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Home My WebLink AboutPD 2020-0008; CHURCH RESIDENCE; STRUCTURAL DESIGN CALCULATIONS; 2020-04-24STRUCTURAL DESIGN CALCULATIONS FOR CHURCH RESIDENCE DRAINAGE VAULT DEV2019-0036 ADAMS ST. CARLSBAD, California PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC CONSULTING ENGINEERS 2187 NEWCASTLE AVE., SUITE 103, CARDIFF, CA 92007 {760) 436-8500 18-045 4/24/20 RECE VED SEP O 2 2020 LANC Of:VELOPMEN T ENGINEERING I U) 0. _j PD 2020-0008 ~ 'S?AL& I I'-::-6 I l H-LJ(LC/1 X 34-.62 ~M/TS OF ROOF~------------- LIM/ BIOFIL TRA TION BASIN 18• ENGINEERfD SOIL 6" PVC @ 3% IMP 7 --------- 11oRE i,,l,NG CONDITIONS CKFILL 1-\J.- WAITS OF DECK -------- POOL BY OTHERS ws 26.0 • ':>\) ,~- BOTTOM 19. ~ _,,\) \1· ~ i 5• p[RFORA 1cD PVC PIPE PLAC( SLO.TS AT /Nv£RT ... • ,,~ rr. ,-.o A \&:I FIii FD-7RENCH i SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB ___ ..... e,,c.z;t1,""""L ..... 1tl.-=-v1-1___,_,_ ______ _ SHEET HO.-~----OF • ' CALCULATED 9y_._fl:=-5 ___ DATE 2/ 11 / /L,Q CHECKED BY------DATE----- SCALE Project Title: Church Residence Engineer: RDS Project ID: 18-045 ntle Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Project Descr: Single Family Residence Title Block Line 6 Pnnted 17 JAN 2020 1 40PM Concrete Beam File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Softwaie 2019, Build:12.19.11.30 . DESCRIPTION: Storage vault Slab 1 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties fc ,a = 3.0 ksi ch Phi Values fr= re • 7.50 = 410.792 psi i.v Density = 145.0 pcf ~, = A LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy -Stirrups fy -Main Rebar = 60.0 ksi E -Stirrups E -Main Rebar 29,000.0 ksi Stirrup Bar Size# Number of Resisting Legs Per S1irrup = r Cross Section & Reinforcing Details Rectangular Section, Width= 14.0 In, Height= 7.0 in Span #1 Reinforcing .... 8 0 rt Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 0(0 035) LIO 075J • 12 0 rt 14"wx7"h • • -·I 2-#5 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span 2-#5 at 2.0 in from Top, from 8.0 to 12.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0.0350, L = 0.0750 k/ft, Tributa,y Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MlNimum -+04-1 -+O-+l 4-1 ..0-+lr 4-1 ..O+S..+-1 -+0-+0.750Lr-+0.750L +H -+0-+0.750L-+0.750S..+i -+0-+0.60W..+i -+0-+0.750Lr-+0.750L-+0.450W+H -+0-+-0 .7 50L -+O .7 50S-+O. 450W ..+i -+0.60O-+0.60W.0.60H -+0-+0.70E-+0.60H --0.453 : 1 Typical Section 5.664 k-ft 12.496 k-ft Support 1 1.252 0.450 0.802 1,252 0.802 0.802 1 140 1.140 0.802 1.140 1.140 0.481 0.802 6.011 ft Span# 1 Support 2 1.252 0.450 0.802 1.252 0.802 0.802 1.140 1140 0.802 1.140 1.140 0.481 0.802 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left Is #1 _ _ Oesig_l'l_ OK _ 0.028 in Ratio = 0 000 in Ratio = 0.078 in Ratio = 0.000 in Ratio= 5142>=360 O<360.C 1848>=180 0<180.C Trtle Block Line 1 Project Title: Church Residence 0) You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr: Single Family Residence Title Block' selection. Title Block Line 6 Pnnted 17 JAN 2020 1 ◄OPM Concrete Beam File= C:\Users\BoblDOCUME-11ENERCA-1I18-045 Church.ec6 . Software yrighl ENERCALC, INC. 1983-2019, Build:12.19.11.l) . t .tt: .. • ... . : .... DESCRIPTION: Storage vault Slab 1 Vertical Reactions Suppcrt notation : Far left Is #1 Lead Combination Support 1 Support 2 .tl:.0.750L :.0.750S-+-0.5250E41 1.140 1.140 +0.60D+0.70E.+i 0.481 0481 D Only 0.802 0.802 Lr Only LOnly 0.450 0.450 S Only WOnly E Only HOnty Detailed Shear Information Span Distance 'r! Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (111) Actual Des19n (k-ft) (k) (k) (k) Req'dSuggest +1.40D+1.70L-+-0.50S+1.60H 1 0.00 5.00 1.89 1.89 0.00 1.00 6.63 Vu< PhiVrl2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L +Q.50S+1.60H 0.13 5.00 1.85 1.85 0.24 1.00 6.63 Vu< PhiVrl2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L+0.50S+1.60H 0.26 5.00 1.81 1.81 0.48 1.00 6.63 Vu< PhiVrl2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D•1.70L+0.50S•1.60H 0.39 5.00 1.76 1.76 0.72 1.00 6.63 Vu< PhiVrl2 lot Reqd 9.6. 6.6 00 0.0 +1.40D+1.70L +0.50S+1.60H 052 5.00 1.72 1.72 0.95 0.76 6.34 Vu< PhiVrl2 lot Reqd 9.6. 6.3 0.0 0.0 +1.400+1.70L +Q.50S+1.60H 0.66 5.00 1.68 1.68 1.17 0.60 6.16 Vu< PhiVrl2 tot Reqd 9.6. 6.2 0.0 0.0 +1.400+1.70L +Q.50S+1.60H 0.79 5.00 1.64 1.64 1.39 0.49 6.04 Vu< PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.400+1.70l +0.50S+1.60H 0.92 5.00 160 1.60 1.60 0.42 5.95 Vu< PhiVrl2 lot Reqd 9.6. 5.9 0.0 00 +1.40D+170L+0.50S+1.60H 1.05 5.00 1.56 1.56 1.81 0.36 5.88 Vu< PhiVrl2 lot Reqd 9.6. 5.9 0.0 00 +1.40D+1.70L+0.50S+1.60H 1.18 5.00 1.52 1.52 2.01 0.31 583 Vu< PhiVd2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 1.31 5.00 1.48 1.48 2.21 0.28 5.79 Vu< PhiVd2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1.44 5.00 1.43 1.43 2.40 0.25 5.75 Vu< PhiVrl2 lot Reqd9.6 5.8 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 1.57 5.00 1.39 1.39 2.58 0.22 5.72 Vu< PhiVrl2 lotReqd9.6 57 0.0 0.0 +1.40D+1.70L +0.50S•1.60H 1.70 5.00 1.35 1.35 2.76 0.20 5.70 Vu< PhiVrl2 lot Reqd9.6 5.7 0.0 00 +1 .40D+1.70L +0.50S+1.60H 1.84 5.00 1.31 1.31 2.94 0.19 5.68 Vu< PhiVd2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1.97 5.00 1.27 1.27 3.11 0.17 5.66 Vu< PhiVrl2 lot Reqd 9.6. 57 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2.10 5.00 1.23 1.23 3.27 0.16 5.65 Vu< PhiVc/2 lot Reqd 9.6. 5.6 00 00 +140D+1.70l+0.50S+1.60H 2.23 5.00 1.19 1.19 3.43 0 14 5.63 Vu< PhiVrl2 tot Reqd 9.6. 5.6 00 0.0 +1.400+1.70L +0.50S+1.60H 2.36 5.00 1.15 1.15 3.58 0.13 5.62 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1 70L+0.50S+1.60H 2.49 5.00 1.10 1.10 3.73 0.12 5.61 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+170L +0.50S+1.60H 2.62 5 00 106 1.06 3.87 0.11 5.60 Vu< PhiVrl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+170L +0.50S+1.60H 2.75 5.00 1.02 1.02 4.01 0 11 5.59 Vu< PhiVrl2 lot Reqd 9.6. 56 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2.89 5.00 0.98 0.98 4.14 0.10 5.58 Vu< PhiVrl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.02 5.00 0.94 0.94 4.26 0.09 5.57 Vu< PhiVc/2 tot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L-+0.50S+1 60H 3.15 5.00 0.90 0.90 4.38 0.09 5.56 Vu< PhiVrl2 lot Reqd 9.6. 5.6 00 0.0 +1.40D+1.70L+0.50S+1 60H 3.28 5.00 0.86 0.86 4.50 0.08 5.56 Vu< PhiVrl2 lot Reqd 9.6 56 00 0.0 +1.40D+1.70L+0.50S+1,60H 3.41 5.00 0.82 0.82 4.61 0.07 5.55 Vu< PhiVrl2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L+0.50S+1,60H 3.54 5.00 0.77 0.77 4.71 0.07 5.54 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.67 5.00 0.73 0.73 4.81 0.06 5.54 Vu< PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 3.80 5.00 069 0.69 4.90 0.06 5.53 Vu< PhiVrl2 lot Reqd 9.6. 5.5 0.0 00 +1.40D+1.70L+0.50S+1.60H 3.93 5.00 0.65 0.65 4.99 0.05 5.53 Vu< PhiVrl2 lot Reqd 9.6. 5.5 0.0 0.0 •1.40D+1.70l +0.50S+1.60H 1 4.07 5.00 0.61 0.61 5.08 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1 4.20 5.00 0.57 0.57 5.15 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1 70L+0.50S+1.60H 4.33 5.00 0 53 0.53 5 22 0.04 5.51 Vu< PhiVrl2 lot Reqd 9.6. 55 0.0 0.0 +1 400+1.70L+0.50S+1.60H 4.46 5.00 0 48 0.48 5.29 0.04 5.51 Vu< PhiVrl2 lotReqd9.6 5.5 00 0.0 +1.40D+1,70L +0.50S+1.60H 4.59 5.00 0.44 0.44 5.35 0.03 5.50 Vu< PhiVrl2 lot Reqd 9 .6. 5.5 00 0.0 +1.400+1.70L +0.50S+1.60H 4.72 5.00 0.40 0.40 5.41 0.03 5.50 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 4.85 5.00 0.36 0.36 5.46 0.03 5.50 Vu< PhiVd2 lot Reqd 9.6. 5.5 0.0 00 +1.40D+1.70L+0.50S+1 60H 4.98 500 0.32 0.32 5.50 0.02 5.49 Vu< PhiVrl2 tot Reqd 9.6. 5.5 0.0 00 +1.40D+1,70L +0.50S+1.60H 5.11 5.00 0.28 0.28 5.54 0.02 5.49 Vu< PhiVrl2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 5.25 5.00 0.24 0.24 5.57 0.02 5.48 Vu< PhiVrl2 tot Reqd 9 .6. 5.5 0.0 0.0 +1.40D+1.70l +0.50S+1.60H 5.38 5.00 0.20 0.20 5.60 0.01 5.48 Vu<PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 +140D+1 70L+0.50S+1.60H 5.51 5.00 0.15 0.15 5.63 0.01 5.48 Vu< PhiVrl2 tot Reqd 9.6. 5.5 0.0 0.0 Title Block Line 1 Project Title: Church Residence ® You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr: Single Family Residence Title Block' selection. Tille Block Line 6 Printed 17 JAN 2020 1 40PM Concrete Beam File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church,ec6 • Sotlware right ENERCALC, INC. 1983-2019, Build:12.19.11.30 . DESCRIPTION: Storage vault Slab 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phl-Vn Spacing (in) Load Combination Number (ft) (In) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.70L-•-0.50S+1.60H 5.64 5.00 0.11 0.11 5.64 0.01 5,47 Vu< PhiVd2 lot Reqd 9.6. 5.5 0,0 0.0 +1400+1.70L+0.50S+1.60H 5.77 5.00 0.07 0.07 5.66 0.01 5.47 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L+0.50S+1.60H 5.90 5.00 0.03 0.03 5.66 0.00 5.47 Vu< PhiVc/2 lotReqd 9.6 5.5 0.0 0.0 +1.400+1.70L +0.50S+1.60H 6.03 5.00 -0.01 0.01 5.66 0.00 5.46 Vu< PhiVc/2 lot Reqd 9.6, 5.5 0,0 0.0 +1.400+1.70L+0.50S+1.60H 6.16 5.00 -0.05 0.05 5.66 0.00 5.47 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1400+1.70l+0.50S+1.60H 6.30 5.00 -0.09 0.09 5.65 0.01 547 Vu< PhiVc/2 lotReqd 9.6 5.5 00 0.0 +1.40D+1.70L +0.50S+1.60H 6.43 5.00 -0.13 0.13 5.64 0.01 5.48 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L +0.50S+1.60H 6.56 5.00 -0.18 0.18 5.61 0.01 5.48 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0,0 + 1.400+1.70L +0.50S+1.60H 6.69 5.00 -0.22 0.22 5.59 0.02 5.48 Vu< PhlVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1400+1.70L+0.50S+1.60H 6.82 5.00 -0.26 0.26 5.56 0.02 5.49 Vu< PhiVc/2 lot Reqd 9.6. 5.5 00 0.0 +1.400+1.70L +0.50S+1.60H 6.95 5.00 -0.30 0.30 5.52 0.02 5.49 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 7.08 5.00 -0.34 0.34 5.48 0.03 5.49 Vu< PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 +1400+1.70l+0.50S+1.60H 7.21 500 -0.38 0.38 5.43 0.03 5.50 Vu <PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L +0.50S+1.60H 7.34 5.00 -0.42 0.42 5.38 0.03 5.50 Vu<PhiVc/2 IOI Reqd9.6 5.5 0.0 0.0 +1,400+1.?0L +0.50S+1.60H 7.48 5.00 -0.46 0.46 5.32 0.04 5.51 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 + 1.400+1.70L +O.SOS+ 1.60H 7.61 5.00 -0.51 0.51 5.26 0.04 5.51 Vu< PhiVc/2 lot Reqd 9.6, 5.5 0.0 0.0 +1 400+1.70L+0.50S+1.60H 7.74 5.00 -0.55 0.55 5.19 0.04 5.51 Vu <PhiVc/2 lotReqd 9.6 5.5 00 0.0 +1.400+1.70L +0.50S+1.60H 7.87 5.00 -0.59 0.59 5.11 0.05 5.52 Vu< PhiVc/2 lotReqd 9.6 5.5 0.0 0.0 +1.400+1.70L +O.SOS+ 1.60H 8.00 5.00 -0.63 0.63 5.03 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1 400+1.70L +O 50S+1 .60H 8.13 5.00 -0.67 0.67 4.95 0.06 5.53 Vu <PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1400+1.70L+0.50S+1.60H 8.26 5.00 -0.71 0.71 4.86 0.06 5.53 Vu< PhiVd2 lotReqd 9.6 5.5 0.0 0.0 +1.400+1.70L +0.50S+1.60H 8.39 5.00 -0.75 0.75 4.76 0.07 5.54 Vu<PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 + 1 .400+ 1. 70L +0.50S+ 1.60H 8.52 5.00 -0.79 0.79 4.66 0.07 5.55 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1 400+1.70L+0.50S+1.60H 8.66 5.00 -0.84 0.84 4.55 0.08 5.55 Vu<PhiVd2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 8.79 5.00 -0.88 0.88 4.44 0.08 5.56 Vu<PhiVd2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1,?0L +0.50S+1.60H 8.92 5,00 -0.92 0.92 4.32 0.09 5.57 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1 400+1.70L+0.50S+1.60H 9.05 5 00 -0.96 0.96 4.20 0.10 5.57 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1. 70L +0.50S+1.60H 9.18 5.00 -1.00 1.00 4.07 0.10 5.58 Vu< PhiVc/2 lot Reqd 9.6 5.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 9.31 5.00 -1.04 1.04 3.94 0.11 5.59 Vu< PhiVd2 lotReqd 9.6 5.6 0.0 0.0 +1.400+1.70L +0.50S+1 ,60H 9.44 5.00 -1.08 1.08 3.80 0.12 5.60 Vu< PhiVd2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.70L+0.50S+1.60H 9.57 5.00 -1.12 1.12 3.65 0.13 5.61 Vu< PhiVc/2 lot Reqd 9.6. 5.6 00 0.0 +1.400+1.70L+0.50S•1.60H 9.70 5.00 -1.17 117 3.50 0.14 5.62 Vu< PhiVc/2 lot Reqd 9.6. 5.6 00 0.0 +1.400+1. 70L +0.50S+1.60H 9.84 5.00 -1.21 1.21 3.35 0.15 5.64 Vu <PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1,400+1.70L +0.50S+1.60H 9.97 5.00 -1.25 1.25 3.19 0.16 5.65 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0,0 0.0 +1.400+1.70L+0.50S+1.60H 1 10.10 5.00 -1.29 1.29 3.02 0.18 5.67 Vu< PhiVd2 lot Reqd 9.6. 5.7 00 00 +1 400+1.70l +0.50S+1.60H 1 10.23 5.00 -1.33 1.33 2.85 0.19 5.69 Vu < PhiVc/2 lot Reqd 9.6. 5.7 00 0.0 +1,400+1.70l +0.50S+1.60H 10.36 5.00 -1.37 1.37 2.67 0.21 5.71 Vu <PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1 70L +0.50S+1.60H 10.49 5.00 -1.41 1.41 2.49 0.24 5.74 Vu< PhlVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1 400+1.70l+O 50S+1.60H 10.62 5.00 -1 45 1.45 2.30 0.26 5.77 Vu< PhiVc/2 lot Reqd 9.6 5.8 0.0 00 +1.400+1.70L +0.50S+1.60H 10.75 5.00 -1.50 1.50 2.11 0.30 5.81 Vu< PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.400+1.70L +0.50S+1.60H 10.89 5,00 -1.54 1.54 1.91 0.34 5.85 Vu< PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1 400+1.70L+O 50S+1.60H 11.02 5.00 -1.58 1.58 1.70 0.39 5.91 Vu< PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.400+1.70L +0.50S+1.60H 11.15 5.00 -162 1.62 1.50 0.45 5.99 Vu< PhiVc/2 lot Reqd 9.6. 6.0 00 0.0 +1.400+1.70L +0.50S+1.60H 11.28 5.00 -1.66 1.66 1.28 0.54 6.09 Vu< PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.400+1.70L +0.50S+1.60H 11.41 5.00 -1.70 1.70 1.06 0.67 6.24 Vu< PhiVd2 lot Reqd 9.6. 6.2 0.0 0.0 + 1. 400+ 1.70L +O.SOS+ 1.60H 11.54 5.00 -1.74 1.74 0.83 0.87 6.48 Vu< PhiVc/2 lot Reqd 9.6. 6.5 0.0 00 +1.400+1.70L+0.50S+1.60H 11.67 5.00 -1.78 1.78 0.60 1.00 6.63 Vu< PhiVc/2 lotReqd9.6 6.6 0.0 00 +1.400+1.?0L +0.50S+1.60H 11.80 5.00 -1.83 1.83 0.37 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6 6.6 0.0 0.0 +1 400+1.70L+0.50S+1.60H 1 11.93 5.00 -1.87 1.87 0.12 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio MAXlmum BENDING Envelope Span# 1 12.000 5.66 12.50 0.45 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. TIiie Block Line 6 Concrete Beam 1.11: •• DESCRIPTION: Storage vault Slab 1 Load Combination Segment +1.40O+1.60H Span# 1 +1.40O+1.70L +0.50S+1.60H Span# 1 +0.90O+W+1 .60H Span# 1 +1.20O+L +0.20S-+£+1.60H Span# 1 +0.90O-+£+0.90H Span# 1 Overall Maximum Deflections Load Combination Span ..O+L-+tt Span# Project Title: Church Residence Engineer: ROS Project ID: 18-045 Project Descr: Single Family Residence Location (ft) along Beam 12.000 12.000 12.000 12.000 12.000 Printed 17 JAN 2020 1 40PM File= C:Wsers\Bob\OOCUME-1\ENERCA-1118-045 Church.ec6 Software ENERCALC, INC. 1983-2019, Bufld:12.19.11.~ Bending Stress Results ( k-11 ) Mu : Max Phi*Mnx Stress Ratio 3.37 1250 0.27 5.66 12.50 0.45 2.17 12.50 0.17 4.24 12.50 0.34 2.17 12.50 0.17 Max.•-· Deft (in) Location in Span (ft) Load Combination Max. • +· Oefl (in) Location in Span (ft) 0.0779 6.000 0.0000 0.000 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 e, w f'2_L,, H JQ9 __ _:::....:....:..:{o:;..:..-~-'------------------ SHEET NO.--~O-~------OF--?-1.- 1 _ 9 _1_UJ __ _ CALCULATED ev_ .... f-=? _______ DATE _ __._.___, ____ _ CHECKED BY----------DATE-------- SCALE 1 (. f, I • ,...._~-~-, -···--! --t--------+----------,1---+--" DN6-: . : i>e,M ~ t:·--· ..... _ ....... -... . ..J--.:i;:=...:;:. .......... -·--·-(Y#~-·-r-. ---·•l-f---l-+---+-t--""1""'·AJ-j~~ ~ HdlL~, t .-"1 W, ~ ~~ 51 ~ 1_(( $ ~ .. ,--+--..-i --+e-,·H U!-~ _,___l---!---4---1--/----t--+-+--+--l--+----+--+--+--+---t-t---t---i---i---JL -=-I .. P.S . .n l-!---1---l---l---l---t--l---t--+--1--1--+--+--+---+--! ---+---+--+--+--t--t--,i---t--t--+-i---t---r-ti 1+ ......... _ .. ,_.. l ..... . .. -t-==l===t;-c=,ip==t"="f-'i iF-"'4''"''=9=9◄ ~-====-+~~\,(l,~;~+---t--+--+--t-:-j-_-11-t-JS'_..f$_-t'".•'-- i j l\ t1 t '1, '+"Cil---1--r-+---+-t--t--i---f! ; \ i· I I 1--4--4--:---l---J..--+--+-+---t-+---r-j r ! I •l--+---+----i•--• i -••-"-j •-rn-HM•t• .. -•---• • -•••••• •••t•••-••-•-1 •--•-•n••t--t---j ••-••---.,....._.,_,~---t-+---t-+--+--+---+--t---t i i I I i l--l-L-1--L-l----l--f.--+---+--+---+--l--lc--+-f--+-f--+--j~+-t--+-t--+-t-+-r--t--i~ .. --.. --- Title Block Line 1 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr:Single Family Residence You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed 20 JAN 2020 3.08PM Concrete Beam Flle = C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ecS . Software cop right ENERCALC, INC. 1983-2019, Build:12.19.11.30 . ··••: .. DESCRIPTION: Storage vault Slab 2 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc 112 = 3.0 ksi ch Phi Values Flexure : fr= fc • 7.50 = 410.792 psi Shear : \If Density = 145.0 pcf p 1 = A L!Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy -Stirrups 0.90 0.750 0.850 40.0ksi fy -Main Rebar 60.0 ksi E -Stirrups = 29,000.0 ksi = Stirrup Bar Size# 3 E -Main Rebar 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 8 .0 ft l 0 O(0.035),L(0 _,,0.:...,75,,,,_)_, __ • 0(0 035) L(0 075) ~ • ' • t 1t 12.50 ft 6 .0 ft J -1-4"'-'" wcc.=x'-'7-'---. -h -----;..--14"' w x 7" h l Cross Section & Reinforcing Details Rectangular Section, Width= 14.0 in, Height= 7.0 in Span #1 Reinforcing .... 2-#5 at 2.0 in from Bottom, from 0.0 to 12.50 ft in this span Span #2 Reinforcing .... 2-#5 at 2.0 In from Bottom, from 0.0 to 6.0 ft in this span 2-#5 at 2.0 in from Top, from 8.0 to 12.50 ft in this span 2-#5 at 2.0 in from Top, from 0.0 to 6.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0350, L = 0.0750 k/ft, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0350, L = 0.0750 k/ft, Tributary Width= 1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MINlmum --0-+H +D-+L-+H +D-+Lr-+H +D+S-+H +D-+0.750Lr-+0.750L-+H +D-+-0 .750L-+0.750S-+H +D-+0.60W-+H 0.349 : 1 Typical Section -4.612 k-ft 13.219 k-ft Support 1 1.060 0.381 0.679 1.060 0.679 0679 0.964 0.964 0.679 0.000 ft Span #2 Support2 2.685 0.965 1.720 2.685 1.720 1.720 2.443 2.443 1.720 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Support 3 0.116 0,042 0.074 0.116 0.074 0.074 0.106 0.106 0.074 0.018 in Ratio = -0.002 in Ratio= 0.051 in Ratio= -0.005 in Ratio = • 8176 >=360 38763 >=360 2938>=180 13931 >=180 Title Block Line 1 Project Title: Church Residence You can change this area Engineer: RDS using the "Settings" menu item Project ID: 18-045 and then using the "Printing & Project Descr:Single Family Residence Title Block" selection. Title Block Line 6 Printed 20 JAN 2020, 3 08PM Concrete Beam Frie= C:\Usera\Bob\DOCUME-1\ENERCA-1I18-045 Church.ec6 . Software cop 2019, Build:12.19.11.30 . . 1.11: .. DESCRIPTION: Storage vault Slab 2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Support3 +0-+-0.750Lr+Q.750L -+-0.450W-+H 0.964 2.443 0.106 +O+Q.750L-+0.750S+Q.450W-+H 0.964 2.443 0.106 +Q.60D-+0.60W+Q.60H 0.407 1.032 0.045 +O+Q.70E+Q.60H 0.679 1.720 0.074 +O+Q.750L +Q.750S+Q.5250E-+H 0.964 2.443 0.106 +Q.60D+Q.70E-tH 0.407 1.032 0.045 DOnly 0.679 1.720 0.074 Lr Only LOnly 0.381 0.965 0.042 sonly WOnly EOnly H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi•Vs Phi"Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-11) (k) (k) (k) Req'd Suggest +1.40D+1.70L-+0.50S+1.60H 0.00 5.00 1.60 1.60 0.00 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 0.31 5.00 1.50 1.50 0.47 1.00 6.63 Vu< PhiVrJ2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 0.61 5.00 1.41 1.41 0.92 0.64 6.20 Vu< PhiVrJ2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 0.92 5.00 1.31 1.31 1.33 0.41 5.94 Vu< PhiVrJ2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1 1.22 5.00 1.21 1.21 1.72 0.29 5.80 Vu< PhlVc/2 lot Reqd 9.6. 5.8 0.0 0.0 + 1.40D+1.70L +0.50S+ 1.60H 1 1.53 5.00 1.12 1.12 2.08 0.22 5.72 Vu< PhiVrJ2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1.84 5.00 1.02 1.02 2.40 0.18 5.67 Vu< PhiVrJ2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2.14 5.00 0.92 0.92 2.70 0.14 5.63 Vu< PhiVrJ2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2.45 5.00 0.83 0.83 2.97 0.12 5.60 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2.76 5.00 0.73 0.73 3.21 0.09 5.57 Vu< PhiVc/2 lot Reqd 9.6. 56 0.0 0.0 +1.400+1.70L+0.50S+1.60H 3.06 5.00 0.63 0.63 3.42 0.08 5.55 Vu< PhiVrJ2 lot Reqd 9.6. 5.6 0.0 0.0 + 1.40D+ 1.70L +0.50S+1.60H 3.37 5.00 0.54 0.54 3.60 006 5.54 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.67 5.00 0.44 0.44 3.75 0.05 5.52 Vu< PhiVrJ2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L +Q.50S+1.60H 3.98 5.00 0.35 0.35 3.87 0.04 5.51 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 4.29 5.00 0.25 0.25 3.96 0.03 5.49 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0,0 +1.40D+1.70L +Q.50S+1.60H 4.59 5.00 0.15 0.15 4.02 0.02 5.48 Vu< PhiVrJ2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 4.90 5.00 0.06 0.06 4.05 0.01 5.47 Vu< PhiVrJ2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 5.20 5.00 -0.04 0.04 4.05 0.00 5.47 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 5.51 5.00 -0.14 0.14 4.03 0.01 5.48 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1 .70L +0.50S+1.60H 5.82 5.00 -0.23 0.23 3.97 0.02 5.49 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L +0.50S+1.60H 6.12 5.00 -0.33 0.33 3.88 0.04 5.50 Vu< PhlVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 6.43 5.00 -0.43 0.43 3.77 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1 .40D+1.70L-+0.50S+1.60H 6.73 5.00 -0.52 0.52 3.62 0.06 5.53 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 7.04 5.00 -0.62 0.62 3.45 0.07 5.55 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 7.35 5.00 -0.71 0.71 3.25 0.09 5.57 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 7.65 5.00 -0.81 0.81 3.01 0.11 5.59 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 7.96 5.00 -0.91 0.91 2.75 0.14 5.62 Vu< PhiVC'/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 8.27 5.00 -1.00 1.00 2.46 0.17 5.66 Vu< PhiVrJ2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 8.57 5.00 -1.10 1.10 2.14 0.21 5.71 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S•1.60H 8.88 5.00 -1.20 1.20 1.78 0.28 5.79 Vu< PhiVrJ2 lot Reqd 9.6. 5.8 0.0 0.0 +1.400+1.70L +0.50S+1.60H 9.18 5.00 -1.29 1.29 1.40 0.38 5.91 Vu< PhiVrJ2 lot Reqd 9.6. 5.9 0.0 0.0 •1.400+1.70L-+0.50S+1.60H 9.49 5.00 -1.39 1.39 0.99 0.58 6.14 Vu< PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+ 1. 70L +Q.50S+ 1.60H 9.80 5.00 -1.48 1.48 0.55 1.00 6.63 Vu< PhiVrJ2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 10.10 5.00 -1.58 1.58 0.08 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 10.41 2.00 -1.68 1.68 0.41 0.67 2.19 PhiVc/2 < Vu <= 11<=10". Noll 2.2 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 10.71 2.00 -1.77 1.77 0.94 0.31 2.19 PhiVrJ2 < Vu <= 11<=10', Not I 2.2 0.0 0.0 +1.40D+1.70L +Q.50S+1.60H 11.02 2.00 -1.87 1.87 1.50 0.21 2.19 PhiVc/2 < Vu <= lt<=1 O", Not I 2.2 0.0 0.0 +1.40D+1 .70L +0.50S+1.60H 11.33 2.00 -1.97 1.97 2.09 0.16 2.19 PhiVrJ2 < Vu <= 11<=1 o·, Noll 2.2 0.0 0.0 +1.400+1.70L +Q.50S+1.60H 11.63 2.00 -2.06 2.06 2.70 0.13 2.19 PhiVc/2 < Vu <= 11<=10", Nol I 2.2 0.0 0.0 ntle Bloc!<. Line 1 Project Title: Church Residence ® You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr: Single Family Residence Title Bloc!<.' selection. Title Block Line 6 Pnnted 20 JAN 2020, 3 OBPM Concrete Beam File= C:\Usera\Bob\OOCUME-1\ENERCA-1118-045 Church.ec6 . Software . htENERCAI.C, INC. 1983-2019, Build:12.19.11.30. ··••: .. . DESCRIPTION: Storage vault Slab 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (ii) Load Combination Number (fl) (In) Actual Design (k-fl) (k) (k) (k) Req'd Suggest +1.400+1.70L :.0.SOS+1.60H 11.94 2.00 -2.16 2.16 3.35 0.11 2.19 PhlVc/2 < Vu <= 11<=10', Not I 2.2 0.0 0.0 +1.40D+1.70L +0.SOS+1.60H 1 12.24 2.00 -2.26 2.26 4.03 0.09 2.19 PhiVc<Vu 0.06983 15.4 1.0 1 0 +1.40D+1.70L+0.50S+1.60H 2 12.52 5.00 1.70 1.70 4.57 0.16 5.64 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0,0 +1.40D+1.70L +0.50S+1.60H 2 12.67 5.00 1.66 1.66 4.32 0.16 5.65 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 12.82 5.00 1.61 1.61 4.08 0.16 5.65 Vu< PhiVc/2 lot Reqd 9.6, 5.7 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 12.97 5.00 1.57 1.57 3.85 0.17 5.66 Vu< PhiVc/2 lot Reqd 9 .6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 13.11 5.00 1.52 1.52 3.62 0.17 5.67 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 13,26 5.00 1.47 1.47 3.40 0.18 5.67 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 13.41 5.00 1.43 1.43 3.19 0.19 5.68 Vu< PhiVc/2 lot Reqd9.6 5.7 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 13.55 5.00 1.38 1.38 2.98 0.19 5.69 Vu< PhiVc/2 lot Reqd 9.6. 5.7 00 0.0 +1.40D+1.70L +0.50S+1.60H 2 13.70 5.00 1.33 1.33 2.78 0.20 5.70 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 13.85 5.00 1.29 1.29 2.59 0.21 5.70 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1 40D+1.70L+0.50S+1.60H 2 13.99 5.00 1 24 1.24 2.40 012 5.71 Vu< PhiVc/2 lot Reqd 9.6 5.7 0.0 00 +1 40D+1.70L+O 50S+1 .60H 2 14.14 5.00 1.20 1.20 2.23 0.22 5.72 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 00 +1.40D+1.70L+0.50S+1.60H 2 14.29 5.00 1.15 1.15 2.05 023 5.73 Vu< PhiVc/2 lot Reqd 9.6, 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1 .60H 2 14.43 5.00 1.10 1.10 1.89 0.24 5.75 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L+O.SOS+1.60H 2 14.58 5.00 1.06 1.06 1.73 015 5.76 Vu< PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 14.73 5.00 1.01 1.01 1.58 0.27 5.77 Vu< PhiVc/2 lot Reqd 9.6, 5.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 14.88 5.00 0.97 0.97 1.43 0.28 5.79 Vu< PhiVc/2 lot Reqd 9.6, 5.8 0,0 0,0 +1.400+1.70L +0.50S+1.60H 2 15.02 5.00 0.92 0.92 1.29 0.30 5.81 Vu< PhiVc/2 lot Reqd 9.6, 5.8 0.0 00 +1 .400+ 1.70L +0.50S+1.60H 2 15.17 5.00 0.87 0.87 1.16 0.31 5.83 Vu < PhtVc/2 lot Reqd9 6 5.8 0.0 00 +1.400+1.70L +0.50S+1.60H 2 15.32 5.00 0.83 0.83 1.04 0.33 5.85 Vu< PhiVc/2 lot Reqd 9.6. 5.8 0,0 0.0 +1.400+1.70L +0.50S+1.60H 2 15.46 5.00 0.78 0.78 0.92 0.35 5.88 Vu< PhiVc/2 lot Reqd 9.6 5.9 0,0 0.0 +1400+1.70L+0.50S+1.60H 2 15.61 5.00 0.73 0.73 0.81 0.38 5.90 Vu< PhiVc/2 lotReqd 9 6 5.9 0.0 0.0 •1.400+1.70L+0.50S+1.60H 2 15.76 5.00 0.69 0.69 0.70 0.41 5.94 Vu< PhiVc/2 lot Reqd 9.6. 5.9 00 0.0 +1.40D+1. 70L +0.SOS+ 1.60H 2 15.90 5.00 0.64 0,64 0.60 0.44 5.98 Vu< PhiVc/2 lot Reqd 9.6, 6.0 0.0 0.0 +1.400+1.70L +O 50S+1.60H 2 16.05 5.00 0.60 0.60 0.51 0.48 6.02 Vu< PhiVc/2 lot Reqd 9.6. 6.0 00 0.0 +1 400+1.70L+O 50S+1.60H 2 16.20 5.00 0.55 0.55 0.43 0.53 6.08 Vu< PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 16.34 5.00 0.50 0.50 0.35 0.59 6.15 Vu< PhiVc/2 lot Reqd 9.6. 61 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 16.49 5.00 0.46 0.46 0,28 0,67 6.25 Vu< PhiVc/2 lot Reqd 9.6. 6.2 0.0 0,0 +1.40D+1.70L +O 50S+1.60H 2 16.64 5.00 0 41 0.41 0.22 0.78 6.37 Vu< PhiVc/2 lot Reqd 9.6 6.4 0.0 0.0 +1.40D+1.70L+O 50S+1.60H 2 16.79 5.00 0.36 0.36 0.16 0.94 6.55 Vu< PhtVc/2 lot Reqd 9.6. 6.6 0.0 00 +1.40D+1.70L +0.50S+1.60H 2 16.93 5.00 0.32 0.32 0,11 1,00 6.63 Vu< PhiVc/2 lot Reqd9.6 6.6 0.0 00 +1.40D+1.70L +0.50S+1.60H 2 17.08 5.00 0.27 0.27 0.07 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 +1 400+1.70L+0.50S+1.60H 2 17.23 5.00 0 23 0.23 0.03 1.00 6.63 Vu< PhiVc/2 lot Reqd 9 6 6.6 0.0 0.0 +1.400+1.70L+0.50S+1.60H 2 17.37 5.00 0.18 0.18 0.00 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6 6 6 0.0 00 +1 400+1.70L +0.50S+1.60H 2 17.52 5.00 0.13 0.13 0.02 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6 6.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 17.67 5.00 0.09 0 09 0.04 0.98 6.60 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0,0 0.0 +1.400+1.70L+0.50S+1.60H 2 17.81 5.00 0.04 004 0.05 0.36 5.89 Vu< PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 17.96 5.00 -0.01 0.01 0.05 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 00 +1.400+1.70L +0.50S+1.60H 2 18.11 5.00 -0,05 0.05 0.04 0.49 6.03 Vu< PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 + 1.400+ 1.70L +O SOS+ 1.60H 2 1816 5.00 -0.10 0.10 0.03 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 +1 400+1.70L+0.50S+1.60H 2 18.40 5.00 -0.14 0.14 0.02 1.00 6.63 Vu< PhiVc/2 lotReqd 9 6 6.6 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (fl) Bending Stress Results ( k-ft) Segment Span# along Beam Mu · Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span# 1 1 12.500 -4.49 13.22 0,34 Span# 2 2 6.000 -4.61 13.22 0.35 +1.400+1.60H Span# 1 1 12.500 -2.67 1322 0.20 Span# 2 2 6.000 -2.74 13.22 0.21 +1.40D+1.70L +0.50S+1.60H -4.49 13.22 0.34 Span# 1 1 12.500 Span#2 2 6.000 -4.61 13.22 0 35 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Beam DESCRIPTION: Storage vault Slab 2 Load Combination Segment +0.90D+W+1.60H Span# 1 Span#2 +1.20D+L +0.20S-+E+1.60H Span# 1 Span# 2 +0.90D-+E+0.90H Span# 1 Span# 2 Overall Maximum Deflections Load Combination +D+L +H -+O+L+H Span 1 2 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Oescr:Single Family Residence Printed 20 JAN 2020, 3·0BPM File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Software co 2019, Build:12.19.11.30 . Location (ft) Bending Stress Results ( k-11) Span# along Beam Mu :Max Phi'Mnx Stress Ratio 1 12.500 -1.72 13.22 0.13 2 6.000 -1.76 13.22 0.13 1 12.500 -3.36 13.22 0.25 2 6.000 -3,45 13.22 0.26 1 12.500 2 6.000 -1.72 13.22 0.13 -1.76 13.22 0.13 Max. • -' Defl (in) Location in Span (ft) Load Combination Max.'+' Defl (in) Location In Span (ft) 0.0510 0.0000 5.536 +D+L+H 6.000 +D+L+H --0.0005 12.586 --0.0052 2.143 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ! : i ! --.... ---· .. --... ,4---.---_, .. _ ..... ··-·+ -· ... r ......... ·-·--· .. j·· .......... l ..... _ .. ··-.. ··j JOB-----=Cc.,-W __ (l.P,_....:..H_,__ _______ _ SHEET NQ, _ ___._l[,._fl_S _____ OF--~-/+;-o_/_,_z_o __ CALCULATED BY-~/' ______ DATE____:;C-1-1 .;_:;.,l'..<----='---- CHECKED BY---------DATE------- SCALE -·-·--·-"·+-__,_--+-+---+--t--t---1-···-··• !_________ ! ; +---_,_-t---.. +-········ .. ·•····-··· .. I ·•t-, --/-+--+-l-+--+--:f---t-.. -!---+----1 j. ! : I 1----1---1---,--+---i·······-.. ' ........... .i.........i..----4--4-~--l--1--!-.........;1--.+--+.-i-+--+--l---!--+--t---+---t--r--t----t"· .. --... _._ ,_...._ _____ ..,.___~-1---+--+---•·---·· .. ·· ---................... ~-t--·+----+--+-----+--.....--~+----+---i----f--+-----+-----l----+--t l----<----4---1-.....!-.____,.--+---+-----j--+i -+--1---+-+---t------t---J·····-" -----··-•·t---l---+-+--+---i-+--+------t--t--i----1---1 l----l----4---l--i-........ --+---+--•-···~'-+--+----J~+--+~;---t--+-i--+-l--+---+-l--+--+------t-t-4--+----1----- PIIW:fll)I.J /Nr.n/ lflL. C.-, llass. Ol47L Title Block Line 1 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed 20 JAN 2020 3.15PM Concrete Beam File= C:\Users\Bob\DOCUME-1\ENERCA-1\1S-045 Church.ec6 • Software co 3-2019, Build:12.19.11.30 . DESCRIPTION: Storage vault Slab 3 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties re 1/2 = fr= fc • 7.50 l.j/ Density A UWI Factor Elastic Modulus fy -Main Rebar = E -Main Rebar 3.0 ksi = 410. 792 psi = 145.0 pcf = 1.0 <b Phi Values 3,122.0 ksi Fy -Stirrups 6 0 E -Stirrups = 0. ksi St' B s· # 29,000.0 ksi IJTUP ar ize Number of Resisting Legs Per Stirrup = a.on 1 Flexure: 0.90 Shear : 0. 750 0.850 40.0 ksi 29,000.0 ksi 3 2 • C t II f 1 12.50 ft 14" W X 7" h Cross Section & Reinforcing Details Rectangular Section, Width = 14.0 in, Height= 7.0 in Span #1 Reinforcing .... 2-#5 at 2.0 in from Bottom, from 0.0 to 12.50 ft in this span Span #2 Reinforcing .... 2-#5 at 2.0 in from Bottom, from 0.0 to 9.50 ft in this span Span #3 Reinforcing .... 2-#5 at 2.0 in from Bottom, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0350, L = 0.0750 k/ft, Tributary Widln = 1.0 ft 9 50 II I 5 .0 II 14" W X 7" h 4" W X 7" 2-#5 at 2.0 in from Top, from 8.0 to 12.50 ft in this span 2-#5 at 2.0 in from Top, from 0.0 lo 9.50 ft in this span 2-415 at 2.0 in from Top, from 0.0 to 2.0 ft in this span Load for Span Number 2 Uniform Load: D = 0.0350, L = 0.0750 k/ft, Extent= 0.0 -» 6.0 ft, Tributary Wldth = 1.0 ft Uniform Load : D = 0.0150, L = 0.0750, H = 0.290 k/ft, Extent = 6.0 ->> 9.50 ft, Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load: D = 0.0150, L = 0.0750, H = 0.290 k/ft, Tributary Wldlh = 1.0 fl • _ \ DESIGN SUMMARY ~-D_esig!l OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MINimum 0.377 : 1 Typical Section -4.987 k-ft 13.219 k-ft Support 1 1.040 -0.011 0.000 ft Span#2 Support2 2.902 0.102 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Support 3 Support 4 3.130 0.857 0.503 0.135 0.018 in Ratio= -0.002 in Ratio= 0.048 in Ratio= -0.003 in Ratio= 8438>=360 82032>=360 3134>=180 44417 >=180 \ Title Block Line 1 Project Title: Church Residence (Ji) You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr:Single Family Residence Title Block' selection. Title Block Line 6 Pnnled 20 JAN 2020. 3 15PM Concrete Beam File= C:\Useis\Bob\OOCUME-1\ENERCA-1118-045 Chu!Ch.ec:6 . So!twarecopyrightENERCALC, INC.1983-2019, Build:12.19.11.30 . 1.11: •• DESCRIPTION: Storage vault Slab 3 Vertical Reactions Support notation : Fa~left is #1 Load Combination Support 1 Support2 Support 3 Support4 +O++i 0.663 1.893 2,627 0.722 +O+l.-++i 1.040 2.902 3,130 0.857 +O+Lr-++i 0.663 1,893 2.627 0.722 +O+S++i 0.663 1.893 2.627 0.722 +0+0.750Lr+0.750L +H 0.946 2.650 3.004 0.823 +0+0.750L+0.750S++i 0.946 2.650 3.004 0.823 +0+0.60W-++i 0.663 1.893 2.627 0.722 +0+0.750Lr+0.750L +0.450W-++i 0.946 2.650 3.004 0.823 +0+0.750L +O .750S+0.450W-++i 0.946 2.650 3.004 0.823 +0.60D+0.60W+0.60H 0.398 1.136 1.576 0.433 +0+0.70E+0.60H 0.667 1.852 1.884 0.515 +0+0.750L+0.750S+0.5250E+H 0.946 2.650 3.004 0.823 +0.60D+0.70E++i 0.394 1.176 2.319 0.640 D Only 0.674 1.791 0.769 0.205 Lr Only L Only 0.377 1.009 0.503 0.135 SOnly WOnly E Only H Only -0.011 0.102 1858 0.516 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (kl (k) (kl Req'd Suggest +1.40D+1 .70L +0.50S+1.60H 0.00 5.00 1.57 1.57 0.00 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 + 1.40D+1 .70L +0.50S+ 1.60H 0.50 5.00 1.41 1.41 0.74 0.79 6.38 Vu< PhlVc/2 lot Reqd 9.6. 6.4 0.0 0.0 + 1.40D+ 1.70L +0.50S+ 1.60H 1.00 5.00 1.25 1.25 1.41 0.37 5.89 Vu< PhiVc'2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L +0.50S•1.60H 1 1.50 5.00 1.10 1.10 2.00 0.23 5.73 Vu< PhiVc'2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1 2.00 5.00 0.94 0.94 2.51 0.16 5.64 Vu< PhiVc'2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 1 2.50 5.00 0.78 0.78 2.94 0.1 1 5.59 Vu< PhiVrJ2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.00 5.00 0.62 0.62 3.29 0.08 5.56 Vu< PhiVc'2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.50 5.00 0.47 0.47 3.56 005 5.53 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L+0.50S+1,60H 4.00 5.00 0.31 0.31 3.75 0.03 5.50 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 4.50 5.00 0.15 0.15 3.87 0.02 5,48 Vu< PhlVrJ2 lot Reqd 9.6. 5.5 0.0 0.0 +0.90D+W+1.60H 5.00 5.00 -0.01 0.01 1.44 0.00 5.47 Vu< PhiVc/2 lot Reqd 9.6, 5.5 0.0 0.0 +1.40D+ 1. 70L +0.50S+1.60H 550 5.00 -0.16 0.16 3.86 0.02 5.48 Vu< PhiVrJ2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 6.00 5.00 -0.32 0.32 3.74 0.04 5.50 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 6.50 5.00 -0.48 0,48 3.54 0.06 5.53 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 7.00 5.00 -0.63 0.63 3.26 0.08 5.56 Vu< PhiVr.12 lot Reqd 9.6. 5.6 0.0 a.a +1.40D+1.70L +0.50S+1.60H 7.50 5.00 -0.79 0.79 2.91 0.11 5.60 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 8.00 5.00 -0.95 0.95 2.47 0.16 5.65 Vu< PhiVc'2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 8.50 5.00 -1.11 1.11 1.96 0.24 5.74 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 9.00 5.00 -1.26 1.26 1.37 0.39 5.91 Vu< PhiVc'2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 9.50 5.00 -1.42 1.42 0.69 0.85 6.46 Vu< PhiVc'2 lot Reqd 9.6. 6.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 10.00 2.00 -1.58 1.58 0.06 1.00 2.19 PhiVc/2 < Vu <= lt<=10", Not I 2.2 0.0 0.0 + 1.40D+1.70L +0.50S+ 1.60H 10.50 2.00 -1.74 1.74 0.88 0.33 2.19 PhiVc'2 < Vu <= 11<=10", Not I 2.2 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 11.00 2.00 -1.89 1.89 1.79 0.18 2.19 PhiVrJ2 < Vu <= 11<=10". Not I 2.2 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 11.50 2.00 -2.05 2.05 2.78 0.12 2.19 PhiVrJ2 < Vu <= lt<=1 o·, Not 1 2.2 0.0 0.0 +1.40D+1.70L +0.50S•1.60H 1 12.00 2.00 -2.21 2.21 3.84 0.10 2.19 PhiVc< Vu 0.02277 15.4 1.0 1.0 +1.40D+1.70L +0.50S+1.60H 2 12.50 5.00 2.02 2.02 4.99 0.17 5,66 Vu< PhiVrJ2 lot Reqd 9.6. 5.7 0.0 0.0 + 1.40D+ 1.70L +0.50S+1.60H 2 12.88 5.00 1.90 1.90 4.24 0.19 5.68 Vu< PhiVc'2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 13.26 5.00 1.78 1.78 3.54 0.21 5.71 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 13.64 5.00 1.66 1.66 2.89 0.24 5.74 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 14.02 5.00 1.54 1.54 2.28 0.28 5.79 Vu< PhiVrJ2 lot Reqd 9.6. 5.8 0.0 0,0 +1.40D+1.70L +0.50S+1.60H 2 14.40 5.00 1.42 1.42 1.72 0.35 5.86 Vu< PhfVc'2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 14.78 5.00 1.30 1.30 1.20 0.45 5.99 Vu< PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 15.16 5.00 1.18 1.18 0.73 0.68 6.25 Vu< PhiVrJ2 lot Reqd 9 .6. 6.3 0.0 0.0 Title Block Line 1 Project Title: Church Residence ~ You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr: Single Family Residence Title Block' selection. Title Block Line 6 Printed. 20 JAN 2020, 315PM Concrete Beam Fite= C:\Users\Bob\OOCUME-1\ENERCA-1\18-045 Church.ec:6 . Software uild:12.19.11.30 . t.11; •• DESCRIPTION: Storage vault Slab 3 Detailed Shear Information Span Distance 'd' Vu (k) Mu d-Vu/Mu Phi'Vc Comment Phi"Vs Phi-Vn Spacing (In) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.400+1.?0L 4l.50S+1.60H 2 15.54 5.00 1.06 1.06 0.30 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 + 1.40D+1.70L +0.50S+1.60H 2 15.92 5.00 0.94 0.94 0.08 1.00 6.63 Vu< PhiVc/2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 16.30 5.00 0.82 0.82 0.42 0.82 6.42 Vu< PhiVc/2 lot Reqd 9.6. 6.4 0.0 0.0 +1.40D+1.70L-+-0.50S+1.60H 2 16.68 5.00 0.70 0.70 0.71 0.41 5.95 Vu< PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1 .70L +0.50S+1.60H 2 17.06 5.00 0.59 0.59 0.95 0.26 5.76 Vu< PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 17.44 5.00 0.47 0.47 1.15 0.17 5.66 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 17.82 5.00 0.35 0.35 1.31 0.11 5.59 Vu <PhiVd2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1 ,70L+0.50S+1.60H 2 18.20 5.00 0.23 0.23 1.42 0.07 5.54 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +0.90D+W+1.60H 2 18.58 5.00 0.09 0.09 0.97 0.04 5.51 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 + 1.40D+1.70L +0.50S+1.60H 2 18.96 5,00 -0.21 0.21 1.45 0.06 5.53 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 + 1.40D+1.70L +0.50S+ 1.60H 2 19.34 5.00 -0.50 0.50 1.32 0.16 5.65 Vu< PhiVc/2 lot Reqd 9.6. 5,6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 19.72 5.00 -0.78 0.78 1.07 0.30 5.82 Vu<PhiVd2 lot Reqd 9.6. 5,8 0.0 0.0 +1.400+1.70L +0.50S+1.60H 2 20.10 5.00 -1.07 1.07 0.72 0.62 6.18 Vu< PhiVd2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.70L +0.50S+1,60H 2 20.48 5.00 -1.35 1.35 0.26 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 20.86 5.00 -1.64 1.64 0.31 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 21.24 5.00 -1.92 1.92 0.99 0.81 6.41 Vu< PhiVd2 lot Reqd 9.6. 6.4 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 21.62 5.00 -2.21 2.21 1,77 0,52 6.07 Vu< PhiVd2 lot Reqd 9.6. 6.1 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 22,00 5.00 2.41 2.41 2.67 0.38 5.90 Vu< PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 22.20 5.00 2.26 2.26 2.20 0.43 5.96 Vu< PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 22.40 5.00 2.11 2.11 1.76 050 6.04 Vu <PhiVd2 tot Reqd 9.6. 6.0 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 22.60 5.00 1.96 1.96 1.35 0.60 6.16 Vu< PhiVd2 lot Reqd 9.6. 6.2 0.0 0.0 +1.400+1.?0L +0.50S+1.60H 3 22.80 5.00 1.81 1.81 0.98 0.77 6.36 Vu< PhiVc/2 lot Reqd 9.6. 6.4 0.0 0.0 +1.400+1.70L-+-0.50S+1.60H 3 23.00 5.00 1.66 1.66 0.63 1.00 6.63 Vu< Ph!Vc/2 lot Reqd 9 .6. 6.6 0,0 0.0 + 1.400+ 1. 70L +0.50S+1.60H 3 23.20 5.00 1.51 1.51 0.31 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6 6.6 0.0 0.0 +1.400+1.?0L +0.50S+1.60H 3 23.40 5.00 1.36 1.36 0.03 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L-+-0.50S+1.60H 3 23.60 5.00 1.21 1.21 0.23 1.00 6.63 Vu< Ph1Vd2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 23.80 5.00 1.06 1.06 0.46 0.97 6.59 Vu<PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 + 1.40D+ 1.70L +0.50S+ 1.60H 3 24.00 5.00 0.91 0.91 0.65 0.58 6.14 Vu<PhiVd2 lot Reqd 9.6. 6.1 0.0 0.0 +1.400+1.?0L +0.50S+1.60H 3 24.20 5.00 0.76 0.76 0.82 0.39 5.91 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L-+-0.50S+1.60H 3 24.40 5.00 0.61 0.61 0.96 0.27 5.77 Vu< PhiVd2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+ 1.70L +0.50S+ 1.60H 3 24.60 5.00 0.46 0.46 1.06 0.18 5.67 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 3 24.80 5.00 0.31 0.31 1.14 0.11 5.59 Vu< PhiVd2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 25.00 5.00 0.16 0.16 1.19 0.06 5.53 Vu<PhiVd2 lot Reqd 9.6. 5.5 0.0 0.0 +0.90D+W+1.60H 3 25.20 5.00 0.01 0.01 0.90 0.00 5.47 Vu< PhiVd2 lot Reqd 9.6. 5.5 0.0 o.o + 1.40D+ 1. 70L +O .SOS+ 1.60H 3 25.40 5.00 -0.14 0.14 1.19 0.05 5.52 Vu< PhiVc/2 lot Reqd 9.6. 5.5 0.0 0.0 +1.400+1.70L -t-0.50S+1.60H 3 25.60 5.00 -0.29 0.29 1.15 0.11 5.59 Vu< PhiVc/2 lot Reqd 9.6. 5.6 0.0 00 +1.400+1.70L+0.50S•1.60H 3 25.80 5.00 -0.44 0.44 1.07 0.17 5.66 Vu< PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3 26.00 5.00 -0.59 0.59 0.97 0.26 5.76 Vu< PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3 26.20 5.00 -0.74 0.74 0.83 0.37 589 Vu< PhiVc/2 tot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3 26.40 5.00 -0.89 0.89 0.67 0.55 6.11 Vu< PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.400+1.?0L +0.50S+1.60H 3 26.60 5.00 -1.04 1.04 048 0.91 6.52 Vu< PhiVc/2 lot Reqd 9.6. 6.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3 26.80 5.00 -1.19 1.19 0.25 1.00 6.63 Vu< PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 +1.400+1.70L +0.50S+1.60H 3 27.00 5.00 -1.34 1.34 0.00 1.00 6.63 Vu<PhiVd2 lot Reqd 9.6. 6.6 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span# along Beam Mu : Max Phi•Mnx Stress Ratio MAXimum BENDING Envelope -4.79 13.22 0.36 Span# 1 1 12.500 Span#2 2 9500 -4.99 13.22 0.38 Span# 3 3 5.000 -2.67 13.22 0.20 +1.400+1.SOH 13.22 0.22 Span# 1 1 12.500 -2.93 Span# 2 2 9.500 -3.05 13.22 0.23 Span#3 3 5.000 -2.22 13.22 0.17 +1.40D+1.70L+0.50S+1.60H Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Beam ... ,: .. DESCRIPTION: Storage vault Slab 3 Load Combination Segment Span# 1 Span# 2 Span# 3 -+0.90D+W+1.60H Span# 1 Span# 2 Span# 3 +1.20D+L-+0.20S+E+1.60H Span# 1 Span#2 Span# 3 -+0.90D+E-+0.90H Span# 1 Span# 2 Span# 3 Overall Maximum Deflections Load Combination +D-+l +H +D-+l+H +D-+l+H Span 1 2 3 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Printed: 20 JAN 2020. 3: 15PM File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Software 2019, Build:12.19.11.30 . Location (ft) Bending Stress Results ( k-ft ) Span# along Beam Mu : Max Phl'Mnx Stress Ratio 1 12.500 -4.79 13.22 0.36 2 9.500 -4.99 13.22 0.38 3 5.000 -2.67 13.22 0.20 1 12.500 -1.96 13.22 0.15 2 9.500 -2.03 13.22 0.15 3 5.000 -2.02 13.22 0.15 1 12.500 -3.64 13.22 0.28 2 9.500 -3.78 13.22 0.29 3 5.000 -2.40 13.22 0.18 1 12.500 -1 .87 13.22 0.14 2 9.500 -1.94 13.22 0.15 3 5.000 -1.29 13.22 0.10 Max.•-• Deft (in) Location in Span (It) Load Combination Max. • +' Defl (in) Location in Span (ft) 0.0479 0.0044 0.0018 5.750 5.890 2.900 +D-+l+H +D-+l+H +D-+l+H -0.0007 -0.0026 -0.0000 12.690 1.330 0.300 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB------"™..__.r'-I...._J(I...C.4r/ ___ ~ ________ _ ::::::;E_D_B_Y=(?_5=' {o============= ::T-E==~= ............ ,:,q==/=ZiJ===== CHECKEOBY _________ DATE------- SCALE t--+---+-· .. ·+--;---;--.. , ... ,i,-· ----l--<---"--4.--+---+--+--l-----+-t---+--.....---1 -+--t-+---+----------t--;---i---1------'f ' f ·-···--.. -.... •i--.---t--1----,---,----j.··· ....... ,-+ .. ----·--·-···· ·--.. ··+--+--__,__ __ -+-_ f-----+-+---f---+-+--+--,--t--+---i-+--+~ !-----!---+··-·-_...J _____ _,___---+------+'·- i ' i PROW:llOl-1 /Nnfs/ltc.. c..io..11m. 01'1L Project Title: Church Residence Engineer: RDS Project ID: 18-045 Title Block Line 1 You can change this area using the •settings' menu item and then using the 'Printing & Title Block' selection. Project Oescr: Single Family Residence Title Block Line 6 Printed· 20 JAN 2020. 3.29PM Concrete Beam File= C:\Users\flob\DOCUME-1\ENERCA-1\1l'r045 Church.ec6 , Software · 3-2019, Build:12.19.11.30 , DESCRIPTION: Vault Beam #1 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Prooerties re 1(2 = 3.0 ksi d> Phi Values Flexure : fr= fc • 7.50 410.792 psi Shear : IV Density = 145.0 pcf p 1 = A LIWI Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 0.90 0.750 0.850 40.0 ksi fy -Main Rebar 60.0 ksi E -Stirrups = 29,000.0 ksi = Stirrup Bar Size # 3 E -Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 _!;)~2) L(0.965) ♦ V * I 6 750 fl -----2-4~"-w_x_1_4_"~h---- Cross Section & Reinforcing Details • • • • • • • • 6. 750 ft 24" w X 14" h _J Rectangular Section, Width= 24.0 in, Height= 14.0 in Span #1 Reinforcing .... 4-#6 at 2.0 in from Bottom, from 0.0 to 6.750 ft in this span Span #2 Reinforcing .... 4-#6 at 2.0 in from Bottom, from 0.0 to 6.750 ft in this span 4-#6 at 2.0 in from Top, from 0.0 to 6.750 ft in this span 4-#6 at 2.0 in from Top, from 0.0 to 6.750 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 1.720, L = 0.9650 k/ft, Extent= 0.0 -» 3.50 ft, Tributary Width= 1.0 fl Uniform Load : D = 1.893, L = 1.009 klft, Extent = 3.50 -» 6.750 ft, Tributary Width = 1.0 fl Load for Span Number 2 Uniform Load : D = 1.720, L = 0.9650 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MINimum -O+H -0-•l+H ~+H -O+S+H -0-+-0.7 50Lr-+-0.750L -+li 0.298 : 1 Typical Section -26.238 k-ft 88.187 k-ft Support 1 7.774 2.467 5.306 7.774 5.306 5.306 7.157 0.000 ft Span#2 Support 2 26.143 8.271 17.872 26,143 17.872 17.872 24.075 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notaUon : Far left is #1 Support 3 7.604 2.433 5,171 7.604 5.171 5.171 6.996 0.001 in Ratio= 71848 >=360 , 0.000 in Ratio= 0 <360.C 0.004 in Ratio= 22532 >=180 l 0.000 in Ratio = 0 <180.C Title Block Line 1 Project Title: Church Residence (!!) You can change this area Engineer: RDS using the • Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr: Single Family Residence TIiie Block' selection. Title Block Line 6 Printed 20 JAN 2020, 3 29PM Concrete Beam File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Software ~2019, Build:12.19.11.30 . .. ,,: .. DESCRIPTION: Vault Beam #1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 +{)'.+-0.750L+0.750S+H 7,157 24,075 6.996 +0-+0.60W+tt 5.306 17.872 5.171 +0-+0.750Lr-+0.750L-+0.450W++i 7.157 24.075 6.996 +0-+0.750L-+O. 750S-+0.450W-+H 7.157 24.075 6.996 -+0.60D-+0.60W-+0.60H 3.184 10.723 3.103 +0-+0.70E-+0.60H 5.306 17.872 5.171 +0-+0.750L-+0. 750S-+0.5250E++i 7.157 24.075 6.996 -+0.60D-+0.70E+tt 3.184 10.723 3.103 DOnly 5.306 17.872 5.171 Lr Only L Only 2.467 8.271 2.433 sonly WOnly EOnly H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi*Vn Spacing (in) Load Combination Number (fl) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest •1.40D+1.70L +0.50S+1,60H 0.00 12.00 11.62 11.62 0.00 1.00 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 + 1.40D+1.70L-+0.50S+1.60H 0.17 12.00 10.88 10.88 1.86 1.00 25.78 VU< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 +1 .40D+1,70L-+0.50S+1.60H 0.33 12.00 10.13 10.13 3.60 1.00 25.78 Vu<PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 •1.40D+1.70L-+0.50S+1.60H 0.50 12.00 9.38 9.38 5.21 1.00 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 0.66 12.00 8.63 8.63 6.70 1.00 25.78 Vu <PhiVd2 lot Reqd 9 .6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 0.83 12.00 7.89 7.89 8.06 0.98 25.71 Vu <PhiVd2 lot Reqd 9.6. 25.7 0,0 0.0 +1.40D+1.70L-+0.50S+1.60H 0.99 12.00 7,14 7.14 9.30 0.77 25.01 Vu<PhiVd2 lot Reqd 9.6. 25.0 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 1.16 12.00 6.39 6.39 10.42 0.61 24.50 Vu<PhiVd2 lot Reqd 9.6. 24,5 0.0 0.0 +1.40D+ 1. 70L-+0.50S+ 1.60H 1.32 12.00 5.64 5.64 11.42 0,49 24.11 Vu< Ph1Vd2 lot Reqd 9.6. 24.1 0.0 0,0 +1.40D+1.70L-+0.50S+1.60H 1.49 12.00 4.90 4.90 12.29 0.40 23.79 Vu <PhiVd2 lot Reqd 9 .6. 23.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 1.65 12.00 4.15 4.15 13.04 0.32 23.53 Vu< PhiVd2 lot Reqd 9.6. 23.5 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 1.82 12.00 3.40 3.40 13.66 0.25 23.30 Vu<PhiVd2 lot Reqd 9.6. 23.3 0.0 0.0 +1,40D+1.70L-+0.50S+1.60H 1.98 12.00 2.65 2.65 14.16 0.19 23.10 Vu< Ph1Vd2 lot Reqd 9.6. 23,1 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 2.15 12.00 1.91 1.91 14.54 0.13 22.91 Vu<PhiVd2 lot Reqd 9.6. 22.9 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 2.31 12.00 1.16 1.16 14.79 0.08 22.74 Vu<PhiVd2 lot Reqd 9.6. 22.7 0.0 0.0 + 1.40D+ 1.70L -+-0 .50S+ 1.60H 2.48 12.00 0.41 0.41 14,92 0.03 22.57 Vu <PhiVd2 lot Reqd 9.6. 22,6 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 2.64 12.00 -0.34 0.34 14.92 0.02 22.55 Vu<PhiVd2 lot Reqd 9.6. 22.6 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 2.81 12.00 -1.08 1.08 14.81 0.07 22.72 Vu<PhiVd2 lot Reqd 9.6. 22.7 0.0 0.0 +1.400+1 70L+0.50S+1.60H 2.98 12.00 -1.83 1.83 14.57 0.13 22.89 Vu< PhiVd2 lot Reqd 9.6. 22.9 0.0 0.0 +1.40D+1.70L-+0.50S+160H 3.14 12.00 -2,58 2.58 14.20 0.18 23.08 Vu< Ph1Vd2 lot Reqd 9.6. 23.1 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 3.31 12.00 -3.33 3.33 13.71 0.24 23.28 Vu< Ph1Vd2 lot Reqd 9 .6. 23.3 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 3.47 12.00 -4.08 4.08 13.10 0.31 23.50 Vu<PhiVd2 lot Reqd 9.6. 23.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 3.64 12.00 -4.87 4.87 12.36 0.39 23.78 Vu <PhiVd2 lot Reqd 9.6. 23.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 3.80 12.00 -5,67 5.67 11.49 0.49 24.11 Vu< Ph1Vd2 lot Reqd 9.6. 24.1 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 3.97 12.00 -6.47 6.47 10.49 0.62 24.51 Vu< PhiVd2 lot Reqd 9.6. 24.5 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 4.13 12.00 -7.27 7.27 9.35 0.78 25.04 Vu <PhiVd2 lot Reqd 9.6. 25.0 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 4.30 12.00 -8.07 8.07 8.09 1.00 25.77 Vu<Ph\Vd2 lot Reqd 9 6. 25,8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 4.46 12.00 -8.87 8.87 6.69 1.00 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0,0 +1.40D+1.70L-+0.50S+1.60H 4.63 12.00 -9.67 9.67 5.16 1.00 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 4.79 12.00 -10.47 10.47 3.49 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1,40D+1.70L +D.50S+1.60H 4,96 12.00 -11.27 11.27 1.70 1.00 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 5.12 12.00 -12.07 12.07 0.23 1.00 25.78 Vu< PhiVc/2 tot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 5.29 12.00 -12.87 12.87 2.29 100 25.78 Vu< PhiVd2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+0.50S+1.60H 5.46 12.00 -13,67 13.67 4.49 1.00 25.78 PhiVd2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 5.62 12.00 -14.47 14.47 6.81 100 25.78 PhiVd2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L-+0.50S+1.60H 5.79 12.00 -15.27 15.27 9.27 1.00 25.78 PhiVd2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+ 1.?0L-+-0 .50S+ 1.60H 5.95 12.00 -16.07 16.07 11.86 1.00 25.78 PhiVd2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L-+0.50S+1.60H 6.12 12.00 -16.87 16.87 14.58 1.00 25.78 PhiVd2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 ntle Block Line 1 Project Title: Church Residence @ You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr:Single Family Residence Title Block' selection. Title Block Line 6 Printed 20 JAN 2020. 3'29PM Concrete Beam File= C:\Usets\Sob\OOCUME-1\ENERCA-1118-045 Ouch.ec6 Software ENERCAlC, INC.1963-2019, Build 12.19.11.30 •. ,1: .. . DESCRIPTION: Vault Beam#1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (In) load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.70l+0.50S+1.60H 6.28 12.00 -17.67 17.67 17.43 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70l +0.50S+1.60H 6.45 12.00 -18.47 18.47 20.42 0.90 25.46 PhiVc/2 < Vu <= Min 9.6.3.1 38.7 6.0 6.0 +1.40D+1.70l +0.50S+1.60H 1 6.61 12.00 -19.26 19.26 23.54 0.82 25.18 PhiVc/2 < Vu <= Min 9.6.3.1 38.4 6.0 6.0 +1.40D+1.70l +0.50S+1.60H 2 6.78 12.00 19.02 19.02 25.71 0.74 24.92 PhiVc/2 < Vu <= Min 9.6.3.1 38.1 6.0 6.0 +1.40D+1.70l +0.50S+1.60H 2 6.94 12.00 18.28 18.28 22.63 0.81 25.14 PhiVc/2 < Vu <= Min 9.6.3.1 38.3 6.0 6.0 +1.40D+1.70l+0.50S+1.60H 2 7.11 12.00 17.53 17.53 19.67 0.89 25.42 PhiVc/2 < Vu <= Min 9.6.31 38.6 6.0 6.0 +1.40D+1.70l+0.50S+1.60H 2 7.27 12.00 16.78 16.78 16.83 1.00 25.77 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70l +0.50S+1.60H 2 7.44 12.00 16.03 16.03 14.12 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70l+0.50S+1.60H 2 7.60 12.00 15.29 15.29 11.53 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70l+0.50S+1.60H 2 7.77 12.00 14.54 14.54 9.07 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +O .50S+1.60H 2 7.93 12.00 13.79 13.79 6.72 1.00 25.78 PhiVc/2 < Vu<= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 8.10 12.00 13.04 13.04 4.51 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 •1 40D+1.70L+O 50S+1 60H 2 8.27 12.00 12.30 12.30 2 41 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6 25.8 0.0 00 +1.40D+1,70L+0.50S+1 60H 2 8.43 12.00 11.55 11.55 0.44 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70l+0.50S+1 60H 2 8.60 12.00 10.80 10.80 1.41 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L+0.50S+1 .60H 2 8.76 12.00 10.05 1005 3.13 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6. 25 8 0.0 00 +1 .40D+1.70L +0.50S+1 .60H 2 8.93 12.00 9.31 9.31 4.73 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+170l +0.50S+1.60H 2 9.09 12.00 8.56 8.56 6.21 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1 40D+1.70L+0.50S+1.60H 2 9.26 12.00 7.81 7.81 7.56 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70l +0.50S+1.60H 2 9.42 12.00 7.06 7.06 8.79 0.80 25.13 Vu< PhlVc/2 lot Reqd 9.6. 25.1 0.0 0.0 +1.40D+1.70l +0.50S+1.60H 2 9.59 12.00 6.32 6.32 9.90 0.64 24.59 Vu< PhiVc/2 lot Reqd 9.6. 24.6 a.a 0.0 +1.40D+1.70L+0.50S+1.60H 2 9.75 12.00 5.57 5.57 10.88 0.51 24.17 Vu< PhiVc/2 lotReqd 9.6 24.2 0.0 00 +1.40D+1.70l+0.50S+1.60H 2 9.92 12.00 4.82 4.82 11.74 0.41 23.83 Vu< PhlVc/2 lot Reqd 9.6. 23.8 0.0 00 +1.40D•1.70L +0.50S+1 ,60H 2 10.08 12.00 4.07 4.07 12.47 0.33 23.56 Vu< PhiVc/2 lot Reqd 9.6. 23.6 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 10.25 12.00 3.33 333 13.08 0.25 23.32 Vu< PhiVc/2 lotReqd 9.6 23.3 0.0 0.0 +1.40D+1.70l+0.50S+1.60H 2 10.41 12.00 2.58 2.58 13.57 0.19 23.11 Vu< PhiVc/2 lotReqd 9.6 23.1 0.0 00 +1.40D+1,70l +0.50S+1.60H 2 10.58 12.00 1.83 1.83 13.94 0.13 22.91 Vu< PhiVc/2 lot Reqd 9.6. 22.9 0.0 0.0 •1 40D+1 70L +0.50S+1.60H 2 10.74 12.00 1.08 1.08 14.18 0.08 22.73 Vu< PhiVc/2 lot Reqd 9.6. 22.7 0.0 0.0 +1 40D+1.70l+0.50S+1.60H 2 10.91 12.00 0.34 0.34 14.29 0.02 22.56 Vu< PhiVc/2 lot Reqd 9.6. 22.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 11.08 12.00 .Q.41 0.41 14.29 0.03 22.57 Vu< PhiVc/2 lot Reqd 9.6. 22.6 0.0 00 +1 40D+1.70L +0.50S+1.60H 2 11.24 12.00 -1 16 1.16 14.16 0.08 22.75 Vu< PhiVc/2 lot Reqd 9.6. 22.7 0.0 00 +1 40D+1.70L +0.50S+1 .60H 2 11.41 12.00 -1.91 1.91 13.91 014 22.93 Vu< PhiVc/2 lotReqd9.6 22.9 0.0 0.0 +1.40D+1.70L +0.50S+1 .60H 2 11.57 12.00 -2.65 2.65 13.53 0.20 23.13 Vu< PhlVc/2 lotReqd 9.6 23.1 0.0 0.0 +1.40D•1.70L+0.50S+1.60H 2 11.74 12.00 -3.40 3.40 13.03 0.26 23.34 Vu< PhiVc/2 lot Reqd 9.6. 23.3 0.0 0.0 +140D+1.70L+0.50S+1.60H 2 11.90 12.00 -4.15 4.15 12.40 0.33 23.58 Vu< PhiVc/2 lot Reqd 9.6. 23.6 0.0 00 +1.400+1.70L +0.50S+1.60H 2 12.07 12.00 -4.90 4.90 11.66 0.42 23.86 Vu< PhiVc/2 lot Reqd 9.6. 23.9 0.0 0.0 +1.40D+1.70l+0.50S+1 .60H 2 12.23 12.00 -5.64 5.64 10.78 0.52 24.21 Vu< PhiVc/2 lot Reqd 9.6. 24.2 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 12.40 12.00 -6.39 6.39 9 79 0.65 24.63 Vu< PhiVc/2 lot Reqd 9 6. 24.6 0.0 00 +1.40D+1.70L +0.50S+1.60H 2 12.56 12.00 -7.14 7.14 8 67 0.82 25.20 Vu< PhiVc/2 lot Reqd 9.6. 25.2 0.0 00 +1.40D+1.70L +0.50S+1.60H 2 12.73 12.00 -7.89 7.89 7.43 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.400+1.70L+0.50S+1.60H 2 12.89 12.00 .a.63 8.63 6.06 1.00 25.78 Vu< PhiVc/2 lotReqd 96 25.8 0.0 00 +1.40D+1.70l +0.50S+1.60H 2 13.06 12.00 -9.38 9.38 4.58 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +0.50S+1 60H 2 13.22 12.00 -10.13 10.13 2.96 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L+O 50S+1 60H 2 13.39 12.00 -10.88 10.88 1.23 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 00 Maximum Forces & Stresses for Load Combinations load Combination location (ft) Bending Stress Results ( k-lt) Segment Span# along Beam Mu Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope -25.69 88.19 0.29 Span# 1 1 6.750 Span# 2 2 6.750 -26.24 88.19 0.30 +1 40D+1.60H 019 Span# 1 1 6.750 -16.43 88.19 Span#2 2 6.750 -16.78 88.19 0.19 +1 40D+1 70l+0.50S+1 60H Span# 1 6.750 -25.69 88.19 029 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the • Printing & Title Block' selection. Title Block Line 6 Concrete Beam ,.,.: .. DESCRIPTION: Vault Beam #1 Load Combination Segment Span# 2 -+-0.90D+W+ 1.60H Span# 1 Span #2 +1.20D+l-+-0.20S-+E+1.60H Span# 1 Span#2 -+-0.90D-+E-+-0.90H Span# 1 Span# 2 Overall Maximum Deflections Load Combination -+O+l+H -+O+l+H Span 1 2 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 20 JAN 2020 3·29PM File= C:\Users\Bob\DOCUME-1\ENERCA-1I18-045 Churoh.ec6 • Software · 2019,Build:12.19.11.30 . Location (ft) Bending Stress Results ( k-ft) Span# along Beam Mu :Max PhrMnx Stress Ratio 2 6.750 -26.24 88.19 0.30 1 6.750 -10.56 88.19 0.12 2 6.750 -10.79 88.19 0.12 1 6.750 -19.53 88.19 0.22 2 6.750 -19.95 88.19 0.23 1 6.750 -10.56 88.19 0.12 2 6.750 -10.79 88.19 0.12 Max.•-• Defl (in) Location in Span (ft) Load Combination Max.·•· Defl (in) Location in Span (ft) 0.0036 0.0033 2.796 3.954 0.0000 0.000 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr:Single Family Residence Title Block line 6 Printed 20 JAN 2020, 3:36PM Concrete Beam File= C:\Users\Bob\OOCUME-1\ENERCA-1I18-045 Clluroll.ec6 . Software copy 2019, Build:12.19.11.30 . ,.11: .. DESCRIPTION: Vault Beam# 2 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties re ,12 = 3.0 ksi <b Phi Values Flexure : tr= re • 7.50 410.792 psi Shear: \JI Density 145.0 pcf P, = A LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy -Stirrups 0.90 0.750 0.850 40.0ksi fy -Main Rebar 60.0 ksi E-Stirrups = 29,000.0 ksi E -Main Rebar = 29,000.0 ksi Stirrup Bar Size# Number of Resisting Legs Per Stirrup = 6.0 ft 24" w X 14" h Cross Section & Reinforcing Details Rectangular Section, Width= 24.0 in, Height= 14.0 in Span #1 Reinforcing .... 3 2 • • • • • • 5.50 ft 24"wx14"h 4-#6 at 2.0 in from Bottom, from 0.0 to 6.0 ft in this span Span #2 Reinforcing .... 4-#6 at 2.0 in from Bottom, from 0.0 to 5.50 ft in this span 4-#5 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 4-#5 at 2.0 in from Top, from 0.0 to 5.50 ft in this span Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load : D = 2.627, L = 0.5030 k/ft, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : D = 2.627, L = 0.5030 k/ft, Tributary Width= 1.0 ft Uniform Load : D = 1.358, L = 0.8870 k/ft, Extent= 1.0 -» 5.50 ft, Tributary Width = 1.0 ft DESIGN SUMMARY .,,----=--=--,----------~-~--,---~~----------Maximum Bending Stress Ratio 0.408 : 1 Maximum Deflection = Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Mu : Applied -26.30 k-ft Max Upward Transient Deflection 0.000 in Mn • Phi : Allowable 64.445 k-ft Max Downward Total Deflection 0.003 in Location of maximum on span Max Upward Total Deflection 0.000 in 0.000 ft Span # where maximum occurs Span# 2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Support3 Overall MAXimum 7.400 30.359 12.229 Overall MINimum 0.922 5.752 3.102 +D++t 6.477 24.608 9.127 +D-+l -++i 7.400 30.359 12.229 +D-+lr++t 6.477 24.608 9.127 +D+S++t 6.477 24.608 9.127 +D-+0.750Lr-+0.750L ++t 7.169 28.922 11.454 Ratio= Ratio= Ratio= Ratio= • • 0<360.C 0<360.C 20053 >=180 0 <180.C Title Block Line 1 Project Title: Church Residence @ You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr:Single Family Residence TIiie Block' selection. Title Block Line 6 Pnnted 20 JAN 2020, 3 36PM Concrete Beam File= C:\Users\Bob\OOCUME-1\ENERCA-1I18-045 Church.ec6 . Software<X> . htENERCALC, INC.1~2019, Build:12.19.11.30 . ··••: .. DESCRIPTION: Vault Beam # 2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 SupportJ +O'.i-0.750L '.i-0.750S..+i 7.169 28.922 11.454 ·+{).+-0.60W 4i 6.477 24.608 9.127 +0+-0.750Lr+-0.750L+-0.450W->H 7.169 28.922 11.454 +0+-0.750L +-0.750S+-0.450W..+i 7.169 28.922 11.454 +-0.60D+-0.60W+-0.60H 3.886 14.765 5.476 +0+-0.70E+-0.60H 6.477 24.608 9.127 +0+-0.750L +-0.750S-+-0.5250E->H 7.169 28.922 11.454 -+-0.60D+-0.70E..+i 3.886 14.765 5.476 DOnly 6.477 24.608 9.127 LrOnly LOnly 0.922 5.752 3.102 SOnly WOnly EOnly HOnly Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (fl) (in) Actual Design (k-11) (k) (k) (k) Req'd Suggest +1.40D+1.70L '.i-0.50S+1.60H 0,00 12.00 10.64 10.64 0.00 1.00 25.78 Vu< PhlVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 0.15 12.00 9.90 9.90 1.51 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 0.29 12.00 9.17 9.17 2.91 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40O+1.70L-+-0.50S+1.60H 0.44 12.00 8.43 8.43 4.20 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 0.59 12.00 7.69 7.69 5.39 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 0.73 12.00 6.96 6.96 6.46 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 0.88 12 00 6.22 6.22 7.43 0.84 25.24 Vu< PhiVc/2 lot Reqd 9.6. 25.2 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 1.03 12.00 5.49 5.49 8.29 0.66 24.66 Vu< PhiVc/2 lot Reqd 9.6. 24.7 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 1.18 12.00 4.75 475 9.04 0.53 24 21 Vu< PhiVc/2 lot Reqd 9.6. 24,2 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 1.32 12.00 4.02 4.02 9.69 0.41 23.85 Vu< PhiVc/2 lot Reqd 9.6. 23.8 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 1.47 12.00 3.28 3.28 10.22 0.32 23.54 Vu< PhiVc/2 lot Reqd 9.6. 23.5 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 1.62 12.00 2.54 2.54 10.65 0.24 23.27 Vu< PhiVc/2 lot Reqd 9.6. 23.3 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 1.76 12.00 1.81 1.81 10.97 0.16 23.02 Vu< PhiVc/2 lot Reqd 9.6. 23.0 0.0 0.0 +1.40D+1.60H 1.91 12.00 1.14 1.14 9.75 0.12 22.86 Vu< PhiVc/2 lot Reqd 9.6. 22.9 0.0 0.0 +1.40D+1.60H 2.06 12.00 0.53 0.53 9.87 005 22.66 Vu< PhiVc/2 lot Reqd 9.6. 22.7 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 2.20 12.00 -0.40 040 11.28 0.04 22.60 Vu< PhiVc/2 lot Reqd 9.6. 22.6 0.0 0.0 + 1.40D+1.70L +-0.50S+1.60H 2.35 12.00 -1.13 1.13 11.17 0.10 22.81 Vu< PhiVcJ2 lot Reqd 9.6. 22.8 0.0 0.0 +1.40D+1.70L-+-0.50S+1.60H 2.50 12.00 -1.87 1.87 10.95 0.17 23.04 Vu< PhiVcJ2 lot Reqd 9.6. 23.0 0.0 0.0 +1.40O+1.70L +0.50S+1.60H 2.64 12.00 -2.61 2.61 10.62 0.25 23.29 Vu< PhiVc/2 lot Reqd 9.6. 23.3 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 2.79 12.00 -3.34 3.34 10.18 0.33 23.56 Vu< PhiVcJ2 lot Reqd 9.6. 23.6 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 2.94 12.00 -4.08 4.08 9.64 0.42 23.87 Vu< PhiVc/2 lot Reqd 9.6. 23.9 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 3.09 12.00 -4.81 4.81 8.99 0.54 24.25 Vu<PhiVd2 lot Reqd 9.6. 24.2 0.0 0.0 +1.40D+1.70L-+-0.50S+1.60H 323 12.00 -5.55 5.55 8.22 0.67 24.70 Vu< PhiVcJ2 lot Reqd 9.6. 24.7 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 3J8 12.00 -6.28 628 7.36 0.85 25.30 Vu< PhiVcJ2 lot Reqd 9.6. 25.3 0.0 0,0 +1 .40D+1.70L +-0.50S+1.60H 3.53 12.00 -7 02 7.02 6.38 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +-0.50S+1 .60H 3.67 12.00 -7.76 7.76 5.29 1.00 25.78 Vu< PhlVcJ2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1. 70L +-0.50S+1.60H 3.82 12.00 .a.49 8.49 4.10 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 3.97 12.00 -9.23 9.23 2.80 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0,0 0.0 +1.40O+1.70L +-0.50S•1.60H 4.11 12.00 -9.96 9.96 1.39 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L-+-0.50S+1.60H 4.26 12.00 -10.70 10.70 0.13 1.00 24.80 Vu< PhiVcJ2 lot Reqd 9.6. 24.8 0.0 0.0 +1.40O+1.70L +-0.50S+1.60H 4.41 12.00 -11.43 11.43 1.76 1.00 24.80 Vu< PhlVc/2 lot Reqd 9.6. 24.8 0.0 0.0 +1.40D+1.70L +-0.50S+1.60H 4.56 12.00 -12.17 12.17 3.49 1.00 24.80 Vu< PhiVcJ2 lot Reqd 9.6. 24,8 0.0 0.0 +1.40O+1.70L-+-0.50S+1.60H 4.70 12.00 -12.90 12.90 5.33 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 60 6.0 +1.40O+1.70L-+-0.50S+1.60H 4.85 12.00 -13.64 13.64 7.28 1.00 24.80 PhiVcJ2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40O+1.70L-+-0.50S+1.60H 5.00 12.00 -14.38 14.38 9.34 1.00 24.80 PhiVcJ2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 5.14 12.00 -15.11 15.11 11.51 1.00 24.80 PhiVcJ2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +-0.50S+1.60H 5.29 12.00 -15.85 15.85 13.78 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 380 6.0 6.0 +1.40O+1.70L +-0.50S+1.60H 5.44 12.00 -16.58 16.58 16.17 1.00 24.80 PhiVd2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 Title Block Line 1 Project Title: Church Residence @ You can change this area Engineer: RDS using the 'Settings' menu item Project ID: 18-045 and then using the 'Printing & Project Descr:Single Family Residence Title Block' selection. Title Block Line 6 Pnnted: 20 JAN 2020 3·36PM Concrete Beam File: C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church .. ec6 . Soltviare 2019, Build:12.19.11.30 . . ... ,; .. DESCRIPTION: Vault Beam # 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi"Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1,40D+1.70L +0.50S+1.60H 5.58 12.00 -17.32 17.32 18.66 0.93 24.64 PhiVc/2 < Vu <= Min 9.6.3.1 37.8 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 5.73 12.00 -18.05 18.05 21.25 0.85 24.45 PhiVc/2 < Vu <= Min 9.6.3.1 37.7 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 5.88 12.00 -18.79 18.79 23.96 0.78 24.30 PhiVc/2 < Vu <= Min 9.6.3.1 37.5 6.0 6.0 +1.40D+1.70L+O 50S+1.60H 2 6.02 12.00 24.71 24.71 25.74 0.96 24.71 PhiVc< Vu 0.002848 37.9 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.16 12.00 24.04 24.04 22.46 1.00 24.80 PhiVc/2 < Vu <= Min 9.6,3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.29 12.00 23.36 23.36 19.27 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.43 12.00 22.69 22.69 16.17 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.56 12.00 22.02 22.02 13.16 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.70 12.00 21.34 21.34 10.24 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.83 12.00 20.67 20.67 7.41 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 6.97 12.00 19.99 19.99 4.67 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 + 1.400+1. 70L +0.50S+1.60H 2 7.10 12.00 18.98 18.98 2.04 1.00 24.80 PhiVc/2 < Vu <= Min 9.6.3.1 38.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 7.23 12.00 17.84 17.84 0.44 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 7.37 12.00 16.71 16.71 2.77 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 7.50 12.00 15.58 15.58 4.94 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 7.64 12.00 14.44 14.44 6.97 1.00 25.78 PhiVc/2 < Vu<= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 7.77 12.00 13.31 13.31 8.83 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6,0 +1.40D+1.70L +0.50S+1 .60H 2 7.91 12.00 12.18 12.18 10.55 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.04 1200 11.04 11.04 12.11 0.91 25.49 Vu< PhiVc/2 lot Reqd 9.6. 25.5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.18 12.00 9.91 9.91 13.53 0.73 24.90 Vu< PhiVc/2 lot Reqd 9.6. 24.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.31 12.00 8.78 8.78 14.78 0.59 24.44 Vu< PhiVc/2 lot Reqd 9.6. 24.4 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.45 12.00 7.64 7.64 15,89 0.48 24.07 Vu< PhiVc/2 lot Reqd 9.6. 24.1 0.0 0.0 +1 .40D+1.70L +0.50S+1.60H 2 8.58 12.00 6.51 6.51 16.84 0.39 23.75 Vu< PhiVc/2 lot Reqd 9.6. 23.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.72 12.00 5.38 5.38 17.64 0.30 23.48 Vu< PhiVc/2 lot Reqd 9.6. 23,5 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.85 12.00 4.24 4.24 18.29 0.23 23.24 Vu< PhiVc/2 lot Reqd 9.6. 23.2 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 8.99 12.00 3.11 3.11 18.79 0.17 23.02 Vu< PhiVc/2 lot Reqd 9.6. 23.0 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 9.12 12.00 1.97 1.97 19.13 0.10 22.82 Vu< PhiVc/2 lot Reqd 9.6. 22.8 0,0 0.0 +1.40D+1.70L +0.50S+1 .60H 2 9.26 12.00 0.84 0.84 19.32 0.04 22.62 Vu< PhiVc/2 lot Reqd 9.6. 22.6 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 9.39 12.00 -0.29 0.29 19.35 0.02 22.53 Vu< PhiVc/2 lot Reqd 9.6. 22.5 0.0 0.0 +1.40D+1.70L +O.SOS+1.60H 2 9.52 12.00 -1.43 1.43 19.24 0.07 22.72 Vu< PhiVc/2 lot Reqd 9.6. 22.7 0.0 0.0 +1.40D+1.70L +0.50S+ 1.60H 2 9.66 12.00 -2.56 2.56 18.97 0.13 22.92 Vu< PhiVc/2 lot Reqd 9.6. 22.9 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 9.79 12.00 -3.69 3.69 18.55 0.20 23.14 Vu< PhiVc/2 lot Reqd 9.6. 23.1 0,0 0.0 +1.40D+1 .70L +0.50S+1.60H 2 9.93 12.00 -4.83 4.83 17.98 0.27 23.36 Vu< PhiVc/2 lot Reqd 9.6. 23.4 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 10.06 12.00 -5.96 5.96 17.25 0.35 23.62 Vu< PhiVc/2 lot Reqd 9.6. 23.6 0.0 0.0 +1.40D+1.70L+0.50S+1.60H 2 10.20 12.00 -7.09 7.09 16.37 0.43 23.91 Vu< PhiVc/2 lot Reqd 9.6. 23.9 0.0 0.0 + 1.40D+1.70L +0.50S+ 1.60H 2 10.33 12.00 -8.23 8.23 15.34 0.54 24.25 Vu< PhlVc/2 lot Reqd 9.6. 24.2 0.0 0.0 +1 .40D+1 .70L +0.50S+1.60H 2 10.47 12.00 -9.36 9.36 14.15 0.66 24.66 Vu< PhiVc/2 lot Reqd 9.6. 24.7 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 10.60 12.00 -10.49 10.49 12.82 0.82 25.18 Vu< PhNc/2 lot Reqd 9.6. 25.2 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 10.74 12.00 -11.63 11.63 11.33 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+ 1. 70L +0.50S+ 1.60H 2 10.87 12.00 -12.76 12.76 9.68 1.00 25.78 Vu< PhiVc/2 lot Reqd 9.6. 25.8 0.0 0.0 +1.40D+1.70L +0.50S+1.60H 2 11.01 12.00 -13.90 13.90 7.89 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 11.14 12.00 -15.03 15.03 5.94 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 +1.40D+1.70L +0.50S+1.60H 2 11.28 12.00 -16.16 16.16 3.84 1.00 25.78 PhiVc/2 <Vu<= Min 9.6.3.1 39.0 6.0 6.0 + 1.40D+1.70L +0.50S+1.60H 2 11.41 12.00 -17.30 17.30 1.59 1.00 25.78 PhiVc/2 < Vu <= Min 9.6.3.1 39.0 6.0 6.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Span# along Beam Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope -25.83 64.44 0.40 Span# 1 1 6.000 Span #2 2 5.500 -26.30 64.44 0.41 +1.40D+1.60H 64.44 0.31 Span# 1 1 6000 -19.93 Span#2 2 5.500 -20.32 64.44 0.32 +1.40D+1.70L+0.50S+1.60H -25.83 64.44 0.40 Span# 1 6.000 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Beam I. II: • • DESCRIPTION: Vault Beam # 2 Load Combination Segment Span#2 +0.90D+W+1.60H Span# 1 Span#2 +1.20D+l +0.20S-+€+1.60H Span# 1 Span# 2 +0.90D-+€+0.90H Span# 1 Span#2 Overall Maximum Deflections Load Combination +O+L+H +O+l.+1-1 Span 1 2 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 20 JAN 2020, 3·36PM Rle = C:\Users\Bob\DOCUME-1\ENERCA-1116-045 Church.ec6 Software copyright ENERCALC, Location (ft) Bending Stress Results ( k-ft ) Span# along Beam Mu : Max Phi'Mnx Stress Ratio 2 5.500 -26.30 64.44 0.41 1 6.000 -12.81 64.44 0.20 2 5.500 -13.06 64.44 0.20 1 6.000 -20.55 64.44 0.32 2 5.500 -20.93 64.44 0.32 1 6.000 -12.81 64.44 0.20 2 5.500 -13.06 64.44 0,20 Max.·.• Defl (in) Location in Span (fl) Load Combination Max. '+' Oefl (in) Location in Span (ft) 0,0020 0.0033 2.314 L Only 3.064 --0.0001 5.400 0.0000 5.400 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 j i JOB c~~~H SHEET NO.---------OF-----r--......--- CALCULATED BY--'/Z'--5 ______ DATE-~ __ /_1_,1'-'/'--1,o __ CHECKED BY---------DATE------- SCALE ! ··-····· i _______ , .. , .. -.. ....__-+--+-··-+-l! ---;-+---+---+-+---I I -+--+~I--+--; ---I-___._,.._! --+-+--1---4-+--I ( : i I l l ! i ·4$<<5~ ,l ~nt?~ ····--.. ,-··· ...... -·--···· i t 1---1---l---l--+--+-+---1---4-+--!---s--+--t··-···-···-·"'""j--4---+--s-+--l---J.----'-+---+--+--'--+--~-+---+---+--I I i 1--'--+-.;---+---+-+--+---f-+--+---+-··-·, ~~--------· .... ·-+----+---+-+----,.---+-+--+--1-+--l---i~-+--l--'i---l i : I I l---+--+-.J---+---+-+---1---!-+--l---'i--+--+-1---+---+-,---+----+--l--+--+-+---·--··f---+--+---l-+-; --+-+---+--+-+---1---4-+--f---sr---+--i-1·--· -i-----1-- ! ' 1'1Du:121)4.l /NIMS/ Iv-, C..O.. ....,_ 01471. Tille Block line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. TIiie Block line 6 Concrete Column DESCRIPTION: End column at Beam# 1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information fc : Concrete 28 day strength = 3.0 ksi E= = 3,122.0ksl Density = 150.0 pct p = 0.850 fy -Main Rebar = 60.0 ksi E -Main Rebar = 29,000.0 ksl Allow. Reinforcing Limits ASTM A615Bars Used Min. Reinf. = 1.0% Max. Reinf. = 8.0% Column Cross Section Column Dimensions : 9.0in high x 24.0in Wide, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing : 4 -#5 bars @ corners,. 2 -#5 bars top & bottom between comer bars Applied Loads Column selfweight induded : 1,125.0 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 5.0 ft above base, D = 5.306, L = 2.467 k DESIGN SUMMARY Load Combination Location of max.above base +1 .40D+1 .70L 4.966ft Maximum Stress Ratio Ratio= (P1iA2~uA2)A.5 / (PhiPnA2-+PhiMnA2)A 5 Pu= 13197 k <p *Pn= Mu-x = 0.0 k-ft (f) • Mn-x = Mu-y = 0.0 k-ft cp • Mn-y = 0.037: 1 360.504k 0.0 k-ft 0.0 k-ft Mu Angle= Mu at Angle = 0.0 deg 0.0 k-fl q>Mn at Angle= 0.0 k-fl Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity <p Pn, max : Usable Compressive Axial Capacity <p Pn, min : Usable Tension Axial Capacity Governing Load Combination Results 693 28 k k 360.504 k k Governing Factored 1 Moment l Dist. from Axial Load k Load Combination X-X Y-Y base ft Pu Ql • Pn Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnte<l 5 MAR 2020 9 43AM FIie c C:\llset$\Bob100CUME-1\ENERCA-1118-045 Chun:h.ec6 . Software ht ENERCALC, INC. 1983-2019, Build:12.19.11.30 . Overall Column Height 5.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 5.0 ft. K = 1.0 Y-Y (depth) axis : Unbraced length for buckling ABOUT X-X Axis= 5.0 ft, K = 1.0 ... • ... ... Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. Top along Y-Y 0.0k TopalongX-X 0.0k Bottom along Y-Y Bottom along X-X Maximum SERVICE Load Deflections ... Along Y-Y 0.0 In at 0.0ft above base for load combination : Along X-X 0.01n at 0.0 ft above base for load combination : General Section Information . <p = 0.650 B = 0.850 p : % Reinforcing 1 148 % Rebar % Ok Reinforcing Area 2 480 inA2 Concrete Area 216.0 inA2 Bending Analysis k-ft 0.0 k 0.0 k e = 0.80 Utilization ox ox' Mux o Y oy' Muy Alpha (deg) o Mu (I) Mn Ratio ------+1.40D 497 9.00 36050 0~ 0.025 +1.400+1.70l 497 13 20 36050 0000 0.037 -+0.90D 4 97 5.79 360 50 0.000 0.016 TIiie Block Line 1 You can change this area using the ·settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam# 1 Maximum Reactions Load Combination DOnly -+0-+L -+0~.750l ~.60D l Only Maximum Moment Reactions X-X Axis Reaction k @Base @Top Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Y-Y Axis Reaction @Base @Top Prinle<! 5 MAR 2020, 9:43AM File= C:\Users\Bob\OOCUME-1\ENERCA-1118-045 Church.ec6 . Software copy ht ENERCALC, INC. 1983-2019, Build:12.19.11.30 . Axial Reaction @Base 6.431 8.898 8.281 3.859 2.467 Note: Only non-zero reactions are listed My -End Moments k•ft Mx -End Moments @Base @Top @Base @Top Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination 0 Only -+0-+L -+0~.750l ~.600 LOnly @Base @Top Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance DOnly 0.0000 in 0.000 fl -+0-+L 0.0000 in 0.000 fl -+0~.750L 0.0000 In 0.000 fl ~.600 0.0000 In 0.000 fl LOnly 0.0000 in 0.000 ft Sketches ~· 1111 r-... ... _._,_, ... . .. . 0 ·-... ... . .. ------r-I Interaction Diagrams k-lt k-lt k-lt k-lt k-lt ·• Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in @Base @Top Distance 0.000 It 0.000 ft 0.000 It 0.000 It 0.000 fl k-lt k-lt k-fl k-fl k-lt Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam# 1 425.0 1 :J 382.5 --d Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020, 9"43AM File= C:\Users\Bob\DOCUME-1\ENERCA-1I16-045 Church.ec6 . Software 2019, Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) J ______ _ 340.0 __j 297.5 255.0 J ~ ~ 212.5 _:3 C a.. l 1700 1 .c C. 127.5 ~ -1 --< 85.0 ~ ] 42.5 J .7 0 LOiii~ ••UQO Ntfhs 0Odilt (IOI IOII Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. ntle Block Line 6 Concrete Column ,.,,: .. DESCRIPTION: End column at Beam # 1 425.0 ---=i _.J -382.5 __, 7 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnmed 5 MAR 2020 9 43AM File~ C:\Users\Bob\DOCUME-1\ENER0--1118-045 Chwch.ec6 Software . htENERCALC, INC. 1983-2019, Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) ,__ ________________ _ 340.0 ....:::! ~ 297 5 ____, J 255.0 ~ 212.5 - 110.0 _:=i ..... 127.5 ....... -l 85.0 ____, 425 1 () C a. .s:::. a. (t.6--~s~e--~9-~9--1M4~_9i--1~9~9r-~2~4~.9-~2~9~.e--::3~4.~s~· -~3~9.~e-~4~4.~8--.441Q-9.7 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection, Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam# 1 425.0 1 j 382.5 ] 340.0 _j -' 1 297.5 ..:::1 :l 255.0 ..... 212.5 ~ J 1700 1 127.5 =J ~ 85.0 ...::::i 425 l Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020 9'43AM File -C:\Users\8ob\DOCUME-1\ENERCA-111S-045 Church.ec6 . Software 2019, Bulld:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) g C a. • ..c a. 4.8 49.7 Title Block Line 1 You can change this area using the 'Settings· menu item and then using the "Printing & TiUe Block" selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam # 1 Code References Calculations per ACI 318-1 4, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information re : Concrete 28 day strength = E= Density 13 fy -Main Rebar E -Main Rebar = = 3.0 ksi 3,122.0 ksi 150.0 pcf 0.850 60.0 ksi 29,000.0 ks! Allow. Reinforcing Limits ASTM A615 Bars Used Min. Reinf. = 1.0 % Max. Rein!. = 8.0 % Column Cross Section Column Dimensions : 12.0in Square Column, Column Edge to Rebar Edge Cover= 2.0in Column Reinforcing : 4 -#7 bars @ comers, Applied Loads Column self weight induded : 750.0 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 5.0 ft above base, D = 17 .872, L = 8.271 k DESIGN SUMMARY Load Combination Location of max.above base +1.40D+1.70L 4.966ft Maximum Stress Ratio Ratio = (Pu"2-+Mu"2)A.5 / (PhiPn"2+PhiMn"2)".5 Pu = 40. 132 k cp • Pn = Mu-x = 0.0 k-ft cp • Mn-x = Mu-y : 0 0 k-ft <P • Mn-y = Mu Angle= Mu at Angle= 0.0 deg 0.0 k-ft cpMn at Angle= 0.153: 1 262.642k 0.0 k-ft 0.0 k.ft 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity cuNe Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tenslon Axial Capacity q> Pn, max : Usable Compressive Axial Capacity <P Pn, min: Usable Tension Axial Capacity Governing Load Combination Results -----, Governing Factored Moment 505.08 k k 262.642 k k Dist. from Axial Load k Load Combination X-X_ Y-Y I base fl Pu cp • Pn Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence 0Y Pnnted 5 MAR 2020, 10.06AM File= C:\Users\Bob\OOCUME-1\ENERCA-1116-045 Church.ec6 . Software 2019. Build:12.1911.30 • Overall Column Height = 5.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 5.0 fl, K = 1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 6.0 ft, K = 1.0 Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. TopalongY-Y O.Ok BottomalongY-Y O.Ok Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X O.Oin at O Oft above base for load combination : General Section Information . cp = 0.650 B =0.850 p : % Reinforcing 1 .667 % Rebar% Ok 0 = 0.80 Reinforcing Area 2.40 in"2 Concrete Area 144.0 in"2 Bending Analysis k.ft Utilization 6X ox · Mux o~Muy Alpha (deg) 6 Mu cp Mn Ratio +140D 497 2607 262 64 0.000 0.099 +1.40D+1.70L 497 40.13 26264 0.000 0.153 ~.90D 497 16.76 262.64 0.000 0.064 TIiie Block Line 1 Yoo can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column al Beam# 1 Maximum Reactions Load Combination DOnly +0-+l +0-+-0.750l -+-0.600 LOnly Maximum Moment Reactions X-X Axis Reaction k @Base @Top Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Y-Y Axis Reaction @Base @Top Pnnted 5 MAR 2020 10 06AM File= C:IUserslBoblDOCUME-1\ENERCA-1118-045 Chu!al ec6 Software 2019, Build:12.19.11.30 . Axial Reaction @Base 18.622 26.893 24.825 11.173 8.271 Note. Only non-zero reactions are listed My -End Moments k-ft Mx • End Moments @Base @Top @Base @Top Note: Only non-zero reactions are listed. Moment About X-X Axis MomentAbootY-Y Axis Load Combination DOnly +0-+l +0-+-0.750L -+-0.600 LOnly @Base @Top Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance DOnly 0.0000 in 0.000 fl +0-tl 0.0000 in 0.000 fl +D-+-0.750l 0.0000 In 0.000 ft -+0.600 0.0000 in 0.000 ft LOnly 0.0000 in 0.000 ft Sketches ,, ... •• I .., I --· ... ... Interaction Diagrams k-ft k.ft k-11 k-ft k-11 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in @Base @Top Distance 0.000 fl 0.000 fl 0.000 ft 0.000 ft 0.000 ft k-lt k.ft k.ft k-11 k-lt Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column ,.,.: .. DESCRIPTION: Interior column at Beam# 1 325.0 1 J 292.5 ~ Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted· 5 MAR 2020, 10:06AM File; C:1Users\8ob\OOCUME-1\ENERCA-1I1B-045 Church.ec6 . Software ' htENERCALC, INC. 1983-2019, Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) 260.0 ~ ------------ 3 227.5 1 195.0 ~ 1 162.5 130.0 ::: 97_5 J 65.0 ~ 32.s j ! 6.2 12.4 0 ,,..~••1UO _. l°"f {21110"1 18.6 24.8 31. C: a. .c a. 62.0 TiUe Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 1 325.0 j 292.5 ..d =1 ::I 227.5 ..] 1 195.0 ~ 162.5 ....., d 130.0 _d 97.5 65.0 32.5 .9 -, 0 u,ac,,,o .. Hlllr171L ~ U•t ~O U OGO) Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020. 10 06AM FIie = C:\Users\Bob\DOCUME-1\ENERCA-1116-045 Church.ec6 . Software cop 2019, Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ·, g C: a.. .c: a.. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 1 325.0 292.5 260.0 -I 227_5 _=, -1 --< 195.0 j -I 162.5 -=:l -1 _J 130.01 97.5 1 -:j 650 , 32.5 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) Printed 5 MAR 2020, 10:06AM File= C:\Users\Bob\OOCUME-1\ENERCA-1\18-045 Church.ec6 • Softwarecop . htENERCALC,INC.1983-2019,Build:1219.11.30 . ~ ~ ~ C a. • .c a. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. TTtle Block Line 6 General Footing DESCRIPTION: Footing @ Beam# 1 Interior column Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Rein!. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use fig 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 Thickness Pedestal dimensions ... = = px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline 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 Size = = 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 D 2.5 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 = 0.00180 = 1.50 : 1 = 1.50 : 1 No No No No 3.750 ft 3.750 ft 24.0 in # # in in in 3.0 in 6.0 6 6.0 6 n/a n/a n/a Lr P : Column Load = 17.872 OB : Overburden = M-xx = M-zz V-x = V-z = Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Printed: 20 JAN 2020. 4:24PM File= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Churth.ec6 . Soflwarecop 2019, Buikl:12.19.11.30 . 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 Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than X u~u..e•--1. L s w 8.271 = = = = X :.. E 2.0 ksf No 350.0 pcf 0.350 2.0 ft ksf ft H ksf ft k ksf k-ft k-ft k k Trtle Block Line 6 Pnnled 20 JAN 2020. 4 :.141-'M General Footing File= C:\Users\8oblDOCUME-1\ENERCA-1\1S-045 Clueh ec6 . Software copy . ht ENERCALC, INC. 1983-2019, Build: 12. 19.11.30 . . . DESCRIPTION: Footing @ Beam# 1 Interior column _o_E_s_,G_N_s_u_M_M_A_R_Y ___________________________ ,...n➔HN•n.._ Min. Ratio PASS 0.9295 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.07645 PASS 0.07645 PASS 0.07645 PASS 0.07645 PASS 0.01460 PASS 0.01460 PASS 0.01460 PASS 0.01460 PASS 0.1027 Detailed Results Soil Bearin Rotation Axis & Load Combination ... X-X. DOnlv X-X. +D+l X-X. +D+0.750L X-X. +0.60D Z-Z. D Onlv Z-Z. +D+l Z-Z. +D+0.750L Z-Z. +Q.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Ax.is Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X. +1.400 X-X. +1.40D X-X. + 1.40D+ 1. 70L X-X. +1.400+1 70L Z-Z. +1.400 Z-Z. +1.40D Z-Z. +1.40D+1.70L Z-Z. +1 .400+1.70L One Way Shear Load Combination ... +1.40D +1.40D+1.70L Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding -X-X Sliding -Z-Z Uplift Z Flexure (+X) Z Flexure ( ·X) X Flexure ( +Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Sheaf (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Applied 1.859 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4,885 k-ft/ft 4.885 k-ft/ft 4.885 k-ft/ft 4.885 k-ft/ft 1.241 psi 1.241 psi 1.241 psi 1.241 psi 17.467 psi Xecc Zecc (in) n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 0.0 n/a 0.0 n/a 0.0 rJa 0.0 n/a Overturning Moment Sliding Force Mu Side Tension k-11 Surface 3.128 +Z Bottom 3.128 -Z Bottom 4.885 +Z Bottom 4.885 -Z Bottom 3128 -X Bottom 3.128 +X Bottom 4.885 -X Bottom 4.885 +X Bottom Capacity Governing Load Combination 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 63.904 k-ft/ft 63.904 k.fVft 63.904 k-ft/ft 63.904 k-ft/ft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 170.0 psi +D-tL about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L + 1.40D+ 1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L Actual Soil Bearing Stress ~ Location Bottom, -Z Top, +Z Le '-X Right, +X 1.271 1.271 n/a n/a 1.859 1.859 n/a n/a 1.712 1.712 n/a n/a 0.7625 0.7625 n/a n/a n/a n/a 1.271 1.271 n/a n/a 1.859 1.859 rJa n/a 1.712 1.712 nla n/a 0.7625 0.7625 Resisting Moment Stability Ratio Actual / Allow Ratio 0636 0.930 0.856 0 381 0.63o 0.930 0856 0.381 Status All units k Resisting Force As Req'd Gvrn. As Actual As inA2 jnA2 jnA2 0.5184 Min Temo % 0.7040 0.5184 MinTemo% 0.7040 0.5184 Min Temo % 0.7040 05184 Min Temo% 0.7040 0.5184 MinTemo% 0.7040 0.5184 Min Temo % 0.7040 0.5184 MinTemo% 0.7040 0.5184 MinTemo% 0.7040 Stability Ratio Phi'Mn k-11 63.904 63.904 63.904 63.904 63.904 63.904 63.904 63.904 Status Status OK OK OK OK OK OK OK OK Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max Phi Vn Vu / Phl'Vn Status m~ m~ m~ m~ m~ 1.24 osl 1.24 osl 1.24 osi 1.24 osi 1.24 osi 85.00 osi 0.01 85.00 OSI 0.01 OK OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing ... ,: .. DESCRIPTION: Footing @ Beam# 1 Interior column Two-Way "Punching• Shear Load Combination ... +1.40D +1.40O+1.?0L Vu 11.18 osi 17.47 osi Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Phl*Vn 170.00osi 170.00osi Pnnted 20 JAN 2020 4 24PM File= C:\Usecs\Bob'OOCUME-1\ENERCA-1113-045 01urchec6 . Software . htENERCALC, INC.1983-2019, Build:12.19.11.30 . Vu / Phi*Vn 0.06578 0.1027 All un~s k Status OK OK SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB--=-C..._@~~..::......;_.:..:..._ _________ _ SHEET N0.---=2::1=-..&. _____ OF---,--.-( -- CALCULATED ev__._f?-.._~_____ DATE ? { JCJ f 'Z-0 CHECKED BY--------DATE _____ _ SCALE •-+--+--+--J..--1~-!----i--!--+--+······•--ll ..... _.f ···---'1; ·-----:.;-··· i ---·-·4--+---!--+---l-+---l--+--+-------Cl-----l -+--,-+---+----I , , , 1 I PiHru:1204-1 /-/Ire.. r,,c,o, 11m OHll. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam # 2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information fc : Concrete 28 day strength = 3.0 ksi E= = 3,122.0 ksi Density = 150.0 pct ~ = 0.850 fy -Main Rebar = 60.0 ksi E -Main Rebar 29,000.0 ksi Allow. Reinforcing Limits ASTM A615Bars Used Min. Reinf. 1.0% Max. Reinf. = 8.0% Column Cross Section Column Dimensions : 9.0in high x 24.0in Wide, Column Edge to Rebar Edge Cover= 2.0in Column Reinforcing : 4 -#6 bars @ corners,, 2 -#6 bars top & bottom between corner bars Applied Loads Column self weight included : 1,125.0 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 5.0 ft above base, D = 9.127, L = 3.102 k DESIGN SUMMARY Load Combination Location of max.above base +1.40D+1 .70L 4.966ft Maximum Stress Ratio Ratio= (Pu•2+Mu•2)A.5 / (PhiPn•2+PhiMn•2)•,5 Pu= 19.626 k q:> • Pn = Mu-x = Mu-y = Mu Angle= Mu at Angle= 0.0 k-ft 0.0 k-ft 0 .0 deg <p • Mn-x = <p * Mn-y = 0.0 k-ft q>Mn at Angle= 0.050: 1 391.572k 0.0 k-ft 0.0 k-ft 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity <p Pn, max : Usable Compressive Axial Capacity q> Pn, min : Usable Tension Axial Capacity Governing Load Combination Results 753.02 k k 391.572 k k Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020, 10:10AM File= C:\Usets1Bob\OOCUME~1\ENERCA--1I1S-045 Cllurch.ec6 . Software . ht ENERCALC, INC. 198~2019, Build:12.19.11.30 . Overall Column Height = 5.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 5.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 5.0 ft, K = 1.0 ... ·-... ·-... . .. Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. TopalongY-Y 0.0k BottomalongY-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X O.Oin at 0.0ft above base for load combination : General Section Information . (j) = 0.650 B = 0 850 p : % Reinforcing 1.630 % Rebar•). Ok Reinforcing Area 3.520 in•2 Concrete Area 216.0 in~2 0.0 k 0.0 k 0 = 0.80 Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base k fl Pu Q> • Pn 0X ox • Mux 8Y 8y • Muy Alpha (deg) 8 Mu Q> Mn Ratio +1.40D 4.97 14.35 391.57 0.000 0.037 +1.400+1.70L 4.97 19.63 391,57 0.000 0.050 +0.900 497 9.23 391 57 0.000 0.024 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam# 2 Maximum Reactions Load Combination D Only -+{)-+l +0->-0.750L ->-0.60D LOnly Maximum Moment Reactions X-X Axis Reaction k @Base @Top Project Title: Church Residence Engineer: RDS ® Project ID: 18-045 Project Descr:Single Family Residence Y-Y Axis Reaction @Base @Top Printed: 5 MAR 2020, 10:10AM File= C:\Useis\Bob\DOCUME-1\ENERCA-1116-045 Church.ec6 . Software 2019, Build:12.19.11.30 . Axial Reaction @Base 10.252 13.354 12.579 6.151 3.102 Note: Only non-zero reactions are listed. My -End Moments k-ft Mx -End Moments @Base @Top @ Base @Top Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination DOnly +0-+l -+0->-0.750L ->-0.60D LOnly @Base @Top k-fl k-fl k-fl k-fl k-fl Maximum Deflections for Load Combinations Load Combination DOnly +0-+l -+0->-0.750L ..0.60D L Only Sketches ... ... . .. L _ Interaction Diagrams Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in . .. ... Distance 0.000 ft 0.000 ft 0.000 fl 0.000 fl 0.000 ft ·-I T-•· . .. Max. Y -Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in @Base @Top Distance 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 fl k-11 k-ft k-ft k-11 k-ft Title Block Line 1 You can change this area using the •settings' menu item and then using the 'Printing & Title Block' selection. ntle Block Line 6 Concrete Column .. ,.: . DESCRIPTION: End column at Beam# 2 450.0 j 405.0 360.0 ---1 315.0 270.0 J _J 225.0 J 180.0 -l 135.0 - 90.0 --; 45.0 ~ -0.0 5.4 10.9 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020. 10 10AM Ale • C:\UserslSob\OOCUME--1\EttERCA-111~ Olurch.ec6 Software . ht ENERCALC, INC. 1963-2019, Bulld:12.19.11.30 • Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) 16.3 21.8 21.2 32.6 C a. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Tltle Block' selection. ntle Block Line 6 Concrete Column ,.,.: .. DESCRIPTION: End column at Beam# 2 450.0 r ::::J 405.0 360.0 - -l 315.0 7 270.0 j -j 225.0 1 180.0 J 135.0 1 90.0 45.0 0 0.0 5.4 10.9 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020 10 10AM File a C:\Users\Bob\OOCUME-11ENERCA-1\1S-045 Outh ec6 . Software . 2019, Build: 12.19.11.~ . Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) ........ ~ C a.. . 1: a.. ) 16.3 21.8 27.2 32.6 38.1 43.5 49.0 54.4 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: End column at Beam# 2 450.0 405.0 - 360.0 ...::J ~ 315.0 ~ 270.0 ~ -1 - ...; 225.0 180.0 1 135.0 _ 90.0 -1 4s.oj ~ T' ---0.0 5.4 10.9 0 L .. C.-••010 -l'°"l ,tD 0001 Project Trtle: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Printed· 5 MAR 2020. 10 10AM File: C:\Users\8ob\OOCUME-1\ENERCA·111B-045 0.urch.ec6 . Software ENERCALC. INC. 1983-2019, Build'.12.19.11.JO Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ~ C Q. :c Q. ) 16.3 21.8 27.2 32.6 38.1 43.5 ,, 49.0 54":"4 ntle Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information fc : Concrete 28 day strength = 3.0 ksi E= = 3,122.0 ksi Density = 150.0 pcf p = 0.850 fy -Main Rebar = 60.0 ksi E -Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTM A615 Bats Us«/ Min. Reinf 1.0% Max. Reinf. = 8.0% Column Cross Section Column Dimensions : 24.0in Square Column, Column Edge to Rebar Edge Cover= 2.0in Column Reinforcing : 4 -#8 bars @ comers .. 1 -#8 bars top & bottom between corner bars, 1 -#8 bars left & right between corner bars Applied Loads Column self weight included : 3,000.0 lbs • Dead Load Factor AXIAL LOADS . . Axial Load at 5.0 ft above base, D = 28.650, L = 6.710 k DESIGN SUMMARY Load Combination Location of max.above base +1.40D+1.70L 4.966ft Maximum Stress Ratio Ratio= (Pu•2+Mu•2JA.5 / (PhiPn•2+Ph1Mn•2t .5 Pu= 55.717 k q> 'Pn= Mu-x = 0.0 k-ft <p • Mn-x = Mu-y = 0.0 k.ft cp • Mn-y = Mu Angle= 0.0 deg 0.058: 1 952 58k 0.0 k-ft 0.0 k.ft Mu at Angle= 0.0 k-ft <pMn at Angle= 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax: Nominal Max. Compressive Axial Capacity Pnmin: Nominal Min. Tension Axial Capacity q> Pn, max · Usable Compressive Axial Capacity q> Pn, min : Usable Tension Axial Capacity Governing Load Combination Results Governing Factored 1,831 .88k k 952.58 k k Axial Load k Load Combination X-X Y-Y base fl Pu cp • Pn Project ntle: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020 9 26AM File= C:\Users\Bob\DOCUME-1\ENERCA.-1118-045 Church.ec6 . Software . ht ENERCALC, INC. 1983-2019, Build:12.1911.JO . Overall Column Height = 5.0 fl End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 5.0 ft K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 5.0 ft, K = 1.0 Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. TopalongY-Y O.Ok BottomatongY-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Deflections ... AlongY-Y O.Oin at O.Ofl abovebase for load combination : Along X-X O.Oin at 0.0ft above base for load combination : General Section Information • <p = 0.650 B = 0 850 p : % Reinforcing 1.097 % Rebar% Ok Reinforcing Area 6.320 inA2 Concrete Area 576.0 inA2 Bending Analysis k-ft 0.0 k OOk 0 = 0.80 Utilization ox ox• Mux OY oy • Muy Alpha (deg) o Mu cp Mn Ratio _J Moment I Dist. from +HOD 4.97 44.31 952~ 0.000 0.047 +1.40D+1.70l <i 97 55.72 952.58 0000 0.058 -+0.90D 4.97 2849 952.58 0.000 0.030 Title Block line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & ntle Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 2 Maximum Reactions Load Combination OOnly -+0-+l -+0-+0. 7 SOL -+0.600 L Only Maximum Moment Reactions X-X Axis Reaction @Base @Top Project Trtle: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence k Y -Y Axis Reaction @Base @Top Pnnted 5 MAR 2020. 9 28AM Fite= C:\Users\Bob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Sof\wan, rightENERCALC, INC.1983-2019, Bulld:1219.11.30 . Axial Reaction @Base 31.650 38.360 36.683 18.990 6.710 Note: Only non-zero reactions are listed My -End Moments k•ft Mx -End Moments @Base @Top @Base @Top Note: Only non-zero reactions are listed. Moment About X-X Axis MomentAboutY-Y Axis Load Combination D Only -+0-+l +0-+0.750L +-0.60D LOnly @Base @Top Maximum Deflections for Load Combinations load Combinabon Max. X-X Deflection Distance DOnly 0.0000 in 0.000 fl -+0-+l 0.0000 in 0.000 ft -+0-+0. 7 SOL 0.0000 in 0.000 It -+0.600 0.0000 in 0.000 fl LOnly 0.0000 in 0.000 ft Sketches .. J • • .. ·-• .. I •-• .. • .. • .. • .. Interaction Diagrams k-fl k-ft k-ft k-ft k•fl Max. Y -Y Deflection 0.000 in 0.000 In 0.000 in 0.000 in 0.000 in @Base @Top Distance 0.000 fl 0.000 It 0.000 ft 0.000 ft 0.000 ft k-fl k..fl k-fl k-ft k-11 nue Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & TIiie Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 2 1.050.0 l 945.0 840.0 """1 I 735.0 --; ~ 630.0 1 525.0 7 420.0 7 ~ 315.0 1 2,0.0 I 105.0 J Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020 9 28AM File= C:\Users\Bob\OOCUME-1\ENERCA-1118-045 Church,ec6 , Software 2019, Build:12.19.11.30 • Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) C a. :c a. n ~r--~49~_0:,---919s!t": r1--11l14...,,..7_;-1--tt191f1"6_..,.2-...... 2,zi4~5_..,.2--'.~76-,t-_"r'-__.3hf4+3.+3 ---'3M19+2 . .,....4 --,4..,..4+1.4----4-90.5 0 ..... c.-•• ,.., ._... ..... !'11' ,.,, TIiie Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & TiUe Block' selection. Trtle Block Line 6 Concrete Column ,.,.: .. DESCRIPTION: Interior column at Beam # 2 1,050.0 840.0 --:i 735.0 j 630.0 _J 525.0 ~ 420.0 1 315.0 7 210.0 j 105.0 -, 9 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Pnnted 5 MAR 2020. 9 28AM File= C:IUsels\BoblDOCUME-1\ENERCA-1118-045 Church ec6 . Solt,vare . hlENERCALC,INC.1983-2019,Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ---~ C ll. • .c ll. / Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Column DESCRIPTION: Interior column at Beam# 2 1,050.0 840.0 735.0 630.0 525.0 4200 1 315.0 -I 210.0 _::j 105.0 Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Des er: Single F amity Residence Printed 5 MAR 2020. 9:28AM File = C:\UsetSIBob\DOCUME-1\ENERCA-1118-045 Church.ec6 . Sollware cop l-2019, Build:12.19.11.30 . Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ...... .:,£ ...... C a.. • E a. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing ... ,: .. DESCRIPTION: Footing@ Beam# 2 Interior column Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ee : Concrete Elastic Modulus Concrete Density = <p Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Rein!. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg WI for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = Rebar Centerline to Edge of Concrete ... at Bottom of fooling = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 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 D 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 5.0 ft 5.0 ft 24.0 in in in in 3.0 in 8.0 # 6 8.0 # 6 n/a n/a n/a Lr No No No No P : Column Load = 28.650 OB : Overburden = M-xx = M-zz V-x = V-z = Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr:Single Family Residence Printed 5 MAR 2020, 9 31AM File= C:\Users\Bob\OOCUME-1\ENERCA-1118-045 Churth.ec6 . Soltw.we lENERCALC, INC 1983-2019, Buikl-12.19.11.30 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 Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than L s w 6.710 = = = = = = = E 2.0 ksf No 350.0 pcf 0.350 2.0 ft H ksf ft ksf ft k ksf k-ft k-ft k k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence @) Pnnted 5 MAR 2020 931AM File= C:\Users\Bob\OOCUME-1\ENERCA-1118-045 Churth.ec6 . Soltware ENERCALC, INC. 1983-2019, Build:12.1911.:xl DESCRIPTION: Footing @ Beam# 2 Interior column DESIGN SUMMARY ______________________________ _,-•tMM,C-1~ Min. Ratio PASS 0.7070 PASS nla PASS nla PASS n/a PASS nla PASS n/a PASS 0.1008 PASS 0.1008 PASS 0.1008 PASS 0.1008 PASS 0.07215 PASS 0.07215 PASS 0.07215 PASS 0.07215 PASS 0.1507 Detailed Results Soil Bearin Rotation Axis & Load Combination ... X-X. DOnlv X-X. -+O+l X-X. -+0+0. 750L X-X. +0.60D Z-Z. DOnlv Z-Z. +D-+i. Z-Z. -+0+0.750L Z-Z. +0.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X. +1.40D X-X. +1.40D X-X. +1.40D+1.70L X-X. +1.40D+1.70L Z-Z. +1.400 Z-Z. +1.40D Z-Z. +1.40D+1.70L Z-Z. +1.40D+1.70L One Way Shear Load Combination ... +1.40D +1 .40D+1.70L Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding -X-X Sliding-Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear ( +X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Applied 1.414 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 6.440 k-Mt 6.440 k-ftlft 6.440 k-ft/ft 6.440 k-Mt 6.133 psi 6.133 psi 6.133 psi 6.133 psi 25.627 psi Xecc Zecc (in) n/a 0.0 n/a 0.0 n/a 0.0 nla 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Overturning Moment Sliding Force Mu Side Tension k-ft Surface 5.014 +Z Bottom 5.014 -Z Bottom 6.440 +Z Bottom 6.440 -Z Bottom 5.014 -X Bottom 5.014 +X Bottom 6.440 -X Bottom 6.440 +X Bottom Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 63.904 k-ftlft 63.904 k-ft/ft 63.904 k-ft/ft 63.904 k-ftlft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 170.0 psi Governing Load Combination -+O+l about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.40D+U0L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1.70L +1.40D+1 .70L +1.40D+1.70L Actual Soil Bearing Stress @ Location Bottom. -Z Top, +Z Le7t, -X Right, +X 1.146 1.146 n/a n/a 1.414 1.414 n/a n/a 1.347 1.347 n/a n/a 0.6876 0.6876 n/a n/a n/a n/a 1.146 1.146 n/a n/a 1.414 1.414 nla nla 1.347 1.347 n/a n/a 0.6876 0.6876 Resisting Moment Stablllty Ratio Actual / Allow Ratio Status 0.573 0.707 0 674 0 344 0 573 0.707 0674 0.344 All units k Resisting Force As Req'd Gvrn.As in•2 1n•2 0.5184 Min Temo % 0.5184 Min Temoo/o 0.5184 Min Temo% 0.5184 Min Temo% 0.5184 Min Temo% 0.5184 Min Temo% 0.5184 Min Temoo/o 0.5184 Min Temoo/o Stability Ratio Actual As Phi'Mn in•2 k-ft 0.7040 63.904 0.7040 63.904 0.7040 63.904 0.7040 63.904 0.7040 63.904 0.7040 63.904 0.7040 63.904 0.7040 63.904 Status Status OK OK OK OK OK OK OK OK Vu @-X Vu @+X Vu @-Z Vu @ +Z Vu:Max Phi Vn Vu / Phl•Vn Status 4.78 osi 4.78 osi 4.78 osi 4.78 osi 4.78 osi 85.00 osi 0.06 6.13 osi 6.13 osi 6.13 osi 6.13 osi 6.13 osi 85.00 osi 0.07 OK OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing ... ,: .. DESCRIPTION: Footing@ Beam# 2 Interior column Two-Way "Punching" Shear Load Combination ... +1.400 +1.40O+1 .70L Vu 19.95 osi 25.63 osi Project Title: Church Residence Engineer: RDS Project ID: 18-045 Project Descr: Single Family Residence Phi*Vn 170.00osi 170.00osi Pnnted 5 MAR 2020, 9 31AM File = C:\Users\Bob\OOCUME-1\ENERCA-1118-045 Clluroh.ec6 • Software 2019, Buld:1219.11.30 . Vu / Phl"Vn 0.1174 0.1507 All units k Status OK OK ........ ............. -•-, SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 --.a.-1,~L_ ...... ________ _. i e • tl-fvru-+< J08---_.:; ____ ;..._ ________________ _ SHEET NO.-----'G,:;.....:,:?c_. _____ OF ---....---.---- CALCULATED av_...,l&_.5 _______ DATE __ ?_{""". _1q..i..,../_1,,-o __ _ CHECKED av ___________ DATE--------- SCALE ' ' i .. ;.. ... ' . "\ --'-· ..... __ ., ·-"i"" .... .L .. ····t .. -------.. -:-,•-••·i........ ' ..... ) ............ \ ......... -.;-· ·•;·· .. ····. ··<···•· L__ ...l 1· . i 1 1 1 ...... + .... -... _ . ; .. --· +· .. · i.: ; -I -r .. . ...... !. -i:....--1:-i-_if·.· -~ .. ;-:~:: , ..... : .... -.. ...i .......... L ........ : ... ---·1 j ' j i ·--····•· ......... , .. --·; : t i '"""+-•m•••~i • : . . i t • ••-•• ••.:••• •• .. ••••· .. ~.•.•_•-•••·•••••••••!.-•+-• •1••• .. t .. •• .. •:.,., .. ,. ... ; ...... ,< •• .... : ...... •;•" ••• ...... _ • .,.,,.,• ... ,.,., ...... ., .4 ....... .. ••••-•1•••••---•••-••••• , •• : ............. !ONNO_,.,,;-•-• H•,·• .. -•-•• •' .. ••••••rn•j ___ ...___......__. -~ _ : ............. ~, .......... ,; ,,. .. H·•-·••""'" ,,.. """''° .,,, •. ,< i i ---~ .......... ..1. Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Project Name/Number : 18-045 church Title Dsgnr: RDS Description .... Typical wall on 3 sides This Wall in File: h:\bob\dell390backup\documents\retainpro 1 O project files\ 18-045 church.rpx Page : 1 ~ Date: 17 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 Llconso : KW-06057201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria I I Soil Data ...._ _________ .. I Retained Height = 5.25 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Height of Soil over Toe = 6.00 In Water height over heel = 0.0 ft = Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pct Soil Density, Toe = 0.00 pct FootingllSoll Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ..,I S111u•r•c•h•a•rg~e•L•o•a•d•s----...... • I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary l Wall Stability Ratios Overturning = 1.60 OK Slab Resists All Sliding I Total Bearing Load ... resultant ecc. 1,173 lbs 7.54 in Soil Pressure@ Toe = 1,182 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 1,655 psf ACI Factored@ Heel O psf Footing Shear@ Toe 7.9 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force 625.0 lbs Lateral Load = 0.0 #/ft ... Height to Toi: = 0.00 ft ... Height to Bottom 0.00 ft Load Type = Wind (>N) {Service Level) Wind on Exposed Stem = (Service Level) Stem Construction Design Height Above Fte Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. •.. Actual 0.0 psf • Bottom Stem OK ft= 0.00 = Concrete = LRFD = 9.30 = # 5 = 16.00 = 6.75 i = 0.181 lbs= lbs= 705.6 ft-#= Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Service Level Strength Level Moment.. ... Allowable Shear ..... Actual ft-#= 1,234.8 Service Level Strength Level Shear ..... Allowable Anet {Masonry) Rebar Depth 'd' = 6,n5.1 psi= psi= 8.7 psi= 75.0 in2= in = 6.75 = = = = = = O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • Masonry Data -------------------------- Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2019,ACI 1.400 1.700 1.600 1.000 1.000 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf= 116.3 = = Medium Weight = ASD Concrete Data -------------------------- fc Fy psi= 2,500.0 psi= 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Dsgnr: RDS Description .... Typical wall on 3 sides This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 2 Date: 17 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Concrete Stem Rebar Area Details • Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0427 in2/ft ( 4/3) • As : 0. 0569 in2/ft Min Stem T&S Reinf Area 1.172 in2 200bd/fy : 200(12)(6.75)/60000 : 0.27 in2/ft 0.0018bh: 0.0018(12)(9.3): 0.2009 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.223 in2/ft Horizontal Reinforcing Options : ====-======== One layer of : Two layers of : Required Area : Provided Area : Maximum Area : 0.2009 in2/ft 0.2325 in2/ft 0.9144 in2/ft #4@ 10.75 in #4@ 21 .51 in #5@ 16.67 in #5@ 33.33 in #6@ 23.66 in #6@ 47.31 in I Footing Data • Toe Width 1.50 ft Heel Width = 1.08 Total Footing Width = 2.58 Footing Thickness = 12.00 in Key Width = 10.00 in Key Depth = 0.00 in Key Distance from Toe = 1.34 ft fc = 2,500 psi Fy = 75,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results I Toe Heel Factored Pressure = 1,655 O psf Mu': Upward 16,714 0 ft-# Mu' : Downward 3,875 47 ft-# Mu: Design = 393 47 ft-# Actual 1-Way Shear = 7.93 2.59 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing == # 5@ 16.00 in Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu = 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.34 in, #6@ 20.36 in, #7@ 27.77 in, #8@ 36.56 in, #9@ 46 Heel: Not req'd: Mu < phi.5*1ambda•sqrt(f'c)"Sm Key: No key defined Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.67 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 In #5@28.70 in #6@40.74 in Project Name/Number: 18-045 church Page : 3 ® Date: 17 JAN 2020 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. nue • Dsgnr: RDS Description .... Typical wall on 3 sides This Wall in File: h:\bob\de11390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.19.11.12 License: Kw-0sos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 625.0 2.08 1,302.1 Soil Over HL (ab. water tbl) 176.1 2.43 427.6 HL Act Pres (be water tbl) Soll Over HL (bel. water tbl) 2.43 427.6 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe 0.75 = Surcharge Over Toe Stem Weight(s) = 610.3 1.89 1,152.0 Total 625.0 O.T.M. 1,302.1 Earth@ Stem Transitions= = Footing Weighl = 387.0 1.29 499.2 Key Weight = 1.76 Resistlng!Overturnlng Ratio = 1.60 Vert. Component = Vertical Loads used for Soil Pressure = 1,173.5 lbs Total = 1,173.5 lbs R.M.= 2,078.8 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Deft @ Top of Wall (approximate only) 250.0 pci 0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 9 3·w1,s@ 16" #5@161n @Toe Reslran • 'l,T • • 5'.j • 1' 2" ___ ._ J" Restrain 625# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table Use menu Item Settings> Printing & Title Block to set these five fines of information for your program. Project Name/Number : 18-045 church Title Dsgnr: ROS Description .... Vault wall on 3 sides This Wall in File: h:\bobldell390backup\documents\retainpro 10 project flles\18-045 church.rpx Page : 1 Date: 17 JAN 2020 RetainPro (C) 1987-2019, Bulla 11.19.11.12 License: KW-06057201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Criteria Soil Data Retained Height 5.70 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height 5.70ft At-Rest Heel Pressure = 60.0 psf/ft = Top Support Height 5.70 ft Passive Pressure = 250.0 psf/ft Soil Density = 125.00 pcf Slope Behind Wal 0.00 FoolingUSoil Frictior 0.350 Height of Soil over Toe = 6.00 In Soil height to ignore for passive pressure = 12.00 in Thumbnail I Surcharge Loads I Surcharge Over Heel o.o psf »>Used To Resist Sliding & Overturning Surcharge Over Toe Used for Sliding & Overturning 0.0 psf I Uniform Lateral Load Applied to Stem Lateral Load 0.0 #/ft .. Height to Toi: = 0.00 ft ... Height to Bottorr = 0.00 ft Load Type Wind (W) I I Adjacent Foot.ing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type I Axial Load Applled to Stem • l::itrength Level) Base Above/Below Soil at Back of Wall Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 802.0 lbs 450.0 lbs 0.0 in Wind on Exposed Stem = 0.0 psf Poisson's Ratio I Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g Added seismic per unit area ~.,~~----_-___________________________________ .. --.- I Design Summary -Concrete Stem Construction Total Bearing Load = 2,674 lbs Thickness = 9.00 in Fy ... resultant ecc. = 0.00 in Wall Weight = 112.5 psf fc Soil Pressure@Toe = 1,036 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel 1,036 psf OK Allowable = 2,000 psf = 60,000psi 3,000psi Soil Pressure Less Than Allowable @ Top Support ACI Factored@ Toe = 1.503 psf ACI Factored @ Heel = 1,503 psf Footing Shear@ Toe Footing Shear@ Heel = Allowable = Reaction at Top = Reaction at Bottom = Sliding Cales Lateral Sliding Force 5.8 psi OK 0.6 psi OK 75.0 psi 193.9 lbs 1,219.6 lbs 1,219.6 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind.W Seismic, E CBC 2019,ACI 1.400 1 700 1.600 1.000 1.000 Design Height Above FtE Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn • Phi... . .Aliowable Shear Force @ this height Shear... .. Actual Shear. ... .Allowable Stem OK = 5.70 ft = # 5 = 16.00 in = Edge 6.50 In = 0.000 0.0 ft-# = 6.561.4 ft-# = 311.9 lbs = 4.00 psi = 82.16 psi Mmax Between Top & Base Stem OK 3.18 ft # 5 16.00 in Edge 7.00 in 0.075 530.0 ft-# 7,084.6 ft-# = = = r 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf • • @Base of Wall Stem OK 0.00 ft # 5 16.00 in Edge 6.50 in 0 181 1,185.3 ft-# 6,561.4 ft-# 1,247.6 lbs 16.00 psi 82 16 psi Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Dsgnr: RDS Description .... Vault wall on 3 sides This Wall in File: h:\bob\dell390backupldoC1Jments\retainpro 10 project files\18-045 church.rpx Page : 2 ~ Date: 17 JAN 2020 RetainPro {c) i987•2019, BuUd 11.19.11.12 License: KW-06057201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) *As : 200bdlfy : 200(12)(6.5)/60000 : 0.0018bh · 0.0018(12)(9): Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) • As . 200bd/fy : 200(12)(7)/60000 : 0 0018bh · 0.0018(12)(9) : Required Area : Provided Area : Maximum Area : Base Support As (based on applied moment) : (4/3) *As : 200bd/fy · 200(12)(6.5)/60000 : 0.0018bh : 0.0018(12)(9) : Required Area : Provided Area : Maximum Area : I Footing Strengths & Dimensions Vertical Reinforcing O in2/ft O in2/ft 0.26 ln2/ft 0.1944 in2/ft ---------------------0.1944 in21ft 0.2325 in2/ft 1.0567 in2/ft Vertical Reinforcing 0.0176 in2/ft 0.0235 in2/ft 0.28 in2/ft 0.1944 in2/ft 0.1944 in2lft 0.2325 in21ft 1.1379 in21ft Vertical Reinforcing 0.0426 in2/ft 0.0568 in2/fl 0.26 in2/ft 0.1944 in21ft 0.1944 in2/ft 0.2325 in2/ft 1.0567 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.231 in2 Min Stem T&S Reinf Area per fl of stem Height : 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@11.11 in #4@22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.544 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 11.11 in #4@22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.687 in2 Min Stem T&S Relnf Area per ft of stem Height : 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in • I Footini Oesiin Results Toe Width = 1.50 ft Toe leel Heel Width = 1.08 Factored Pressure = 1,503 1,503 psf Total Footing Widtt = 2.58 Mu': Upward = 0 82 ft-# Footing Thickness = 14.00 in Mu' · Downward = 0 68 ft-# Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe 2 00 ft Mu: Design = 1,235 -14 fl-# Actual 1-Way Shear = 5.81 0.62 psi Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As % = 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 in Other Acceptable Sizes & Spacings: Toe: # 5@ 16.00 in -or-Not req'd: Mu < phi*5*Iambda•sqrt(fc)*Sm Heel: None Spec'd -or-Not req'd: Mu < phi*5*Iambda*sqrt(fc)'Sm Key: Slab Resists Sliding -or-Slab Resists Sitding • No Force on Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.30 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@34.92 in Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Dsgnr: RDS Description .... Vault wall on 3 sides This Wall in File: h:\bob'dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page :~ Date: 17 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 License : KW.osos1201 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Summa of Forces on Footin Slab RESISTS slidin , stem is FIXED at footin Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soll Pressure Cales Moment@ Top of Footing Applied from Stem = Surcharge Over Heel = lbs ft Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel = Footing Weight = Total Vertical Force = lbs 1,252.0lbs 93.81bs lbs 641.31bs 235.1 lbs 451.5 lbs 2,673.61bs fl 1.88 ft 0.75 ft ft 1.88 ft 2.42 ft 1.29 ft Base Moment = Soll Pressure Resulting Moment= O.IJt-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. >>> Sliding Forces are restrained by the adjacent slab -740.8 ft-# ft-# ft-# 2,347.5 ft-# 70.3 ft-# ft-# 1,202.3 ft-# 567.8 ft-# 582.9 ft-# 4, 030. 1 ft-# Lateral RHUalnl I ,.,,,.,.,,._ ~ 9' Concrete wl t :5@16" • 5'-8" • 5'-8" s-.a· 9" Concrete "' -15@16" • A 1~· , , 9· C00t1ete .,.,., • RestraK1I I• #5016 · • II, --f-1-T, @Toe .. T :r 1-6" ,_,. - 1-r L• er al Rest/alnt ll.=802 Ll~50t Ecc=o· j 19392' Restraint SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ..... ( .. • • . ' PI00ll:I 204-11~1, .......... w, .. 01411, JOB---_;:Ct4-<.J~· --'-/l_'-:H--!..-J._ ________ _ SHEET NQ, __ .,_0_,,Qe:.:4'+-------- CALCULATED BY--!-t?s=::...,_ ____ _ OF--~-~--- DATE '3 1/9 / io I • CHECKED BY----------DATE _______ _ SCALE __ !,, .• ~--- ~-.,, ·-· . -·· .. , ' ., ' ' -1"'" .. -- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Vault on East Property Line Dsgnr: RDS Description .... Vault @ Prop line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 1 Date: 17 JAN 2020 RetalnPro (c) 1987-2019, Build 11.19.11.12 ucenH: Kw.osos1201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Criteria Retained Height = 5.70 ft Wall height above soil 0.00 ft Total Wall Height 5.70 ft Top Support Height = 5.70 ft Slope Behind Wal = 0.00 Height of Soil over Toe = 6.00 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At-Rest Heel Pressure = 62.4 psflft Passive Pressure Soil Density FootingljSoil Frictior Soil height to ignore for passive pressure 250.0 psf/ft 125.00 pcf 0.350 12.00 in Thumbnail j Surcharge Loads • j Uniform Lateral Load Applied to Stem I · j Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity 300.0 lbs 100.0 lbs 0.0 in • Lateral Load .. Height to To~ ... Height to Bottorr Load Type Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (:Strengtn Level) 0.0 psf Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 1._,E■a■rt-h■P■~■es■s■u■r■e■S■e■is■m-ic■L■oa-d ____ .. 1 Kh Soil Density Multiplier= 0.200 g Added seismic per unit area Concrete Stem Construction Total Bearing Load ... resultant ecc. = 2,585 lbs 0.00 in Soil Pressure@Toe = 998 psf OK Soil Pressure @ Heel 998 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,409 psf ACI Factored@ Heel = 1,409 psf Footing Shear@ Toe = 1.4 psi OK Footing Shear@ Heel 1 .8 psi OK Allowable 75.0 psi Reaction at Top 201.7 lbs Reaction at Bottom = 1,268.4 lbs Sliding Cales Lateral Sliding Force 1,268.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil beanng Thickness 9.00 in Wall Weight = 112.5 psf Stem is FIXED to top of fooling Design Height Above Ft£ Rebar Size Rebar Spacing Rebar Placed al Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn • Phi .... .Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.400 1.700 1.600 1.000 1.000 Fy = re = 60,000psi 3,000psi @ Top Support Stem OK = 5.70 ft = # 5 = 16.00 in Edge = 6.50 in = 0.000 = 0.0 ft-# 6,561 .4 ft-# = 324.4 lbs = 4.16 psi = 82.16 psi Mmax Between Top & Base Stem OK 3.18 ft # 5 16.00 in Edge 7 OOin 0.078 551.2 ft-# 7,084.6 ft-# = = = = = = • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf @Base of Wall Stem OK 0.00 ft # 5 16.00 in Edge 6.50 in 0.188 1,232.7 ft-# 6,561.4 ft-# 1,297.5 lbs 16.63psi 82.16psi Use menu Item Settings> Printing & Tltle Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Vaul\ on East Property Line Dsgnr: RDS Description .... Vault@ Prop line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 2 Date: 17 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW.06057201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12)(6.5)/60000 : 0.0018bh : 0.0018(12)(9) : Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) 'As : 200bd/fy : 200(12)(7)/60000 : 0.0018bh : 0.0018(12)(9): Required Area : Provided Area : Maximum Area : Base Support As (based on applied moment) : (4/3) 'As : 200bd/fy : 200(12)(6.5)/60000 : 0.0018bh : 0.0018(12)(9) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0 in2/ft 0 in2/ft 0.26 in2/ft 0.1944 in2/ft =-=========== 0. 1944 in2/ft 0.2325 in2/ft 1.0567 in2/ft Vertical Reinforcing 0.0183 in2/ft 0 0244 in2/ft 0.28 in2/ft 0.1944 in2/ft ========== O. 1944 in2/ft 0.2325 in2/ft 1. 1379 in2/ft Vertical Reinforcing 0.0443 in2/ft 0.0591 in2/ft 0.26 in2/ft 0.1944 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.231 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.216 1n2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 11.11 In #4@22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.544 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 11.11 in #4@22.22 in #5@ 17.22 in #5@34.44 m #6@ 24.44 In #6@ 48.89 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.687 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.216 in2/ft Horizontal Reinforcing Options : =-========== One layer of . Two layers of : #4@ 22.22 in #5@ 34.44 In #6@ 48.89 in 0.1944 in2/ft #4@ 11.11 in 0.2325 in2/ft #5@ 17.22 in 1.0567 in2/ft #6@ 24.44 in I Footing Strengths & Dimensions • I Footing Design Results ..._ ____________ 0_34 __ .. Toe tel Toe Width . ft Heel Width = 2.25 Factored Pressure 1,409 1,409 psf 1,585 ft-# 1,398 ft-# Total Fooling Widtt 2.59 Mu' : Upward = 81 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 In Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = = = 19 62 1.41 75.00 Other Acceptable Sizes & Spacings: -187 ft-# 1.81 psi 75.00 psi Toe: # 5 @ 18.00 ,n -or-Not req'd Mu < ph1•5•1ambda"sqrt(rc)•sm Heel.None Spec'd -or-Not req'd: Mu< phl'5"1ambda'sqrt(rc)"Sm Key: Slab Resists Sliding -or-Slab Resists Sliding • No Force on Min footing T&S relnf Area 0.78 in2 Min footing T&S reinf Area per foot 0.30 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars· #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 In #6@ 17.46 in #6@ 34.92 in Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Project Name/Number: 18-045 church Title Vaul\ on East Property Line Dsgnr: RDS Description .... Vault@ Prop line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx (@ Page : 3 Date: 17 JAN 2020 RetainPro (c) 1987-2019, Buifd 11.19.11.12 License : KW-0sos1201 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Summa of Forces on Footin Slab RESISTS slidin , stem is FIXED at footin Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Cales Moment@ Top of Footing Applied from Stem = Surcharge Over Heel = lbs ft Adjacent Footing Load lbs ft Axial Dead Load on Stem 400.0 lbs 0. 72 ft Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight = 21 .3 lbs lbs 641.3 lbs 1,068.Slbs 453.3Ibs 0.17 ft ft 0.72 ft 1.84 ft 1.30 ft Total Vertical Force 2,584.5Ibs Base Moment = Soil Pressure Resulting Moment= O.(ft-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. >» Sliding Forces are restrained by the adjacent slab -770.4 ft-# ft-# ft-# 286.0 ft-# 3.6 ft-# ft-# 458.5 ft-# 1, 966.5 ft-# 587.5 ft-# 2,531.6 ft-# Lateral RestrU1I g· Concrete #5 @ 16" • S-ll" • S-ll" 9" Concrete #S @ 16 • • Restrain z.r Uteral Reslralnl Dl.=300 LL=100fj Ecc=O" 193QY Restramt li li Q. (D Q. (I) (D (D ,-. a) ,-. a) a) a, SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 VA-LJt.,T ,-• ·• •••• ••} .. Hon•••"~ -••-•i•• t l'l!ODUCT204-I /Nf:EB/1,c. c,,1,._ M,,._ Oltll c!-Ht1t1-(# JOB-------~------------ SHEET N0.--1---=C):;__ _____ OF---,--+-' -- CALCULATED ev_ ..... f?-S...c.....; _____ DATE 7 : 11 I w CHECKEDBY---------DATE ______ _ SCALE :r. ' ~1·_:·.,···.:~· : .·:;--; .. ---· .. ·~ .. • -~ --• • I -· • • •• SOWARDS ANO BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 f}o.At N~ G VA1J (., l i 1 [ l I ; ; I 1 •~ W~······?~; ~vle ____ i~t;l?: . ·-_, .... .. . ; .. -· i ·-·· ··1-·-1·· J r l.. ,,; ! ....... 1·-.:_ ••• ,.,..,.,.c_ .•..• •l • -•· .•• • ~, J .. : 1... '"~'-.{ ........ '. .. •· . ·-• ... ). • i • ; ! 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Project Name/Number : 18--045 church Title Sectipn ~ V,4Wvr Dsgnr: RDS ~;;;P:~~j··· '5-rn,.,< ON t>-f This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx (t:, Page : 1 Date: 18 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 Lkenae: KW--0sos1201 Cantilevered Retaining Wall License To • ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria I I Soil Data I --Retained Height = 7.92 ft Allow Soll Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 -Height of Soil over Toe = 6.00 in = Water height over heel 0.0 ft Passive Pressure = 250.0 psf/ft = Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcl FootingljSoil Friction = 0.350 ~ ~ ·-• Soil height to ignore ____:J for passive pressure = 12.00 in - ..,I s.u.r•c•h•a .. rg1111e-Lo•a•d•s------•· I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ... Height to Toi; = 0.00 ft Footing Width 6.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom 0.00 ft Eccentricity = 0.00 in Used for Sllding & Overturning Load Type Wind (W) Wall to Fig CL Dist = 4.00 fl = I Axial Load Apelied to Stem • (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall = 0.0 fl Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity 0.0 in I I Adjacent Footing Load I Design Summary • I Stem Construction • 2nd Bottom Stem OK Stem OK Design Height Above Ft~ ft= 4.00 0.00 Wall Stability Ratios Wall Material Above "Ht" Masonry Masonry Overturning = 2.92 OK Design Method = ASD ASD Sliding 1.94 OK Thickness 8.00 12.00 Rebar Size = # 5 # 6 Total Bearing load = 4,723 lbs Rebar Spacing = 16.00 16.00 ... resultant ecc. = 7.93 in Rebar Placed at Edge Edge Soil Pressure@ Toe = 1,824 psi OK Design Data fb/FB + fa/Fa = 0.118 0.371 Soll Pressure@ Heel = 164 psf OK Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 245.7 1,003.4 ACI Factored@ Toe = 2,554 psf Strength Level lbs= ACI Factored @ Heel = 230 psf Moment. ... Actual Footing Shear@ Toe = 10.2 psi OK Service Level ft-#= 321 .0 2,648.6 Footing Shear @ Heel = 6.0 psi OK Strength Level ft-#= Allowable 75.0 psi Moment. .... Allowable ft-#= 2,708.3 7,121.2 Sliding Cales Shear ..... Actual Lateral Sliding Force = 1.369.7 lbs Service Level psi= 2.7 7.2 less 100% Passive Force = 1,000.0 lbs Strength Level psi= less 100% Friction Force = 1,652.9 lbs Shear. .... Allowable psi= 44.7 45.7 Added Force Req'd = 0.0 lbs OK Anet (Masonry) in2 = 91.50 139.50 ... .for 1 5 Stability 0.0 lbs OK Rebar Depth 'd' in= 5.25 9.00 Masonry Data rm psi= 1,500 1,500 Fs psi= 32,000 32,000 Vertical component of active lateral soil pressure IS Solid Grouting = Yes Yes NOT considered in the calculation of soil bearing Modular Ratio 'n' 21 .48 21.48 Wall Weight psf = 78.0 124.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2019,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type Medium Weight live Load 1.600 Masonry Design Method ASD Earth, H 1.600 Concrete Data Wind,W 1.000 f'c psi= Seismic, E 1.000 Fy psi= Use menu Item Settings > Printing & Title Block to set these five lines of lnformaUon for your program. Project Name/Number: 18-045 church Title Sectipn • N,o V kJ t.,r Dsgnr: RDS Description .... UpperWall ~ ONLJ.( Page : 2 Date: 18 JAN 2020 This Wall in File: h:\bob\de11390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.19.11.12 License : KW-06057201 License To : ROBERT SOWARDS I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness = = 0.75 ft 4.00 4.75 16.00 in Key Width 12.00 in Key Depth = 14.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in i Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Design Results i Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu Toe Heel 2,554 230 psf 8,206 3,237 ft-# 1,721 6.748 ft-# 248 3,511 ft-# 10.21 5.95 psi 75.00 75.00 psi #6@16.00ln = # 6@ 16.00 In = None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 6.93 in, #5@ 10.75 in, #6@ 15.27 in, #7@ 20.82 in, #8@ 27.42 in, #9@ 34 Heel: #4@ 6.93 in, #5@ 10.75 in, #6@ 15.27 in, #7@ 20.82 in, #8@ 27.42 in, #9@ 34 Key: Not req'd: Mu < phi*5*1ambda*sqrt(fc)"Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@15.28 in 1.64 in2 0.35 in2 1ft If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) 1,369.7 3 08 4,224.3 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Total = 1,369.7 O.T.M. = 4,224.3 Resisting/Overturning Ratio 2.92 Vertical Loads used for Soil Pressure = 4,722.6 lbs Vertical component of actrve lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 2,613.3 840.7 143.7 950.0 175.0 3.25 3.25 0.38 1.18 1 58 2.38 2.00 8,493.1 8,493.1 993.4 227.5 2,256.3 350.0 Total= 4.722.6 lbs R.M.= 12,320.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 8" wfl5@ 16" Solid Grool 1rw1#6@ 15· Solid Grout 16@16.m @Toe 16@16" @Heel 1' • 1'-0" 4'-9" ... 7.11· j 2'-3" Use menu Item Settings > Printing & Title Block to set these five lines of lnfonnation for your program. Project Name/Number: 18-045 church Title Vaul~ wall North side Dsgnr: RDS Description .... Lower Section construction cond. This Wall in File: h:\bobldell390backupldocumentslretainpro 10 project files\18-045 church.rpx (1V Page : 1 Date: 18 JAN 2020 AeGlnPro le\ 1§§1.20H, eu,la 11.1§.11.12 License : KW--06057201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Criteria Soil Data ► Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft = Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingjlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning l Axial Load Applied to Stem • Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity 0.0 in I Design Summary • Wall Stability Ratios Overturning = 2.07 OK Slab Resists All Sliding I Total Bearing Load ... resultant ecc. = = 2,154 lbs 6.91 in Soil Pressure@ Toe = 1,423 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,992 psf ACI Factored@ Heel = O psf Footing Shear@ Toe 2.4 psi OK Footing Shear@ Heel = 6 3 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force 841.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.400 1.700 1.600 1.000 1.000 Lateral Load 0.0 #/ft Adjacent Fooling Load = ... Height to To~ 0.00 ft Footing Width = ... Height to Bottom 0.00 ft Eccentricity = Load Type Wind (W) Wall to Fig CL Dist (Service Level) Footing Type Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall = (Service Level) Poisson's Ratio = Stem Construction • Bottom Stem OK Design Height Above Ftt ft= 0.00 Wall Material Above "Ht" = Concrete Design Method LRFD ASD Thickness = 12.00 Rebar Size = # 6 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa 0.133 Total Force @ Section Service Level lbs= Strength Level lbs= 921 .6 Moment. ... Actual Service Level ft-#= Strength Level ft-#= 1,843.2 Moment. .... Allowable = 13,714.9 Shear ..... Actual Service Level psi = Strength Level psi = 8.0 Shear ..... Allowable psi= 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in= 9.63 Masonry Data rm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psi= 150.0 Short Term Factor Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data re psi= 2,500.0 Fy psi= 60,000.0 0.0 lbs • 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Project Name/Number: 18-045 church Title Vaul\ wall North side ~ Page : 2 Use menu Item Settings > Printing & Title Block to set these flve lines of lnfonnatlon Dsgnr: RDS Date: 18 JAN 2020 for your program. Description .... Lower Section construction cond. This Wall in File: h:\bobldell390backup\documents\retainpro 10 project flles\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.19.11.12 License : KW~57201 License To : ROBERT SOWARDS I Concrete Stem Rebar Area Details I Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.044 in2/ft (4/3) • As : 0.0587 in2/fl Min Stem T&S Reinf Area 1.728 in2 200bd/fy : 200(12)(9.625)/60000 : 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft One layer of : Two layers of : Required Area : Provided Area : Maximum Area : 0.2592 in2/ft 0.33 ln2/ft 1.3039 in2/ft #4@ 8.33 in #4@ 16.67 In #5@ 12.92 in #5@ 25.83 In #6@ 18.33 in #6@ 36.67 In I Footing Data • Toe Width = 1.17ft Heel Width 2.00 Total Footing Width 3.17 Footing Thickness 15.00 in Key Width = 10.00 in Key Depth 0.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 75,000 psi Footing Concrete Density = 150.00 pcf Min As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results I ~ ~ Factored Pressure 1,992 0 psf Mu': Upward = 14,253 69 ft-# Mu': Downward = 2,788 593 ft-# Mu: Design = 419 524 ft-# Actual 1-Way Shear 2.40 6.29 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6@ 16.00 In Heel Reinforcing # 6@ 16.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.47 in, #6@ 16.29 in, #7@ 22.21 in, #8@ 29.25 In, #9@ 37 Heel: #4@ 7.40 in, #5@ 11.47 in, #6@ 16.29 in, #7@22.21 in, #8@ 29.25 in, #9@ 37 Key: No key defined Min footing T&S reinf Area Min footing T&S re inf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11 .48 In #6@ 16.30 in 1.03 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14 81 in #5@22.96 in #6@ 32.59 in Use menu Item Settings> Printing & Title Block to set these five lines of lnfonnation for your program. Project Name/Number : 18-045 church Title Vaul\wall North side Dsgnr: RDS Description .... Lower Section construction cond. This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx ~ Page : 3 Date: 18 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06057201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Summa of Overtumin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 841.0 2.42 2,032.4 Soil Over HL (ab. water tbl) 660.0 2.67 1,762.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.67 1,762.2 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Hee = Surcharge over Heel = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.59 = Surcharge Over Toe Stem Weight(s) = 900.0 1.67 1.503.0 Total 841.0 O.T.M. 2,032.4 Earth @ Stem Transitions= = Footing Weigh! = 594.4 1.59 942.1 Key Weight = 1.92 Resisting/Overturning Ratio = 2.07 Vert. Component Vertical Loads used for Soil Pressure = 2,154.4 lbs Total= 2,154.4 lbs R.M.= 4,207.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250 0 pci 0.075 in The above calculation 1s not valtd if the heel soil beanng pressure exceeds that of the toe. because the wall woukl then tend to rotate into the retained soi! • • 6"-0 • • • 6" T r Rmrar 1 3" il6@16 Ill • @Toe 3• 1'·2" 2'-0" .... -~ ~ - f6016'" 3'-2" .... -~ @Httl Restraint 'ii a. N .... N N "1 841# ■ Hydrostatic Force ■ Lateral earth pressure due to tile sotl BELOW water table Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Vaul\ wall North side Dsgnr: RDS Description .... Lower Section This Wall In File: h:\bobldell390backup\documents\retainpro 1 O project files\18-045 church.rpx Page : 1 Date: 18 JAN 2020 RetalnPro (c) 1987-2019, Build 11.19.11.12 ucen .. : KW-06os1201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Criteria Retained Height = 14.42 ft Wall height above soil = 0.00ft Total Wall Height 14.42 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At-Rest Heel Pressure = 60.0 psf/ft fi Top Support Height 5.90 ft Passive Pressure = 250.0 psf/ft Soil Density = 125.00 pcf Slope Behind Wal = 0.00 Height of Soil over Toe = 6.00 in Footingl!Soil Frictior = 0.350 --Soil height to ignore for passive pressure 12.00 in ,-, 1 .... Thumbnail I Surcharge Loads • I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axlal Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 1,395.0 lbs 261.0 lbs 0.0 in Lateral Load ... Height to To~ = ... Height to Bottorr = • Load Type = Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft Wind (W) ( ::;trengtn Level) 0.0 psf AdJacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g Added seismic per unit area ,_, _____________________________________________ ,.---.- Concrete Stem Construction Total Bearing Load ... resultant ecc. = 6,669 lbs 0.00 in Soil Pressure @ Toe = 1,997 psf OK Soil Pressure @ Heel = 1,997 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,819 psf ACI Factored@ Heel = 2,819 psf Footing Shear@ Toe = 2.1 psi OK Footing Shear@ Heel 0.1 psi OK Allowable 75.0 psi Reaction at Top 5,076.8 lbs Reaction at Bottom = 2,355.0 lbs Sliding Cales Lateral Sliding Force = 2,355.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Thickness = 12.00 in WallWeight = 150.0 psf Stem is FIXED to top of footing Design Height Above Ft!: Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn • Phi.. ... Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.400 1.700 1.600 1.000 1.000 Fy 60,000psi fc 3,000psi @ Top Support Stem OK = 5.90 ft = # 6 = 16.00 in Edge 9.50 in = 0.726 = 9,895.5 ft-# = 13,625.6 ft-# = 4,659.6 lbs = 40.87 psi 82.16 psi Mmax Between Top & Base Stem OK 1.42 ft # 6 16.00 in Edge 10.00 in 0.093 1,333.4 ft-# 14,368.1 ft-# = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psi • @ Base of Wall Stem OK 0.00 ft # 6 16.00 In Edge 9.50 in 0.005 74 3 ft-# 13,625.6 ft-# 1,837.0lbs 16.11 psi 82.16 psi Use menu item Settings> Printing & Title Block to set these five lines of Information for your program. Project Name/Number: 18-045 church Title Vaul\ wall North side Dsgnr: RDS Description .... Lower Section This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 2 Date: 18 JAN 2020 RetamPro !cl 19s1-2019, eulia 11.19.11.12 License : KW.osos1201 Restrained Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(9.5)/60000 : 0.0018bh : 0.0018(12)(12): Required Area : Provided Area : Maximum Area : Mmax Between Ends As {based on applied moment) : (4/3) • As : 200bd/fy : 200(12)(10)/60000 : 0.0018bh : 0.0018(12)(12) : Required Area : Provided Area . Maximum Area : Base Support As (based on applied moment) : (4/3). As : 200bd/fy : 200(12)(9.5)/60000 : 0.0018bh : 0.0018(12)(12): Required Area : Provided Area Maximum Area · Vertical Reinforcing 0.2395 in21ft 0.3193 in2/fl 0.38 in21ft 0.2592 in2/fl =-:===--=-== 0.3193 in21ft 0.33 in2/ft 1.5443 in2/ft Vertical Reinforcing 0.0306 in21ft 0.0408 in2/ft 0.4 in2/fl 0.2592 in2/ft 0.2592 in2/fl 0.33 in2/ft 1.6256 in21ft Vertical Reinforcing 0.0018 in2/ft 0.0024 in21ft 0.38 in21ft 0.2592 ln2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.699 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 1.290 1n2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.409 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in21ft Horizontal Reinforcing Options : ---------One layer of : Two layers of. #4@ 16.67 in #5@ 25.83 in #6@36.67 in 0.2592 in2/ft #4@ 8.33 in 0.33 ln2/ft #5@ 12.92 in 1.5443 in2/ft #6@ 18.33 in I Footing Strengths & Dimensions • I Footing Design Results 7T_oe_W_id.th---------1·.·11-ft-· Toe tel Heel Width = 2.17 Factored Pressure = 2,819 2,819 psf 1,929 ft-# 1,919 ft-# Total Footing Widtt = 3.34 Mu' : Upward 1,929 Footing Thickness 16.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As % = 0.0018 Cover@ Top = 2.00 In @ Btm.= 3.00 in Mu' : Downward = 252 Mu: Design = 1,678 Actual 1-Way Shear 2.10 Allow 1-Way Shear 75.00 Other Acceptable Sizes & Spacings: -11 ft-# 0.11 psi 75.00 psi Toe· # 6@ 16.00 in -or-Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Heel· None Spec'd -or-Not req'd. Mu < phi*5*1ambda"sQrt(fc)*Sm Key: Slab Resists Sliding -or-Slab Resists Sliding -No Force on Min footing T&S reinf Area 1.15 in2 Min footing T&S reinf Area per foot 0.35 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@21.53 in #6@ 15.28 in #6@ 30.56 in Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Vaul\ wall North side Dsgnr: RDS Description .... Lower Section This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 3 ® Date: 18 JAN 2020 RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-0sos1201 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Summa of Forces on Footin Slab RESISTS slidin , stem is FIXED at footin Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Cales Moment@ Top of Footing Applied from Stem Surcharge Over Heel lbs ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem 1,656.0lbs 1.67 ft Soil Over Toe = 73.1 lbs 0.59 ft Surcharge Over Toe lbs ft Stem Weight = 2,163.0 lbs 1.67 ft Soil Over Heel = 2,108.9 lbs 2.76 ft Footing Weight 668.0lbs 1.67 ft Total Vertical Force 6,669.1 lbs Base Moment = Soil Pressure Resulting Moment = O.<ft-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. »> Sliding Forces are restrained by the adjacent slab 46.4 ft-# ft-# ft-# 2, 765.5 ft-# 42.8 fl-# ft-# 3,612.2 ft-# 5,810.1 ft-# 1,116.1 fl-# 13,393.1 fl-# 12" Conaete w/ 16 @ 16" • ~ . • . • ♦ 1,·.5· 14'-5" Lateral Restraint . • ♦ 12" Coner aewJ#6@16" • S'-11" • 12" Co, bte wfilf,@ 16" . "" Restrarn #6@16" . ~ -1-1'-4". @Toe I j ® Ol=1395 LL=261# Ecc=C' 1 uteral Res1ra111t 5076 851 R 74321 • • 0. 0. N ~ ,.._ I I