,7E 1.926 17.480 Bottom 1.037 Min. Percent 1.320 120.896 0.016 0,6D+O.7E 1.774 17.543 Bottom 1.037 Min. Percent 1.320 120.896 0.015 0.6D+O.7E 1.627 17.607 Bottom 1.037 Min. Percent 1.320 120,896 0.013 •0.6D+O.7E 1,487 17.670 Bottom 1.037 Min. Percent 1.320 120.896 0.012 0.6D+O.7E 1.353 17.733 Bottom 1.037 Min. Percent 1.320 120.896 0.011 0.6D+O.7E 1.224 17.797 Bottom 1.037 Min. Percent 1.320 120.896 0.010 0.6D+O.7E 1.102 17.860 Bottom 1.037 Min. Percent 1.320 120.896 0.009 0.6D+O.7E 0,986 17.923 Bottom 1.037 Min. Percent 1.320 120,896 0.008 0,6D+O.7E 0.875 17.987 Bottom 1.037 Min. Percent 1.320 120.896 0.007 0.6D+O.7E 0,772 18.050 Bottom 1.037 Min. Percent 1.320 120.896 0.006 0.6D+07E 0,674 18,113 Bottom 1.037 Min. Percent 1,320 120.896 0.006 0.6D+O.7E • 0.583 18.177 Bottom 1.037 Min. Percent 1,320 120.896 0.005 0.6D+O.7E 0.498 18.240 Bottom 1.037 Min. Percent 1,320 120.896 0.004 0.6D+O.7E 0.420 18.303 Bottom 1.037 Min. Percent 1.320 120.896 0.003 0,6D+O7E 0.348 18.367 Bottom 1.037 Min. Percent 1.320 120.896 0.003 0.6D+O.7E 0.282 18.430 Bottom 1.037 Min, Percent 1.320 120.896 0.002 0,6D+O7E 0.224 18.493 Bottom 1.037 Min. Percent 1.320 120.896 0.002 0.6D+O.7E 0.172 18.557 Bottom 1.037 Min. Percent 1,320 120.896 0.001 0.6D+07E 0.127 18.620 Bottom .1.037 Min. Percent 1.320 120.896 0.001 0.6D+O.7E 0.088 18.683 Bottom 1.037 Min, Percent 1.320 120.896 0.001 0.6D-K)7E 0.057 18,747 Bottom 1.037 Min. Percent 1,320 120.896 0.000 0.6D+0.7E 0.032 18.810 Bottom 1.037 Min. Percent 1,320 120.896 0.000 0.6D+0.7E 0.014 18.873 Bottom 1.037 Min, Percent 1,320 120.896 0.000 0.6D+0.7E 0.004 18.937 Bottom 1.037 Min. Percent 1,320 120.896 0.000 0.6D+07E 0.000 19.000 Bottom 1.037 Min. Percent 1,320 120.896 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu ( I Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +iyiOD " 8216 DSi 0.91 psi 0.91 "psi" 164r3"2"psi 0.20"psi 020 psi" +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.86 psi 1.86 psi 164.32 psi 0.09 psi 0.09 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.86 psi 1.86 psi 164.32 psi 0.09 psi 0.09 psi +1.20D+1.60Lr+O.50L 82.16 Dsi 1.12 psi 1.12 psi 164.32 psi 0.09 psi 0.09 psi +1.20D-tO.50L+1.60S 82.16 psi 1.12 psi 1.12 psi 164.32 psi 0.09 psi 0.09 psi +1.20D-*O.50Lr-tO.50L+1.60W 82.16 psi 1,12 psi 1.12 psi 164.32 psi 0.09 psi 0,09 psi +1.20D+O.50L+O.50S+1.60W • 82.16 psi 1.12 psi 1.12 psi 164.32 psi 0.09 psi 0.09 psi +1.20D+O.50L-tO,20S+E 82.16 psi 10.90 psi 10.90 psi 164.32 psi 0,70 psi 0.86 psi +O,90D+E+1.60H 82.16 psi 8.26 psi 8,26 psi 164.32 psi 0,48 psi 1.01 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. p807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: 2* "7 General Footing Design File: C:\Documents and Settingstehawn nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC,INC. 1983-2010,Ver:6.1.51, N:75423 | Lie. # • KW-06006198 License Owner: INLAND ENGINEERING CONSULTING INC Description: A.7 . General Information Calculations per IBC 2006, CBC 2007, ACI 318-05 2.50 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density O Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Oepth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis = 7.750 ft Length along Z-Z Axi • = 7.750 ft Footing Thicknes = 18.0 jp Load location offset from footing center,.. ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions.., px: Along X-X Axis = in pz: Along Z-Z Axis z in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars along X-X Axis Number of Bars " 7,0 Reinforcing Bar Size = * 6 Bars along Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Siz( = * 6 Bandwfidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a * Bars required on each side of zone n/a Applied Loads Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 85.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Lie. #: KW-06006198 File: C:\Documents and Settingstetiawn nikjoo\My Documents\ENERCALC Data Fllestac_101585.ec6 • ENERCALC INC. 1983-2010, Ver: 61,61, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: A.7 D£S/G)VSl/MM>ARy Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9508 Soil Bearing ~1.633 ksf 1.718 ksf +D PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - 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 0.5722 Z Flexure (+X) 14.872 k-ft 25.990 k-ft +1,40D PASS 0.5722 Z Flexure (-X) 14.872 k-ft 25.990 k-ft +1.40D PASS 0.5722 X Flexure (+Z) 14.872 k-ft 25.990 k-ft +1.40D PASS 0,5722 X Flexure (-Z) 14,872 k-ft 25.990 k-ft +1.40D PASS 0.3345 1-way Shear (+X) 28.435 psi 85,0 psi +1.40D PASS 0.3345 1-way Shear (-X) 28.435 psi 85.0 psi +1.40D PASS 0.3345 1-way Shear (+Z) 28.435 psi 85.0 psi +1.40D PASS 0.3345 1-way Shear (-Z) 28.435 psi 85.0 psi +1.40D PASS 0.7544 2-way Punching 128.25 psi 170.0 psi +1,40D Detailed Results Soil Bearirig Rotation Axis & Load Combination^. X-X,+D Z-Z,+0 Overturning Stability Rotation Aucis & Gross Allowable 1,718 1.718 Xecc Zecc n/a 0.0 0.0 n/a 1.633 n/a Actual Soil Bearing Stress +Z -X Actual / Allowable -X Ratio 1.633 n/a n/a 1.633 n/a 1.633 0.951 0,951 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning. Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination... Mu Which Tension @ Bot. Side? or Top? As Req'd Gvrn. As Actual As Phi*Mn Status X-X.+1.40D X-X, +1.40D Z-Z. +1,40D Z-Z.+1,40D One Way Shear 14.872 14.872 14.872 14.872 +Z Bottom -Z Bottom -X Bottom +X Bottom 0.39 0.39 0.39 0,39 Bendina Bendina Bendina Bendina 0.4 0.4 0,4 0,4 25.99 25.99 25.99 25.99 OK OK OK OK Load Combination... Vu@-X Vu @ +X Vu @ -Z Vu@ +Z Vu:Max PhiVn Phi*yn|yu^ Status +1.40D Punching Shear 28.435 DSi 28.435 DSi 28.435 osi 28.435 Dsi 28,435 DSi 85 DSi 0.3345 OK Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1.40D 128.25 DSi 170Dsi 0,7544 OK m INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 1 General Footing Design Lie. #: KW-06006198 Description: 1-diaph.2 General Information File: C:\Documents and Settingstehawn nikoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 • ENERCALC, INC 1983-2010, Ver 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Calcuiations per IBC 2006, CBC 2007, ACI 318-05 IVlaterial Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density O Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis Length along Z-Z Axi = Footing Thicknes = Load location offset from footing center., ex: Along X-X Axis = ez: Along Z-Z Axis = Pedestal dimensions.., px: Along X-X Axis = pz: Along Z-Z Axis ~ Height Rebar Centeriine to Edge of Concrete., at Bottom of footing . = Reinforcing Bars along X-X Axis Number of Bars Reinforcing Bar Size Bars along Z-Z Axis Number of Bars Reinforcing Bar Sizf 5.0 ft 5.0 ft 16.0 In 0 in 0 in in in in 3.0 in 4.0 * 6 4.0 * 6 Bandwidth Distribution Check {AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone * Bars required on each side of zone Applied Loads n/a n/a n/a Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 36.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design File: C:\Documents and Settingstehawn nikjoo\My DocumentsENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 I LiC. #: KW-06006198 Description: 1-diaph.2 DESIGNSUMMARY License Owner: INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Item Applied Capacity Governi PASS 0^9644 Soil Bearing 1.633 ksf 1.693 ksf +0 PASS n/a Overturning ^ X-X 0.0 k-ft 0.0 k-ft No Overtuming 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 0.3160 Z Flexure (+X) 6.299 k-ft 19.936 k-ft +1.40D PASS 0.3160 Z Flexure (-X) 6.299 k-ft 19.936 k-ft +1.40D PASS 0.3160 X Flexure (+Z) 6.299 k-ft 19.936 k-ft +1.40D PASS 0.3160 X Flexure (-Z) 6.299 k-ft 19.936 k-ft +1.40D PASS 0.2129 1-way Shear (+X) 18.092 psi 85.0 psi +1.40D PASS 0.2129 1-way Shear (-X) 18.092 psi 85.0 psi +1.40D PASS 0.2129 1-way Shear (+Z) 18.092 psi 85.0 psi +1.40D PASS 0.2129 1-way Shear (-Z) 18.092 psi 85.0 psi +1.40D PASS 0.4160 2-way Punching 70.726 psi 170.0 psi +1.40D Governing Load Combination Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X Actual / Allowable -X Ratio X-X,+D Z-Z, +D Overturning Stability 1.693 n/a 0.0 1,693 0.0 n/a 1,633 n/a 1,633 n/a n/a 1.633 n/a 1.633 0.964 0.964 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination... Which Tension @ Bot. Mu Side? or Top? As Req'd Gvrn. As Actual As Phi*Mn Status X-X,+1.40D X-X,+1,40D Z-Z, +1.40D Z-Z.+1.40D One Way Shear 6.299 +Z Bottom 6,299 -Z Bottom 6,299 -X Bottom 6,299 +X Bottom 0.35 0.35 0.35 0.35 Bendina 0,35 Bendina 0.35 Bendina 0.35 Bendina 0.35 19.936 19.936 19.936 19.936 OK OK OK OK Load Combination... Vu@-X Vu@+X Vu@-Z Vu@ +Z Vu:Max Phi Vn Phi'Vn/Vu Status +1.40D Punching Shear 18.092 DSi 18.092 DSi 18.092 osi 18.092 DSi 18.092 DSi 85 DSi 0.2129 OK Load Combination... Vu Phi'Vn Vu / Phi*Vn Status +1.40D 70.726 osi 170 DSi 0.416 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 1807 Title: NCCC Dsgnr: Projecf Desc: Project Notes: Job* 101585 General Footing Design File: C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 | Lie. #: KW-06006198 License Ovs?ner: INLAND ENGINEERING CONSULTING JNC Description: line 3 General Infornnation Calculations per IBC 2006, CBC 2007, ACi 318-05 Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 4> Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min, Overtuming Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wrt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi ,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Oesign Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis " 4.0 ft Length along Z-Z Axi = 4.0 ft Footing Thicknes = 16.0 in Load location offset from foottng center... ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions... px: Along X-X Axis = in pz: Along Z-Z Axis z. in Height in Rebar Centeriine to Edge of Concrete., at Bottom of fooling = 3.0 in Reinforcing Bars along X-X Axis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars along Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads^ >:?.->J n/a n/a n/a P: Column Load OB: Overburden M-xx M-zz V-x V-z D 24.0 Lr W k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 I General Footing Design Lie. # : KW-06006198 Title: NCCC Dsgnr: Projecl Desc: Project Notes: Job* 101585 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALCINai983-2010,Ver:6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Description: line 3 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS " 0.9998'" Soil Bearing 1.693 ksf 1.693 ksf +0 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 0.1699 Z Flexure (+X) 4.199 k-ft 24.715 k-ft +1.40D PASS 0,1699 Z Flexure (-X) 4.199 k-ft 24.715 k-ft +1.40D PASS 0.1699 X Flexure (+Z) 4.199 k-ft 24.715 k-ft +1.40D PASS 0,1699 X Flexure (-Z) 4.199 k-ft 24.715 k-ft +1.40D PASS 0.1436 1-way Shear (+X) 12.205 psi 85.0 psi +1.40D PASS 0.1436 1-way Shear (-X) 12.205 psi 85.0 psi +1.40D PASS 0,1436 1-way Shear (+Z) 12.205 psi 85.0 psi +1.40D PASS 0.1436 1-way Shear (-Z) 12.205 psi 85.0 psi +1.40D PASS 0.2695 2-way Punching 45.807 psi 170.0 psi +1.40D DetaNed Results Soil Bearing Rotation Axis & Load Combination™ X-X, +D Z-Z,+D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Gross Allowable 1.693 1.693 Xecc Zecc n/a 0.0 0.0 n/a 1.693 n/a Actual Soil Bearing Stress +Z -X 1.693 n/a n/a 1.693 -X n/a 1,693 Overturning Moment Resisting Moment Stability Ratio Actual / Allowable Ratio 1.000 1.000 Status Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Which Tension ® Bot. Load Combination... Mu Side? or Top? As Req'd Gvrn. As Actual As Phi*Mn Status X-X. +1.40D 4.199 +Z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1.40D 4.199 -Z Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1.40D 4.199 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,40D 4.199 +X Bottom 0.35 Bendina 0.44 24.715 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@ +Z Vu.Max Phi Vn PhrVrWyu^ Status +1.40D 12.205 DSi 12.205 DSi 12.205 DSi 12,205 DSi 12.205 DSi 85 DSi 0.1436 OK Punching Shear Load Cqrnbinjtion... Vu Phi*Vn Vu / Phi'Vn Status +1.40D 45.807 Dsi 170DS 0.2695 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Lie. # : KW-06006198 Description: line B General Information File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Oata Files\nccc_101585.ec6 | ENERCALCINC. 1983-2010,Ver:6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Caiculations per IBC 2006, CBC 2007, AC! 318-05 Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (J) Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg vA for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 2.50 ksi 60,0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis Length along Z-Z Axi = Footing Thicknes = Load location offset from footing center., ex: Along X-X Axis = ez: Along Z-Z Axis = Pedestal dimensions... px: Along X-X Axis = pz: Along Z-Z Axis z Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcinj Bars along X-X Axis Number of Bars Reinforcing Bar Size Bars along Z-Z Axis Number of Bars Reinforcing Bar Sizi 7.0 ft 7.0 ft 18.0 In 0 in 0 in in in in 3.0 in 7.0 * 6 7.0 # 6 h • • Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone n/a * Bars required on each side of zone n/a Applied Loads Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 70.50 k ksf k-ft k-ft k k INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 1^92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: ^ General Footing Design File: C:\Documents and Settingstehawn nikjooVMy Docunients\ENERCALC Data Files\ncccJ01585.ec6 j ENERCALC INC 1983-2010, Ven 6.1.61, N:75423 |yc,#: KW-06006198 License Owner: INLAND ENGINEERING CONSULTING INC Description: line B DESIGNSUMMARY Min. Ratio Item Applied Capacity Govern' PASS ^'5.9642 " Soil Bearing 1.656 ksf 1.718 ksf +D 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 0.4302 Z Flexure (+X) 12.335 k-ft 28.675 k-ft +1.40D PASS 0.4302 Z Flexure (-X) 12,335 k-ft 28.675 k-ft +1.40D PASS 0,4302 X Flexure (+Z) 12.335 k-ft 28.675 k-ft +1.40D PASS 0.4302 X Flexure (-Z) 12.335 k-ft 28.675 k-ft +1.40D PASS 0.2949 1-way Shear (+X) 25.067 psi 85.0 psi +1.40D PASS 0.2949 1-way Shear (-X) 25.067 psi 85.0 psi +1.40D PASS 0.2949 1-way Shear (+Z) 25.067 psi 85.0 psi +1.40D PASS 0.2949 1-way Shear (-Z) 25.067 psi 85.0 psi +1.40D PASS 0.6257 2-way Punching 106.37 psi 170.0 psi +1.40D Governing Load Combination Detailed l^esu[ts_ SoH Bearing Rotation Axis & Load Combination., X-X,+D Z-Z,+D Overturning Stability GrossJ^Hovrable 1.718 1.718 Xecc Zecc n/a 0.0 0.0 n/a 1.656 n/a Actual Soil Bearing Stress +Z -X Actual / Allowable Ratio 1.656 n/a n/a 1.656 n/a 1.656 0.964 0.964 Rotation Axis & Load Combination^.. Footing Has NO Overturning Sliding Stability Force Application /^xis Load Combination... Footing Has NO Sliding Footing Flexure Footing Flexure Overturnjng Moment Sliding Force Which Tension @ Bot. Resisting Moment Stability Ratio Status Resisting Fojce Slid|ng SafetyRatio Status Load Combination... Mu Side? or Top? X-X, +1.40D 12.335 +Z Bottom X-X, +1.40D 12.335 -Z Bottom Z-Z,+1,40D 12.335 -X Bottom Z-Z, +1,40D 12.335 +X Bottom One Way Shear Load Combination... Vu@-X Vu @ +X Vu +1.40D 25.067 DSi 25.067 DSi Punching Shear Load Combination... Vu „ +1.40D 106.37 DSi 0.39 0.39 0.39 0.39 Gvrn^As Bendina Bendina Bendina Bendina Actual As 0.44 0.44 0.44 0.44 Phi'Mn 28.675 28.675 28.675 28.675 Status OK OK OK OK yu@+z Vu:Max 25.067 DSi 25.067 DSi 25.067 DSi PhiVn Phi'Vn/Vu 85 Dsi 0.2949 OK Phi'Vn 170 DSi Vu/Phi'Vn Status 0.6257 OK INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 2807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Uc. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC, INC 1983-2010, Ven 6.1.51, N:75423 I License Owner : INLAND ENGINEERiNG CONSULTING INC Description: 1A-frame 1 General Information Calculations per IBC 2006, CBC 2007, ACi 318-05 IVlaterial Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (J) Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0,00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow, Pressure Increase per foot of depth when base footing is below Increases based on footing Widtii Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0,30 ft ksf ft ksf ft Width along X-X Axis = 4.50 ft Length along Z-Z Axi = 4.50 ft Footing Thicknes = 16.0 jn Load location offset from footing center... ex: Along X-X Axis . = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions... px: Along X-X Ax.\s - in pz: Along Z-Z Axis I in Height ~ in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing _ Bars along X-X Axis Number of Bars ~ 4.0 Reinforcing Bar Size = #6 Bars along Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone p/a # Bars required on each side of zone n/a Applied Loads P: Column Load OB: Overburden M-xx M-zz V-x V-z JD 26.50 Lr W k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Description: DESIGN SUMMARY lA-frame 1 Min. Ratio Item PASS 0.8870 Soil Bearing PASS n/a Overturning - X-X PASS n/a Overturning - Z-Z PASS n/a Sliding - X-X PASS n/a Sliding - Z-Z PASS n/a Uplift PASS 0,2101 Z Flexure (+X) PASS 0.2101 Z Flexure (-X) PASS 0.2101 X Flexure (+Z) PASS 0.2101 X Flexure (-Z) PASS 0.1575 1-way Shear (+X) PASS 0.1575 1-way Shear (-X) PASS 0.1575 1-way Shear (+Z) PASS 0.1575 1-way Shear (-Z) PASS 0.3021 2-way Punching Detailed Resujts SoijBearmg Rotation Axis & Load Combination.. X-X,+D Z-Z,+D Overturning Stability Rotation Axis & LoadCombinatjon... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Gross Allowable 1.693 1.693 File: C:\Docunients and Settingstehawn nil<joo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2010, Ven 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Applied Capacity Design OK Governing Load Combination 1,502 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0,0 k 4.637 k-ft 4,637 k-ft 4,637 k-ft 4.637 k-ft 13.388 psi 13.388 psi 13.388 psi 13.388 psi 51.359 psi Xecc Zecc n/a 0,0 0.0 n/a 1.502 n/a 1.693 ksf +D 0.0 k-ft No Overturning 0,0 k-ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0,0 k No Uplift 22,070 k-ft +1,40D 22.070 k-ft +1.40D 22.070 k-ft +1.40D 22.070 k-ft +1,40D 85.0 psi +1.40D 85.0 psi +1.40D 85.0 psi +1.40D 85.0 psi +1.40D 170.0 psi +1,40D Actual Soil Bearing Stress +Z •X 1.502 n/a n/a 1,502 n/a 1,502 Overturning Moment^ Resisting Moment Stability Ratio Actual / Allowfable Ratio 0,887 0.887 Status Sliding Force Resisting Force Sliding SafetyRatio Status Footing Flexure Footing Flexure Which Tension &) Bot. Load Combination... Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi'Mn Status X-X, +1,40D 4.637 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X.+1,40D 4,637 -Z Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.40D 4.637 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.40D 4.637 +X Bottom 0.35 Bendina 0.39 22.07 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu( I-Z Vu ^ g +Z Vu:Max PhiVn Phi'Vn/Vu Status +1.40D 13.388 DSi 13.388 DSi 13.388 DSi 13.388 DSi 13.388 DSi 85 DSi 0.1575 OK Punching Shear Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 51.359 DSi 170Dsi 0.3021 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. ^2807 Title: NCCC Job* 101585 Dsgnr: Project Desc: nil Project Notes: ' f General Footing Design File: C:\Documents and Settingstehawn nikjoo\My DocumentsOERCALC Data Files\nccc_101585.ec6 i ENERCALC. INC. 1983-2010, Ven 6.1.51, N:75423 | iLiG.* : KW-06006198 License Owner :TNLAND ENGINEERING CONSULTING ING Description: lA-frame A General Information Calculations per !BC 2006, CBC 2007, ACi 318-05 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density O Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis = 5.750 ft Length along Z-Z Axi = 5.750 ft Footing Thicknes = 16 Oin Load location offset from footing center... ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions... px: Along X-X Axis = in pz: Along Z-Z Axis z in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Remforcing Bars along X-X Axis Number of Bars 5.0 Reinforcing Bar Size = #6 Bars along Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( = * 6 5': 9" Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loadls P: Column Load OB: Overburden M-xx M-zz V-x V-z 49,20 Lr W k ksf k-ft k-ft m INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design File: C:\Documents and Settingstehawn nikjooWy DocumentslENERCALC Data FilesViccc_101585.ec6 ENERCALC, INC. 1983-2010. Ver: 6.1.51, N:75423 Uc. #: KW-06006198 U y License! Owner: INLAND ENGINEERING CONSULTING ING 1 A-frame A Description: DESIGNSUMMARY Min. Ratio Item PASS 0.9927 Soil Bearing PASS n/a Overturning - X-X PASS n/a Overtuming - Z-Z PASS n/a Sliding - X-X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.3984 Z Flexure (+X) PASS 0.3984 Z Flexure (-X) PASS 0.3984 X Flexure (+Z) PASS 0.3984 X Flexure (-Z) PASS 0,2770 1-way Shear (+X) PASS 0,2770 1-way Shear (-X) PASS 0.2770 1-way Shear (+Z) PASS 0,2770 1-way Shear (-Z) PASS 0,5754 2-way Punching Applied Capacity Design OK Goveming Load Combination Detailed Results Soil Bearing Rotation Axis & Load Combination.. Gross Allowable 1.681 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 8.608 k-ft 8.608 k-ft 8.608 k-ft 8.608 k-ft 23.549 psi 23.549 psi 23.549 psi 23.549 psi 97.818 psi Xecc Zecc 1.693 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 21.608 k-ft 21.608 k-ft 21,608 k-ft 21,608 k-ft 85.0 psi 85,0 psi 85.0 psi 85,0 psi 170,0 psi +D No No No No No +1 +1 +1 +1 +1 +1 +1 +1.. +1,- Overturning Overturning Sliding Sliding Uplift ,40D 40D ,40D ,40D ,40D 40D 40D 40D ,40D Actual Soil Bearing Stress +Z -X Actual / Allowable Ratio X-X,+€ Z-Z,+0 Overturning Stability 1.693 1.693 n/a 0.0 0.0 n/a 1.681 n/a 1,681 n/a n/a 1.681 n/a 1.681 0.993 0.993 Rotation Axis & Load Combination... Overturning IVIoment Resisting Moment Stability Ratio Status Foottng Has NO Overtuming Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination... Which Tension @ Bot. Mu Side? or Top? As Req'd Gvrn. As Actual As Phi'Mn Status X-X.+1.40D X-X,+1.40D Z-Z,+1.40D Z-Z, +1.40D One Way Shear 8.608 8.608 8.608 8.608 +Z Bottom -Z Bottom -X Bottom +X Bottom 0.35 0.35 0.35 0.35 Bendina 0.38 Bendina 0.38 Bendina 0.38 Bendina 0,38 21.608 21.608 21.608 21.608 OK OK OK OK Load Combination... Vu@-X Vu@+X Vu@-Z Vu@ +Z Vu.Max PhiVn Phi'Vn/Vu Status +1.40D Punching Shear 23.549 Dsi 23.549 Dsi 23.549 Dsi 23.549 DSi 23.549 DSi 85 Dsi 0.277 OK Load Combirwtion^ Vu Phi'Vn Vu / Phi'Vn Status +1.40D 97.818 DSi 170 DSI 0.5754 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Lie. #: KW-06006198 i^ile: C:\Documents and Settings\shawn nikjoo\My Documents\ENERCALC DataFiles\nccc_101585.ec6 b ENERCALC, INC 1983-2010, Ven 6.1.51. N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Description: 1B General information Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties fc: Concrete 28 day strength = 2.50 ksi Fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145,0 pcf d) Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Add Ftg Wt for Soil Pressuse Yes Use ftg wt for stability, moments & shears : Yes AutoCalc Pedestal Weight as DL : No Dimensions Width along X-x Axis = 7.0 ft Length along Z-Z Axi = 7.0 ft Footing Thicknes = 16.0 jp Load location offset from footing center... ex: Along X-X Axis = 0 in ez: Along Z-Z km, - 0 in Pedestal dimensions... px: Along X-X Axis = in pz: Along Z-Z Axis ~_ in Height ~ in Rebar Centertine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars along X-X Axis Number of Bars ~ 6.0 Reinforcing Bar Size = #6 Bars along Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Siz( = * 6 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft T t 0" Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer.Separation n/a # Bars required within zone n/a * Bars required on each side of zone n/a AppliedJ-oads _ iPli Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 70.430 k ksf k-ft k-ft k k • INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 General Footing Design Uc. # : KW-06006198 Description: 1B Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Docunients and Setlings\shawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2010, Ver: 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC DESIGNSUMMARY Design OK • Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9632 Soil Bearing 1.631 ksf 1.693 ksf +D PASS n/a Overtuming - 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 0.5783 Z Flexure (+X) 12.323 k-ft 21.310 k-ft +1.40D PASS 0.5783 Z Flexure (-X) 12.323 k-ft 21.310 k-ft +1.40D PASS 0.5783 X Flexure (+Z) 12.323 k-ft 21.310 k-ft +1,40D PASS 0.5783 X Flexure (-Z) 12.323 k-ft 21,310 k-ft +1.40D PASS 0.3683 1-way Shear (+X) 31.302 psi 85.0 psi +1.40D PASS 0.3683 1-way Shear (-X) 31.302 psi 85.0 psi +1,40D PASS 0.3683 1-way Shear (+Z) 31.302 psi 85.0 psi +1.40D PASS 0.3683 1-way Shear (-Z) 31.302 psi 85.0 psi +1.40D PASS 0.8395 2-way Punching 142.72 psi 170.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allovrable Xecc Zecc +Z +Z •X -X Ratio X-X,+0 1.693 n/a 0.0 1.631 1.631 n/a n/a 0.963 Z-Z,+D 1.693 0.0 n/a n/a n/a 1.631 1.631 0.963 Overtuming Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Which Tension @ Bot. Load Combination... Mu Side? or Top? As Req'd Gvrn. As Actual As Phi'Mn Status X-X,+1.40D 12.323 +Z Bottom 0.35 Bendina 0.38 21.31 OK X-X.+1.40D 12.323 -Z Bottom 0.35 Bendina 0.38 21.31 OK Z-Z,+1.40D 12.323 -X Bottom 0.35 Bendina 0.38 21.31 OK Z-Z, +1.40D 12.323 +X Bottom 0.35 Bendina 0.38 21,31 OK One Way Shear Load Combination... J/u @A Vu @+X Vu @ -Z Vu @ +Z Vu:Max PhiVn Phi'Vn/Vu Status +1.40D 31.302 DSi 31.302 DSi 31.302 Dsi 31.302Dsi 31.302 Dsi 85 DSi 0.3683 OK Punching Shear Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 142.72 DSi 170DS 0.8395 OK m INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 12807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 7fl General Footing Design Lie. #: KW-06005198 Description: D General Information File: C:\Documents and Settingstehawn nikjoo\My Documenls\ENERCALC Data Files\nccc_101585«:6 • ENERCALC, INC 1983-2010, Ven 6.1.51, N:75423 I License Owner : INLAND ENGINEERING CONSULTING INC Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density O Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min, Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow, Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width along X-X Axis Length along Z-Z Axi Footing Thicknes = Load location offset from footing center., ex: Along X-X Axis = ez: Along Z-Z Axis = Pedestal dimensions... px: Along X-X Axis = pz: Along Z-Z Axis Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing Bars along X-X Axis Number of Bars Reinforcing Bar Size Bars along Z-Z Axis Number of Bars Reinforcing Bar Siz( 5.250 ft 5.250 ft 16.0 in 0 in 0 in in in in 3.0 in 5.0 * 6 5.0 * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a * Bars required on each side of zone n/a Applied Loads _ W P: Column Load OB: Overburden M-xx M-zz V-x V-z 39.30 k ksf k-ft k-ft k k INLAND ENGINEERING Title: NCCC Job* 101585 4883 E. LA PALMA STE.501-A ANAHEIM.CA, .92807 Dsgnr: Projecl Desc: Project Notes: General Footing Design File: C:\Documents and Settingstehawn nilcjoo\My Docunnents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC INC. 1983-2010, Ver: 6,1.51, N:75423 | |Lic. #: KW-06006198 License Owner : INLAND ENGINEERING CONSULTING INC ^^^H Description: D DESIGNSUMMARY Design OK i^^^l Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9561 Soil Bearing 1.619 ksf 1.693 ksf +D 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 0.2916 Z Flexure (+X) 6.876 k-ft 23.585 k-ft +1.40D PASS 0.2916 Z Flexure (-X) 6.876 k-ft 23.585 k-ft +1.40D PASS 0.2916 X Flexure (+Z) 6.876 k-ft 23.585 k-ft +1.40D PASS 0.2916 X Flexure (-Z) 6.876 k-ft 23.585 k-ft +1.40D PASS 0.2318 1-way Shear (+X) 19.706 psi 85.0 psi +1.40D PASS 0.2318 1-way Shear (-X) 19.706 psi 85.0 psi +1.40D PASS 0.2318 1-way Shear (+Z) 19.706 psi 85.0 psi +1.40D PASS 0.2318 1-way Shear (-Z) 19.706 psi 85.0 psi +1.40D PASS 0,4596 2-way Punching 78.135 psi 170.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress +Z +Z -X Actual / Allowable -X Ratio 1 X-X,+D Z-Z,+D Overtuming Stability 1.693 1.693 n/a 0.0 0.0 n/a 1.619 1.619 n/a n/a n/a 1.619 n/a 0.956 1.619 0.956 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination... Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi'Mn Status X-X,+1,40D X-X,+1,40D Z-Z,+1.40D Z-Z.+1.40D One Way Shear 6.876 6.876 6.876 6.876 +Z Bottom -Z Bottom -X Bottom +X Bottom 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.42 0,42 0,42 0.42 23.585 OK 23.585 OK 23.585 OK 23.585 OK Load Combination... Vu@-X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max PhiVn Phi*Vn/Vu Status +1.40D Punching Shear 19.706 Dsi 19.706 Dsi 19.706 DSi 19.706 osi 19.706 osi 85 DSi 0.2318 OK Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 78.135 DSi 170 DSi 0.4596 OK INUND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Lie. #: KW-06006198 Description: pad at bm. 16 General Information 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 IVlaterial Properties f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density O Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressuse Use ftg wt for stability, moments & shears AutoCalc Pedestal Weight as DL Dimensions 0.00140 0,00180 1.50 1.50 Yes Yes No Width along X-X Axis = 6.50 ft Length along Z-Z/\xi = 6.50 ft Footing Thicknes = 16.0 jn Load location offset from footing center... ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = Oin Pedestal dimensions... px: Along X-X Axis = in pz: Along Z-Z Axis ^ in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars along X-X Axis Number of Bars ~ 6.0 Reinforcing Bar Size = * 6 Bars along Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sizf = * 6 File: C:\Documents and Settingstehawn nil<joo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALCINC 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Calculations per IBC 2006. CBC 2007. ACI 318-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Deptti Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Mi Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone # Bars required on each side of zone Applied J.oads _ n/a n/a n/a Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 29.50 29.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. U PALMA STE,501~A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Lic.#: KW-06006198 Description: pad at bm. 16 DESIGNSUMMARY File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nocc_101585.ec6 H ENERCALC INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Kern Applied Capacity Governing Load Combination PASS 0.9390 Soil Bearing 1.590 ksf 1.693 ksf +D+L+H 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 0.4511 Z Flexure (+X) 10.323 k-ft 22.887 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0,2255 Z Flexure (-X) 5,162 k-ft 22.887 k-ft +1.40D PASS 0.4511 X Flexure (+Z) 10.323 k-ft 22.887 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.4511 X Flexure (-Z) 10.323 k-ft 22.887 k-ft +1.2OD+O.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (+X) 27.153 psi 85.0 psi +1.20D-tO.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (-X) 27.153 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (+Z) 27.153 psi 85.0 psi +1.20D+{).50Lr+1.60L+1.60H . PASS 0.3194 1-way Shear (-Z) 27.153 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.6972 2-way Punching 118.52 psi 170.0 psi +1.20D+{).50Lr+1,60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X.+D 1.693 n/a 0.0 0.8916 0.8916 n/a n/a 0.527 X-X, +0+L+H 1.693 n/a 0.0 1.590 1.590 n/a n/a 0.939 X-X, +D+{).750Lr-tO.750L+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +D-K),750L+{).750S+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +O+{).750Lr+0.750L+O.750W+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0,836 X-X, +D+0.750L+O,750S+O.750W+H 1.693 n/a 0,0 1.415 1.415 n/a n/a 0.836 X-X, +D-tO.750Lr+{).750L+O,5250E+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +O+0.750L-K),750S+{).5250E+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 Z-Z.+D 1.693 0.0 n/a n/a n/a 0.8916 0.8916 0.527 Z-Z. +D+L+H 1.693 0.0 n/a n/a n/a 1.590 1.590 0.939 Z-Z, +D-K).750Lr+{).750L+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z, +D+{).750L+{),750S+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z, +D-K).750Lr+O.750L+O,750W+fl 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z, +D+O,750L+O.750S+O.750W+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z, +D-K).750Lr-K),750L+{).5250E+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z, +D+O.750L+O.750S+O.5250E+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Overturning Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Foottng Has NO Sliding Footing Flexure Footing Flexure Which Tension &. BoL Load Combination... Mu Side? orlop? As Req'd Gvrn. As Actual As Phi*Mn Status X-X. +1.40D 5.162 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X.+1.40D 5.162 -Z Bottom 0.35 Bendina 0,41 22,887 OK X-X, +1,20D+0.50Lr+1.60L+1,60H 10.323 +Z Bottom 0.35 Bendina 0,41 22.887 OK X-X, +1,20D+O,50Lr+1.60L+1,60H 10.323 -Z Bottom 0.35 Bendina 0,41 22.887 OK X-X, +1,20D+1.60L+{),50S+1.60H 10.323 +Z Bottom 0.35 Bendina 0,41 22.887 OK X-X, +1.20D+1.60L+O.50S+1.60H 10.323 -Z Bottom 0.35 Bendina 0,41 22.887 OK X-X, +1,20D+1.60Lr+O.50L 6.268 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1.20D+1.60Lr+0.50L 6.268 -Z Bottom 0.35 Bendina 0,41 22,887 OK X-X,+1.20D-K).50L+1.60S 6.268 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1.20D+0,50L+1.60S 6.268 -Z Bottom 0.35 Bendina 0,41 22,887 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, . 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design Description: pad at bm. 16 File: C:\Documents and Settingstehawn nil<joo\My [Document$\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2010, Ver: 6,1.51, N:75423 I License Owner: JNLAND ENGINEERING CONSULTING INC X-X, +1.20D-»O.50Lr+{).50L+1,60W X-X, +1.20D+{),50Lr-K).50L+1.60W 6.268 6.268 +Z Bottom -Z Bottom 0.35 0.35 Bendina Bendina 0.41 0.41 22.887 22.887 OK OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA k,92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Design File: C:\Documents and Settingstehawn nikjooWy Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC, INC. 1983-2010, Ven 6.1.51, N:75423 | Lie. #: KW-06006198 ^ ^ ^ ucense Owner : INLAND ENGINEERING CONSULTING tNC Description: pad at bm. 16 Footing Flexure Footing Flexure Which Tension §> Bot. Load Combination... Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi*Mn Status X-X, +1.20D-»{).50L+O,50S+1,60W 6.268 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1.20D+{).50L-tO.50S+1.60W 6.268 -Z Bottom 0.35 Bendina 0.41 22.887 OK X-X.+1.20D+O.50L+O.20S+E 6.268 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X.+1.20D-K).50L+O.20S+E 6.268 -Z Bottom 0.35 Bendina 0.41 22.887 OK Z-Z. +1.40D 5.162 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,40D 5.162 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+O,50Lr+1.60L+1.60H 10.323 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+{).50Lr+1.60L+1.60H 10.323 +X Bottom 0.35 Bendina 0,41 22.887 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 10,323 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+1.60L+O.50S+1.60H 10.323 +X Bottom 0.35 Bendina 0,41 22.887 OK Z-Z,+1.20D+1.60Lr+0.50L 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1.20D+1.60Lr+<).50L 6,268 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z.+1.20D+0.50L+1.60S 6,268 -X Bottom 0.35 Bendina 0.41 22,887 OK Z-Z,+1.20D+O.50L+1.60S 6.268 +X Bottom 0.35 Bendina 0.41 22,887 OK Z-Z, +1.20D-K).50Lr+O.50L+1.60W 6.268 -X Bottom 0,35 Bendina 0.41 22,887 OK Z-Z, +1.20D+0.50Lr-tO.50L+1.60W 6.268 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+O.50L+O.50S+1,60W 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z. +1.20D+O.50L+O.50S+1.60W 6.268 +X Bottom 0.35 Bendina 0.41 22,887 OK Z-Z.+1.20D+O.50L-K).20S+E 6.268 -X Bottom 0.35 Bendina 0.41 22,887 OK Z-Z,+1.20D+O.50L+O.20S+E 6.268 +X Bottom 0.35 Bendina 0.41 22,887 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ( i-Z Vu@+Z Vu:Max PhiVn Phi*Vn/Vu Status +1.40D 13.577 DSi 13.577 DSi 13.577 DSi 13.577 DSi 13.577 DSi 85 DSi 0,1597 OK +1.20D-K).50Lr+1.60L+1.60H 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 85 DSi 0,3194 OK +1.20D+1.60L+O.50S+1.60H 27.153 DSi 27.153 DSi 27,153 DSi 27.153 DSi 27.153 DSi 85 DSi 0,3194 OK +1.20D+1.60Lr+O.50L 16.486 DSi 16.486 DSi 16,486 DSi 16.486 DSi 16.486 DSi 85 DSi 0,194 OK +1.20D+0,50L+1.60S 16.486 DSi 16.486 DSi 16.486 DSi 16,486 DSi 16.486 DSi 85 DSi 0,194 OK +1,20D+O.50Lr+{),50L+1,60W 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 85 DSi 0.194 OK +1.20D+<].50L+O.50S+1.60W 16.486 DSi 16.486 DSi 16.486 DSi 16.486 Dsi 16.486 DSi 85 DSi 0,194 OK +1.20D+O.50L+O.20S+E 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 85 DSi 0.194 OK Punching Shear Load CojnWnat|on... Vu Phi'Vn Vu / Phi*Vn Status +1.40D 59.259 DSi 170DS 0.3486 OK +1,20D+O.50Lr+1.60L+1.60H 118.52 DSi 170DS 0.6972 OK +1,20D+1.60L-t{l.50S+1.60H 118.52 DSi 170DS 0.6972 OK +1.20D+1,60Lr+{).50L 71.958 DSi 170DS 0.4233 OK +1.20D+fl.50L+1.60S 71.958 DSi 170DS 0.4233 OK +1.20D+O.50Lr+O.50L+1.60W 71.958 DSi 170DS 0.4233 OK +1.20D+{).50L+O.50S+1,60W 71.958 DSi 170DS 0.4233 OK +1.20D+O.50L+O.20S+E 71.958 DSi 170DS 0.4233 OK