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Home My WebLink AboutB14-0240_Structural Calcs.PDF_1404935940.pdf Structural Calculations For VVMC Cath Lab Vail, Colorado SCI # 14-011-02 PREPARED FOR Heery International July 3, 2014 STRUCTURAL CONSULTANTS INCORPORATED 3400 E. Bayaud Avenue Suite 300 Denver, Colorado 80209 ({\\01) REC; .L'I GO e cL 7` ■ V I ;m 13819 ;� 4 :1/4c1 I ' .,- .. STRUCTURAL Job Title V J/M 'C c 0Zf4 G'7 Job no. / V-°//-I-Z-- CONSULTANTS INCORPORATED Client /:r4' ' ` , By 4 Date 7/ //i Sheet of / _ .. /1 ; ./a/ 4 •. a1..�-raj�3 26745 �J2)/riF 2.L iCl P. / I ' ' / 1 I i 1 _-- — J�- � +r 1Y-LY if rr Z., frn i . .7,-,7,,,../,-,..c.-'t. L~�4x '1, a- w i ,z,_/ v2) j -7-- _ ' 2 c.e. FGF; o f,C ,$11 Oi ql?'2. i j : I l 4.-444-5 nu`ri r =, : o "C. ' , , I 1---4- /sr .X 1/30 i •'? . : r r/7 (/t / -.....) . I ,-e: -7:1' I i I : i + 1 11 t .,..--,6 - E„v� e-r'C.c d 7 • 5 �4.. 1 1 I ,,Tia/r7/A 4, r /7rL•� fl/'a/C': (1-S' ri f”)!•`/[rr94 r l L r X9-/7'4 . E-C' Lr'rre�c'/3 c. et, I ' L E ] l I 1 Gd A,s'/n:r-A. 2 4-14' 'Lv 6 r9-e z- • e -e -- 4 ;.5 F (-/ Cu -'2 .icrG' i ��C 9r1 A{" p J C � � ICS/ t�eu ,��.. II [� /�`� �'' � �+•11�_ S�J��v 6,o P,SF: LL /r /1�7 fJ u C�f'' !� �j v>r'�lam} ,f'�rY'[�� '�i� I L urtr. 6---1.4,' or! /--e- i, vr./ / 4'..k!Co ] Flej'• !f 0 r G: (' 14.'.- / . . I i j , 1 I I i 1 1 i 3400 E.Bayaud,#300,Denver,CO 80209 303/399-5154 FAX 303/333-9501 STRUCTURAL Job Title f/(/MC- C 97/f 44-6 Job no./4/-0/-D z CONSULTANTS INCORPORATED Client t/e By ,4— Date 7/3//it Sheet of , Ir-E 11/C-,4-tf '‘.ti.4ra(/,4 u e(si-7 k---,,),)2"e0, 1){1--j ! "7). , 6-Fr,"12r (.2'-/` 4A •CL:6 ! I C4E4 51-.4 A,0 r'. , '7 - c57'4 rn?Pz/ter0; 7,a 4-4r.).' /ii$4;i•f7 ' d 1 ; I I 1 ; i 1 i i [ P, *5 t V'0 7^�,z,A-' •/f irk' 2•!-K A i I ..ir . i 1 I I I i 1 , I 1 , 7 ,r!" ' " Irk IJkt c ~ i - . 7 'fa,r I • i . i } / sF I I • 1 j l E i i j ►..i 'K I ., I , i 1 ! , i i I r I i I . .i .. I i I . I ! { '7;1- t_` f L . 1 C I : . I S'Ef1fr!S ri'/l ! 7d C'' ;764r6" % ; --.7-2. : ,/c-1/1-- . i I , LP. 4.05. rN/I'(t•e. '7,i. Jr7r C: LL C1/':� /_SU/ryf) I ?r p ft t L = 6 v /fpi I : • I I D.L - . 2v Pd .�'T/ r"..5F .4 /„co t-, r:--, ef/c . , I 7y Fly- z_L= ..-bPs =• e4.4 LL. g.. TP- ; IJ C f .r F ! :• e I - I. .. /J'fr[•,1 --' +' r',-F e1L • , I I 1 • 1 fCee l r /9(!)• 4.'r! : .4'1, -C ' • ' 1 I , 4-0 /& 13 t6 00 • / 4_ 117 ' /` ii 17.5 I G..r� -r Zr / � I �' ��P%�r;r 7� f , I ,;EL ire-- .C.4-Lc (Fe . fes p1,4 1 FJ Yl: /tis ot:. .1 ' 1 1 i I • 3400 E.Bayaud,#300,Denver,CO 80209 303/399-5154 FAX 303/333-9501 a( Concrete Beam ENERCALC, ENERCALC,INC.1983-2014.Build:6.14.1.26,Ver:6.14.1.26 Lie.#7 KW-06002110 Licensee:STRUCTURAL CONSULTANTS,INC. Description: Review capacity of(E)FJ 21 CODE REFERENCES Calculations per Load Combination Set :ASCE 7-02 Material Properties f'c112 - 4.0 ksi 6 Phi Values Flexure: 0.90 a fr= fc * 7.50 = 474.342 psi Shear: 0.750 • ■ m yf Density = 145.0 pcf R 1 = 0.850 A, LtWt Factor = 1.0 - - Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 • • Load Combination ASCE 7-02 ' 6 in 36 in ' O[0+>1 I L10 451 / • 6"wx16.5'5 Span=19.50 ft Cross Section&Reinforcing Details Tee Section, Stem Width=6.0 in, Total Height=16.50 in,Top Flange Width=36.0 in, Flange Thickness=6.0 in Span#1 Reinforcing.... 2-46 at 1.30 in from Bottom,from 0.0 to 19.50 ft in this span 2-#5 at 1.30 in from Top,from 0.0 to 6.50 ft in this span 2-#6 at 1.30 in from Top,from 14.60 to 19.50 ft in this span Applied Loads Service loads entered Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.410, L=0.450 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.958: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.039 in Ratio= 5935 Mu :Applied -38.405 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi :Allowable 40.074 k-ft Max Downward Total Deflection 0.058 in Ratio= 4021 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#1 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 2-#6 @ d=15.2",2-#5 @ d=1.3", 0.00 0.00 61.11 40.07 4,546.51 1,511.16 903.32 Section 2 2-#6 @ d=15.2", 0.00 0.00 59.34 0.00 4,546.51 1,505.15 2.78 Section 3 2-#6 @ d=15.2",2-#6 @ d=1.3", 0.00 0.00 61.36 56.29 4,546.51 1,513.50 1,192.55 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 8.309 8.461 Overall MINimum 3.998 3.998 D Only 3.998 3.998 L Only 4.388 4.388 D+L 8.309 8.461 Concrete BeamFile=C:1PR0GRA-21ENERCA-1 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 tfe:-i4ts ifigh 002710 Licensee:STRUCTURAL CONSULTANTS,INC. Description: Review capacity of(E)FJ 21 Shear Stirrup Requirements Between 0.00 to 5.98 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 7.000 in Between 6.02 to 13.48 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 13.52 to 19.46 ft, PhiVc<Vu, Req'd Vs=3.145, use stirrups spaced at 7.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0582 9.555 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0188 9.945 0 0000 0.000 D+L 1 0.0582 9.555 0.0000 0.000 D Only 1 0.0188 9.945 0.0000 0.000 L Only 1 0.0206 9.945 0.0000 0.000 D+L 1 0.0582 9.555 0.0000 0.000 20 - ; 5 OFAM•--=+ :.____..--- ' ..........„....:::. .54 ..- 39 n 1,91 3.86 5.81 7.76 9.71 11.66 13.61 15.56 17.51 19.46 Distance(ft) ■+1030 •+1.2OD+0,501,+1.611+1.608 •+1,200+1.631+0.505+1.608 •+1.200+1.613L,+0,561 ■+1-201+L6DL,+13.EDW f+1.2DD+D.SOL+1.665 ■+1 20D+1 661+D 80W ■+1.20D+0.511,+6.561+1.60W■+1.2DD+0-501+0.565+1-6DW ■+1.20D+6.561+0,205+E ■+D-4DD+L•6DW+1.6DH ■+0.96D+E+1.608 I SEA ..rr - `m •12 '_^+.r 1.91 3,86 5,81 7,76 9.71 11.66 13.61 15.56 17.51 19.46 Distance(ft) ■+106D ■+1 201+0.501,+1 601+1 608 •+1 2DD+1 601+0 505+1.6011 •+1.20D+1.601,+6.501 •+1.26D+L66L,+D.BDW IN+1 280+8 SDL+1 EDS e+1 20D+1 605+0 8DW ■+1 211D+D SDL.+D 501+1 6DW•+1 266+6,561+0 501+1,60W •+1.261+6.SDL+6.2DS+E ■+13-46D+L66W+1.60H ■+D 901+E+1 101 BEAM---.. -0,015 - '�� -0.030 \\`0 _ ,� , O -0.045 - ..... .I . .0.059 [ w�...� 1.37 3.32 5.27 7.22 9.17 11.12 13.07 15.02 16.97 18.92 Distance(ft) ■D O.,ly■D+L■D Only IN L Only■D+L Concrete Beam File=C:1PROGRA-21ENERCA--1 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 Lic.#: KW-06002110 Licensee:STRUCTURAL CONSULTANTS,INC. Description: Review capacity of(E)FJ 22 CODE REFERENCES Calculations per Load Combination Set :ASCE 7-02 Material Properties f'c1/2 = 4.0 ksi d Phi Values Flexure: 0.90 fr= f'c * 7.50 = 474.342 psi Shear: 0.750 - yf Density = 145.0 pcf 13 1 = 0.850 X LtWt Factor = 1.0 ` ' Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi ai fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 • • r Load Combination ASCE 7-02 bin 36 in MAD 1.(O.40 r■ _... v ■ ■ ■ N.N N. 6"w x 16.5"h Span=12.0 fl Cross Section&Reinforcing Details Tee Section, Stem Width=6.0 in, Total Height=16.50 in,Top Flange Width=36.0 in, Flange Thickness=6.0 in Span#1 Reinforcing.... 245 at 1.30 in from Bottom,from 0.0 to 12.0 ft in this span 246 at 1.30 in from Top,from 0.0 to 4.880 ft in this span 246 at 1.30 in from Top,from 7.120 to 12.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.410, L=0.450 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.259: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.003 in Ratio= 48754 Mu :Applied -14.544 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 56.210 k-ft Max Downward Total Deflection 0.006 in Ratio= 25511 Load Combination +1.20D+0.50Lr+1.60L+1,60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 12.000ft Span#where maximum occurs Span#1 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi"Mn (k-ft) Moment of Inertia (in54) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 2-#5 @ d=15.2",2-#6 @ d=1.3", 0.00 0.00 44.81 56.21 4,546.51 1,103.03 1,168.16 Section 2 2-#5 @ d=15.2", 0.00 0.00 41.98 0.00 4,546.51 1,099.27 2.42 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 5.160 5.160 Overall MINimum 2.460 2.460 D Only 2.460 2.460 L Only 2.700 2.700 D+L 5.160 5.160 Shear Stirrup Requirements Between 0.00 to 1.92 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 7.000 in Concrete Beam File=C:1PR0GRA-21ENERCA-1 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.141.26 Lic.#: KW-06002110 • Licensee:STRUCTURAL CONSULTANTS,INC. Description: Review capacity of(E)FJ 22 Shear Stirrup Requirements Between 1.95 to 10.05 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 10.08 to 11.97 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 7.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0056 6.120 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Def Location in Span D Only 1 0.0027 6.120 0.0000 0.000 D+L 1 0.0056 6.120 0.0000 0.000 D Only 1 0.0027 6.120 0.0000 0.000 L Only 1 0.0030 6.120 0.0000 0.000 D+L 1 0.0056 6.120 0.0000 0.000 BEAM'--r. -- d. :� ~-., E .9 -15 I I 1.17 2,37 3.57 4.77 5,97 7.17 8,37 9,57 10.77 11.97 Distance(ft) ■+1.405 •+1.2DD+D.SDL,+1.601+1.6DH ■+1 205+1.601+0.505+1 608 •+1 2130+1 601,+0 SOL IN+1.20D+1.60L,+0.80W ■+1.205+D.SDL+1.605 MI+1 205+1.605+6 SOW ■+1.213D+5.501,+D.SOL+1.60W•+1 205+13.SOL+0 505+1.60W ■+1.205+0.SOL+D 205+E •+0,90D+L60W+1,6DH ■+5.955+E+1.60H 7 4.,,„............... _"•ten MAIN••.+• - - 5811/.311 ,d ' .- 4 -7 - 1.17 2,37 3,57 4.77 5,97 7.17 8.37 9.57 10,77 11,97 Distance(ft) ■+1.405 ■+1,255+0,501,+I,6DL+1,60H ■+1-2DD+1,601+5.565+1-6OH ■+1,205+1 601,+0.SOL ■+1.205+1.651,+0.8DW ■+1 2DD+0 SDL+1.655 U+1-265+1.605+0.80W ■+1-200+0,561,+0.551+1.60W■+1,205+0-SDL+0.505+1.60W ■+1.205+D.SDL+6-205+E ■+0:96E+L60W+1-60H ■+8 9DD+E+1 6DH 8EA14--». ----.. .............-.....,....... ,,...„.....: ................ _ O,D014 -mow,_ � ' • -0.0029 _. �� • O -0,0043 -0,0058 I �- 0.84 2.04 324 4,44 5,64 6,84 8.04 9.24 10.44 11,64 Distance(ft) 111 60.1y■0+1■1)0.1y■L O„ly■D+L Concrete Beale File=C:1PROGRA-2\ENERCA--1 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6 14,1.26 Lic.#: KW-06002110 Licensee: STRUCTURAL CONSULTANTS, INC. Description: Review capacity of(E)2623 CODE REFERENCES Calculations per Load Combination Set:ASCE 7-02 Material Properties f'c1/2 = 4.0 ksi 6 Phi Values Flexure: 0.90 fr= f'c * 7.50 = 474.342 psi Shear: 0.750 yf Density = 145.0 pcf R i = 0.850 X., LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi - - 1 fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 -�,. • • . .,I, Number of Resisting Legs Per Stirrup= 2 96 in Load Combination ASCE 7-02 Dry: ;i i r,2) I • . 1 96"wx16.5"h Span=25.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=96.0 in, Height=16.50 in Span#1 Reinforcing.... 10410 at 1.80 in from Bottom,from 0.0 to 25.0 ft in this span 647 at 1.80 in from Top,from 0.0 to 9.50 ft in this span 447 at 1.80 in from Top,from 0.0 to 9.50 ft in this span 1248 at 1.80 in from Top,from 14.250 to 25.0 ft in this span Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=2.560, L=1.420 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi i n OK Maximum Bending Stress Ratio = 0.979: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.048 in Ratio= 6310 Mu :Applied -378.018 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 386.045 k-ft Max Downward Total Deflection 0.118 in Ratio= 2538 Load Combination +1,20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#1 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft) Moment of Inertia (in^4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 10-#10 @ d=14.7",6-#7 @ d=1.8",4-#7 @ d=1.8", 0.00 0.00 776.46 386.05 35,937.00 15,536.52 8,625.65 Section 2 10-#10 @ d=14.7", 0.00 0.00 773.39 0.00 35,937.00 15,094.51 97.75 Section 3 10-#10 @ d=14.7",12-#8 @ d=1.8", 0.00 0.00 776.80 589.47 35,937.00 15,761.78 12,633.64 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 68.855 70.520 Overall MINimum 17.750 17.750 D Only 51.813 52.062 L Only 17.750 17.750 D+L 68.855 70.520 I .He=C:1PROGRA-2\ENERCA-1 • Concrete Beam ENERCALC.INC.1S83-2014.Build:6.14.1,26,Ver:6.14.1.26 Lic.#: KW-06002110 Licensee:STRUCTURAL CONSULTANTS,INC. Description: Review capacity of(E)2B23 Shear Stirrup Requirements Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Def Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1182 12.250 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0707 12.250 0.0000 0.000 D+L 1 0.1182 12.250 0.0000 0.000 D Only 1 0.0707 12.250 0.0000 0.000 L Only 1 0.0222 12.750 0.0000 0.000 D+L 1 0.1182 12.250 0.0000 0.000 193 48 W BEAM-•-a. A .. w w u i' -241 -386 + 2.44 4.94 7.44 9.94 12.44 14.94 17.44 19.94 22.44 24,94 Distance(Ft) •+1406 ■+1,2OD+O,SDL.+1.60L+1,608 ■+1.266+1,6OL+6,505+1,6011 ■+1.266+1.60L.+O.SOL ■+L 266+1.60L.+9 BDW ■+1 zoo+D.59L+1.665 M+1 269+1 605+6 SOW ■+1 206+D.SDL,+6-SDL+1-66W■+1.266+D.SDL+6.SDS+1.66W ■+1.269+O.SDL+6.215+E ■+0.9OD+1.66W+1-668 •+0.966+E+1.6011 93 ( r Y� BEAM..n. A n3 0 L 46 __ 93 _ I i 2.44 4,94 7.44 9.94 12.44 14.94 17.44 19.94 22.44 24,94 Distance(Ft) •+14DD ■+1 ZOD+D SDL.+1 60L+1.6011 •+1 26D+1-66L+D.525+1 6011 ■+1 200+1 6DL,+13 SOL ■+1.2DD+1.60L,+O SOW ■+1 206+D SOL+1 605 II+1 205+1 665+0 SOW ■+1 206+13 SDL.+6 56L+1,60W■+5 215D+D.56L+6,565+1 DOW •+1 2DD+D.SDL+O 2DS+E ■+0.905+1 66W+1,668 ■+D 9DD+E+1 60H 0.03 _ c -0.06 - ............„..........................„7----., ----...• al - -0.09 0.12 T 1,75 4.25 6.75 9.25 11,75 14,25 16,75 19.25 21,75 2425 Distance(Ft) •DOnly■D+L■DOnly■LOnly■D+L Concrete Beam File=C:IPROGRA-21ENERCA-1 ENERCALC,INC.1983-2014,Build:6.14.6.15.Ver6 14.6 15 Lic.#:KW-06002110 Licensee:STRUCTURAL CONSULTANTS, INC. Description: (E)2B23 w/added AD7 load CODE REFERENCES Calculations per Load Combination Set : ASCE 7-02 Material Properties f'c1/2 4.0 ksi 6 Phi Values Flexure: 0.90 fr= fc * 7.50 = 474.342 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 A, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi - fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 * • . • Number of Resisting Legs Per Stirrup= 2 96 in Load Combination ASCE 7-02 D(1 693) -..... 072 5811(1 16 • 96"wx 16.5"h Span=25.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=96.0 in, Height=16.50 in Span#1 Reinforcing.... 10410 at 1.80 in from Bottom,from 0.0 to 25.0 ft in this span 447 at 1.80 in from Top,from 0.0 to 9.50 ft in this span 647 at 1.80 in from Top,from 0.0 to 9.50 ft in this span 1248 at 1.80 in from Top,from 14.250 to 25.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=2.560, L=1.180 k/ft, Tributary Width=1.0 ft Point Load: D=1.693kt7a,12.50ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.944: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.040 in Ratio= 7591 Mu :Applied -364.367 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 386.045 k-ft Max Downward Total Deflection 0.114 in Ratio= 2637 Max Upward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span#where maximum occurs Span#1 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross la:-Bottom Icr-Top Section 1 10-#10 @ d=14.7",4-#7 @ d=1.8",6-#7 @ d=1.8", 0.00 0.00 776.46 386.05 35,937.00 15,536.52 8,625.65 Section 2 10-#10 @ d=14.7", 0.00 0.00 773.39 0.00 35,937.00 15,094.51 97.75 Section 3 10-#10 @ d=14.7",12-#8 @ d=1.8", 0.00 0.00 776.80 589.47 35,937.00 15,761.78 12,633.64 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 66.780 68.288 Overall MINimum 14.750 14,750 D Only 52.623 52.945 L Only 14.750 14.750 D+L 66.780 68.288 Concrete B@8111 File=C:IPROGRA-21ENERCA-1 ENERCALC,INC.1963-2014,Build:6.14.6.15,Ver:6.14.6.15 •Lic..# KLVV-06Q021.10+ m Licensee:STRUCTURAL CONSULTANTS,INC. Description: (E)2B23 w/added AD7 load Shear Stirrup Requirements _ Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1138 12.250 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0742 12.250 0.0000 0.000 D+L 1 0.1138 12.250 0.0000 0.000 D Only 1 0.0742 12.250 0.0000 0.000 L Only 1 0.0185 12.750 0.0000 0.000 D+L 1 0.1138 12.250 0 0000 0.000 189 • 49 - - - C -91 r� J E 231 .� -372 2.44 4.94 7.44 9.94 12.44 14.94 17.44 19.94 22.44 2494 Distance(ft) •+1455 ■+1 255+5 SDL.+1 681+1 655 ■+1 205+1 60L+D.SDS+1,6011 •+1.20D+1.6DL,+0.5DL ■+1-215D+1-602.+0_80W ■+1.205+0.SDL+1-605 •+1 205+1 605+0 SOW ■+1 206+D.SDL.+0.50L+1.60W■+1 205+D.SOL+O.S05+1-60W ■+1.20D+0-50L+D-205+E ■+0-806+1-6DW+1-66H ■+0_955+E+1-608 89 , 44 -•- eEN 1- _ 1 A DL'I -44 ^� _ -89 -- 2.44 4.94 7.44 9.94 12.44 14.94 17.44 19.94 22.44 24.94 Distance(ft) •+1405 ■+1.255+D.SOL.+1 60L+1.605 ■+1,205+1.6DL+0.5D5+1.605 •+1.20D+1.602.+O.SDL •+1.LDD+1.652.+D.BDW In+1,205+0,502+1 601 ■+1 256+1 651+0 80W ■+1,205+0,8OL.+O,SOL+1.6DW■+1.265+0-5.0L+DS0s+1.60W ■+1.2DD+O-SDL+0.205+E •+0_905+1_60W+1-605 ■+6.90D+E+1-605 BEAM---» F' 0.03 •0,06 .`` -0,09 ..._. .0.12 1.75 4.25 6.75 925 11.75 14.25 16,75 19.25 21.75 24.25 Distance(ft) •D O..Iy■D+L•D O..ly■L Only■D+L Concrete Beam File=C:1PROGRA'-21ENERCA-1 ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15 Lic.#: KW-06002110 Licensee:STRUCTURAL CONSULTANTS, INC. Description: (E)FJ21 w/added ECU loading CODE REFERENCES Calculations per Load Combination Set:ASCE 7-02 Material Properties fc112 = 4.0 ksi 6 Phi Values Flexure: 0.90 • • fr= fc * 7.50 = 474.342 psi Shear: 0.750 I • • N yf Density = 145.0 pcf R 1 = 0.850 I - - 1 T, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 • • Load Combination ASCE 7-02 ' 6 in ' 36 in mr0.19} ♦ V • D[Q.411 LIQ•191 7 ■ ■ 6"wx 165"h Span=19.50 ft Cross Section&Reinforcing Details Tee Section, Stem Width=6.0 in, Total Height=16.50 in,Top Flange Width=36.0 in, Flange Thickness=4.50 in Span#1 Reinforcing.... 246 at 1.30 in from Bottom,from 0.0 to 19.50 ft in this span 246 at 1.30 in from Top,from 14.60 to 19.50 ft in this span 245 at 1.30 in from Top,from 0.0 to 6.50 ft in this span Applied Loads Service loads entered Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.410, L=0.180 k/ft, Tributary Width=1.0 ft Uniform Load: D=0.190 k/ft,Extent=0.0-->>4.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.651 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.011 in Ratio= 20932 Mu:Applied -26.080 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 40.074 k-ft Max Downward Total Deflection 0.030 in Ratio= 7672 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#1 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 2-#6 @ d=15.2",2-#5 @ d=1.3", 0.00 0.00 61.11 40.07 4,530.03 1,511.16 903.32 Section 2 2-#6 @ d=15.2", 0.00 0.00 59 34 0.00 4,530.03 1,505.15 2.78 Section 3 2-#6 @ d=15.2",2-#6 @ d=1.3", 0.00 0.00 61.36 56.29 4,530.03 1,513.50 1,192.55 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 6.443 5.822 Overall MINimum 1.755 1.755 D Only 4.729 4,026 L Only 1.755 1.755 D+L 6.443 5.822 Concrete Beam File=C3PROGRA-21ENERCA--1 ENERCALC,INC.1983-2014.Build:6,14,6,35,Ver:6.148.15 Lic.#: KW-06002110 Licensee:STRUCTURAL CONSULTANTS, INC. Description: (E)FJ21 w/added FCU loading Shear Stirrup Requirements Between 0.00 to 3.73 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 7.000 in Between 3.77 to 15.69 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 15.73 to 19.46 ft, PhiVcl2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 7.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L t 0.0305 9.555 00000 0000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0193 9.555 0.0000 0.000 D+L 1 0.0305 9.555 0.0000 0.000 D Only 1 0.0193 9.555 0.0000 0.000 L Only 1 0.0083 9.945 0.0000 0.000 D+L 1 0.0305 9.555 0.0000 0.000 13 3 ._ 5E Ai,1... ` 17 -27 t I I 1.91 3.86 5.81 7,76 9.71 11,66 13,61 15.56 17.51 1946 Distance(ft) •+1..150 ■+1.20D+0.55L.+1.60L+1.60H ■+1 213D+1,60L+5.5135+1 658 ■+1.205+I.60L,+5.50L ■+1.250+1.601.+0 55W ■+1.20D+13.50L+1 605 ■+1 205+1.655+6.80W ■+1.2DD+5-SOL.+D.50L+1.60W•+1 2DD+O.50L+5.555+1,61W M+1.55065.581+5.555,5 ■+5.950+1 65W+1.656 ■+5 9DD+E+1-606 4 5 2' t 6Ept,7...,y .��o�� m L tn -Q J ., 1.91 3.86 5.81 7.76 9.71 11.66 13.61 15.56 17.51 19,46 Distance(ft) •+140D ■+1 211D+0.50L.+1 601+1.656 ■+1.200+1.60L+D 5135+1 65H ■+1 2DD+1 600+0.50L •+1 255+1 600+0 SOW ■+1.20D+D,5DL+1.655 •+1 250+1 605+5 817W ■+1 20D+0 SDL.+S-55L+1 6DW•+1 250+5 561+0 505+1 60W •+1 250+0.SSL+0.205+E •+D 9DD+1 65W+1.65H ■+0-9DD+E+1,6136 BEAM ,.-›. . . � � -0.008 \ � : c -0.016 -0,023 ..___ -0.031 L 1.37 3.32 5.27 7.22 9.17 11,12 13.07 15.02 16.97 18,92 Distance(ft) IN D Only■D+L IN D O..Iy•L Only■D+L ui - s. 3 3 �a N •O •O n CO .O v) m M u I \ .° h < M N 0 CO m n n -u O P O N n C) 0 P W 0• 0 — .0 O 0 M M u) ✓ Pn P co n '1 -0 CO co N ' 0 0 P co n vyF -0 CO W mm -4 co a o e m m O. 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