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Home My WebLink AboutX2020-1504 - Calcs[396-aDIJ 303 Broadway St. Ste. 209 Laguna Beach, Ca. 92651 phn. 949.715.9990 fax: 949.715,9991 civil - structural - architectural PATE: Wednesday, June 06,2018 STRUCTURAL CALCULATIONS (caC 2131 6) SITE ADDRESS: ror: Mr. Raissii residence PROJECT: /U dUral plan 4 Geneve, Newport Beach, CA Mansour M. Ahmadi& o411 for o. C76370 � � Exp. 12-31-1?0 Sp CIVIL qTF OF CP'0FOP' BUILDING DIVISION JAN - 8 2019 BY: E.S. Page 1 G AND DESIGN INC.. Sheet Index: Index: Page Number Beam Calc: 3 —131 Wind & Seismic Design: 132-152 Lateral Strip: 153 Wind & Lateral load calculation: 154-155 Shear wall Design: 156 —177 Steel column design Design: 178-180 Typ. Steel plate Design: 181-186 Foundation Design: 187 -191 Anchorage design 192 —193 Pilaster Design: 194 —199 slab under pool Design: 200 — 211 Grade beam over caisson Design: 212 — 223 Pile caisson Design: 224-25 Retaining wall design 223— 261 Apendix PACO steel Moment frame design 30313roadway 5ulfe 209 Laquna l3each, CA 92651 office 949.1159990 fax; 949,119.9991 civil - 5hctural - architectural - Inspection Tex 2 of 261 l_. 1 1 4 X 12 W.C.D.F. #2 location: ABOVE BR.3 ? load #1 (PI): - - 0 ft length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall= 0.0 0.0 Condition: flush beam Fe = 875 psi location: distance (L) = 0.00 ft distance (R) = 0.00 length = 15.00 ft F,. = 170 psi width = 3.5 in E = 1600 ksi 5_. load #2 (P,): - - o Ibs depth = 11.25 in I = 415 in° iJ i length: 0.0 Ext. Int. IF? tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 4, location: distance (L) = 0.00 ft distance (R) = 0.00 ,{ m r` )e � load #3 (Ps): - - o as dead load tribupry live lead tribes ff ;) length: 0.0 EA. Int. roof = ( 20 pef )( 4/2 + 4.0/2 ) +( zo par J( 4/2 + 4.0/2) i{ tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall= 0.0 0.0 floor #1= ( 25 pe )( 0.0/2 + 0.0/2 ) +( sow J( 0.0/2 + 0.0/2) ,;;,. Iecatlon: distance (L) = 0.00 ft distance (R) = 0.00 floor #2= ( o w )( 0.0/2 + 0.00 ) +( ow )( O.OD + 0.00 � deck = ( 25 w )( 0.0/2 + 0.0/2 + ( So per )( 0.0/2 + 0.0/2) - load #4 (Pq): - - o Ibs ext. wall = ( 1s w)( 0.00 + 0.00 ) j'.h length: 0.0 Ext. Int. ,=`I int. wall = ( 10 per )( 0.00 + 0.00 ) tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 veneer = ( o per )( 0.00 + 0.00 ) '; location: distance (L) = 0.00 It distance (R) = 0.00 beam all 20 pd w=180lb/ft 1!!1!!11!!1!!!1l11111!!1!l11TII R(L)= 1350 lbs 15-0R(R)= 135011a calculated Value a1lmam11C =i Residual moment(lb-ft) = 5063 5422 7% ✓ lemon mmules S(M3)= 69.43 73.8 6%✓ area(in')= 11.91 39.38 70%✓ deflection(in) = 0.31 0.75 L/583 ✓ This software is developed MS consulting gruop. The sizing of its products by this software will be accomplished in accordance with Tl Product design criteria and mtle accepted design values. Disclaimer: The drawings, designs, information and procedures described herein are for the exclusive use of MS Consulting Group. 3 Version 30 2 1 3-1/2 X 11-7/8 2.0E Parallam PSL 14:j loatlon: ABOVE BR.2 i Ai Condition: flush beam Fe= 2903 psi - n length = 20.00 R F„ = 290 psi ja) width = 3.5 In E = 2000 ksi i depth = 11.875 In I = 488 In° e:: i dead land tributary liVe load bibuta roof = ( 20 Per )( 4/2 + 4.012 ) +( 20 pat )( 4/2 + 4.0/2 ) Floor #1= ( 2s pf )( 0.0/2 + 0.0/2 ) +( so par )( 0.0/2 + 0.0/2 ) Floor #2= ( o pat )( 0.0/2 + 0.00 ) +( o paf )( 0.00 + 0.00 ) deck = ( 25 paf )( 0.0/2 + 0.0/2 ) +( 60 psi )( 0.0/2 + 0.0/2 ) ext. wall = ( Is per )( 0.00 + 0.00 ) int. wall = ( is paf )( 0.00 + 0.00 ) veneer = ( 0 per )( 0.00 + 0.00 ) beam cl= 20 plf load #1 (Ps): - - OHM length: 0.0 EA. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 locatlon: distance (L) = 0.00 R distance (R) = 0.00 S load #2 (Pp): - - 0lba j length: 0.0 EA. Int tributary w: roof= 0.0 Rai 0.0 deck= 0.0 wall=0.0 0.0 r� location: distance (L) = 0.00 R distance (R) = 0.00 load #3 (Pe): - - Olbe b length: 0.0 Eat. Int. fl tributary w: roof= 0.0 Roor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 R distance (R) = 0.00 load #4 (P4): - - 0lba length: 0.0 EA. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 fit distance (R) = 0.00 w=180 Wirt R (L)= 1800 Its 20 A R(R)= 1800Iba Calculated N v Value a8mvahl Residual . This software Is developed MS consulting gruop. The sizing of its products momen[(Ib-R) = 9000 19926 55 % ✓ t by this software will be accomplished in accordance with Tl Product design lemon Mo0olae S (ins)= 37.20 82.3 55% ✓ i E3 criteria and code accepted design values. gg area (in ')= 9.31 43.56 76 % ✓ as ;&I Disclaimer: The drawings, deslgns, Information and procedures described I d� } deflection(in) 0.66 1.00 U362 ✓ l �oi herein are for the exclusive use of MS ConsultingGroup. p' a / S I I Version 3.0 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 adored: 7MAY Steel BeamFile=C.lUserslcalcoastlDOCUME-11ENERCA-114GE FNFRCAI C INC 19aa-9n17 Ruild-in 17121n Va, Description : Beam #3: STEEL BEAM AT FRONT BUILDING CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (ROOF) Maximum tienuing Jtress Katio = 0.297 : 1 Maximum t5near Stress Katio = 0.110 :1 Section used for this span W8x31 Section used for this span W8x31 Me: Applied 22.510 k-ft Va : Applied 5.002 k Mn / Omega : Allowable 75.767 k-ft Vn/Omega : Allowable 45.60 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1,540D+Lr+L+S+W+E+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.149 in Ratio = 1,451 >=360 Max Upward Transient Deflection 0.149 in Ratio = 1,451 >=360 Max Downward Total Deflection 0.321 in Ratio = 674 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination j Segment Length Span# Max Stress Ratios M V Mmax+ Summary of Moment Values Mmax- Me Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega -D+H Dsgn. L = 78AO It 1 - - 0.124 0.046 - 9.36 9.36 126.53 _ 75.77 1.00 1.00 - 2.08 68.40 45.60 +D+L+H Dsgn. L = 18.00 ft 1 0.230 0,085 17.46 17.46 126.53 75.77 1.00 1.00 3.88 68.40 45.60 +D+Lr+H Dsgn. L = 18.00 It 1 0.124 0.046 9.36 9.36 126.53 75.77 1.00 1.00 2.08 68.40 45.60 +D+S+H Dsgn.L= 18.00ft 1 0.124 0.046 9.36 9.36 126.53 75.77 1.00 1.00 2.08 68.40 45.60 +D+0.750Lr+0.750L+H Dsgn.L= 18.00ft 1 0.204 0.075 15.43 15.43 126.53 75.77 1.00 1.00 3.43 68.40 45.60 +D+0.750L+0.750S+H Dsgn.L= 18.00ft 1 0.204 0.075 15.43 15.43 126.53 75.77 1.00 1.00 3.43 68.40 45.60 +D+0.60W+H Dsgn.L= 18.00ft 1 0.124 0.046 9.36 9.36 12&53 75.77 1.00 1.00 2.08 68.40 45.60 +D+0.70E+H Dsgn.L= 18.00ft 1 0.124 0.046 9.36 9.36 126.53 75.77 1.00 1.00 2.08 68.40 45.60 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 18.00ft 1 0.204 0,075 15.43 15.43 126.53 75.77 1.00 1.00 3.43 68.40 45.60 L +D+0.750L+0.7505+0.450W+H Dsgn. L= 18.00 It 1 0.204 0.075 15.43 15.43 126.53 75.77 1.00 1.00 3.43 68.40 45.60 +D+0.750L+0.7505+0.5250E+H Dsgn. L = *00 It 1 0.204 0.075 15.43 15.43 126.53 75.77 1.00 1.00 3.43 68.40 45.60 460D+0.60W+0.60H �.... Dsgn. L = 18.00 It 1 0.074 0.027 5.61 5.61 126.53 75.77 1.00 1.00 1.25 68.40 45.60 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: _ and then using the "Printing & ( Title Block" selection. Title Black Line 6 ftWd: 7MAY 2018, 3:26PM S't@E�. Beam File = C:\Usems calcoastlDOCUME-i\ENERCA-1\4GENEV-2.EC6 ENERCALC, INC. 1983-2017, Build: 10. 17.12.10, Ver.10.17.12.10 KW-06009337 Licensee : NIS Consulting Group, INC Description : Beam #3: STEEL BEAM AT FRONT BUILDING Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I_ Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +U.000+U.1Ut+U.6UH Dsgn.L= 18.00ft 1 0.074 0.027 5.61 5.61 12&53 75.77 1.00 1A0 1.25 68.40 45.60 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 18.00ft 1 0.176 0.065 13.34 13.34 126.53 75.77 1.00 100 2.96 68.40 45.60 +1.540D+Lr+L+S+W+E+H Dsgn.L= 18.00ft 1 0.297 0.110 22.51 22.51 126.53 75.77 1.00 1A0 5.00 68.40 45.60 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.3206 9.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Overall MAXimum 3.879 3.879 Overall MlNimum 1.248 1.248 +D+H 2.079 2.079 +D+L+H 3.879 3.879 +D+Lr+H 2.079 2.079 +D+S+H 2.079 2.079 +D+0.750Lr+0.750L+H 3.429 3.429 +D+0.750L+0.750S+H 3.429 3.429 +D+0.60W+H 2.079 2.079 +D+0.70E+H 2.079 2.079 +D+0.750Lr+0.750L+0.450W+H 3.429 3.429 +D+0.750L+0.750S+0.450W+H 3.429 3.429 +D+0.750L+0.750S+0.5250E+H 3.429 3.429 +0.60D+0.60W+0.60H 1.248 1.248 +0.60D+0.70E+0.60H 1.248 1.248 D Only 2.079 2.079 Lr Only L Only 1.800 1.800 S Only W Only E Only H Only Steel Section Properties : W8x31 Depth = 8.000 in Ixx '= 110.00 inA4 J = 0.536 inA4 Web Thick = 0.285 in S xx 27.50 inA3 Cw = 530.00 in"6 Flange Width = 8.000 in R xx = 3.470 in Flange Thick = 0.435 in Zx = 30.400 inA3 Area = 9.120 inA2 I yy = 37.100 inA4 Weight = 31.044 plf S yy = 9.270 inA3 Wno = 15.100 inA2 Kdesign = 0.829 in R yy = 2.020 in Sw = 13.200 inA4 K1 = 0.750 in Zy = 14.100 inA3 Of = 6.350 inA3 rts = 2.260 in rT = 2.180 in Qw = 15.000 inA3 Ycg i. = 4.000 in L� i 4 1 6 X 8 W.C.D.F. #1 location: RIGHT OF BA.3 1 load #1 (Pr): - - oft is . r is-1 length: 0.0 Ext. Int. w: tributaryroof= 0.0 Boor= 0.0 deck= 0.0 wall=0.0 0.0 Condition: header Fb = 1350 psi location: distance (L) = 0.00 R distance (R) = 0.00 i.g length = 13.00 R Fv = 170 psi , G! width = 5..5 in E = 1600 ksl C=, load #2 (Pi): - - p Ibs depth = 7.5 In I = 193 in' � length: 0.0 Ext. Int. I �$ tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wa11=0.0 0.0 € � location: distance (L) = 0.00 It distance (R) = 0.00 7 ail load #3 (Pa): - - o Ibs .� dead load tribute live load thribufa xa� length: 0.0 Ext. Int. roof = ( 20 pd )( 4/2 + 0.0/2 ) +( 20W )( 4/2 + 0.0/2) j tributary w: roof= 0.0 Boor= 0.0 deck= 0.0 wall=0.0 0.0 r sue' ' �I Floor #I- ( Floor #2= ( is as )( o pd )( 0.0/2 0.0/2 + 0.012 + 0.00 ) +( ) +( so f o Psi )( 0.0/2 + 0.0/2) )( 0.00 + 0.00 ) I' '9 location: distance (L) = 0.00 It distance (R) = 0.00 y{ deck = ( ss pd )( O.OJ2 + 0.0/2 ) +( so pd )( 0.0/2 + 0.0/2 load #4 (Ps): - i ext. wall = ( is pd )( 2.00 + 0.00 ) F ,:� length: 0.0 Ext. Int. i i5l mt. wall = ( ao pd )( 0.00 + 0.00 ) i::i tributary roof= 0.0 Boor= 0.0 ryw: deck= 0.0 wall= 0.0 0.0 _ a veneer = ( o pd )( 0.00 + 0.00 ) :«'_1 - location: distance (L) = 0.00 ft distance (R) = 0.00 , beam dl = 20 pa F I w=130lb/ft ad N F�( G R (L)= 84516s R(R) = us as Calculated 1. F ;1 Value pBgwaple % Residual ;,(� This software is developed MS consulting gruop. The sizing of its products moment(lb-ft) = 2746 6112 55% ✓ I by this software will be accomplished in accordance with TJ Product design isi sx[lon Mptlules S (in°)= 24.41 51.6 53% ✓ 11i -81 criteria and code accepted design values. I f i 2 area (in )= 7.46 41.25 82 % ✓ iv, Disclaimer: The drawings, designs, Information and procedures described deflection(in) = 0.27 0.65 1-/578 ✓ I herein are for the exclusive use of MS Consulting Group. L, i_, Verson 3,0 S 1 8-3/4 X 12 G.L.B. 24Fb-V4 DF/DF WITH STD CAMBER location: ABOVE MBA. Condition: flush beam Fp= 2400 psi length = 18.00 ft F„ = 265 psi width = 8.25 in E = 1800 ksi depth = 12 in I = 1260 in' dead loatl trilo.ts WE load tributary roof = ( 20 mf )( 30/2 + 0.0/2 ) +( 20 pd )( 30/2 + 0.0/2 ) Floor #1= ( ss psf )( 0.0/2 + 0.0/2 ) +( so Pe )( 0.012 + 0.0/2 ) Floor #2= ( u pA )( 0.0/2 + 0.00 ) +( o Pig )( 0.00 + 0.00 ) deck = ( ss so )( 0.012 + 0.0/2 ) +( 60 Par )( 0.0/2 t 0.0/2 ) ext. wall = ( 1s pe )( 0.00 + 0.00 ) int. wall = ( is so )( 0.00 + 0.00 ) veneer = ( o psf )( 0.00 + 0.00 ) beam dl = 20 PR Pv=v,9oo His P2=1,800 Ih6 6--6" 2,-0" y J, w=620 lb/ft R(L)= 687316s calculated Value allowable % Residual moment(lb-ft) = 33959 42000 19% ✓ Seab, Maaulx S (ins)= 169.79 210.0 19% ✓ area (In')= 38.90 105.00 63 % ✓ deflecbon(in) = 0.39 0.80 L/495 ✓ load #1 (Pi): from beam # 2 ( 0800 ma ) length: 0.0 EA. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 6.50 it distance (R) = 9.50 ft load #2 (P2): from beam # 2 ( 18o0Ibs ) length: 0.0 Ext. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 8.50 ft distance (R) = 7.50 ft load #3 (P3): - - u His length: 0.0 Ext. Int. tributary w: roof= 0.0 Boor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #4 (P4): - - o lbs length: 0.0 EA. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 R(R)= 66U lb. This software Is developed MS consulting gruop. The sizing of Its products by this software will be accomplished in accordance with TJ Product design criteria and code accepted design values. Disclaimer: The drawings, designs, information and procedures described herein are for the exclusive use of MS Consulting Group. r 6 10-3/4 X 12 G.L.B. 24Fb-V4 DF/DF WITH STD CAMBER location: LEFTOF BR.4 'i load #1(Pi): - - o@r 'A' length: 0.0 EA. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 Condition: header Fe = 7400 psi location: distance (L) = 0.00 ft distance (R) = 0.00 length = 23.00 ft F, = 265 psi _r to width = 10.75 in E = I800 ksi �j load #2 (P2): - - 0Ib depth = 12 in I = 1540 in' length: 0.0 Ex[. Int. i tributary w: roof= 0.0 FlOar= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 dead roof = ( load 20 pef )( tributary 30/2 + 0.0/2 live ) +( lead 20 Pf Sribllfary )( 3012 + 0.0/2 ) floor #1= ( zs par )( 0.0/2 + 0.0/2 ) +( so psf )( 0.0/2 + 0.0/2 ) floor #2= ( o W )( 0.0/2 + 0.00 ) +( o W )( 0.00 + 0.00 ) deck = ( 25 W )( 0.0/2 + 0.0/2 ) +( (Hand )( 0.0/2 + 0.0/2 ) ext. wall = ( 15 pef )( 0.00 + 0.00 ) int. wall = ( 10 Pd X 0.00 + 0.00 ) veneer = ( a per )( 0.00 + 0.00 ) beam dill = 20 pd load #3 (Ps): - - 0 Is. length: 0.0 E . Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #4 (P4): - - Oft length: 0.0 Ext. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (I-) = 0.00 ft distance (R) = 0.00 w=620lb/R R(L)= 7130Its 23'-0 R(R)= 71301M Calculated Value aBmdaltl Residual r This software Is developed MS consulting group. The sizing of its products moment(lb-ft) = 40998 51600 21% ✓ ". _ by this software will be accomplished in accordance with TJ Product design s k _J section MaGulu S(in )= 204.99 258.0 21%✓ ei Ei criteria and code accepted design values. �. r, �8Y area (in )= 40.36 129.00 69%✓ l«Rj Disclaimer: The drawings, designs, information and procedures described defiection(in) = 0.91 1.15 L/305 ✓ 1 9,j herein are for the exclusive use of MS Consulting Group. 9 i. Vereian30 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.35 L O.35 O. �r Waxes W8x58 W8x58 axes Span = 14.0 ft Span = 28.0 ft Span = 10,0 1 Sp n = �-� 3.O ft r r Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.350, L = 0.350 k/ft, Tributary Width=1.0It, (FLOOR) Point Load: D=2.50. L = 2.50 k @ 6.0 it, (BEAM 1) Point Load: D = 2.50, L = 2.50 k @ 8.0 ft, (BEAM 1+2) Load for Span Number 2 Uniform Load: D = 0.350, L = 0.350 Wit, Tributary Width =1.0 ft, (FLOOR) Load for Span Number 3 Uniform Load: D = 0.350, L = 0.350 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 2.50, L = 2.50 k @ 3.0 ft, (beam 1 +2) Point Load: D=2.50, L = 2.50 k @ 5.0 ft, (beam 1 + 2) Load for Span Number 4 Uniform Load: D = 0.350, L = 0.350 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load : D =1.0, L =1.0 k @ 3.0 ft, (beam 4 +4) Point Load : D = 2,50, L = 2.50 k @ 3.0 ft, (beam 1 +2) �0 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. I'Steel Beam File=C:1UserslcalcoastlDOCUME-11ENERGA-114GENEV-2.EC6 ENERCALC. INC.1983-2017. Bulld:10.17:12.10. Verd0.17.12.10 Description : DESIGN SUMMARY - • • ' Maximum Bending Stress Ratio = 0.439 : 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span W8x58 Section used for this span W8x58 Me: Applied 65.562 k-ft Va : Applied 17.884 k Mn / Omega : Allowable 149.202 k-ft Vn/Omega : Allowable 89.250 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.191 in Ratio = 1,760>=360 Max Upward Transient Deflection 0.191 in Ratio = 1,760 >=360 Max Downward Total Deflection 0.422 in Ratio = 797 >=180 Max Upward Total Deflection -0.032 in Ratio = 3783 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 13.91 ft 1 0.177 0.081 13.17 -26.40 26.40 249.17 149.20 1.00 1.00 7.25 133.88 89.25 Dsgn. L = 27.91 ft 2 0.181 0.082 15.70 -27.08 27.08 249.17 149.20 1.00 1.00 7.29 133.88 89.25 Dsgn. L = 10.12 ft 3 0.145 0.067 -0.00 -21 M 21.63 249.17 149.20 1.00 1.00 5.97 133.88 89.25 Dsgn. L = 3.05 ft 4 0.083 0.053 -0.00 -12.34 12.34 249.17 149.20 1.00 1.00 4.72 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 0.039 -0.07 0.07 249.17 149.20 1.00 1.00 3.51 133.88 89.25 +D+L+H Dsgn. L = 13.91 ft 1 0.333 0.155 26.31 -49.64 49.64 249.17 149.20 1.00 1.00 13.88 133.88 89.25 Dsgn. L = 27.91 ft 2 0.341 0.156 28.89 -50.94 50.94 249.17 149.20 1.00 1.00 13.95 133.88 89.25 Dsgn. L = 10.12 ft 3 0.269 0.127 -0.00 -40.08 40.08 249.17 149.20 1.00 1.00 11.36 133.88 89.25 Dsgn. L = 3.05 ft 4 0.164 0.104 -0.00 -24.41 24.41 249.17 149.20 1.00 1.00 9.27 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.079 -0.14 0.14 249.17 149.20 1.00 1.00 7.02 133.88 89.25 +D+Lr+H Dsgn. L = 13.91 ft 1 0.177 0.081 13.17 -26.40 26.40 249.17 149.20 1.00 1.00 7.25 133.88 89.25 Dsgn. L = 27.91 ft 2 0.181 0.082 15.70 -27.08 27.08 249.17 149.20 1.00 1.00 7.29 133.88 89.25 Dsgn. L = 10.12 ft 3 0.145 0.067 -0.00 -21.63 21.63 249.17 149.20 1.00 1.00 5.97 133.88 89.25 Dsgn. L = 3.05 ft 4 0.083 0.053 -0.00 -12.34 12.34 249.17 149.20 1.00 1.00 4.72 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 H39 -0.07 0.07 249.17 149.20 1.00 1.00 3.51 133.88 89.25 +D+S+H Dsgn. L = 13.91 ft 1 0.177 0.081 13.17 -26.40 26.40 249.17 149.20 1.00 1.00 7.25 133.88 89.25 Dsgn. L = 27.91 ft 2 0.181 0.082 15.70 -27.08 27.08 249.17 149.20 1.00 1.00 7.29 133.88 89.25 Dsgn. L = 10.12 ft 3 0.145 0.067 -0.00 -21.63 21.63 249.17 149.20 1.00 1.00 5.97 133.88 89.25 Dsgn. L = 3.05 ft 4 0.083 0.053 -0.00 -12.34 12.34 249.17 149.20 1.00 1.00 4.72 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 0.039 -0.07 0.07 249.17 149.20 1.00 1.00 3.51 133.88 89.25 +D+0.750Lr+0.750L+H Dsgn. L = 13.91 ft 1 0.294 0.137 23.02 -43.83 43.83 249.17 149.20 1.00 1.00 12.22 133.88 89.25 Dsgn. L= 27.91 ft 2 0.301 0.138 25M -44.97 44.97 249.17 149.20 1.00 1.00 12.28 133.88 89.25 Dsgn. L = 10.12 ft 3 0.238 0.112 -0.00 -35.47 35.47 249.17 149.20 1.00 1.00 10.01 133.88 89.25 Dsgn. L = 3.05 ft 4 0.143 0.091 -0.00 -21.39 21.39 249.17 149.20 1.00 1.00 8.14 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.069 -0.12 0.12 249.17 149.20 1.00 1.00 6.14 133.88 89.25 +D+0.750L+0.750S+H Dsgn. L = 13.91 ft 1 0.294 0.137 23.02 -43.83 43.83 249.17 149.20 1.00 1.00 12.22 133.88 89.25 Dsgn. L = 27.91 ft 2 0,301 0.138 25.59 -44.97 44.97 249.17 149.20 1.00 1.00 12.28 133.88 89.25 Dsgn. L = 10.12 ft 3 0.238 0.112 -0.00 -35.47 35.47 249.17 149.20 1.00 1.00 10.01 133.88 89.25 Dsgn. L = 3.05 ft 4 0.143 0.091 -0.00 -21.39 21.39 249.17 149.20 1.00 1.00 8.14 133.88 89.25 Dsgn. L= 0.02 ft 4 (IM1 0.069 -0.12 0.12 249.17 149.20 1.00 1.00 6.14 133.88 89.25 +D+0.60W+H Dsgn. L = 13.91 ft 1 0.177 0.081 13.17 -26.40 26.40 249.17 149.20 1.00 1.00 7.25 133.88 89.25 Dsgn. L= 27.91 ft 2 0.181 0.082 15.70 -27.08 27.08 249.17 149.20 IM 1.00 7.29 133.88 89.25 Dsgn. L = 10.12 ft 3 0.145 0.067 -0.00 -21.63 21.63 249.17 149.20 1.00 1.00 5.97 133.88 89.25 Dsgn. L = 3.05 ft 4 0.083 0.053 -0.00 -12.34 12.34 249.17 149.20 1.00 1.00 4.72 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 0.039 -0.07 0.07 249.17 149.20 1.00 1.00 3.51 133.88 89.25 +D+0.70E+H Dsgn. L = 13.91 ft 1 0.177 0.081 13.17 -26.40 26.40 249.17 149.20 1.00 1.00 7.25 133.88 89.25 Dsgn. L = 27.91 ft 2 0.181 0.082 15.70 -27.08 27.08 249.17 149.20 1.00 1.00 7.29 133.88 89.25 Dsgn. L = 10.12 ft 3 0.145 0.067 -0.00 -21.63 21.63 249.17 149.20 1.00 1.00 5.97 133.88 89.25 D8gn. L = 3.05 ft 4 0.083 0.053 -0.00 -12.34 12.34 249.17 149.20 1.00 1.00 4.72 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 0.039 -0.07 0.07 249.17 149.20 1.00 1.00 3.51 133.88 89.25 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 13.91 ft 1 0.294 0.137 23.02 43.83 43.83 249.17 149.20 1.00 U0 12.22 133.88 89.25 Dsgn. L = 27.91 ft 2 0.301 0.138 25.59 44.97 44.97 249.17 149.20 1.00 U0 12.28 133.88 89.25 Dsgn. L = 10.12 ft 3 0.238 0.112 -0.00 -35.47 35.47 249.17 149.20 1.00 U0 10.01 133.88 89.25 f Title Block Line 1 ' Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line PMtad: 6MAY 2018, 1:43PM Steed Beam File =C:IUsemsealcoastlDOCUME-11ENERCA-714GENEV-2.EC6 PNPRCAI C. INC. 19aM2017. Ruildd1) 17. 1210: Veo 10.17.1210 Description : Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.05 ft 4 0.143 0.091 400 -21.39 21.39 249.17 149.20 1.00 1.00 8.14 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.069 -0.12 0.12 249.17 149.20 1.00 1.00 6.14 133.88 89.25 +D+0.750L+0.750S+0.450W+H Dsgn. L= 13.91 ft 1 0.294 0.137 23.02 -43.83 43.83 249.17 149.20 1.00 1.00 12.22 133.88 89.25 Dsgn. L = 27.91 ft 2 0.301 0.138 25.59 -44.97 44.97 249.17 149.20 1.00 1.00 12.28 133.88 89.25 Dsgn. L = 10.12 ft 3 0.238 0.112 -0.00 -35.47 35.47 249.17 149.20 1.00 1.00 10.01 133.88 89.25 Dsgn. L = 3.05 ft 4 0.143 0.091 -0.00 -21.39 21.39 249.17 149.20 1.00 1.00 8.14 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.069 -0.12 0.12 249.17 149.20 1.00 1.00 6.14 133.88 89.25 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 13.91 ft 1 0.294 0.137 23.02 -43.83 43.83 249.17 149.20 1.00 1.00 12.22 133.88 89.25 Dsgn. L = 27.91 ft 2 0,301 0.138 25.59 44.97 44.97 249.17 149.20 1.00 1.00 12.28 133.88 89.25 Dsgn. L = 10, 12 ft 3 0.238 0.112 -0.00 -35.47 35.47 249.17 149.20 1.00 1.00 10.01 133.88 89.25 Dsgn. L = 3.05 ft 4 0.143 0.091 -0.00 -21.39 21.39 249.17 149.20 1.00 1.00 8.14 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.069 -0.12 0.12 249.17 149.20 1.00 1.00 6.14 133.88 89.25 +0.60D+0.60W+0.60H Dsgn. L = 13.91 ft 1 0.106 0.049 7.90 -15.84 15.84 249.17 149.20 1.00 1.00 4.35 133.88 89.25 Dsgn. L = 27.91 ft 2 0.109 0.049 9.42 -16.25 16.25 249.17 149.20 1.00 1.00 4.38 133.88 89.25 Dsgn. L = 10.12 ft 3 0.087 0.040 -0.00 -12.98 12.98 249.17 149.20 1.00 1.00 3.58 133.88 89.25 Dsgn. L = 3.05 ft 4 0.050 0.032 -0.00 -7.40 7.40 249.17 149.20 1.00 1.00 2.83 133.88 89.25 Dsgn. L = 0.02 ft 4 0.000 0.024 -0.04 0.04 249.17 149.20 1.00 1.00 2.10 133.88 89.25 +0.60D+0.70E+0.60H Dsgn. L = 13.91 ft 1 0.106 0.049 7.90 -15.84 15.84 249.17 149.20 1.00 1.00 4.35 133.88 89.25 Dsgn. L = 27.91 ft 2 0.109 0.049 9.42 -16.25 16.25 249.17 149.20 1.00 1.00 4.38 133.88 89.25 Dsgn. L = %12 ft 3 0.087 0.040 -0.00 -12.98 12.98 249.17 149.20 1.00 1.00 3.58 133.88 89.25 Dsgn. L = 3.05 ft 4 0.050 0.032 -0.00 -7.40 7.40 249.17 149.20 1.00 1.00 2.83 133.88 89.25 Dsgn. L = 0.02 It 4 0.000 0.024 -0.04 0.04 249.17 149.20 1.00 1.00 2.10 133.88 89.25 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 13.91 ft 1 0.255 0.120 20.52 38.02 38.02 249.17 149.20 1.00 1.00 10.68 133.88 89.25 Dsgn. L = 27.91 ft 2 0.262 0.120 21.99 -39.02 39.02 249.17 149.20 1.00 1.00 10.74 133.88 89.25 Dsgn. L = 10.12 ft 3 0.205 0.098 -0.00 -30.57 30.57 249.17 149.20 1.00 1,00 8.73 133.88 89.25 Dsgn. L = 3.05 ft 4 0.127 0.081 -0.00 -18.98 18.98 249.17 149.20 1.00 1.00 7.20 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.061 -0.11 0.11 249.17 149.20 1.00 1.00 5.47 133.88 89.25 +1.540D+Lr+L+S+W+E+H Dsgn, L= 13.91 ft 1 0.428 0,199 33.42 -63.90 63.90 249.17 149.20 1.00 1.00 17.79 133.88 . 89.25 Dsgn. L = 27.91 ft 2 0.439 0.200 37.37 -65.56 65.56 249.17 149.20 1.00 1.00 17.88 133.88 89.25 Dsgn. L = 10.12 ft 3 0.347 0.163 -0.00 -51.76 51.76 249.17 149.20 1.00 1.00 14.58 133.88 89.25 Dsgn. L = 3.05 ft 4 0.208 0.133 -0.00 -31.07 31.07 249.17 149.20 1.00 1.00 11.83 133.88 89.25 Dsgn. L = 0.02 ft 4 0.001 0.100 -0.18 0.18 249.17 149.20 1.00 1.00 8.91 133.88 89.25 Overall Maximum Deflections Load Combination Span Max. " "Defl Location in Span Load Combination Max. W' Defl Location in Span r +D+L+H 1 0.0869 5.880 +D+L+H -0.0015 13.347 +D+L+H 2 O.4218 14.560 0.0000 13.347 3 0.0000 14.560 +D+L+H -0.0317 4.333 +D+L+H 4 0.0674 3.000 0.0000 4.333 - Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Suppoft2 Support Support4 Supports Overall MAXimum 6.669 24.949 21.585 15.499 Overall MINimum 2.054 7.921 6.894 4.702 L +D+H 3.423 13.201 11,490 7.837 +D+L+H 6.669 24.949 21.585 15.499 +D+Lr+H 3.423 13.201 11.490 7.837 +D+S+H 3.423 13.201 11.490 7.837 t-- +D+0.750Lr-,0.750L+H 5.857 22.012 19.061 13.583 +D+0.750L+0.750S+H 5.857 22.012 19.061 13.583 +D+0.60W+H 3.423 13.201 11.490 7.837 +D+0.70E+H 3.423 13.201 11.490 7.837 L _ +D+0.750Lr+0.750L,0.450W+H 5.857 22.012 19.061 13.583 +D+0.750L+0.750S+0.450W+H 5.857 22.012 19.061 13.583 +D+0.750L+0.750S+0.5250E H 5,857 22.012 19.061 13.583 +0.60D+0.60W+0.60H 2.054 7.921 6.894 4.702 +0.60D+0.70E+0.60H 2.054 7.921 6.894 4.702 D Only 3.423 13.201 11.490 7.837 Lr Only L Only 3.246 11.747 10.095 7.662 �. , S Only 12, 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 Steel Beam j' r.�r• Description : BEAM 7: BEAM ABOVE THE HALL WAY Vertical Reactions Load Combination Support1 Support2 W Only E Only _ H Only Steel Section Properties : W8x58 - Depth = 8.750 in I xx Web Thick = 0.510 in Sxx f Flange Width = 8.220 in R xx Flange Thick = 0.810 in Zx Area = 17.100 i02 1 yy Weight = 58,208 plf S yy 4 Kdesign = 1.200 in Ryy K1 = 0.875 in Zy rts = 2.390 in rT Yog = 4.375 in Project Title: Engineer: Project Descr: Project ID: Support notation: Far left is#1 Values in KIPS )oft 3 Support4 Support5 = 228.00 inA4 J =. 3.330 inA4 52.00 inA3 Cw = 1,180.00106 = 3.650 in = 59.800 inA3 = 75.100 inA4 = 18.300 inA3 Wno = 16.300 inA2 = 2.100 in Sw = 27.200 inA4 = 27.900 inA3 Of = 12.400 inA3 = Z260 in Qw = 29.700 inA3 13 h Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & f ' Title Block" selection. Steel Column Description: steel column Project Title: Engineer: Project ID: Project Descr: Pdnetl: l2 JAN 2018. 3:57PM Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS5x5x1/2 Overall Column Height 10.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbmced Length for X•X Axis buckling = 10 ft, K = 0.65 Y-Y (daxis: UnEraepth Length for Y-Y Axis budding =10 ft, K = 0.65 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 283.039lbs' Dead Load Factor AXIAL LOADS ... r Axial Load at 10.0 ft, D = 41.0, L = 38.0 k _ DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6587 : 1 Maximum Load Reactions.. . Load Combination +1.540D+Lr+L+S+W+E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 101.576 k Bottom along Y-Y 0.0 k Pn/Omega: Allowable 154.212 k Ma-x: Applied 0.0 k-ft Maximum Load Deflections... Mn-x / Omega: Allowable 23.533 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y: Applied 0.0 k-ft f or load combination : Mn-y / Omega: Allowable 23.533 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0:1 Load Combination Location of max.above base 0.0 ft . - At maximum location values are ... - Va:Applied 0.0 k Vn/ Omega: Allowable 0.0 k Load Combination Results Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.268 PASS 0.00 ft 0.000 PASS 0.00 +D+L+H 0.514 PASS 0.00 ft 0.000 PASS 0.00 +D+Lr+H 0.268 PASS 0.00 ft 0.000 PASS 0.00 +D+S+H 0.268 PASS 0.00 ft 0.000 PASS 0.00 +D+0.750Lr+0.750L+H 0.453 PASS 0.00 ft 0.000 PASS 0.00 ` +D+0.750L+0.750S+H 0.453 PASS 0.00 ft 0.000 PASS 0.00 +D+O.60W+H 0.268 PASS 0.00 ft 0.000 PASS 0.00 +D+0.70E+H 0.268 PASS 0.00 ft 0.000 PASS 0.00 +D+0.750Lr+0.750L+0.450W+H 0.453 PASS 0.00 ft 0.000 PASS 0.00 +D+0.750L+0.7505+0.450W+H 0.453 PASS 0.00 ft 0.000 PASS 0.00 +0+0.750L+0.750S+0.5250E+H 0.453 PASS 0.00 ft 0.000 PASS 0.00 +O.60D+O.60W+0.60H 0.161 PASS 0.00 ft 0.000 PASS 0.00 +0.60D+0.70E+0.60H 0.161 PASS 0.00 ft 0.000 PASS 0.00 +0.5600+Lr+L+S+W+E+1.60H 0.396 PASS 0.00 ft 0.000 PASS 0.00 +1.540D+Lr+L+S+W+E+H 0.659 PASS 0.00 ft 0.000 PASS 0.00 19 t Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & s Title Block" selection. Steel Column Fis=C:IUserslcalcoasgDOCUME-11ENERCA-114GENEV-f.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.1 Ver:10:17.12.10 KW-06009337 Licensee : MS Consulting Group, INC Description : steel column Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My- End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+L+H 79.283 +D+Lr+H 41.283 +D+S+H 41,283 +D+0.750Lr+0.750L+H 69.783 +D+0.750L+0.750S+H 69.783 +D+0.60W+H 41.283 +D+0.70E+H 41.283 +D+0.750Lr+0.750L+0.450W+H 69.783 +D+0.750L+0.750S+0.450W+H 69.783 ' +D+0.750L+0.750S+0.5250E+H 69.783 +0.60D+0.60W+0.60H 24.770 +0.60D+0.70E+0.60H 24.770 D Only 41.283 Lr Only L Only 38.000 S Only W Only E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 79.283 ' " Minimum Reaction, X-X Axis Base Maximum 41.283 " " Minimum 41.283 Reaction, Y-Y Axis Base Maximum 41.283 " Minimum 41.283 Reaction, X-X Axis Top Maximum 41.283 " Minimum 41.283 Reaction, Y-Y Axis Top Maximum 41.283 " Minimum 41.283 Moment, X-X Axis Base Maximum 41.283 " Minimum 41.283 Moment, Y-Y Axis Base Maximum 41.283 " Minimum 41.283 Moment, X-X Axis Top Maximum 41,283 " Minimum 41.283 - Moment, Y-Y Axis Top Maximum 41.283 " Minimum 41.283 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 It `-- +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in U00 It 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.7501_+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.70E+H 0.0000 in 0,000 ft 0.000 in 0.000 it +D+0,750Lr+0,750L+0,450W+H 0.0000 in 0,000 it 0.000 in 0.000 it L- +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 it 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 it 0.000 in 0.000 it i D Only 0.0000 in 0.000 it 0.000 in 0.000 It f' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 PdnM 12 JAN 2018, 3:57PM St@@� CO�UIIIn File=C:lUsers\calcoasADOCUME-1\ENERGA-1\4GENEV-i.EC6' ENERCALC, INC. 1983-2017, Build: 10. 17.12.10, Ver.10.17.12.10 KW-06009337 Licensee MS Consulting Group, INC Description: steel column Maximum Deflections for Load Combinations r ' Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 R S Only 0.0000 in 0.000 ft 0.000 in 0.000 It �- WOnly 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5xt12 Depth = 5.000 in I xx = 26.00 inA4 J = 44.600 inA4 Design Thick = OA65 in Sxx = 10.40 inA3 Width = 5.000 in Rxx = 1.820 in Wall Thick = 0.500 in Zx = 13.100 inA3 Area = 7.880 in"2 l yy = 26,000 inA4 C = 18,700 inA3 Weight = 28.304 pit S yy = 10A00 inA3 R yy = 1.820 in Yog = 0.000 in Sketches Y CD c 0 LO X ( Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ' Title Block" selection. Title Block Line 6 Printed: 6MAY 2018,11:29AM Wood BeamFile= CaUserslcalcowtlDOCUME-11ENERCA-114GENEV-2.ECB ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17;12.10 r6009 Description : BEAM #8: CANT. WOOD BEAM AT BORN 3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,300.0 psi E: Modulus ofElesficity Load Combination ASCE7-10 Fb- 1,300.0psi Ebend-xx 1,600.Oksi Fc -Prll 925.0psi Eminbend -xx 58O.Oksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.5 L(1) D(1.5 L(1) 13(0.3) L 0.3 D 0.3 L 0.3 6x12 6x12 Span = 8.50 It Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.30, L = 0.30 , Tributary Width =1.0 ft, (ROOF) Point Load: D=1.50, L=1.Ok@2.0ft, (BEAM 1) Load for Span Number 2 Uniform Load: D = 0.30, L = 0.30 , Tributary Width =1.0 ft, (ROOF) Point Load: D=1.50, L=1.Ok@2.0ft, (BEAM 1) aximum Bending Stress Ratio = 0.4831 Maximum Shear Stress Ratio = 0.467 : 1 Section used for this span 6x12 Section used for this span 6x12 fib: Actual = 628.42 psi fv : Actual = 79.34 psi FB: Allowable = 1,300.00psi Fv: Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.089ft Location of maximum on span = 7.550ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 3733>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 1822>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. - Title Block Line 6 Printed: 6MAY 2016,1129AM Wood Beam File =C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017,.Bulid:10.17.12.10, Ver.10.17.12.10 KW-06009337 Licensee : MS Consulting Group, INC Description : BEAM #8: CANT. WOOD BEAM AT BDRM 3 Load Combination Max Stress Ratios Moment Values Shear Values f Segment Length Span # M V Cd D FN C Cr C In C t C L M fb F'b V fv Pv +D+H o.00 0.00 0.00 0.00 Length = 8.50 it 1 0.307 0.284 0.90 1,000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 1170.00 1.83 43.38 153.00 Length = 2.0 it 2 0.307 0.284 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 1170.00 1.83 43.38 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.508 1 0.483 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.35 628A2 1300.00 3.35 79.34 170.00 Length = 2.0 ft 2 0.474 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.23 616.37 1300.00 3.14 79.34 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.221 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 1625A0 1.83 43.38 21250 Length = 2.0 ft 2 0.221 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 1625.00 1.83 43.38 21250 - +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.240 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 1495.00 1.83 43.38 195.50 Length =2.0ft 2 0.240 0.222 1.15 1.000 1.00 L00 1.00 1.00 1.00 3.63 359.01 1495.00 1.83 43.38 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 8 1 0.343 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.63 55T23 1625.00 2.96 70.26 212.50 Length = 2.0 ft 2 0.340 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.58 552.03 1625.00 2.82 70.26 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 Length = 8.50 it 1 0.373 0.359 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.63 557.23 1495,00 2.96 70.26 195.50 - Length =2.0ft 2 0.369 0.359 1.15 1.000 1.00 1.00 1.00 U0 1.00 5.58 552.03 1495.00 2.82 70.26 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.173 0.159 1.60 1,000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 2080.00 1.83 43,38 272.00 Length = 2.0 it 2 0.173 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 2080.00 1.83 43,38 272.00 +D+070E+H 1.000 1.00 1.00 1A0 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.173 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 2080.00 1.83 43.38 272.00 Length = 2.0 it 2 0.173 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 359.01 2080.00 1.83 43.38 272.00 +D+0.750Lr+0.750L+0.45OW-H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 it 1 0.268 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.63 557.23 2080.00 2.96 70.26 272.00 Length = 2.0 ft 2 0.265 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.58 552.03 2080.00 2.82 70.26 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 it 1 0.268 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.63 557.23 2080.00 2.96 70.26 272.00 Length = 2.0 ft 2 0.265 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.58 552.03 2080.00 2.82 70.26 272.00 ' +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.268 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.63 557.23 2080.00 2.96 70.26 272.00 Length = 2.0 it 2 0.265 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.58 552.03 2080.00 2.82 70.26 272.00 +0.60D40.60W+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 8.50 it 1 0.104 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 215.41 2080.00 1.10 26.03 272.00 Length = 2.0 ft 2 0.104 0,096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 215.41 2080.00 1.10 26.03 272.00 - +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.104 0.096 1.60 1.000 1.00 1.00 U0 1.00 1.00 2.18 215.41 2080.00 1.10 26.03 272.00 Length = 2.0 it 2 0.104 0,096 1.60 1.000 1.00 1.00 t00 1.00 1.00 2.18 215.41 2080.00 1.10 26.03 272.00 +0.560D+Lr+L+S+W+E+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 8.50 ft 1 0.230 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.82 477.53 2080.00 2.55 60.41 272.00 Length = 2.0 it 2 0.220 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.63 458.41 2080,00 2.34 60,41 272.00 +1.540D+Lr+L+S+W+E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50 it 1 0.391 0.377 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.22 814.06 2080.00 4.32 102.57 272.00 - Length = 2.0 it 2 0.390 0.377 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.19 810.24 2080.00 4.13 102.57 272.00 Overall Maximum Deflections ' - Load Combination Span Max.'-" Dell Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.0560 3.609 0.0000 0.000 2 0.0000 3.609 LOnly -0.0042 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Support 3 Overall MAXimum 3.786 7.655 Overall MIN1mum 1.734 3.416 +D+H 2.052 4.239 +D+L+H 3.786 T655 - +D+Lr+H 2.052 4.239 +D+S+H 2.052 4.239 �_. +D+0.750Lr+0.750L+H 3.353 6.801 16 r ° Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & t._ Title Block" selection. Title Block Line 6 Wood Beam r- r.�r• Description : BEAM #8: CANT. WOOD BEAM AT BDRM 3 Vertical Reactions Support notation : Far fell is #1 Load Combination SupportI Support2 Support3 +D+0.750L+0.750S+H 3.353 6.801 +D+0.60W+H 2.052 4.239 +D+0.70E+H 2.052 4.239 +D+0.750Lr+0.750L+0.450W+H 3.353 6.801 +D+0.750L+0.750S+0.450W+H 3.353 6.801 +D+0.750L+0.750S+0.5250E+H 3.353 6.801 +0.60D+0.60W+0.60H 1.231 2.543 +0.60D+0.70E+0.60H 1.231 2.543 D Only 2.052 4.239 Lr Only L Only 1.734 3.416 S Only W Only E Only H Only Values in KIPS Project ID: Printed: 6 MAY 2076, 77:29AM t • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnad: 2 MAY 2018, 8 04PN Steed Beam File=C:\Userskalcoasl\DOCUME-1\ENERCA-1\4GENEV-2.EC6 ENERCALC. INC.1983-2017. Build:10.17.12.10. Ver:10.17.12.10 Description : BEAM #9: STEEL BEAM AT FRONT OF BDRM #2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Span = 15.0 it ADDlled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (ROOF LOAD) Moment: D = 0,320. L = 0.320 k-ft, Loc =1.0 ft in span, (CANTELIVER MEMBER) Moment: D = 0.320, L = 0,320 k-ft, Loc = 5.0 ft in span, (CANTELIVER MEMBER) Moment: D = 0.320, L = 0,320 k-ft, Loc = 9.0 ft in span, (CANTELIVER MEMBER) Moment: D = 0.320, L = 0.320 k-ft, Loc =14.0 ft in span, (CANTELIVER MEMBER) Maximum t3enamg Stress Katlo = 0.229 : 1 Maximum Shear Stress Ratio = 0.095 : 1 Section used for this span W8x28 Section used for this span W8x28 Me: Applied 15.545 k-ft Va : Applied 4.351 k Mn / Omega : Allowable 67.864 k-ft Vn/Omega : Allowable 45.942 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.114ft Location of maximum on span 15.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 2,220>=360 Max Upward Transient Deflection 0.081 in Ratio = 2,220 >=360 Max Downward Total Deflection 0.173 in Ratio = 1038 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values t' Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.00 ft 1 0.095 0.039 6.43 6.43 113.33 67.86 1.00 1.00 1.80 68.91 45.94 +D+L+H -Dsgn. L = 15.00 ft 1 0.178 0.074 12.07 12.07 113.33 67.86 1.00 1.00 3.38 68.91 45.94 +D+Lr+H - Dsgn. L = 15.00 ft 1 0.095 0.039 6.43 6.43 113.33 67.86 1.00 1.00 1.80 6&91 45.94 +D+S+H Dsgn. L = 15.00 ft 1 0.095 0.039 6.43 6.43 113.33 67.86 1.00 1.00 1.80 68.91 45.94 +D+0.750Lr+0.750L+H Dsgn. L = 15.00 It 1 0.157 0.065 10.66 10.66 113.33 67.86 1.00 1.00 2.98 68.91 45.94 " +D+0.750L+0.750S+H Dsgn.L= 15.00ft 1 0.157 0.065 10.66 n 10.66 113.33 67.86 1.00 1.00 2.98 6&91 45.94 L. +D+0.60W+H (i Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values f-' Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Ve Max Vnx VnxlOmega Dsgn. L = 15.00 ft 1 0.095 0.039 6.43 6.43 113.33 67.86 1.00 1.00 1.80 68.91 45.94 +D+0.70E+H Dsgn. L = 15.00 ft 1 0.095 0.039 6.43 6.43 113.33 67.86 1.00 1.00 1.80 68.91 45.94 .-, +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 15.00ft 1 0.157 0,065 10.66 10.66 113.33 67.86 1.00 1.00 2.98 68.91 45.94 +D+0.750L+0.750S+0.450W+H - Dsgn.L= 15.00ft 1 0.157 0,065 10.66 10.66 113.33 67.86 1.00 1.00 2.98 68.91 45.94 +D+0.750L+0.750S+0.5250E+H {--' Dsgn.L= 15.00ft 1 0.157 0.065 10.66 10.66 113.33 67.86 1,00 1.00 2.98 68.91 45.94 +0.60D+0.60W+0.60H - Dsgn. L = 15.00 ft 1 0.057 0.023 3.86 3.86 113.33 67.86 1.00 1.00 1.08 68.91 45.94 +0.60D+0.70E+0.60H - Dsgn. L = 15.00 ft 1 0.057 0.023 3.86 3.86 113.33 67.86 1.00 1.00 1.08 68.91 45.94 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 15.00 ft 1 0.136 0.056 9.24 9.24 113.33 67.86 1.00 1.00 2.59 68.91 45.94 +1.540 D+L r+L+S+W+E+H _ Dsgn. L = 15.00ft 1 0.229 0.095 15.54 15.54 113.33 67.86 1.00 1.00 4.35 68.91 45.94 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. W' Deft Location in Span +D+L+H 1 0.1734 7.500 0,0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.040 3.381 Overall MINimum 0.975 1.077 " +D+H 1.625 1.796 +D+L+H 3.040 3.381 +D+Lr+H 1.625 1,796 +D+S+H 1.625 1796 +D+0.750Lr+0.750L+H 2.686 2.985 +D+0.750L+0.750S+H 2.686 2,985 +D+0.60W+H 1.625 1.796 +D+0.70E+H 1.625 1.796 +D+0.750Lr+0.750L+0.450W+H 2.686 2.985 +D+0.750L+0.750S+0.450W+H 2.686 2.985 ' +D+0.750L+0.750S+0.5250E+H 2.686 2.985 +0.60D+0.60W+0.60H 0.975 1.077 +0.60D+0.70E+0.60H 0.975 1.077 " D Only 1.625 1.796 Lr Only L Only 1.415 1.585 S Only W Only t- EOnly H Only Steel Section Properties : W8x28 !.. Depth = 8,060 in I xx '- 98.00 in44 J = 0.537 inA4 Web Thick = 0.285 in S xx 24.30 in43 Cw = 312.00 inA6 Flange Width = 6.540 in R xx = 3.450 in Flange Thick = 0.465 in Zx = 27.200 103 4 , Area = 8.240 102 lyy = 21.700 inA4 Weight = 28.049 pit S yy = 6.630 iO3 Wno = 12.400 i02 Kdesign = 0.859 in R yy = 1,620 in Sw = 9.440 inA4 K1 = 0.625 in Zy = 10,100 inA3 Qf = 5.520 inA3 its = 1.840 in rT = 1,770 in Qw = 13.400 inA3 Yog = 4.030 in l� r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ( Title Block" selection. Title Block Line 6 Printed: 6MAY 2018, 1:51 PM Steel Beam File =ClUseislcalcoastOCCUME-1IENERCA-114GENEV-2.EC6 THE FOYER CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending I Span = 15.0 ft Span = 24.0 ft Span = 9.0 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.60, L = 0.60 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 2.50, L = 2.50 k @ 6.0 ft, (BEAM 1) Point Load : D = 2.50, L = 2.50 k @ 8.0It, (BEAM 1+2) Load for Span Number 2 Uniform Load : D = 0.60, L = 0.60 k/ft, Tributary Width =1.0 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.60, L = 0.60 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 2.50, L = 2.50 k @ 3.0 ft, (beam 1 +2) Point Load : D = 2.50, L = 2.50 k @ 5.0 ft, (beam 1 +2) Service loads entered. Load Factors will be applied for calculations. maximum menomg oiress nano = 0.551 : 1 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span W8x58 Section used for this span W8x58 Me : Applied 82.179 k-ft Va : Applied 23.508 k Mn / Omega : Allowable 149.202 k-ft Vn/Omega : Allowable 89.250 k Load Combination +1,540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 15.000ft Location of maximum on span 15.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.161 in Ratio = 1,788>=360 Max Upward Transient Deflection 0.161 in Ratio = 1,788 >=360 Max Downward Total Deflection 0.343 in Ratio = 840 >=180 Max Upward Total Deflection -0.013 in Ratio = 8031 >=180 maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.00 ft 1 0.223 0.106 20.44 -33.34 33.34 249.17 149.20 1.00 1.00 9.49 133.88 89.25 Dsgn. L = 24.00 ft 2 0.223 0.097 17.59 -33.34 33.34 249.17 149.20 1.00 1.00 &67 133.88 89.25 Dsgn. L = 9.00 ft 3 0.177 0.097 3.85 -26.39 ^ �e.39 249.17 149.20 1.00 1.00 8.67 133.88 89.25 r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ` Title Block" selection. Title Black Line 6 PMted: 6 MAY ,Steel Beam File=C:\UserslcalcoastlDOCUME-t1ENERCA-lWGE PNIPDCAi 0 W!`.10019A17 C.AIAAn n» 1n 1 e, Description : BEAM 10: BEAM ABOVE THE FOYER Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span # M V Mmax+ Mmax - Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+L+H Dsgn. L = 15.00 ft 1 0,430 0.206 40.30 -64.18 64.18 249.17 149.20 1.00 1.00 18.38 133.88 89.25 Dsgn. L = 24.00 It 2 0.430 0.189 33.39 -64.18 64.18 249.17 149.20 1.00 1.00 16.83 133.88 89.25 r - Dsgn. L = 9.00 ft 3 0.338 0.189 8.04 50.48 50.48 249.17 149.20 1.00 1.00 16.83 133.88 89.25 +D+Lr+H Dsgn. L = 15.00 ft 1 0.223 0.106 20.44 -33.34 33.34 249.17 149.20 1.00 1.00 9.49 133.88 89.25 Dsgn. L = 24.00 It 2 0.223 0.097 17.59 -33.34 33.34 249.17 149.20 1.00 1.00 8.67 133.88 89.25 Dsgn. L = 9.00 It 3 0.177 0.097 3.85 -26.39 26.39 249.17 149.20 1.00 1.00 8.67 133.88 89.25 +D+S+H Dsgn. L = 15.00 ft 1 0.223 0.106 20.44 -33.34 33.34 249.17 149.20 1.00 1.00 9.49 133.88 89.25 - Dsgn. L = 24.00 ft 2 0.223 0.097 17.59 -33.34 33.34 249.17 149.20 1.00 1.00 8.67 133.88 89.25 Dsgn. L = 9.00 It 3 0.177 0.097 3.85 -26.39 26.39 249.17 149.20 1.00 1.00 8.67 133.88 89.25 +D+0.750Lr+0.750L+H Dsgn. L= 15.00 ft 1 0.378 0,181 35.34 56.47 56.47 249.17 149.20 1.00 1.00 16.16 133.88 89.25 _ Dsgn. L = 24.00 ft 2 0.378 0.166 29.44 -56.47 56.47 249.17 149.20 1.00 1.00 14.79 133.88 89.25 Dsgn. L = 9.00 It 3 0.298 0.166 6.99 -44.46 44.46 249.17 149.20 1.00 1.00 14.79 133.88 89.25 +D+0750L+0.750S+H ` Dsgn. L = 15.00 ft 1 0.378 0.181 35.34 -56.47 56.47 249.17 149.20 1.00 1.00 16.16 133.88 8925 Dsgn. L = 24.00 It 2 0.378 0.166 29.44 -56.47 56.47 249.17 149.20 U0 1.00 14.79 133.88 89.25 - Dsgn L= 9.00 ft 3 0298 0.166 6.99 44.46 44.46 249.17 149.20 1.00 1.00 14.79 133.88 8925 +D+0.60W+H r Dsgn. L= 15.00 ft 1 0.223 0.106 20.44 -33.34 33.34 249.17 149.20 1.00 1,00 9.49 133.88 89.25 Dsgn. L = 24.00 It 2 0.223 0.097 17.59 -33.34 33.34 249.17 149.20 1.00 1.00 8.67 133.88 89.25 Dsgn. L = 9.00 ft 3 0.177 0.097 3.85 -26.39 26.39 249.17 149.20 1.00 1.00 8.67 133.88 89.25 +D+0.70E+H Dsgn. L = 15.00 It 1 0.223 0,106 20.44 -33.34 33.34 249.17 149.20 1.00 1.00 9.49 133.88 89.25 Dsgn. L = 24.00 ft 2 0.223 0.097 17.59 -33.34 33.34 249.17 149.20 1.00 1.00 8.67 133.88 89.25 Dsgn. L = 9.00 ft 3 0.177 0.097 3.85 -26.39 26.39 249.17 149.20 1.00 1.00 8.67 133.88 89.25 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 15.00 ft 1 0.378 0.181 35.34 -56.47 56.47 249.17 149.20 1.00 1.00 16.16 133.88 89.25 Dsgn. L = 24.00 ft 2 0.378 0.166 29.44 -56.47 56.47 249.17 149.20 1.00 1.00 14.79 133.88 89.25 Dsgn. L = 9.00 ft 3 0.298 0.166 6.99 44.46 44.46 249.17 149.20 1.00 1.00 14.79 133.88 89.25 +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 ft 1 0.378 0.181 35.34 -56.47 56.47 249.17 149.20 1.00 1.00 16.16 133.88 89.25 _ Dsgn. L = 24.00 ft 2 0.378 0.166 29.44 -56.47 56.47 249.17 149.20 1.00 1.00 14.79 133.88 89.25 Dsgn. L = 9.00 ft 3 0.298 0.166 6.99 -44.46 44.46 249.17 149.20 1.00 1.00 1479 133.88 89.25 +D+0.750L+0.750S+0.5250E+H ` Dsgn. L= 15.00 It 1 0.378 0.181 35.34 -56.47 56.47 249.17 149.20 1.00 1.00 16.16 133.88 89.25 Dsgn. L= 24.00 It 2 0.378 0,166 29.44 -56.47 56.47 249.17 149.20 1.00 1.00 14.79 133.88 89.25 Dsgn. L = 9.00 ft 3 0.298 0.166 6.99 44.46 44.46 249.17 149.20 1.00 1.00 14.79 133.88 89.25 +0.60D+0.60W+0.60H Dsgn. L = 15.00 ft 1 0.134 0.064 12.26 -20.00 20.00 249.17 149.20 1.00 1.00 5.70 133.88 89.25 Dsgn. L = 24.00 ft 2 0.134 0.058 10.55 -20.00 20.00 249.17 149.20 1.00 1.00 5.20 133.88 89.25 Dsgn. L = 9.00 ft 3 0.106 0.058 2.31 -15.83 15.83 249.17 149.20 1.00 1.00 5.20 133.88 89.25 +0.60D+0.70E+0.60H Dsgn. L= 15.00 It 1 0.134 0.064 12.26 -20.00 20.00 249.17 149.20 1.00 1.00 5.70 133.88 89.25 Dsgn. L= 24.00 ft 2 0.134 0.058 10.55 -20.00 20.00 249.17 149.20 1.00 1.00 5.20 133.88 89.25 Dsgn. L = 9.00 ft 3 0.106 0.058 2.31 -15.83 15.83 249.17 149.20 1.00 1.00 5.20 133.88 89.25 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 15.00 ft 1 0.332 0.159 31.31 -49.51 49.51 249.17 149.20 1.00 1.00 14.20 133.88 89.25 Dsgn. L = 24.00 ft 2 0.332 0.146 25.65 -49.51 49.51 249.17 149.20 1.00 1.00 13.01 133.88 89.25 Dsgn. L = 9.00 ft 3 0.261 0.146 6.35 -38.87 38.87 249.17 149.20 1.00 1.00 13.01 133.88 8925 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.00 ft 1 0.551 0.263 51.34 -82.18 82.18 249.17 149.20 1.00 1.00 23.51 133.88 89.25 Dsgn. L = 24.00 ft 2 0.551 0.241 42.89 -82.18 82.18 249.17 149.20 1.00 1.00 21.51 133.88 89.25 t Dsgn. L = 9.00 ft 3 0.434 0.241 10.11 -64.73 64.73 249.17 149.20 1.00 1.00 21.51 133.88 89.25 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. W' Defl Location in Span L: +D+L+H 1 0.1678 6.400 0.0000 0.000 +D+L+H 2 O.3427 12.480 0.0000 0.000 +D+L+H 3 0.0026 6.840 +D+L+H -0.0134 1.800 Vertical Reactions Support notation : Far left is #1 Values in KIPS l.. Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 10.492 34.051 31.355 4.497 Overall MINimum 3.228 10.608 9.769 1.351 +D+H 5.381 1T680 16.281 2.252 �2 L_, Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the"Printing & Title Block" selection. Title Block Line 6 Pdnted: 6MAY2018, 1:51PM Steed Beam File=C:IUserslcalcoestlD000ME-11ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 P'KW-06009337 Licensee MS Consulting Group, INC Description : BEAM 10: BEAM ABOVE THE FOYER Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 +D+L+H 10.492 34.051 31.355 4,497 +D+Lr+H 5.381 17.680 16.281 2.252 +D+S+H 5.381 17.680 16.281 2.252 e +D+0.750Lr+0.750L+H 9.214 29.958 27.586 1936 +D+0.750L+0.750S+H 9.214 29.958 27,586 3.936 +D+0.60W+H 5.381 17.680 16281 2.252 +D+0.70E+H 5.381 17.680 16.281 2.252 +D+0.750Lr+0.750L+0.450W.H 9.214 29.958 27.586 3.936 +D+0.750L+0.750S+0.450W+H 9.214 29.958 27.586 3.936 +D+0.750L+0.750S+0.5250E+H 9.214 29.958 27.586 3.936 +0.60D+0.60W+0.60H 3.228 10.608 9.769 1.351 r +0.60D+0.70E+0.60H 3.228 10.608 9.769 1.351 D Only 5.381 17.680 16.281 2.252 Lr Only L Only 5.111 16.370 15.074 2.245 S Only W Only _ E Only H Only r Steel Section Properties : W8x58 Depth = 8.750 in Ixx = 228.00 inA4 J = 3.330 inA4 Web Thick = 0.510 in S xx 52.00 inA3 Cw = 1,180.00 inA6 Flange Width = 8.220 in R xx = 3.650 in Flange Thick = 0.810 in Zx = 59.800 inA3 Area = 17.100 inA2 Iyy = 75.100 inA4 ` - Weight = 58.208 pit S yy = 18.300 inA3 Wno = 16.300 inA2 Kdesign = 1.200 in R yy = 2.100 in Sw = 27.200 inA4 K1 = 0.875 in Zy = 27.900 inA3 Of = 12.400 inA3 i rls = 2.390 in rT = 2.260 in Ow = 29.700 inA3 Ycg = 4,375 in r _. r, N Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: 296PM I. Steel Beam File=C:lUsemscalwastkOOCUME-11ENERCA-1%GENEV-2.EC6 ENERCALC. INC.1983-2017. Bulld:10.17:12.ib. Ver:10.17:12.10 CODE REFERENCES Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Span = 13.0 ft Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. r Beam self weight calculated and added to loading Load for Span Number 1 ` Uniform Load: D = 0.660, L = 0.20 k/ft, Tdbutary Width =1.0 ft, (24" soil planter) Load for Span Number 2 Uniform Load: D = 0.440, L = 0.20 k/ft, Tributary Width =1.0 ft, (24" soil planter) maximum uenaing Stress Kano = 0.259 : 1 maximum Sneaf Stress Ratio = 0.110 : 1 Section used for this span WIOx88 Section used for this span W10x88 Ma: Applied 72.963 k-ft Va : Applied 14.402 k Mn / Omega : Allowable 281.936 k-ft Vn/Omega : Allowable 130.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 13.000ft Location of maximum on span 13.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.117 in Ratio = 2,467>=360 Max Upward Transient Deflection 0.117 in Ratio = 2,467 >=360 Max Downward Total Deflection 0.398 in Ratio = 724 >=180 Max Upward Total Deflection -0.027 in Ratio = 5787 >=180 Maximum Forces & Stresses for Load C ! Load Combination Max Stress Ratios Segment Length Span # M V L +D+H Dsgn. L= 13.00 ft 1 0.135 0.060 Dsgn. L = 12.00 ft 2 0.135 0.048 +D+L+H Dsgn. L = 13.00 it 1 0.186 0.078 Dsgn. L = 12.00 it 2 0,186 0.067 +D+Lr+H Dsgn. L = 13.00 it 1 0.135 0.060 Dsgn. L= 12.00 it 2 0,135 0.048 L. +DiS+H Dsgn. L= 13.00 ft 1 0,135 0.060 Dsgn. L = 12.00 ft 2 0.135 0.048 +D+0.750Lr+0.750L+H Dsgn. L = 13.00 ft 1 0.173 0.073 Dsgn. L = 12.00 ft 2 0.173 0.062 +D+0.750L+0.750S+H ! Dsgn. L = 13.00 ft 1 0.173 0.073 f Dsgn. L = 12.00 it 2 0.173 0.062 (... +D+0.60W+H max+ Mmax- Summary of Moment Values Me Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 2.51 -38.03 38.03 470.83 281.94 1.00 1.00 7.79 196.02 130.68 -38.03 38.03 470.83 281.94 1.00 1.00 6.34 196.02 130.68 2.39 -52.43 52.43 470.83 281.94 1.00 1.00 10.20 196.02 130.68 -52.43 52.43 470.83 281.94 1.00 1.00 8.74 196.02 130.68 2.51 -38.03 38.03 470.83 281.94 1.00 1.00 7.79 196.02 130.68 -3&03 38.03 470.83 281.94 1.00 1.00 6.34 196.02 130.68 2.51 -3803 38.03 470.83 281.94 1.00 1.00 7.79 196.02 130.68 -38.03 38.03 470.83 281.94 1.00 1.00 6.34 196.02 130.68 2.41 -48.83 48.83 470.83 281.94 1.00 1.00 9.59 196.02 130.68 -48.83 48.83 470.83 281.94 1.00 1.00 8.14 196.02 130.68 2.41 -48.83 48.83 470.83 281.94 1.00 1.00 9.59 196.02 130.68 -48.83 48.83 470.83 281.94 1.00 1.00 8.14 196.02 130.68 2 5" f' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. 6 MAY 2018. 2d6PM Steel Beam rKW-06009337 Description : beam #11: steel beam at planter Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 13.00 8 1 0.135 0.060 2.51 -38.03 38.03 470.83 281.94 1.00 1.00 7.79 196.02 130.68 Dsgn. L = 12.00 ft 2 0.135 0.048 -38.03 38.03 470.83 281.94 1.00 U0 6.34 196.02 130.68 +D+0.70E+H r Dsgn. L = 13.00 It 1 0.135 0.060 2.51 38.03 38.03 470.83 281.94 1.00 1.00 7.79 196.02 130.68 Dsgn, L= 12.00 It 2 0.135 0.048 -38.03 38.03 47H3 281.94 1.00 1.00 6.34 196.02 130.68 +D+0750Lr+0.750L+0.450W+H Dsgn. L = 13.00 ft 1 0.173 0.073 2.41 -48.83 48.83 470.83 281.94 1.00 1.00 9.59 196.02 130.68 Dsgn. L = 12.00 ft 2 0.173 0.062 -48.83 48.83 470.83 281.94 1.00 1.00 8.14 196.02 130.68 +D+0750L+0.750S+0.450W+H Dsgn. L = 13.00 ft 1 0.173 0.073 2.41 48.83 48.83 470.83 281.94 1.00 1.00 9.59 196.02 130.68 Dsgn. L = 12.00 ft 2 0.173 0.062 48.83 48.83 470.83 281.94 1.00 1.00 8.14 196.02 130.68 +D+0.750L+0.750S+0.5250E+H r Dsgn. L = 13.00 It 1 0.173 0.073 2.41 -48.83 48.83 470.83 281.94 1.00 1.00 9.59 196.02 130.68 Dsgn. L = 12.00 ft 2 0.173 0.062 -48.83 48.83 470.83 281.94 1.00 1.00 8.14 196.02 130.68 +0.60D+0.60W+0.60H Dsgn. L = 13.00 ft 1 0.081 0.036 1.51 -22.82 22.82 470.83 281.94 1.00 1.00 4.67 196.02 130.68 Dsgn. L = 12.00 ft 2 0.081 0.029 -22.82 22.82 470.83 281.94 1.00 1.00 3.80 196.02 130.68 +0.60D+0.70E+0.60H Dsgn. L = 13.00 it 1 0.081 0.036 1.51 -22.82 22.82 470.83 281.94 1.00 1.00 4.67 196.02 130.68 - Dsgn. L = 12.00 ft 2 0.081 0.029 -22.82 22.82 470.83 281.94 1.00 1.00 3.80 196.02 130.68 +0.560D+Lr+L+S+W+E+1.60H t Dsgn. L = 13.00 ft 1 0.127 0.052 1.32 -35.70 35.70 470.83 281.94 t00 1.00 6.77 196.02 1 X68 Dsgn. L = 12.00 8 2 0.127 0.046 35.70 35.70 470.83 281.94 100 1.00 5.95 196.02 130.68 +1.540D+Lr+L+S+W+E+H Dsgn. L = 13.00 it 1 0.259 0.110 3.73 -72.96 72.96 470.83 281.94 1.00 1.00 14.40 196.02 130.68 Dsgn. L = 12.00 It 2 0.259 0.093 -72.96 72.96 470.83 281.94 1.00 1.00 12.16 196.02 130.68 Overall Maximum Deflections • - Load Combination Span Max. '2 Cat Location in Span Load Combination Max. W' Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0270 8.892 +D+L+H 2 O.3980 12.000 0.0000 8.892 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MINimum 0.192 4.808 I +D+H 1.938 14.126 +D+L+H 2.130 18.934 +D+Lr+H 1.938 14.126 +D+S+H 1.938 14.126 i +D-0.750Lr+0.750L+H 2.082 17.732 +D+0.750L+0.750S+H 2.082 17.732 +D+0.60W+H 1.938 14.126 +D+0.70E+H 1.938 14.126 +D+0750Lr+0.750L+0.450W+H 2.082 17.732 +D+0.750L+0.750S+0.450W+H 2.082 17.732 +D+0.750L+0.750S+0.5250E+H 2.082 17.732 +0.60D+0.60W+0.60H 1.163 8.476 +0.60D+0.70E+0.60H 1.163 8.476 E-' D Only 1.938 14.126 Lr Only L Only 0,192 4.808 S Only I W Only E Only H Only a. - r' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Title Block Line 6 Steel Beam KW-06009337 Description : beam #11: steel beam at planter Steel Section Properties : W10x88 ! Depth = 10.800 in Ixx 534.00 104 Web Thick = 0.605 in Sxx 98.50 inA3 Flange Width = 10.300 in R xx = 4.540 in Flange Thick = 0.990 in Zx = 113.000 iO3 Area = 25.900 102 1 yy = 179.000 iO4 _ Weight = 88.164 pit Syy = 34.800 inA3 Kdesign = 1.490 in Ryy = 2.630 in K1 = 0.938 in Zy = 53.100 103 Rs = 2.990 in rT = 2.830 in Ycg = 5.400 in Project ID: J = 7.530 inA4 Cw = 4,330.00 inA6 Wno = 25.300 inA2 Sw = 64.400 inA4 Qf = 23.500 iO3 Qw = 55.900 inA3 216PM r' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. _ Title Block Line 6 Pmted 6 Mnr Steel Beam File =C:IUserslcalcoastlDOCUME-IIENERCA^114GE Description : BEAM #12: CANT. STEEL BEAM ABOVE FLOOR SYSTEM IN THE WALL ABOVE CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Rcndinn Avis - Mninr Axis Ranr inn Beam self weight calculated and added to loadinq Load for Span Number 1 Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD) Load for Span Number 2 Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD) Point Load : D=14.50, L = 5.0 k @ 3.50 ft, (BEAM 11) 1:55PM DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.353 : 1 Maximum Shear Stress Ratio = 0.226 : 1 Section used for this span W10X88 Section used for this span W1 Ox88 Ma: Applied 99.598 k-ft Va : Applied 29.583 k Mn / Omega: Allowable 281.936 k-ft Vn/Omega : Allowable 130.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 6.500ft Location of maximum on span 6.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 3,602>=360 Max Upward Transient Deflection 0.023 in Ratio = 3,602 >=360 Max Downward Total Deflection 0.090 in Ratio = 932 >=180 Max Upward Total Deflection -0.020 in Ratio = 3819 >=180 Maximum Forces & Stresses for Load Combinations `-' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 6.50 It 1 0.186 0,119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 - Dsgn. L = 3.50 ft 2 0,186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 +D+L+H Dsgn. L = 6.50 ft 1 0.253 0.162 -71.24 71.24 470.83 281.94 1.00 1.00 21.21 196.02 130.68 Dsgn. L = 3.50 ft 2 0.253 0.162 -71.24 71.24 470.83 281.94 1.00 1.00 21.21 196.02 130.68 L, +D+Lr+H Dsgn. L = 6.50 ft 1 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 Dsgn. L = 3.50 ft 2 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 +D+S+H Dsgn. L = 6.50 ft 1 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 `- Dsgn. L = 3.50 It 2 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 1551 196.02 130.68 +D+0.7501-r+0.7501-+H Dsgn. L = 6.5011 1 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 Dsgn. L = 3.50 ft 2 0.236 0,151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 +D+0.750L+0.750S+H 2-8 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Black" selection. Steel Beam roe=c:iusersceaicoastuuuUmt-ntrvtHUA-lk4ULNEV-e.EU ' ENERCALC. INC. 1983-2017. Build: 10.17.1210 Ver:10.17.12.io Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 6.50 ft 1 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 Dsgn. L = 3.50 ft 2 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 +D+0.60W+H Dsgn. L = 6.50 ft 1 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 Dsgn. L = 3.50 ft 2 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 +D+0.70E+H Dsgn. L = 6.50 ft 1 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 Dsgn. L= 3.50 ft 2 0.186 0.119 -52.52 52.52 470.83 281.94 1.00 1.00 15.51 196.02 130.68 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 6.50 ft 1 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 Dsgn. L = 3.50 ft 2 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 +D+0.750L+0.750S+0.450W+H Dsgn. L = 6.50 ft 1 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 Dsgn. L = 3.50 ft 2 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 +D+0.750L+0.750S+0.5250E+H - Dsgn. L = 6.50 ft 1 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 Dsgn. L = 3.50 ft 2 0.236 0.151 -66.56 66.56 470.83 281.94 1.00 1.00 19.78 196.02 130.68 +0.60D+0.60W+0.60H Dsgn. L = 6.50 ft 1 0.112 0.071 -31.51 31.51 470.83 281.94 1.00 1.00 9.31 196.02 130.68 Dsgn. L = 3.50 ft 2 0.112 0.071 -31.51 31.51 470.83 281.94 1.00 1.00 9.31 196.02 130.68 +0.60D+0.70E+0.60H Dsgn. L = 6.50 ft 1 0.112 0.071 -31.51 31.51 470.83 281.94 1.00 1.00 9.31 196.02 130.68 Dsgn. L = 3.50 ft 2 0.112 0.071 -31.51 31.51 470.83 281.94 1.00 1.00 9.31 196.02 130.68 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 6.50 ft 1 0.171 0.110 -48.13 48.13 470.83 281.94 1.00 1.00 14.38 196.02 130.68 Dsgn.L= 3.50ft 2 0.171 0.110 A8.13 48.13 470.83 281.94 1.00 1.00 14.38 196.02 130.68 +1.540 D+L r+L+S+W+E+H Dsgn. L = 6.50 ft 1 0.353 0.226 -99.60 99.60 470.83 281.94 1.00 1.00 29.58 196.02 130.68 Dsgn. L = 3.50 ft 2 0.353 0.226 -99.60 99.60 470.83 281.94 1.00 1.00 29.58 196.02 130.68 Overall Maximum Deflections Load Combination Span Max. '2' Deft Location in Span Load Combination Max. W' Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0204 3.796 +D+L+H 2 O.0901 3.500 0.0000 3.796 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support Overall MINimum -2.231 9.231 +D+H -7.143 24.524 +D+L+H -9.373 33.755 +D+Lr+H -7.143 24.524 +D+S+H -7.143 24.524 +D+0.750Lr+0.750L+H -8.816 31.447 +D+0.750L+0:750S+H -8.816 31.447 +D+0.60W+H -7.143 24.524 +D+0.70E+H -7.143 24.524 +D+0.750Lr+0.750L+0.450W+H -8.816 31.447 +D+0.750L+0.750S+0.450W+H -8.816 31.447 +D+0.750L+0.750S+0.5250E+H -8.816 31.447 +0.60D+0.60W+0.60H -4.286 14.715 +0.60D+0.70E+0.60H -4.286 14.715 D Only -7.143 24.524 Lr Only L Only -2.231 9.231 S Only W Only E Only H Only 2 c1 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 Project Title: Engineer: Project Descr: Project ID: Pnnled: 6 MAY 2018, 1:55PM ,.Steel Beam file=C;Wsem5calwastlDOCUME-11ENERCA-l"GENEV-2.ECB -. ENERCALC, INC. 1983-2017, Build: 10.17.12.10, Ver1017.1910 r KW-06009337 Licensee MS Consulting Group, INC Description: BEAM #12: CANT. STEEL BEAM ABOVE FLOOR SYSTEM IN THE WALL ABOVE Steel Section Properties : WIWI!) Depth = 10.800 in I 534.00 inA4 J = 7.530 inA4 Web Thick = 0.605 in S xx 98.50 inA3 Cw = 4,330.00 i06 Flange Width = 10.300 in R xx = 4.540 in Flange Thick = 0,990 in Zx = 113.000 inA3 Area = 25.900 inA2 I yy = 179.000 inA4 Weight = 88.164 pli S yy = 34.800 inA3 Wno = 25.300 inA2 Kdesign = 1.490 in R yy = 2.630 in Sw = 64.400 inA4 K1 = 0.938 in Zy = 53.100 inA3 Of = 23.500 inA3 rts = 2.990 in rT = 2.830 in Ow = 55.900 inA3 Yog = 5.400 in 6 ! Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Project ID: Steel Beam File=:C;lUsemscalcoastlDOCUME-11ENERCA-t\4GENEV-2.EC6 FNFRCAI f.. INC. lgMM17 Ruild-101]1910 Verin 17191n Description : BEAM #13: CANT. STEEL BEAM ABOVE FOYER r• CODE REFERENCES Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 15.0 ft Span = 6,50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Load for Span Number 1 Uniform Load: D = 0.250, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD) Load for Span Number 2 Uniform Load : D = 0.250, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD) maximum wending xress Kano = UAW: 1 Maximum Snear Stress Katlo = 0.131 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma: Applied 15.611 k-ft Va : Applied 6.583 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 15.000ft Location of maximum on span 15.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio = 3,459>=360 Max Upward Transient Deflection 0.052 in Ratio = 3,459 >=360 Max Downward Total Deflection 0.101 in Ratio = 1774 >=180 Max Upward Total Deflection -0.010 in Ratio = 15260 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega L. +D+H Dsgn. L = 15.00 ft 1 0.070 0.050 5.29 -6.02 6.02 144.58 86.58 1.00 1.00 2.54 75.52 50.34 Dsgn. L = 6.50 ft 2 0.070 0.037 -6.02 6.02 144.58 86.58 1.00 1.00 1.85 75.52 50.34 +D+L+H Dsgn. L = 15.00 it 1 0.143 0.104 10.86 -12.36 12.36 144.58 86.58 1.00 1.00 5.21 75.52 50.34 Dsgn. L = 6.50 ft 2 0.143 0,076 -12.36 12.36 144.58 86.58 1.00 1.00 3.80 75.52 50.34 +D+Lr+H Dsgn. L = 15.00 ft 1 0.070 0.050 5.29 -6.02 6.02 144.58 86.58 1.00 1.00 2.54 75.52 50.34 Dsgn. L = 6.50 it 2 0.070 0.037 -6.02 6.02 144.58 86.58 1.00 1.00 1.85 75.52 50.34 L +D+S+H Dsgn. L = 15.00 ft 1 0.070 0.050 5.29 -6.02 6.02 144.58 86.58 1.00 1.00 2.54 75.52 50.34 Dsgn. L = 6.50 it 2 0.070 0.037 -6.02 6.02 144.58 86.58 1.00 1.00 1.85 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn. L = 15.00 ft 1 0.124 0.090 9.46 -10.78 10.78 144.58 86.58 1.00 1.00 4.54 75.52 50.34 `-' Dsgn. L = 6.50 ft 2 0.124 0.066 -10.78 10.78 144.58 86.58 1.00 1.00 3.32 75.52 50.34 +D+0.750L+0.750S+H Dsgn.L= 15,00ft 1 0.124 0.090 9.46 -10.78 10.78 144.58 86.5@, 1.00 1.00 4.54 75.52 50.34 Dsgn. L = 6.50 ft 2 0.124 0.066 -10.78 10.78 144.58 86.58 1.00 1.00 3.32 75.52 50.34 +D+0.60W+H ;I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Steel. Beam He=C:IUserslcalcoastDOCUME-11ENERCA-114GENEV-2.EC6 FNFRCNI C. IN(`. . 1nXMM7. R dId 1n 17.121n Verin 17191f1 ■ Description: BEAM #13: CANT. STEEL BEAM ABOVE FOYER Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.00 ft 1 0.070 0.050 5.29 -6.02 6.02 144.58 86.58 1.00 1.00 2.54 75.52 50.34 Dsgn. L = 6.50 it 2 0.070 0.037 -6.02 6.02 144.58 86.58 1.00 1.00 1.85 75.52 50.34 +D+0.70E+H Dsgn. L= 15.00 it 1 0.070 0.050 5.29 -6.02 6.02 144.58 86.58 1AO 1.00 2.54 75.52 50.34 Dsgn. L = 6.50 ft 2 0.070 0.037 -6.02 6.02 144.58 86.58 1.00 1.00 1.85 75.52 50.34 _ +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 15.00 ft 1 0.124 0.090 9.46 -10.78 10.78 144.58 86.58 1.00 1.00 4.54 75.52 50.34 Dsgn. L = 6.50 ft 2 0.124 0.066 -10.78 10.78 144.58 86.58 1.00 1.00 3.32 75.52 50.34 " +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 ft 1 0.124 0.090 9.46 -10.78 10.78 144.58 86.58 1.00 1.00 4.54 75.52 50.34 Dsgn.L= 6.50ft 2 0.124 0.066 -10.78 10.78 144.58 86.58 1A0 1.00 3.32 75.52 50.34 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15A0 ft 1 0.124 0.090 9.46 -10.78 10.78 144.58 86.58 1.00 1.00 4.54 75.52 50.34 Dsgn. L = 6.50 ft 2 0.124 0.066 -10.78 10.78 144.58 86.58 1.00 1.00 3.32 75.52 50.34 _ +0.60D+0.60W+0.60H Dsgn. L = 15.00 ft 1 0.042 0.030 3.17 -3.61 3.61 144.58 86.58 1.00 1.00 1.52 75.52 50.34 Dsgn. L = 6.50 ft 2 0.042 0.022 -3.61 3.61 144.58 86.58 1.00 1.00 1.11 75.52 50.34 +0.60D+0.70E+0.60H Dsgn. L = 15.00 ft 1 0.042 0.030 3.17 -3.61 3.61 144.58 86.58 1.00 1.00 1.52 75.52 50.34 Dsgn. L = 6.50 ft 2 0.042 0.022 -3.61 3.61 144.58 86.58 1.00 1.00 1.11 75.52 50.34 +0.560D-Lr+L+S+W+E+1.60H Dsgn. L = 15.00 ft 1 0.112 0.081 8.53 -9.71 9.71 144.58 86.58 1.00 1.00 4.09 75.52 50.34 Dsgn. L = 6.50 ft 2 0.112 0.059 -9.71 9.71 144.58 86.58 1.00 1.00 2.99 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.00 ft 1 0.180 0.131 13.71 -15.61 15.61 144.58 86.58 1.00 1.00 6.58 75.52 50.34 Dsgn. L = 6.50 it 2 0.180 0.095 -15.61 15.61 144.58 86.58 1.00 1.00 4.80 75.52 50.34 Overall Maximum Deflections - Load Combination Span Max. "-" Dell Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.1015 6.780 0.0000 0.000 2 0.0000 6.780 +D+L+H -0.0102 2.496 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 3.564 9.015 Overall MINimum 1.042 2.635 +D+H 1.736 4.392 +D+L+H 3.564 9.015 +D+Lr+H 1.736 4.392 +D+S+H 1.736 4.392 +D+0.75OLr+0.750L+H 3.107 7.859 +D+0.750L+0.750S+H 3.107 7.859 +D+0.60W+H 1.736 4.392 +D+0.70E+H 1.736 4.392 +D+0.750Lr+0.750L+0.450W+H 3.107 7.859 +D+0.750L+0.750S+0.450W+H 3.107 7.859 +D+0.750L+0.750S+0.5250E+H 3.107 7.859 +O.60D+0.60W+0.60H 1.042 2.635 +0.60D+0.70E+0.60H 1.042 2.635 -_ DOnly 1.736 4.392 Lr Only L Only 1.828 4.623 S Only L-- W Only E Only H Only r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. 2:31PM Description : BEAM #13: CANT. STEEL BEAM ABOVE FOYER Steel Section Properties : W8x35 Depth = 8.120 in Ixx 127.00 104 J = 0.769 iO4 Web Thick = 0.310 in S xx 31.20 inA3 Cw = 619.00 inA6 Flange Width = 8.020 in Rxx = 3.510 in Flange Thick = 0.495 in Zx = 34.700 inA3 Area = 10.300 inA2 I yy = 42.600 104 Weight = 35.061 pit Syy = 10.600 inA3 Wno = 15.300 inA2 Kdesign = 0,889 in R yy = 2.030 in Sw = 16.200 inA4 K1 = 0.813 in Zy = 16.100 inA3 Qf = 7280 inA3 Its = 2.280 in rT = 2.200 in Qw = 17.100 inA3 Ycg = 4.060 in r r 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 Steel Beam L L. Description : BEAM #14: STEEL DROP BEAM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Project Title: Engineer: Project Descr: Project ID: Paled: 6 MAY 2018. 2:42PM Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied. Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D = 0.30, L = 0.150 k/ft, Tributary Width =1.0 ft, (ROOF+WALL +FLOOR) Point Load: D = 2.0, L = 2.0 k @ 3.50 ft, (BEAM 13) UCJIWIV SUMMAKY • Maximum Bending Stress Ratio = 0.377: 1 Maximum Shear Stress Ratio = 0.120 : 1 Section used for this span W8x15 Section used for this span W8x15 Ma : Applied 12.781 k-ft Va : Applied 4.763 k Mn / Omega: Allowable 33.932 k-ft Vn/Omega : Allowable 39.739 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 3.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 3,549>=360 Max Upward Transient Deflection 0.024 in Ratio = 3,549 >=360 Max Downward Total Deflection 0.054 in Ratio = 1562 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 7.00 ft 1 0.160 0.053 5.43 5.43 56.67 33.93 1.00 1.00 2.10 59.61 39.74 +D+L+H Dsgn. L = 7.00 ft 1 0.290 0.091 9.85 9.85 56.67 33.93 1.00 1.00 3.63 59.61 39.74 +D+Lr+H Dsgn. L = 7.00 ft 1 0.160 0.053 5.43 5.43 56.67 33.93 1.00 1.00 2.10 59.61 39.74 +D+S+H Dsgn. L = 7.00 ft 1 0.160 0.053 5.43 5.43 56.67 33.93 1.00 1.00 2.10 59.61 39.74 +D+0.750Lr+0.750L+H Dsgn. L = 7.00 ft 1 0.258 0.082 8.74 8.74 56.67 33.93 1.00 1.00 3.25 59.61 39.74 +D+0.750L+0.750S+H Dsgn. L = 7.00 ft 1 0.258 0.082 8.74 8.74 56.67 33.93 1.00 1,00 3.25 59.61 39.74 +D+0.60W+H Dsgn. L= 7.00 ft 1 0.160 0.053 5.43 5.43 56.67 33.93 1,00 1.00 2.10 59.61 39.74 +D+0.70E+H Dsgn. L = 7.00 ft 1 0.160 0.053 5.43 5.43 56.67 33.93 1.00 1.00 2.10 59.61 39.74 +D+0.750Lr+0.760L+0.450W+H Dsgn. L = 7.00 ft 1 0.258 0.082 8.74 8.74 56.67 33.93 1.00 1.00 3.25 %61 39.74 +D+0.750L+0.750S+0.450W+H Dsgn. L = 7.00 ft 1 0.258 0.082 8.74 n 8.74 56.67 33.93 1.00 1.00 3.25 59.61 39.74 +D+0.750L+0.750S+0.5250E+H 34 r Title Black Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 POW: 6MAY 2018, 2:42PM .Steel Beam File.=C:IUsemtalcoasl100CUME-1IENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017,:Build:10.17.12.10,.Vec10:17.12:10 Description : BEAM #14: STEEL DROP BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Minx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 It 1 0.258 0.082 8.74 8.74 56.67 33.93 1.00 1.00 3.25 59.61 39.74 +0.60D+0.60W+0.60H Dsgn. L = 7.00 ft 1 0.096 0.032 3.26 3.26 56.67 33.93 1.00 1.00 1.26 59.61 39.74 +0.60D+0.70E+0.60H Dsgn. L = 7.00 ft 1 0.096 0.032 3.26 3.26 56.67 33.93 1.00 1.00 1.26 59.61 39.74 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 7.00 ft 1 0.220 0.068 7.46 7.46 56.67 33.93 1.00 1.00 2.70 59.61 39.74 +1, 540 D+L r+L+S+W+E+H i Dsgn. L = 7.00 ft 1 0.377 0.120 12.78 12.78 56.67 33.93 1.00 1.00 4.76 59.61 39.74 Overall Maximum Deflections Load Combination Span Max." "Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0538 3,520 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support2 Overall MAXimum 3.628 3.628 Overall MlNimum 1.262 1.262 +D+H 2.103 2.103 +D+L+H 3.628 3,628 +D+Lr+H 2.103 2.103 +D+S+H 2.103 2,103 +D+0.750Lr+0.750L+H 3.247 3.247 +D+0.750L+0.750S+H 3.247 3,247 +D+0.60W+H 2.103 2,103 +D+0.70E+H 2.103 2.103 +D+0.750Lr+0.750L+0.450W+H 3.247 3.247 +D+0.750L+0.750S+0.450W+H 3,247 3.247 +D+0.750L+0.750S+0.5250E+H 3.247 3.247 +0.60D+0.60W+0.60H 1.262 1.262 +0.60D+0.70E+0.60H 1.262 1.262 D Only 2,103 2.103 Lr Only L Only 1.525 1.525 S Only i W Only E Only H Only Steel Section Properties : W8x15 Depth = 8.110 in Ixx = 48.00 inA4 J = 0.137 h44 _ Web Thick = 0.245 in S xx 11.80 inA3 Cw = 51.80 inA6 Flange Width = 4,010 in R xx = 3.290 in Flange Thick = 0,315 in Zx = 13.600 103 Area = 4.440 inA2 I yy = 3,410 inA4 Weight = 15.114 plf S yy = 1.700 inA3 Wno = 7.810 inA2 Kdesign = 0.615 in R yy = 0.876 in Sw = 2.470 in"4 K1 = 0.563 in Zy = 2.670 inA3 Of = 2.310 inA3 rts = 1.060 in rT = 1.030 in Ow = 6.640 inA3 Ycg = 4.055 in f f 15 1 3.1/2 X 11-7/8 1.55E Timbemtrand LSL location: ABOVE FOYER load #1 (Pr): - - o ma I length: 0.0 Ext. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 Lg� �i Condition: Rush beam Fs = 2327 psi i•:i location: distance (L) = 0.00 R distance(R) = 0.00 length = 9.00 R F. = 310 psi width = 3..5 in E = 1550 k5i load #2 (P,): - - oft depth = 11,875 in I = 488 in' ` j length: 0.0 Ext. Int. A i Jj &; tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 locatlon: distance (L) = 0.00 ft distance (R) = 0.00 e a: 1R77� load #3 (Ps): - - 01bs dead load tribl We load tributary h°% length: 0.0 Eat. Int. roof=( lap# )( 0/2 + 0.0/2 )+( 20Par )( 0/2 + 0.0/2) K tributary w: roof= 0.0 Roor= 0.0 deck= 0.0 wall=0.0 0.0 r Floor #1= ( 2s paf )( 6.0/2 + 2.0/2 + ) ( son p )( 6.0/2 t 2.0/2 location: distance (L) = 0.00 ft distance (R) = 0.00 ':S'] Floor #2= ( 0 pat )( 0.0/2 + 0.00 ) +( OW )( 0.00 t 0.00 ) ' deck = ( xs pat )( 0.0/2 + 0.0/2 load #9 (P°): - 01ba r art. wall = ( is Pat )( 0.00 + 0.00 ) �� length: 0.0 Ext. Int. hz int. wall = ( is pe )( 0.00 + 0.00 ) tributary roof= 0.0 ROor= 0.0 deck= 0.0 wall= 0.0 0.0 w: 6'➢i� veneer = ( 0 par )( 0.00 + 0.00 ) ,,y' location: distance (L) = 0.00 R distance (R) = lim r l-� beam dl= 20 pa w=320lb/R ,� 11111111d1 1!!!!!l1111!!11 N N • A i:_t E 9-0 i Q R (L)= 1"0lbs R(R)= U40Ibs Calculated Value allowable Residual i This software is developed MS consulting gruop. The sizing of its products moment(lb-R) = 3240 15972 80% ✓ by this software will be aaomplishetl in accordance with T] Product design +s) sernon momulu S (ina)= 16.71 823 so% ✓ `V Eti criteria and code accepted design values. area (In z)= 6.97 41.56 83% ✓ mi Disclaimer: The drawings, designs, information and procedures described I deflection(in) = 0.06 0.46 L/1731 ✓ pl i herein are for the exclusive use of MS Consulting Group. LVerspn 3.a 16 1 5-1/4 X 11-7/8 2.0E Parallam PSL location: ABOVE FOYER r i I i Condition: Bush beam F0 = 2903 psi length = 8.00 it F., = 290 psi 1:6) width = 5.25 in E = 2000 ksi r " ') depth = 11.875 in I = 733 Ina Y M dead load tributary live load tri u �'31i roof = ( 20 par )( 012 + 0.0/2 ) +( 20 par )( 0/2 + 0.0/2 ) I 1+!: floor #1= ( 25 par )( 6.0/2 + 9.012 ) +( SOW J( 6.0/2 + 9.0/2 ) floor #2= ( 0 Paf )( 0.0/2 + 0.00 ) +( 0 pat )( 0.00 + 0.00 ) j deck = ( 25 vat )( 0.0/2 + 0.0/2 ) +( SSW )( 0.0/2 + 0.012 ) !:€{ eat. wall = ( 15 paf )( 0.00 + 0.00 ) int. wall = ( v0 pn )( 0.00 + 0.00 ) veneer = ( 0 W )( 0.00 + 0.00 ) beam It 20 ON P1=1,4101ba T-0" E-4 w=583lb/ft R (L)= 25101be 874. Calculated Value allowable % Res'duel moment(lb-ft) = 5920 29888 80% ✓ Senton MoOules S (in)= 24.47 123.4 80% ✓ area (in2)= 18.57 62.34 70% ✓ deflection(m) = 0.04 0.40 1-/2394 ✓ L_ L, LJeralon3b 37 load #1 (P,): from beam # 15 ( 1"0Iba ) length: 0.0 EA. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 7.00 it distance (R) = 1.00 It load #2 (Pr): - - 0lbs length: 0.0 EA. Int. tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 it distance (R) = 0.00 load #3 (Pe): 016e length: 0.0 Ext. Int. tributary w: roof= 0.0 Boom 0.0 deck= 0.0 wall=0.0 0.0 locator: distance (L) = 0.00 it distance (R) = 0.00 load #4 (P4): - - 016a length: 0.0 EA. Int. tributary w: roof= 0.0 Boor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 R(R)= 35901ba 'A This software is developed MS consulting gruop. The sizing of its products by this software will be accomplished in accordance with T3 Product design criteria and code accepted design values. Disclaimer: The drawings, designs, information and procedures described p� herein are for the exclusive use of MS Consulting Group. 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & i Title Block" selection. Title Block Line 6 P&W: 9 MAY Description : BEAM #17: STEEL BEAM AT OFFICE CODE REFERENCES I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties r Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 us! Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i Span = 15.50 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.350, L = 0.50 Wit, Tributary Width =1.0 It, (FLOOR) Load for Span Number 2 Uniform Load: D = 0.350, L = 0.50 Wit, Tributary Width =1.0 ft, (FLOOR) Point Load: D=5.0, L = 0.50 It @ 3.0 ft, (BEAM 4) Point Load: D = 3,60. L = 4.0 k @ 3.0 ft, (BEAM 19) IJGJIVIV bUMMAKY - . • Maximum Bending Stress Ratio = 0.422 : 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used forthis span W70x45 Section used for this span W10x45 Me: Applied 57.759 k-ft Va : Applied 20.916 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 15.500ft Location of maximum on span 15.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 5,255>=360 Max Upward Transient Deflection 0.035 in Ratio = 5,255 >=360 Max Downward Total Deflection 0.090 in Ratio = 797 >=180 Max Upward Total Deflection -0.036 in Ratio = 5202 >=180 ' Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.50 it 1 0.199 0.137 2.15 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 j Dsgn. L= 3.00 it 2 0.199 0.137 -27.28 27.28 228.75 136.98 1.00 1A0 9.69 106,05 70.70 1 +D+L+H Dsgn. L = 15.50 ft 1 0.314 0.222 9.68 A3.03 43.03 228.75 136.98 1.00 1.00 15.69 106.05 70.70 Dsgn. L = 3.00 it 2 0.314 0.222 A3.03 43.03 228.75 136.98 1.00 1.00 15.69 106.05 70.70 " +D+Lr+H Dsgn. L = 15.50 ft 1 0.199 0.137 2.15 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 Dsgn. L = 3.00 it 2 0.199 0.137 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 +D+S+H Dsgn. L = 15.50 it 1 0.199 0.137 2.15 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 Dsgn. L = 3.00 ft 2 0.199 0.137 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 ., +D+0.750Lr+0.750L+H 36 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 9MAY 2018, 6:34PM Steel Beam File=C:WserslcalcoastlDOCUME-11ENERCA-IWGENEV-2.EC6 cNra2Af P INC 10Aq Ini7 Cu114.4n 17101n Ve.1n 17191n Description: BEAM#17: STEEL BEAMATOFFICE Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values F Segment Length Span # M V Mmax+ Mmax - Me Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.50 ft 1 0.285 0.201 7.72 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 Dsgn. L = 3.00 ft 2 0.285 0.201 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 +D+0.750L+0.750S+H -• Dsgn. L= 15.50 It 1 0.285 0.201 7.72 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106A5 70.70 Dsgn. L = 3.00 ft 2 0.285 0.201 -39.09 39.09 22875 136.98 1.00 1.00 14.19 106.05 70.70 +D+0.60W+H Dsgn. L = 15.50 It 1 0.199 0.137 2.15 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 _ Dsgn. L = 3.00 ft 2 0.199 0.137 -27.28 27.28 228.75 136.98 1.00 1.00 - 9.69 106.05 70.70 +D+0.70E+H Dsgn. L = 15.50 ft 1 0,199 0.137 2.15 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 Dsgn. L = 3.00 ft 2 0.199 0.137 -27.28 27.28 228.75 136.98 1.00 1.00 9.69 106.05 70.70 +D+0.750Lr+0.750L+0.450W+H r - Dsgn. L = 15.50 ft 1 0.285 0201 7.72 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 Dsgn. L = 3.00 ft 2 0.285 0.201 39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 +D+0.750L+0750S+0.450W+H Dsgn. L = 15.50 ft 1 0.285 0.201 7.72 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 Dsgn. L = 3.00 ft 2 0.285 0.201 -39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.50 ft 1 0.285 0.201 7.72 39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 Dsgn. L = 3.00 ft 2 0.285 0.201 39.09 39.09 228.75 136.98 1.00 1.00 14.19 106.05 70.70 +0.60D+0.60W+0.60H Dsgn. L = 15.50 ft 1 0.119 0.082 1.29 -16.37 16.37 228.75 136.98 1.00 1.00 5.81 106.05 70.70 Dsgn. L = 3.00 ft 2 0.119 0.082 -16.37 16.37 228.75 136.98 1.00 1.00 5.81 106.05 70.70 +0.60D+070E+0.60H Dsgn. L = 15.50 ft 1 0.119 0.082 1.29 -16.37 16.37 228.75 136.98 1.00 1.00 5.81 106.05 70.70 Dsgn. L = 3.00 ft 2 0.119 0.082 -16.37 16.37 228.75 136.98 1.00 1.00 5.81 106.05 70.70 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 15.50ft 1 0.227 0.162 8.93 -31.03 31.03 228.75 13&98 1.00 1.00 11.42 106.05 70.70 ` Dsgn. L = 3.00 ft 2 0.227 0.162 -31.03 31.03 228.75 136.98 1.00 1.00 11.42 106.05 70.70 +1.540D+Lr+L+S+W+E+H Dsgn. L= 15.50 ft 1 0.422 0.296 10.68 -57.76 57.76 22875 136.98 1.00 1.00 20.92 106.05 70.70 Dsgn. L = 3.00 ft 2 0.422 0.296 -57.76 57.76 228.75 136.98 1.00 1.00 20.92 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span L Only 1 0,0354 6.448 D Only -0.0358 11.036 _ +D+L+H 2 O.0903 3.000 0.0000 11.036 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support Overall MAXimum 4.162 25.400 Overall MINimum 0.782 8.705 +D+H 1,303 14.509 +D+L+H 4.162 25.400 +D+Lr+H 1.303 14.509 i +D+S+H 1.303 14.509 +D+0,750Lr+0.750L+H 3.448 22.677 +D+0.750L+0.750S+H 3.448 22.677 +D+0.60W+H 1.303 14.509 t_. +D+0.70E+H 1.303 14.509 +D+0.750Lr+0.750L+0.450W+H 3.448 22.677 +D+0.750L+0.750S+0.450W+H 3.448 22.677 +D+0.750L+0.750S+0.5250E+H 3.448 22.677 +0.60D+0.60W+0.60H 0.782 8.705 +0.60D+0.70E+0.60H 0.782 8.705 D Only 1.303 14.509 Lr Only L L Only 2.859 10.891 S Only W Only E Only H Only L, I F Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Beam Description : AT OFFICE Steel Section Properties : MOMS Project Title: Engineer: Project Descr: INC. Project ID: 6:34PM Depth = 10.100 in I xx 248.00 104 J = 1.510104 Web Thick = 0.350 in S xx 49.10 103 Cw = 1,200.00 i06 Flange Width = 8.020 in Rxx = 4.320 in Flange Thick = 0.620 in Zx = 54.900 iO3 Area = 13.300 i02 lyy = 53.400 in-4 Weight = 45.273 pit S yy = 13.300 inA3 Who = 19.000 inA2 Kdesign = 1,120 in Ryy = 2.010 in Sw = 23.600inA4 K1 = 0.813 in Zy = 20.300 inA3 Of = 11.300 iO3 rts = 2.270 in IT = 2.180 in Qw = 27.000 inA3 Ycg = 5.050 in L, �' 38 . 5-1/4 X .1-7/8: 2.0E Parallam PSL -'? location: REAR OF Ill I , i 1 Condition: flush beam Fe= 2903 psi length= t r' 11.00 ft F,= 290 pal O' width = 515 In E = 2000 ksl tlePN = I1.875 in 1= 733 in' deadload roof = ( -' 20 paf )( L174BtaD! 13/2 + 0,012 I'..e )+( load 20 psf )( tril 13/2 + 0.0/2 ) floor #1= ( 35 psf )( 13/2 + 0.0/2 )+( 50 pall )( 13/2 + 0.0/2 ) ' A. floor #2= ( 0 psf )( 0/2 + 0.0/2 )+( 0 psf )( 0/2 + 0.012 ) o-='1 deck=( 25 psf )( 0/2 + 0.0/2 )+( all )( 0/2 + 0,012 ) f axt. wan = ( 15 pall )( 0.00 + 0.00 _ int. wall = ( 10 pull )( 10.00 + 0.00 r !'RI veneer =( 0W )( 0.00 + 0.00 ;,an beam di = 20 plf L SEEML SESSMIC LOAD COMBINATION PIm3ll1rs P1=5A45 As P3=O lbs P4=01ba R (L)= 7782 lbs 11'-01, -P1=5MS Ibs PL=3,35P Ibs 4.-p: 6.-0: R (L)= 26 its R (R) = 10971 IDS l' P3=0lb, F4=01bs T L: R (R) = 3542 lbs load #1(Pl): upliftofshear wall# 2 0lbs ww nd - Vs = 334 pif 240 plf shear wall height (H) = 10.00 It Eh = Emh+/-E = 3340 +. shear wall height(L)= 6.25ft Em=0.700 Eh=5645 distar. (L) = 4.00 R End (LOAD) = SMS dinen.(R)= JAOft wind uplift onoulty=2350 load #2 (P2): uplift of shear wall # 2 0lbs ' F .e.mm wino - Vs = 334 pif 290 if `{ shear wall height (H) = 10.00 It Eh = Emh+pEv= 3340 I0i shear wall height (L) = 6.25 It Em=0.700 Eh= 5845 distance (L) = 10.00 It E. (LOAD) = SMS If distance (R)= 1.00It wind uplift wpamy= 2350 oIM 0 SPECIAL SEISMIC LOAD COMPITINATION P1=6,Bi316s I.-All1b P3=011ds P4=01M I.C. R (L)= 5841 Its -P1=5A451bs p3=i,35016i 4:.0:: T 6.4. RL = -19161bs 11'-0" 11'.0" R (R) = 9029 Its P3=01be .=01bs R (R) = 1601 Its al w=alas lb/rt This ao wam Is developed MS consulting group. The sizing of Its praduRs by this software will be , � 1 l l ! ! 1 1 ! ! : 1 1 1 ! ✓' accomplished In accordance with TI Produd design criteria and code accepted resign values. r�I T T b1 Disclaimer. The drawings, designs, information and proclacules described herein are for the exclusive f l EI use of MS Consulting Gmup. JI E f ? R(L)=4"1 cos I1'0" R(R) Calculated Calculated Value allowable Value allowable °14 Residual " I (D.L+LL) p.L+LL) n n jIM� Moment(IbR)= 13121 29888 12051 38855 5fi% ✓ j s cr mmm= 5 (in')= 54.23 123.39 38..3 123.4 56% ✓ Area (Irl 24.68 62.34 43.6 62.3 30% ✓ Defiectlon(in)= 0.20 0.55 LJ677 ✓ In H Von on 3.0 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Steel Beam Description : BEAM 19: STEEL BEAM AT END OF CANT. CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 25.50 ft Applied Loads Service loads entered. Load Factors will be applied for. calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.20, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR+ WALL) maximum tsenomg stress Ratio = 0.272 : 1 Maximum Shear Stress Ratio = - 0.093 : 1 Section used for this span W10X68 Section used for this span W10x68 Me: Applied 57.941 k-ft Va : Applied 9.089 k Mn / Omega : Allowable 212.824 k-ft Vn/Omega : Allowable 97.760 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 12.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio = 1,219>=360 Max Upward Transient Deflection 0.251 in Ratio = 1,219 >=360 Max Downward Total Deflection 0.475 in Ratio = 644 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 25.50ft 1 0.102 0.035 21.79 21.79 355.42 212.82 1.00 1.00 3.42 146.64 97.76 +D+L+H Dsgn. L = 25.50 ft 1 0.217 0.074 46.17 46.17 355.42 212.82 1.00 1.00 7.24 146.64 97.76 +D+Lr+H Dsgn. L = 25.50ft 1 0,102 0.035 21.79 21.79 355.42 212.82 1.00 1.00 3.42 146.64 97.76 +D+S+H Dsgn. L = 25.50 ft 1 0.102 0.035 21.79 21.79 355.42 212.82 1.00 1.00 3.42 146.64 9T76 +D+0.750Lr+0.750L+H Dsgn.L= 25.50ft 1 0,188 0.064 40.08 40.08 355.42 212.82 1.00 1A0 6.29 146.64 97.76 +D+0.750L+0.750S+H Dsgn. L = 25.50ft 1 0.188 0.064 40.08 40.08 355.42 212.82 1.00 1.00 6.29 146.64 97.76 +D+0.60W+H Dsgn. L = 25.50 it 1 0.102 0.035 21.79 21.79 355.42 212.82 1.00 1.00 3.42 146.64 97.76 +D+0.70E+H Dsgn. L = 25.50ft 1 0.102 0.035 21.79 21.79 355.42 212.82 1.00 1.00 3.42 146.64 97.76 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 25.50 ft 1 0.188 0.064 40.08 40.08 355.42 212.82 1.00 1.00 6.29 146.64 97.76 +D+0.750L+0.750S+0.450W+H Dsgn.L= 25.50ft 1 0.188 0.064 40.08 40.08 355.42 212.82 1.00 1.00 &29 146.64 97.76 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 25.50ft 1 0.188 0.064 40.08 40.08 355.42 212.82 1.00 1.00 6.29 146.64 97.76 +0.60D+0.60W+0.60H L'' Dsgn. L = 25.50ft 1 0.061 0.021 13.07 2 13.07 355A2 212.82 1.00 1.00 2.05 146.64 97.76 r Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the "Settings" menu item Project Descr: and then using the"Printing & Title Block" selection. r- L, Steel Beam Description : Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmex+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Ve Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 25.50 ft 1 0.061 0.021 13.07 13.07 355.42 212.82 1.00 1.00 2.05 146.64 97.76 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L= 25.50 ft 1 0.172 0.059 36.59 36.59 355.42 212.82 1.00 1.00 5.74 146.64 97.76 +1.540D+Lr+L+S+W+E+H Dsgn. L = 25.50 ft 1 0.272 0.093 57.94 57.94 355.42 212.82 1.00 1.00 9.09 146.64 97.76 Overall Maximum Deflections Load Combination Span Max. "-" De8 Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.4752 12.823 0.0000 0.000 ' Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.051 2.051 +D+H 3.418 3.418 +D+L+H 7.243 7.243 +D+Lr+H 3.418 3.418 +D+S+H 3.418 3.418 +D+0.750Lr+0.750L+H 6.287 6.287 +D+0.750L+0.750S+H 6.287 6.287 +D+0.60W+H 3.418 3.418 +D+0.70E+H 3.418 3418 +D+0.750Lr+0.750L+0.450W+H 6.287 6.287 +D+0.750L+0.750S+0.450W+H 6.287 6.287 +D+0.750L+0.750S+0.5250E+H 6.287 6.287 +0.60D+0.60W+0.60H 2.051 2.051 +0.60D+0.70E+0.60H 2.051 2.051 D Only 3.418 3.418 Lr Only L Only 3.825 3.825 S Only W Only E Only H Only Steel Section Properties : W1OAS Depth = 10.400 in I xx 394.00 inA4 J = 3,560 inA4 Web Thick = 0.470 in S xx 75.70 inA3 Cw = 3.100.00 inA6 Flange Width = 10.100 in Rxx = 4.440 in Flange Thick = 0.770 in Zx = 85.300 inA3 Area = 20.000 inA2 Iyy = 134.000 inA4 Weight = 68.080 pit S yy = 26.400 inA3 Wno = 24.300 inA2 Kdesign = 1.270 in R yy = 2.590 in Sw = 47.300 inA4 K1 = 0.875 in Zy = 40.100 inA3 Of = 17.900 inA3 its = 2.910 in rT = 2.790 in Ow = 42.100 inA3 Ycg = 5.200 in 13 f Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. I. Steel Beam File= CaUsemscelcoastlDOCUME-11ENERCA-114GENEV-2.EC8 ENERCALC, INC. 1983-2017, Build: 10.17.12.10, Vern0.17,12.10 KW-06009337 Licensee : MS Consulting Group, INC Description: BEAM#20: CANT. STEEL BEAM AT END OF FOYER CODE REFERENCES Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ..Applied Loads Service loads entered. Load Factors will be Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 it, (FLOOR) Point Load : D = 2.0, L = 2.0 k @ 5.0 it, (BEAM 16) for calculations. Maximum tending Stress Ratio = 0.338: 1 Maximum Shear Stress Ratio = 0.131 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma: Applied 29.250 k-ft Va : Applied 6.620 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 8.000ft Location of maximum on span 8,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio = 1,111 >=360 Max Upward Transient Deflection 0.108 in Ratio = 1,111 >=360 Max Downward Total Deflection 0.218 in Ratio = 550 >=180 Max Upward Total Deflection .0.039 in Ratio = 2481 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 8.00 it 1 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 Dsgn. L = 5.00 ft 2 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 +D+L+H Dsgn. L = 8.00 ft 1 0.265 0.103 -22.94 22.94 144.58 86.58 1.00 1.00 5.18 75.52 50.34 Dsgn. L = 5.00 It 2 0.265 0.103 -22.94 22.94 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +D+Lr+H Dsgn. L = 8.00 It 1 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 Dsgn. L= 5.00 ft 2 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 +D+S+H Dsgn. L = 8.00 it 1 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 Dsgn. L= 5.00 it 2 0,135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn.L= 8.00ft 1 0.232 0,090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 Dsgn. L = 5.00 ft 2 0.232 0.090 �� -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 +0+0.750L+0.750S+H r ' Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the "Settings" menu item Project Descr and then using the "Printing & ` Title Block" selection. Title Block Line 6 Printed: 7MAN Steel Beam File =C:1UsersloalcoastlDOCUME-11ENERCA-114GE ENERCALC. INC. 19aa-2017. 9uiM-11) 1712.10. Vei Description : Load Combination Max Stress Ratios Summary of Moment Values Suml Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Deign. L = 3.UU It 1 U132 u.u9u -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 Deign. L = 5.00 ft 2 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 +D+0.60W+H Dsgn. L = 8.00 ft 1 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 Dsgn. L = 5.00 ft 2 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 +D+0.70E+H Dsgn. L= 8.00 ft 1 0,135 0.053 -11.69 11.69 144.58 86.58 1.00 U0 2.68 75.52 50.34 Dsgn. L = 5.00 ft 2 0.135 0.053 -11.69 11.69 144.58 86.58 1.00 1.00 2.68 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.00 ft 1 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 Dsgn. L = 5.00 ft 2 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 +D+0.750L+0.750S+0.450W+H Dsgn. L = 8.00 ft 1 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4S5 75.52 50.34 Dsgn.L= 5.00ft 2 0,232 0.090 -20.13 20.13 144,58 86.58 1.00 1.00 4.55 75.52 50.34 +D+0.750 L+0.750 S+0.5250 E+,H Dsgn. L = 8.00 ft 1 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 Dsgn. L = 5.00 ft 2 0.232 0.090 -20.13 20.13 144.58 86.58 1.00 1.00 4.55 75.52 50.34 +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft 1 0.081 0.032 -7.01 7.01 144.58 86.58 1.00 1.00 1.61 75.52 50.34 Dsgn. L = 5.00 ft 2 0.081 0.032 -7.01 7.01 144.58 86.58 1.00 1.00 1.61 75.52 50.34 +9.60D+0.70E+0.60H Dsgn. L = 8.00 ft 1 0.081 0.032 -7.01 7.01 144.58 86.58 1.00 1.00 1.61 75.52 50.34 Dsgn. L = 5.00 ft 2 0.081 0.032 -7.01 7.01 144.58 86.58 1.00 1.00 1.61 75.52 50.34 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 8.00 ft 1 0.206 0.079 -17.80 17.80 144.58 86.58 1.00 1.00 4.00 75.52 50.34 Dsgn. L = 5.00 ft 2 0.206 0.079 -17.80 17.80 144.58 86.58 1.00 1.00 4.00 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn. L = 8.00 ft 1 0.338 0.131 -29.25 29.25 144.58 86.58 1.00 100 6.62 75.52 50.34 Dsgn. L = 5.00 ft 2 0.338 0.131 -29.25 29.25 144.58 86.58 1.00 1.00 6.62 75.52 50.34 Overall Maximum Deflections Load Combination Span Max .'=" Deft Location in Span Load Combination Max. W Defl Location in Span 1 0.0000 0,000 +D+L+H -0.0387 4.736 +D+L+H 2 O.2183 5.000 0.0000 4.736 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support Overall MINimum -0.552 2.806 +D+H -0.921 4.677 +D+L+H -1.927 8.983 ' +D+Lr+H -0.921 4.677 +D+S+H -0.921 4.677 +D+0.750Lr+0.750L+H -1.675 T906 +D+0.750L+0.750S+H -1.675 7.906 ' +D+0.60W+H -0.921 4.677 +p+0.70E+H -0.921 4.677 +D+0.750Lr+0.750L+0.450W+H -1.675 7,906 +D+0750L+0750S+0.450W+H -1.675 7.906 +D+0.750L+0.750S+0.5250E+H -1.675 7.906 +0.60D+0.60W+0.60H -0.552 2.806 +0.60D+0.70E+0.60H -0.552 2.806 D Only -0.921 4.677 -- Lr Only L Only -1.006 4.306 S Only W Only E Only H Only r 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 Project Title: Engineer: Project Descr: Project ID: Pdnled: 7MAY 21 Steel Beam File =C:1UsemscalcoastlDOCUME-11ENERCA-114GEN ENERCALC, INC. 1993-2017, BUIId:10.1712.10 Ved Description : BEAM #20: CANT. STEEL BEAM AT END OF FOYER Steel Section Properties : W8x35 �- Depth = 8.120 in Ixx '= 127.00 inA4 J = 0.769 iO4 Web Thick = 0.310 in Sxx 31.20 in43 Cw = 619.00106 Flange Width = 8.020 in Rxx = 3.510 in Flange Thick = 0.495 in Zx = 34,700 inA3 Area = 10.300 inA2 I yy = 42.600 inA4 Weight = 35.061 plf Syy = 10.600 inA3 Wno = 15.300 inA2 Kdesign = 0.889 in R yy = 2.030 in Sw = 15.200 inA4 K1 = 0.813 in Zy = 16.100 inA3 Of = 7.280 inA3 As = 2.280 in rT = 2.200 in Qw = 17.100 inA3 Ycg = 4.060 in L_ L r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & f Title Block" selection. steer tseam _,_....w..._ __.._ ._..... -.-. -.- . - ENERCALC INC 1983-2017 BwId:10171210 Ver 101712.10 Description : BEAM #21: S- CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Span = 26A ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20, L = 0.260 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD) Point Load : D = 4.70, L = 4.50 k @ 7.0 it, (BEAM 20) Point Load: D=4.70, L = 4.50 k @ 16.0 ft, (BEAM 20) DESIGN SUMMARY • . • Maximum Bending Stress Ratio = 0.588 : 1 Maximum Shear Stress Ratio = 0.207 :1 Section used for this span W12x72 Section used for this span W12x72 Me: Applied 158.467 k-ft Va : Applied 21.914 k Mn / Omega: Allowable 269.461 k-ft Vn/Omega : Allowable 105.780 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 15.006ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.429 in Ratio = 727>=360 Max Upward Transient Deflection 0.429 in Ratio = 727 >=360 Max Downward Total Deflection 0.877 in Ratio = 356 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Segment Length Span # Max Stress Ratios M V Mmax+ Mmax- Summary of Moment Values Ma Max Mnx Mnx/Omega Cb Rm Dsgn. L = 26.00 ft 1 0.236 0.083 63.46 63.46 450.00 269.46 1.00 1.00 +D+L+H Dsgn. L = 26A0 It 1 0.461 0.162 124.20 124,20 450.00 269.46 1.00 1.00 L , +D+Lr+H Dsgn.L= 262ft 1 0.236 0.083 63.46 63.46 450.00 269.46 1.00 1.00 +D+S+H Dsgn. L = 26.00 ft 1 0.236 0.083 63.46 63.46 450.00 269.46 1.00 1.00 +D+0.750Lr+0.750L+H Dsgn. L = 26.00 ft 1 0.405 0.143 109.01 109.01 450.00 269.46 1.00 1.00 +D+0.750L+0.750S+H Dsgn. L = 26.00 It 1 0.405 0.143 109.01 109.01 450.00 269.46 1.00 1.00 +D+0.60W+H i� Dsgn. L = 26.00 ft 1 0.236 0.083 63.46 63.46 450.00 269.46 1.00 1.00 +D+0.70E+H Dsgn. L = 26.00 ft 1 0.236 0.083 63.46 63.46 450.00 269.46 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H L Dsgn. L = 26.00 ft 1 0,405 0.143 109.01 1 i "7 109.01 450.00 269.46 1.00 1.00 Va Max Vnx Vnx/Omega 8.78 158.67 105.78 17.18 158.67 105.78 8.78 158.67 105.78 8.78 158.67 105.78 15.08 158.67 105.78 15.08 158.67 105.78 8.78 158.67 105.78 8.78 158.67 105.78 15.08 158.67 105.78 r-' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & ' Title Block" selection. Steel Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750L+0.750S+0.450W+H Dsgn. L = 26.00 it 1 0.405 0.143 109.01 109.01 450.00 269.46 1.00 1.00 1508 158.67 105.78 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 26.00 ft 1 0.405 0.143 109.01 109,01 450.00 269.46 1.00 1.00 15.08 158.67 105.78 +0.60D�0.60W+0.601-1 Dsgn. L = 26.00 ft 1 0.141 0.050 38.08 38.08 450.00 269A6 1.00 1.00 5.27 158.67 105.78 +0.60D+0.70E+0.60H Dsgn. L = 26.00 It 1 0.141 0.050 38.08 38.08 450.00 269.46 1.00 1.00 5.27 158.67 105.78 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 26.00 ft 1 0.357 0.126 96.28 96.28 450.00 269.46 1.00 1.00 13.31 158.67 105.78 +1.540 D+L r+L+S+W+E+H Dsgn. L = 26.00 ft 1 0.588 0.207 158.47 158.47 450.00 269.46 1.00 1.00 21.91 158.67 105.78 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.8767 13.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 5.266 4.615 +D+H 8.776 7.691 +D+L+H 17.175 15.052 +D+Lr+H 8.776 7,691 +D+S+H 8.776 7.691 +D+0.750Lr+0.750L+H 15.075 13.212 +D+0.750L+0.750S+H 15.075 13.212 ' +D+0.60W+H 8.776 7.691 +D+0.70E+H 8.776 7.691 +D+0.750Lr+0.750L+0.450W+H 15.075 13.212 +D+0.750L+0,7505+0.450W+H 15.075 13.212 - +D,0.750L+0.750S+OS250E+H 15.075 13.212 +0.60D+0.60W+0.60H 5.266 4S15 - +0.60D+0.70E+O.60H 5.266 4.615 D Only 8.776 7.691 L Lr Only L Only 8.399 7.361 S Only W Only E Only H Only Steel Section Properties : W12x72 Depth = 12.300 in I xx 597.00 inA4 J = 2.930 inA4 Web Thick = 0.430 in S xx 97.40 inA3 Cw = 6,540.00 inA6 Flange Width = 12.000 in Rxx = 5.310 in Flange Thick = 0.670 in Zx = 108.000 iO3 Area = 21.100 inA2 Iyy = 195.000 inA4 Weight = 71.824 pit S yy = 32.400 inA3 Who = 34.900 inA2 Kdesign = 1.270 in R yy = 3.040 in Sw = 70.100 inA4 K1 = 1.063 in Zy = 49.200 inA3 Of = 22.500 inA3 . its = 3.400 in rT = 3.290 in Ow = 53.200 inA3 Ycg = 6.150 in L� 'I9 t� Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Poled: 8 MAY 2018, 70:02AM .Steel Beam - File=C:\Userslcalcomt\DOCUME-11ENERCA-lWGENEV-2.EC6 ENERCALC, INC. 198&2017,.aulld:10.17.12.10, Ver:10.17.12.10' Description : BEAM 22: STEEL BEAM BOVE GREAT ROOM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Ir Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 22.50 it Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading Uniform Load: D = 0.550, L = 0.60 k/ft, Tributary Width =1.0 ft, (FLOOR, ROOF, WALL) Point Load : E = 6.50 k @ 1.0 ft, (SHEAR WALL 2) Point Load: E _ -6.50 k @ 16.50 ft, (SHEAR WALL 2) DESIGN SUMMARY • . • Maximum Bending Stress Ratio = 0.345: 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span W10x77 Section used for this span W10x77 Me: Applied 84.121 k-ft Via: Applied 22.089 k Mn / Omega: Allowable 243.513 k-ft Vn/Omega : Allowable 112.360 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 9.964ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.263 in Ratio = 1,025>=360 Max Upward Transient Deflection 0.263 in Ratio = 1,025 >=360 Max Downward Total Deflection 0.539 in Ratio = 501 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L= 22.50 It 1 0,163 0.063 39.67 39.67 406.67 243.51 1.00 1.00 7.05 168.54 112.36 +D+L+H Dsgn. L = 22.50 It 1 0,319 0.123 77.64 77.64 406.67 243.51 1.00 1.00 13.80 168.54 112.36 L, +D+Lr+H / Dsgn. L= 22.50 It 1 0.163 0.063 39.67 39.67 406.67 243.51 1.00 1.00 7.05 168.54 ' 112.36 +D+S+H Dsgn. L= 22.50 It 1 0,163 0.063 39.67 39.67 406.67 243.51 1.00 1.00 7.05 168.54 112.36 L +D+0.7501-r+0.7501-+H Dsgn.L= 22.50ft 1 0.280 0.108 68.15 68.15 406.67 243.51 1,00 1.00 12.12 168.54 112.36 +D+0.750L+0.750S+H Dsgn. L = 22.50 ft 1 0.280 0.108 68.15 68.15 406.67 243.51 1.00 1.00 12.12 168.54 112.36 +D+0.60W+H L, Dsgn. L = 22.50 ft 1 0.163 0.063 39.67 39.67 406.67 243.51 1.00 1.00 7.05 168.54 112.36 +D+0.70E+H Dsgn. L= 22.50 It 1 0.123 0.091 29.90 29.90 406.67 243.51 1.00 1.00 10.19 168.54 112.36 i+D+0.750Lr,0.750L+0.450W+H Dsgn. L = 22.50 It 1 0,280 0.108 68.15 68.15 406.67 243.51 1.00 1.00 12.12 168.54 112.36 i r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Description : BEAM 22: STEEL BEAM BOVE GREAT ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.50 ft 1 0.280 0.108 68.15 68.15 406.67 243.51 1.00 1.00 12.12 168.54 112.36 +D+0.750L+0.750S+0.5250E+H Dsgn. L= 22.50 ft 1 0.247 0.129 60.14 60.14 406.67 243.51 1.00 1.00 14.47 168.54 112.36 +0.60D+0.60W+0.60H Dsgn. L = 22.50 ft 1 0.098 0,038 23.80 23.80 406.67 243.51 1.00 1.00 4.23 168.54 112.36 460D+0.70E+0.60H Dsgn. L = 22.50 ft 1 0.062 0.066 15.09 -0.16 15.09 406.67 243.51 1.00 1.00 7.37 168.54 112.36 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 22.50 ft 1 0.189 0.135 46.09 46.09 406.67 243.51 1.00 1.00 15.18 168.54 112.36 +1.540D+Lr+L+S+W+E+H Dsgn. L = 22.50 ft 1 0.345 0.197 84.12 84.12 406.67 243.51 1.00 1.00 22.09 168.54 112.36 Overall Maximum Deflections Load Combination Span Max. '2 Deft Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.5386 11.314 0.0000 0.000 ` Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 _ Overall MAXimum 14.466 13.803 Overall MINimum 4.232 1.097 +D+H 7.053 7.053 +D+L+H 13.803 13.803 +D+Lr+H 7.053 7.053 +D+S+H 7.053 7.053 +D+0.750Lr+0.750L+H 12.115 12.115 +D+0.750L+0.750S+H 12.115 12.115 +D+0.60W+H 7.053 7.053 +D+0.70E+H 10.187 1919 +D+0.750Lr+0.75OL-0.450W+H 12.115 12,115 +D+0.750L+0.750S+0.450W+H 12.115 12.115 . - +D+0.750L+0.750S+0.5250E+H 14.466 9.765 +0.60D+0.60W+0.60H 4.232 4.232 +0.60D+0.70E+0.60H T366 1.097 D Only 7.053 7.053 Lr Only L Only 6.750 6.750 S Only W Only E Only 4.478 -4.478 H Only Steel Section Properties W10x77 Depth = 10.600 in I xx =` 455.00 inA4 J = 5.110 104 ` - Web Thick = 0.530 in S xx 85.90 inA3 Cw = 3,630.00 inA6 Flange Width = 10.200 in R xx = 4.490 in Flange Thick = 0.870 in Zx = 97.600 inA3 Area = 22.600 inA2 1 yy = 154.000 inA4 Weight = 76.930 plf S yy = 30.100 inA3 Wno = 24.800 inA2 Kdesign = 1.370 in Ryy = 2.600 in Sw = 55.000 inA4 K1 = 0.875 in Zy = 45.900 inA3 Of = 20.500 inA3 rts = 2.950 in rT = 2.800 in Ow = 48.400 inA3 Yog = 5.300 in Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Title Block Line 6 Annted: a MAY Fil Steel Beam e=C:lUsemscalwastlDOCUME-11ENERCA-14GE PNPRCAI r.. IN('10AA 9n17. R,dir-10.17:19.1n. V. 'I Description : BEAM #23: CANT. STEEL BEAM AT DECK CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 111.0 ft I Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Load for Span Number 1 Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load : D =1.0, L =1.0 k @ 5.0 ft, (POINT LOAD) Maximum Cen0ing Stress Ratio = 0.217 : 1 Maximum Shear Stress Ratio = 0.089 : 1 Section used for this span W8x31 Section used for this span W8x31 Ma: Applied 16.473 k-ft Va : Applied 4.049 k Mn / Omega: Allowable 75.767 k-ft Vn/Omega : Allowable 45.60 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 11.000ft Location of maximum on span 11.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = 1,626>=360 Max Upward Transient Deflection 0.074 in Ratio = 1,626 >=360 Max Downward Total Deflection 0.148 in Ratio = 811 >=180 Max Upward Total Deflection -0.032 in Ratio = 4166 >=180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/omega Cb Rm Va Max Vnx Vnx/omega +D+H Dsgn. L = 11.00 it 1 0.088 0.036 0.05 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 Dsgn. L = 5.00 ft 2 0.088 0.036 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 +D+L+H Dsgn. L = 11.00 it 1 0.170 0.069 0.02 -12.89 12.89 126.53 75.77 1.00 1.00 3.16 68.40 45.60 Dsgn. L = 5.00 ft 2 0.170 0.069 -12.89 12.89 126.53 75.77 1.00 1.00 3.16 68.40 45.60 +D+Lr+H Dsgn. L = 11.00 ft 1 0.088 0.036 0.05 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 Dsgn. L = 5.00 ft 2 0.088 0.036 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 +D+S+H Dsgn. L = 11.00 ft 1 0.088 0.036 0.05 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 Dsgn. L = 5.00 It 2 0.088 0.036 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 +D+0.750Lr+0.750L+H Dsgn. L = 11.00 ft 1 0.149 0.061 0.03 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 Dsgn. L = 5.00 ft 2 0.149 0.061 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 +D+0.750L+0.750S+H S e c Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. File=C:WSerSlogwmfIDOCUME-1IENERCA-1%GENEV-2.ECa Steed Beam FNFRCAI C. INC. 191139 V Ruilddn1712.in. Vev1n.1712.70 Description : BEAM #23: CANT. STEEL BEAM AT DECK Load Combination Max Stress Ratios Segment Length Span# M V Mmax+ Mmax- Summary of Moment Values Me Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx VnxlOmega Dsgn. L = 11.00 ft 1 0.149 0.061 0.03 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 Dsgn. L= 5.00 ft 2 0.149 0.061 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 +D+0.60W+H Dsgn. L = 11.00 It 1 0.088 0.036 0.05 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 Dsgn. L = 5.00 ft 2 0.088 0.036 -6.64 &64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 +D+0.70E+H Dsgn. L = 11.00 it 1 0.088 0.036 0.05 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 Dsgn. L = 5.00 ft 2 0.088 0.036 -6.64 6.64 126.53 75.77 1.00 1.00 1.66 68.40 45.60 +D+0.75OLr+0.750L+0.450W+H Dsgn. L = 11.00 ft 1 0.149 0.061 0.03 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 Dsgn. L = 5.00 ft 2 0.149 0.061 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 +D+0.750L+0.750S,0.450W+H Dsgn. L = 11.00 ft 1 0.149 0.061 0.03 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 Dsgn. L = 5.00 it 2 0.149 0.061 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 11.00 it 1 0.149 0.061 0.03 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 Ds9n. L= 5.00 ft 2 0.149 0.061 -11.33 11.33 126.53 75.77 1.00 1.00 2.78 68.40 45.60 +O.60D+0.60W+0.60H Dsgn. L = 11.00 ft 1 0.053 0.022 0.03 -3.98 3.98 126.53 75.77 1.00 1.00 0.99 68.40 45.60 Dsgn. L = 5.00 ft 2 0.053 0.022 -3.98 3.98 126.53 75.77 1.00 1.00 0.99 68.40 45.60 +0.60D+0.70E+0.60H Dsgn. L = 11.00 ft 1 0.053 0.022 0.03 3.98 3.98 126.53 75.77 1.00 1.00 0.99 68.40 45.60 Dsgn. L = 5.00 it 2 0.053 0.022 -3.98 3.98 126.53 75.77 1.00 1.00 0.99 68.40 45.60 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 11.00 it 1 0.132 0.053 0.01 -9.97 9.97 126.53 75.77 1.00 1.00 2A3 68.40 45.60 Dsgn. L = 5.00 ft 2 0.132 0.053 -9.97 9.97 126.53 75.77 1.00 1.00 2.43 68.40 45.60 +1.540D+Lr+L+S+W+E+H Dsgn. L = 11.00 ft 1 0.217 0.089 0.04 -16.47 16.47 126.53 75.77 1.00 1.00 4.05 68.40 45.60 Dsgn. L = 5.00 ft 2 0.217 0.089 -16.47 16.47 126.53 75.77 1.00 1.00 4.05 68.40 45.60 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span 1 0.0000 0.000 +D+L+H -0.0317 7.040 +D+L+H 2 O.1480 5.000 0.0000 7.040 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.117 5.698 Overall MINimum -0.018 1.788 +D+H 0.117 2.979 +D+L+H 0.099 5.598 +D+Lr+H 0.117 2.979 +D+S+H 0.117 2.979 +D+0.750Lr+0.750L+H 0.104 4.943 +D+0.750L+0.750S+H 0.104 4.943 +D+0.60W+H 0.117 2.979 +D+0.70E+H 0.117 2.979 +D+0.750Lr+0.750L+0.450W+H 0.104 4.943 +D+0.750L+0.750S+0.450W+H 0.104 4.943 +D+0.750L+0.750S+0.5250E+H 0.104 4.943 +0.60D+0.60W+0.60H 0.070 1.788 +0.60D+0.70E+0.60H 0.070 1.788 D Only 0.117 2.979 Lr Only L Only -0.018 2.618 S Only W Only E Only H Only wi rTitle 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 Steel Beam = Description : BEAM #23: CANT. STEEL BEAM AT DECK Steel Section Properties : W8x31 r ' Depth = 8.000 in I xx Web Thick = 0.285 in S xx Flange Width = 8.000 in R xx Flange Thick = 0.435 in Zx _ Area = 9.120 inA2 I yy Weight = 31.044 pit Syy Kdesign = 0.829 in Ryy K1 = 0.750 in Zy i., rls = 2.260 in rT Ycg = 4.000 in Project Title: Engineer: Project Descr: Project ID: '= 110.00 inA4 J = 0.536 inA4 27,50 inA3 Cw = 530.00 inA6 = 3.470 in = 30.400 1nA3 = 37.100 in44 = 9.270 inA3 Wno = 15.100 inA2 = 2,020 in Sw = 13.200 inA4 = 14.100 inA3 Qf = 6.350 inA3 = 2.180 in - Qw = 15.000 inA3 f _, r r u I Title Black Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. CODE REFERENCES Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties ' Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 22.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D = 0.30, L = 0.50 k/ft, Tributary Width =1.0 ft. (FLOOR) Point Load : D = 3.0, L = 3.0 k @ 8.0 ft, (BEAM 23) Point Load : D = 3.0, L = 3.0 k @ 16.0 H, (BEAM 23) Maximum bending -j[ress Kat10 = 0.508: 1 Maximum Shear Stress Ratio = 0.181 : 1 Section used for this span W10x77 Section used for this span W10x77 Me: Applied 123.738 k-ft Va : Applied 20.283 k Mn / Omega: Allowable 243.513 k-ft Vn/Omega : Allowable 112.360 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 10.800ft Location of maximum on span 22,500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.374 in Ratio = 720>=360 Max Upward Transient Deflection 0.374 in Ratio = 720 >=360 Max Downward Total Deflection 0.695 in Ratio = 388 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations " Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 22.50 ft 1 0.187 0.066 45.66 45.66 406.67 243.51 1.00 1.00 7.44 168.54 112.36 +D+L+H Dsgn.L= 22.50 ft 1 0.407 0.145 99.08 99.08 406.67 243.51 1A0 1.00 16.27 168.54 112.36 L . +D+Lr+H Dsgn. L = 22.50 ft 1 0.187 0.066 45.66 45.66 406.67 243.51 1.00 1.00 7.44 168.54 112.36 +D+S+H Dsgn. L = 22.50 ft 1 0.187 0,066 45.66 45.66 406.67 243.51 1.00 1.00 7.44 168.54 112.36 +D+0.750Lr+0.750L+H ' Dsgn. L = 22.50 ft 1 0.352 0.125 85.73 85.73 406.67 243.51 1.00 1.00 14.06 168.54 112.36 +D+0.750L+0.750S+H Dsgn. L = 22.50 ft 1 0.352 0.125 85.73 85.73 406.67 243.51 1.00 1.00 14.06 168.54 112.36 .. +D+0.60W+H Dsgn. L = 22.50 ft 1 0.187 0.066 45.66 45.66 406.67 243.51 1.00 1.00 7.44 168.54 112.36 +D+0.70E+H Dsgn. L = 22.50 ft 1 0.187 0,066 45.66 45.66 406.67 243.51 1.00 1.00 7.44 168.54 112.36 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.50 ft 1 0.352 0.125 85.73 L"" 85.73 406.67 24151 1.00 1.00 14.06 168.54 112.36 L, Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Title Block Line 6 Fretted: a MAY 2016,10,29AM Steel Beam FIIe=C:lUserslcalcoastlDOCUME-11ENERCA-iWGENEV-2.EC6 ENERCALC, INC. 19832017, Build:10.1712.10, Veri10.1712.10 f 0.009 Licensee : MS Consulting Group, Description : BEAM 24: STEEL BEAM ABOVE GREAT ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOrnq Dsgn. L = 22.50 ft 1 0.352 0.125 85.73 85.73 406.67 243.51 1.00 1.00 14.06 168.54 112.36 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.50 ft 1 0.352 0.125 85.73 85.73 406.67 243.51 1.00 1.00 14.06 168.54 112.36 +0.60D+0.60W+0.60H Dsgn. L= 22.50 ft 1 0.112 U40 27.39 27.39 406.67 243.51 1.00 1.00 4.46 168.54 112.36 +0.60D+0.70E+0.60H Dsgn. L = 22.50 ft 1 0.112 0.040 27.39 27.39 406.67 243.51 1.00 1.00 4.46 168.54 112.36 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 22.50ft 1 0.324 0.116 79.00 79A0 406.67 243.51 1.00 1.00 12.99 168.54 112.36 +1.540D+Lr+L+S+W+E+H Dsgn. L= 22.50 ft 1 0.508 0.181 123.74 123.74 406.67 243.51 1.00 1.00 2028 16&54 112.36 Overall Maximum Deflections Load Combination Span Max. "" Dell Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.6954 11.314 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.465 16.265 Overall MINimum 4.224 4.464 +D+H 7.040 7.440 +D+L+H 15A65 16.265 +D+Lr+H 7.040 7.440 +D+S+H 7040 7.440 +D+0.750Lr+0.750L+H 13,359 14.059 +D+0.750L+0.750S+H 13.359 14.059 +D+0.60W+H 7.040 7.440 +D+0.70E+H 7.040 7.440 +D+0.750Lr+0.750L+0.450W+H 13.359 14.059 +D+0.750L+0.750S+0.450W+H 13.359 14.059 +D+0.750L+0.750S+0.5250E+H 13.359 14.059 +0.60D+0.60W+0.60H 4.224 4.464 +0.60D+0.70E+0.60H 4.224 4.464 D Only 7.040 7.440 Lr Only L Only 8.425 8.825 S Only W Only E Only H Only Steel Section Properties : W10x77 Depth = 10.600 in I xx = 455.00 inA4 J = 5.110 inA4 Web Thick = 0.530 in S xx 85.90 in"3 Cw = 3,630.00 inA6 Flange Width = 10.200 in Rxx = 4.490 in Flange Thick = 0.870 in Zx = 97.600 inA3 Area = 22.600 in"2 I yy = 154.000 inA4 Weight = 76.930 pit S yy = 30.100 inA3 Wno = 24.800 102 Kdesign = 1.370 in R yy = 2.600 in Sw = 55.000 inA4 K1 = 0.875 in Zy = 45.900 in"3 Of = 20.500 in"3 its = 2.950 in rT = 2.800 in Qw = 48.400 in"3 Yog = 5.300 in L, L, !L r Title Black Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdn@d: 9MAY 2018, 5:47PM Steel Beam file=ClUserslcaicoasftDOCUME-11ENERCA-1%GENEV-2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10. Vec10.17.12.10 rKW-06009337 Licensee : MS Consulting Group, IIN Description : beam #25: steel beam at rgt of great room CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties r' Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L(3) W 10x45 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D = 0.250, L = 0.40 klft, Tributary Width =1.0 ft, (floor load) Point Load: D = 3.0, L = 3.0 k @ 1.0 ft, (beam 23) Point Load : D = 3.0, L = 3.0 k @ 5.50 ft, (beam 23) Point Load : D = 3.0, L = 3.0 k @ 9.50 ft, (beam 23) Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.306 : 1 Section used for this span W1005 Section used for this span W10x45 Me: Applied 73.328 k-ft Va : Applied 21.618 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.484ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio = 1,003>=360 Max Upward Transient Deflection 0.185 in Ratio = 1,003 >=360 Max Downward Total Deflection 0.352 in Ratio = 529 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Segment Length Span # M V Mmax+ Mmax +D+H Dsgn. L = 15.46 ft 1 0,202 0.116 27.63 Dsgn. L = 0.04 ft 1 0.002 0.076 0.24 +D+L+H Dsgn. L = 15.46 ft 1 OA26 0.243 58.41 Dsgn. L = 0.04 ft 1 0.004 0.164 0.51 +D+Lr+H Dsgn. L = 15.46 ft 1 0.202 0.116 27.63 Dsgn. L = 0.04 ft 1 0.002 0.076 0.24 +D+S+H Dsgn. L = 15.46 ft 1 0.202 0.116 27.63 Dsgn. L = 0.04 ft 1 0.002 0.076 0.24 +D+0.750Lr+0.750L+H Dsgn. L = 15.46 ft 1 0.370 0.211 50.71 ! Dsgn. L = 0.04 ft 1 0.003 0.142 0.44 L✓ 'a Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 27.63 228.75 136.98 1.00 1.00 8.19 106.05 70.70 0.24 228.75 136.98 1.00 1.00 5.39 106.05 70.70 58.41 228.75 136.98 1.00 1.00 17.19 106.05 70.70 0.51 228.75 136.98 1.00 1.00 11.58 106.05 70.70 27.63 228.75 136.98 1.00 1.00 8.19 106.05 70.70 0.24 228.75 136.98 1.00 1.00 5.39 106.05 70.70 27.63 228.75 136.98 1.00 1.00 8.19 106.05 70.70 0.24 228.75 136.98 1.00 1.00 5.39 106.05 70.70 50.71 228.75 136.98 1.00 1.00 14.94 106.05 70.70 0.44 228.75 136.98 1.00 1.00 10.03 106.05 70.70 e Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnted: 9MAY 2018, 5:47PM Steel Beam File=C:\UsemscalcoastlDOCUME-1\ENERCA-1\4GENEV-2.EC6 PMFRCAJ r Wr malonn a,mn.an n 19In k1,In17 »nn Description : beam #25: steel beam at fgt. of great room Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r- Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+0.750L+0.750S+H Dsgn. L = 15.46 It 1 0.370 0.211 50.71 50.71 228.75 136.98 1.00 1.00 14.94 106.05 70.70 Dsgn. L = 0.04 ft 1 0.003 0.142 0.44 0.44 228.75 136.98 1.00 1.00 10.03 106.05 70.70 r +D+0.60W+H Dsgn. L = 15.46 ft 1 0.202 0.116 27.63 27.63 228.75 136.98 1.00 1.00 8.19 106.05 70.70 Dsgn. L = 0.04 ft 1 0.002 0.076 0.24 0.24 228.75 136.98 1.00 1.00 5.39 106.05 70.70 +D+070E+H Dsgn. L = 15.46 ft 1 0.202 0.116 27.63 27.63 228.75 136.98 1.00 1.00 8.19 106.05 70.70 f Dsgn. L = 0.04 It 1 0.002 0.076 0.24 0.24 228.75 136.98 1.00 1.00 5.39 106.05 70.70 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 15.46 It 1 0.370 0.211 5071 50.71 228.75 136.98 1.00 1 0 14.94 106.05 70.70 Dsgn. L = 0.04 It 1 0.003 0.142 0.44 0.44 228.75 136.98 1.00 1.00 10.03 106.05 70.70 r +D+0.750L+0750S+0.450W+H Dsgn. L = 15.46 ft 1 0.370 0.211 50.71 50.71 228.75 136.98 1.00 1.00 14.94 106.05 70.70 Dsgn. L = 0.04 ft 1 0.003 0.142 0.44 0.44 228.75 136.98 1.00 1.00 10.03 106.05 70.70 +D+0.750L+0.750S+0.5250E+H r Dsgn. L = 15.46 ft 1 0.370 0.211 50.71 50.71 228.75 136.98 1.00 1.00 14.94 106.05 70.70 Dsgn. L = 0.04 ft 1 0.003 0,142 0.44 0.44 228.75 136.98 1.00 1.00 10.03 106.05 70.70 +0.60D+0.60W+0.60H Dsgn. L = 15.46 ft 1 0.121 0.070 16.58 16.58 228.75 136.98 1.00 1.00 4.91 106.05 70.70 Dsgn. L = 0.04 8 1 0.001 0.046 0.14 0.14 228.75 136.98 1.00 1.00 3.23 106.05 70.70 +0.601)+0.70E4601-1 Dsgn. L = 15.46 ft 1 0.121 0.070 16.58 16.58 228.75 136.98 1.00 1.00 4.91 106.05 70.70 Dsgn. L = 0.04 ft 1 0.001 0.046 0,14 0.14 228.75 136.98 1.00 1.00 3.23 106.05 70.70 +0.560D+Lr+L+S+W+E+1.60H - Dsgn. L = 15.46 It 1 0.338 0.192 46.25 46.25 228.75 136.98 1.00 1.00 13.59 106.05 70.70 Dsgn. L = 0.04 ft 1 0.003 0.130 0.41 0.41 228.75 136.98 1.00 1.00 9.21 106.05 70.70 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.46 ft 1 0.535 0.306 73.33 73.33 228.75 136.98 1.00 1.00 21.62 106.05 70.70 Dsgn. L = 0.04 ft 1 0.005 0.205 0.64 0.64 228.75 136.98 1.00 1.00 14.49 106.05 70.70 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max. W Deg Location in Span +D+L+H 1 0.3518 7.706 0.0000 0.000 Vertical. Reactions Support notation : Far left is #1 Values in KIPS Load Combination 2 Support 1 Support 2 Overall MAXimum 17.195 11.582 Overall MINimum 4.915 3.231 +D+H 8.192 5.385 +D+L+H 17.195 11.582 +D+Lr+H 8.192 5.385 +D+S+H 8.192 5.385 +D+0.750Lr+0.750L+H 14.944 10.033 +D+0.750L+0.750S+H 14.944 10.033 +D+0.60W+H 8.192 5.385 +D+0.70E+H 8.192 5.385 +D+0.750Lr+0.750L+0.450W+H 14.944 10.033 +D+0.750L+0.750S+0.450W+H 14.944 10.033 i - +D+0.750L+0.750S+0.5250E+H 14.944 10.033 +0.60D+0.60W+0.60H 4,915 3.231 +0.60D+0.70E+0.60H 4.915 3.231 D Only 8.192 5,385 l.� Lr Only L Only 9.003 6.197 S Only W Only E Only H Only L t Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pnnted: 9 MAY 2018, 5:47PM Steel Beam FIIe=CIUserslcalcoastlDOCUME-1\ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017. Build: 10.17.1Z10, Ver:10.17.12.10 Description : beam #25: steel beam at rgt of great room Steel Section Properties : MOMS r Depth = 10.100 in Ixx '= 248.00 inA4 J = 1.510 inA4 Web Thick = 0.350 in S xx 49.10 inA3 Cw = 1,200.00 inA6 Flange Width = 8.020 in Rxx = 4.320 in Flange Thick = 0.620 in Zx = 54.900 inA3 ` - Area = 13.300 inA2 I yy = 53.400 inA4 Weight = 46.273 plf S yy = 13.300 inA3 Wno = 19.000 inA2 Kdesign = 1.120 in R yy = 2.010 in Sw = 23.600 inA4 Kt = 0.813 in Zy = 20.300 inA3 of = 11.300 inA3 its = 2.270 in rT = 2.180 in Qw = 27.000 inA3 Ycg = 5.050 in r 26 1 5-1/4 X 11-7/8 2.0E Parallam PSL location: ABOVE KIT. Condition: cantileverbeam Fe= 2903 psi length = 12.50 It F,. = 290 psi width = 5.25 In E = 2000 ksi depth = IL875 in I = 733 In' dead load tributa live load ribt ufary roof = ( 20 Pit )( 012 + 0.012 ) +( 20 paf )( 012 + 0.0/2 ) Floor #1= ( 2s pc/ )( 22.0/2 + 9.0/2 ) +( so pef )( 22.0/2+ 9.0/2 ) Floor #2= ( 0 per )( 0.0/2 + 0.00 ) +( o pia )( 0,00 + 0.00 ) deck = ( zs paf )( 0.0/2 + 0.0/2 ) +( so Psr )( 0.012 + 0.0/2 ) ext. wall = ( is W )( 0.00 + 0.00 ) int. wall =( 10 per )( 0.00 + 0.00 ) veneer = ( o pe )( 0.00 + 0.00 ) beam dl = 20 pa w=1,183 lb/ft R(R)= 10836 post: 6 R (L)= 4790Its Calculated Value dllowabi Resdual moment(lb-ft)= 25022 29888 16%✓ senlou MPbulea S(in)= 103.42 123.4 16%1/ .�0 3 area (inz)= 56.05 62.34 10% ✓ deflection(in) _ -0.01 0.30 -IJ19337 ✓ load #1 (Pr): fmm beam # 4 ( a" lac ) length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: between support 9.50 ft overhang= 3.00 ft load 42 (P,): - - o the length: 0.0 EA. Int. tributary w: roof= 0.0 floor= 0.0 deck: 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #3 (P3): - - o Its length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 It distance (R) = 0.00 load #4 (P4): - - 0Ih length: 0.0 EA. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 P1=645165 This software is developed MS consulting gruop. The sizing of Its products by this software will be accomplished in accordance with T7 Product design cntena and code accepted design values. Disclaimer: The drawings, designs, information and procedures described herein are for the exclusive use of MS Consulting Group. �vwslon 30 F' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & f Title Block' selection. Title Block Line 6 PdnWd: 9 MAY Steel Beam : File= CaUsemscalwasADOCUME-11ENERCA-114GE FNFRf.AI CINr: 1QR.0.9n17 R„ild 1n 17191n Va, i L- Description : BEAM #27: STEEL BEAM ABV, KICHEN CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: E = 6.50 k @ 8.0 ft, (SHEAR WALL 2) Point Load : D = 2.50, L = 2.50 k @ 13.0 ft, (BEAM 26) DESIGN SUMMARY . •' Maximum Bending Stress Ratio = 0.452 : 1 Maximum Shear Stress Ratio = 0.140 : 1 Section used for this span W10x54 Section used for this span W10x54 Ma: Applied 75.034 k-ft Va : Applied 10.439 k Mn / Omega: Allowable 166.168 k-ft Vn/Omega : Allowable 74.740 k Load Combination +1.540D+Lr+L+S+Wr+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 11.691 ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.258 in Ratio = 1,023>=360 Max Upward Transient Deflection 0.258 in Ratio = 1,023 >=360 Max Downward Total Deflection 0.455 in Ratio = 580 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 22.00ft 1 0,134 0.042 22.27 22.27 277.50 166.17 1.00 1.00 3.17 112.11 74.74 +D+L+H Dsgn.L= 22.00ft 1 0.249 0.077 41.40 41.40 277.50 166.17 1.00 1.00 5.75 112.11 74.74 +D+Lr+H Dsgn. L = 22.00 It 1 0.134 0.042 22.27 22.27 277.50 166.17 1.00 1.00 3.17 112.11 74.74 +D+S+H Dsgn. L = 22.00ft 1 0.134 0.042 22.27 22.27 277.50 166.17 1.00 1.00 3.17 112.11 74.74 +D+0.750Lr+0.750L+H Dsgn. L = 22.00ft 1 0.220 0.068 36.62 36.62 277.50 166.17 1.00 1.00 5.10 112.11 74.74 +D+0.750L+0.750S+H Dsgn.L= 22.00ft 1 0.220 0.068 36.62 36.62 277.50 166.17 1,00 1.00 5.10 112.11 74.74 +D+0.60W+H Dsgn. L = 22.00 ft 1 0.134 0.042 22.27 22.27 277.50 166.17 1.00 1.00 3.17 112.11 74.74 +D+0,70E+H Dsgn.L= 22.00ft 1 0.240 0.075 39.95 39.95 277.50 166.17 1.00 1.00 5.61 112.11 74.74 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 22.00ft 1 0.220 0.068 36.62 I 36.62 277.50 166.17 1.00 1.00 5.10 112.11 74.74 r- Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Load Combination Segment Length Span# Max Stress Ratios M V Mmax+ Summary of Moment Values Mmax- Me Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx VnxlOmega +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.00 ft 1 0,220 0.068 36.62 36.62 277.50 166.17 1.00 1.00 5.10 112.11 74.74 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 22.00ft 1 0,288 0.087 47.81 47.81 277.50 166.17 1.00 1A0 6.48 112.11 74.74 +0.60D+0.60W+0.60H Dsgn. L = 22.00 ft 1 0.080 0.025 13.36 13.36 277.50 166.17 1.00 1.00 1.90 112.11 74.74 +0.60D+0.70E+0.60H _ Dsgn. L = 22.00 ft 1 0.200 0.061 33.20 33.20 277.50 166.17 1.00 1.00 4.52 112.11 74.74 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L= 22.00 ft 1 0.339 0.104 56.27 56.27 277.50 166.17 1.00 1.00 7.78 112.11 74.74 +1.540D+Lr+L+S+W+E+H Dsgn. L = 22.00 ft 1 0.452 0.140 75.03 75.03 277.50 166.17 1.00 1.00 10.44 112.11 74.74 Overall Maximum Deflections Load Combination Span Max. "=' Dell Location in Span Load Combination Max. "+" Def1 Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4550 11.063 0.0000 0.000 '. Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.478 6.343 Overall MINimum 1,629 1.901 +D+H 2.714 3.169 +D+L+H 4.837 5.746 +D+Lr+H 2.714 3.169 +D+S+H 2.714 3.169 +D+0.750Lr+0.750L+H 4.306 5.102 +D+0.750L+0.750S+H 4.306 5.102 +D+0.60W+H 2.714 3.169 +D+0.70E+H 5,610 4.823 +D+0.750Lr+0.750L+0.450W+H 4.306 5.102 +D+0.750L+0.750S+0.450W+H 4.306 5.102 +D+0.750L+0.750S+0.5250E+H 6.478 6.343 +0.60D+0.60W+0.60H 1.629 1.901 +0.60D+0.70E+0.60H 4.524 3.556 D Only 2.714 3.169 Lr Only L Only 2.123 2.577 S Only W Only E Only 4.136 2.364 H Only Steel Section Properties : W10x54 Depth = 10.100 in I xx 303.00 inA4 J = 1.820 inA4 r ' Web Thick = 0.370 in S xx 60.00 inA3 Cw = 2,320.00 in^6 Flange Width = 10.000 in R xx = 4.370 in Flange Thick = 0.615 in Zx = 66.600 inA3 'L.. Area = 15.800 inA2 I yy = 103.000 inA4 Weight = 53.783 pit S yy = 20.600 inA3 Wno = 23.700 inA2 Kdesign = 1.120 in R yy = 2.560 in Sw = 36.500 inA4 K1 = 0.813 in Zy = 31,300 inA3 Of = 14.000 inA3 its = 2.860 in rT = 2,750 in Ow = 32.800 inA3 Ycg = 5.050 in ii L, i_ Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. Project Title: Engineer: Project ID: Project Descr: ranted: 9 MAY 2018. 6:11 PM Steed Beam He=C:\UserstdwasADOCUME-1IENERCA-114GENEV-2.EC6 ENERCALC. INC. 1983 2017 BUIItl:10:17.1210. Vec10.17:12.10 Description : beam #28: steel beam at rgt. of great room CODE REFERENCES t Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Span = 16.50 r3 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading Uniform Load: D = 0.250, L = 0.40 kRt, Tributary Width =1.0 ft, (floor load) Point Load : D = 3.0, L = 3.0 k @ 1.0 ft, (beam 23) Point Load: D = 4.0, L = 4.0 k @ 8.0 It, (beam 23) Point Load: D=3.20, L=2.80, E=4.Ok@7.0ft, (beam 27) DESIGN SUMMARY •rt, • Maximum Bending Stress Ratio = 0.634: 1 Maximum Shear Stress Ratio = 0.308 : 1 Section used for this span W10x60 Section used for this span W10x60 Me: Applied 117.915 k-ft Va : Applied 26.382 k Mn / Omega: Allowable 186.128 k-ft Vn/Omega : Allowable 85.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.967ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.187 in Ratio = 1,059>=360 Max Upward Transient Deflection 0.187 in Ratio = 1,059 >=360 Max Downward Total Deflection 0.365 in Ratio = 543 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 16.50 ft 1 0.215 0.108 40.09 40.09 310.83 186.13 1.00 1.00 9.28 128.52 85.68 +D+L+H Dsgn. L = 16.50 ft 1 0.439 0.223 81.79 81.79 310.83 186.13 1.00 1.00 19.07 128.52 85.68 +D+Lr+H Dsgn. L = 16.50 ft 1 0.215 0.108 40.09 40.09 310.83 186.13 1.00 1.00 9.28 128.52 85.68 +D+S+H Dsgn. L = 16.50 It 1 0.215 0.108 40.09 40.09 310.83 186.13 1.00 1.00 9.28 128.52 85.68 +D+0.750Lr+0.750L+H Dsgn. L = 16.50 ft 1 0.383 0.194 71.36 71.36 310.83 186.13 1.00 1.00 16.62 128.52 85.68 +D+0.750L+0.750S+H Dsgn. L = 16.50 ft 1 0.383 0.194 71.36 71.36 310.83 186.13 1 A0 1.00 16.62 128.52 85.68 +D+0.60W+H Dsgn. L = 16.50 ft 1 0.215 0.108 40.09 / 40.09 310.83 186.13 1.00 1.00 9.28 128.52 85.68 +D+0.70E+H , r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ' Title Block" selection. Title Block Line 6 Pnnled: 9MAY 2018, 6.11 PM SteelBeam File =C:lUsemscalcoastlDOCUME-1IENERCA-114GENEV-2.EC6 ENERCALC, INC. 19832017, Build:10.171210, Ver:10:17.12.10 rLic.06009 Description: beam #28: steel beam at rgt Of great room Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# TV Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 16.50 it 1 0,272 0.127 50.63 50.63 310.83 186.13 1.00 1.00 10.89 128.52 85.68 -D,0.750Lr+0.750L+0.450W+H Dsgn. L = 16.50 ft 1 0.383 0.194 71.36 71.36 310.83 186.13 1.00 1.00 16.62 128.52 85.68 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.50 ft 1 0.383 0.194 71.36 71.36 310.83 186.13 1.00 1.00 16.62 128.52 85.68 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.50 ft 1 0.424 0.208 78.96 78.96 310.83 186.13 1 AO 1.00 17.83 128.52 85.68 +0.60D+0.60W+0.60H Dsgn. L = 16.50 it 1 0.129 0.065 24.05 24.05 310.83 186.13 1.00 1.00 5.57 128.52 85.68 +0.60D+0.70E+0.60H Dsgn. L = 16.50 ft 1 0.187 0.084 34.88 34.88 310.83 186.13 1.00 1.00 7.18 128.52 85.68 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 16.50 ft 1 0.424 0.202 78.90 78.90 310.83 186.13 1.00 1.00 17.29 128.52 85.68 +1.540D+Lr+L+S+W+E+H Dsgn. L = 16.50 ft 1 0.634 0.308 117.91 117.91 310.83 186.13 1.00 1.00 26.38 128.52 85.68 Overall Maximum Deflections Load Combination Span Max. "-' Dail Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.3649 8.109 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.303 1.697 +D+H 9.278 6.036 +D+L+H 19.069 12.645 +D+Lr+H 9.278 6.036 +D+S+H 9.278 6.036 +D+0.750Lr+0,750L+H 16.621 10.992 +D+0.750L+0.750S+H 16.621 10.992 +D+0.60W+H 9.278 6.036 i _ +D+0.70E+H 10.890 7.223 +D+0.75OLr+0.750L+0.450W+H 16.621 10,992 +D+0.750L+0.750S+0.450W+H 16.621 10.992 +D+0.750L+0.750S+0.5250E+H 17.830 11.883 +0.60D+0.60W+0.60H 5.567 3.621 +0.60D+0.70E+0.60H 7.179 4.809 D Only 9.278 6.036 Lr Only L Only 9.791 6.609 S Only W Only E Only 2.303 1.697 H Only Steel Section Properties : W10x60 Depth = 10.200 in I xx 341.00 inA4 J = 2.480 1nA4 Web Thick = 0.420 in S xx 66.70 inA3 Cw = 2,640.00 inA6 Flange Width = 10.100 in R xx = 4.390 in Flange Thick = 0.680 in Zx = 74.600 inA3 Area = 17.600 inA2 I yy = 116.000 104 Weight = 59.910 plf S yy = 23.000 inA3 Wno = 24.000 inA2 Kdesign = 1.180 in R yy = 2.570 in Sw = 41.300 inA4 K1 = 0.813 in Zy = 35.000 inA3 Qf = 15.700 inA3 rts = 2.880 in IT = 2.770 in Qw = 36.800 inA3 Ycg = 5.100 in Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & f ' Title Black" selection. Title Block Line 6 PMW: 9MAY 2018, 6d6PM Steel Beam File=C:lUsemlcalcoa hDOCUME-IkENERCA-lk4GENEVZHU1111 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver:10.17.12.10 11 - 06009Licensee Description: BEAM#29: STEEL BEAM AT FRONT OF KITCHEN CODE REFERENCES r Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties r Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bendino Axis, Major AxisBendina I mplillau LUCub JGIVIUU IUGUb U LLUIUU. LUdU rdULU15 WIII UB dpplIOU TUr GdLUUIdU0p5. Beam self weight calculated and added to loading Uniform Load: D = 0.350, L = 0.40 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD+WALL) Point Load: D=3.0. L = 3.0 k @ 2.50 ft, (BEAM 23) Point Load: D = 3.0. L = 3.0 k @ 10.50 ft, (BEAM 23) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.466 : 1 Maximum Shear Stress Ratio = 0.242 :1 Section used forthis span W10x45 Section used for this span W10x45 Me: Applied 63.771 k-ft Va : Applied 17.119 k Mn / Omega : Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 9.417ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.164in Ratio= 1,169>=360 Max Upward Transient Deflection 0.164 in Ratio = 1,169 >=360 Max Downward Total Deflection 0.327 in Ratio = 587 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# +D+H Dsgn.L= 16.00ft 1 +D+L+H Dsgn.L= 16.00ft 1 i.� +D+Lr+H Dsgn.L= 16.00ft 1 +D+S+H Dsgn.L= 16.00ft 1 t +D+0.750Lr+0750L+H Dsgn. L = 16.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 16.00 ft 1 +D+0.60W+H �- Dsgn.L= 16.00ft 1 +D+070E+H Dsgn.L= 16.00ft 1 +D+0.750Lr+0.750L+0.450W+H �. Dsgn.L= 16.00ft 1 Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.183 0.095 25.05 25.05 228.75 136.98 1.00 1.00 6.72 106.05 70.70 0.367 0.191 50.24 50.24 228.75 136.98 1.00 1.00 13.49 106.05 70.70 0.183 0.095 25.05 25.05 228.75 136.98 1.00 1.00 6.72 106.05 70.70 0.183 0.095 25.05 25.05 228.75 136.98 1.00 1.00 6.72 106.05 70.70 0.321 0.167 43.95 43.95 228.75 136.98 1.00 1M 11.80 106.05 70.70 0.321 0.167 43.95 43.95 228.75 136.98 1.00 1,00 11.80 106.05 70.70 0.183 0.095 25.05 25.05 228.75 136.98 1.00 1,00 6.72 106.05 70.70 0.183 0.095 25.05 25.05 228.75 136.98 1.00 1.00 6.72 106.05 70.70 0.321 0.167 43.95 6 5® 43.95 228.75 136.98 1.00 1.00 11.80 106.05 70.70 € Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & f Title Block" selection. L r_. L- Printed: 9 MAY 2018. 6:16PM I. Steel Beam File :=C:lUserslcalcoasADOCUME-1IENERCA-114GENEV-2.EC6 ENERCALC. INC. 1963-2017. Build0.171210 Verif0:17:12:10 Description: BEAM#29: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+0.750 L+0.750 S+0.450 W+H Dsgn. L= 16.00 ft 1 0.321 0.167 43.95 43.95 228.75 136.98 1.00 1.00 11.80 106.05 70.70 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.00 ft 1 0.321 0.167 43.95 43.95 228.75 136.98 1.00 1.00 11.80 106.05 70.70 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.110 0.057 15.03 15.03 228.75 136.98 1.00 1.00 4.03 106.05 70.70 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0.110 0.057 15.03 15.03 228.75 136.98 1.00 1.00 4.03 106.05 70.70 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 16.00 ft 1 0286 0.149 39.22 39.22 228.75 136.98 1.00 1.00 10.53 106.05 70.70 +1.540 D+L r+L+S+W+E+H Dsgn. L = 16.00 ft 1 0.466 0.242 63.77 63.77 228.75 136.98 1.00 1.00 17.12 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Dail Location in Span Load Combination Max. W Defl Location in Span +D+L+H 1 0.3272 8.091 0,0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.487 11.237 Overall MINimum 4.035 3.360 +D+H 6.725 5.600 +D+L+H 13.487 11.237 +D+Lr+H 6.725 5.600 +D+S+H 6.725 5.600 +D+0.750Lr+0.750L+H 11.797 9.828 +D+0.750L+0.750S+H 11.797 9.828 +D+0.60W+H 6.725 5.600 +D+0.70E+H 6.725 5.600 +D+0.750Lr+0.750L+0.450W+H 11.797 9.828 +D+0.750L+0.750S+0.450W+H 11.797 9.828 +D+0.750L+0.750S+0.5250E+H 11.797 9.828 +0.60D+0.60W+0.60H 4.035 3.360 +0.60D+0.70E+0.60H 4.035 3.360 D Only 6.725 5.600 Lr Only L Only 6.763 5.638 S Only W Only E Only H Only Steel Section Properties : 1111110x45 Depth = 10.100 in Ixx 248.00 104 J = 1.510 104 Web Thick = 0.350 in S xx 49.10 103 Cw = 1,200.00 inA6 Flange Width = 8.020 in Rxx = 4.320 in Flange Thick = 0.620 in Zx = 54.900 inA3 Area = 13.300 i02 l yy = 53AOO inA4 Weight = 45.273 plf S yy = 13.300 inA3 Wno = 19.000 inA2 Kdesign = 1.120 in R yy = 2,010 in Sw = 23.600 inA4 K1 = 0.813 in Zy = 20.300 inA3 Of = 11.300 inA3 rts = 2.270 in rT = 2.180 in Ow = 27.000 iO3 Ycg = 5.050 in r Title Black Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. u 0 Beath' Description : BEAM #30: STEEL BEAM AT FRONT OF GREAT RM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Project Title: Engineer: Project Descr: Project ID: Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D = 0.350, L = 0.40 k/ft, Tributary Width =1.0 ft, (FLOOR LOAD+ WALL) Point Load : D = 3.0. L = 3.0 k @ 1.0 ft, (BEAM 23) Point Load : D = 3.0, L = 3.0 k @ 5.50 ft, (BEAM 23) Point Load : D = 3.0, L = 3.0 k @ 9.50 it, (BEAM 23) DESIGN SUMMARY � • ' Maximum Bending Stress Ratio = 0.542 : 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span W10x45 Section used for this span W10x45 Me: Applied 74.218 k-ft Va : Applied 22.297 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 6.986ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.166 in Ratio = 1,086>=360 Max Upward Transient Deflection 0.166 in Ratio = 1,086 >=360 Max Downward Total Deflection 0.331 in Ratio = 544 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 i Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega .,.p+H j Dsgn. L = 15.00 ft 1 0.213 0.124 29.17 29.17 228.75 136.98 1.00 1.00 8.76 106.05 70.70 +p+L+H Dsgn. L = 15.00 ft 1 0.427 0.248 58.47 58.47 228.75 136.98 1.00 1.00 17.56 106.05 70.70 +D+Lr+H Dsgn. L = 15.00 ft 1 0.213 0.124 29.17 29.17 228.75 136.98 1.00 1.00 8.76 106.05 70.70 L. +D+S+H Dsgn. L = 15.00 ft 1 0.213 0.124 29.17 29.17 228.75 136.98 1.00 1.00 8.76 106.05 70.70 +D+0,750Lr+0.750L+H Dsgn. L = 15.00 ft 1 0.373 0.217 51.14 51.14 228.75 136.98 1.00 1.00 15.36 106.05 70.70 +D+0750L+0.750S+H Dsgn. L = 15.00 ft 1 0.373 0.217 51.14 51.14 228.75 136.98 1.00 1.00 15.36 106.05 70.70 +D+0.60W+H Dsgn. L = 15.00 ft 1 0.213 0.124 29.17 `i 29.17 228.75 136.98 1.00 1.00 8.76 106.05 70.70 +D+0.70E+H rTitle Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega usgn.L= 10MUR l U.ZIJ U.124 Z&l/ Zy.lI M./b lJb.Ub LUU LUU 8./b IUb.Ub (U./U +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 15.00 ft 1 0.373 0.217 51.14 51.14 228.75 136.98 1.00 1.00 15.36 106.05 70.70 r_.- +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 It 1 0.373 0.217 51.14 51.14 228.75 136.98 1.00 1.00 15.36 106.05 70.70 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.00 ft 1 0.373 0.217 51.14 51.14 228.75 136.98 1.00 1.00 15.36 106.05 70.70 +0.60D+0.60W+0.60H r Dsgn. L= 15.00 It 1 0,128 0.074 17.50 17.50 228.75 136.98 1.00 1.00 5.26 106.05 70.70 +0.60D+0.70E+0.60H Dsgn. L = 15.00 ft 1 0.128 0.074 17.50 17.50 228.75 136.98 1.00 1.00 5.26 106.05 70.70 +0.560 D+L r+L+S+W+E+1.60 H f Dsgn. L = 15.00 ft 1 0.333 0.194 45.63 45.63 228.75 136.98 1.00 1.00 13.71 106.05 70.70 +1.540D+Lr+L+S+W+E+H _ Dsgn. L = 15.00 ft 1 0.542 0,315 74.22 74.22 228.75 136.98 1.00 1.00 22.30 106.05 70.70 Overall Maximum Deflections f Load Combination Span Max. "-" Deft Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.3307 7.457 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS f - Load Combination Support 1 Support 2 - - Overall MINimum 5.259 3.699 +D+H 8.765 6.165 r +D+L+H 17.565 12.365 +D+Lr+H 8.765 6.165 i +D+S-H 8.765 6.165 +D+0.750Lr+0.750L+H 15.365 10.815 - +D+0.750L+0.750S+H 15.365 10.815 +D+0.60W+H 8.765 6.165 +D+0.70E+H 8.765 6.165 +D+0.750Lr+0.750L+0.450W+H 15.365 10.815 +D+0.750L+0.750S+0.450W+H 15,365 10.815 +D+0.750L+0.750S+0.5250E+H 15.365 10.815 +0.60D+0.60W+0.60H 5.259 3.699 . +0.60D+0.70E+0.60H 5.259 3.699 . D Only 8.765 6.165 Lr Only L Only 8.800 6.200 S Only W Only E Only H Only Steel Section Properties : MOMS Depth = 10.100 in Ixx = 248.00 inA4 J = 1.510 inA4 Web Thick = 0.350 in S xx 49.10 inA3 Cw = 1,200.00 inA6 �. Flange Width = 8.020 in Rxx = 4.320 in Flange Thick = 0.620 in Zx = 54.900 inA3 Area = 13.300 inA2 I yy = 53.400 inA4 Weight = 45.273 plf S yy = 13.300 inA3 Wno = 19.000 inA2 - Kdesign = 1.120 in R yy = 2.010 in Sw = 23.600 iO4 K1 = 0.813 in Zy = 20.300 inA3 Of = 11.300 inA3 rls = 2.270 in rT = 2.180 in Qw = 27.000 inA3 Ycg = 5.050 in LI Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Title Block Line 6 P3nted: 9 MAY 2018, 7:46PM Steed Beam File =C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC8 ENERCALC, INC. 1983-2017, Build: 10.17.12, 10, Ver.10.17.12.10 r 'KW-06009337 Licensee : MS Consulting Group, INC Description : BEAM 31: STEEL BEAM ABOV. GRATE ROOM CODE REFERENCES r Calculations per AISC 360-10. IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Annliad Leads Service loads entered. Load Factors will be aoolied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width=1.0It, (ROOF+ WALL + FLOOR) Point Load: D=7.10, L=7.0, E =4.50 k @7.Oft, (BEAM 22) Point Load: E =10.0 k @ 7.0 ft, (SEW# 5) Point Load : D =1.50, L = 3.0 k @ 12.0 ft, (BEAM 17) Point Load : D = 3.60, L = 3.60 k @ 19.0 ft, (BEAM 6) PoinlLoad: D=7.50, L=9.Ok@19.Oft,(BEAM 24) Point Load: E = -6.70 k @ 29.0 ft, (SW#5) Point Load : D = 6.0, L = 6.0 k @ 21.50 ft, (BEAM 25) Maximum denoing Stress Ratio = 0.529 : 1 Maximum Shear Stress Ratio = 0.170 : 1 Section used for this span W18x158 Section used for this span W18x158 Ma: Applied 469.596 k-ft Via: Applied 54.295 k Mn / Omega: Allowable 888.224 k-ft Vn/Omega : Allowable 319.140 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 18.943ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.298 in Ratio = 1,208 >=360 Max Upward Transient Deflection 0.298 in Ratio = 1,208 >=360 Max Downward Total Deflection 0.598 in Ratio = 602 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Val Segment Length Span# M V Mmax+ Mmax- Me Max Mnx +D+H Dsgn. L = 30.00 ft 1 0.193 0.059 171.70 171.70 1,483.33 +D+L+H Dsgn.L= 30.00ft ��rr99 1 0,387 0.116 343.70 "( 343.70 1,483.33 888.22 1.00 1.00 888.22 1.00 1.00 18.95 478.71 319.14 37.06 478.71 319.14 / Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & F Title Block" selection. Steel Beam, File.=C:lUserskalcoastOCCUME-11ENERCA-ik4GENEV-2.EC8 FNFRCAI r. INC 1QRf 9n17 R, ild 101]19.1n V>rin l]191n Load Combination Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+Lr+H Dsgn.L= 30.00ft 1 0.193 0.059 171.70 171.70 1,483.33 888.22 1.00 1.00 18.95 478.71 319.14 +D+S+H Dsgn. L = 30.00ft 1 0.193 0.059 171.70 171.70 1,483.33 888.22 1.00 1.00 18.95 478.71 319.14 +D+0.750Lr+0.750L+H Dsgn. L = 30.00ft 1 0.339 0.102 300.70 300.70 1,483.33 888.22 1.00 1.00 32.54 478.71 319.14 +D+0.750L+0.750S+H Dsgn.L= 30.00ft 1 0.339 0.102 300.70 300.70 1,483.33 888.22 1.00 1.00 32.54 478.71 319.14 +D+0.60W+H Dsgn. L = 30.00 ft 1 0.193 0.059 171.70 171.70 1,483.33 888.22 1.00 1.00 18.95 478.71 319.14 +D+0.70E+H Dsgn.L= 30.00ft 1 0.220 0.079 195.18 195.18 1,483.33 888.22 1.00 1.00 25.10 478.71 319.14 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 30.00ft 1 0,339 0.102 300.70 300.70 1,483.33 888.22 1.00 1.00 32.54 478.71 319.14 +D+0.750L+0.750S+0.450W+H Dsgn.L= 30.00ft 1 0.339 0.102 300.70 300.70 1,483.33 888.22 1.00 1.00 32.54 478.71 319.14 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 It 1 0.358 0.111 318.12 318.12 1,483.33 888.22 1.00 1.00 35.56 478.71 319.14 +0.60D+0.60W+0.60H Dsgn. L = 30.00ft 1 0.116 0.036 103.02 103.02 1,483.33 888.22 1.00 1.00 11.37 478.71 319.14 +0.60D+0.70E+0.60H Dsgn.L= 30.00ft 1 0.146 0.057 129.96 129.96 1,483.33 888.22 1.00 1.00 18.11 478.71 319.14 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 30.00ft 1 0,339 0.116 301.33 301.33 1,483.33 888.22 1.00 1.00 37.17 478.71 319.14 +1.540D+Lr+L+S+W+E+H Dsgn. L = 30.00 it 1 0.529 0.170 469.60 469.60 1,483.33 888.22 1.00 1.00 54.30 478.71 319.14 Overall Maximum Deflections Load Combination Span Max .'=" Dell Location in Span Load Combination Max. Y' Defl Location in Span +D+L+H 1 0.5985 15.429 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 10.486 -3.093 +D+H 17.477 18.951 +D+L+H 33.964 37.064 +D+Lr+H 17.477 18,951 +D+S+H 17.477 18.951 +D+0.750Lr+0.750L+H 29.842 32.536 +D+0.750L+0.750S+H 29.842 32.536 +D+0.60W+H 17.477 18.951 _ +D+0.70E+H 25.103 16.785 +D+0.750Lr+0.750L+0.450W+H 29.842 32.536 +D+0.750L+0.750S+0.450W+H 29.842 32.536 L _ +D+0.750L+0.750S+0.5250E+H 35.561 30.912 +0.60D+0.60W+0.60H 10.486 11.370 +0.60D+0.70E+0.60H 18.112 9.205 .. D Only 17.477 18.951 Lr Only L Only 16.487 18.113 S Only W Only E Only 10.893 -3.093 H Only L_ L. 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 Project Title: Engineer: Project Descr: Project ID: PnnWd: 9MAY 2018, 7:46PM Steed Beam File=C:IUsemscalcoastlDOCUME-t\ENERGA-IWGENEV-2.EC6 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver:10.17.12.10 KW-06009337 Licensee MS Consulting Group, IN Description : BEAM 31: STEEL BEAM ABOV. GRATE ROOM Steel Section Properties : W18x158 Depth = 19.700 in In '= 3,060.00 inA4 J = 25.200 inA4 Web Thick = 0.810 in S xx 310.00 inA3 Cw = 29000.00 inA6 Flange Width = 11.300 in R xx = 8.120 in Flange Thick = 1.440 in Zx = 356.000 inA3 f Area = 46.300 inA2 1 yy = 347.000 inA4 Weight = 157.605 plf S yy = 61.400 inA3 Wno = 51.600 inA2 Kdesign = 1.840 in R yy = 2.740 in Sw = 210.000 inA4 _ K1 = 1.250 in ZY = 94.800 inA3 Of = 69.000 inA3 f Iris = 3.200 in rT = 3.050 in Ow = 177.000 inA3 Ycg = 9.850 in r f r-- Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Printed: 9MAY Steel BeamFile=CaUsemlcalcomt\DOCUME-1\ENERCA-IWGE " ENERCALC, INC.1983-2017, Build:10.17.12.10, Vei rKW-06009337 Licensee : MS Consulting Description : BEAM #32: STEEL BEAM ABOVE GREAT ROOM CODE REFERENCES f Calculations per AISC 360-10. IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties r Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Rendinn Avie - Mninr Avis Randinn L, Beam self weight calculated and added to loading Uniform Load : D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (ROOF +WALL+FLOOR) Point Load: E = -7.50 k @ 7.50 ft, (SW#6) Point Load : D = 7.10, L = 7.0, E = 4.50 k @ 7.50 ft, (BEAM 22) Point Load: E = 6.50 k @ 13.0 ft, (SW#6) Point Load: D = 3.60, L = 3.60 k @ 19.50 ft, (BEAM 6) Point Load: D = 7.50. L = 9.0 k @ 19.50 ft, (BEAM 24) Point Load : D =10.0, L =10.0 k @ 22.0 ft, (BEAM 28) Point Load: E = -6.50 k @ 29.0 ft, (SW#6) DESIGN SUMMARY •' Maximum Bending Stress Ratio = 0.536 : 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span W18x158 Section used for this span W18x158 Ma: Applied 475.846 k-ft Va : Applied 55.183 k Mn / Omega : Allowable 888.224 k-ft Vn/Omega : Allowable 319.140 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 19.457ft Location of maximum on span 28.971 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.296 in Ratio = 1,214>=360 Max Upward Transient Deflection 0.296 in Ratio = 1,214 >=360 Max Downward Total Deflection 0.611 in Ratio = 589 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm +D+H Dsgn. L = 30.00 ft 1 0.206 0,068 182.87 182.87 1,483.33 888.22 1.00 1.00 +D+L+H q i.. Dsgn. L = 30.00 ft 1 0.405 0.131 359.52 72 359.52 1,483.33 888.22 1.00 1.00 21.69 478.71 319.14 41.96 478.71 319.14 r-' Title Black Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ' Title Block" selection. Title Block Line 6 ftled: 9MAY 2018, 6:54PM Steel Beam File= CaUseMcalcoastlDOCUME-1TNERCA- GENEV^2.EC' ENERCALC, INC.1983-2017, Build:10.17ZI0, Vert0.17.12.10 KW-06009337 Licensee MS Consulting Group, INC Description : BEAM #32: STEEL BEAM ABOVE GREAT ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+Lr+H Dsgn.L= 30.00ft 1 0.206 0.068 182.87 182.87 1,483.33 888.22 1.00 1.00 21.69 478.71 319.14 +D+S+H Dsgn. L= 30.00 It 1 0.206 0.068 182.87 182.87 1,483.33 888.22 1.00 1.00 21.69 478.71 319.14 +D+0.750Lr+0.750L+H Dsgn.L= 30.00ft 1 0,355 0.116 315.36 315.36 1,483.33 888.22 1.00 1.00 36.89 478.71 319.14 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 0.355 0.116 315.36 315.36 1,483.33 88822 1.00 1.00 36.89 478.71 319.14 +D+0.60W+H Dsgn.L= 30.00ft 1 0.206 0.068 182.87 182.87 1,483.33 888.22 1.00 1.00 21.69 478.71 319.14 +D+0.70E+H Dsgn.L= 30.00ft 1 0.220 0.072 195.17 195.17 1,483.33 888.22 1.00 1.00 22.92 478.71 319.14 f - +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 30.00ft 1 0.355 0.116 315.36 315.36 1,483.33 888.22 1.00 1.00 36.89 478.71 319.14 '.. +D+0.750L+0.750S+0.450W+H Dsgn. L= 30.00ft 1 0.355 0.116 315.36 315.36 1,483.33 888.22 1.00 1.00 36.89 478.71 319.14 +D+0.750L+0.750S+0.5250E+H _ Dsgn. L = 30.00 ft 1 0.365 0.118 324.59 324.59 1,483.33 888.22 1.00 1.00 37.57 478.71 319.14 +0.60D+0.60W+0.60H Dsgn.L= 30.00ft 1 0.124 0.041 109.72 109.72 1,483.33 888.22 1.00 1.00 13.01 478.71 319.14 +0.60D+0.70E+0.60H Dsgn.L= 30.0011 1 0.137 0.045 122.02 122.02 1,483.33 888.22 1.00 1.00 14.39 478.71 319.14 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 30.00ft 1 0.334 0.107 296.63 296.63 1,483.33 888.22 1.00 1.00 34.29 478.71 319.14 +1.540D+Lr+L+S+W+E+H Dsgn. L = 30.00 ft 1 0.536 0.173 475.85 475.85 1,483.33 888.22 1.00 1.00 55.18 478.71 319.14 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.6113 15,686 0.0000 0.000 Vertical Reactions Supportnotatlon: Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 32.567 41.961 Overall MINimum 1.217 -4.217 +D+H 17.241 21.687 1 +D+L+H 32.567 41.961 +D+Lr+H 17.241 21,687 +D+S+H 17.241 21,687 +D+0.750Lr+0.750L+H 28.736 36.892 +D+0.750L+0.750S+H 28.736 36.892 +D+0.60W+H 17.241 21.687 +D+0.70E+H 18.092 18.736 +D+0750Lr+0750L+0.450W+H 28.736 36.892 k +D+0.750L+0.750S+0.450W+H 28.736 36.892 +D+0.750L+0.750S+0.5250E+H 29.374 34.679 +0.60D+0.60W+0.60H 10.344 13.012 +0.60D+0.70E+0.60H 11.196 10,061 D Only 17.241 21,687 Lr Only L Only 15.327 20.273 S Only W Only I- E Only 1.217 A.217 H Only r- Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection. Steel BeamFile=C:IUserslcalcoaMDOCUME-1\ENERCA-114GENEV-2.EC6 ENERCALC, INC. 19832017, Bui1d:10.17.12.10, Ver.to.17.12.10 KW-06009337 Licensee : MS Consulting Group, INC Description: BEAM#32: STEEL BEAM ABOVE GREAT ROOM Steel Section Properties : W18x158 Depth = 19.700 in I 3,060.00 inA4 J = 25.200 inA4 Web Thick = 0.810 in S xx 310,00 inA3 Cw = 29000.001nA6 Flange Width = 11.300 in R xx = 8.120 in Flange Thick = 1.440 in Zx = 356.000 inA3 Area = 46.300 inA2 1 yy = 347.000 inA4 Weight = 157.605 pit S yy = 61.400 iO3 Wno = 51.600 inA2 Kdesign = 1.840 in R yy = 2.740 in Sw = 210.000 inA4 K1 = 1.250 in Zy = 94.800 inA3 Of = 69.000 inA3 its = 3.200 in rT = 3.050 in Ow = 177.000 inA3 Ycg = 9.850 in Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item Project Descr: and then using the "Printing & ` Title Block" selection. $t@i3�' BeamFile=C:\Users\calcoast\DOCUME-1\ENERCA-1\4GENEV-2.EC6 ENERCALC, INC. 1983-2017, Build: 10.17.12.10,Ver:10.17.12.10 r r.rr•Group,4 Description : BEAM #33: STEEL BEAM BETWEEN FOYER AND GREAT ROOM r. CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.30, L = 0.50 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load : D =19.0, L =19.0, E =10.0 k @ 4.50 ft, (BEAM 31) Load for Span Number 2 Uniform Load: D = 0.30, L = 0.50 klft, Tributary Width =1.0 ft, (FLOOR) Point Load: D =1.0, L =1.0 k @ 5.50 ft, (BEAM 20) Point Load: D =1.0, L =1.0 k @ 14.50 ft, (BEAM 20) Load for Span Number 3 Uniform Load: D = 0.30, L = 0.50 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D=21.0, L=21.0, E = 4.210 k @ 1.50 it, (BEAM 32) DESIGN SUMMARY • • ' Maximum Bending Stress Ratio = 0.228: 1 Maximum Shear Stress Ratio = 0.450 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma: Applied 51.494 k-ft Va : Applied 58.678 k Mn / Omega: Allowable 226.297 k-ft Vn/Omega : Allowable 130.320 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 20.500ft Location of maximum on span 5.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 9,944>=360 Max Upward Transient Deflection 0.025 in Ratio = 9,944 >=360 Max Downward Total Deflection 0.040 in Ratio = 6127 >=180 Max Upward Total Deflection -0.001 in Ratio = 348717 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values t-� Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 5.50 ft 1 0.068 0.148 3.80 -15.30 15.30 377.92 226.30 1.00 1.00 19.28 195.48 130.32 Dsgn. L = 20.50 ft 2 0.081 0.154 7.15 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 L. , Dsgn. L = 6.50 ft 3 0.081 0.154 11.44 -18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 S-18.28 7 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & ` Title Block" selection. ;S�Q@ .Beam File=C:\UseislcalcoastlDOCUME-1\ENERGA-1\4GENEV-2.EG6 'ENERCALC. INC. 1983-2a17. Build:1 Description : BEAM #33: STEEL BEAM BETWEEN FOYER AND GREAT ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+L+H Dsgn. L = 5.50 ft 1 0.156 0.306 4.69 35.31 35.31 377.92 226.30 1.00 1.00 39.84 195.48 130.32 Dsgn. L = 20.50 ft 2 0.182 0.318 17.76 -41.11 41.11 377.92 226.30 1.00 1.00 41.38 195.48 130.32 Dsgn. L = 6.50 ft 3 0.182 0.318 19.98 -41.11 41.11 377.92 226.30 1.00 1.00 41.38 195.48 130.32 +D+Lr+H Dsgn. L = 5.50 ft 1 0.068 0.148 3.80 -15.30 15.30 377.92 226.30 1.00 1.00 19.28 195.48 130.32 Dsgn. L = 20.50 ft 2 0.081 0.154 7.15 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 Dsgn. L = 6.50 ft 3 0.081 0.154 11.44 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 +D+S+H Dsgn. L = 5.50 It 1 0.068 0.148 3.80 -15.30 15.30 377.92 226.30 1.00 1.00 19.28 195.48 130.32 Dsgn. L = 20.50 ft 2 0.081 0.154 7.15 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 Dsgn. L = 6.50 ft 3 0.081 0.154 11.44 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 r +D+0.750Lr+0,750L+H Dsgn.L= 5.50ft 1 0.134 0.266 4.40 -30.31 30.31 377.92 226.30 1.00 1A0 34.70 195.48 130.32 ._ Dsgn.L= 20.50 ft 2 0.156 0.277 15.11 -35.40 35.40 377.92 226.30 1.00 1.00 X06 195.48 130.32 Dsgn.L= 6.501t 3 0.156 0.277 17.85 -35.40 35.40 377.92 226.30 1.00 1A0 36.06 195.48 130.32 +D+0.750L+0.750S+H ' Dsgn. L = 5.50 ft 1 0.134 0.266 4.40 -30.31 30.31 377.92 226.30 1.00 1.00 34.70 195.48 130.32 Dsgn. L = 20.50 ft 2 0.156 0.277 15.11 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 Dsgn. L = 6.50 ft 3 0.156 0.277 17.85 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 +D+0.60W+H Dsgn. L = 5.50 ft 1 0.068 0.148 3.80 -15.30 15.30 377.92 226.30 1.00 1.00 19.28 195.48 130.32 Dsgn. L = 20.50 ft 2 0.081 0.154 7.15 -18.28 18.28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 .. Dsgn. L= 6.50 ft 3 0.081 0.154 11.44 -18.28 1&28 377.92 226.30 1.00 1.00 20.09 195.48 130.32 +D+0.70E+H Dsgn. L= 5.50 ft 1 OA72 0.193 8.72 -16.26 16.26 377.92 226.30 1.00 1.00 25.18 195.48 130.32 Dsgn. L = 20.50 It 2 0.082 0.172 6.49 -18.64 18.64 377.92 226.30 1.00 1.00 22.41 195.48 130.32 '.. Dsgn. L = 6.50 ft 3 0.082 0.172 14.56 -18.64 18.64 377.92 226.30 1.00 1.00 22.41 195.48 130.32 - +D+0.75OLr+0.750L+0.450W+H Dsgn. L = 5.50 ft 1 0.134 0.266 4.40 -30.31 30.31 377.92 226.30 1.00 1.00 34.70 195.48 130.32 Dsgn. L = 20.50 ft 2 0.156 0277 15.11 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 Dsgn. L = 6.50 It 3 0.156 0.277 17.85 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 c : +D+0.750L+0.750S+0.45OW+H Dsgn. L = 5.50 ft 1 0.134 0.266 4.40 -30.31 30.31 377.92 226.30 1.00 1.00 34.70 195.48 130.32 _ Dsgn. L = 20.50 ft 2 0.156 0.277 15.11 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 Dsgn. L= HO it 3 0.156 0.277 17.85 -35.40 35.40 377.92 226.30 1.00 1.00 36.06 195.48 130.32 +D+0.750L+0.750S+0.5250E+H ` Dsgn. L = 5.50 it 1 0.137 0.300 7.73 -31.03 31.03 377.92 226.30 1.00 1.00 39.12 195.48 130.32 Dsgn. L = 20.50 ft 2 0.158 0.290 14.61 -35.67 35.67 377.92 226.30 1.00 1.00 37.80 195.48 130.32 Dsgn. L= 6.50 it 3 0.158 0.290 20.18 -35.67 35.67 377.92 226.30 U0 100 37.80 195.48 130.32 +0.60D+0.60W+0.60H Dsgn. L = 5.50 ft 1 0.041 0.089 2.28 -9.18 9.18 377.92 226.30 1.00 1.00 11.57 195.48 130.32 Dsgn. L = 20.50 ft 2 0.048 0.092 4.29 -10.97 10.97 377.92 226.30 1.00 1.00 12.05 195.48 130.32 Dsgn. L = 6.50 It 3 0.048 0.092 6.87 -10.97 10.97 377.92 226.30 1.00 1.00 12.05 195.48 130.32 +0.60D+0.70E+0.60H Dsgn. L = 5.50 ft 1 0.045 0.134 7.20 -10.14 10.14 377.92 226.30 1.00 1.00 17.47 195.48 130.32 Dsgn. L = 20.50 ft 2 0.050 0.110 3.62 -11.33 11.33 377.92 226.30 1.00 1.00 14.38 195.48 130.32 Dsgn. L = 6.50 ft 3 0.050 0.110 9.98 -11.33 11.33 377.92 226.30 1.00 1.00 14.38 195.48 130.32 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 5.50 ft 1 0.132 0.305 9.48 -29.95 29.95 377.92 226.30 1.00 1.00 39.79 195.48 130.32 f_. Dsgn.L= 20.50ft 2 0.148 0.275 13.66 33.58 33.58 377.92 226.30 1.00 1.00 35.86 195.48 130.32 Dsgn. L = 6.50 ft 3 0.148 0.275 1939 -3358 33.58 377.92 226.30 1.00 1.00 35.86 195.48 130.32 +1.540D+Lr+L+S+W+E+H Dsgn. L = 5.50 ft 1 0.199 0.450 13.20 44.94 44.94 377.92 226.30 1.00 1.00 58.68 195.48 130.32 Dsgn. L = 20.50 It 2 0.228 0.426 20.67 -51.49 51.49 377.92 226.30 1.00 1.00 55.55 195.48 130.32 `-� Dsgn. L= 6.50 it 3 0.228 0.426 30.61 -51.49 51.49 377.92 226.30 1.00 1.00 55.55 195A8 130.32 Overall Maximum Deflections Load Combination Span Max. " " Dail Location in Span Load Combination Max. W Deb Location in Span z.. +D+0.70E+H 1 0.0017 3.007 0.0000 0.000 +D+L+H 2 O.0401 9.977 E Only -0.0007 19.543 +D+0.750L+0.750S+0.5250E+H 3 0.0056 3.077 0.0000 19.543 Vertical Reactions Support notation : Far left is #1 Values in KIPS `-' Load Combination Support1 Support2 Support3 Support Overall MAXimum 3.342 50.274 52.287 6.117 Overall MINimum 0.975 8.473 3.276 0.892 +D+H 1.624 23.704 24.757 3.158 i.. cca r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & r ' Title Block" selection. Title Block Line 6 Steel Beam rKW-06009337 Description : BEAM #33: STEEL BEAM BETWEEN FOYER AND GREAT ROOM Vertical Reactions Supportnotation: Farleftis#1 s Load Combination Support 1 Support 2 Support 3 Support4 +D+L+H 2.816 50.274 52.287 6,117 - +D+Lr+H 1.624 23.704 24.757 3.158 +D+S+H 1.624 23.704 24.757 3.158 +D+0.750Lr+0,750L+H 2.518 43.631 45.404 5.377 +D+0.750L+0.750S+H 2.518 43.631 45.404 5.377 +D+0.60W+H 1.624 23.704 24.757 3.158 +D+0.70E+H 2.722 29.635 27,050 3.783 +D+0,750Lr+0.750L+0.450W+H 2.518 43.631 45.404 5.377 +D+0.750L+0.7505+0.450W+H 2.518 43.631 45.404 5.377 - +D+0.750L+0.7505+0.5250E+H 3.342 48.079 47.124 5.846 +0.60D+0.60W+0.60H 0.975 14.222 14.854 1.895 +0.60D+0.70E+0.60H 2.073 20.153 17.147 2.520 D Only 1.624 23.704 24.757 3.158 Lr Only L Only 1.192 26.570 27.530 2.959 r SOnly W Only - E Only 1,569 8.473 3.276 0.892 H Only Steel Section Properties : W18x46 Depth = 18.100 in I xx 712.00 iO4 - Web Thick = 0.360 in S xx 78.80 103 Flange Width = 6.060 in R xx = 7.250 in Flange Thick = 0.605 in Zx = 90.700 inA3 Area = 13.500 inA2 I yy = 22.500 in"4 Weight = 45.954 plf Syy = 7.430 inA3 Kdesign = 1.010 in Ryy = 1.290 in K1 = 0.813 in Zy = 11.700 inA3 rts = 1.580 in rT = 1.540 in Ycg = 9.050 in Project ID: Values in KIPS J = 1.220 inA4 Cw = 1,720.00 inA6 Wno = 26,500 inA2 Sw = 24.300 inA4 Of = 15,100 inA3 Ow = 44.900 inA3 I R 34 I 6 X 12 W.C.D.F. #1 1 location: UNDER CANTILEVER Condition: Flush beam length = 12.00 It width = 5..5 in depth = 11.25 in Fb = 1350 psi F., = 170 psi E = 1600 ksi I = 653 In' dead load tributam We load trihutary roof = C 20 Pe )( 4/2 + 0.0/2 ) +( 20 pe )( 4/2 + 0.012 ) Floor #1= ( 25 psf )( 4.0/2 + 0.012 ) +( so W )( 4.0/2 + 0.012 ) Floor #2= ( o pe )( 0.0/2 + 0.00 ) +( ape )( 0.00 F 0.00 ) deck = ( 25 Pe )( 0.0/2 + 0.0/2 ) +( 6o pe )( 0.0/2 + 0.012 ) ext. wall = ( 1s psf )( 10.00 + 0.00 ) int. wall = ( to pe )( 0.00 + 0.00 ) veneer = ( 0 psi J( 0.00 + 0.00 ) beam di = 20 plf load #1 (Pr): - - alb: length: 0.0 Ext. Int. tributary w: roof= 0.0 Door= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 It distance (R) = 0.00 load #2 (P,): - - o Ibs length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #3 (P3): - - a lbs length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #4 (P4): - - 0lbb length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = mo w=400lb/ft iTII l l l i i i 1 i TII I � I R(L)=2400Its 12-0 R(R)=Moe It. Calculated Value Tllewa, % Residual moment(lb-ft) = 7200 13146 45% ✓ settion MaGules S (ina)= 64.00 116.0 45Wb ✓ area (in ')= 21.18 61.88 66A ✓ deflection(In) = 0.18 0.60 L/806 ✓ This software is developed MS consulting gruop. The sizing of its products by this software will be accomplished In accordance with TJ Product design criteria and code accepted design values. Disclaimer: The drawings, designs, Information and procedures described herein are for the exclusive use of MS Consulting Group. �i Veniun3a 35 1 5-1/4 X 9-1/2 2.0E Parallam PSL location: ABOVE CRAWL SPACE I I load #1 (P1): from beam # 18 ( 1oa711M ) T length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 qy1 Condition: drop bean Fb = 2976 psi location: distance (L) = 2.00 ft distance (R) = 2.00 ft ii] length = 4,00 ft F. = 290 psi I ' i width = 5.25 in E = 2000 k5I ") load #2 (132): - 616c 1 ;! depth = 9.5 In I = 375 in' ; length: 0.0 Ext. Int. r tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 C.� location: distance (L) = 0.00 ft distance (R) = 0.00 a9 31 load #3 (P,�: - - o Ibs s^ dead load tribtba W I 1xibutary ii t length: 0.0 EA. Int. roof = ( 2e p t )( 4/2 + 0.0/2 ) +( 20 pa )( 4/2 t 0.0/2) tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall= 0.0 0.0 floor #1= ( 2s pat )( 4.0/2 + 0.0/2 ) +( so pn )( 4.0/2 + 0.012) location: distance (L) = 0.00 ft distance (R) = 0.00 hgg-9 floor #2= ( o par )( 0.0/2 + 0.00 ) +( p paf )( 0.00 + 0.00 ) SA deck = ( 25 pe )( 4.0/2 + 0.0/2 ) +( 60 par )( 4.012 + 0.0/2) # load #4 (P4): - - e Ibe E ext. wall = ( 15 Per )( 0.00 + 0.00 ) 1.,) length: 0.0 Ext. Int. �7 int. wall = ( io p# )( 10.00 + 0.00 ) tributary w: roof= 0.0 Floor= 0.0 deck= 0.0 wall=0.0 0.0 'j veneer = ( o per )( 0.00 + 0.00 ) location: distance (L) = 0.00 ft distance (R) = 0.00 bean dl= 20 pif P1=10,971 It. ' �gerj 4. w=5201b/ft l i f:e+ 9y A N I Y Q R (L)= 6525lbs 4-0 R(R)= 652511a Calculated t { Value aaawBbfg ^o Residual `± t°,� This software is developed MS consulting ruo The sizing of its products Ped 99 P� 9 moment(Ib-R) = 12011 20100 40 % ✓ by this software will be accomplished in accordance with TJ Product design a= y� sxbon mpcmes S Qn) 4g.43 ]9.0 39% ✓ I=Ei [ i criteria and code accepted design values. area (in z)= 33.75 49.88 32% ✓ ti { j Disclaimer: The drawings, designs, information and procedures described deflecdon(In) = 0.04 0.20 L/1274 ei herein are for the exclusive use of MS Consulting Group. L. f Version 30 r-- Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 PdnW: 22 MAY 2018, 7:22PM ,Steed Beam He=C:WserslcalcoasllDOCUME-11ENERCA-114GENEV-2.EC' ENERCALC, INC. 1983-2077, BuiId:10.17:12.10; Ver.10.17.12.10 III r'KW-06009337 Licensee : MS Consulting Group, INC Description : BEAM #36: STEEL BEAM AT FRONT OF STAIRS CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 _ Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis; Major Axis Bending Wax35 Span =11.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load : D =17.0, L =16.0 k @ 9.50 ft, (BEAM 10) DESIGN SUMMARY - • • ' Maximum Bending Stress Ratio = 0.677 : 1 Maximum Shear Stress Ratio = 0.785 : 1 Section used for this span W8x35 Section used for this span W8x35 Me: Applied 58.616 k-ft Va : Applied 39.519 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 9,491 ft Location of maximum on span 11.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.103 in Ratio = 1,282>=360 Max Upward Transient Deflection 0.103 in Ratio = 1,282 >=360 Max Downward Total Deflection 0.214 in Ratio = 616 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations s Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 11.00 ft 1 0.274 0.317 23.69 23.69 144.58 86.58 1.00 1.00 15.97 75.52 50.34 'L.. +D+L+H Dsgn. L = 11.00 ft 1 0.529 0.614 45.83 45.83 144.58 86.58 1.00 1.00 30.89 75.52 50.34 +D+Lr+H Dsgn. L = 11.00 ft 1 0,274 0.317 23.69 23.69 144.58 86.58 1.00 1.00 15.97 75.52 50.34 +D+S+H Dsgn. L = 11.00 ft 1 0.274 0.317 23.69 23.69 144.58 86.58 1.00 1.00 15.97 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn. L = 11.00 ft 1 0.465 0.540 40.29 40.29 144.58 86.58 1.00 1.00 27.16 75.52 50.34 +D+0.750L+0.750S+H Dsgn. L = 11.00 ft 1 0,465 0.540 40.29 40.29 144.58 86.58 1.00 1.00 27.16 75.52 50.34 +D+0.60W+H Dsgn. L = 11.00 ft 1 0.274 0.317 23.69 23.69 144.58 86.58 1.00 1.00 15.97 75.52 50.34 +D+0.70E+H Dsgn. L = 11.00 ft 1 0.274 0.317 23.69 23.69 144.58 86.58 1.00 1.00 15.97 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 11.00ft 1 0A65 0.540 40.29 40.29 144.58 86.58 1.00 1.00 27.16 75.52 50.34 +D+0.750L+0.750S+0.450W+H Dsgn. L = 11.00 ft 1 0A65 0.540 40.29 40.29 144,51 16.58 1.00 1.00 27.16 75.52 50.34 •_, +D+0.750L+0.750S+0.5250E+H 7 r Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Panted:22 MAY 2018, 7:22PM ,Steel BeamFile=C:lUserslcalcoastlDOCUME-1\ENERCA-1\4GENE2. ENERCALC, INC. 1988-2017, Bu11di10.17.12.10; Ver:10.1V 7.12EC6.10 KW-06009337 Licensee : MIS Consulting Group, INC Description : BEAM #36: STEEL BEAM AT FRONT OF STAIRS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 11.00 ft 1 0.465 0.540 40.29 40.29 144.58 &58 1.00 1.00 27.16 75.52 50.34 +0.60D+0.60W+0.60H Dsgn. L = 11.00 ft 1 0.164 0,190 14.21 14.21 144.58 86.58 1.00 1.00 9.58 75.52 50.34 +0.60D+0.70E+0.60H Dsgn. L = 11.00 ft 1 0.164 0.190 14.21 14.21 144.58 86.58 1.00 1.00 9.58 75.52 50.34 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L= 11.00 ft 1 0.409 0.474 35.40 35.40 144.58 86.58 1.00 1.00 23.86 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn. L = 11.00 ft 1 0.677 0.785 58.62 58.62 144.58 86.58 1.00 1.00 39.52 75.52 50.34 Overall Maximum Deflections Load Combination Span Max. "=' Deft Location in Span Load Combination Max. W' Deft Location in Span +D+L+H 1 0.2142 6.160 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.893 30.893 Overall MlNimum 2.167 9.585 _ +D+H 3.611 15.975 +D+L+H 6.893 30.893 +D+Lr+H 3.611 15.975 +D+S+H 3.611 15.975 +D+0.750Lr+0.750L+H 6,072 27.163 +D+0.750L+0.750S+H 6.072 27.163 +D+0.60W+H 3.611 15.975 +D+0.70E+H 3.611 15.975 +D+0.750Lr+0.750L+0.450W+H 6.072 27.163 +D+0.750L+0.750S+0.450W+H 6.072 27.163 +D+0.750L+0.750S+0.5250E+H 6.072 27.163 +0.60D+0.60W+0.60H 2.167 9.585 +0.60D+0.70E+0.60H 2.167 9,585 t DOnly 3.611 15,975 Lr Only - L Only 3.282 14.918 S Only • W Only E Only H Only Steel Section Properties : W8x35 Depth = 8.120 in Ixx `= 127.00 inA4 J = 0.769 inA4 Web Thick = 0.310 in S xx 31.20 inA3 Cw = 619.00 inA6 Flange Width = 8.020 in R xx = 3.510 in 'i Flange Thick = 0.495 in 7x = 34.700 inA3 Area = 10.300 inA2 I yy = 42.600 inA4 Weight = 35.061 plf Syy = 10.600 iO3 Wno = 15.300 inA2 Kdesign = 0.889 in R yy = 2.030 in Sw = 15.200 inA4 i K1 = 0.813 in Zy = 16.100 inA3 Of = 7.280 inA3 ns = 2.280 in rT = 2.200 in Qw = 17.100 inA3 - Ycg = 4.060 in 61 Title Black Line 1 Project Title: .. You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pnnted:23 MAY 2018, 5:30PM Steel Beam File Fil.EC6 ENERCALC, INC.1983-2017, 6uild:10.17.12.10, Ver.10.17.1290 rKW-06009337 Licensee : MIS Consulting Group, INC Description : BEAM #37: STEEL BEAM AT SIDE OF BOILING AND DRIVE WAY CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 8-0 ft Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR+ROOF+WALL) Point Load: E =16.0 k @ 1.0 ft, (SW 15) Point Load: E = -16.0 k @ 4.0 ft, (SW 15) Load for Span Number 2 Uniform Load: D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR+ROOF+WALL) Point Load : D = 8.0, L = 8.0 k @ 0.50 ft, (BEAM 7) Point Load : E =16.0 k @ 7.50 ft, (SW 15) Maximum tienoing Stress Ratio = 0.218 : 1 Maximum shear stress Ratio = 0.458 :1 Section used forth is span W8x35 Section used for this span W8x35 Me: Applied 18.899 k-ft Va : Applied 23.059 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +0.560D+Lr+L+S+W+E+1.60H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 4.000ft Location of maximum on span 8,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection -0.035 in Ratio = 2,723>=360 Max Upward Transient Deflection -0.035 in Ratio = 2,723 >=360 Max Downward Total Deflection 0.018 in Ratio = 4899 >=180 Max Upward Total Deflection -0.024 in Ratio = 4023 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 8.00 ft 1 0.058 0.194 1.42 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 L Dsgn. L = 7.50 ft 2 0.058 0.194 2.57 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 +D+L+H Dsgn. L = 8.00 ft 1 0,104 0.375 2.23 -9.03 9.03 144.58 86.58 1.00 1.00 18.89 75.52 50.34 Dsgn. L = 7.50 ft 2 0,104 0.375 4.67 -9.03 9.03 144.58 86.58 1.00 1.00 18.89 75.52 50.34 +D+Lr+H t-, Dsgn. L = 8.00 ft 1 0.058 0,194 1.42 -5.02 tog 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & F Title Block" selection. Title Block Line 6 Pnoted:23 MAY Steel BeamFile=CAUsersk mast=CUME-11ENERCA-114GE ENERCALC, INC. 1983-2017, Build:10.17.1Z10, Vei r'Lic.0600 Description : BEAM #37: STEEL BEAM AT SIDE OF BUILING AND DRIVE WAY Load Combination Max Stress Ratios Summary of Moment Values Summary of S Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Dsgn. L = 7.50 ft 2 0.058 0.194 2.57 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.5 5:30PM Dsgn. L= 8.00 It 1 0.058 0.194 1.42 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 Dsgn.L= 7.50 ft 2 0.058 0.194 2.57 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn.L= 8.00ft 1 0.093 0.330 203 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 Dsgn.L= 7.50ft 2 0,093 0,330 4.14 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 +D+0.750L+0.750S+H Dsgn. L = 8.00 it 1 0.093 0.330 2.03 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 Dsgn. L = 7.50 it 2 0.093 0.330 4.14 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 +D+0.60W+H Dsgn. L = 8.00 ft 1 0.058 0.194 1.42 -5.02 5.02 144.5E 86.58 1.00 1.00 9.77 75.52 50.34 Dsgn. L = 7.50 ft 2 0.058 0.194 2.57 -5.02 5.02 144.58 86.58 1.00 1.00 9.77 75.52 50.34 +D+0.70E+H Dsgn. L= 8.00 it 1 0.149 0,179 5.78 -12.92 12.92 144.58 86.58 1.00 1.00 8.99 75.52 50.34 Dsgn. L = 7.50 ft 2 0.069 0.179 5.93 5.93 144.58 86.58 1.00 1.00 8.99 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.00 ft 1 0.093 0.330 2.03 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 Dsgn.L= 7.50 ft 2 0.093 0.330 4.14 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 +D+0.750L+0.750S+0.450W+H Dsgn. L = 8.00 ft 1 0.093 0.330 2.03 -8.03 8.03 144.58 86.5E 1.00 1.00 16.61 75.52 50.34 Dsgn. L = 7.50 ft 2 0.093 0.330 4.14 -8.03 8.03 144.58 86.58 1.00 1.00 16.61 75.52 50.34 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 8.00 it 1 0.106 0.318 4.97 -9.15 9.15 144.58 86.58 1.00 1.00 16.03 75.52 50.34 Dsgn. L = 7.50 It 2 0.075 0.318 6.46 -3.66 6.46 144.58 86.58 1.00 1.00 16.03 75.52 50.34 +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft 1 0,035 0.116 0.85 -3.01 3.01 144.58 86.58 1.00 1.00 5.86 75.52 50.34 Dsgn, L= 7.50 fit 2 0,035 0,116 1.54 -3.01 3.01 144.58 86.58 1.00 1.00 5.86 75.52 50.34 +0.60D+0.70E+0.60H Dsgn. L = 8.00 ft 1 0.154 0.132 5.42 -13.31 13.31 144.58 86.58 1.00 1.00 6.64 75.52 50.34 Dsgn. L = 7.50 it 2 0.062 0.101 5.37 5.37 144.58 86.58 1.00 1.00 5.08 75.52 50.34 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 8.00 It 1 0.218 0.268 8.03 -18.90 18.90 144.58 86.58 1.00 1.00 13.49 75.52 50.34 Dsgn. L= 7.50 it 2 0.100 0.268 8.68 8.68 144.58 86.58 1.00 1.00 13.49 75.52 50.34 +1.540 D+L r+L+S+W+E+H Dsgn.L= 8.00 ft 1 0.207 0.458 8.90 -17.95 17.95 144.58 86.58 1.00 1.00 23.06 75.52 50.34 Dsgn. L = 7.50 ft 2 0.123 0.458 10.61 -3.42 10.61 144.58 86.58 1.00 1.00 23.06 75.52 50.34 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. W' Defl Location in Span 1 0.0000 0.000 E Only -U352 4.128 +D+0.750L+0.750S+0.5250E+H 2 O.0184 3.600 0.0000 4.128 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination SupportI Support Support3 Overall MAXimum 7.040 22,962 17.110 Overall MlNimum 0.667 1.577 0.897 +D+H 1.112 12,136 1.495 +D+L+H 1.812 22.962 2.619 +D+Lr+H 1.112 12.136 1.495 +D+S+H 1.112 12.136 1.495 +D+0.750Lr+0.750L+H 1.637 20.256 2.338 +D+0.750L+0.750S+H 1.637 20.256 2.338 +D+0.60W+H 1.112 12.136 1.495 +D+0.70E+H 6.041 6.431 13.472 +D+0.750Lr+0.750L+0.450W+H 1.637 20.256 2.338 +D+0.750L+0.750S+0.450W+H 1.637 20.256 2.338 +D+0.750L+0.750S+0.5250E+H 5.333 15.977 11.321 +0.60D+0.60W+0.60H 0.667 7.282 0.897 +0.60D+0.70E+0.60H 5.596 1.577 12.874 D Only 1.112 12.136 1.495 Lr Only L Only 0.699 10.826 1.124 S Only W Only E Only 7.040 -8.150 17.110 H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & ( Title Block" selection. Steel Section Propei Depth = Web Thick = Flange Width = e., Flange Thick = Area = Weight = Kdesign = K1 = rts Ycg r Project Title: Engineer: Project Descr: o : W8x35 Project ID: 8.120 in I xx 127.00 inA4 J = 0.769 104 0.310 in S xx 31.20 iO3 Cw = 619.00 inA6 8.020 in Rxx = 3.510 in 0.495 in Zx = 34.700 inA3 10.300 inA2 1 yy = 42.600 1nA4 35.061 pit S yy = 10.600 inA3 Wno = 15.300 inA2 0.889 in R yy = 2.030 in Sw = 15.200 inA4 0.813 in Zy = 16.100 inA3 of = 7.280 inA3 2.280 in rT = 2.200 in Qw = 17.100 inA3 4.060 in r ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 26 JUL 2018, 5:21 PM Steel Beam File=C:IUsers\calcoastlDOCUME-1\ENERCA-1\4GENEV2.EC6 h I.II•Licensee Description : BEAM#38: STEEL BEAM AT FRONT OF ONE CAR GRG. CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties (' Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L i Span = 12.0 R I Span = 12.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Load for Span Number 1 Uniform Load: D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR+WALL ROOF) Point Load : E = 23.0 k @ 1.0 ft, (SW 15+2) Point Load : E = -16.0 k @ 6.0 ft, (SW 15) Point Load : D = 4.0, L = 4.0 k @ 6.0 ft, (BEAM 59) Load for Span Number 2 Uniform Load : D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR+WALL ROOF) Point Load: E = 16.0 k @ 6.0 ft, (SW 15) Point Load: D = 9.0, L = 9.0 k @ 11.0 ft, (BEAM 29+9) Point Load: D=4.0, L = 4.0 k @ 6.0 ft, (BEAM 59) Point Load : D =10.0, L =10.0 k @ 2.50 ft, (beam 28) UCJtt71V maximum nenamg stress Ka0o = 0.5116: 1 Section used for this span W8x67 Me: Applied 102.452 k-ft Mn / Omega : Allowable 174.900 k-ft Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 6.000ft Span# where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Im Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.116 in Ratio= 1,245>=360 -0.093 in Ratio= 1,540 >=360 0.176 in Ratio = 819 >=180 -0.065 in Ratio = 2218 >=180 W8x67 47.468 k 102.60 k +1.540D+Lr+L+S+W+E+H 12.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations F Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2018, 5:21PM Steel Beam File=C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6 i Description : BEAM#38: STEEL BEAM AT FRONT OF ONE CAR GRG. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 12.00 ft 1 0.163 0.154 6.30 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 Dsgn. L = 12.00 ft 2 0.163 0.154 23.15 -28.51 28.51 292.06 174.90 1.00 1.00 15.84 153.90 102.60 r- +D+L+H Dsgn. L = 12.00 ft 1 0.309 0.297 10.97 -54.01 54.01 292.08 174.90 1.00 1.00 30.44 153.90 102.60 Dsgn. L = 12.00 ft 2 0.309 0.297 44.80 -54.01 54.01 292.08 174.90 1.00 1.00 30.44 153.90 102.60 +D+Lr+H _ Dsgn. L = 12.00 ft 1 0.163 0.154 6.30 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 Dsgn. L = 12.00 ft 2 0.163 0.154 23.15 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 +D+S+H Dsgn. L = 12.00 8 1 0.163 0.154 6.30 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 Dsgn. L = 12.00 ft 2 0.163 0.154 23.15 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 0.272 0.261 9.80 A7.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 Dsgn.L= 12.00it 2 0.272 0,261 39.39 A7.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 +D+0.750L-0.750S+H Dsgn. L = 12.00 ft 1 0.272 0.261 9.80 -47.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 Dsgn. L = 12.00 ft 2 0.272 0.261 39.39 -47.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 +D+0.60W+H Dsgn. L = 12.00 ft 1 0.163 0.154 6.30 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 Dsgn. L= 12.00 ft 2 0,163 0.154 23.15 -28.51 28.51 292.08 174.90 1.00 1.00 15.84 153.90 102.60 f +D+0.70E+H Dsgn. L = 12.00 ft 1 0.186 0.212 10.98 -32.50 32.50 292.08 174.90 1.00 1.00 2178 153.90 102.60 Dsgn. L= 12.008 2 0.313 0.212 54.76 -32.50 54.76 292.08 174.90 1.00 1.00 21.78 153.90 102.60 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.00 ft 1 0.272 0.261 9.80 A7.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 Dsgn. L = 12.00 ft 2 0.272 0.261 39.39 -4T63 47.63 29208 174.90 1.00 1.00 26.79 153.90 102.60 +D+0.750L+0.7505+0.450W+H ` Dsgn. L = 12.00 ft 1 0.272 0.261 9.80 -47.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 Dsgn. L = 12.00 ft 2 0.272 0.261 39.39 -47.63 47.63 292.08 174.90 1.00 1.00 26.79 153.90 102.60 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 12.00 ft 1 0.289 0.304 9.94 -50.63 50.63 292.08 174.90 1.00 1.00 31.24 153.90 102.60 _ Dsgn. L = 12.00 ft 2 0.361 0.304 63.09 -50.63 63.09 292.08 174.90 1.00 1.00 31.24 153.90 102.60 +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft 1 0.098 0.093 3.78 -17.10 17.10 292.08 174.90 1.00 1.00 9.51 153.90 102.60 Dsgn.L= 12.008 2 0,098 0.093 13.89 -17.10 17.10 292.08 174.90 1.00 1.00 9S1 153.90 102.60 +O.60D+0.70E+0.60H ` Dsgn. L = 12.00 ft 1 0.136 0.150 10.09 -23.86 23.86 292.08 174.90 1.00 1.00 15.44 15&90 102.60 Dsgn. L = 12.00 ft 2 0.260 0.150 45.49 -21.10 45.49 292.08 174.90 1.00 1.00 15.44 153,90 102.60 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 12.00 ft 1 0,270 0.311 15.30 -47.17 47.17 292.08 174.90 1.00 1.00 31.94 153.90 102.60 i Dsgn.L= 12.00ft 2 0.456 0.311 79.76 A7.17 79.76 292.08 174.90 1.00 1.00 31.94 153.90 102.60 +1.540D+Lr+L+S+W+E+H Dsgn.L= 12.00 ft 1 0A29 0.463 17.46 -75.11 75.11 292.08 174.90 1.00 1.00 47.47 153.90 102.60 Dsgn.L= 12.00ft 2 OS86 0.463 102.45 -75.11 102.45 292.08 174.90 1.00 1.00 47.47 153.90 102.60 i . Overall Maximum Deflections Load Combination Span Max. '2 De8 Location in Span Load Combination Max. '+" Defl Location in Span 1 0.0000 0.000 E Only -0,0935 6.384 +D+0.750L+0.7505+0.5250E+H 2 O.1757 6.240 0.0000 6.384 �- Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MAXlmum 12.607 43.539 25.717 Overall MINimum 1A56 2.868 7.524 +D+H 2.427 23.022 12,760 +D+L+H 4.102 43.539 24.769 +D+Lr+H 2.427 23.022 12.760 +D+S+H 2.427 23.022 12.760 +D+0.750Lr+0.750L+H 3.683 38.410 21.766 +D+0.750L+0.750S+H 3.683 38.410 21,766 +D+O.60W+H 2.427 23.022 12.760 +D+0.70E+H 11.252 25.030 18.027 +D+0.750Lr+0.750L+0,450W+H 3.683 38.410 21.766 +D+0.750L+0.750S+0.450W+H 3.683 38.410 21.766 +D+0.750L+0.750S+0.5250E+H 10,302 39.916 25.717 +0.60D+0.60W+0.60H 1.456 13.813 7.656 L, Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 26 JUL 2018, 5:21 PM Steel Beam File=C:IusemscalwastlDOCUME-11ENERCA-114GENEV-2,EC6 Description : BEAM#38: STEEL BEAM AT FRONT OF ONE CAR GRG. Vertical Reactions Support notation: Far left is#1 Values in KIPS f Load Combination Support1 Support2 Support3 +0.60D+0.70E+O.60H 10.281 15.821 12.923 D Only 2A27 23.022 12.760 Lr Only L Only 1.675 20.517 12.008 S Only W Only E Only 12.607 2.868 7.524 ' H Only Steel Section Properties W8x67 Depth = 9.000 in 1 xx '- 272.00 in44 J = 5.050 in64 Web Thick = 0.570 in S xx 60.40 inA3 Cw = 1,440.00 inA6 Flange Width = 8.280 in R xx = 3.720 in Flange Thick = 0.935 in Zx = 70.100 inA3 Area = 19.700 inA2 I yy = 88.600 iO4 r Weight = 67.059 plf S yy = 21.400 iO3 Wno = 16.700 in^2 Kdesign = 1.330 in R yy = 2.120 in Sw = 32.300 inA4 - K1 = 0.938 in Zy = 32.700 inA3 Qf = 14.500 iO3 rts = 2.430 in Ow = 34.800 inA3 Yc3 = 4.500 in r $ / 39 6'X 1,2 W.C.D.F.*1 i, location: ABOVE STORAGE load #1(Pl): uplift ofshear wall# 2 0us w.cols wind - Vs = 533 plf 408 plf Condition: Flush beam Fe= 13SO psi 'I shear wall height (H)= 10.00It Ell =Emh+/-Ev=5330 IengN= 8..00 R F, 170 psi shear wall height (L) = 17.00 it Em=0.700 Eh= 9328 width = 5.5 in E = 1600 ksi distance (L) = 1.00 It E. (LOAD) = 9328 depth = I1.25 in I = 653 In° distance (R) 7.00 R wind uplle capacity = 4030 ells - 0 plf 0 plf --._� 0.00 It 0.00 It deadload tributary live load bributchm 'yu )G 0.00 It hoof = ( 20 p9P J( 0/2 + 0.0/2 )+( 20 psf )( 0/2 + 0.0/2 i :-� 0 Floor #1= ( 25 p9f j( 4/2 + 0.0/2 )+( slipped j( 4/2 + 0.0/2 floor #2= ( 0 ad j( 0/2 + 0.0/2 )+( Of If 0/2 + 0.0/2 ) dmk =( 25 paF )( 0/2 + 0.0/2 )+( BOW )( 0/2 + 0.012- eN. wall = ( 15 Pad' )( 0.00 + 0.00 1 Int. wall = ( 10 ad )( 10.00 + 0.00 — I veneer = ( 0 p9f )( 0.00 + 0.00 beamtll= 20 If `,� )1 0 4;=:1 - - 0lbs P1=9,33616v P2-0lbe E—i R (L)= 9113 Its -P1=9,3Mfix P2=albs 1.p• E—� 111111!ld11 E R (L)= -72101bs 8'-0,. P3=albs P4=albs P3=albs Po=01ha R(R) = 2117Its R(R) =-2151bs 0 P1=9,326all PI-olm E—� R (L)= 863816s -P1=9,3391bs PE=0lb. RI=-75851bs 8'-0" P3=0lb. P4=albs 8'-0" R(R) = 1643 Its P2=0lbs P4=01bs R (R) =-689Its w=2I01b/R This software is developetl MS consulting gmop. The sizing of Its products by this software will be 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 accomplished in accordance with T) Product design arterial and code accepted design values. m Disclaimer: The drawings, designs, Information and procedures described herein are for the exclusive use of MS Consulting Group. + R (L)= IND Ibs 8'-0" R (R) = 2oc,a6 f Iculated Ulculated Value allowable Value allowable o/9 Beal l gML1LQ m.L,Lu D G Moment(Ib-R) = 2160 13146 4686 17089 71% ✓ saws mmwa S(In3)= 19.20 116.02 33.4 116.0 71% ✓ Area(in2)= 9.53 61.88 61.9 61.9 0% ✓ Deflecb.ir ) = 0.02 0.40 L/4028 ✓ I L_.i Version 3p m Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. Title Block Line 6 Steel Beam o, r•ir• CODE REFERENCES Project ID: Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi D.. A!- A..:.. � KA.;, Avm Rnnrlinn Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D =1.0, L =1.30 klft, Tributary Width =1.0 ft, (FLOOR) Point Load : D = 25.0, L = 25.0 k @ 6.50 ft, (BEAM 33) Point Load : D = 3.20, L = 3.0, E = 24.0 k @ 8.50 ft, (BEAM 33) Point Load : D = 4.50, L = 4.50, E = 9.0 k @ 7.0 ft, (39) Load for Span Number 2 Uniform Load : D = 0.870, L =1.160 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: E _ -24.0 k @ 1.50 ft, (SW 10) Point Load : D=12.50, L =11.0 k @ 5.50 ft, (BEAM 37) DESIGN SUMMARY - •' Maximum Bending Stress Ratio = 0.604: 1 Maximum Shear Stress Ratio = 0.877 : 1 Section used for this span W10X88 Section used for this span WIOX88 Ma: Applied 170.238 k-ft Va : Applied 114.617 k Mn / Omega: Allowable 281.936 k-ft Vn/Omega : Allowable 130.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 10.000ft Location of maximum on span 10.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection -0.179 in Ratio = 735>=360 Max Upward Transient Deflection -0.179 in Ratio = 735 >=360 Max Downward Total Deflection 0.201 in Ratio = 657 >=180 Max Upward Total Deflection -0.059 in Ratio = 2252 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values ' Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm t-' +D+H Dsgn.L= 10.00ft 1 0.295 0.275 27.03 -83.24 83.24 470.83 281.94 1,00 1.00 Dsgn. L = 5.50 ft 2 0.295 0.136 -83.24 83.24 470.83 281.94 1.00 1.00 +D+L+H L, Dsgn. L= 10.00 ft 1 0.572 0,552 59.64 -161.29 161.29 470.83 281.94 1.00 1.00 0, 61 Va Max Vnx Vnx/Omega 35.89 196.02 130.68 17.77 196.02 130.68 72.14 196.02 130.68 r Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: ' using the "Settings" menu item Project Descr. and then using the "Printing & f Title Block" selection. Title Block Line 6 Pdnled: 23 MAY 2018, 3:40PM Steel Beam File=ClUseislcalcoastlDOCUME-11ENERCA-iWGENEV 2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12:10, Ver:10. 7:1210 f--Lic. # : KW-06009337 Licensee MS Consulting Description : BEAM #40: STEEL BEAM AT BAR Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r ' Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.50 ft 2 0.572 0.269 -161.29 161.29 470.83 281.94 1.00 1.00 35.15 196.02 130.68 ' +D+Lr+H Dsgn. L = 10.00 ft 1 0.295 0.275 27.03 -83.24 83.24 470.83 281.94 1.00 1.00 35.89 196.02 130.68 Dsgn. L = 5.50 ft 2 0.295 0.136 -83.24 83.24 470.83 281.94 1.00 1.00 17.77 196.02 130.68 +D+S+H Dsgn. L = 10.00 ft 1 0.295 0.275 2703 -83.24 83.24 470.83 281.94 1.00 1.00 35.89 196.02 130.68 Dsgn. L = 5.50 ft 2 0.295 0.136 -83.24 83.24 470.83 281.94 1.00 1.00 17.77 196.02 130.68 +D+0.750Lr+0.750L+H £ - _ Dsgn. L = 10.00 ft 1 0.503 0,483 51.49 -141.78 141.78 470.83 281.94 1.00 1.00 63.08 196.02 130.68 Dsgn. L = 5.50 ft 2 0.503 0.236 -141.78 141.78 470.83 281.94 1.00 1.00 30.80 196.02 130.68 ' +D+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 0.503 0.483 51.49 -141.78 141.78 470.83 281.94 1.00 1.00 63.08 196.02 130.68 r Dsgn. L = 5.50 ft 2 0.503 0.236 -141.78 141.78 470.83 281.94 1.00 U0 30.80 196.02 130.68 +D+0.60W+H Dsgn. L = 10.00 ft 1 0.295 0.275 27.03 -83.24 83.24 470.83 281.94 1.00 1.00 35.89 196.02 130.68 Dsgn. L = 5.50 ft 2 0.295 0.136 -83.24 83.24 470.83 281.94 1.00 1.00 17.77 196.02 130.68 +D+0.70E+H Dsgn. L = 10.00 ft 1 0.255 0.398 71.93 -58.04 71.93 470.83 281.94 1.00 1.00 52.06 196.02 130.68 Dsgn. L = 5.50 ft 2 0.206 0.125 58.04 58.04 470.83 281.94 1.00 1.00 16.32 196.02 130.68 ' - +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 10.00 ft 1 0.503 0,483 51.49 -141.78 141.78 470.83 281.94 1.00 1.00 63.08 196.02 130.68 Dsgn. L = 5.50 ft 2 0.503 0.236 -141.78 141.78 470.83 281.94 1.00 1.00 30.80 196.02 130.68 +D+0.750L+0.750S+0.450W+H Dsgn. L = 10.00 ft 1 0.503 0.483 51.49 -141.78 141.78 470.83 281.94 1.00 1.00 63.08 196.02 130.68 Dsgn. L = 5.50 ft 2 0.503 0.236 -141.78 141.78 470.83 281.94 1.00 1.00 30.80 196.02 130.68 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 10.00 ft 1 0.436 0.575 85.17 -122.88 122.88 470.83 281.94 1.00 1.00 75.20 196,02 130.68 Dsgn. L = 5.50 ft 2 0.436 0,214 -122.88 122.88 470.83 281.94 1.00 1.00 28.03 196.02 130.68 +0.60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 0.177 -0.165 16.22 -49.95 49.95 470.83 281.94 1.00 1.00 21.53 196.02 130.68 Dsgn. L = 5.50 ft 2 0.177 0.082 49.95 49.95 470.83 281.94 1.00 1.00 %66 196.02 130.68 +0.60D+0.70E+0.60H • Dsgn. L = 10.00 ft 1 0.217 0.288 61.12 -24.75 61.12 470.83 281.94 1.00 1.00 37.70 196.02 130.68 Dsgn. L = 5.50 ft 2 0.123 0.075 -34.57 34.57 470.83 281.94 1.00 1.00 9.79 196.02 130.68 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 10.00 ft 1 0.397 0.608 111.90 -88.66 111.90 470.83 281.94 1.00 1.00 79.45 196.02 130.68 Dsgn. L = 5.50 ft 2 0.314 0.189 -88.66 88.66 470.83 281.94 1.00 1.00 24.76 196.02 130.68 +1.540D+Lr+L+S+W+E+H Dsgn. L = 10.00 ft 1 0.604 0.877 138.39 -170.24 170.24 470.83 281.94 1.00 1.00 114.62 196.02 130.68 Dsgn. L = 5.50 ft 2 0.604 0.312 -170.24 170.24 470.83 281.94 1.00 1.00 40.74 196.02 130.68 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+0.750L+0750S+0.5250E+H 1 0.0756 5.040 0.0000 0.000 +D+L+H 2 O.2010 5.500 E Only -0.1396 4.290 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Supports Support Support3 Overall MAXimum 19.828 107,289 Overall MINimum 4.618 -0,900 L-' +D+H 7.697 53.655 +D+L+H 16.942 107.289 +D+Lr+H 7.697 53.655 +D+S+H 7.697 53.655 +D+0.750Lr+0.750L+H 14.631 93.881 +D+0.750L+0.750S+H 14,631 93.881 +D+0.60W+H 7.697 53.655 +D+0.70E+H 14.627 53.025 L: +D+0.750Lr+0.750L+0.450W+H 14.631 93.881 +D+0.750L+0.750S+0.450W+H 14.631 93.881 +D+0.750L+0.750S+0.5250E+H 19.828 93.408 +0.60D+0.60W+0.60H 4.618 32.193 +0.60D+0.70E+0.60H 11.548 31.563 D Only 7.697 53.655 Lr Only L Only 9.246 53.635 M M 1. _, S Only r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Primed: 23 MAY 2018, 3:40PM Steel Beam File =CAUseWDalcoasM0CUME-11ENERCA—iWGENEV-2.EC6 ENERCALC. INC. 19e3-2017. Build:10: 1712, 10. Ve, 10171710 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 E Only 9.900 -0.900 H Only Steel Section Properties : MOM Depth = 10.800 in I xx 534.00 104 J = 7.530 inA4 Web Thick = 0,605 in S xx 98.50 inA3 Cw = 4,330.00 inA6 Flange Width = 10.300 in Rxx = 4.540 in Flange Thick = 0.990 in 2x = 113.000 inA3 Area = 25.900 i02 lyy = 179.000 inA4 Weight = 88.164 plf S yy = 34.800 iO3 Wno = 25.300 i02 Kdesign = 1.490 in R yy = 2.630 in Sw = 64.400 inA4 Kt = 0.938 in Zy = 53.100 inA3 Of = 23.500 inA3 ns = 2.990 in rT = 2,830 in Ow = 55.900 inA3 Yog = 5.400 in q1 c r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Description : BEAM 41: STEEL BEAM ABOVE BAR CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bendino Axis : Maior Axis Bendino Beam self weiqht calculated and added to loadinq Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Paint Load : D = 25.0, L = 28.0, E =13.0 k @ 7.50 ft, (BEAM #33) Point Load : D = 8.0, L =10.0, E =10.0 k @ 7.50 ft, (BEAM #40) SUMMARY Maximum tienaing Stress Ratio = 0.856 : 1 Maximum Shear Stress Ratio = 0.299 : 1 Section used for this span W12x170 Section used for this span W12x170 Ma: Applied 587.374 k-ft Va : Applied 80.353 k Mn / Omega: Allowable 686.128 k-ft Vn/Omega : Allowable 268.80 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.521 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.293 in Ratio = 919>=360 Max Upward Transient Deflection 0.293 in Ratio = 919 >=360 Max Downward Total Deflection 0.586 in Ratio = 460 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# +D+H Dsgn. L = 22.50 It 1 +D+L+H Dsgn. L = 22.50 ft 1 +D+Lr+H Dsgn. L = 22.50 ft 1 +D+S+H Dsgn.L= 22.50ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 22.50ft 1 +D+0.750L+0.750S+H Dsgn.L= 22.50ft 1 +D+0.60W+H L Dsgn. L = 22.50 ft 1 +D+0.70E+H Dsgn. L = 22.50ft 1 +D+0.750Lr+0.750L+0.450W+H i. Dsgn. L = 22.50 ft 1 Max Stress Ratios M V Mmax+ Summary of Moment Values Mmax- Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.262 0.093 1N98 179.98 1,145.83 686.13 1A0 1.00 25.04 403.20 268.80 0.547 0.192 375.35 375.35 1,145.83 686.13 1.00 1.00 51.50 403.20 268.80 0.262 0.093 179.98 179.98 1,145.83 686.13 1.00 1.00 25.04 403.20 26830 0.262 0.093 179.98 179.98 1,145.83 686.13 1.00 1.00 25,04 403.20 268.80 0.476 0.167 326.51 326.51 1,145.83 686.13 1.00 1.00 44.88 403.20 268.80 0.476 0.167 326.51 326.51 1,145.83 686.13 1.00 1.00 44.88 403.20 268.80 0.262 0.093 179.98 179.98 1,145,83 686.13 1.00 1.00 25.04 403.20 268.80 0,379 0.133 260.37 260.37 1,145.83 686.13 1.00 1.00 35.77 403.20 268.80 0.476 0.167 326.51 q 2 326.51 1,145.83 686.13 1.00 1.00 44.88 403.20 268.80 r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Hdad 23 MAY 2018, 4:05PM Steed Beam File=C;lUserslcalcoutIDOCUME-i1ENERCA^iWGENEV^'.ECG ENERCALC, INC. 19G3-2017, auild:10.17.12.10, Ver:10.17.12.10 rKW-06009337 Licensee : MIS Consulting Group, INC Description : BEAM 41: STEEL BEAM ABOVE BAR Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r - Segment Length Span # M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 22.50ft 1 0.476 0.167 326.51 326.51 1,145.83 686.13 1.00 1.00 44.88 403.20 268.80 +D+0.750L+0.750S+0.5250E+H Dsgn. L= 22.50 ft 1 0.564 0.197 386.79 386.79 1,145.83 686.13 1.00 1.00 52.93 403.20 268.80 +0.60D+0.60W+0.60H Dsgn. L = 22.50 ft 1 0.157 0.056 107.99 107.99 1.145.83 686.13 1.00 1.00 15.02 403.20 268.80 +0.60D+0.70E+0.60H Dsgn. L= 22.50ft 1 0.275 0.096 188.38 188.38 1,145.83 686.13 1.00 1.00 25.76 403.20 268.80 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 22.50ft 1 0.599 0.208 410.99 410.99 1,145.83 686.13 1.00 1.00 55.81 403.20 268.80 +1.540D-Lr+L+S+W+E+H Osgn.L= 22.50ft 1 0.856 0.299 587.37 587.37 1,145.83 686.13 1.00 1.00 80.35 403.20 268.80 Overall Maximum Deflections Load Combination Span Max. "=' Dell Location in Span Load Combination Max. W' Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5865 10.350 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Overall MAXimum 52.934 28.409 Overall MINimum 15.024 7.667 +D+H 25.040 14.040 +D+L+H 51.498 27.831 +D+Lr+H 25.040 14.040 +D+S+H 25.040 14.040 +D+0.750Lr+0.750L+H 44.884 24.384 +D+0.750I-4750S+H 44.884 24.384 +D+0.60W+H 25.040 14.040 +D+0.70E+H 35.773 19.406 +D+0.750Lr+0.750L+0.450W+H 44.884 24.384 +D+0.750L+0.750S+0.450W+H 44.884 24.384 +D+0.750L+0.750S+0.5250E+H 52.934 28.409 +0.60D+0.60W+0.60H 15.024 8.424 +0.60D+0.70E+0.60H 25.757 13.791 D Only 25.040 14.040 Lr Only L Only 26.458 13.792 S Only W Only E Only 15.333 7.667 H Only Steel Section Properties : W12x170 Depth = 14.000 in I xx 1,650.00 104 J = 35.600 inA4 Web Thick = 0.960 in S xx 235,00 inA3 Cw = 20100.00 inA6 Flange Width = 12.600 in Rxx = 5.740 in Flange Thick = 1,560 in Zx = 275.000 inA3 Area = 50.000 inA2 I yy = 517.000 inA4 Weight = 170.200 plf S yy = 82.300 inA3 Wno = 39.200 inA2 Kdesign = 2.160 in R yy = 3.220 in Sw = 193.000 inA4 Ki = 1.313 in Zy = 126.000 inA3 Of = 56.500 inA3 I's = 3.710 in rT = 3.470 in Qw = 136.000 inA3 Yog = 7.000 in 3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: MAY Steel Beam File =C:lUsemtalcoestlt)CCUME-11ENERCA-114GENEV-2.EC6 ENERCAM. INC. 1993-2017. Ruild 10.17.19.10. Ver1n.1719:1n Description : BEAM 42: STEEL BEAM AT REAR OF BAR CODE REFERENCES r Calculations per AISC 360-10, IBC 2015, ASCE 7-10 _ Load Combination Set: ASCE 7-10 Material Properties r Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending i_ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load : D = 0.410, L = 0.550 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D=25.0. L=27.0, E = 15.0 k @ 7.50 ft, (BEAM 41) iviaximum zenaing stress Rati0 = 0.B57 : 1 Maximum sneaf Stress Ratio = 0.552 Section used for this span W10x77 Section used for this span W10x77 Ma: Applied 208.703 k-ft Via : Applied 62.036 k Mn / Omega: Allowable 243.513 k-ft Vn/Omega : Allowable 112.360 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.480ft Location of maximum on span 11.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.096 in Ratio = 1,377>=360 Max Upward Transient Deflection 0.096 in Ratio = 1,377 >=360 Max Downward Total Deflection 0.184 in Ratio = 717 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 11.00 ft 1 0.271 0,176 65.91 65.91 406.67 243.51 1.00 1.00 19.72 168.54 112.36 +D+L+H Dsgn. L = 11.00 ft 1 0.564 0.366 137.41 137.41 406.67 243.51 1.00 1,00 41.16 168.54 112.36 +D+Lr+H Dsgn. L = 11.00 ft 1 0.271 •0.176 65.91 65.91 406.67 243.51 1.00 1.00 19.72 168.54 112.36 +D+S+H Dsgn. L= 11.00 ft 1 0.271 0.176 65.91 65.91 406.67 243.51 1.00 1.00 19.72 168.54 112.36 +D+0.750Lr+0.750L+H Dsgn. L = 11.00 ft 1 0.491 0.319 119.54 119.54 406.67 243.51 1.00 1.00 35.80 168.54 112.36 +D+0.750L+0.750S+H Dsgn. L = 11.00 it 1 0.491 0.319 119.54 119.54 406.67 243.51 1.00 1.00 35.80 168.54 112.36 +D+0.60W+H Dsgn. L = 11.00 ft 1 0.271 0.176 65.91 65.91 406.67 243.51 1.00 1.00 19.72 168.54 112.36 +D+0.70E+H Dsgn.L= 11.00ft 1 0.373 0.239 90.90 90.90 406.67 243.51 1.00 1A0 26.88 168.54 112.36 +D+0.750 L r+0.750 L+0.450 W+H Dsgn. L = 11.00 ft 1 0.491 0.319 119.54 119.54 406.67 243.51 1.00 1.00 35.80 168.54 112.36 +D+0.750 L-0.750 S+0.450 W+H Dsgn. L = 11.00 ft 1 +D+0,750L+0.7505+0.5250E+H 0.491 0.319 119.54 ^, f� '�i[ 119.54 406.67 243.51 1.00 1.00 35.80 168.54 112.36 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 PdNed: 23 MAY 201% 4:33PM Steed Beam File =QWserslcalcoastM0CUME-11ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : BEAM 42: STEEL BEAM AT REAR OF BAR Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values (- Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 11.00ft 1 0.568 0.366 138.28 138.28 406.67 243.51 1.00 1.00 41.17 168.54 112.36 +0.60D+0.60W+0.60H Dsgn.L= 11.00ft 1 0,162 0.105 39.55 39.55 406.67 243.51 1.00 1.00 11.83 168.54 112.36 r +0.60D+0.70E+0.60H Dsgn. L = 11.00 ft 1 0.265 0.169 64.54 64.54 406.67 243.51 1.00 1.00 18.99 168.54 112.36 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 11.00ft 1 0.592 0.380 144.11 144.11 406.67 243.51 1.00 1.00 42.71 168.54 112.36 +1.540 D+L r+L+S+W+E+H r. Dsgn.L= 11.00ft 1 0.857 U52 208.70 208.70 406.67 243.51 1.00 1.00 62.04 168.54 112.36 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+^ Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1840 5.971 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 22.249 41.168 Overall MINimum 4.773 10.227 +D+H 10.633 19.724 +D+L+H 22.249 41.158 +D+Lr+H 10.633 19.724 +D+S+H 10.633 19.724 +D+0.750Lr+0,750L+H 19.345 35.799 +D+0.750L+0.7508+H 19.345 35.799 +D+0.60W+H 10.633 19.724 +D+0.70E+H 13.974 26.883 +D+0.750Lr+0.750L+0.450W+H 19.345 35.799 +D+0.750L+0.750S+0.450W+H 19.345 35.799 +D+0.750L+0.750S+0.5250E+H 21.850 41,168 +0.60D+0.60W+0.60H 6.380 11,834 +0.60D+0.70E+0.60H 9.721 18.993 D Only 10.633 19.724 Lr Only L Only 11.616 21.434 S Only W Only E Only 4.773 10.227 H Only Steel Section Properties : W10x77 Depth = 10.600 in Ixx 455.00 inA4 J = 5.110 inA4 Web Thick = 0.530 in Sxx 85.90 inA3 Cw = 3,630.001nA6 Flange Width = 10.200 in R xx = 4.490 in Flange Thick = 0.870 in Zx = 97.600 inA3 Area = 22.600 inA2 I yy = 154.000 inA4 Weight = 76.930 pit S yy = 30.100 inA3 Wno = 24.800 inA2 Kdesign = 1.370 in R yy = 2.600 in Sw = 55,000 inA4 K1 = 0.875 in Zy = 45,900 inA3 Of = 20.500 103 its = 2.950 in rT = 2,800 in Ow = 48.400 103 Ycg = 5.300 in �( 5 r Title Block Line 1 You can change this area using the "Settings" menu item and then using the"Printing & Title Block" selection. r Project Title: Engineer: Project ID: Project Descr: 1:56PM Steel. Beam File ,=C:lUserslcalcoastlDOCUME-1IENERCA-114GENEV-2.EC6 ENERCAI C. INC. 1AM9017. Ruild-I 717ID. Veui(1.171710 Description : BEAM 43: STEEL BEAM ABOVE GAME ROOM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.10, L = 0.10 kill, Tributary Width =1.0 ft, (FLOOR) Point Load : D = 24.0, L = 27.0. E = 9.0 k @ 7.50 ft, (BEAM 33) Point Load: E = 22.0 k @ 7.50 ft, (SW 10) DESIGN SUMMARY 1111111111111111M•' Maximum Bending Stress Ratio = 0.838 : 1 Maximum Shear Stress Ratio = 0.292 :1 Section used for this span W12x152 Section used for this span W12x152 Ma: Applied 507.779 k-ft Va : Applied 69.611 k Mn / Omega: Allowable 606.287 k-ft Vn/Omega : Allowable 238.380 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.491 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.279 in Ratio = 988 >=360 Max Upward Transient Deflection 0.279 in Ratio = 988 >=360 Max Downward Total Deflection 0.594 in Ratio = 464 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 23.00 ft - 1- 0.224 0.080 135.81 135.81 1,012.50 606.29 1.00 1.00 19.07 357.57 238.38 +D+L+H Dsgn. L = 23.00 ft 1 0.458 0.161 277.93 277.93 1,012.50 606.29 1.00 1.00 38.42 357.57 238.38 L.. +D+Lr+H Dsgn.L= 23.00ft 1 0.224 0.080 135.81 135.81 1,012.50 606.29 1.00 1.00 19.07 357.57 238.38 +D+S+H Dsgn.L= 23.00ft 1 0.224 0,080 135.81 135.81 1,012,50 606.29 1.00 1.00 19.07 357.57 238.38 +D+0.750Lr+0.750L+H Dsgn.L= 23.00ft 1 0.400 0.141 242.40 242.40 1,012.50 606.29 1.00 1.00 33.58 357.57 238.38 +D+0.750L+0.750S+H Dsgn.L= 23.00ft 1 0.400 0.141 242.40 242.40 1,012.50 606.29 1.00 1.00 33.58 357.57 238.38 +D+0.60W+H Dsgn. L = 23.00 ft 1 0.224 0.080 135.81 135.81 1,012.50 606.29 1.00 1.00 19.07 357.57 238.38 +D+0.70E+H Dsgn. L = 23.00 ft 1 0.405 0.141 245.37 245.37 1,012.50 606.29 1.00 1.00 33.70 357.57 238.38 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 23.00 ft 1 t_, 0.400 0.141 242.40 1 242.40 1,012.50 606.29 1.00 1.00 33.58 357.57 238.38 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Steel . Beam File = C:lUsems calcoastlDOCUME-11ENERCA-1\4GENEV-2.EC6 FNFRCAI C: INC. 1AA.9-7017. Ruiltl 16171210. Ver 10.171210 rl-nalliI $ w Description : Load Combination f, Segment Length 1: STEEL BEAM ABOVE GAME ROOM Max Stress Ratios Summary of Moment Values Span# V11 V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Shear Values Dsgn, L= 23.00 ft 1 0.400 0.141 242.40 242.40 1,012.50 606.29 1.00 1.00 33.58 357.57 238.38 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 23.00ft 1 0.535 0,187 324.57 324.57 1,012.50 606.29 1.00 1.00 44.55 357.57 238.38 +0.60D+0.60W+0.6011 Dsgn. L = 23.00 It 1 0.134 0.048 81.49 81.49 1,012.50 606.29 1.00 1,00 11.44 357.57 238.38 +0.60D+0.70E+0.60H Dsgn. L = 23.00 It 1 0.315 0.109 191.04 191.04 1,012.50 606.29 1.00 1.00 26.07 357.57 238.38 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 23.00ft 1 0.618 0.214 374.68 374.68 1,012.50 606.29 1.00 1.00 50.92 357.57 238.38 +1.540 D+L r+L+S+W+E+H Dsgn.L= 23.00ft 1 0.838 0.292 507.78 507.78 1,012.50 606.29 1.00 1.00 69.61 357.57 238.38 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination Max. Y' Dell Location in Span +D+0.750L-,0.750S+0.5250E+H 1 0.5944 10.580 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 44,551 23.499 Overall MINimum 11.444 6.436 +D+H 19.074 10.726 +D+L+H 38.419 20,680 +D+Lr+H 19.074 10,726 +D+S+H 19.074 10.726 +D+0.750Lr+0.750L+H 33.583 18.192 +D+0.750L+0.750S+H 33.583 18.192 +D+0.60W+11 19.074 10.726 +D+0.70E+H 33,698 17.802 +D+0.750Lr+0.750L+0.450W+H 33.583 18.192 +D+0.750L+0.750S+0.450W+H 33.583 18.192 +D+0.750L+0.750S+0.5250E+H 44.551 23.499 +0.60D+0.60W+0.60H 11.444 6.436 +0.60D+0.70E+0.60H 26.068 13.512 D Only 19.074 10.726 Lr Only L Only 19.346 9.954 S Only W Only E Only 20.891 10.109 H Only Steel Section Properties W12x152 Depth = 13.700 in I xx 1.430.00 inA4 J = 25.800 iO4 Web Thick = 0.870 in S xx 209.00 inA3 Cw = 17200.00 inA6 Flange Width = 12.500 in R xx = 5.660 in Flange Thick = 1.400 in Zx = 243.000 inA3 Area = 44.700 inA2 I yy = 454.000 inA4 Weight = 152.159 plf S yy = 72.800 inA3 Wno = 38.400 inA2 Kdesign = 2.000 in Ryy = 3.190 in Sw = 168.000inA4 K1 = 1.250 in Zy = 111.000 inA3 Qf = 50.100 inA3 its = 3.660 in rT = 3.440 in Qw = 121.000 inA3 Ycg = 6.850 in Ir Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block' selection. CODE REFERENCES r Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending r 0(24) LV7) E(9) WlOX77 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.450, L = 0.60 kilt, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 24.0, L = 27.0, E = 9.0 k @ 1.50 ft, (BEAM 43) DESIGN SUMMARY rt - . • ' Maximum Bending Stress Ratio = 0.465: 1 Maximum Shear Stress Ratio = 0.679 : 1 Section used for this span W10x77 Section used for this span W10x77 Ma: Applied 113.274 k-ft Va : Applied 76.250 k Mn / Omega : Allowable 243.513 k-ft Vn/Omega : Allowable 112.360 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 2.314ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.127 in Ratio = 1,415>=360 Max Upward Transient Deflection 0.127 in Ratio = 1,415 >=360 Max Downward Total Deflection 0.240 in Ratio = 751 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Str Load Combination Segment Length Span # +D+H Dsgn.L= 15.00ft 1 +D+L+H Dsgn.L= 15.00ft 1 +D+Lr+H Dsgn. L = 15,00 ft 1 +D+S+H Dsgn.L= 15.00ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 15.00 ft 1 +D+0.750L+0.750S+H Dsgn.L= 15.0011 1 +D+0.60W+H Dsgn.L= 15.00 ft 1 +D+0.70E+H Dsgn. L = 15.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 15.00ft 1 +D+0.750L+0.7505+0.450W+H Dsgn.L= 15.001t 1 +D+0.750L+0.750S+0.5250E+H M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx 0.157 0.227 38.29 38.29 406.67 243.51 1.00 1.00 25.55 168.54 112.36 0.335 0.484 81.48 81.48 406.67 243.51 1.00 1.00 54.35 168.54 112.36 0.157 0.227 38.29 38.29 406.67 243.51 1.00 1,00 25.55 168.54 112.36 0.157 0.227 38.29 38.29 406.67 243.51 1.00 1.00 25.55 168.54 112.36 0.290 0.420 70.69 70.69 406.67 243.51 1,00 1.00 47.15 168.54 112.36 0.290 0.420 70.69 70.69 406.67 243.51 1.00 1.00 47.15 168.54 112.36 0,157 0.227 38.29 38.29 406.67 243.51 1.00 1.00 25.55 168.54 112.36 0.190 0.278 46.26 46.26 406.67 243.51 1.00 1.00 31.22 168.54 112.36 0.290 0,420 70.69 70.69 406.67 243.51 1.00 1.00 47.15 168.54 112.36 0.290 0.420 70.69 q,F 70.69 406.67 243.51 1.00 1.00 47.15 168.54 112.36 r - Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Description : BEAM 44: STEEL BEAM AT FRONT OF WINE Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.00 ft 1 0.314 0.457 76.48 76.48 406.67 243.51 1.00 1.00 51.40 168.54 112.36 +0.60D+0.60W+0.60H Dsgn. L = 15.00fit 1 0.094 0.136 22.97 22.97 406.67 243.51 1.00 1.00 15.33 168.54 112.36 +0.60D+0.70E+0.60H Dsgn. L = 15.00 it 1 0.128 0.187 31.15 31.15 406.67 243.51 1.00 1.00 21.00 168.54 112.36 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 15.00 ft 1 0.312 0.456 75.91 75.91 406.67 243.51 1.00 1.00 51.21 168.54 112.36 +1.540D+Lr+L+S+W+E+H Deign. L = 15.00 it 1 0.465 0.679 113.27 113.27 406.67 243.51 1.00 1.00 76.25 168.54 112.36 Overall Maximum Deflections Load Combination Span Max. "" Dail Location in Span Load Combination Max. "+° Defl Location in Span +D+L+H 1 0,2396 6.900 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 r Overall MAXimum 54.352 13.552 Overall MINimum 8.100 0.900 +D+H 25.552 6.352 +D+L+H 54.352 13.552 _ +D+Lr+H 25.552 6.352 +D+S+H 25.552 6.352 +D+0.750Lr+0.750L+H 47,152 11.752 +D+0.750L+0.750S+H 47,152 11.752 +D+0.60W+H 25,552 6.352 +D+0.70E+H 31.222 6.982 +D+0.750Lr+0.750L+0.450W+H 47.152 11.752 ' +D+0.750L+0.750S+0.450W+H 47.152 11752 +D+0.750L+0.750S+0.5250E+H 51.404 12.224 +0.60D+0.60W+0.60H 15.331 3.811 +0.60D+0.70E+0.60H 21.001 4.441 D Only 25.552 6.352 Lr Only L Only 28.800 7.200 S Only W Only E Only 8.100 0.900 H Only Steel Section Properties : W10x77 Depth = 10.600 in Ixx 455.00 inA4 J = 5.110 inA4 Web Thick = 0.530 in S xx 85.90 inA3 Cw = 3,630.00 inA6 Flange Width = 10.200 in R xx = 4,490 in Flange Thick = 0.870 in Zx = 97.600 103 Area = 22.600 inA2 I yy = 154.000 inA4 Weight = 76.930 plf S yy = 30.100 inA3 Wno = 24.800 inA2 Kdesign = 1.370 in R yy = 2.600 in Sw = 55.000 inA4 _. K1 = 0.875 in Zy = 45.900 inA3 Of = 20.500 inA3 its = 2.950 in rT = 2.800 in Qw = 48.400 inA3 Ycg = 5.300 in L_ r ° Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 23 MAY 2018, 5:30PM Steel Beam File= CAUserslcalcoasADOCUME-11ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1983-2017, aulld:10.17.12.10; Ver:10.17.12.10 Description : BEAM 45: STEEL BEAM ABV. GAME ROOM CODE REFERENCES r Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending , Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20, L = 0.20 Will, Tributary Width =1.0 ft, (FLOOR) Point Load: D=2.0, L=2.0. E = 2.0 k @ 7.50 ft, (BEAM 33) Point Load : D = 3.50, L = 3.50, E = 5.0 k @ 6.0 ft, (BEAM 35) Point Load: D = 3.50, L = 3.50, E = 25.0 k @ 2.50 ft, (BEAM 35) Maximum tsenomg stress Kato = 0.661 : 1 Maximum Shear Stress Ratio = 0.403 : 1 Section used for this span W10x88 Section used for this span W10x88 Ma: Applied 186.465 k-ft Va : Applied 52.648 k Mn / Omega: Allowable 281.936 k-ft Vn/Omega : Allowable 130.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.491 ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.384 in Ratio = 717>=360 Max Upward Transient Deflection 0.384 in Ratio = 717 >=360 Max Downward Total Deflection 0.646 in Ratio = 427 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Segment Length Span # Max Stress Ratios M V Mmax+ Summary of Moment Values Mmax- Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H [ Dsgn. L = 23.00 ft 1 0.166 0.079 46.90 46.90 470.83 281.94 1.00 1.00 10.37 196.02 130.68 +D+L+H . Dsgn. L = 23.00 ft 1 0.315 0.151 88.67 88.67 470.83 281.94 1.00 1.00 19.72 196.02 130.68 +D+Lr+H Dsgn. L = 23.00 ft 1 0.166 0.079 46.90 46.90 470.83 281.94 1.00 1.00 10.37 196.02 130.68 +D+S+H Dsgn. L = 23.00 ft 1 0.166 0.079 46.90 46.90 470.83 281.94 1.00 1.00 10.37 196.02 130.68 +D+0.750Lr+0.750L+H Dsgn. L = 23.00 ft 1 0,277 0.133 7823 78.23 470.83 281.94 1.00 1.00 17.38 196.02 130.68 +D+0.750L+0.750S+H Dsgn. L = 23.00 ft 1 0.277 0.133 78.23 78.23 470.83 281.94 1.00 1.00 17.38 196.02 130.68 +D+0.60W+H Dsgn. L = 23.00 ft 1 0.166 0.079 46.90 46.90 470.83 281.94 1.00 1.00 10.37 196.02 130.68 Lf +D+0.70E+H l {% r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnted: 23 MAY 2018, 6:30PM Steel Beam File =.ClUsers\calcoastlDOCUME-1IENERCA-1MGENEV-2.EC6 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17,12.10 KW-06009337 Licensee : MS Consulting Group, INi Description : BEAM 45: STEEL BEAM ABV. GAME ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omec +D+0.750Lf+0.750L+0.450W+H Dsgn. L = 2300 ft 1 0.277 0.133 78.23 78.23 470.83 281.94 1.00 1.00 17.38 196.02 130.68 +D+0.750 L+0.750 S+0.450 W+H Dsgn. L = 23.00 ft 1 0.277 0.133 78.23 78.23 470.83 281.94 1.00 1.00 17.38 196.02 130.68 +D+0.750L+0,750S+0.5250E+H Dsgn. L = 23.00 ft 1 0.412 0.243 116.27 116.27 470.83 281.94 1.00 1.00 31.73 196.02 130.68 +0.60D+0.60W+0.60H Dsgn. L = 23.00 ft 1 0.100 0.048 28.14 28.14 470.83 281.94 1.00 1.00 6.22 196.02 130.68 +0.60D+0.70E+0.60H Dsgn. L = 23.00 ft 1 0.285 0.194 80.34 80.34 470.83 281.94 1.00 1.00 25.35 196.02 130.68 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 23.00 ft 1 0.503 0.325 141.78 141.78 470.83 281.94 1.00 1.00 42.49 196.02 130.68 +1.540D+Lr+L+S+W+E+H Dsgn. L = 23.00 ft 1 0.661 0.403 186.46 186.46 470.83 281.94 1.00 1.00 52.65 196.02 130.68 Overall Maximum Deflections Load Combination Span Max. '2 Deft Location in Span Load Combination Max. W' Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6461 10.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Overall MAXimum 31.730 10.898 Overall MlNimum 6.221 3.156 +D+H 10.368 5.260 +D+L+H 19.723 9.505 +D+Lr+H 10.368 5.260 +D+S+H 10.368 5.260 +D+0.750Lr+0.750L+H 17.384 8.444 +D+0.750L+0.750S+H 17.384 8.444 +D+0.60W+H 10.368 5.260 +D+0.70E+H 29.496 8.531 +D+0.750Lr+0.750L+0.450W+H 17.384 8.444 +D+0.750L+0.750S+0.450W+H 17.384 8.444 +D+0750L+0.750S+0.5250E+H 31.730 10.898 +0.60D+0.60W+0.60H 6.221 3.156 +0.60D+0.70E+0.60H 25.349 6.427 D Only 10.368 5.260 Lr Only L Only 9.354 4.246 S Only W Only E Only 27.326 4.674 H Only Steel Section Properties : MOM Depth = 10.800 in I xx =` 534,00 inA4 J = 7.530 inA4 Web Thick = 0.605 in S xx 98.50 103 Cw = 4,330.00 inA6 Flange Width = 10.300 in Rxx = 4.540 in Flange Thick = 0.990 in Zx = 113.000 inA3 Area = 25.900 inA2 I yy = 179.000 inA4 Weight = 88.164 Pf S yy = 34.800 inA3 Wno = 25.300 i02 Kdesign = 1.490 in R yy = 2.630 in Sw = 64.400 inA4 K1 = 0,938 in Zy = 53.100 inA3 Of = 23.500 inA3 rts = 2.990 in rT = 2.830 in Qw = 55.900 in43 Yog = 5.400 in r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Beam Description : BEAM #46: STEEL BEAM AT RGT. OF GAME ROOM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending wlox60 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Uniform Load: D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (ROOF/FLOOR/ WALL) Point Load : E = 2.80 k @ 4.0 ft, (SW 12) Point Load : E = 22.0 k @ 11.50 ft, (SW 10) Point Load : D = 4.0, L = 4.0 k @ 11.50 ft, (BEAM 7) maximum oenamg acress maao = u.715: 1 Maximum Snear Stress Ratio = 0.372 : 1 Section used for this span W10x60 Section used for this span W10X60 Ma: Applied 133.132 k-ft Va : Applied 31.881 k Mn / Omega: Allowable 186.128 k-ft Vn/Omega : Allowable 85.680 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 11.474ft Location of maximum on span 16.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.280 in Ratio = 686>=360 Max Upward Transient Deflection 0.280 in Ratio = 686 >=360 Max Downward Total Deflection 0.329 in Ratio = 584 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 L. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +O+H Dsgn. L = 16.00ft 1 0,135 0.076 25.09 25.09 310.83 186.13 1.00 1.00 6.55 128.52 85.68 +D+L+H Dsgn.L= 16.00ft 1 0,245 0.138 45.65 45.65 310.83 186.13 1.00 1.00 11.83 128.52 85.68 +D+Lr+H Dsgn. L = 16.00ft 1 0.135 0.076 25.09 25.09 310.83 186.13 1.00 1.00 6.55 128.52 85.68 i . +O+S+H Dsgn. L = 16.00 ft 1 0.135 0.076 25.09 25.09 310.83 186.13 1.00 1.00 6.55 128.52 85.68 - +D+0.750Lr+0.750L+H Dsgn.L= 16.00@ 1 0.218 0.123 40.50 40.50 310.83 186.13 1.00 1.00 10,51 128.52 85.68 +D+0.750L+0.750S+H Dsgn.L= 16.00ft 1 0.218 0.123 40.50 40.50 310.83 186.13 1.00 1.00 10.51 128.52 85.68 +D+0.60W+H Dsgn. L = 16.00 ft 1 0.135 0.076 25.09 I 25.09 310.83 186.13 1.00 1.00 6.55 128.52 85.68 +D+0.70E+H r' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnled. 24 MAY L Steel Beam File =C:\Userslcalwast\OOCUME-1\ENERCA-1\4GE ENERCALC, INC. 19M2017, Build:10.17.12.10, Vei P , KW-06009337 Licensee : MS Consulting Description : BEAM #46: STEEL BEAM AT RGT, OF GAME ROOM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 16.00 It 1 0.412 0.211 76.77 76.77 310.83 186.13 1.00 1.00 18.11 128.52 85M +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.00 ft 1 0.218 0.123 40.50 40.50 310.83 186.13 1.00 1.00 10.51 128.52 85.68 +D+0.750L+0.750 S+0.450 W+H Dsgn. L = 16.00 ft 1 0.218 0.123 40.50 40.50 310.83 186.13 1.00 1.00 10.51 128.52 85.68 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.00 ft 1 0.426 0.224 79.31 79.31 310.83 186.13 1.00 1.00 19.18 128.52 85.68 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.081 0.046 15.06 15.06 310.83 186.13 1.00 1.00 3.93 128.52 85.68 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0.359 0.181 66.83 66.83 310.83 186.13 1.00 1.00 15.49 128.52 85.68 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 16.00 ft 1 0.584 0.297 108.78 108.78 310.83 186.13 1.00 1.00 25A6 128.52 85.68 +1.540D+Lr+L+S+W+E+H Dsgn. L = 16.00 ft 1 0.715 0.372 133.13 133.13 310.83 186.13 1.00 1.00 31.88 128.52 85.68 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. W' Defl Location in Span +D+0.750L+0,750S+0.5250E+H 1 0.3289 8.549 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.883 3.933 +D+H 4,804 6.554 . - +D+L+H 8.329 11.829 +D+Lr+H 4.804 6.554 +D+S+H 4.804 6.554 +D+0.750Lr+0.750L+H 7.448 10.511 +D+0750L+0.750S+H 7,448 10.511 +D+0.60W+H 4,804 6.554 +D+0.70E+H 10.606 18.113 +D+0.750Lr+0.750L+0.450W+H 7.448 10.511 +D+0.750L+0.750S+0.450W+H 7.448 10.511 +D+0.750L+0.750S+0.5250E+H 11.799 19.180 +0.60D+0.60W+0.60H 2.883 3.933 +0.60D+0.70E+0.60H 8.684 15.491 D Only 4.804 6.554 Lr Only L Only 3,525 5.275 S Only W Only E Only 8.288 16.513 H Only Steel Section Properties : WIWI) Depth = 10.200 in I xx 341,00 inA4 J = 2.480 inA4 Web Thick = 0.420 in S xx 66.70 inA3 Cw = 2.640.00 inA6 -- Flange Width = 10.100 in Rxx = 4.390 in Flange Thick = 0.680 in Zx = 74.600 iO3 Area = 17.600 inA2 I yy = 116.000 104 Weight = 59.910 pit S yy = 23.000 iO3 Wno = 24,000 inA2 L- Kdesign = 1.180 in R yy = 2.570 in Sw = 41.300 inA4 K1 = 0.813 in Zy = 35.000 1nA3 Of = 15.700 inA3 its = 2.880 in rT = 2.770 in Ow = 36.800 inA3 Ycg = 5.100 in L L. 10 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam r ,Lic.06009 Description: BEAM #48: EXISTING W8X35 STEEL FLUSH BEAM AT GYM CODE REFERENCES i Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Span = 19.0 ft Project ID: Printed: Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi 1:58PM Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.30, L = 0.350 klft, Tributary Width =1.0 ft, (FLOOR) Maximum benamg Stress Katio = 0.451 : 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma: Applied 39.078 k-ft Va : Applied 8.227 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 9.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.280 in Ratio = 814>=360 Max Upward Transient Deflection 0.280 in Ratio = 814 >=360 Max Downward Total Deflection 0.548 in Ratio = 416 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Segment Length Span# M V Mmax+ Mmax- Ma Max +D+H Dsgn. L = 19.00 ft 1 0.175 0.063 15.12 15.12 +D+L+H Dsgn. L = 19.00 It 1 0.357 0.129 30.91 30.91 +D+Lr+H Dsgn. L = 19.0011 1 0.175 0.063 15.12 15.12 +D+S+H Dsgn. L = 19.00 ft 1 0.175 0.063 15.12 15.12 +D+0.750Lr+0.750L+H Dsgn. L = 19.00 ft 1 0.311 0.113 26.96 26.96 +D+0.750L+0.750S+H Dsgn. L = 19.00 ft 1 0.311 0.113 26.96 26.96 +D+0.60W+H Dsgn. L = 19.00 It 1 0.175 0.063 15.12 15.12 +D+0.70E+H Dsgn. L = 19.00 It 1 0.175 0.063 15.12 15.12 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 19.00 ft 1 0.311 0.113 26.96 26.96 +D+0.750L+0.750S+0.450W+H Dsgn. L = 19.00 ft 1 0.311 0.113 26.96 26.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 19.00 ft 1 0.311 0.113 26.96 26.96 +0.60+0.60W+0.60H Dsgn. L = 19.00 ft 1 0.105 0.038 9.07 '" 9.07 144.58 86.58 1.00 1.00 3.18 75.52 50.34 144.58 86.58 1.00 1.00 6.51 75.52 50.34 144.58 86.58 1.00 1.00 3.18 75.52 50.34 144.58 86.58 1.00 1.00 3.18 75.52 50.34 144.58 86.58 1.00 1.00 5.68 75.52 50.34 144.58 86.58 1.00 1.00 5.68 75.52 50.34 144.58 86.58 1.00 1.00 3.18 75.52 50.34 144.58 86.58 1.00 1.00 3.18 75.52 50.34 144.58 86.58 1.00 1.00 5.68 75.52 50.34 144.58 86.58 1.00 1.00 5.68 75.52 50.34 144.58 86.58 1.00 1.00 5.68 75.52 50.34 144.58 86.58 1.00 1.00 1.91 75.52 50.34 I 47 6 X 12 W.C.D.F. *1, Coution: ABOVE MAID BATH load #1 (Pl): uplift of shear wall # 13 oft. wind Vs = 670 alf 513 of Condition: flush thadant Ft= 130 psi shear wall height (H) - 10.00 f: Eh = E.h+/-Ev= 6700 laingl 5.00 111: F,= 170 psi 7 shear wall height (L) = 8.00 ft EM=0,7n0 Eh= 11725 21 width = 5.5 in E = I" hei distance (L) = 3.00 fi, E. (LOAD) = 11725 depth- 11.25 In I = 653 Irl clistance, (R) - 2.00 ft Wind uplift capacit, = 5080 It. 13 0 pIf 0 olf 0.00 f: J Ilse Itudd 0.00 F, cleacload tribuld, tribal 0.00 F, hoof 20 psi 0/2 , 0.0/2 20 pop 0/2 + 0012 0 floor #1= ( 25 psf 4/2 + 0.0/2 50 pop 4/2 . 0.0/2 floor #2- ( 0 poll 0/2 + 0.0/2 Opal 0/2 + 0.012 deck = ( 25 Xf 0/2 + 0.012 60pd 0/2 + 0.012 V W. wall = 15 pof 0.00 + 0.00 int. wall - 10 psi 10.00 + 0.00 1 veneer = 0 led 0.00 + 0.00 both, all = 20 pff SPECIAL SEMMIC LOAD COMBINAMN P1=11,725 ]as P2=0 Its 1. P4-.pw (- "-", ) I ..no R (Q- 5285 up R (R) = 7630 los -PI=12,725 Its P2=O las .=a M P4=011a 0 ]as 0 P1=11,725 IM P...'as P3=01b P4+016v 3%0., 1 R gQ= 4988 Its 51-01, R (R) = 7333 IN -Pl.17,725 Its P2=0 lin P2=0 Its .=a llbs T-O" (---) T R (Q- -4095 Its R (R) = -WO Ins, !_,_I RL - -4392 Its 1.-0., R (R) = -6737 Its w=270 lb/ft IFIhIs software Is developed HIS consulting grul The sizing of its products by this software will be acoomplished in accorgancea with TJ Product design criteria and code accepted design values. di Disaclainger: The drawings, designs, Information and prooecures described herein are for one exclusive 11h use of MIS Zonsulting Group. ti R (Q- M to R (R) it, Calculauted! Calculated r—4 , t, I V.I.. Al Value allowable G/o Residual g,.L+LQ o.L+LQ d! ,do Monhenl - W 13146 507 17089 61IA v` I'. lemon P uw S (ir?)= 7.50 116.02 45.3 116.0 61% ✓ A. (Ir)= 5.96 61.88 51.9 61.9 16,k V 1-�j Deflectiol 0.00 0.25 -116500 V, Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Steel Beam r Description: BEAM #48: EXISTING WBX35 STEEL FLUSH BEAM AT GYM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 19.00 ft 1 0.105 0.038 9.07 9.07 144.58 86.58 1.00 1.00 1.91 75.52 50.34 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 19.00ft 1 0.280 0.101 24.26 24.26 144.58 86.58 1A0 1.00 5.11 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn.L= 19,00ft 1 0.451 0.163 39.08 39.08 144.58 86.58 1.00 1.00 8.23 75.52 50.34 Overall Maximum Deflections Load Combination Span Max.'-" De8 Location in Span Load Combination Max. W' Deb Location in Span +D+L+H 1 0.5479 9.554 0.0000 0.000 Vertical Reactions Support nota8on : Far left is #1 Values in KIPS Load Combination Support Support2 Overall MINimum 1.910 1.910 +D+H 3.183 3.183 +D+L+H 6.508 6.508 +D+Lr+H 3.183 3.183 +D+S+H 3.183 3.183 +D-10.750Lr+0.750L+H 5.677 5.677 +D+0.750L+0.750S+H 5.677 5.677 +D+0.60W+H 3.183 3.183 +D+0.70E+H 3.183 3.183 +D+0,750Lr+0.750L+0.450W+H 5.677 5.677 +D+0.750L+0.750S+0.450W+H 5.677 5.677 +D+0.750L+0.750S+0.5250E+H 5.677 5.677 +0.60D+0.60W+0.60H 1.910 1.910 +0.60D+0.70E+0.60H 1.910 1.910 D Only 3.183 3.183 Lr Only L Only 3.325 3.325 S Only W Only E Only H Only Steel Section Properties : W8x35 Depth = 8.120 in Ixx = 127.00 iO4 J = 0.769 104 Web Thick = 0.310 in S xx 31.20 inA3 Cw = 619.00 1nA6 Flange Width = 8.020 in R xx = 3.510 in Flange Thick = 0.495 in Zx = 34.700 inA3 Area = 10.300 inA2 I yy = 42.600 inA4 Weight = 35.061 plf S yy = 10.600 in9 Who = 15.300 inA2 Kdesign = 0.889 in R yy = 2.030 in Sw = 15.200 inA4 K1 = 0.813 in Zy = 16.100 inA3 Qf = 7.280 inA3 rts = 2.280 in rT = 2.200 in Qw = 17.100 inA3 Yog = 4.060 in L. In t Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & I Title Block" selection. Steel Beam rne=e:weeMs 81coasnuuwML-ngNLrcUA-1wuLNEV-Z.LUD ' FNFRrAl f. MC 1QAq-9n17 guild 1n 17191n \/er101t 191n r' n 1.11• nIS Consulting Group, li'V;- Description : Beam #49: STEEL HEADER AT RGT. OF GYM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending nypnau �uaua ayy,mu ivy mini u. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.40, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR/ WALLI ROOF) Point Load : D = 2.0, L = 2.0 k @ 2.0 ft, (BEAM 9) Point Load : D = 9.0, L = 9.0 k @ 2.0 ft, (SW 30) Load for Span Number 2 Uniform Load: D = 0A0, L = 0.30 k/ft, Tributary Width =1.0 ft, (FLOOR/ WALL/ ROOF) Point Load: D = 3.50, L = 3.50 k @ 4.50 ft, (BEAM 48) Point Load: E = 3.0 k @ 6.0 ft, (SW 12) Maximum Bending Stress Ratio = 0.242: 1 Maximum Shear Stress Ratio = 0.594 : 1 Section used for this span W8x35 Section used for this span W8x35 Me: Applied 20.932 k-ft Va : Applied 29.880 k Mn / Omega : Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 4.508ft Location of maximum on span 2.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection -0.011 in Ratio = 4,450>=360 Max Upward Transient Deflection -0.011 in Ratio = 4,450 >=360 Max Downward Total Deflection 0.030 in Ratio = 2813 >=180 Max Upward Total Deflection -0.023 in Ratio = 2118 >=180 Maximum Forces &Stresses for Load Combinations �. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 2.00 ft I(. 1 0.010 0.236 -0.87 0.87 144.58 86.58 1.00 1.00 11.87 75.52 50.34 Dsgn. L = 7.00 ft 2 0.089 0.072 7.74 -0.87 7.74 144.58 86.58 1.00 1.00 3.65 75.52 50.34 +D+L+H Dsgn. L= 2.00ft 1 0.017 0,466 -1.47 1.47 144.58 86.58 1.00 1.00 23.47 75.52 50.34 Dsgn. L= 7.00 it 2 0.171 0,136 14.82 -1.47 14.82 144.58 86.58 1.00 1.00 6.86 75.52 50.34 +D+Lr+H Dsgn. L = 2.00 ft 1 0.010 0236 ` C% -0.87 0.87 144.58 86.58 1.00 1.00 11.87 75.52 50.34 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. I Steel Beam File=C:lUserslcalwmtlDOCUME-11ENERCA-114GENEV-2.EC6 .� ENERCALC. INC.1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Description: Beam#49: STEEL HEADER AT RGT. OF GYM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values -' Segment Length Span # M V Mmax+ Mmax - Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 7.00ft 2 0.089 0,072 7.74 -0.87 7.74 144.58 86.58 1.00 1.00 3.65 75.52 50.34 +D+S+H Dsgn. L = 2.00 it 1 0.010 0.236 -0.87 0.87 144.58 86.58 1.00 1.00 11.87 75.52 50.34 r Dsgn. L = 7.00 it 2 0.089 0,072 7.74 -0.87 7.74 144.58 86.58 1.00 1.00 3.65 75.52 50.34 '.. +D+0.750Lr+0,750L+H Dsgn. L = 2.OD it 1 0.015 0.409 -1.32 1.32 144.58 86.58 1.00 1.00 20.57 75.52 50.34 Dsgn. L = 7.00 ft 2 0.151 0.120 13.05 -1.32 13.05 144.58 86.58 1.00 1.00 6.06 75.52 50.34 +D+0.750L+0.750S+H F Dsgn. L= 2.00 it 1 0.015 0.409 -1.32 1.32 144.58 86.58 1.00 1.00 20,57 75.52 50.34 Dsgn. L = 7.00 ft 2 0.151 0.120 13.05 -1.32 13.05 144.58 86.58 1.00 1.00 6.06 75.52 50.34 - +D+0.60W+H Dsgn. L = 2.00 it 1 0.010 0.236 -0.87 0.87 144.58 86.58 1.00 1.00 11.87 75.52 50.34 r-, Dsgn. L= 7.00 it 2 0.089 0.072 7.74 -0.87 7.74 144.58 86.58 1.00 1.00 3.65 75.52 50.34 +D+0.70E+H Dsgn. L = 2.00 it 1 0.010 0.236 -0.87 0.87 144.58 86.58 1.00 U0 11.87 75.52 50.34 Dsgn. L = 7.00 it 2 0.105 0.108 9.09 -0.87 9.09 144.58 86.58 1.00 1 A0 5.45 75.52 50.34 - +D+0.75OLr+0.750L+0.450W+H Dsgn. L = 2.00 It 1 0.015 0.409 -1.32 1.32 144.58 86.58 1.00 1.00 20.57 75.52 50.34 Dsgn. L = 7.00 it 2 0.151 0.120 13.05 -1.32 13.05 144.58 86.58 1.00 1.00 6.06 75.52 50.34 - - +D+0.750L+0.750S+0.450W+H Dsgn. L = 2.00 ft 1 0.015 0.409 -1.32 1.32 144.58 86.58 1.00 1.00 20.57 75.52 50.34 r Dsgn, L = 7.00it 2 0.151 0.120 13.05 -1.32 13.05 144.58 86.58 1.00 1.00 6.06 75.52 50.34 +D+0.750L+0.75OS+0.5250E+H Dsgn. L = 2.00 it 1 0.015 0.409 -1.32 1.32 144.58 86.58 1.00 1.00 20.57 75.52 50.34 Dsgn. L = 7.00 it 2 0.162 0.147 14.06 -1.32 14.06 144.58 86.58 1.00 1.00 7.41 75.52 50.34 +0.60D+0.60W+0.60H Dsgn. L = 2.00 It 1 0.006 0.141 -0.52 0.52 144.58 86.58 1.00 1.00 7.12 75.52 50.34 - Dsgn. L = 7.00 it 2 0.054 0.043 4.65 -0.52 4.65 144.58 86.58 1.00 1.00 2.19 75.52 50.34 - +0.60D+0.70E+0.60H Dsgn. L = 2.00 ft 1 0.006 0.141 -0.52 0.52 144.58 86.58 1.00 1.00 7.12 75.52 50.34 Dsgn. L = 7.00 ft 2 0.069 0.079 6.00 -0.52 6.00 144.58 86.58 1.00 1.00 3.99 7552 50.34 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 2.00 ft 1 0.013 0.362 -1.09 1.09 144.58 86.58 1.00 1.00 18.25 75.52 50.34 Dsgn. L = 7.00 ft 2 0.154 0.156 13.35 -1.09 13.35 144.58 86.58 1.00 1.00 7.83 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn. L = 2.00 ft 1 0.022 0.594 -1.94 1.94 144.58 86.58 1.00 1.00 29.88 75.52 50.34 Dsgn. L = 7.00 ft 2 0.242 0.227 20.93 -1.94 20.93 144.58 86.58 1.00 1.00 11.40 75.52 50.34 i Overall Maximum Deflections . Load Combination Span Max. '--" Dell Location in Span Load Combination Max. '+^ Dell Location in Span 1 0.0000 0.000 +D+L+H -0.0227 0.000 +D+L+H 2 O.0299 3.752 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support Overall MINIMUM 0.429 2,189 +D+H 14.767 3.648 +D+L+H 28.753 6.863 +D+Lr+H 14.767 3.648 +D+S+H 14.767 3.648 +D+0.750Lr+0.750L+H 25.256 6.059 +D+0.750L+0.750S+H 25.256 6.059 +D+0.60W+H 14.767 3.648 t +D+0.70E+H 15.067 5.448 +D+0.750Lr+0.750L+0.450W+H 25.256 6.059 +D+0.750L+0.750S+0.450W+H 25256 6.059 +D+0.750L+0.750S+0.5250E+H 25,481 7.409 L +0.60D+0.60W+0.60H 8.860 2.189 +0.60D+0.70E+0.60H 9.160 3.989 D Only 14,767 3.648 Lr Only L Only 13.986 3.214 S Only Only g E Only 0.429 2.571 d L , H Only ' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 Pdled:24 MAY 2018, 3:56PM Steel BeamFile=CIUserslcalcoastlDOCUME-1IENERCA-1%GENEV-2.EC6 _ CAICD!AIr IKTP 40019m7 Q..M-In 17 w 1A Xu11A 17AI 1A Description: Beam #49: STEEL HEADER AT RGT. OF GYM Steel Section Properties : W8x35 Depth = 8.120 in Ixx 127.00 inA4 J = 0.769 inA4 Web Thick = 0.310 in S xx 31.20 inA3 Cw = 619.00 inA6 Flange Width = 8.020 in R xx = 3,510 in Flange Thick = 0.495 in Zx = 34.700 inA3 r Area = 10.300 inA2 I yy = 42.600 inA4 Weight = 35.061 pit Syy = 10.600 inA3 Wno = 15.300inA2 Kdesign = 0.889 in R yy = 2.030 in Sw = 15.200 inA4 Kt = 0.813 in Zy = 16.100 inA3 Of = 7.280 inA3 its = 2.280 in rT = 2,200 in Qw = 17.100 inA3 _ Ycg = 4,060 in I i L, f Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. L_ Printed: 1 JUN 2018, Description : Beam #50: STEEL BEAM ABV. GYM CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span =16.0R Apalled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 4.0, L = 4.0 k @ 8.0 ft, (BEAM 48) maximum tfenaing btress Katlo = 0.5U3: 1 maximum bneaf btresS Matto = G.950 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma: Applied 50.496 k-ft Va : Applied 7.544 k Mn / Omega: Allowable 86.577 k-ft Vn/Omega : Allowable 50.344 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.201 in Ratio = 954>=360 Max Upward Transient Deflection 0.201 in Ratio = 954 >=360 Max Downward Total Deflection 0.416 in Ratio = 461 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 16.00 it 1 0.235 0.061 20.32 20.32 144.58 86.58 1.00 1.00 3.08 75.52 50.34 +D+L+H Dsgn. L = 16.00 ft 1 0,456 0.117 39.52 39.52 144.58 86.58 1.00 1.00 5.88 75.52 50.34 +D+Lr+H Dsgn. L = 16.00 ft 1 0.235 0.061 20.32 20.32 144.58 86.58 1.00 1.00 3.08 75.52 50.34 +D+S+H Dsgn. L = 16.00 it 1 0,235 0,061 20.32 20.32 144.58 86.58 1.00 1.00 3.08 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 ft 1 0.401 0.103 34.72 34.72 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +D+0.750L+0.750S+H Dsgn. L = 16.00 it 1 0.401 0.103 34.72 34.72 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +D+0.60W+H Dsgn. L = 16.00 it 1 0.235 0.061 20.32 20.32 144.58 86.58 1 Z 1.00 3.08 75.52 50.34 +D+0.70E+H Dsgn. L= 16.00 it 1 0.235 0.061 20.32 20.32 144.58 86.58 1A0 1.00 3.08 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.00 It 1 0.401 0.103 34.72 34.72 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +D+0.750L+0.7505+0.450W+H Dsgn. L = 16.00 It 1 0.401 0.103 34.72 34.72 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +D+0.750L+0.750S+0.5250E+H Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 1 JUN 2018, 3:07PM .Steel Beam File =C:IUsemscalmastlDOCUME-11ENERCA-1WGENEV-2.EC6 Description : Beam #50: STEEL BEAM ABV. GYM Load Combination Max Stress Ratios Segment Length Span# M V Mmax+ Mmax- Summary of Moment Values Me Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 16.00 ft 1 0.401 0.103 34.72 34.72 144.58 86.58 1.00 1.00 5.18 75.52 50.34 +0.60+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.141 0.037 12.19 12.19 144.58 86.58 1.00 1.00 1.85 75.52 50.34 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0.141 0.037 12.19 12.19 144.58 86.58 1.00 1.00 1.85 75.52 50.34 +0.560D+Lr+LS+W+E+1.60H Dsgn. L = 16.00 ft 1 0.353 0.090 30.58 30.58 144.58 86.58 1.00 1.00 4.53 75.52 50.34 +1.540D+Lr+L+S+W+E+H Dsgn. L = 16.00 ft 1 0.583 0.150 50.50 50.50 144.58 86.58 1.00 1.00 7.54 75.52 50.34 Overall Maximum Deflections Load Combination Span Max. '2 Defl Location in Span Load Combination Max. "+^ Deft Location in Span Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.880 5.880 Overall MINimum 1.848 1.848 +D+H 3.080 3.080 +D+L+H 5.880 5.880 +D+Lr+H 3.080 3.080 +DS+H 3.080 3.080 +D+0.750Lr+0.750L+H 5.180 5.180 +D+0.750L+0.750S+H 5.180 5.180 +D+0.60W+H 3.080 3.080 +D+0.70E+H 3.080 3.080 +D+0.750Lr+0.750L+0.450W+H 5.180 5.180 +D+0.750L+0.750S+0.450W+H 5.180 5.180 +D+0.750L+0.750S+0.5250E+H 5.180 5.180 +0.60D+0.60W+0.60H 1.848 1.848 +0.60D+0.70E+0.60H 1.848 1.848 D Only 3.080 3.080 Lr Only L Only 2.800 2.800 S Only W Only E Only H Only Steel Section Properties : W8x35 Depth = 8.120 in I xx 127.00 104 J = 0.769 inA4 Web Thick = 0.310 in S xx 31,20 inA3 Cw = 619.00 inA6 Flange Width = 8.020 in R xx = 3.510 in Flange Thick = 0.495 in Zx = 34,700 inA3 Area = 10.300 inA2 1 yy = 42.600 inA4 Weight = 35.061 pit S yy = 10.600 inA3 Wno = 15.300 inA2 Kdesign = 0.889 in R yy = 2.030 in Sw = 15.200 inA4 K1 = 0.813 in Zy = 16.100 inA3 Of = 7.280 inA3 rts = 2.280 in Ow = 17.100 inA3 Ycg = 4.060 in t_. Title Block Line 1 Project Title: You can change this area Engineer: using the "Setlings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 26 JUL 2018, 5:22PM Steel Beam File =C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6 r'KW-06009337 Licensee : MIS Consulting Group, W Description : Beam #51: STEEL BEAM AT FRONT OF ONE CARE GRG. L i_ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ADDlied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.250, L = 0.330 k/ft, Tributary Width =1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load: D = 0,50, L = 0.620 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 23.0, L=11.50, E = 3.0 k @ 8.0 ft, (BEAnn 38) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.969 : 1 Maximum Shear Stress Ratio = 0.336 : 1 Section used for this span W12x120 Section used for this span W12x120 Ma : Applied 449.762 k-ft Va : Applied 62.520 k Mn / Omega: Allowable 464.072 k-ft Vn/Omega : Allowable 186.020 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 10.000ft Location of maximum on span 10.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.287 in Ratio = 670>=360 Max Upward Transient Deflection -0.038 in Ratio = 3,172 >=360 Max Downward Total Deflection 0.818 in Ratio = 235 >=180 Max Upward Total Deflection -0.108 in Ratio = 1107 >=180 Load Combination Segment Length Span# Max Stress Ratios M V Mmax+ Mmax- Summary of Moment Val Me Max Mnx +D+H Dsgn. L = 10.00 it 1 0.439 0.150 -203.85 203.85 775.00 Dsgn. L = 8.00 ft 2 0.439 0.150 -203.85 203.85 775.00 +D+L+I Dsgn. L = 10.00 ft 1 0.680 0.239 -315.69 315.69 775.00 Dsgn. L = 8.00 ft 2 0.680 0.239 -315.69 315.69 775.00 +D+Lr+H Dsgn. L = 10.00 ft 1 0.439 0.150 -203.85 203.85 775.00 Dsgn. L = 8.00 ft 2 0.439 0.150 -203.85 203.85 775.00 +D+S+H Dsgn. L = 10.00 ft 1 0.439 0.150 -203.85 203.85 775.00 Dsgn. L = 8.00 ft 2 0.439 0.150 -203.85 203.85 775.00 +D+0.750Lr+0.750L+H Dsgn. L = 10.00 ft 1 0.620 0.217 -287.73 287.73 775.00 Dsgn. L = 8.00 ft 2 0,620 0.217 1 I-287.73 287.73 775.00 +D+0.750L+0.750S+H ues Summary of Shear Values Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 44.42 279.03 186.02 464.07 1.00 1.00 44.42 279.03 186.02 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 27.96 279.03 186.02 464.07 1.00 1.00 40.31 279.03 186.02 464.07 1.00 1.00 40.31 279.03 186.02 e ` Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: _ and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 26 JUL 2018, 5:22PM Steel Beam File =C:\Userslcalcoest\DOCUME-1\ENERCA-1\4GENEV-2.EC6 Description : Beam #51: STEEL BEAM AT FRONT OF ONE CARE GRG. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Minx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.00 It 1 0.620 0.217 -287.73 287.73 775.00 464.07 1.00 1.00 40.31 279A3 186.02 Dsgn.L= 8.00ft 2 0.620 0.217 -287.73 287.73 775A0 464.07 1.00 1.00 40.31 279.03 186.02 +D+0.60W+H r - Dsgn. L = 10.00 ft 1 0.439 0.150 -203.85 203.85 775.00 464.07 1.00 1.00 27.96 279.03 186.02 Dsgn. L = 8.00 It 2 0.439 0.150 -203.85 203.85 775.00 464.07 1.00 1.00 27.96 279.03 186.02 +D+0.70E+H Dsgn. L = 10.00 It 1 0.475 0.162 -220.65 220.65 775.00 464A7 1.00 1.00 30.06 279.03 186.02 - Dsgn. L = 8.00 ft 2 0.475 0.162 -220.65 220.65 775.00 464.07 1,00 1.00 30.06 279.03 186.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 10.00 ft 1 0.620 0.217 -287.73 287.73 775.00 464.07 1.00 1.00 40.31 279.03 186.02 Dsgn. L = 8.00 ft 2 0.620 0.217 -287.73 287.73 775.00 464.07 1.00 1.00 40.31 279.03 186.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 10.00 ft 1 0.620 0.217 -287.73 287.73 775.00 464A7 1.00 1.00 40.31 279.03 186.02 Dsgn. L = 8.00 ft 2 0.620 0.217 -287.73 287.73 775.00 464.07 1.00 1.00 40.31 279.03 186.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 10.00 ft 1 0.647 0.225 -300.33 300.33 775.00 464.07 1.00 1.00 41.88 279.03 186.02 Dsgn. L = 8.00 ft 2 0.647 0.225 -300.33 300.33 775.00 464.07 1.00 1.00 41.88 279.03 186.02 ,0.60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 0.264 0.090 -122.31 122.31 775.00 464.07 1.00 1.00 16.78 279.03 186.02 Dsgn. L = 8.00 ft 2 0.264 0.090 -122.31 122.31 775.00 464.07 1.00 1.00 16.78 279.03 186.02 +0.60D+0.70E+0.60H Dsgn. L = 10.00 ft 1 0.300 0.101 -139.11 139.11 775.00 464.07 1.00 1.00 18.88 279.03 186.02 Dsgn. L = 8.00 ft 2 0.300 0.101 -139.11 139.11 775.00 464.07 1.00 1.00 18.88 279.03 186.02 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 10A0 ft 1 0.539 0.189 -249.99 249.99 775.00 464.07 1.00 1.00 35.12 279.03 186.02 Dsgn. L = 8.00 ft 2 0.539 0.189 -249.99 249.99 775.00 464.07 1.00 1.00 35.12 279.03 186.02 +1.540D+Lr+L+S+W+E+H Dsgn. L = 10.00 ft 1 0.969 0,336 A49.76 449.76 775.00 464.07 1.00 1.00 62.52 279.03 186.02 Dsgn. L = 8.00 It 2 0.969 0.336 A49.76 449.76 775.00 464.07 1.00 1.00 62.52 279.03 186.02 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. W' Defl Location in Span - 1 0.0000 0.000 +D+L+H -0.1084 5.840 +D+L+H 2 O.8180 8.000 0.0000 5.840 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support Overall MINimum -2.400 5.400 +D+H -18,534 50.197 +D+L+H -28068 79.491 r +D+Lr+H -18.534 50.197 +D+S+H -18.534 50.197 +D+0.750Lr+0.750L+H -25.684 72.167 +D+0.750L+0.750S+H -25,684 72.167 - +D+0.60W+H -18.534 50.197 +D+0.70E+H -20.214 53.977 - +D+0.750Lr+0.750L+0.450W+H -25.684 72.167 +D+0.750L+0.7508+0.450W+H -25.684 72.167 -- +D+0.750L+0.7508+0.5250E+H -26.944 75.002 +0.60D+0.60W+0.60H -11.120 30.118 +0.60D+0.70E+0.60H -12.800 33.898 D Only -18.534 50.197 Lr Only L Only -9.534 29.294 S Only W Only �.. E Only -2.400 5.400 H Only i� r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Protect Descr: Title Block" selection. Title Block Line 6 Printed: 26 JUL 2018, 5:22PM Steel Beam File=C:\Userslcalcoasl\DOCUME-11ENERCA-14GENEV-2:EC6 Description : Beam #51: STEEL BEAM AT FRONT OF ONE CARE GRG, Steel Section Properties : W12x120 Depth = 13.100 in I xx 1,070.00 inA4 J = 12.900 inA4 Web Thick = 0.710 in S xx 163.00 inA3 Cw = 12400.00 in"6 Flange Width = 12.300 in R xx = 5.510 in Flange Thick = 1.110 in Zx = 186.000 inA3 Area = 35.300 inA2 I yy = 345.000 inA4 Weight = 120.161 plf Syy = 56.000 inA3 Wno = 36.900 inA2 Kdesign = 1.700 in R yy = 3.130 in Sw = 126.000 inA4 K1 = 1.188 in Zy = 85.400 inA3 Of = 38.600 inA3 its = 3.560 in Qw = 92.400 inA3 Yog = 6.550 in t, i._ s-° Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Block Line 6 Printed: 28 JUL 2018, 3:55PM Steel Beam File =C:IUserslcalcoasllDOCUME-11ENERCA-114GENEV-2.EC6 L_, Description: BEAM #52: EXISTING STEEL BEAM ABOVE ONE CAR GRG CODE REFERENCES Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.10, L = 0.10 kflt, Tributary Width =1.0 ft, (FLOOR) Point Load: D=9.0, L=9.0. E = 2.40 k @ 11.50 it, (BEAM 51) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.383: 1 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span W12x65 Section used for this span W12x65 Ma: Applied 90.712 k-ft Va : Applied 20.989 k Mn / Omega : Allowable 237.004 k-ft Vn/Omega : Allowable 94.380 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 11.474ft Location of maximum on span 16.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 2,545>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.157 in Ratio = 1223 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 16.00 ft 1 0.141 0.083 33.33 33.33 395.80 237.00 1.00 1.00 7.79 141.57 94.38 +D+L+H Dsgn. L = 16.00 ft 1 0.274 0.160 64.97 64.97 395.80 237.00 1.00 1.00 15.06 141.57 94.38 +D+Lr+H Dsgn. L = 16.00 ft 1 0.141 0.083 33.33 33.33 395.80 237.00 1.00 1.00 7.79 141.57 94.38 +D+S+H Dsgn. L = 16.00 ft 1 0.141 0.083 33.33 33.33 395.80 237.00 1.00 1.00 7.79 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 it 1 0.241 0.140 57.06 57.06 395.80 237.00 1.00 1.00 13.24 141.57 94.38 +D+0.750L+0.750S+H Dsgn. L = 16.00 it 1 0.241 0.140 57.06 57.06 395.80 237.00 1.00 1.00 13.24 141.57 94.38 +D+0.60W+H Dsgn. L = 16.00 ft 1 0.141 0.083 33.33 33.33 395.80 237.00 1.00 1.00 7.79 141.57 94.38 +D+0.70E+H Dsgn. L = 16.00 ft 1 0.164 0.095 38.75 38.75 395.80 237.00 1.00 1.00 9.00 141.57 94.38 +D+0.750Lr+0.75OL40.45OW-H Dsgn. L = 16.00 ft 1 0.241 0.140 57.06 57.06 395.80 237.00 1.00 1.00 13.24 141.57 94.38 +D+0.750L+0.750S+0.450W+H f Dsgn. L = 16.00 ft 1 0.241 0.140 57.06 ` 57.06 395.80 237.00 1.00 1.00 13.24 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Black" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 3:55PM Steel Beam File =. CaUsemscalcowtl DOCUME-11ENERCA-114GENEV-2.EC6 I Description : BEAM #52: EXISTING STEEL BEAM ABOVE Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Minx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 16.00 8 1 0.258 0,150 61.13 61.13 395.80 237.00 1.00 1.00 14.15 141.57 94.38 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.084 0.050 20.00 20.00 395.80 237.00 1.00 1.00 4.67 141.57 94.38 +0.60D+0.70E+0.60H Dsgn.L= 16.00ft 1 0.107 0.062 25.42 25A2 395.80 237.00 1.00 1.00 5.88 141.57 94.38 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 16.00 ft 1 0.245 0.142 58.05 58.05 395.80 237.00 1.00 1.00 13.36 141.57 94.38 +1.540D+Lr+L+S+W+E+H Dsgn. L = 16.00 ft 1 0.383 0.222 90.71 90.71 395.80 23700 1.00 1.00 20.99 141.57 94.38 Overall Maximum Deflections Load Combination Span Max. "-' Dell Location in Span Load Combination Max. "+" Dell Location in Span Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 7.183 15.058 Overall MINimum 0.675 1.725 +D+H 3.851 7.789 +D+L+H 7.183 15.058 +D+Lr+H 3.851 7.789 +D+S+H 3.851 7.789 +D+0.750Lr+0.750L+H 6.350 13.240 +D+0.750L+0.750S+H 6.350 13.240 +D+0.60W+H 3.851 7.789 +D+0.70E+H 4.324 8.996 +D+0.750Lr+0.750L+0.450W+H 6.350 13.240 +D+0.750L+0.750S+0.450W+H 6.350 13.240 +D+0.750L+0.750S+0.5250E+H 6.704 14.146 +0.60D+0.60W+0.60H 2.311 4.673 +0.60D+0.70E+0.60H 2.783 5.881 D Only 3.851 7.789 Lr Only L Only 3.331 7.269 S Only W Only E Only 0.675 1.725 H Only Steel Section Properties W12x65 Depth =. 12.100 in Ixx 533.00 inA4 J = 2.180 inA4 Web Thick = 0.390 in S xx 87.90 iO3 Cw = 5,780.00 inA6 Flange Width = 12.000 in R xx = 5.280 in Flange Thick = 0.605 in Zx = 96.800 103 Area = 19,100 inA2 1 yy = 174,000 inA4 Weight = 65.016 plf S yy = 29.100 inA3 Wno = 34.500 inA2 Kdesign = 1.200 in R yy = 3.020 in Sw = 62.600 inA4 K1 = 1.000 in Zy = 44.100 inA3 Qf = 20.200 inA3 its = 3.380 in Qw = 47.500 inA3 YCg = 6.050 in i 1 L r Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. T:u.. 01-11 : :.... c CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: 3 AUG 2018. 12:10PM Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method; Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Applied Loads Service loads entered. Load Factors will be Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.350, L = 0.350 k/ft, Tributary Width =1.0 ft, (FLOOR) r Load for Span Number 2 Uniform Load : D = 0.350, L = 0.350 Wit, Tributary Width =1.0 ft, (FLOOR) Point Load : D =13.0, L =12.0, E = 8.0 k @ 5.0 ft, (beam 38) for calculations. DESIGN SUMMARY - • ' Maximum Bending Stress Ratio = 0.582 : 1 Maximum Shear Stress Ratio = 0.263 : 1 Section used forth is span W10x112 Section used for this span W10x112 Me: Applied 213.368 k-ft Va : Applied 45.327 k Mn / Omega: Allowable 366.766 k-ft Vn/Omega : Allowable 172.140 k Load Combination +1.540D+Lr+L+S+Wr+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 15.O00ft Location of maximum on span 15,000 ft Span # where maximum occurs Span If 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio = 763>=360 Max Upward Transient Deflection -0.059 in Ratio = 3,043 >=360 Max Downward Total Deflection 0.344 in Ratio = 349 >=180 Max Upward Total Deflection .0.131 in Ratio = 1378 >=180 Maximum Forces & Stresses for Load Combinations `-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Amax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.00 ft 1 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 - Dsgn. L = 5.00 ft 2 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 +D+L+H Dsgn. L = 15.00 ft 1 0.368 0.169 -135.15 135.15 612.50 366.77 1.00 1.00 29.06 258.21 172.14 Dsgn. L = 5.00 ft 2 0.368 0.169 -135.15 135.15 612.50 366.77 1.00 1.00 29.06 258.21 172.14 +D+Lr+H -- Dsgn. L = 15.00 ft 1 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 Dsgn. L = 5.00 ft 2 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 +D+S+H Dsgn. L = 15.00 ft 1 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 r- Dsgn. L = 5.00 ft 2 0.193 0,089 -70.77 7077 612.50 366.77 1.00 1.00 15.31 258.21 172.14 +D+0.750Lr+0.750L+H - Dsgn. L = 15.00 ft 1 0.325 0.149 -119.06 119.06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 Dsgn. L = 5.00 ft 2 0.325 0.149 I -119.06 119.06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 i- +D+0.750L+0.750S+H r 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 Project Title: Engineer: Project ID: Project Descr: Printed: 3 AUG 2018, 12:10PM Steel Beam File=CaUsers'calcoasRDOCUME-11ENERCA-114GENEV-2.EC6 r-'KW-06009337 Licensee NIS Consulting Group, INC Description : BEAM #53: STEEL BEAM AT RGT. OF (2) CAR GRG Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.00 ft 1 0.325 0.149 -119.06 119.06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 Dsgn.L= 5.00ft 2 0.325 0.149 -119.06 1%06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 +D+O.60W+H Dsgn. L = 15.00 ft 1 0.193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 Dsgn. L= 5.00 ft 2 0,193 0.089 -70.77 70.77 612.50 366.77 1.00 1.00 15.31 258.21 172.14 +D+0.70E+H Dsgn. L = 15.00 It 1 0.269 0.121 -98.77 98.77 612.50 366.77 1.00 1.00 20.91 258.21 172.14 Dsgn. L = 5.00 ft 2 0.269 0.121 -98.77 98.77 612.50 366.77 1.00 1.00 20.91 258.21 172.14 +D+0.750Lr+0.750L+0.45OW,H Dsgn.L= 15.00ft 1 0.325 0.149 -119.06 l%06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 Dsgn. L = 5.00 ft 2 0.325 0.149 -119.06 119.06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 ft 1 0.325 0.149 -119.06 119.06 612.50 366.77 1.00 1 A0 25.62 258.21 172.14 Dsgn. L = 5.00 ft 2 0.325 0,149 -119.06 119.06 612.50 366.77 1.00 1.00 25.62 258.21 172.14 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 15.00 ft 1 0.382 0.173 -140.06 140.06 612.50 366.77 1.00 1.00 29.82 258.21 172.14 Dsgn. L = 5.00 ft 2 0.382 0.173 -140.06 140.06 612.50 366.77 1.00 1.00 29.82 258.21 172.14 +0.60D+0,60W+0.60H Dsgn. L = 15.00 ft 1 0.116 0.053 A2.46 42.46 612.50 366.77 1.00 1.00 9.19 258.21 172.14 Dsgn. L = 5.00 ft 2 0.116 0.053 A2.46 42.46 612.50 366.77 1.00 1.00 9.19 258.21 172.14 +0.60D+0.70E+0.60H Dsgn. L = 15.00 ft 1 0.192 0.086 -70.46 70.46 612.50 366.77 1.00 1.00 14.79 258.21 172.14 Dsgn. L = 5.00 ft 2 0.192 0.086 -70.46 70.46 612.50 366.77 1.00 1.00 14.79 258.21 172.14 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L= 15.00 ft 1 0.393 0.176 -144.01 144.01 612.50 366.77 1.00 1.00 30.32 258.21 172.14 Dsgn. L = 5.00 ft 2 0.393 0.176 -144.01 144.01 612.50 366,77 1.00 1.00 30.32 258.21 172.14 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.00 ft 1 0.582 0.263 -213.37 213.37 612.50 366.77 1.00 1.00 45.33 258.21 172.14 Dsgn. L = 5.00 ft 2 0.582 0,263 -213.37 213.37 612.50 366.77 1.00 1.00 45.33 258.21 172.14 Overall Maximum Deflections Load Combination Span Max. '2' Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H -0.1306 9.060 +D+0.750L+0,750S+0.5250E+H 2 O.3443 5.000 0.0000 9.060 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support Overall MAXimum -3.903 44.593 Overall MINimum -0.752 10.667 +D+H -1.253 23.493 +D+L+H -2.920 44.160 +D+Lr+H -1.253 23.493 +D+S+H -1.253 23.493 +D+0.750Lr+0.750L+H -2.503 38.993 +D+0.750L+0,750S+H -2.503 38.993 +D+0.60W+H -1.253 23.493 +D+0.70E+H -3.120 30.960 -D+0.750Lr+0.750L+0.450W+H -2503 38.993 +D+0.750L+0.7505+0.450W+H -2503 38.993 +D+0.750L+0.7505+0.5250E+H -3.903 44.593 +0.60D+0.60W+0.60H-0.752 14.096 +0.60D+0.70E+0.60H -2.619 21.563 D Only -1.253 23493 Lr Only L Only -1.667 20.667 S Only W Only E Only -2.667 10.667 H Only L_, yM� ' I I 6✓ L, Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. L, Printed: 3 AUG Description : BEAM #53: STEEL BEAM AT RGT. OF (2) CAR Steel Section Properties W10x112 Depth = 11.400 in I xx = 716.00 104 J = 15.100 iO4 Web Thick = 0.755 in S xx 126.00 inA3 Cw = 6,020.00 inA6 Flange Width = 10.400 in R xx = 4.660 in Flange Thick = 1.250 in Zx = 147.000 iO3 Area = 32.900 inA2 I yy = 236.000 inA4 Weight = 111.992 plf S yy = 45,300 inA3 Wno = 26.400 inA2 Kdesign = 1.750 in R yy = 2.680 in Sw = 85.800 inA4 K1 = 1.000 in Zy = 69,200 inA3 Of = 30.600 inA3 rts = 3.070 in Ow = 73.600 inA3 Ycg = 5.700 in �lR r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the"Printing & Title Block" selection. Title Block Line 6 Printed 24 MAY 2018, 5:39PM Steel Beam File= CaUserslcalcoestlDOCUME-i\ENERCA-fl4GENEV-2.EC6 ENERCALC, INC.1983-2017, Buid:10.17.12.10, Ver.10.17.12.10 KW-06009337 Licensee : MS Consulting Group, INC Description : BEAM #64: STEEL BEAM AT END OF (2) CAR GRG. CODE REFERENCES Calculations perAISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set; ASIDE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L_. Span = 15.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (floor) Maximum tienaing stress Ratio = 0.318 : 1 Maximum shear stress Ratio = 0.064 :1 Section used forthis span C8x11.5 Section used for this span C8x11.6 Me: Applied 7.642 k-ft Va : Applied 2.038 k Mn / Omega : Allowable 24.027 k-ft Vn/Omega : Allowable 31.617 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.121 in Ratio = 1,482>=360 Max Upward Transient Deflection 0.121 in Ratio = 1,482 >=360 Max Downward Total Deflection 0.257 in Ratio = 701 >=180 Max Upward Total Deflection 0,000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.00 it 1 0.131 0.026 3.14 3.14 40.13 24.03 1.00 1.00 0.84 52.80 31.62 +D+L+H Dsgn. L = 15.00 ft 1 0.248 0.050 5.95 5.95 40.13 24.03 1.00 1.00 1.59 52.80 31.62 +D+Lr+H Dsgn.L= 15.00ft 1 0.131 0.026 3.14 3.14 40.13 24.03 1.00 1.00 0.84 52.80 31,62 +D+S+H Dsgn. L = 15.00 ft 1 0.131 0.026 3.14 3.14 40.13 24.03 1.00 1.00 0.84 52.80 31.62 +D+0.750Lr+0.750L+H Dsgn. L= 15.00 ft 1 0.218 0.044 5.25 5.25 40.13 24.03 1.00 1.00 lA0 52.80 31.62 +D+0.750L+0.750S+H Dsgn. L= 15.00 it 1 0.218 0.044 5.25 5.25 40.13 24.03 1.00 100 1.40 52.80 31.62 +D+0.60W+H Dsgn. L= 15.00 It 1 0.131 0.026 3.14 3.14 40.13 X03 1.00 1.00 0.84 52.80 31.62 +D+070E+H Dsgn. L = 15.00 ft 1 0.131 0.026 3.14 3.14 40.13 24.03 1.00 1.00 0.84 52.80 31.62 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 15.00 ft 1 0.218 0.044 5.25 5.25 40.13 24.03 1.00 1.00 1.40 52.80 31.62 +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 ft 1 0.218 0.044 5.25 5.25 40.13 24.03 1.00 1.00 1.40 52.80 31.62 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 15,00ft 1 0.218 0.044 5.25 p^�1 5.25 40.13 24.03 1.00 1.00 1.40 52.80 31.62 +0.60D+0.60W+0.60H Dsgn.L= 15.00 ft 1 0.078 0.016 1.88 1.88 40.13 24.03 1.00 1.00 0.50 52.80 31.62 f Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & - Title Block" selection, '.Steel Beam. File =C:WserslcalcoasADOCUME-11ENERCA-114GENEV-2EC6 ..� FNFRCAI C. INC 1A M9n17 Ruiltl 1n 17191n VarIn 17191n Description : BEAM #54: STEEL BEAM AT END OF (2) CAR GRG. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Minx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.00 ft 1 0.078 0.016 1.88 1.88 40.13 24.03 1.00 1.00 0.50 52.80 31.62 +0.560D+Lr+L+S+W+E+1.60H r-- Dsgn. L = 15.00 ft 1 0.190 0.039 4.57 4.57 40.13 24.03 1.00 1.00 1.22 52.80 31.62 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.00 ft 1 0.318 0.064 7.64 7.64 40.13 24.03 1.00 1.00 2.04 52.80 31.62 Overall Maximum Deflections Load Combination Span Max. '21 Deft Location in Span Load Combination Max. W' De0 Location in Span '., +D+L+H 1 0.2568 7.543 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS r Load Combination Support 1 Support 2 Overall MAXimum 1.586 1.586 Overall MINimum 0.502 0.502 +D+H 0.836 0.836 +D+L+H 1.586 1.586 Ir- +D+Lr+H 0.836 0.836 +D+S+H 0.836 0.836 +D+0.750Lr+0.750L+H 1.399 1.399 +D+0.750L+0.750S+H 1.399 1.399 +D+0.60W+H 0.836 0.836 +D+0.70E+H 0.836 0.836 +D+0.750Lr+0.750L+0.450W+H 1.399 1.399 +D+0.750L+0.750S+0.450W+H 1.399 1.399 +D+0.750L-,0.750S+0.5250E+H 1.399 1.399 +0.60D+0.60W+0.60H 0.502 0.502 +0.60D+0.70E+0.60H 0.502 0.502 D Only 0.836 0.836 Lr Only L Only 0.750 0.750 ` SOnly W Only E Only H Only i Steel Section Properties : C8x11.5 Depth = 8.000 in I xx 32.50 inA4 J = 0.130 inA4 Web Thick = 0.220 in S xx 8.14 inA3 Cw = 16.50 inA6 " Flange Width = 2.260 in R xx = 3.110 in Ro = 3.410 in Flange Thick = 0.390 in Zx = 9.630 inA3 H = 0.862in Area = 3.370 inA2 I yy = 1.310 inA4 Weight = 11.500 pit S yy = 0Y75 inA3 Wno = 5.110 in42 Kdesign = 0.938 in R yy = 0.623 in Sw = 1.340 inA4 Zy = 1.570 inA3 Of = 3.110 inA3 its = 0.756 in Ow = 4.870 inA3 Yog = 4.000 in Wn2 = 3.070 Xog = 0.572 in Sw2 = U60 Xp = 0.211 in Sw3 = 0.430 Eo = 0.697 in L. IL t i r' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & r Title Block" selection. F, Project ID: Description : BEAM #55: STEEL BEAM AT LEFT OF (2) CAR GRG CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O(0..35�L(O. 35D D(O 35)s L(0 35) a a a a a ryx�. rwl^�.a>✓�4y ?i�'r hN 'pl rr n� `tWn S� j Yh k .. W i0x22 Span -= 15.0 ft W 1 Ox22 Span = 5.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Load for Span Number 1 Uniform Load: D = 0.350, L = 0.350 k/ft, Tributary Width =1.0 it, (FLOOR) Load for Span Number 2 Uniform Load : D = 0,350, L = 0.350 klft, Tributary Width =1.0 ft, (FLOOR) maximum uenaing Stress Ratio = 0.316 : 1 Maximum Shear Stress Ratio = 0.157 : 1 Section used for this span W10x22 Section used for this span W10x22 Ma: Applied 20.512 k-ft Va : Applied 7.692 k Mn / Omega : Allowable 64.870 k-ft Vn/Omega : Allowable 48.960 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 6.660ft Location of maximum on span 15.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.086 in Ratio = 2,086>=360 Max Upward Transient Deflection 0.086 in Ratio = 2,086 >=360 Max Downward Total Deflection 0.178 in Ratio = 1011 >=180 Max Upward Total Deflection -0.114 in Ratio = 1052 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 15.00 ft 1 0.127 0.063 8.27 A.65 8.27 108.33 64.87 1.00 1.00 3.10 73.44 48.96 Dsgn. L = 5.00 It 2 0.072 0.038 A.65 4.65 108.33 64.87 1.00 1.00 1.86 73.44 48.96 +D+L+H L Dsgn. L = 15.00 It 1 0.247 0.123 16.05 -9.03 16.05 108.33 64.87 1.00 1.00 6.02 73.44 48.96 Dsgn, L= 5.00 ft 2 0,139 0.074 -9.03 9.03 108.33 64.87 1.00 1.00 3.61 73.44 48.96 +D+Lr+H Dsgn. L = 15.00 ft 1 0.127 0.063 8.27 A.65 8.27 108.33 64.87 1.00 1.00 3.10 73.44 48.96 Dsgn. L = 5.00 it 2 0.072 0.038 -4.65 4.65 108.33 64.87 1.00 1.00 1.86 73.44 48.96 �. +D+S+H Dsgn. L = 15.00 It 1 0.127 0.063 8.27 -4.65 8.27 108.33 64.87 1.00 1.00 3.10 73.44 48.96 Dsgn. L = 5.00 It 2 0.072 0.038 -4.65 4.65 108.33 64.87 1.00 1.00 1.86 73.44 48.96 +D+0.750Lr+0.750L+H Dsgn. L = 15.00 It 1 0.217 0.108 14.10 -7.93 14.10 108.33 64.87 1.00 1.00 5.29 73.44 48.96 Dsgn. L = 5.00 ft 2 0.122 0.065 -7.93 7.93 108.33 64.87 1.00 1.00 3.17 73.44 48.96 +D+0.750L+0.750S+H Dsgn. L = 15.00 ft 1 0.217 0.108 14.10 -7.93 14.10 108.33 64.87 1.00 1,00 5.29 73.44 48.96 Dsgn. L= 5.00 It 2 0.122 0.065 7.93 7.93 108.33 64.87 1.00 1.00 3.17 73.44 48.96 L., +D+0.60W+H I � Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & I Title Block" selection. Title Block Line 6 Pnnted:24 MAY 2018, E54PM rSteel Beam File-'C:1Users\calcoastlDOCUME-i\ENERCA-iWGENEV-2.EC6 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver10.17.12.10 rKW-06009337 Licensee MIS Consulting Group, INC Description: BEAM #55: STEEL BEAM AT LEFT OF (2) CAR GRG Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values -' Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.00 ft 1 0.127 0.063 8.27 -4.65 8.27 108.33 64.87 1.00 1.00 3.10 73.44 48.96 Dsgn. L = 5.00 ft 2 0.072 0.038 -4.65 4.65 108.33 64.87 1.00 1.00 1.86 73.44 48.96 +D+0.70E+H - Dsgn. L= 15.00 ft 1 0.127 U63 8.27 -4.65 8.27 108.33 64.87 1.00 1.00 3.10 73.44 48.96 Dsgn. L = 5.00 It 2 0.072 0.038 -4.65 4.65 108.33 64.87 1.00 1.00 1.86 73.44 48.96 +D+0.75OLr+0.750L+0.450W+H Dsgn. L = 15.00 ft 1 0.217 0.108 14.10 -7.93 14.10 108.33 64.87 1.00 1.00 5.29 73.44 48.96 Dsgn. L = 5.00 ft 2 0.122 0.065 -7.93 7.93 108.33 64.87 1.00 1.00 3.17 73.44 48.96 r , +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.00 It 1 0.217 0.108 14.10 -7.93 14.10 108.33 64.87 1.00 1.00 5.29 73.44 48.96 Dsgn.L= 5.00ft 2 0.122 0.065 -7.93 7.93 108.33 64.87 U0 1.00 3.17 73.44 48.96 +D+0.750L+0.750S+0.5250E+H r, Dsgn.L= 15.00ft 1 0.217 0.108 14.10 -7.93 14.10 108.33 64.87 1.00 1AO 5.29 73.44 48.96 Dsgn. L = 5.00 ft 2 0.122 0.065 -7.93 7.93 108.33 64.87 1.00 1.00 3.17 73.44 48.96 +0.60D+0.60W+0.60H Dsgn. L = 15.00 It 1 0.076 0,038 4.96 -2.79 4.96 108.33 64.87 1.00 1.00 1.86 73.44 48.96 Dsgn. L = 5.00 ft 2 0.043 0.023 -2.79 2.79 108.33 64.87 1.00 1.00 1.12 7344 48.96 +0.60D+0.70E+0.60H Dsgn.L= 15.00 ft 1 0.076 0.038 4.96 -2.79 4.96 108.33 64.87 1.00 1.00 1.86 73.44 48.96 Dsgn. L = 5.00 ft 2 0.043 0.023 -2.79 2.79 108.33 64.87 1.00 1.00 1.12 73.44 48.96 +0.560D+Lr+L+S+W+E+1.60H r Dsgn. L = 15.00 ft 1 0.191 0.095 12.41 -6.98 12.41 108.33 64.87 1.00 1.00 4.65 73.44 48.96 Dsgn. L = 5.00 ft 2 0.108 0.057 -6.98 6.98 108.33 64.87 1.00 1.00 2.79 73.44 48.96 +1.540D+Lr+L+S+W+E+H Dsgn. L = 15.00 ft 1 0.316 0.157 20.51 -11.54 20.51 108.33 64.87 1.00 1.00 7.69 73.44 48.96 Dsgn. L= 5.00 ft 2 0,178 0.094 -11.54 11.54 108.33 64.87 1.00 1.00 4.62 73.44 48.96 Overall Maximum Deflections - Load Combination Span Max. "" Dail Location in Span Load Combination Max. W' Defl Location in Span +D+L+H 1 0.1780 7.200 0.0000 0.000 - 2 0.0000 7.200 +D+L+H -0.1140 5.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MINimum 1.488 2.977 t +D+H 2.481 4.961 +D+L+H 4.814 9.628 . +D+Lr+H 2.481 4.961 +D+S+H 2.481 4.961 t +D+0.750Lr+0.750L+H 4.231 8.461 +D+0.750L+0.750S+H 4231 8.461 +D+0.60W+H 2.481 4.961 +D+0.70E+H 2,481 4.961 +D+0.750Lr+0.750L+0.450W+H 4.231 8.461 +D+0.750L+0.750S+0.450W+H 4.231 8.461 +D+0.750L+0.750S+0.5250E+H 4.231 8.461 +0.60D+0.60W+0.60H 1.488 2.977 +0.60D+0.70E+0.60H 1.488 2.977 L D Only 2.481 4.961 Lr Only L Only 2.333 4.667 S Only t W Only E Only H Only k. I L �. )23 EM n Title Black Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Black" selection. Project Title: Engineer: Project ID: Project Descr: Steel Beam File=C\Userokcalcoast\DOCUME-11ENERCA-1\4GENEV-2,EC6 PK=OP 10 IMP 1001191I OniId.M 1YN I?11, In n w In Description : BEAM #55: STEEL BEAM AT LEFT OF (2) CAR GRG Steel Section Properties : ' W10x22 Depth = 10.200 in Ixx '= 118.00 inA4 J = 0.239 inA4 Web Thick = 0.240 in S xx 23.20 inA3 Cw = 275.00 inA6 Flange Width = 5.750 in R xx = 4.270 in Flange Thick = 0.360 in Zx = 26.000 inA3 Area = 6.490 inA2 I yy = 11.400 inA4 Weight = 22.092 pIf Syy = 3.970 inA3 Wno = 14,100inA2 Kdesign = 0.660 in Ryy = 1.330 in Sw = 7.320iO4 K1 = 0.625 in Zy = 6.100 inA3 Of = 4.880 inA3 its = 1.550 in rT = 1.510 in Qw = 12.900 inA3 Ycg = 5.100 in r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam rKW-06009337 Description : BEAM #66 : STEEL BEAM AT (2) CAR GRG CODE REFERENCES r Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties ` Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending f W 10x45 Span = 16.0 R Fy : Steel Yield E: Modulus: Project ID: 50.0 ksi 29,000.0 ksi 0(1) L(1) E(3) 6:04PM Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D=3.0, L = 3.0 k @ 1.0 ft, (BEAM 54) Point Load: D =1.0, L =1.0, E = 3.0 k @ 15.0 ft, (BEAM 53) UESIUN SUMMARY - • Maximum Bending Stress Ratio = 0.183 : 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span W10x45 Section used for this span W10x45 Me: Applied 25.082 k-ft Va : Applied 12.112 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 7.771 ft Location of maximum on span 0.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 3,391 >=360 Max Upward Transient Deflection 0.057 in Ratio = 3,391 >=360 Max Downward Total Deflection 0.123 in Ratio = 1567 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# L +D+H Dsgn. L = 16.00ft 1 +D+L+H Dsgn. L = 16.00 ft 1 +D+Lr+H Dsgn.L= 16.00ft 1 +D+S+H Dsgn. L = 16.00 it 1 +D+0.750Lr+0.750L+H t-' Dsgn. L = 16.00 ft 1 +D+0.750L+0.750S+H " Dsgn.L= 16.00ft 1 +D+0.60W+H Dsgn.L= 16.00ft 1 +D+0.70E+H Dsgn.L= 16,00ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 16.00ft 1 ax Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.072 0.068 9.88 9.88 228.75 136.98 1.00 1.00 4.84 106.05 70.70 0.134 0.132 18.32 18.32 228.75 136.98 1.00 1.00 9.31 106.05 70.70 0.072 0.068 9.88 9.88 228.75 136.98 1.00 1.00 4.84 106.05 70.70 0.072 0.068 9.88 9.88 228.75 136.98 1.00 1.00 4.84 106.05 70.70 0.118 0.116 16.21 16.21 228.75 136.98 1.00 1.00 8.19 106.05 70.70 0,118 0.116 16.21 16.21 228.75 136.98 1,00 1.00 8.19 106.05 70.70 0.072 0.068 9.88 9.88 228.75 136.98 1.00 1,00 4.84 106.05 70.70 0.080 0.072 10.90 10.90 228.75 136.98 1.00 1.00 5.06 106.05 70.70 0.118 0.116 16.21 '°` 16.21 228.75 136.98 1.00 1.00 8.19 106.05 70.70 -' Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 PanMd: 24 MAY 2018, 6:04PM .Steel Beam. File:=C:WserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6 ENERCALC, INC. 1902017, Build:10.17.12.10, Ver:10.17.12.10 r 'KW-06009337 Licensee : MS Consulting Group, INC Description : BEAM #.56 : STEEL BEAM AT (2) CAR GRG Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.00 ft 1 0.118 0.116 16.21 16.21 228.75 136.98 1.00 1.00 8.19 106.05 7070 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.00 ft 1 0.124 0.117 16.95 16.95 228.75 136.98 1.00 1.00 8.29 106.05 70.70 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.043 0.041 5.93 5.93 228.75 136.98 1.00 1.00 2.90 106.05 70.70 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0,051 0.054 6.97 6.97 228.75 136.98 1.00 1.00 3.82 106.05 70.70 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 16.00 ft 1 0.113 0.104 15.42 15.42 228.75 136.98 1.00 1.00 7.37 106.05 70.70 +1.540D+Lr+L+S+W+E+H Dsgn. L = 16.00 ft 1 0.183 0.171 25.08 25.08 228.75 136.98 1.00 1.00 12.11 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.1225 7.863 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.188 1.852 +D+H 4.837 3.087 +D+L+H 9.312 5.812 +D+Lr+H 4.837 3.087 +D+S+H 4.837 3.087 +D+0.7501-r+0.7501-+H 8.193 5.131 +D+0.750L+0.750S+H 8,193 5.131 +D+0.60W+H 4.837 3.087 +D+0.70E+H 4.968 5.056 +D+0.750Lr+0.750L+0.450W+H 8.193 5.131 +D+0.750L+0.750S+0.450W+H 8.193 5.131 +D+0.750L+0.750S+0.5250E+H 8.292 6.607 +0.60D+0.60W+0.60H 2.902 1.852 +0.60D+0.70E+0.60H 3.034 3.821 D Only 4.837 3.087 Lr Only L Only 4.475 2.725 S Only W Only E Only 0.188 2.813 H Only Steel Section Properties : W10x45 Depth = 10.100 in I xx 248.00 1n^4 J = 1.510 in"4 Web Thick = 0.350 in S xx 49.10 inA3 Cw = 1,200,00 inA6 Flange Width = 8.020 in Rxx = 4.320 in Flange Thick = 0.620 in Zx = 54.900 inA3 Area = 13.300 in"2 I yy = 53AOO inA4 Weight = 45.273 plf S yy = 13.300 inA3 Wno = 19.000 inA2 Kdesign = 1.120 in Ryy = 2.010 in Sw = 23.6001nA4 K1 = 0.813 in Zy = 20.300 inA3 Of = 11.300 inA3 its = 2.270 in rT = 2.180 in Ow = 27.000 inA3 Ycg = 5.050 in Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Steel Beam File= Description : BEAM 57: STEEL DROP BEAM AT SIDE OF ONE CAR GRG CODE REFERENCES Calculations per AISC 360-10, IBC 2015. CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: Bending Axis : Major Axis Bending Printed: 28 JUL 2018. 4:02PM 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft, (FLOOR) Point Load: D=50.0, L=30.0, E = 5.50 k @ 2.0 ft, (BEAM 51) DESIGN SUMMARY 1111111111110 . • Maximum Bending Stress Ratio = 0.718 : 1 Maximum Shear Stress Ratio = 0.617 : 1 Section used for this span W8x67 Section used for this span W6x67 Ma : Applied 125.608 k-ft Va : Applied 63.304 k Mn / Omega: Allowable 174.900 k-ft Vn/Omega : Allowable 102.60 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.540D+Lr+L+S+W+E+H Location of maximum on span 2.006ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 4,338>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 1627 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 4.50 ft 1 0.319 0.274 55.85 55.85 292.08 174.90 1.00 1.00 28.15 153.90 102.60 +D+L+H Dsgn. L = 4.50 ft 1 0.511 0.439 89.35 89.35 292.08 174.90 1.00 1.00 45.05 153.90 102.60 +D+Lr+H Dsgn. L = 4.50 ft 1 0.319 0.274 55.85 55.85 292.08 174.90 1.00 1.00 28.15 153.90 102.60 +D+S+H `--- Dsgn.L= 4.50ft 1 0,319 0.274 55.85 55.85 292.08 174.90 1.00 1.00 28.15 153.90 102.60 +D+0.750Lr+0.750L+H - Dsgn. L = 4.50 ft 1 0.463 0,398 80.98 80.98 292.08 174.90 1.00 1.00 40.82 153.90 102.60 +D+0.750L+0.750S+H i-, Dsgn. L = 4.50 it 1 0.463 0.398 80.98 80.98 292.08 174.90 1.00 1.00 40.82 153.90 102.60 +D+0.60W+H Dsgn. L = 4.50 ft 1 0.319 0.274 55.85 55.85 292.08 174.90 1.00 1.00 28.15 153.90 102.60 +D+0.70E+H Dsgn. L = 4.50 8 1 0.344 0.295 60.11 60.11 292.08 174.90 1.00 1.00 30.29 153.90 102.60 L- +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 4.50 ft 1 0.463 0,398 80.98 80.98 292.08 174.90 1.00 1.00 40.82 153.90 102.60 +D+0.750L+0.750S+0.450W+H I Dsgn. L = 4.50 ft 1 0.463 0.398 80.98 80.98 292.08 174.90 1.00 1.00 40.82 153.90 102.60 �: +D+0.750L+0.750S+0.5250E+H Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. IR�f�,yprQgYrLARRti- Description : BEAM 57: STEE Load Combination r' Segment Length Span# r Project Title: Engineer: Project ID: Project Descr: Printed: 28 JUL 2018, 4:02PM SIDE OF ONE Max Stress Ratios Summary of Moment Values M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Dsgn. L = 4.50 ft 1 0.481 0.414 84.18 - 84.18 292.08 174.90 1.00 1.00 42.43 153.90 102.60 +0.60D+0.60W+0.60H Dsgn. L= 4.50 ft 1 0,192 0.165 33.51 33.51 292.08 174.90 1.00 1.00 16.89 153.90 102.60 +0.60D+0.70E+0.60H Dsgn. L= 4.50 ft 1 0.216 0,185 37.78 37.78 292.08 174.90 1.00 1.00 19.03 153.90 102.60 +0.560D+Lr+L+S+W+E+1.60H Dsgn. L = 4.50 ft 1 0.405 0.348 70.88 70.88 29208 174.90 1.00 1.00 35.71 153.90 102.60 +1.540 D+L r+L+S+W+E+H Dsgn. L = 4.50 ft 1 0.718 0.617 125.61 125.61 292.08 174.90 1.00 1.00 63.30 153.90 102.60 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0332 2.186 0.0000 0.000 Vertical Reactions Sunnort notation : Far lek is Si Values in KIPS Load Combination =3.056 02.444 Overall MlHmurr +D+H 28.154 22.598 +D+L+H 45.045 36.156 +D+Lr+H 28.154 22.598 +D+S+H 28.154 22.598 ,D+0.750Lr+0.750L+H 40.822 32.767 +D+0.750L+0.750S+H 40.822 32.767 +D+0.60W+H 28.154 22.598 +D+0.70E+H 30.293 24.309 +D+0.750Lr+0.750L+0.450W+H 40.822 32.767 +D+0.750L+0.750S+0.450W+H 40.822 32.767 +D+0.750L+0.750S+0.5250E+H 42.427 34.050 +0.60D+0.60W+0.60H 16.892 13.559 +0.60D+0.70E+0.60H 19.031 15.270 D Only 28.154 22.598 Lr Only L Only 16.892 13.558 S Only W Only E Only 3.056 2,444 H Only Steel Section Properties : W8x87 Depth = 9.000 in I xx 272.00 in-4 J = 5.050 inA4 Web Thick = 0.570 in S xx 60.40 in9 Cw = 1,440.00 inA6 Flange Width = 8.280 in R xx = 3.720 in Flange Thick = 0.935 in Zx = 70.100 inA3 Area = 19.700 inA2 1 yy = 88.600 inA4 Weight = 67.059 plf S yy = 21.400 inA3 Wno = 16.700 in-2 Kdesign = 1.330 in R yy = 2.120 in Sw = 32.300 inA4 K1 = 0.938 in Zy = 32.700 103 Of = 14.500 inA3 its = 2.430 in Ow = 34.800 inA3 Ycg = 4.500 in e-. �216 r-' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Black Line 6 Printed: 29 MAY 2018, 6:32PM Steel Beam File=C:IUserslcalcoashDOCUME-1\ENERCA-114GENEV-2:EC6 r.., KW-06009337 Licensee : MIS Consulting Group, INC Description : BEAM 58: STEEL DROP BEAM AT SIDE OF BAR CODE REFERENCES r Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Apptletl Loads; Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.10, L = 0.10 klft, Tributary Width =1.0 ft, (FLOOR) Point Load : D = 54.0, L = 54.0, E =1 D k @ 11.0 ft, (BEAM 40) Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.850 : 1 Section used for this span W14x82 Section used for this span W14x82 Ma: Applied 185.505 k-ft Va : Applied 123.955 k Mn / Omega : Allowable 346.806 k-ft Vn/Omega : Allowable 145.860 k Load Combination +1.540D+Lr+L+S+W+E+H Load Combination +1.5400+Lr+L+S+W+E+H Location of maximum on span 11.000ft Location of maximum on span 12.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio = 2,676>=360 Max Upward Transient Deflection 0.056 in Ratio = 2,676 >=360 Max Downward Total Deflection 0.114 in Ratio = 1318 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Load Combination Max Stress Ratios Span# M V Mmax+ Mmax- Me Max Mnx Dsgn. L = 12.50 ft 1 0.210 0.334 72.78 7278 579.17 346.81 1.00 1.00 +D+L+H Dsgn. L = 12.50 ft 1 0.418 0.664 144.88 144.88 579.17 346.81 1.00 1.00 _ +D+Lr+H Dsgn. L = 12.50 ft 1 0.210 0.334 72.78 72.78 579.17 346.81 1.00 1.00 +D+S+H L-- Dsgn. L = 12.50 ft 1 0.210 0.334 72.78 72.78 579.17 34631 1.00 1.00 +D+0.750Lr+0.750L+H Dsgn. L = 12.50 ft 1 0.366 0.581 126.86 126.86 579.17 346.81 1.00 1.00 +D+0.750L+0750S+H Dsgn. L = 12.50 ft 1 0.366 0.581 126.86 126.86 579.17 346.81 1.00 1.00 +D+0.60W+H Dsgn. L = 12.50 ft 1 0.210 0.334 72.78 72.78 579.17 346.81 1.00 1.00 +D+0.70E+H Dsgn. L = 12.50 ft 1 0.213 0.338 73.70 73.70 579.17 346.81 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 12.50ft 1 0,366 0.581 126.86 126.86 579.17 346.81 1,00 1.00 +D+0.750L+0.750S+0 A50W+H Dsgn. L = 12.50 ft 1 0.366 0.581 126.86 ' 126.86 579.17 346.81 1.00 1.00 +D+0.750L+0.750S+0.5250E+H summary or snear values Va Max Vnx Vnx/Omega 48.66 218.79 14536 96.80 218.79 145.86 48.66 218.79 145.86 48.66 218.79 145.86 84.76 218.79 145.86 84.76 218.79 145.86 48.66 218.79 145.86 49.27 218.79 145.86 84.76 218.79 145.86 84.76 218.79 145.86 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Black Line 6 Printed: 29 MAY 2016, 6:32PM Steel.. Beam File=QlUserslcalcoastlDOCUME-1IENERCA-114GENEV-2.EC6 r_ KW-06009337 Licensee MIS Consulting Group, INC Description : BEAM 58: STEEL DROP BEAM AT SIDE OF BAR Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r-' Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 12.50 it 1 0.368 0.584 127.55 127.55 579.17 346.81 1.00 1.00 85.23 218.79 145.86 - +0.60D+0.60W+0.601-1 Dsgn.L= 12.50ft 1 0,126 0.200 43.67 43.67 579.17 346.81 1.00 1.00 29.19 218.79 145.86 +0.60D+0.70E+0.60H Dsgn. L = 12.50 It 1 0.129 0204 44.59 44.59 579.17 346.81 1.00 1.00 29.81 218.79 145.86 +0.560D+Lr+L+S+W+E+1.60H Dsgn.L= 12,50ft 1 0.329 0,523 114.18 114.18 579.17 346.81 1.00 1.00 76.27 218.79 145.86 +1.540D+Lr+L+S+W+E+H Dsgn. L = 12.50 It 1 0.535 0.850 185.50 185.50 579.17 346.81 1.00 1.00 123.95 218.79 145.86 Overall Maximum Deflections Load Combination Span Max. "-" Deb Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1138 7.143 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 n,.....n nAA VI-..,. Overall MlNimum 0.120 0.880 +D+H 7.616 48.656 +D+L+H 14,721 96.801 +D+Lr+; I 7.616 48.656 +D+S+H T616 48.656 +D+0.750Lr+0.750L+H 12.944 84.764 +D+0.750L+0,750S+H 12.944 84.764 +D+0.60W+H 7.616 48.656 +D+0.70E+H 7.700 49.272 +D+0.750Lr+0.750L,0.450W+H 12.944 84,764 +D+0.750L+0.750S+0.450W+H 12.944 84.764 +D+0.750L+0.750S+0.5250E+H 13.007 85.226 +0.60D+0.60W+0.601-1 4.569 29.193 +0.60D+0.70E+0.60H 4.653 29.809 D Only 7.616 48.656 Lr Only L Only 7,105 48.145 S Only W Only E Only 0.120 0.880 H Only Steel Section Properties `. W14x82 Depth = 14.300 in Ixx 881.00 in-4 J = 5.070 inA4 Web Thick = 0.510 in S xx 123.00 103 Cw = 6,710.00 inA6 Flange Width = 10.100 in R xx = 6.050 in Flange Thick = 0.855 in Zx = 139.000 inA3 Area = 24.000 inA2 I yy = 148.000 104 Weight = 81.696 plf S yy = 29.300 103 Wno = 33.900 inA2 Kdesign = 1.450 in R yy = 2.480 in Sw = 73.300 inA4 K1 = 1.063 in Zy = 44.800 inA3 Of = 27.600 inA3 ds = 2.850 in Qw = 68.200 inA3 Yog = 7.150 in F 59 1 5-1/4 X 11-7/8 2.0E Parallaln PSL Fla location: ABOVE MBR. j Condition: drop beam Fe = 1903 psi length = 12.00 R F, = 290 psi tjW width = 5.25 in E = 2000 ksi depth = SL875 in I = 733 in' 'i dead load tribute live load tribute roof = ( 20 pe )( 4/2 + 4.0/2 ) +( 20 pef )( 4/2 + 4.0/2 ) Floor #1= ( 2s psf )( 4.0/2 + 0.0/2 ) +( Gaud )( 4.0/2 + 0.0/2 ) Floor #2= ( 0 Paf )( 0.0/2 + 0.00 ) +( OW )( 0.00 + 0.00 ) deck = ( 25 par )( 0.0/2 + 0.0/2 ) +( 6o rd )( 0.0/2 + 0.0/2 ) ext. wall = ( 3s pat )( 0.00 + 0.00 ) mt. wall = ( zo per )( 10.00 + 0.00 ) veneer = ( 0ird )( 0.00 + 0.00 ) beam dl = 20 plf P3=6,0731M 5'-6" w=430 lb/fit R (L)= 63031b3 12-0 Glculabed j',-i}' 1 Value ellowahle % Residual moment(lb4t) = 28214 29888 6% ✓ ` Ssmon Mmules S (ins)= 116.61 123.4 5-4 ✓ E=ggj area (in 2)= 32.60 62.34 489%✓ W3 deflection(in) = 0.42 0.60 L/339 ✓ load #1 (PI): from beam # 5 ( 68731ba ) length: 0.0 EA. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall= 0.0 0.0 location: distance (L) = 5.50 ft distance (R) = 6.50 it load #2 (Pt): - - 01ba length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 it distance (R) = 0.00 load #3 (P3): - - u lba length: 0.0 Ext. Int. tributary w: roof= 0.0 floor= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 load #4 (P4): - - 0It. length: 0.0 Eat. Int. tributary w: roof= 0.0 Door= 0.0 deck= 0.0 wall=0.0 0.0 location: distance (L) = 0.00 ft distance (R) = 0.00 R(R)= 57301ba This software Is developed MS consulting gruop. The sizing of as products by this software will be accomplished in accordance with T1 Product design criteria and code accepted design values. Disclaimer: The drawings, designs, information and procedures described herein are for the exclusive use of MS Consulting Group. vw mw3p �3 l r CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA r 9497159990 CS15 Ver 2016.12.26 JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE STRUCTURAL CALCULATIONS FOR 4 Geneve Newport BEACH www.struware.com CALPRO ENGINEERING JOB TITLE 4 Geneve 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. ( 9.5E+09 CALCULATED BY MAN DATE CHECKED BY DATE www.struware.com Code Search f.. , Code: International Building Code 2015 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor= 1.00 Snow factor = 1.00 i Seismic factor= 1.00 Type of Construction: Fire Rating: Roof = 1.0 hr Floor= 1.0hr Building Geometry: Roof angle (0) 0.00 / 12 0.0 deg Building length (L) 62.0 ft Least width (B) 55.0 ft Mean Roof Ht (h) 30.0 It Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Attics with storage 20 psf Floor: Typical Floor 40 psf Partitions 15 psf Decks - same as occupancy 40 psf CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9497159990 Wind Loads: ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category D Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 1.162 ,- - Kh case 2 1.162 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 KZ = 0.792 z/Lh = 0.19 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KjK2K3)A2 = 1.00 Gust Effect Factor h = 30.0 ft B = 55.0 ft /z (0.6h) = 18.0 ft Rigid Structure e = 0.13 f = 650 ft Zmin = 7 ft c = 0.13 go. 9v = 3.4 Li = 602.6 ft Q = 0.92 Iz = 0.14 G= 0.89 use G=0.85 JOB TITLE 4 Geneve JOB NO. 171210 CALCULATED BY MAN CHECKED BY SHEET NO. DATE DATE V(Z) z Speed-up LV(Z)x(upwind) --- x(downuvind) W2 H Lh H12 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B <4 then probably rigid structure (rule of thumb). h/B = 0.55 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure Natural Frequency (qj) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.80 /a = 0.11 Vz = 120.7 N1 = 0.00 Hn = 0.000 Rh = 28.282 q = 0.000 RB = 28.282 q = 0.000 RL = 28.282 q = 0.000 9R = 0.000 R = 0.000 ' G = 0.000 h = 30.0 ft CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9.5E+09 JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 1.16 h = 30.0 ft GCpi = +/-0.18 Base pressure (qh) = 30.6 psf ridge ht = 30.0 ft G = 0.85 Roof Angle (0) = 0.0 deg L = 62.0 ft qi = qh Roof tributary area - (h/2)*L: 930 sf B = 55.0 ft (h/2)*B: 825 sf Ultimate Wind Surface Pressures lnsfl r Surface Wind Normal to Ridge B/L = 0.89 h/L = 0.55 Wind Parallel to Ridge LIB = 1.13 h/L = 0.48 Cp ghGCP w/+giGCpi w/-ghGCpi Dist* CID ghGCP w/+giGCpi w/-ghGCPi Windward Wall (W W) 0.80 20.8 see table below 0.80 20.8 see table below Leeward Wall (LW) -0.50 -13.0 -18.5 -7.5 -0.47 -12.3 -17.9 -6.8 Side Wall (SW) -0.70 -18.2 -23.7 -12.7 -0.70 -18.2 -23.7 -12.7 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.91 -23.8 -29.3 -18.3 0 to h/2* -0.90 -23.4 -28.9 -17.9 h/2 to h* -0.88 -22.9 -28.4 -17.4 h/2 to h* -0.90 -23.4 -28.9 -17.9 h to 2h* -0.52 -13.48 -18.99 -7.97 h to 2h* -0.50 -13.0 -18.5 -7.5 > 2h* -0.30 -7.8 -13.3 -2.3 Pos/min windward roof press. 1 -0.18 -4.7 -10.2 0.8 1 Min press. -0.18 -4.7 -10.2 0.8 --KooT angle < i U degrees. I neretore, leeward root is included in windward roof pressure zones. 'Horizontal distance from windward edge For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at "z" (Psf) Combined ww+LW Windward Wall Normal I Parallel LR z I Kz I Kzt I q:GCP w/+giGCpi w/-ghGCpi to Ridge to Ridge 0 to 15' 1.03 1.00 18.4 12.9 24.0 31.5 30.8 �/WR 20.0 ft 1.08 1.00 19.4 13.9 24.9 32.4 31.7 25.0 ft 1.13 1.00 20.2 14.7 25.7 33.2 32.5 1h= 30.0 ft 1.16 1.00 20.8 15.3 26.3 33.8 33.2 sw `mow E- NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para et z Kz Kzt 9P (Psi 0.0 ft 1.03 1.00 0.0 Windward parapet: 0.0 psf (GCpn =+1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) 20.8 psf (upward) no umro cluwEcnox W➢fD 90W TO RIDGE WR%- W 1-'W W \ pARALLa To RIDGE CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9.5E+09 JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE Wind Loads - MWFRS h<60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 1.16 Edge Strip (a) = 5.5 ft Base pressure (qh) = 30.6 psf End Zone (2a) = 11.0 ft GCpi = +/-0.18 Zone 2 length = 27.5 ft Wind Pressure Coefficients CASE A CASE B 6=0deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 17.7 6.7 -8.3 -19.3 2 -15.6 -26.6 -15.6 -26.6 3 -5.8 -16.8 -5.8 -16.8 4 -3.4 -14.4 -8.3 -19.3 5 17.7 6.7 6 -3.4 -14.4 1 E 24.2 13.2 -9.2 -20.2 2E -27.2 -38.3 -27.2 -38.3 3E -10.7 -21.7 -10.7 -21.7 4E -7.7 -18.7 -9.2 -20.2 5E 24.2 13.2 6E 1 -7.7 -18.7 Parapet Windward parapet = Leeward parapet = 0.0 psf (GCpn=+1.5) 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphraam Pressures (psf) Transverse direction (normal to L) i Interior Zone: Wall 21.1 psf Roof -9.8 psf ** End Zone: Wall 31.8 psf Roof -16.5 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 21.1 psf End Zone: Wall 31.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. I l_. 136 'L. Windward roof overhangs = WINDWARD OVERHANO 21.4 psf (upward) add to windward roof pressure TRANSVERSE ELEVATION }�-I WINDWARD ROOF I -I L.EEWARDROOF III)ItI1)Irtr 1 t I VERTICAL �� LR or ZGNE2 3 LONGITUDINAL ELEVATION CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9.5E+09 JOB TITLE 4 Geneve JOB No. 171210 CALCULATED BY MAN CHECKED BY Location of MWFRS Wind Pressure Zones ZONE 2: lessor of 0.5 B or 2.5 h /., If 2 is negative 1 �•.�/�" o \1 E CASE A r'D DIRECTION CASE B RANGE WIND D1RECTIOV RANGE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) SHEET NO. DATE DATE 0.5 B or 2.5 1 If 2 is negati I VVINDDIRECnOV Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. CALPRO ENGINEERING JOB TrTLE4Geneve 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. 9.5E+09 CALCULATED BY MAN DATE r CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding: h <= 60' Kh (case 1) = 1.16 In = 30.0 it Base pressure (qh) = 30.6 psf a = 5.5 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 0.0 deg - Type of roof = Monoslope Roof Area -- Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1 &2 Overhang Zone 3 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 1 500 sf -1.18 -1.11 -1.08 -36.1 -34.0 -33.0 -33.4 -33.0 -1.98 -1.49 -1.28 -60.6 -45.6 -39.2 -41.8 -39.2 -2.98 -1.79 -1.28 -91.2 -54.8 -39.2 -45.7 -39.2 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 -1.70 -1.63 -1.60 -52.0 -49.9 -49.0 -49.3 -33.7 -2.80 -1.40 -0.80 -85.7 -42.9 -24.5 -32.1 -24.5 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.5 psf) Parapet qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) i iolid Parapet Pressure Surface Pressure s user Input 10 sf 100 sf 500 sf 40 sf :ASE A: Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 :ASE B : Interior zone: Cornerzone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 +/-GCpi Surface Pressure (psf)n96 00 sf 500 sf 10 sf 100 sf 500 sff F -1.01 -0.90 -35.8 -30.9 -27.59:5 -1.12 -0.90U.'; -2751.4 0.92 0.81 33.0 28.2 24.86.7 Walls Area 11 Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Note: GCp reduced by 10% due to roof angle <= 10 deg t_- t_. CALPRO ENGINEERING JOB TITLE 4 Geneve 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. 9.5E+09 CALCULATED BY MAN DATE CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs wl 6 <- 10* and all walls h > 60' Monoslope roofs 10°<6530° In 5 60' & alt design h<90' KI O 4 .- 1 5 I WALL �j a 0 L —2— — —t Walls h <_ 60' Gable, Sawtooth and & alt design h<90' Multispan Gable 6 5 7 degrees & Monoslope < 3 degrees h <_ 60' & sit design h<90' Multispan Gable & Hip 7' < 6 s 27° Gable 7" <65 451 Stepped roofs 0 5 3° h _< 60' & sit design h<90' o io o I J I I I I I 0 13O Monoslope roofs 3°<9510' h <_ 60' & alt design h<90' Sawtoolh 10' < 9 <- 45' h <_ 60' & sit design h<90' 13 CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9.497E+09 Seismic Loads: IBC 2015 Risk Category : II Importance Factor (1) : 1.00 Site Class: D JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE Ss (0.2 sec) = 161.10 %g S1 (1.0 sec) = 58.80 %g Fa = 1.000 Sms = 1.611 SOS = 1.074 Fv = 1.500 Sm1 = 0.882 Sc1 = 0,588 Strength Level Forces Design Category= D Design Category= D Seismic Design Category = D Number of Stories: 3 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 30.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Ro) = 2.5 Deflection Amplification Factor (Cd) = 4 SOS = 1.000 (Sds modified for Cs calculation since Sc1 = 0.588 regular structure, T<=0.5 and <= 5 stories) p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.23ps D = p QE +/- 0.215D QE = horizontal seismic force Special Seismic Load Effect (Em) = Qo QE +/- 0.2SDS D = 2.5 QE +/- 0.215D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 L- Approx fundamental period (Ta) = CThn" = 0.256 sec x= 0.75 Tmax = CuTa = 0.359 User calculated fundamental period (T) = 0.3 sec Use T = 0.300 Long Period Transition Period (TL) = ASCE7 map = 12 Seismic response coef. (Cs) = ScSI/R = 0.154 need not exceed Cs = Sdt I /RT= 0.302 but not less than Cs = 0.044Sdsl = 0.044 USE Cs = 0.154 Design Base Shear V = 0.154W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures L Allowable story drift = 0.020hsx where hsx is the story height below level x 140 CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9497159990 JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE Roof Design Loads Items Description Multiple sf max sf min Roofing 5 ply felt & gravel 6.5 6.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood 2x @24" 2.5 1.5 Insulation Rigid insulation, per V x 1.0 1.5 0.7 Ceiling Suspended acoustical tile 1.8 1.0 Mach & Elec Mach. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 0.0 0.0 Actual Dead Load D 16.6 10.7 Use this DL instead ` • 20.0 • 9.0 Live Load 20.0 0.0 Snow Load 0.0 0.0 Ultimate Wind (zone 2 - 100sf) 16.0 -39.2 ASD Loadina D + Lr 40.0 - D + 0.75(0.6*W + Lr) 42.2 - 0.6*D + 0.6*W - LRFD Loading 1.21D + 1.6 Lr + O.5W 64.0 - 1.2D + 1.OW + 0.51-r 50.0 - 0.9D + 1.OW - -31.1 Roof Live Load Reduction Roof angle 0.00 / 12 0.0 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf r CALPRO ENGINEERING 303 BROADWAY LAGUNA BEACH, CA 9497159990 JOB TITLE 4 Geneve JOB NO. 171210 SHEET NO. CALCULATED BY MAN DATE CHECKED BY DATE Floor Design Loads Items Description Multiple psf(max) psf(min) Flooring 3/4" Ceramic tile on 1/2" mortar x 0.7 10.5 9.2 Ceiling 5/8" gypsum x 1.0 2.8 2.5 Decking 3/4" plywood/OSB 2.7 2.3 Framing Wood 2x @24" x 1.5 3.8 2.3 None 0.0 0.0 None 0.0 0.0 Sprinklers Sprinklers 2.0 0.0 Mach & Elec Mach. & Elec. x 1.0 2.0 0.0 Misc. Misc. x 2.5 1.3 0.0 Actual Dead Load • 25.0 • 16.3 Use this DL instead D 100.0 0 65.0 15.0 0.0 Partitions Live Load 40.0 .................................................... 0.0 Total Live Load 55.0 0.0 80.0 16.3 Total Load FLOOR. LIVE LOAD REDUCTION (not including partitions NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non -assembly L=Lo(0.25+15NKLLAT) Unreduced design live load: Lo = 40 psf Floor member & 1 floor cols KLL = 2 Tributary Area AT = 300 sf Reduced live load: L = 34.5 psf Columns (2 or more floors) KLL = 4 Tributary Area AT= 500sf Reduced live load: L = 23.4 psf IBC alternate procedure Smallest of: R= .08%(SF - 150) R= 23.1(1+D/L) = 37.6% R= 40% beams; 60% columns R = 12.0% Reduced live load: L = 35.2 psf R = 28.0% Reduced live load: L = 28.8 psf r CALPRO ENGINEERING JOB TITLE 4 Geneve 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. 9497159990 CALCULATED BY MAN DATE CHECKED BY DATE Wall Design Loads Items IDescription Multiple I psf (max) psf (min) Sheathing 1/2" plywood/OSB 1.8 1.5 Sheathing 5/8" gypsum 2.8 2.5 Framing 2x4 wood stud @ 16" 1.3 0.8 veneer 7/8" Stucco x 0.73 7.3 7.3 x 0.00 0.0 0.0 Insulation R-11 Fiberglass insul. 0.4 0.4 Mach & Elec Mach. & Elec. 1.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load IS 15.0 12.4 Use this DL instead 10 50.0 • 40.0 Wall Design Loads Items iDescription Multiple I psf (max) psf (min) Sheathing 1/2" plywood/OSB 1.8 1.5 Sheathing 5/8" gypsum 2.8 2.5 Framing 2x4 wood stud @ 16" 1.3 0.8 veneer 7/8" Stucco x 0.73 7.3 7.3 Wall Covering 1" Wood Paneling x 0.00 0.0 0.0 Insulation R-11 Fiberglass insul. 0.4 0.4 Mach & Elec Mach. & Elec. 1.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load • 15.0 O 12.4 Use this DL instead O 50.0 0 40.0 IF CALPRO ENGINEERING JOB TITLE 4 Geneve 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. 9.5E+09 CALCULATED BY MAN DATE F CHECKED BY DATE www.struware.com CODE SUMMARY Code: International Building Code 2015 Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Attics with storage 20 psf Typical Floor 40 psf Partitions 15 psf Decks - same as occupancy Dead Loads: Floor Roof Wind Design Data: Ultimate Design Wind Speed Nominal Design Wind Speed Risk Category Mean Roof Ht (h) Exposure Category Enclosure Classif. Internal pressure Coef. Directionality (Kd) Roof Snow Loads: Design Uniform Roof Snow load Flat Roof Snow Load Balanced Snow Load Ground Snow Load Importance Factor Snow Exposure Factor Thermal Factor Sloped -roof Factor Drift Surcharge load Width of Snow Drift Earthquake Design Data: Risk Category Importance Factor Mapped spectral response accelerati< Site Class - Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Factor Analysis Procedure 40 psf LIVE LOAD 25.0 psf 40 Psf 20.0 psf 20 Psf 110 mph 85.21 mph 11 30.0 ft D Enclosed Building +/-0.18 0.85 = 0.0 psf Pf = 0.0 psf Ps = 0.0 psf Pg = 0.0 psf I = 1.00 Ce = 1.00 Ct = 1.00 Cs = 1.00 Poll = w= = II I = 1.00 Ss = 161.10 %g S1 = 58.80 %g = D Sds = 1.000 Sd1 = 0.588 = D = Bearing Wall Systems = Light frame (wood) walls with structural wood shear panels V = 0.154W Cs = 0.154 R = 6.5 = Equivalent Lateral -Force Analysis \ '-�9 CALPRO ENGINEERING JOB TITLE 4Geneye 303 BROADWAY LAGUNA BEACH, CA JOB NO. 171210 SHEET NO. r9.5E+09 CALCULATED BY MAN DATE , CHECKED BY DATE - www.struware.com CODE SUMMARY- continued Component and cladding ultimate wind pressures Roof Surface Pressure (pst) Areal 10 at 1 50 sf I100 sf Negative Zone 1 -36.1 -34.0 -33.0 Negative Zone 2 -60.6 -45.6 -39.2 Negative Zone 3 -91.2 -54.8 -39.2 Positive All Zones 16.0 16.0 16.0 - Overhang Zone 1&2 -52.0 -49.9 -49.0 Overhang Zone 3 -85.7 -42.9 -24.5 ! Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.5 pst) Parapet Area Solid Parapet Pressure (psi) 10 sf 100 sf 500 sf CASE A: Interior zone Corner zone 0.0 0.0 0.0 0.0 0.0 0.0 CASE B: Interior zone Corner zone 0.0 0.0 0.0 0.0 0.0 0.0 Wall I Surface Pressure (psf) Areal 10 at I 100 sf 500 sf Negative Zone 4 -35.8 -30.9 -27.5 Negative Zone 5 44.1 -34.3 -27.5 Positive Zone 4 & 5 33.0 2&2 24.8 6 m p 11 L---II II ^� I IW-A r' tir L/iI Mill � oun Pvqtas umpos I `5 3 BUILDING HEIGHT IN), ft = 30 DESIGN WIDTH (W), It = 60 Epj DESIGN DEPTH (D), R = 55 LEI AREA(A)IF = 3300 ROOF PLATE HEIGHT 0) = 27 0 laii = 0 2 ^3 FLOOR PLATE HEIGHT (0) = 18 1 FLOOR PLATE HEIGHT ON = 8 ROOFDEADLOAD(pA FLOOR (pCI EXTERIOR WALL (ps!) �Bt,l INTERIOR WALL (pao )MBINEDVJW-LW UNWRidg. Parall.1toRidg. 31.45 30.79 32.40 31.73 33.16 32.50 33.81 33.15 0.00 0.00 0.00 0.00 20 25 15 10 D 110 mph Lateral Design 3 -STORY( STRIP 91 ) Il-',' CC= SEISMIC COEFFICIENT CC (ASCE 7-05, SECTION 12.8.2) ...................... 0.162 ,q VV-TOTAL=W-Roof+W-2nd+W laI .................................... .................... 5000 PH V=BASESHEAR=CPVT.TAL + .................................................. oil PH 1 7-KrA.R(ASCE7-05, SECTION 12.8.3) 111 T a 0.5s at K=l Vi T P 2.5, A K=2 1� 1 0.5 , T 2. a K= -(INTERPOLATE) deadload tdbutary ROOF = 20 55 = 1100 PH EXT. WALL m 15 2 (27-18Y2) = 135 PH INT. WALL ( I & 11) = 10 2 (27-18Y2) = 90 PH Tmu WEIGH W ) ............. ..... .................................... = 1325 pff 0 PH 0 PH deadload tributa 2 td FLOOR = 25 56 = 1375 PH EXT. WALL = 15 q 2' (27-18)12 + 2• (18 8y2) = 285 pH INT. WALL( J_ A II) = 10 2' (27-18)12 + 2' (1&8y2) = 190plf rork WEIGH W ) .............. ...................................................... = Issopff dead load tributary 1 P FLOOR = 26 65 = 1375p1f EXT. WALL = 15 r (181 - r (812) = 270 Pf INT. WALL( I & 11) = 10 2* (18-8)12 + 2* (812) = 180 Pf .AL WEIGH W . ) ................................................................... - = 1825 PIT .,7 T "W Fx-Hdnd *h(lewlhelght) NI Fx mooRl = 33.81 (30-27) + 33.16 181 z 251 Of L, 3 2 mar Fx P"A 33.16 Pf 2181 + 32.4 2 311 pff L1S 81 tXFx 32.4 2 + 31.45 288pif i 2 ' 'Zt",_,4, 27. 1325 fry w'°oFx = 349 pif C aC.9 271325+181850+81825 0.43 Fx 3ff NI upc NtcC 27-1325+1898504-1825 0.40 8 * 1825 yi Fx ON) 138 PH C= =0.17 271325+18*1850+81825 SUMMARY I LEVEL j `VIINQ��' I ( FLF „LOAD, T,TISEISMICI,I� ... I GOVERNING I, ROOF 251 349 349 SEISMIC 2 d FUDGE 311 32d 324 SEISMIC I MFLOOR 288 138 288 WND V (DIAPHRAGM) v 2 WQ'D 180p1f COi USE 10TCDXMTEDUNEWCUD.WMCOMMONNNLS@V.B',I?.a. CHORDFORCE: V NI /(B'D) 28551bs USE 0* USE USSR SEMEN SPLICE POINTS I v (DIAPHRAGM) OM'D 324'601(2-66) = 177pif USE ae 19132"CDX RATED UNBLOCKED WflOd COMMON NAILS @6", 6", 12" o.c. CHORDFORCE V w*W"2 /(B'D) 324.W-MI(B-55) = 26511b. j i USE F>PS, USE ST6236 BETWEEN SPLICE POINTS V (DIAPHRAGM) 1PkQ'D 288'601(2.55) = 15711,; fpi USE CD 1932' COX RATED UNBLOCKEDA110d COMMON NAILS 0 W, 6'. Ir Pe. CHORD FORCE: V NUWW^2 /(8'D) 288'60-601(8-55) = 23561b. USE OD USE 16. III SINKER NALS MINIMUM SEMEN SPLICE POINTS L LAW.I. 145 It Lateral Design . 3 - STORY ( STRIP p2) +e frLl BUILDING HEIGHT(H), R = 30 DESIGN WIDTH (AIL % = 55 io�1l DESIGN DEPTH(D), It = 60 Iz1 AREA (A)fie = 3300 ROOF PLATE HEIGHT U) = 27 i = 0 I,i, 2 xe FLOOR PLATE HEIGHT U4 = 18 1 •� FLOOR PLATE HEIGHT (xg = 8 ld ROOF DEAD LOAD (ps0 = 20 9! FLOOR(ps0 = 25 j� EXTERIOR WALL(ps0 = 15 INTERIORWALL(ps0 = 10 EXPOSURE = D • , WINDSPEED = 110 mph COMBINEDWIN 9 LW 2 N..Itp Ridge Pecellelto Ridge 0 to 16 31.45 30.70 20 32.40 31.73 25 33.16 3250 30 33.81 33.15 o 0.00 0.00 0.0 Doo 0.00 50 60 70 80 90 100 Ce= SEISMIC COEFFICIENTCs(ASCE 7.05, SECTION 12.8.2)...................... 0.162 W TOTAL=W Rwf-W_kd4W_ist ........ 5I50 PIf tui V=BASE SHEAR =CSWmru................................................. 869 pit :Hi KIApmR(ASCE 7-05, SECTION 128.3) INS T<0.5e a K=1 ��. T>2.Ssa K=2 0.5 <T Q, a K=;_(INTERPOIATE) deed load tHbUtary 1 ROOF = 20 ' 60 = 1200 pIf EXT. WALL = 15 '( 2 (27-18112) = 135 pH INT. WALL( 1 8 11) = 10 '( 2 (27-18)12) = 90 plf Tmu WEIGH W xwr) ........ .. ..... ......... = 1425 p8 I 0 pit O pit dead load tdbutary 2e4FLOOR = 25 60 = 1500pff EXT. WALL = 15 '( 2` (27-18)12 + 2- (181 = 285 plf INT. WALL (1 8 11) = 10 `( 2` (27-18)12 + 2` (18-8u2) = 190 plf 1. WEIGH W - ).................................................... = 1975 pit deadload tdbutary 1 M FLOOR = 25 ' 60 = 1500 PIT EXT. WALL = 15 '( 2` (18 8)12 + 2- (812) = 270 plf INT. WALL (1 8 111 = 10 '( 2- (184SP2 + 2- (0) = 180 plf — WEIGH W I. )..................................................................... = 1950 PIT 'WIND ANALYSIS .. Fz=wmdeh(IWdhelght)' �1 I& Fx waaa 33.15 * (30-27) + 32.50 * 1272181 = 246 plf bi: Fx (2xc1 = 32.5 * 2( ]M + 31.73 * t Z) = 305 pit 'o z j Fx 11A = 31.73 * LIM + 30.79 * P = 282 plf Fx nix = S If C vx Dmq 2]' 1425 27-1425 _ 0.43 +18'19I51950 a ( Fx (Nfl = 347 pit C W(wMl 8' 7975 = 0.40 2P'1425*18'19]5+8'1950 7�! Fx _ = 148 PN C vx 8'1950 = 0.17 (tnl pnl 2IN426+48`19]5+8'1960 SUMMARY LE�EL !) •IN1 a( SEISNIC = � ;= LO/�IPLF) 1c: =LOAD (P}FI iI GOVERNING,, •. ,LOAO`(FLF)-` ROOF 246 1489. 2 e0 FLOOR 305 1 -FLOOR 282 p„ , PLgTE8ALICE DWP)iRA(iM ;� , j ILL)t Veer (DIAPHRAGM) v'WI2'D= 373.551(2.60) -171pif USE0O 1M33'cp%MrepuxelpcKSp SYO wree cOMMax xuLs�S•, S•, t]•ac <rcrc;i C: J = 373'55'S5l(8'60)=2351 Ibe CHORD FORCEV.'W"21(8'D) ryUSED USE 1S- Ud SINKER KALE MINIMUM BERNFEN SPLICE POINTS I i) vi psi Vwx(DIAPHRAGM) v'WZD= 347'551(2'NO) =159 pit RIUSE4e 19132" COX RATED UNBLOCKED W/10d COMMON NAILS®6",6",12"o.C. CHORDFORCE', V.W"2/(8`D)= 347'55'551(8'60)=2171be i9 1 3, USE as USE 14-16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS " Vwa (DIAPHRAGM) 'WZD= 282.55/(2.60) = 1291bs USEbe 19132" CDX RATED UNBLOCKED W1IW COMMON NI IP.6",12"o.c. !CHORD FORCE: Vea'W^2/(8'D)= 282'56-S5)(8-60)=1777lb. USEeo USE 12- 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS I55 - @front of BDRM*3 floor level: end n0or interior panel Load increase: 1.0 L= 7'_p^ dead1934 Spdp rip # tributary Ind saLsmj{yjp5;5mig srsmrc: 3665 5 (PLYWOOD PANEL SIZE) s^; (pal) (ft) (level) (ft) (plf) (PIO Its (Its) (P) wrxo: 26361ba {- roof: 20 0 strip #1-roof 21 251 349 0 0 ' ' ' ,f 11'-6"t 5:q 0 Floor: 30 0 -- 0 0 0 0 0 1 GPEN'G OPEN'G GPEN'G a6' deck: 0 A nt 30 ---- 0 0 0 0 0 other: 0 0 -- 0 0 0 0 0 Panel A - - -*pipn' ext. wall: Is 0--- 0 0 0 0 0 1l 11 1 1 other: 0 0----- 0 0 0 0 0 23'- 0" T- 0" 15'- 0" 01- 0" 0'- 0" 0'- 0" 0'- 0" 01- 0" p 0 ---- 0 0 0 0 0 Poo to post - - - 0 0---- 0 0 0 0 0 `- 0 0----- 0 0 0 0 0 0 0----- 0 0 0 0 0 P42182 G over burning moment (lb./ft) = 42182 1 shear wall typea a a a a a a a a a a o a a q resisting moment (lb.ft) = 2683 — ?<11 € net moment Ib.ft ( ) = 39499 ti panel a a o o a a a a a a a a a a a P 524 Plf uplift(lbs.) = 5643 1 N uplift from wall above (Ibs) = 0 0 0 0 3 total line length o 0 0 o a o o a a a a a a a a 45.0 ft post @ panel edge: = 4x4/4x6j strap/holdown = CMSf14 f = top plate splice (max. drag foroeo a o a a 1873 lbs) 12-16d sinl drag force = 1873 ) #ofA35's= 8.2w Amax*4.0 <e,ie„o aaaaaaaaaa aaa 0.025h # of sole plate nails = 2" o.c. deflection: a a a a a a a a a a 1.8 < 3.45 NOfe: USE 1'5 SheamaIW2016 F i - @REAR OF MASTER BDRM & LUNDARY FlOOPlevel: 3rd UoOr inpanel Load increase: 1.0 L= 31'-4" �`:' dead load s@3R Ad, # trbutary wind Sejsmi onsesmjG sa�sN¢. 1047 las (PLYWOOD PANEL SIZE) " " (psf) (ft) (level) (ft) (plf) (plf) lbs (Its) k! g (P)� 7530 lbs roof: 20 0 strip n1-roof 60 251 349 0 0 Qj tp t l vna.: li'- a, ox c I OPEN'G I pPEN'G OPEN'G 1 1 L t! Floor: 30 0 -- 0 0 0 0 0 deck: 30 0 0 0 0 0 0 3) other: 0 0 --- 0 0 0 0 0 PanelAl Panel B Panel C ext. wall: 15 0----- 0 0 0 0 0 pp I I t—I I I II I I II I I rater other: g 0 0 0 0 0 0 23'- 0" 6'- 4" 15'- 0" IS'- 6" 21'- 0" 91- 6" 01- 0. 0" 0 0 ----- 0 0 0 0 0 Pak to Flush Post W flush Postto0ush €_) -0 0----- 0 0 0 0 0 - 0 0----- o 0 0 0 0 o o----- o 0 0 0 0 €> ; Panel p Panel Panel overturning moment (Ib. R)= 23269 56947 34903 shear wall tyPea a a aaa a `A I ;a resisting moment (lb.ft) = 2106 12613 4738 q net moment (Ib ft) = 21163 44339 30165 ,i panel shearer o a a a a a a a a a a a a a a 334 plf n m; uplift (lbs.) = 3342 2860 3175 f+` i af� uplift from wall above (lbs.) = 0 0 0 0 total line length a a a a a a a a a o o a b a o 90.3 ft x� port @ panel edge: = 4x4/4x6 4x4/4x6 4x4/4x6 �:. Nj strap/holtlown = MSTC4883 MSTC98133 MSI'C48B3 � �� top plate splice (max. drag forceb o 0 0 0 30251bs) MSf37 drag force = 2667 3025 2080 ,S? *of A35's = 4.7 11.5 7.1 A max*4.0 < Aalimv o 0 0 0 0 0 0 0 0 0 0 0 0 0 0.025h Eat # of sole plate nails = 4" o.c. 4" o.c. 4" o.c. .<. I' h ..., deflection: o o a o o a a o o O 1.49 < 3.3 0.32 0.34 1.28 1.36 . NOW: USE . L-I Shearwalls-2016 i S 7 r @front of MASTER BDRM. r floor level: 3r0 floor exterior panel s Load increase: 1.00 L= 2'-0" dead load am air # r{62821bs (MANUFAC OREW4 MANUFACrORE WALLS E tt snsnm. ( ) k ` (Psf) (R) (level) F3 S r=� 45181bs roof: 1fi 0 strip #1-roof 10' - 0"Floor: lIaad 2 1 A b.. 0 0 deck: 0 0 --- 4 1*� Panel Panel 'sw exL wall: l6 0 --- 20'- 0" P- G" 20- 0„ P- 0-1 101- 01, 0.- 0" 0` 0" 0'- 0^ s? 0 0 ----- ( Founda00n Foundation - - 0 0 ----- 0 _--. 0 ----- f_ L_.. L... tribute x'iild seismic other (R) (Plf) (calf) (Ibs) 36 251 349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Panel Panel paneltype = MF MF panel shear* o c o 0 0 0 o b b b b 3141 pif panel size = 12 x B 11 x B - o - 0 anchor bolts = 1-1/8 1-1/8 total line length o o b o 0 0 o c o 0 0= 52.0 ft panel capacity = 5,000 5,000 0 0 aNf' tg{ overturning moment (lb./R) = 31410 31410 NIP, top plate splice (max. drag fo rec a a 5463.0 Ibs) MSfC66 resisting moment (Ib.ft) = 71 71 e? (�¢ net moment (lb.ft) = 31339 31339 y uplift (Ibs.) = 31339 31339 s pi uplift from wall above (Ibs.) = 0 0 0 0 drag force = 2416 5463 0 0 # of A35's = 7.0 7.0 OK OK . Note: REFERTO MANUFACUR CALCULATION FOR THE ACTUALCALCULATION . fF7771 4 - @RGT. OF BDRM 2 U FlODP E:VE:I: 3r0 floor exterior panel +)a Load increase: 1.0 t— L= 31'-6" i+ _ dead load scan td,# tr.bWzry wind ses� i m' (:y� e : 2]98 (PLYWOOD PANEL SIZE) ; (psf) (it) (level) (R) (elf) (elf) Hits (Ibs) Q g FF+� (P) [¢cJ' MND: 18951bs L roof: 20 0 strip #2-roof 15 246 373 0 �. S I i C 10' 0' ❑ OPEN'G OPENG OPEN'G ❑ k G 1 ri• clock: 30 0 --- 0 0 0 0 0 clock: 30 0 0 0 0 0 0 n other: 0 0 -- 0 0 0 0 0 Panel A Panel B - -�M' ext. wall: 15 0 ---- 0 0 0 0 0 ` other: 0 0----- 0 0 0 0 0 18'- 0" 18'- 6" 23'- 0" 13'- 0" 01- Y. 01- 0" Or 0" 01- V. +•� - 0 0 ----- 0 0 0 0 0 I Postto post Post to post - i"" - 0 0----- 0 0 0 0 0 - 0 0----- 0 0 0 0 0 ' - 0 0----- 0 0 0 0 0 Panel A Panel1157 a '. over Curving moment (Ib./R)= 16465 115]0 sheer well ryes* * * * * * * * * * * * * * 2 Q E1 resisting moment (Ib.ft) = 16428 8112 C ° net moment (Ib.ft) = 37 3458 panel shearo a o a a a a a a a a a o a a a 89 pit r� upllR (Ibs) = 2 266 Nio' uplift from wall above Ibs. 0 p ( )= 0 0 0 dw a 3T total line length****aa aaaa a*a as 72.5k post @panel edge: = 9x4/4x6 4z9/4x6 vy strap/holcown = 1-CS16 1-CS16 {R top plate sphoe (max. drag force* * * * < 695 Ibs) 5-I6tl sinker 695 650 F drag force = # of A34s = 3.7 2.6 A max*4.0 < A,nw, * * * * * * * * * * * * * * 0.025h # of sole plate nails = 6" o.c. 6" o.c. z I Note: USE 3M1earwall5-2016 - Mside of bdrm #4 floor level: or exterior panel r2: a Load increase: 1.0 L= 22'-0" (- dead load scan stria # ri wln mi via mi f +°ii snsm¢: Z460 M (PLYWOOD PANEL SIZE �' - (psf) (R) (levee (ft) (plry (pIQ lot (Ibs) } (P) wins ii reaf:20 0 strip#2-roof 40 246 373 0 IQ I 10' 0" 1 OPEN'G ( 1 ( 1 aPEN'G 1 I•Q OPEN'G I �: ❑ floor: 30 0 -- 0 0 0 0 0 (5 Q. P3 1 1 1 � Q: deck: 30 0 ---- 0 0 0 0 0 r z, s - 0 0 -- 0 0 0 0 0 Na ptJ, V, PanelA - - - I'M other: ext.wall: vs 0 -- 0 0 0 0 0 _`jII j4` other:0 0 --- 0 0 0 0 0 35'- 0" 22'- 0" 01- 0" 0'- 0" 0'- 0" 0'- 0" 0'- 0" 0. 01. i', . 0 0 ----- 0 0 0 0 0 (' Post post 0 0----- 0 0 0 0 0 - 0 0----- 0 0 0 0 0 0 0----- 0 0 0 0 0 PanelA - r " _ c�' over turning moment Ib./ft 74580 9 ( )— shear wall type------- ----- a —A resisting moment (Ib.ft) — 23232 } net moment (Ib.ft) 51398 ..j panel shear- - - - - - - - - - - - - - - - 339 plf ,:a� upllft(Ibs.) 2334 E uplift from wall above (IbsJ = 0 0 0 0 31, total line length - - - - - - - a - - - - - - - 57.0 N post @panel edge: = 9x4/4z6 �9 r R Ara holdown = 2-0516 P/ �'�"] to late splice max. drag farce- - - P P P ( 9 - - 45811bs) MST48 irq drag force = 4581 I�Eli !',K, (? # of A35's = 16.6 al Amax*9.0 < e,iim,- - - - - - - - - - - a - - 0.025h # of sale plate nails = 4" o.c, g ;0 deflection: - - - - - - - - - - 1.16 < 3 I Ij r . Note: USE NTTS INTO E%1T7NG STEEL BEAN . L 'l �`J shaaMrells-xme \�:�� F --- 1-1 I - *rl' side of master bdrm floor level; T1d r exterior panel Load increase: 1.0 L= 24'-6" pdead load EM StIlD # tribumry wind selsmi y n seismic SMMIC: 7460 (PLYWOOD PANEL SIZE) (Psf) (ft) (level) (ft) (pit) (pit) tbs (tbs) (P) 4920 He WIN 10, . 0 Y roof: 20 0 sop #2 -roof 40 246 373 0 ..4k 5,1 floor: 30 0 ----- 0 0 0 0 0 �ic deck: 30 0 ----- 0 0 0 a 0 other: a a ----- 0 0 0 0 0 Panel Al Panel 61 0 ----- a a 0 0 0 0 0 0 0 0 0 1-1 1-1 1-1 1-1 1-1 1-1 other: 0 ----- 35'- 0" 16'- Vr 101- 01. 8'- 0" 0.- 0.1 0.- 0.. 0.- 0.1 01- 011 0 ----- 0 0 0 0 0 Post to post Past to Post 0 0 ----- 0 0 0 0 0 0 0----- 0 0 0 0 0 0 0----- 0 0 0 0 0 �j Vaneln Panel .A overturning moment (lb./ft) = 50160 24320 1, shear wall type - . resisting moment (lb.ft) = 13068 3072 net moment (lb.ft) = 37092 21248 Mpanel shear. 304 ph! irauplift (tbs.) = 2248 2656 l,",, q uplift from wall above (tbs.) = 0 0 0 0 Atotal line length 69.5ft IM j post @ panel edge: = 4x4/4x6 4x4/4x6 pii strap/holdown = 2-CS16 2-CS16 toij p plate splice (max. drag force* 3757 Iles) MST37 drag force = 3757 1585 # of A35's = 11.1 5.4 Fi A max*4.0 I Amjew 0.025h # of sole plate nails = 4" 4" o.c. deflection; 1.28 < 3 Nate : USE HTTS INTO EXITING STEEL SUN Sheanvalfle-2016 30% load added from other direction due to angle wall f' � - @lek side of master bath &closet Floor level: 3rd Door exterior panel � xis Load increase: 1,0 L= 36'-0" (, ; tl�01 ad 5pa0 ri # tribute ry rs'10d teL4f01S00 5215m1t f } sesn¢: 1129 Ibs 1 (PLYWOOD PANEL SIZE) i' (psf) (ft) (level) (ft) (pit) (plf) Ibs (Ibs) ¢i g W (P) MN : 7681 lbs c j f Y roof. 20 0 strip #2-roof 40 246 373 0 OPHJ'G t OPEN'G OPEN6 I, floor: 30 0 strip #1-roof deck: 30 0 22 251 349 0 0 D 0 0 0 0 n '�(1, other: 0 0 ---- 0 0 0 0 0 an.A Panel B Danel C L p, ext. wall: 15 0---- 0 0 0 0 0 d I 1 V I 1 SIR other: 0 0 ---"" 0 0 0 0 0 35'- 0" 12'- 0" 101- 0" 12'- 0" 101- 0" 12'- 0" U- 0" 0.- 01. �' �! - 0 0 ---- 0 0 0 0 0 ( Postto post Post to post POA t0 post - 0 0 ----- 0 0 0 0 0 0 0--- 0 0 0 0 0 - 0 0----- 0 0 0 0 0 Panel Panels PanelC t_ 1 t over turnip moment JoIft 37680 9 ( )_ 37680 37680 �" shear wall type* *** **** aaaaa a Z ru resisting moment(lb.ft) = 6912 6912 6912 net moment (lb.ft) = 30768 30768 30768 3 panel shear* * a * * a a a a a * a a o * * 314 P If 11 era, uplift (tbs.) - 2564 2569 2569 uplift from wall above (tbs.) = 0 post @ panel edge: = 4x4/4x6 0 4x4/4x6 0 4x4/4x6 0SA* § total line length b b o o a a a a a a a a a a a 91.0 R 1 N.` strap/holdown = 2-CS16 2-0516 2-CS16 f'a top plate splice (max. drag force* b < o b 4346 tbs) MST37 im1 drag force= 4346 3309 2273 N,4? #ofA35's= 8.4 8.4 8.4 hi i�S Amax<4.0<d,lme* ** o o a a a a o a a a a 0.025h of sole plate nails= 4"o.c. 4"o.c. 4"o.c. r ' 1 l defection: ***** a a a a a 1.2 < 3 0.30 ... 1.20 l?�i 6beamils-2016 8 - @front of OFFICE floor level: let ,orinterior panel Load Increase: 1.0 L= 7'-0" .. L dead load SM strip tnbut, w—ind seii5_mmsuinse'sm'c snsN c: 59331pt (PLYWOOD PANEL SIZE) �'�) (psi (R) (level) (it) (plf) (plf) Ibs (Ibs) Q (p48) <g xono: S� ` 10130-' OPEN'G ❑ oPEN'G ❑ aPEN'G ❑ jlt�. floor: 30 0 strip#1-iRfloor 14 311 329 0 0 ( ( ram- dKk: 30 0 --- 0 0 0 0 0 l .g other: 0 0 -- 0 0 0 0 0 PanelA 0 ---- 0 0 0 0 0 CL other: 0 0 -- 0 0 0 0 0 23'- 0" T- 0" 15'- 0" 0.- 0" 01- 0" 0'- 0" 0'- 0" 01- 0" S - 0 0 ----- 0 0 0 0 0 ( Post to post - -- a 0--- 0 0 0 0 0 - - 9 0----- 0 0 0 0 0 r. Panel over turning moment (Ib./ft)= 59360 E? 1 shear wall type* o 0 0 0 0 0 0 0 0 0 0 0 0 6 t r=ry resisting moment (lb.ft) = 2352 ) r H net moment (lb.ft) = 57008 V I panel shearer a a a a a a a a a a a a a a a 848 pill n uplift (Ibs) = 8194 l �' 'q uplift from wall above lbs. 5643 p ( )- 0 0 0 � total line length aaa aaa aaaa aaa aagS.Oft t:e post @ panel edge: = 4a8/6x8 -A3 v r ¢0. y�+ryl strap/holtlown = HDU14 C liZA'! tap plate splice (max. tlrag forceb o 0 0 0 30321bs) MST37 %X ( dog force = 3032 1 #ofA35's= 13.2 Amax-4.0<a,ilm,o o a a a o a a a a a a o a 0.025h u # of anchor bolts = 9.9 �CI collection: a a a a a a a a a a 1.44 < 3 ip' 3 I 1 3i sy Note: USE HDQB ONE AT EACH SIDE OF WOOD COWMN L 163 SM1earwalls-2016 - @R10 EAR of OFFICE • floor level: xna non, interior panel ' r (t Lead increase: 1.0 L= 7'-0" I� dead -load Seen strip# trOLte[Y ydoDj selsmicd0saicm* I4, : snsm¢5736 s (p) (PLYWOOD PANEL SIZE) I{ (ps0 (g) (level) (it)(p10 (plf) his (Ibs) 4354 Its vnrvo: ' roof: 20 0 strip#1-lst floor 28 311 324 0 1200 ('aj czc O' - y 10' 0 OPEN'G OPFN'G OPEN'G ' floor: 30 0 — a 0 0 0 0 G deck: 30 0 0 0 0 0 0 p1 n 0f other: 0 0 --- 0 0 0 0 0 Panel A - - - '. ext. wall: 15 0 ---- 0 0 0 0 a 1 other:0 0 --- 0 0 0 0 0 23'- 0" T- 0" 01- 0" 0'- 0" a.- 0" 0' 0" 01- 0" 0 0 - p 0 --- 0 0 0 0 0 Pos[to port - - -0 0 --- 0 0 0 0 0 a 0----- a 0 0 0 0 a 0---- 0 0 a o 0 r• .1 Panel E) over taming moment (Ib./R) = 57330 t� shear wall type* a a a a a a a a a a a a a 6 resisting moment (lb.ft) = 2352 zx4 r, net moment (Ib.ft) — 54978s.: panel aearo a a a a a a a a a a a a o a a 819 plf a.. uplift (Ibs) — 7854 Y� +'A+9 uplift from wall above (Ibs. = 0 0 0 0 j"`, total line length o a a a a a a a a a a a a a a 30,0 ft c� post @ panel edge: = 4x6 q i? N� shop/holdown = CMST12 Vcq P> top plate splice (max. drag forceb e o 0 o 43981bs) MSI37 drag force = # of A35's = 4398� 12.7 't e maz*4.0 < eniiw,. a o 0 o a a a a a a a a o a 0.025h # of sole plate nails = 2" o.c. i.€ .i f t=L3 defection: a a a a a a a o a q 1.6 < 3 Note: USE Sheamalls-2o16 YA I F - @REAR OF MASTER BDRM & LUNDARY floor level: 2nd Boor interior panel Load increase: 1.0 i L= 21' 10" deatl loatl sCBO strip # sersn¢: 1759 Ibs (PLYWOOD PANEL SIZE) (, (psfl (ft) (level) I�n S fA , 4IM tt (P) 143RIbs vnxo•• 11'-0" p 't 1 OPEN'G I OPEN'G 1 I S N �: roof: 20 0 strip#1-roof floor: 30 0 strip#1-Ist Odor OPBJ'G ;S 1 1 1 €;Oj dock: 30 0 1 4 _�' F�. other: 0 0 --- ' I f Pan¢I Rf €�,,1 1 Panel BA 0 W. wall: 35 0 __,i 1 II 11 111I 1 1 q other:0 0----- 17'- P' 16'- 4" 23'- 0" 5'- 6" 21'- 0" 01- 0" 01- 0" 01- 0" 0 0 Port to Post Post to post - II: -0 0 ----- ea .� tributary AM selsmBvNseISmic (R) (plf) (plf) be (Ibs) 60 251 349 0 0 44 311 324 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 7- e ;1 '{ !1�{ VI J 1 Im7 1) I4{ . over taming moment (Ib./R) = resisting moment (Ib.ft) = net moment (lb.ft) = upl1R(lbs.) = uplift from wall above Ibs. P ( )— post @panel edge:= strap/holtlown = dreg force= #ofA35's= # of sole plate nails = Note: USE PanelPanels 194811811 14006 130805 8008 0 4x6 CM5f12 3613 29.3 2" o.c. 48763 1588 47175 8577 0 4x6 CMSi12 -1192 9.9 2" o.c. 1 o: 3 � 3 )?,; 0 0 hat r.i� �sg9 `mG, z`I r�?3 �(�{ 1 tc shear wall type* ** 0 0 0 a 0 a 0 0 a a a 6 panel shear* * * * * a 0 0 0 0 0 0 0 0 0 0 806 pif total line length aa*** ****aaa*aa82.6N top plate splice (max. dog force* * * 0 a 3613 Ibs) MST37 Amax*4.0<A,1ima a * * * * * * * * * * * a 0.025h deflection: **** a a 0 a 0 0 2.4<3.3 t • i . i, i.� L. L_ Shearcra1ls-2016 f — 1111 2of GREAT ROOM floor level: 21NOM!, exterior panel Load increase: 1.00 L= 2'-0" dead load Son strip # tribute Wind Sesmlt c1bec ssnsn.: 1511g1bs, (MANUFACTORE WA (MANUFACTORE WALL dZE) i""d (psf) (ft) (level) (ft) (plf) (plf) (lbs) trr 1311ilbs jd roof: 16 0 Strip #1-roof 36 251 349 0 10, SF Floor: 0 0 strip #I -1st Boor 36 311 324 3000 deck: 0 0 ----- 0 0 0 0 other: 0 0 0 0 0 n Pard A Panel 3 W. wall: 15 0 ----- 0 0 0 0 0 ----- 0 0 0 0 20'- 0" li 0., 20, 0" It Or. 10, a'. ot 0.. a', 0., D.- 01. D 0 ----- 0 0 0 0 Foundation Foundation 0 0 ----- 0 0 0 0 0 0 ----- 0 0 0 0 0 0----- 0 0 0 0 r7l hj Panel Panel I panel type = MF MF panel shearer 7557 pif panel Size = 12 x 8 12x 8 0 0 li", anchor bolts = panel capacity = 1-1/8 9,000 1-1/8 9,000 a a total line length ...... 0 52.0 ft I over turning Moment (lb./ft) = 75570 75570 M top plate splice (max. drag force. 13143.0 11,S) a resisting moment (lb.ft) = 71 71 M net moment (lb,ft) = 75499 75499 uplift (lbs.) = 75499 75499 k, D I uplift from wall above (ibs.) = 0 0 0 0 l drag force = 5813 13143 0 0 # of A35S = 16.8 16.8 OK OK 1111 Natal REFER TO MANUFACTUR CALCULATION FORTHE ACTUAL CALCULATION 1111 j64 r-- 12 - @RGT. OF office and great room 12VE: 2ntl Floor exterior penal III (- Load Increase: 1.0 L= 37'-6" dead load span strip # tributa ,nd seisnri isla salunic sesnc 5900 bs I (PLYWOOD PANEL SUE) f,-�. (psi) (ft) (level) (ft) (pig (pig Ibs (Its) WIND: 4133 Its ) ; roof: 20 0 strip #2-roof 15 246 373 0 ill -0" & i ovrrvG ' OPEN'G oPEN'G ; {^{-O- Floor: 30 0 strip#2-2nd floor 15 305 347 0 0 deck: 30 0 0 0 0 0 0 I,t7� other: 0 0 -- 0 0 0 0 0 E Panels PanelB Panel CI - p2p�p- ext. well: IS 0 --- 0 0 0 0 0 '{IIII (La G3 other: 0 0 --- 0 0 0 0 0 16- 0" 15'- 6" 23'- 0" 13'- 0" T 0" 9- D. 0'- 0" 0 0.1 bpi -0 0 ---- 0 0 0 0 0 Post to post Post to post Fourdsb.n "fry j''. -0 0 ----- 0 0 0 0 0 0----- 0 a 0 0 0 - 0 0----- 0 0 0 0 0 Panel Panel & Panel C Over turning moment (lb./ft) = 24552 20592 14256 shear wall typed a o o a a o o a o a a a a 1 reus0ng moment (lb.R)= 12613 8873 4253 �a net moment (lb.ft) = 11939 11719 10003 '! = panel shearer a a a a a a a a a a a a a a a 144 plf �w uplift (lbs.) = 770 901 Illl 4_S{ u., i-uplift from wall above (lbs.)= 0 0 0 ! total65.5 ft m. post @panel edge: = 4z9/9x6 9x4/4x6 4X4 Ni strap/holdown = 1-CS16 1-CS16 SLHD10 tap plate splice (max. crag forced a a a o 13361bs) 9-16tl sinker o W' g force = 1137 crag 1336 728 rzy e" q �) m7 #of A35's= 5.0 4.2 2.9 rw'± 0: Amax*4.0<A,uw,b o 0 0 0 0 0 0 0 0 0 0 0 0 0.025h b # of sole plate nails = 6" O.C. 6" O.C. 6" o.c. 3y ( h deflection: o a a a a a a a a a 1.2 < 3.3 °j 0.30 I` y 1.20 Note: USENTrSATPANELC SM1eanvalls-2016 1 /67 r 13, ♦ ' @rgt side of OFFICE AND BATH #4 . floor level: 2ntl O0or exterlar panel 6'- ( Load increase: 1.0 L= 21'-6" '.: deadload s n # 9� iir� r win tribute —ses mi vin mi c_ses c smmuc-: 1990 Ibs (PLYWOOD PANEL SIZE) (pat) (ft) (level) (ft) (pll) (pll) Ibs (Ibs) QiU woo, 11020 He ' t roof: 20 0 strip *2-roof 40 246 373 0 G) 11'-0' v i i OPEN'G ❑ ' OPEN'GHpanei NPEN'G i ( Floor: 30 0 strip #2-2nd Floor clock: 30 0 -- 40 305 0 0 397 0 0 0 0 0 r — other: e 0 -- 0 0 0 0 0 Panel AlPanel B - : i' ext. wall: 15 0 ---- 0 0 0 0 0 pp �% II II I I II I I II I I 7Q� other: 0 0 ---- 0 0 0 0 0 31'- 0" 8'- 0" 101- 0" 5'- 6" 10'- P' 8'- 0" 0'- 0" u - 0 0 z," ,i - 0 0 --- 0 0 0 0 0 r Post to port Post to pns[ Post ro post L' 0 0- ---- 0 0 0 0 0 - 0 0----- 0 0 0 0 0 - 0 0---- 0 0 0 0 0 r- Panel Panels Panel �d TT ld,over taming moment (Ib./ft) - 58960 40535 58960 i tP' shear wall type* * * * o a < a a a * * * * 5 resisting moment (Ib$) = 3360 1588 3360 t( s net moment (Ib.ft) = 55600 38947 55600 rf 3� panel shear* * * * * * * * * * a * * * * * 670 plf 5N uplift (lbs.) = 6950 7081 6950 1,4 _ uplift from wall above Ibs. p ( )_ 0 0 0 0N: ,1�� total line length* ***** ********* 72.$ft post @ panel edge: = 4x6 4x6 4x6 ' strap/holdown = CMST12 CMSr12 OMST12 i top plate splice (max, drag forced * * * * 6157 Its) MST60 drag fame = 6157 4372 3766 # of A35's = 11.9 8.2 11.9 l=ut,j A max+4.0 < A,rw., a a a a a a a a a a a a a a 0.025h e�1 # of sole plate nails = 2" o.c. 2" o.c. 2" o.c. 0.< ;> ) lyf :.s r ik eti deflector:a a a a a a a* a a 1.6 < 3.3 0.35 n._.i 1.40 . Note: USE NTT$ INTO EXITING STEEL BEAM . t_. Shearwalls2016 @LEFT OF STAIRS floor level' !dfl r "Wrlorpanel �. Load increase: 1.0 L= 27-p" _ dead load span mio# trinnary wind seismic do seeigmjy 1440QIbs 1 (PLYWOOD PANEL SIZE) (pst) (ft) (level) (ft) (plO (pif) Ibs (Ibs) (P) 110201b3 tQ�Q�Q Cr. WNo: I _�� roof: 20 0 strip#2-roof 40 246 373 0 C il' 0" 1 oPErv'G ❑ I oPaN'G ❑ oPEN'G ❑ I '4 floor: 30 0 strip #2-2nd floor 40 305 347 0 0 l i d I I 1 4` deck: 30 0 —P 0 0 0 0 0 twlI p yi �' vane) A Panel e - i'' '�: other: 0 0 -- 0 0 0 0 0 ex[. wall: 13 0 --- 0 0 0 0 0 „' II 11 1 1 II i 1 1`<' other: 0 0 --- 0 0 0 0 0 33'- 0" 10'- 0" 101- 0" 17'- 0" 01- 0" 0- 0" 0.- 0" 0' 0.1 0 0 --- 0 0 0 0 0 r- Post topost Post toflush 0 0 ----- 0 0 0 0 0 R. -p 0--- 0 0 0 0 0 i eaueL9 Panel B over turning moment (Ib./ft)= 58630 99671 1F1a shear wall type* * * * * * * * * * * * * ..A .A f 3 resisting moment (lb.ft) = 5250 15173 net moment (Ib.R) = 53380 89498 j panel shearer * * * * * * * * * * * * * * * $33 plf 1 uplift(lbs) = 5338 4970 e? 1 uplift from wall above (Ibs.) = 0 0 0 0 1,4 total line length * * * * * * * * * * * * * * * 70.0 @ post @ panel edge: = 4x4/4x6 4x8/6x8 s- 111; strap/holdown = CMST14 2)MSTC488 I Z top plate splice (max. drag force* * * * * 6789lbs) 0 V, r�l drag force = 6789 5573 4=^i pW) .R� #of A35'S= 11.8 # of sole plate nails = 2" o.c. 20.1 2" o.c. i[[£W �l Ama%*4.0 adaw* a a a 0 a o 0 o a o o a o 0.02$h e p, de8ectlon: 0 a a a a a a a* a 1.6 < 3.3 . Note: USE CMSTI4'D CONDMON' • l L L, l--' Sheercnlls-2016 F. 30% load added from other direction due to angle wall r 15 ♦ - @left side of master bath & closet Floor level: !I; Floor eztertor panel i to tnatl increase: 1.0 L= 53'-9" _!. !lead IAA soon stdn #tributa wjOQ c=iam pan sejsm! 2180 Ibs O (PLYWOOD PANEL SIZE) I ,4 (Pat) (ft) (level) (ft) elf) (plf) Its (Ibs) pup: 17202 Ibs " roof: 20 0 strip #2-roof 40 246 373 0 a�i a 10 0 E ' OPENG ' aPFN'G oPENG C 0001: 38 0 strip #1-roof deck: 30 0 strip #2-2nd Boor 22 251 349 40 305 347 0 0 0 0 f N�p 3 11 other:0 0 grip #1-2ndfloor 22 311 324 0 0 Panel AlPanel B Pd0¢I C Panel a iA+, ex:. wall: 15 0 ---- 0 0 0 0 0 other: a 0----- 0 0 a 0 0 ..•:., 13'- 0" 12'- 0" 101- 0" 12'- 0" 10'- 0" 12'- 0" 0.- 0" 17 9 iu. - o o----- o o g a o f Post to post Post to post Post to post Post to Flush `` - 0 0 ----- 0 0 0 0 0 - 0 0---- D 0 0 0 0 - - 0 0----- 0 0 0 0 0 'i over taming moment (Ib./ft)= Panel n 48720 Panel a 98720 Panel C 98720 PanelO 72065+r3 shear wall type* * * * o o a a a a a * * a =Q3 f[[t' resisting moment (lb.ft) = 6912 6912 6912 15123 t l i j net moment (lb.ft) = 41808 41808 41808 56942 ' e° panel shear* 0 * * * * * * * * * * * * * * 406 plf uplift (Ibs.)= 3484 3484 3484 3208 #tai uplift from well above (Ibs.) = 2564 2564 2564 0 A.? total line length* a a a a * * * * * * a c * * 86.8 ft post @ panel edge: = 4x4/4x6 4x4/4x6 4x4/4x6 4x4/4x6 I, I y: strap/holdown = CMSr14 CMST14 CMSr14 MSi64883 (?ZY top plate splice (max. drag farce* * * * * 45741bs) MST48 j W { cap force = 3265 3920 4574 2716 ) ¢' a # of A35'S = 10.8 10.8 10.8 16.0 Ef A max*4.0 < Are„ a a a a a * * * * a a a a * 0.025h 2 Asof sole plate nails = 3" O.C. 3" o.c. 3" o.c. 3 O.C. deflection: 0 * * * * * * * * * 1.4 < 3 r 1 tj 0.35 033 t leJ 1.40 132's; . Note: USE • L_. L. Shearvralls-2016 —70 16 - @REAR of ELVATOR floor level: ist naor interior panel `i Load increase: 1.0 L= 13'-0" dead load span strip# b.butzrvwind Seismitdnsei5mlc se�sn�e�76681 s (PLYWOOD PANEL SIZE) ,�� ; (P) � (psf) (R) (level) (R) (p10 (pit) Hits (Ibs) s 1cOc wmo: 8358lbs t roof: 20 0 strip#1-2nd Floor 28 311 324 0 1200 S.0" aPEN'G hpan.i OPEN'G OPEN'G 0 i'a. floor: 30 0 strip#1-lst floor 28 286 138 0 0 deck: 30 o -- 0 D d o e tr(� other: 0 0 - -- 0 0 0 0 0 PanelA PanelC - - e#.wall: 13 0 --- 0 0 0 0 0 other: 0 0 ----- 0 0 0 0 0 23'- 0" 4'- 6" 5- 0" 4'- 6" 5- 0" 4'- 0" 0'- 0" 0- 0 t - 0 0 ----- 0 0 0 0 0 Foundation Foundation Foundation !'17 - 0 0 ----- 0 0 0 0 0 0 0----- 0 0 0 0 0 0---- 0 0 0 0 0 Panel B panel e Panel[ E .3 over turning moment (lb./ft) = 23148 23148 20576 4 shear wall typeb o a a a a a a a o a a a a 3 s f + resisting moment (lb.ft) = 882 882 697 .1 i I ;- net moment (lb.ft) = 22266 22266 19879 i panel shear* b b b b b b s+ 4 b b b b b b b 643 plf f � uplift (Ibs.) — 9948 4946 9970 Ni; I'`s° uplift from wall above (Ibs.) = 0 0 0 0 iJ�:� total line length o a o a o o a o 0 o a a o a a 46.0 k past @ panel edge: = 4.414.6 4x4/4x6 4x4/4x6 1;�7 �yis+e l strap/holtlown = HTiS HITS HTTS i� top plate splice (max, drag forced o 0 0 0 41791bs) MS737 drag force = 4179 3012 1844 "y+ (=C of A35's= 6.4 6.4 $.7 fWt Amax*4.0< Aam 0.025R 6i q, # of anchor bolts = 6.7 6.7 6.0 deflection: a a a a a a a a a a 1.6 < 2.4 0.39 0.40 1.56 1.60 Note: t ' Sheamalls-2016 l f - @REAR of GAME ROOM Floorlevel: 1Ptiloor interior panel (� � )' Load Increase: 1.0 L= 39'-0" '�.Y tl AND tr.bu dead SpHO ri i win ses .c_ mi vin �ntt� F 1301 Ibs —� (PLYWOOD PANEL ME) [ k "t (pst) (it) (levee (it) (pif) (plf) Ib=- (Ibs) l di �U' O no 4004 lbs p (', roof: 20 0 ship#1-1st Floor 28 286 138 0 11087 BIND: 81- 0" ' Floor: 0---- 0 0 0 0 0 OPENG ❑❑ OPEN'G oPEN'G ( 30 6 PJ t;4 deck: 30 0 0 0 0 0 0 dj m f ITi� p 4{yz P other: 0 g---- 0 0 0 0 0 Panel Al PanelB - - and. wall: 16 0 --- 0 0 0 0 0 II I-1 I I FI I I I I p other: 0 g---- 0 0 g 0 0 I 23'- 0" 111- 0" 30'- 0" 81- 0" 0.- 0" 0'- 0" 01- 0" 01- 0" t:(j" - 0 0 ----- 0 0 0 0 0 r' Foundation Foundation 0 0 ----- 0 0 0 0 0 - 0 0----- 0 0 0 0 0 0 0----- 0 0 0 0 0 r t Panel 4 Panels over moment = 60280 43840 e's` shear wall type* 0000a aoaaoo a _A ' i resisting moment (lb.ft) = 4719 2496 . n..a f net moment(Ib.ft) = 55561 413+1 panel shearo a a a o o a a a g q a C c o 0 685p1f {p uplift (Ibs.)= 5051 5168 knnamm.,, uplift fmm wall above (Ibs.) = 0 0 0 0 i total line length o a a a a a a a a a o a a a a 72.0 ft w>=§ post @ panel edge: = 4x4/4x6 4x4/4x6 i S strap/holtlown = H175 SrHD14 top plate spllce (max. drag forced a a a a 4159 Has) MSf37 W i drag force = 4159 Q37 �;tp # of A35's = 16.7 12.2 Kp➢ A max*4.0 < A,Imw 0.025h t # of anchor bolts= 12.6 9.1 E=g; deflection: a a a a a a a a a a 1.12 < 2.4 0.28 1.12 Note: USE �L I Sheanwalls-2016 r' - @FROPNT of GAME ROOM floor level: 1st0oer interior panel �y.ff Load Increase: 1.0 1 L= 18'-0" I Y �- dead loatl sn s[rin # ri win +seismicyj0 aelFmjL s 8971 s (PLYWOOD PANEL SRE) , (psfl (ft) (level) (ft) (PH) (Pit) Ibs (lbs) Pam)' tp (P) ,Mno: 40041bs roof: 20 0 strip #1-1st floor 28 286 138 0 7039.2 OI 8' 8" t� 6 OPEN6 OPEN'G OPEN6 I°a floor: 30 0 ---- 0 0 0 0 0 deck: 30 0 ---- 0 0 0 0 0 n other: 0 a ---- 0 0 0 0 0 PanelAl ext. wall: 15 0 --- 0 0 0 0 0 F{ 11 1II��: b. other:0 0 --- 0 0 0 0 0 23'- 0" 10'- 0" 30'- 0' 8'- 0" 01- 0" o- 0" 0.- 0" 0 01. - o D --- 0 0 0 0 0 Foundation Foundation - i} „' - 0 0 ---- 0 0 0 0 0 0 0--- 0 0 0 0 0 ' - 0 0----- 0 0 0 0 0 P_ Panela I overturning moment (lb./ft) 39840 9890 31672 '6n7` shear wall type* * * * o a ---A s :O resisting moment (lb.ft) = 3900 2496 ' ") net moment (Ib.ft)= 35940 29376 i� v t3, panel shear* * * a a a a * 0 * * * * * * a 498 plf uplift (IbsJ= 3599 3672 La uplift from wall above lbs. = P ( ) 0 0 0 0 4ka tool line length***aaaa*** ***** 71.0R t; post @ panel edge: = 4X4 4X4 F Pa f j j `rW strap/holdown = dog farce SrND10 2906 SMD10 2980 r/P� top plate splice (max. drag force* a a a a 29801bs) MST37 = s # of A35's = 11.1 8.9 j'Yt A max*4.0 <,talN„, a a a a * * * * * * 0 a a a 0.0211 ... # of anchor bolts = 11.6 9.3 Q t`3 deflection: a a a * * * * * a a 1.12 < 2.4 r 0,28 I =,a 1.12 Note: USE NTTS - f 3 sheanvalls-2016 r G 14' ♦ - @RGT. OF GAME ROOM • floor level: let floor exterior panel Load increase: 1.0 L= 19'-6" 7 dad load span =trio # tr ibute seism wind i mi um c SEISMIC: 6510 bs (PLYWOOD PANEL SIZE) ,j (psf) (ft) (level) (R) (plfl (plf) ]its (lbs) O Lc�0 wile:6z461bsTa roof: 20 0 strip#2-raof 15 246 373 0 C 31' 0, [Planell OPEN'G DPENG ❑ OPEN'G ❑q QI Boor: 30 0 strip#2-2nd Floor 15 305 347 0 0 a deck: 30 0 strip#2-Ist Floor 15 282 148 0 0 o • ��£YOi other:0 0----- 0 0 0 0 0 I Panel6 - - tw 2p'a ext. wall: 15 0 ----- 0 0 0 0 0 Imo; other. 0 0---- 0 0 0 0 0 FI 181- U. 10'- 6' 23'- V 91- 0.. 01- 0" 01- 0" 0.- 0.. 01- 0" 0 0 ----- 0 0 0 0 0 Foundation Foundation 0 0 ----- 0 0 0 0 0 0 0 0 0 0 0----- 0 0 0 0 0 Panel n Panel _ overturning moment (Ib./R) = 38577 33066 ' shear wall typed a a o a a * * * * a a * a =Q resisting moment (lb.R) = 5788 4253 i net moment (Ib.R) = 32789 28813 panel shear* o 0 0 o a o a a o a o a a a a 334 plf uplift (lbsJ- 3123 3201 (, uplift from wall above (lbs.) = 0 0 0 0 total line length o 0 o a a o a a a o o a o a a 60.5 ft post @ panel edge: = 9X4 4R4 strap/boltlown = SFFiD10 SIHDIO 1 LL- tap plate splice (max. drag force* * * * * 2035 lbs) 13-160 sinlo drag force = 1937 2035 #of A35's= 7.8 6.7 `;prA dmax*9.0<hia.o 0 0 0 o c o o b o 0 0 0 0 0.025h # of anchor bolts = 5.0 7.0 Q.i Es7 defection: a a * * * * * * * * 1.44 < 3.3 6heanvalls2016 @rgt side of ELEVATOR AND SONA Floor level: 1st Floor exterior panel Wad increase: 1.0 L= 22'-6" dud load soon51TID # 16bas (PLYWOOD OOD PANEL SIZE) tl� (Pat) (ft) (lev 25%l(level) l 1: roof:20 0 strip #2-=f ABA(P) "'ID: 09491ba; door: 30 0 strip 02-2nd floor CHIM'. ECPEN'G [ deck: 30 0 stni,#2-Istfloor f I A-4) I r —1 other: 0 0 ----- W: Panel A' Pan.] B, Panel C, I Panel DI aid. wall: 1 0 ----- I II 1-1 1-1 other: 0 0 ----- 31-- 0" 6-- 6- 10, 01. 5-- 6" 10. 0.1 5'- 6" 5-- 0" 5. 011 1 k a 0 ----- Foundation Foundation Foundation Foundation 'i%', a IU .0 0 0 overturning moment (Ilb./ft) = Panel A 37544 Panel 8 31768 Panel 31768 Panel D 28880 's•:n1; resisting moment (Ib.R) = 1648 1180 1180 975 n m ment (11 ft) = 35896 30588 30588 27905 uplift (tbs.) = 5522 5561 5561 5581 uplift from wall above (tbs.) = 0 0 0 0 JC post @ panel edge: = 4x4/4x6 4x4/4x6 4x4/4x6 4x4/4x6 r strap/holdovin = STHD14 SrHD14 STHD14 STHD14 V drag force = 6417 5140 4377 2580 Z'� A" # of A35's = 10.4 8.8 8.8 8.0 - Clil # of anchor bolts = 6.7 6.6 6.6 6.0 I L 0.32 0.34 1.28 1.36 Note: USEHDQ8 tributa wind salamicuM seismic (ft) (pit) (pit) tbs (tbs) 40 246 373 0 40 305 347 0 0 25 282 148 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a shearwalitype* a 0 a a a a a a a a a a a =A$ panel shear** a*aaa aaaaaaaa a 722 pif total line length a * a * * a**** * . * . . 78.5 ift top plate splice (max, drag fii * * * 0 6417 tbs) MST60 A ax-4.0 < Au. 0 * * 0 ***a * 0 * 0 *0 0.025h defledion: * - * * * * * a * * 1.36 < 2.4 Shearwals-2016 r 23" - @REAR of ONE CAR GRG floor level: 1st Floor Interior panel • [ £ Wad Increase: 1.0 L= 81-01, . a dead load sQ@0 An" tributa Wind salami �Ln seismic t ssisma: 22941ps (PLYWOOD PANEL SIZE) i� (psf) (ft) (level) (ft) (plf) (PIO Ibs (Ibs) 999 (P) vmc: 443316s p r001":20 0 sump *2.19floor 31 286 148 0 0 �� ¢ G' 8- 0 = 1 I❑ oPErv'G ( 6 aPEN'G 1❑ oPErv'G ❑ III' II< A floor: 30 deck: 30 0 0 0 0 --- 0 0 0 0 0 0 0 0 p O! i other: 0 0 --- 0 0 0 0 0 ext. wall: is 0 ---- 0 0 0 0 0 `.II jzi other: 0 0 -- 0 0 0 0 0 40'- 0" 81- 0" 0.- 01, 0'- 0" 01- 0.. 0.- 0.. 0'- 0.. 01- 01. (, a; - 0 0 ----- 0 0 0 0 0 f Foundation - - fr+ - 0 0 ----- 0 0 0 0 0 0 0----- 0 0 0 0 0 0----- 0 0 0 0 0 I'- Panel p�al over moment (Ib. R) = 35456 shearwalltypea a a a a a a o o a a a o a= resisting moment (lb.ft) = 2787 a: � net moment (b.ft) = 32669 j panel shear4 o e o o c o o a o 0 o a o 0 0 559 plf ft uplift (Ibs)= 4089 Fn !3" r)a uplift from all atwve (Ibs.) = 0 0 0 0 Lp ~'; total line length o a a o a a a a a a a a a a 48.0 R ;cal post @ panel edge: = 4x4/4x6 mi ee n, stmp/hOltlown = HlTS FN j top plate splice (max. tl2g force* o 0 0 0 3699Ibs) MST37 } W:' drag force = 3694 lw: # of A35's = 9.8 lip, d max*4.0 < 4uw, a a a a a a a a a a a a a a 0.025h t3 # of anchor bolts = 7.4 " z deflection: a a a a a a a a a a 1.32 < 2.4 L.: 7 �cm° Sheaiwalls-2016 f-, f 2,2_,. ♦ - @LEFT OF BAR Floor level: 'at foot exterior panel . x. Load increase: 1.0 L= 11'-6" :: dead load soon strip k tilt utarvWind seisnni uln seismic P senn¢' 1588 Ibs O (PLYWOOD PANEL SIZE)" (psf) R (level) O ) R O (PFl (PFl Ibs Ibs ( ) w:xo 1384016s roof: 20 0 strip #2-roof 40 246 373 0 S en OPHJG H OPEN'G H OPEN'G 14 q- Y0�'. floor. 30 0 soup#2-2nd floor 40 305 347 0 0 f2-p n 1 :0)r deck: 30 0 strip #2-tstfloor other: 0 0 ---- 20 0 282 0 198 0 0 0 0 0 "' PanelA PanelB - - Iwt ext. wall: 15 0 ----- 0 0 0 0 0 .... ;. 4' S:� other: 0 0 ---- 0 0 0 0 0 181- 0" 5'- 0" 10'- 0" 6'- 6" 01- 0" 9- 0" 01- 0" 0. 0.1 p)g' - p 0 ----- 0 0 0 0 0 Post wpat Post toflush-0 0 ----- 0 0 0 0 0 0 0 0 0 0 0 0 0 0----- 0 0 0 0 0 Panel Panel ',j overturning moment (Ib./R)= 55290 71812 j shear wall typed a a a a a * * * * 0 * * a resisting moment (Ib.ft) = 975 I698 1, 1 .� net moment (Ib.R)= 59265 70169 �� 1 panel shear* a a a a a a a a a 0 a a a o 0 1381 pif g uplift (lbs.) = 10853 10794 @% a uplift from wall above Ibs. 0 p ( )_ 0 0 0 x s'.� total line length**** aaaaaaa aaa* 39.5ft rp post @ panel edge: = 4x8/6x8 6x6 �� I strap/holtlown = HDU11 HDU11 top plate splice (max. tlmg farce* * * * * 72361bs) 0 drag farce = 7236 6362 '�Zy s, (Z #ofA35's= 15.3 19.9 Amax*4.0<A,ll".„* a a a a a a a * a a * * * 0.025h # of anchor bolts = 9.9 12.8 deflection: *** a a a a a a a 2.36 < 2.4 Nofe: USE Shearwalls-2016 P 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 Steel Column Description : steel column Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name Analysis Method: Steel Stress Grade r Fy : Steel Yield E: Elastic Bending Modulus Project Title: Engineer: Project ID: Project Descr: Printed: 2 JAN 2019. 7:01 PM HSS5x5x1/2 Overall Column Height 10.0 ft Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns 36.0 ksi X-X (width) axis: 29,000.0 ksi Unbraced Length for X-X Axis buckling = 10 ft, K= 0.65 Y-Y (depth) axis; Unbraced Length for Y-Y Axis buckling = 10 it, K = 0.65 1pplied Loads Column self weight included : 283.039lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 41.0, L = 38.0 k SUMMARY wenamg a bnear cnecK Kesults PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base Al maximum location values are .. . Pa: Axial Pn / Omega: Allowable Ma-x : Applied Mn-x / Omega: Allowable Ma-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of maxabove base At maximum location values are ... Va : Applied Vn / Omega: Allowable Load Combination Results 0.6587 +1.540D+Lr+L+S+W+E+H 0.0 ft 101.576 k 154.212 k 0.0 k-ft 23.533 k-ft 0.0 k-ft 23.533 k-ft 0.0 :1 0.0 ft 0.0 k 0.0 k Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions.. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections ... Along Y-Y 0.0 in at O.Oft above base for load combination : Along X-X 0.0 in at O.Oft above base for load combination: Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.268 PASS 0.00 it 1.00 1.00 42.86 42.86 _ 0.000 PASS 0.00 It +D+L+H 0.514 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS 0.00 It +D+Lr+H 0,268 PASS 0.00 It 1.00 1.00 42.86 42.86 0.000 PASS 0.00 ft +D+S+H 0.268 PASS 0.00 It 1.00 1.00 42.86 42.86 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.453 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0,453 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS 0.00 ft +D+0.60W+H 0.268 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS 0.00 it +D+0.70E+H 0.268 PASS 0.00 It 1.00 1.00 42.86 42.86 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.453 PASS 0.00 It 1.00 1.00 42.86 42.86 0.000 PASS 0.00 It +D+0.750L+0.750S+0.450W+H 0.453 PASS 0.00 It 1.00 1.00 42.86 42.86 0.000 PASS 0.00 It +D+0.750L+0.750S+0.5250E+H 0.453 PASS O.00ft 1.00 1.00 42.86 42.86 0.000 PASS O.00ft +0.60D+0.60W+0.60H 0.161 PASS O.00ft 1.00 1.00 42.86 42.86 0.000 PASS O.00ft +&60D+0.70E+0.60H 0.161 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS 0.00ft +0.560D+Lr+L+S+W+E+1.60H 0.396 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS O.00ft +1.540D+Lr+L+S+W+E+H 0.659 PASS 0.00 ft 1.00 1.00 42.86 42.86 0.000 PASS O.00ft L r ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. _ Title Block Line 6 Printed: 2 JAN 2019, 7:01 PM _ Steel Column File=C:lUsemscalmwt'DOCUME-1IENERCA^il4 GENEVE-PLAN.ec6. 6oaware wpydght ENERCA L0, INC. 19n2018, Bu1Id:10.18.11.30 . r- r.rr• Description : steel column Maximum Reactions Note: Only non -zero reactions are listed. r _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 41.283 r +D+L+H 79.283 +D+Lr+H 41.283 +D+S+H 41.283 +D+0.750Lr40.750L+H 69.783 +D40.750L+0.750S+H 69.783 ' +D+0.60W+H 41.283 +D+0.70E+H 41.283 +D+0.750Lr40.750L+0.450W+H 69,783 +D+0.750L+0.7508+0.450W+H 69.783 +D+0.750L+0750S+0.5250E+H 69.783 '.. +0.60D+0.60W+0.60H 24.770 +0.60D+070E+0.60H 24.770 D Only 41.283 r LrOnly L Only 38.000 - S Only W Only E Only H Only - Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My -End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top ` Minimum Reaction, X-XAxis Base Maximum 41283 " Minimum 41283 Reaction, Y-YAxis Base Maximum 41.283 ` " Minimum 41,283 Reaction, X-XAxis Top Maximum 41.283 - Minimum 41.283 Reaction, Y-YAxis Top Maximum 41283 Minimum 41.283 Moment, X-XAxis Base Maximum 41.283 - Minimum 41283 Moment, Y-YAxis Base Maximum 41.283 .. - Minimum 41.283 Moment, X-XAxis Top Maximum 41.283 " Minimum 41.283 Moment, Y-YAxis Top Maximum 41.283 l , Minimum 41.283 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance _ +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 In 0.000 ft 0,000 in 0.000 ft +D4Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 H 0.000 in 0.000 it +0+0.750Lr40.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.7508+H 0,0000 in 0.000 it 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 it 0.000 in 0.000 It +0+0.70E4H 0,0000 in 0.000 it 0.000 in 0.000 it +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 it 0,000 in 0.000 it I-- +D+0.750L+0.750S+0.450W+H 0.0000 In 0.000 It 0.000 in 0,000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 In 0.000 ft 0,000 in 0.000 It _, 0 Only 0.0000 In 0.000 ft 0,000 in 0.000 it t ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Printed: 2 JAN 2010, 7:01 PM Steel Column Description : steel column Maximum Deflections for Load Combinations F- Load Combination - -- Max. X-X Detector Distance - --- Max. Deflection Distance LrOnly 0.0000 in in 0.000 ft 0 0.000 in 0.000 it L Only 0.0000 in 0.000 8 0.000 in 0.000 it S Only 0.0000 in 0.000 ft 0.000 in 0.000 R W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0,0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : HSS5x_5x112 Depth = 5,000 in I xx 26.00 4 J 44 = 44.600 1n"4 Design Thick 0.465 in Sxx = 10.401nA3 Width = 5.000 in R xx = 1.820 In r Wall Thick = 0.500 in Zx = 13.100 103 Area = 7.880 in62 I yy = 26.000 InA4 C = 18.700 inA3 Weight = 28.304 plf Syy = 10.400 inA3 R yy = 1.820 in - Yog 0.000 in Sketches L, 41, +Y +X M r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 31 MAY 2018, 7:08PM Steel Base Plate File =E:lUsemscalwastlD000ME-IENERCA-I%GENEV-2.EC6 Description : typ. at front Code References Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design cU c : -RFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area :Full Bearing Allowable Bearing Fp per J8 2.550 ksi Column & Plate Column Properties Steel Section: HSS5x5xl/2 Z Depth 5in Area 7.88 inA2w Width 5 in Ixx 26 inA4 Flange Thickness 0.465 in Iyy 26 inA4 e s r Web Thickness 0 in� Plate Dimensions Support Dimensions N : Length 12.0 in Width along X' 12.0 in B : Width 12.0 in Length along 2' 12.0 in Thickness 0.750 in Column assumed welded to base plate. Applied Loads I+p P-Y V-Z M-X D : Dead Load ....... 25.0 k 0.0 k 0.0 kft '+�X `• L. Live....... 0.0k 0.0k 0.0 kft Lr: Roof Live......... 10.0 k 0.0 k 0.0 k-ft S. Snow ................ 0.0k 0.0k 0.0 kft W. Wind ................ 0.0k 0.0k 0.0 kft E: Earthquake ......... 0.0 k 0.0 k 0.0 kft H: Lateral Earth......... 0.0 k 00 k 00 k-ft ' +Z _ " P "=Gravity load, "+^ sign is downward. "+" Moments create higher soil pressure at+Z edge. +° Shears push plate towards+Z edge. Anchor Bolts j Anchor Bolt or Rod Description 718" Max of Tension or Pullout Capacity........... 20 k Shear Capacity.....lt to ..................... 2..50 k Edge distance: boltto plate ................... 1.50 in x Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ 1.0 x X I �1 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Printed: 31 MAY 2018, 7:08PM Base Plate File=C:lUsemscalcoastlDOCUME-11ENERCA-114 Description : GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment ..................... 2.099 k-in Plate Design Summary to : Max. Bending Stress ............... 14.925 ksi Design Method Load Resistance Factor Design Fb : Allowable: 32.400 ksi Governing Load Combination +1.20D+1.6OLr 0.50L+1.60H Fy * Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0.461 Design Plate Size V-0" x T-0" x 0.31,V Bending Stress OK Pu : Axial ......... 0.000 k fu : Max. Plate Bearing Stress .... 0.319 ksi Mu: Moment........ 0.000 k-ft Fp: Allowable: 1.530 ksi min(0.85*Pc*sgd(A2/A1), 1.7* Pc)*Phi Bearing Stress Ratio 0.209 Bearing Stress OK Load Comb.: +1.4010+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 35.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu: Max. Bearing Pressure 0.243 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.159 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 inA2 Mmax = Fu * LA2/2 ................... 1.597 k-in A2: Support Area .................. 144.000 lnn2 fb: Actual ............................. ... 11.356 ksi sqrt( A2/A1) 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.350 Distance for Moment Calculation „m.. ..................... 3.625 in „ n....................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.460 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Load Comb.: +1.20D+0.5OLr+1.60L+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 35.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.243 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.159 Will be different from entry Bparfial bearing used. Plate Bending Stresses Al :Plate Area ......... 144.000 inA2 Mmax = Fu * LA2 / 2 ................... 1.597 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 11.356 ksi sgrt(A2/A1) 1.000 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.350 Distance for Moment Calculation m .. ..................... 3.625 in n ....................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.460 in n' * Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in L_. i _. F Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 31 MAY 2018, 7:08PM ISSteel .Base Plate File =C:IUsamtalcdastlDOCUME-11ENERCA-114GENEV-2EC6: I Description: typ.atfront Load Comb.: +1.20D+1.60L+0.50S+1.60H Axial Load Only, No Moment Loading Pu: Axial ......... X000 k Design Plate Height......... Q000 in Design Plate Width ......... 12.000 in Will be Omani from entry ifpartial bearing used. Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sgrt(AVA1 ) 1.000 Distance for Moment Calculation „m.. ..................... 3.625 in „n.. ..................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'.......................................1 0.380 in n' * Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in Load Comb.: +1.20D+1.60Lr+0.50L+1.60H Loading Pu: Axial......... 46.000 k Design Plate Height......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. At : Plate Area ......... 144.000 102 A2: Support Area .................. 144 000 inA2 sgrt(A2/A1 ) 1.000 Distance for Moment Calculation „m"..................... 3.625 in „ n....................... 3.625 in X.............................. 0.000 102 Lambda ...................... 0.000 n'........................................ 0.630 in n'*Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Load Comb.: +1.20D+1.60Lr+0.50W+1.60H Loading Pu : Axial ......... 46.000 k Design Plate Height......... 12.000 in Design Plate Width ......... 12,000 in Will be different from entry gparnal bearing used. Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sgrt(A2/A1 ) 1.000 Distance for Moment Calculation „ m,'..................... 3.625 in „n.. ..................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'............... -I..................... 0.630 in n' * Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in Bearing Stresses Fp : Allowable .................. fu : Max. Bearing Pressure Stress Ratio .... Plate Bending Stresses Mmax = Fu * 02 / 2 ........., fb : Actual .......................... Fb : Allowable- ................ Stress Ratio .... Bearing Stresses Fp : Allowable ................... fu: Max. Bearing Pressure Stress Ratio ..... Plate Bending Stresses Mmax = Fu * LA2 / 2 .......... fb : Actual ........................... Fb : Allowable .................... Stress Ratio ..... Bearing Stresses Fp : Allowable ............................... fu: Max. Bearing Pressure Stress Ratio ....................... Plate Bending Stresses Mmax = Fu * LA2/2 ................... to : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... 1.530 ksi 0.208 ksi 0.136 1.369 k-in 9.734 ksi 32.400 ksi 0.300 Axial Load Only, No Moment 1.530 ksi 0.319 ksi 0.209 2.099 k-in 14.925 ksi 32.400 ksi 0.461 Axial Load Only, No Moment 1.530 ksi 0.319 ksi 0.209 2.099 k-in 14.925 ksi 32.400 ksi 0.461 r-, Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr. r Title Block" selection. Title Block Line 6 Printed: 31 MAY 2018, 7:08PM Steel. Base Plate File=C:lUserslcalcoastIDOCUME-11ENERGA-14GENEV-2.ECa Description: typ.atfront Load Comb.: +1.20D+0.50L+1.60S+1.60H f' Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... X000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.208 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.136 Will be dlBerent lrom entry dponlal beating used. Plate Bending Stresses Al : Plate Area ......... 144.000 inA2 Mmax = Fu * LA2 / 2 ................... 1.369 k-in A2: Support Area .................. 144.000 1nA2 fb: Actual ................................ 9.734 ksi r-- sgrt(A21A1) 1.000 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.300 Distance for Moment Calculation in .. ..................... 3.625 in n .. ..................... 3.625 in r X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.380 in n' * Lambda .................................. 0.000 in _ L = maxim, n, n") ......................... 3.625 in Load Comb.: +1.20D+1.60S+0.50W+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 30.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.208 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.136 Will be different from entry If partial bearing used. Plate Bending Stresses Al :Plate Area ......... 144.000 inA2 Mmax = Fu * 0212 ................... 1.369 k-in A2: Support Area .................. 144.000 inA2 fb:Actual................................ 9.734 ksi sgrt(A21A1) 1.000 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.300 Distance for Moment Calculation „m.. ..................... 3.625 in „ n....................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.380 in n' * Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in Load Comb.: +1.20D+0.50Lr+0.50L+W+1.60H Axial Load Only, No Moment t . Loading Bearing Stresses Pu : Axial ......... 35.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.243 ksi Design Plate Width......... 12.000 in Stress Ratio ....................... 0.159 Will be Oared Imin entry ifpardalbearing used. Plate Bending Stresses Al :Plate Area ......... 144.000 inA2 Mmax= Fu * 0212 ................... 1.597 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 11.356 ksi sgrt(A21A1) 1.000 Fb:Allowable .............................. 32.400 ksi .: Stress Ratio ..................... 0.350 Distance for Moment Calculation "m"..................... 3.625 in n .. ..................... 3.625 in �.. X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.460 in n'* Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in L, LJ f Title Black Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 31 MAY 2018, 7:OSPM Load Comb.: +1.20D+0.50L+0.50S+W+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 30.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.208 ksi �- Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.136 Will be different from entry ifpartial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 inA2 Mmax = Fu' LA2/2 ................... 1.369 k-in A2: Support Area .................. 144.000 102 fb : Actual ................................ 9.734 ksi r sgrt(A2/A1) 1.000 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.300 Distance for Moment Calculation „ m .. ..................... 3.625 in „n.. ..................... 3.625 in X.............................. 0.000 i02 Lambda ...................... 0.000 n'........................................ 0.380 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Load Comb.: +1.20D+0.50L+0.20S+E+1.60H Axial Load Only, No Moment Loadino Bearing Stresses Pu : Axial ......... 30.000 k Fp : Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.208 ksi Design Plate Width......... 12.000 in Stress Ratio ....................... 0.136 Will be differentfrom entry Ifpartial bearing used. Plate Bending Stresses Al :Plate Area ......... 144,000 inA2 Mmax = Fu' LA2/2 ................... 1.369 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 9.734 ksi sgrt(A2/A1) 1.000 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.300 Distance for Moment Calculation m .. ..................... 3.625 in „n.. ..................... 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.380 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in Load Comb.: +0.90D+W+0.90H Axial Load Only, No Moment Loading Bearing Stresses Pu: Axial......... 22.500k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu : Max. Bearing Pressure 0.156 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.102 Will be dlBerent from entryifpartial bearing used. Plate Bending Stresses Al : Plate Area .-,,.... 144.000 102 Mmax = Fu `LA2 / 2 ................... 1.027 k-in A2: Support Area .................. 144.000 inA2 fb: Actual ........................ ........ 7,300 ksi sgrt(A2/A1) 1.000 Fb:Allowable .............................. 32,400 ksi Stress Ratio ..................... 0.225 Distance for Moment Calculation "m"..................... 3,625 in „n „....I ................ 3.625 in X.............................. 0.000 inA2 Lambda ...................... 0,000 n'........................................ 0.270 in n- Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in i L, r 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 Steel Base Plate r.rr• Description : typ. at front Load Comb.: +0.90D+E+0.90H r Low Pu : Axial ......... 22.500 k Design Plate Height......... 12.000 in Design Plate Width......... 12.000 in Will be different hom enlry Npartial beating used. Al : Plate Area ......... 144.000 i02 A2: Support Area .................. 144.000 i02 r - sgrt(A21A1 ) 1.000 Distance for Moment Calculation „m"..................... 3.625 in „n....................... 3.625 in X.............................. 0.000 i02 Lambda ...................... 0,000 n'................................ ....I... 0.270 in n"Lambda.................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Project Title: Engineer: Project ID: Project Descr: rile=c:w Bearing Stresses Fp:Allowable ................... fu : Max. Bearing Pressure Stress Ratio ..... Plate Bending Stresses Mmax = Fu' LA212 .......... fb : Actual ........................... Fb : Allowable .................... Stress Ratio ..... Printed: 31 MAY 2018, 7:08PM ME-11ENERCA-1WGENEV-2:EC6 Axial Load Only, No Moment 1,530 ksi 0.156 ksi 0.102 1.027 k-in 7.300 ksi 32.400 ksi 0.225 BE Conventional flab on Grade Design beam 22 16500 aeik (cceffcient of friction) it = IS ! (subgrade modulus) K = 250 t 'I (poison ratio) v = 0.15 i assumed slab section = 12" b X 15' ? (wmm7 4iensm) `„ (assumed thickness) t =5" u , rebar type = #4 �! bars @Inches o.c. both ways = 16" j'c (psi) = 4500 (concrete weight) w, = 144 psf loadino check (point load) � (point load)ppux = 4 a(S.t where: a' _ lk (uj ')'— 4 4EI 0; J Orr(factor) i � ,b3 (section module) 5 = b6 h91 (elasticity modulus) E = 57000 s F C.' (moment of Inertia) I = �z" therefore: V z I P )( 66 ) 4 eI 4 1 tpi area of steel check R 1 E� area of steel A,(,ya) = woL/2fc = 0.02 in' area of steel k (pravme4) = Rr' n=3.14/4*(4/8)^2*(12/16) = 0.15 in' a hence: �Qi riii As(provgatl) > Aa(req'tl) -el: 0.15 In' > 0.02 In' ✓ 6 P,,...= 7601bs w = 144 psi 141 ��. •.e -.�i`. `�"Thick g �3 #4 Bars ® 16" o.c. both ways V L= 15' b l� concrete - rown¢uacaatl ®mos 3-5tory Footing E)esign Calculation &DII: 'I soil bearing pressure (pst) = 2000 i r footing: 'Iassumed footing = 24" w(,idh) X 24" d(depth) (wail thickness) t = 4" 16500 f'. (psi) = 4500 rebar type =#6 f # of rebam = (4) Fr (psi) = 60,000 (clearance to edge steep = 3" - i tribute roof = 40 psf * 12/2 + 0/2 dfadload = 120.0 pif live load 120.0 plf i wall = 15 psf * 30 + 0.00 = 450.0 plf 0.0 plf 0aor = 75 psf * 28/2 + 12/2 = 300.0 plf 1200 pif FaJ footing = 24" X 24" (150*24*24/144) = 600.0 pif 0.0 pif g) ri 1 total uniform load (DL) + (LL) O O O 1470 pif 1320 pif 1,•,,� total uniform load acting on footing O 2790 pif soil hearina check, (load induced presure) Pu = 1.2 * 1470 + 1.6 * 1320 = 3876 Its. ✓ Pu 3876 (soil bearing req'd) q. _ = 2.00 Amodoa = 1938 psf < 2000 psf ✓ shear check (concretel: load(,rd„ p Ve = qu*b(L/2-c/2-D) = 3876 IN. load(,dW„eiq 0 V. = 0.85(2) fc ^.5 bd = 561071N. 0 V� = 56107 lbs. > 3876 Its. ✓ area of steel check moment(eu„ep M„ = (3/2*PU*(b-W)) M. = 3/2*3876*(24) M„ = 139536 in. lbs. _ M 8 $bd^2 _ 139536 0.9*23.26*20.5^2 15.37 ✓ P(faaoo = 0.85 f'c 1 2Rn h 0.85 f'c = 0.058 P(q .) = (d/b)P = 0.0496 where: area of steel A.(regd) = p(._)bP = 0.05*20.5*0.06 = 0.0590 in' area of steel A,(p,"„idea) = jjra = 2*(5/8)^2/4*3.14 = 0.6133 in' hence: A.(P.ided)> /4tregd) 0.6133 in' > 0.0590 in' ✓ P,...= 200001bs 0 (4) #5 Bars 14 u O 9 6= 23.3" (raga) 24" lPromdedl ✓ Concrete F.Dfi g,9ebyed A CNN F 8 Pad#: 0 beam I I Point Load = 20000 lbs. Min. Pad Size Required: = 3.16 ft. SQ. Pad #: 3 BEAM i Point Load = 80001bs. Min. Pad Size Required: = 2.00 ft. SQ. Pad #: 4 6EAM 17 Point Load = 26000lbs. Min. Pad Size Required: = 3.61 ft. SQ. Pad Calculation . Soil Bearing Presure = 2000 psf Minimum Footing Depth = 24" 24 Pad #: 0 FA ME (finder BEAM I I Point Load = 35000 lbs. Min. Pad Size Required: = 4.18 ft. SQ. Pad #: 1 6EAM 1 3 LEFT Point Load = 100001bs. Min. Pad Size Required: = 2.24 ft. SQ. Pad#: 4 15EAM+5 Point Load = 210001bs. Min. Pad Size Required: = 3.24 ft. SQ. Pad#: 2 15EAM96 Point Load = 12000 lbs. Min. Pad Size Required: = 2.45 ft. SQ. Concrete - FrotinLW abyatl 02008 . pad Calculation . Sall Bearing Presure = 2000 pelf r - • Minimum Footing Depth = 24" i Pad #: 2 beam 44 Point Load = 55OOO lbs. Min. Pad Size Required: = 5.24 ft. SQ. Pad #: 3 E)EAM Sa Point Load = 1OOOOO lbs. Min. Pad Size Required: = 7.07 ft. SQ. Pad #: BE a AM 57 Point Load = 26000lbs. Min. Pad Size Required: = 3.61 ft. SQ. 14 Pad#: 4 (finder BEAM 45+44 Point Load = 57000 lbs. Min. Pad Size Required: = 5.34 ft. SQ. Pad #: 1 6EAM 5s LEFT Point Load = 1SOOO Ibs. Min. Pad Size Required: = 2.74 ft. SQ. Pad #: 1 BEAM 50 Point Load = 8000 Ibs. Min. Pad Size Required: = 2.00 ft. SQ. Pad #: SEA M AM 56 LFET Point Load = 8OOO lbs. Min. Pad Size Required: = 2.00 ft. SQ. Fad #: BEA M AM 49 LFET Point Load = 8OOO lbs. Min. Pad Size Required: = 2.00 ft. SQ. L, Concrete - Fwling e&e k 91 * M08 . Pad Calculation • Soil Bearing Presure = 2000 psf Minimum Footing Depth = 24" Pad #: 0 beam 37 RGT. Point Load = 40001bs. Min. Pad Size Required: = 1.41 ft. SQ. !, Pad #: 3 BEAM 53 Point Load = 42000lbs. it Min. Pad Size Required: = 4.58 ft. SQ. Fad #: 4 MOMNETFRAME Point Load = 1000001bs. Min. Pad Size Required: = 7.07 ft. SQ. Pad #: 0 d Point Load = 0lbs. Min. Pad Size Required: = 0.00 ft. SQ. 24 Pad #: 4 Under BEAM 37-56 Point Load = 25000 lbs. Min. Pad Size Required: = 3.54 ft. SQ. Pad #: 1 BEAM 55 Point Load = 100001bs. Min. Pad Size Required: = 2.24 ft. SQ. Pad #: BE 1 AM 5 AT ROOF Point Load = 70001bs. Min. Pad Size Required: = 1.87 ft. SQ. Pad #: 1 Point Load = 0lbs. Min. Pad Size Required: = 0.00A. SQ. Pad #:0�- Point Load = 0lbs. Min. Pad Size Required: = 0.00 ft. SQ. i �' Cmwete-Foo0ng slabpad 008 F L L_ L. (Base on ACI-318 Appendix D) USE>>> 518" ANCHOR BOLT fc = 2500 PSI CONCRETE EDGE DISTANCE = 1-3/4" Vey = STEEL STRENGTH IN SHEAR Vey = 4802lbs. (ACI 318-11 APPENDIX D.) (Pveq = 0.6*4802 = 2881.2 CONCRETE BREAKOUT STRENGTH IN SHEAR: le=hef = 7" -MINIMUM 5" do = 518" 0.625" MIN WW p Wed, V = 0.7 + 0.3 Ca 2 (Eq. D-28) 1.5 Cal W , V = 0.77 USE 1.0 WGy IS 1.0 WITH NO SUPPLEMENTARY REINFORCEMENT: 1.2 WITH #4 1.4 WITH GREATER THAN #4 Ayc = 1.5 Cal ( 1.5 Cal+Cap ) (Eq.FIG RD.6.2.1(b)) Ayc = 69.4 InA2 A � = 1.5 Cal( 2 Cal +Cap) (Eq. D-23) A� = 113 InA2 A Vmf -Avc 'YWed.v Wtv Wb (Eq. D-21) vcn Vw1 = (69.41113) * 0.77 * 1.0 * 4689 Vw1 = 2217 0 = 0.7 FVre1 = 15521bs. (Per D-4.4cCondition) Ca 1 = 5.00" Cap = 1.75" Le V, = 7„ d _ �o � ( Gal )m5 (Eq. D-24) q -� " 1/ 1 V, = 7 C 5/8 A0.2 (0.625)A0.5 *(2500 )A0.5*(5)A1.5 V12 = 46891bs. Cal = 1.75" Ca 2 = 5.00" Vb = 7" Lo oz X d0 X fC X(Cef)1.5 rda1 02 V b1 = 7 (0.625)A0.5 * (2500)A0.5 * (1.75)A1.5 5/8 J V, = 971 lbss. Wed, v = 1.0 (PerD-6.2.1) W w = 1.0 (Per D-6.2.7 with no supplemental reinforcing) Av, = 1.5 Cal( 2 Cal+Cap) A , = 20 InA2 (Fig. RD-6.2.1-b) ANo = 4.5 (Ca 1)2 (PerD-23) Avg = 133..78 InA2 A�� V cbz = 2X � X tv,, X W kv XV b A vco l A`� A nA.=l 1.0 (PerD-218D-6.2.1-c) A vw J= V12 = 2*1*1*971 = 19421bs. 0 = 0.7 (Per 1)44.c Condition) FVryp = 1359Ibs. Vre = min. ((PV,1,OV,p) (PerD-6.21d) Vre = 1359Ibs. V*p = KPXN, K, = 1.0 for h of <_ 2.5 (Eq. D-29) Knp = 2.0 for h, 5 2.5 h, 5" =r N"e =I Anc Wed.n ge,N4,4b (Eq. D-4) A H. W e, N = 1.0 (PerD-g) Nb = Kn fc h,1'5 (PerD-7) Ke = 24 CAST IN ANCHOR Kn = 17 FOR POST INSTALLED ANCHOR Nb = 24*(2500)A0.5*(5)A1.5 Nb = 13416Ibs. Cat min gredN = 0.7 - 0.3 (Eq. D-11) 2 h, 'f'ed,N = 0.7i0.3*(1.75/(1.5*5)) 0.77 Wn,N = 1A Ann = (Ca 2+1.5 hef) (2 x 1.5 heo (Fig. RD-5.2.1-b) Anc = (1.75-1.5*5)(2*1.5*5) I Ann = 139 In A n= = 9 h ei 2 (Eq. D-c) A„= = 9*(5)A2=225 In' 4 nc Ncn = ,Q� Wedn wc,N wcp Wb N, _ (139 /225) * 0.77 * 1.0 * 13416 = 6382lbs. Vep 2 Nye L. Vep = 2 * 6382 = 12764 Ibs. 0 = 0.7 OVnp = 0.7 * 12764 = 8935 Ibs. DETERMINE LOWEST DESIGN SHEAR �t OVn=(P min. (0eY,OV,,OVnp)= 1359Ibs. OVn = 0.75*1359 = 1019lbs. (Eq. D-3.3.3) LOAD PERANCHOR BOLT MAXIMUM AT 8" O.C.: L. 1019*12 1529 LOAD = = 1529/bs. bb LOADAci = — = 437lb& 8 2.5*1.4 L; i9 L. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block" selection. Description MOMENTFRAME Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Pc : Concrete 28 day strength = 3.0 ksi E = = 3,122.0 ksi Density = 150.0 pcf (3 = 0.850 fy - Main Reber = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTM A615 Bars Used r Min. Reinf. = 1.0 Max. Reint. = 8.0 % Column Cross Section Column Dimensions: 36.Oin Square Column, Column Edge to Reber Edge Cover = 3.Oin Column Reinforcing : 4 - #7 bars @ corners„ 5 - #7 bars top & bottom between corner bars, 5 - #7 bars left & right between corner bars Project Title: Engineer: Project ID: Project Descr: Printed: 1 JUN 2018, 5:56PM Overall Column Height = 7 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for X-X Axis buckling = 7It, K =1.0 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis M. Lr 1. r b •er b b Sr M 1r 1. hr 4. b •, b Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 9,450.0 Ibs * Dead Load Factor j AXIAL LOADS ... Axial Load at 7.0 ft above base, D =10.0, LR =10.0 k BENDING LOADS ... Let. Point Load at 7.0 it creating Mx-x, E =12.0 k L. i L Load Combination +1.20D+1.6OLr+0.50L+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 6.953ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.018: 1 Top along X-X 12.0 k Bottom along X-X 0.0 k Ratio = (PuA2+MuA2)A.5 / (PhiPnA2+PhiMnA2)A.5 Pu = 39,340 k (p * Pn = 2,148.68 k Mu-x = 0.0 k-ft (P * Mn-x = 0.0 k-ft Maximum SERVICE Load Deflections ... Mu-y= 0.0 k-ft (P * Mn-y = 0.0 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination : Mu Angle = 0.0 deg Along X-X O.Oin at 0.0 ft above base Mu at Angle = 0.0 k-ft (pMn at Angle = 0.0 k-ft for load combination Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information. (p = 0.650 R -0.850 0 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 4,132.08 k p % Reinforcing 1.111 % Reber % Ok Pnmin : Nominal Min. Tension Axial Capacity k Reinforcing Area 14.40 inA2 (p Pn, max: Usable Compressive Axial Capacity 2,148.68 k Concrete Area 1,296.0 inA2 (p Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base It Pu (p * Pn S x gx * Mux 6 y Sy * Muy Alpha (deg) 6 Mu W Mn Ratio +1.40D+1.60H 6.95 27.23 2,148.68 0.000 0.013 Pq1' r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. r Concrete Column File= Description : Goveming Load Combination Results Governing Factored Moment�DistlromAxial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y y *Pn Sx gx*Mux Sy Sy'Muy Alpha (deg) gMu pMn Ratio +1.20D+0.50Lr+1.60L+1.60H 6.95 28.34 2,148.68 0.000 0.013 +1.20D+1.60L+0.50S+1.60H 6.95 23.34 2,148.68 0.000 0.011 +1.20D+1.60Lr+0.50L+1.60H 6.95 39.34 2,148.68 0.000 0.018 +1.20D+1.60Lr+0.50W+1.60H 6.95 39.34 2,148.68 0.000 0.018 +1.20D+0.50L+1.60S+1.60H 6.95 23.34 2,148.68 0,000 0.011 +1.20D+1.60S+0.50W+1.60H 6.95 23.34 2,148.68 0.000 0.011 +1.20D+0.50Lr+0.50L+W+1.60H 6.95 28.34 2,148.68 0.000 0.013 +1.20D+0.50L+0.50S+W+1.60H 6.95 23.34 2,148.68 0.000 0.011 +1.20D+0.50L+0.20S+E+1.60H 6.95 23.34 2,148.68 0.000 0.011 +0.90D+W+0,90H 6.95 17.51 2,148.68 0.000 0.008 +0.90D+E+0.90H 6.95 17.51 2,148.68 0.000 0.008 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My- End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base@ Top +D+L+H 19.450 +D+Lr+H 29A50 +D+S+H 19.450 +D+0.750Lr+0.750L+H 26.950 +D+0.750L+0.750S+H 19.450 +D+0.60W+H 19.450 +D+0.70E+H 8.400 19.450 +D+0,750Lr+0.750L+0.450W+H 26.950 +D+0.750L+0.750S+0.450W+H 19.450 +D+0.750L+0.750S+0.5250E+H 6.300 19.450 +0.60D+0.60W+0.60H 11.670 +0.60D+0.70E+0.60H 8.400 11.670 D Only 19.450 Lr Only 10,000 L Only S Only W Only E Only 12.000 H Only Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @Base @Top @Base @Top +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0,750L+H k-ft k-ft L_ +D+0.750L+0750S+H k-ft k-ft +D+0.60W+H k-ft k-ft +D+070E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft `. +D+0.750L+0.750S+0.450W+H k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft k-ft +0.60D+0.60W+0.60H k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft 1. Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Printed: 1 JUN 5:56PM I.. Concrete Column File=C:IUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6i Description: PILASTER AT MOMENT FRAME Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance _ +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft r. +D+S+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 8 +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft r - L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft - W Only 0.0000 in 0.000 1t 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 1t L_. r- 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 �' t.rr• Description: PILASTER AT MOMEI Conan Wumn 0.M MmNon 0ing 2,3DJ0 PM•Mn®Alps Ik-q 2.070.0 = x' ftwo- 8 00.0 - eM,o = aw.o 2300 a p rnncrem cewmn wn mMmcmn ol�mm Project Title: Engineer: Project ID: Project Descr: Printed: 1 JUN 2018, 5:56PM AE-11ENERCA-NGENEV-2.EC6 Gmclele Wumn PMlnlwaNen OFgtam 2,0100 1.6 0.0 = 1".. W.0 460.0 2A0.: 0,r..-.�,qr„.....,w w..r, .. wncma Wwmnw,l Imematron Clpmm Plil•Mn®AIpM Ikdl 1x40.0 L3w0 MR.O = 9M0 aw.0:. 230.0 .3 r e,r...mvrvurm ar, raruy.. 0 r- 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 : G..W W RMhaa. molgam Pm•Mn®uqx R-n) 2.0]o.0 1,6L0.a - 1,610a - t 3w.0 9zaa 6900 = ifia.o 2.0 Q. u•...m.,w.,m.w w..y.n�.n A caoore�a wwmn P-M mM1mauao olymm 2,30]0 Phi -MONO. (k-fl) ;010.0 _ 1.610.0 - C E 9m.0 6"A - Project Title: Engineer: Project ID: Project Descr: Printed: 1 JUN 2016, 5:56PM File = GlUsemlcalcoastlDOCUME-1IENERCA-114GENEV-2.EC6 candela caamn var (M.a�6P, olpnm 3.ma.0 _. PM•M OMA (k-I) 2Am.0 r,bto.o tabooMna ._._.. 8 <boa 00.0 -, Ganamm [ W umn PN InM1maEPn OIVO2m W00.0 P01•W Alpha (k-%) ma.o MOO ',. 9200' 00.0 In. 0 to r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 1 JUN 2018, 6:56PI Concrete Column File=C:lUserstcalcoastlDOCUME-1\ENERCA-114GENEV-2.EC6 f-�Lic. # KW-06009337 Licensee MS Consulting Group, Description : PILASTER AT MOMENT FRAME e. wnu6uca�ma, wnlnmaaon Miayam cawmrecPnnn P.MiMarantionolayam ' PAI'Aln®P1pM IkJlj x.30J0 VMS PM•Aln®Aldw (k-V 2.030,0= 201aa IswO tmo - 1.eto.a 1.610.0 r" taaa6 Lio.ml No Sao 460,0 .3 J , Qv ...... ..................o �._.a.-+wear.-.o- o-...w �.... Ganuale WA PJdl�Mdon Oia,— R SSS W.. PltlMenotion 0laym 2d000 PM'Mn®AIMa (k-fl) x.3WY _ PWWQAIMa (kS 2.01o.o - i.fim.oqW.0 0 Sao 6MO 69]A 460.0 afiaa t 8131 3 3 1. Lek i t_. L. - Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 4 JUN 2018, 8:22PM Concrete -Beam File = C:IUsems calcoastlCOCUME-1\ENERCA-1\4GENEV-2.EC6 -. r.rr S Consulting Group, INC Description : CONCRETE SLAB DESIGN UNDER THE POOL CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc v2 = 4.50 ksi Phi Values Flexure : 0.90 fr= fc * 7.50 = 503.12 psi Shear: 0.750 yr Density = 145.0 pcf p 1 = 0.8250 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.0ksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 r Number of Resisting Legs Per Stirrup = 2 Rectangular Section, Width =12.0 in, Height =12.0 in Span #1 Reinforcing.... 248 at 3.0 in from Top, from 0.0 to 16.50 ft in this span ,` Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.40, L = 0.40 kift, Tributary Width =1.0 ft, (POOL LOAD) e L_. 248 at 3.0 in from Bottom, from 0.0 to 16.50 ft in this span Service loads entered. Load Factors will be applied for calculations. ues14.71r aummArcr . - • Maximum Bending Stress Ratio = 0.723 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.115 in Ratio = 1668>=360. Mu : Applied 41.408 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Mn * Phi : Allowable 57.301 k-ft Max Downward Total Deflection 0.651 in Ratio = 295>=180, Max Upward Total Deflection 0.000 in Ratio = 999 <180.0 Location of maximum on span 7.965 ft Span # where maximum occurs Span # 1 Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 7.560 7.560 Overall MlNimum 2.616 2.616 +D+H 4,360 4.360 +D+L+H 7.560 7.560 +D+Lr+H 4.360 4.360 +D+S+H 4.360 4.360 +D+0.750Ln0.750L+H 6.760 6.760 +D+0.750L+0.750S+H 6.760 6.760 +D+0.60W+H 4.360 4.360 +D+0.70E+H 4.360 4.360 2 o o +D+0.750Lr+0.750L+0.450W+H 6.760 6,760 L_, r 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 : CONCRETE UNDER THE POOL i tiupport[ +D+0.750L+0.7505+0.5250E+H 6.760 6.760 _ +O.60D+0.60W+0.60H 2.616 2.616 +0.60D+0.70E+0.60H 2.616 2.616 D Only 4.360 4.360 Lr Only L Only 3.200 3.200 S Only _ W Only E Only r _ H Only Detailed Shear Information Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 File Printed: 4 JUN Load Combination Span Number Distance (ft) 'd' (in) Vu Actual (k) Design Mu d"Vu/Mu (k-ft) Phi'Vc (k) Comment Phi'Vs (k) Phi'Vn (k) Spacing (in) Req'd Suggest +1.20D+1.60L+0.505+1.60H 1 0.00 9.00 10.35 10.35 0.00 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L-0.50S+1.60H 1 0.03 9.00 10.31 10.31 0.30 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.06 9.00 10.28 10.28 0.60 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.09 9.00 10.24 10.24 0.90 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 0.12 9.00 10.20 10.20 1.20 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3, 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.15 9.00 10.16 10.16 1.49 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.17 9.00 10.13 10.13 1.79 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 0.20 9.00 10.09 10.09 2.08 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.23 9.00 10.05 10.05 2.38 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.26 9.00 10.01 10.01 2.67 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.29 Ho 9.97 9.97 2.96 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.32 9.00 9.94 9.94 3.25 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.35 9.00 9.90 9.90 3.54 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.38 9.00 9.86 9.86 3.83 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 0 +1.20D+1.60L+0.505+1.60H 1 0.41 9.00 9.82 9.82 4.12 1.00 13.29 PhiVG2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.44 9.00 9.79 9.79 4.40 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 0.47 9.00 9.75 9.75 4.69 1.00 13.29 PhiVc/2 <Vu <_ Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.50 9.00 9.71 9.71 4.97 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 - +1,20D+1.60L+0.505+1.60H 1 0.52 9.00 9.67 9.67 5.25 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.55 9.00 9.64 9.64 5.53 1.00 13.29 PhiVG2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.58 9.00 9.60 9.60 5.81 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.61 9.00 9.56 9.56 6.09 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1,20D+1.60L+0.50S+1.60H 1 0.64 9.00 9.52 9.52 6.37 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 i +120D+1.60L+0.505+1.60H 1 0.67 9.00 9.48 9.48 6.65 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1,60L+0,505+1.60H 1 0.70 9.00 9.45 9.45 6.92 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.73 9.00 9.41 9.41 7.20 0.98 13.23 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 0.76 9.00 9.37 9.37 7.47 0.94 13.11 PhiVc/2 <Vu <= Min 9.6.3. 28.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 0.79 9.00 9.33 9.33 7.75 0.90 13.00 PhiVc/2 <Vu <= Min 9.6.3. 27.9 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.82 9.00 9.30 9.30 8.02 0.87 12.90 PhiVc/2 <Vu <= Min 9.6.3. 27.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 0.85 9.00 9.26 R26 8.29 0.84 12.81 PhiVc/2 <Vu <= Min 9.6.3. 27.7 4.5 4.0 L., +120D+1.60L+0.50S+1.60H 1 0.87 9.00 9.22 9.22 8.56 0.81 12.72 PhiVc/2 <Vu <= Min 9.6.3, 27.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 0.90 9.00 9.18 9.18 &82 0.78 12.64 PhiVc/2 <Vu <= Min 9.6.3. 27.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 0.93 9.00 9.15 9.15 9.09 0.75 12.56 PhiVc/2 <Vu <= Min 9.6.3. 27.4 4.5 4.0 +1.20D+1.60L+0.50S+1,60H 1 0.96 9.00 9.11 9.11 9.36 0.73 12.49 PhiVc/2 < Vu <= Min 9.6.3, 27.3 4.5 4.0 L- +120D+1.60L+0.50S+1.60H 1 0.99 9.00 9.07 9.07 9.62 0.71 12.42 PhiVc/2<Vu<= Min 9.6.3. 27.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.02 9.00 9.03 9.03 9.89 0.69 12.35 PhiVc/2 <Vu <= Min 9.6.3. 27.2 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 1.05 9.00 8.99 8.99 10.15 0.66 12.29 PhiVc/2 <Vu <= Min 9.6.3. 27.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.08 9.00 8.96 8.96 10.41 0.65 12.24 PhiVc/2 <Vu <= Min 9.6.3. 27.1 4.5 4.0 +1.20D+1.60L+0.505+1,60H 1 1.11 9.00 8.92 8.92 10.67 0,63 12.18 PhiVc/2 < Vu <= Min 9.6.3, 27.0 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.14 9.00 8.88 8.88 10.93 0.61 12.13 PhiVc/2 <Vu <= Min 9.6.3. 27.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.17 9.00 8.84 8.84 11.19 0.59 12.08 PhiVc/2 <Vu <= Min 9.6.3. 26.9 4.5 4.0 Za1 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 8:22PM Concrete Beam File=C:lUserslcalcoasftDOCUME-11ENERCA-1WGENEV-2.EC6 Description : CONCRETE SLAB DESIGN UNDER THE POOL 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 +1.20D+1.60L+0.50S+1.60H 1 1.19 9.00 8.81 8.81 11.45 0.58 12.03 PhiVG2 < Vu <= Min 9.6.3. 26.9 4.5 4.0 +1.20D+1.60L+0,50S+1.60H 1 1.22 9.00 8.77 8.77 11.70 0.56 11.99 PhiVG2 < Vu <= Min 9.6.3. 26.8 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.25 9.00 8.73 8.73 11,96 0.55 11.95 PhiVG2 <Vu <= Min 9.6.3. 26.8 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.28 9.00 8.69 8.69 12.21 0.53 11.91 PhiVG2 <Vu <= Min 9.6.3. 26.8 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.31 9.00 8.65 8.65 12.46 0.52 11.87 PhiVG2 < Vu <= Min 9.6.3. 26.7 4.5 4.0 f- +1.20D+1.60L+0.50S+1.60H 1 1.34 9.00 8.62 8.62 12.72 0.51 11.83 PhiVG2 <Vu <= Min 9.6.3. 26.7 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.37 9.00 8.58 8.58 12.97 0.50 11.79 PhiVG2 <Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.40 9.00 8.54 8.54 13.22 0.48 11.76 PhiVG2 <Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.43 9.00 8.50 8.50 13.46 0.47 11.73 PhiVG2 < Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.46 9.00 8.47 8.47 13.71 0.46 11.70 PhiVG2 < Vu <= Min 9.6.3. 26.5 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.49 9.00 8.43 8.43 13.96 0.45 11.67 PhiVG2 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.52 9.00 8.39 8.39 14.20 0.44 11.64 PhiVG2 <Vu <= Min 9.6.3, 26.5 4.5 4.0 t +120D+1.60L+0.50S+1.60H 1 1.54 9.00 8.35 8.35 14.45 0.43 11.61 PhiVG2 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.57 9.00 8.32 8.32 14.69 0.42 11.58 PhiVG2 <Vu <= Min 9.6.3. 26.4 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.60 9.00 8.28 8.28 14.93 0.42 11.56 PhiVG2 <Vu <= Min 9.6.3. 26.4 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.63 9.00 8.24 8.24 15.17 0.41 11.53 PhiVG2 <Vu <= Min 9.6.3. 26.4 4.5 4.0 +1.20D+1,60L+0.50S+1.60H 1 1.66 9.00 8.20 8.20 15.41 0.40 11.51 PhiVG2 <Vu <= Min 9.6.3. 26.4 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 9.00 8.16 8.16 15.65 0.39 11A8 PhiVG2<Vu<= Min 9.6.3, 26.3 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.72 9.00 8.13 8.13 15.89 0,38 11.46 PhiVG2 <Vu <= Min 9.6.3. 26.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.75 9.00 S09 8.09 16.12 0.38 11.44 PhiVG2 <Vu <= Min 9.6.3, 26.3 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.78 9.00 8.05 8.05 16.36 0.37 11.42 PhiVG2 <Vu <= Min 9.6.3. 26.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.81 9.00 8.01 8.01 16.59 0.36 11.40 PhiVcl2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 9.00 7.98 7.98 16.83 0.36 11.38 PhiVG2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.87 9.00 7.94 7.94 17.06 0.35 11.36 PhiVG2 < Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.89 9.00 7.90 7.90 17.29 0.34 11.34 PhiVG2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 ' +1.20D+1.60L+0.50S+1.60H 1 1.92 9.00 7.86 7.86 17.52 0.34 11.32 Phr/c/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 1.95 9A0 7.83 7.83 17.75 0.33 11.30 PhiVG2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+O.SOS+1.60H 1 1.98 9.00 7.79 7.79 17.97 0.32 11.29 PhiVG2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.01 9.00 7.75 7.75 18.20 0.32 11.27 PhiVG2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.04 9.00 7.71 7.71 18.43 0.31 11.25 PhiVG2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 - +1.20D+1.60L+0.505+1.60H 1 2.07 9.00 7.67 7.67 18.65 0.31 11.24 PhiVG2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.10 9.00 7.64 7.64 18.87 0.30 11.22 PhiVG2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1,60L+0.50S+1.60H 1 2.13 9.00 7.60 7.60 19.10 0.30 11.21 PhiVG2 < Vu <= Min 9.6.3. 26.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.16 9.00 7.56 7.56 19.32 0.29 11.19 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.19 9.00 7.52 7.52 19.54 0.29 11.18 PhiVc/2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +1.20D+1.60L,0.50S+1.60H 1 221 9.00 7.49 7.49 19.75 0.28 11.17 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 t. +1.20D+1.60L+0.50S+1,60H 1 2.24 9.00 7.45 7.45 19.97 0.28 11.15 PhiVG2 < Vu <= Min 9.6.3, 26.0 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.27 9.00 7.41 7.41 20.19 0.28 11.14 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 - +1.20D+1.60L+0.50S+1.60H 1 2.30 9.00 7.37 7.37 20.40 0.27 11.13 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.33 9.00 7.34 7.34 20.62 0.27 11.11 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.36 9.00 7.30 7.30 20.83 0.26 11.10 PhiVG2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.39 9.00 7.26 7.26 21.04 0.26 11.09 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.42 9.00 7.22 7.22 2126 0.25 11.08 PhiVG2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 °- +120D+1.60L+0.50S+1.60H 1 2.45 9.00 7.18 7.18 21.47 025 11.07 PhiVG2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.48 9.00 7.15 7.15 21.67 0.25 11.06 PhiVG2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 2.51 9.00 7.11 7.11 21.88 0.24 11.05 PhiVG2 <Vu <= Min 9.6.3, 25.9 4.5 4.0 L. +120D+1.60L+0.50S+1.60H 1 2.54 9.00 7.07 7.07 22.09 0.24 11.04 PhiVG2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 +1.20D+1,60L+0.50S+1.60H 1 2.56 9.00 7.03 7.03 22.29 0.24 11.02 PhiVc/2<Vu<= Min 9.6.3. 25.9 4.5 4.0 +1.20D+1,60L+0.50S+1.60H 1 2.59 9.00 7.00 7.00 22.50 0.23 11.01 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 9.00 6.96 6.96 22.70 0.23 11.00 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 t-. +1.20D+1.60L+0.50S+1.60H 1 2.65 9.00 6.92 6.92 22.90 0.23 11.00 PhiVG2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.68 9.00 6.88 6.88 23.10 0.22 10.99 PhiVG2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.71 9.00 6.84 6.84 23.30 0.22 10.98 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.74 9.00 6.81 6.81 23.5500 0.22 10.97 PhiVG2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 n Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Black Line 6 Printed: 4 JUN 2018, 8:22PM Concrete Beam File=C:\UserslcalcoastlDOCUME-1IENERDA-iWGENEV-2.EC6 r-. KW-06009337 Licensee MS Consulting Group, INC Description : CONCRETE SLAB DESIGN UNDER THE POOL : Detailed Shear Information r 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 +1.20D+1.60L+0.505+1.60H 1 2.77 9.00 6.77 6.77 23.70 0.21 10.96 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 r , +120D+1.60L+0.505+1.60H 1 2.80 9.00 6.73 6.73 23.90 0.21 %95 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +120D+1.60L+0.505+1.60H 1 2.83 9.00 6.69 6.69 24.09 0.21 10.94 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 2.86 9.00 6.66 6.66 24.29 0.21 10.93 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 2.89 9.00 6.62 6.62 24.48 0.20 10.92 PhiVc/2 <Vu <= Min 9.6.3, 25.8 4.5 4.0 r +120D+1.60L+0.505+1.60H 1 2.91 9.00 6.58 6.58 24.67 0.20 10.92 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 2.94 9.00 6.54 6.54 24.87 0.20 10,91 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 2.97 9.00 6.51 6.51 25.06 0.19 10.90 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 3.00 9.00 6.47 6.47 25.24 0.19 10.89 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 I +1.20D+1.60L+0.50S+1.60H 1 3.03 9.00 6.43 6.43 25.43 0.19 10.89 PhiVc/2 < Vu <= Min 9.6.3, 25.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.06 9.00 6.39 6.39 25.62 0.19 10.88 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.09 9.00 6.35 6.35 25.81 0.18 10.87 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +120D+1.60L+0,505+1.60H 1 3.12 9.00 6.32 6.32 25.99 0.18 10.86 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.15 9.00 6.28 6.28 26.17 0.18 10.86 PhiVG2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.18 9.00 6.24 6.24 26.36 0.18 10.85 PhiVc/2 < Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.21 9.00 6.20 6.20 26,54 0.18 10,84 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 i +1.20D+1.60L+0.505+1.60H 1 3.23 9.00 6.17 6.17 26.72 0.17 10.84 PhiVG2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 3.26 9.00 6.13 6.13 26.90 0.17 10.83 PhiVc/2 <Vu <= Min 9.6.3. 257 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.29 9.00 6.09 6.09 27.07 0.17 10.82 PhiVc/2 < Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.32 9.00 6.05 6.05 27.25 0.17 10.82 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.35 9.00 6.02 6.02 27.43 0.16 10.81 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 t +120D+1.60L+0.50S+1.60H 1 3.38 9.00 5.98 5.98 27.60 0.16 10.81 PhiVG2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.41 9.00 5.94 5.94 27.78 0.16 10.80 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 i +1.20D+1.60L+0.50S+1.60H 1 3.44 9.00 5.90 5.90 27.95 0.16 10.79 PhiVe/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 t +1.20D+1.60L+0.505+1.60H 1 3.47 9.00 5.86 5.86 28.12 0.16 10.79 PhiVG2 <Vu <= Min 9.6.3, 25.6 4.5 4.0 - +1.20D+1.60L+0.505+1.60H 1 3.50 9.00 5.83 5.83 28.29 0.15 10.78 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 3.53 9.00 5.79 5.79 28.46 0.15 10.78 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 +120D+1.60L+0.505+1.60H 1 3.56 9.00 5.75 5.75 28.63 0.15 10.77 PhiVc/2 <Vu <= Min 9.6.3, 25.6 4.5 4.0 t +1.20D+1.60L+0.50S+1.60H 1 3.58 9.00 5.71 5.71 28.79 0.15 10.76 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.61 9.00 5.68 5.68 28.96 0.15 10.76 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.64 9.00 5.64 5.64 29.13 0.15 10.75 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 l+120D+1.60L+0.50S+1.60H 1 3.67 9.00 5.60 5.60 29.29 0.14 10.75 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.70 9.00 5.56 5.56 29.45 0.14 10.74 PhiVG2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.73 9.00 5.52 5.52 29.61 0.14 10.74 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 3.76 9.00 5.49 5.49 29.77 0.14 10.73 PhiVc/2 <Vu <= Min 9.6.3, 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.79 9.00 5.45 5.45 29.93 0.14 10.73 PhiVG2<Vu<= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.82 9.00 5.41 5.41 30.09 0.13 10.72 PhiVG2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 3.85 9.00 5.37 5.37 30.25 0.13 10.72 PhiVc/2 <Vu <_ - Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 3.88 9.00 5.34 5.34 30.40 0.13 10.71 Vu<PhiVG2 Not Regd9 10.7 0.0 0.0 �.. +1.20D+1.60L+0.50S+1.60H 1 3.91 9.00 5.30 5.30 30.56 0.13 10.71 Vu <PhiVcl2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0,505+1.60H 1 3.93 9.00 5.26 5.26 30.71 0.13 10.70 Vu < PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.96 9.00 5.22 5.22 30.87 0.13 10.70 Vu<PhiVG2 Not Regd9 10.7 0.0 0.0 t. +120D+1.60L+0.505+1.60H 1 &99 9.00 5.19 5.19 31.02 0.13 10.70 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.02 9.00 5.15 5.15 31.17 0.12 10.69 Vu <PhiVG2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.05 9.00 5.11 5.11 31.32 0.12 10.69 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 L, +1.20D+1.60L+0.505+1.60H 1 4.08 9.00 5.07 5.07 31.47 0.12 10.68 Vu <PhiVG2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.11 9.00 5.03 5.03 31.61 0.12 10.68 Vu<PhiVcl2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.14 9.00 5.00 5.00 31.76 0.12 10.67 Vu<PhiVG2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.17 9.00 4.96 4.96 31.91 0.12 10.67 Vu < PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.20 9.00 4.92 4.92 32.05 0.12 10.67 Vu <PhiVcl2 Not Reqd 9 10.7 0.0 0.0 L +1.20D+1.601-+0.505+1.60H 1 4.23 9.00 4.88 4.88 32.19 0.11 10.66 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.26 9.00 4.85 4.85 32.33 0.11 10.66 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.28 9.00 4.81 4.81 32.47 0.11 10.65 Vu<PhiVcl2 Not Recall 10.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.31 9.00 4.77 4.77 32.61 0.11 10.65 Vu<PhiVcl2 Not Regd9 10.6 0.0 0.0 20'3 f ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 8:22PM Concrete Beam File= CaUsemscalcoastDOCUME-1IENERCA-114GENEV-2.EC6 fLiG.0600 Description : CONCRETE SLAB DESIGN UNDER THE POOL Detailed Shear Information I 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 Sugges +1.20D+1.60L+0.50S+1.60H 1 4.34 9.00 4.73 4.73 32.75 0.11 10.64 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.1 r. +120D+1.60L+0.505+1.60H 1 4.37 9.00 4.70 4.70 32.89 0.11 10.64 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.1 +1.20D+1.60L+0.50S+1.60H 1 4.40 Ho 4.66 4.66 33.03 0.11 10.64 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.1 +1.20D+1.60L+0.505+1.60H 1 4A3 9.00 4.62 4.62 33.16 0.10 10.63 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.1 +120D+1.60L+0,50S+1.60H 1 4.46 9.00 4.58 4.58 33.30 0.10 10.63 Vu<PhiVc/2 Not Regd9 10.6 0.0 OJ F +120D+1.60L+0.505+1.60H 1 4.49 9.00 4.54 4.54 33.43 0.10 10.63 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.1 +1.20D+1.60L+0.505+1.60H 1 4.52 9A0 4.51 4.51 33.56 0.10 10.62 Vu < PhiVG2 Not Reqd 9 10.6 0.0 OJ +1.20D+1,60L+0.505+1.60H 1 4.55 9.00 4.47 4.47 33.69 0.10 %62 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.1 r +1.20D+1.60L+0.50S+1.60H 1 4.58 9.00 4.43 4.43 33.82 0.10 10.62 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.1 +120D+1.60L+0.505+1.60H 1 4.60 9.00 4.39 4.39 33.95 0.10 10.61 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.1 +120D+1.60L+0.50S+1.60H 1 4.63 9.00 4.36 4.36 34.08 0.10 10.61 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 4.66 9.00 4.32 4.32 34.20 0.09 10.60 Vu<PhiVG2 Not Regd9 10.6 0.0 0.( r +1.20D+1.60L+0.505+1.60H 1 4.69 9.00 4.28 4.28 34.33 0.09 10.60 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 4.72 9.00 4.24 4.24 34.45 0.09 10.60 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( - +1.20D+1.60L+0.505+1.60H 1 4.75 9.00 4.20 4.20 34.58 0.09 10.59 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( +1.20D+1.60L+0.505+1.60H 1 4.78 9.00 4.17 4.17 34.70 0.09 10.59 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.( +120D+1.60L+0.50S+1.60H 1 4.81 9.00 4.13 4.13 34.82 0.09 10.59 Vu c PhiVG2 Not Reqd 9 10.6 0.0 0.( +120D+1.60L+0.50S+1.60H 1 4.84 9.00 4.09 4.09 34.94 0.09 10.58 Vu<PhiVG2 Not Regd9 10.6 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 4.87 9.00 4.05 4.05 35.06 0.09 10.58 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( +1.20D+1.60L+0.505+1.60H 1 4.90 9.00 4.02 4.02 35.17 0.09 10.58 Vu < PhiVc/2 Not Reqd 9 10.6 0.0 0.( +1.20D+1.60L+0.505+1.60H 1 4.93 9.00 3.98 3.98 35.29 0.08 10.57 Vu < PhiVG2 Not Reqd 9 10.6 0.0 OX +120D+1.60L+0.50S+1.60H 1 4.95 9.00 3.94 3.94 35.41 US 10.57 Vu<PhIVG2 Not Regd9 10.6 0.0 OX +1.20D+1.60L+0.50S+1.60H 1 4.98 9.00 3.90 3.90 35.52 0.08 10.57 Vu<PhiVG2 Not Regd9 10.6 0.0 0.( +120D+1.60L+0.50S+1.60H 1 5.01 9.00 3.87 3.87 35.63 0.08 10.56 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( i +1.20D+1,60L+0.505+1.60H 1 5.04 9.00 3.83 3.83 35.75 0.08 10.56 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 5.07 9.00 3.79 3.79 35.86 0.08 10.56 Vu < PhiVG2 Not Reqd 9 10.6 0.0 01 +1.20D+1.60L+0.505+1.60H 1 5.10 9.00 3.75 3.75 35.97 0.08 10.56 Vu<PhiVG2 Not Regd9 10.6 0.0 0.( +1.20D+1.60L+0.505+1.60H 1 5.13 9.00 3.71 3.71 36.08 0.08 10.55 Vu<PhiVG2 Not Regd9 10.6 0.0 01 j +1.20D+1.60L+0.50S+1.60H 1 5.16 9.00 3.68 3.68 36.18 0.08 10.55 VU<PhIVG2 Not Regd9 10.5 0.0 O.( +1.20D+1.60L+0.505+1.60H 1 5.19 9.00 3.64 3.64 36.29 0.08 10.55 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.( +1.20D+1.60L+O.50S+1.60H 1 5.22 9.00 3.60 3.60 36.40 0.07 10.54 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 5.25 9.00 3.56 3.56 36.50 0.07 10.54 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 5.28 9.00 353 3.53 36.60 0.07 10.54 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.( +1.20D+1.60L+0.50S+1.60H 1 5.30 9.00 3.49 3.49 36.71 0.07 10.54 Vu <PhiVG2 Not Reqd 9 10.5 0.0 0.( +1.20D+1.60L+0.505+1.60H 1 5.33 9.00 3.45 3.45 36.81 0.07 10.53 Vu<PhiVG2 Not Regd9 10.5 0.0 OX +1.20D+1.60L+0SOS+1.60H 1 5.36 9.00 3.41 3.41 36.91 0.07 10.53 Vu<PhiVc/2 Not Regd9 10.5 0.0 OX +120D+1.60L+0.50S+1.60H 1 5.39 9.00 3.38 3.38 37.01 0.07 10.53 Vu<PhiVG2 Not Regd9 10.5 0.0 O.0 - +1.20D+1.60L+0.50S+1.60H 1 5.42 9.00 3.34 3.34 37.10 0.07 10,52 Vu < PhiVG2 Not Reqd 9 10.5 0.0 O.0 +1.20D+1.60L+0.50S+1.60H 1 5.45 9.00 3.30 3.30 37.20 0.07 10.52 Vu < PhiVG2 Not Reqd 9 10.5 0.0 OX �- +1.20D+1.60L+0.50S+1.60H 1 5.48 9.00 3.26 3.26 37.30 0.07 10.52 Vu <PhiVG2 Not Reqd 9 10.5 0.0 OX +1.20D+1.60L+0.50S+1.60H 1 5.51 9.00 3.22 3.22 37.39 0.06 10.52 Vu<PhiVG2 Not Regd9 10.5 0.0 O.0 +1.20D+1.601-+0.50S+1.60H 1 5.54 9.00 3.19 3.19 37.48 0.06 10.51 Vu<PhiVG2 Not Regd9 10.5 0.0 O.0 +120D+1.60L+0.505+1.60H 1 5.57 9.00 3.15 3.15 37.58 0.06 10.51 Vu<PhiVG2 Not Regd9 10.5 0.0 OX +1.20D+1.60L+O.50S+1.60H 1 5.60 9.00 3.11 3.11 37.67 0.06 10.51 Vu < PhiVG2 Not Reqd 9 10.5 0.0 OX +1.20D+1.60L+0.50S+1.60H 1 5.62 Ho 3.07 3.07 37.76 0.06 10.50 Vu < PhiVG2 Not Reqd 9 10.5 0.0 O.0 +1.20D+1.60L+0.50S+1.60H 1 5.65 9.00 3.04 3.04 37.85 0.06 10.50 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 �.. +1.20D+1.60L+0.508+1.60H 1 5.68 9.00 3.00 3.00 37.93 0.06 10.50 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.71 9.00 2.96 2.96 38.02 0.06 10.50 Vu<PhIVG2 Not Regd9 10.5 0.0 0.0 1 +1.20D+1.60L+0.50S+1.60H 1 5.74 9.00 2.92 2.92 38.11 0.06 10.49 Vu <PhiVG2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 5.77 9.00 2.88 2.88 38.19 0.06 10.49 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 L- +1.20D+1.60L+O.50S+1.60H 1 5.80 9.00 2.85 2.85 38.28 0.06 10.49 Vu < PhiVG2 Not Reqd 9 %5 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 5.83 9.00 2.81 2.81 38.36 0.05 10.49 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +120D+1.60L+O.50S+1.60H 1 - 5.86 9.00 2.77 2.77 38.44 0.05 10.48 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 �., +1.20D+1.60L+O.50S+1.60H 1 5.89 9.00 2.73 2.73 38.52 0.05 10.48 Vu<PhiVG2 Not Regd9 10.5 0.0 O.0 z� �t Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018. 8:22PM Description : CONCRETE SLAB DESIGN UNDER THE POOL 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 +1.20D+1.60L+0.505+1.60H 1 5.92 9.00 2.70 2.70 38.60 0.05 10.48 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 r +120D+1.60L+0.505+1.60H 1 5.95 9.00 2.66 2.66 38.68 0.05 10.48 Vu<PhiVcl2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 5.97 9.00 2.62 2.62 38.75 0.05 10.47 Vu<PhiVcl2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.00 9.00 2.58 2.58 38.83 0.05 10.47 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.03 9.00 2.55 2.55 38.90 0.05 10.47 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+O.50S+1,60H 1 6.06 9.00 2.51 2.51 38.98 0.05 10.47 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +120D+1,60L+0.50S+1.60H 1 6.09 9.00 2.47 2.47 39.05 0.05 10.46 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.12 9.00 243 2.43 39.12 0.05 10.46 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +120D+1.60L+O.50S+1.60H 1 6.15 9.00 2.39 2.39 39.19 0.05 10.46 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 r +1.20D+1.60L+0.50S+1.60H 1 6.18 9.00 2.36 2.36 39.26 0.05 10.46 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +120D+1.60L+0.505+1.60H 1 6.21 9.00 2.32 2,32 39.33 0.04 10.45 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.24 9.00 2.28 2.28 39.40 0.04 10.45 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 r - +1.20D+1.60L+0.50S+1.60H 1 6.27 9.00 2.24 2.24 39.46 0.04 10.45 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 6.30 9.00 2.21 2.21 39.53 0.04 10.45 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 ,. +120D+1.60L+0.50S+1.60H 1 6.32 9.00 2.17 2.17 39.59 0.04 10.45 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.35 9.00 2.13 2.13 39.65 0.04 10.44 Vu<PhIVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.5OS+1.60H 1 6.38 9.00 2.09 2.09 39.72 0.04 10.44 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 j +1.20D+1.60L+O.50S+1.60H 1 6.41 9.00 2.06 2.06 39.78 0.04 10.44 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.44 9.00 2.02 2.02 39.84 0.04 10.44 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.47 9.00 1.98 1.98 39.89 0.04 10.43 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.50 9.00 1.94 1.94 39.95 0.04 10.43 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.53 9.00 1.90 1.90 40.01 0.04 10.43 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.56 9.00 1.87 1.87 40.06 0.03 10A3 Vu<PhiVcl2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.59 9.00 1.83 1.83 40.12 0.03 10.43 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.62 9.00 1.79 1.79 40.17 0.03 10.42 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 ` +120D+1.60L+0.50S+1.60H 1 6.64 9.00 1.75 1.75 40.22 0.03 10.42 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.67 9.00 1.72 1.72 40.27 0.03 10.42 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.70 9.00 1.68 1.68 40.32 0.03 10.42 Vu<PhiVcl2 Not Regd9 10.4 0.0 0.0 _ +1.20D+1.60L+O.50S+1.60H 1 6.73 9.00 1.64 1.64 40.37 0,03 10.41 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.76 9.00 1.60 1.60 40.42 0.03 10.41 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.79 9.00 1.57 1.57 40.46 0.03 10.41 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.82 9.00 1.53 1.53 40.51 0.03 10.41 Vu<PhIVG2 Not Regd9 10.4 0.0 0.0 i +120D+1.60L+0.505+1.60H 1 6.85 9.00 1.49 1.49 40.55 0.03 10.41 Vu <PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.88 9.00 1.45 1.45 40.59 0.03 10.40 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.91 9.00 1.41 1.41 40.64 0.03 10.40 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.94 9.00 1.38 1.38 40.68 0.03 10.40 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 6.97 9A0 1.34 1.34 40.72 0.02 10.40 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.99 9.00 1.30 1.30 40.75 0.02 10.39 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.02 9.00 1.26 1.26 40.79 0.02 10.39 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 L. +120D+1.60L+0.505+1.60H 1 7.05 9.00 1.23 1.23 40.83 0.02 10.39 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 7.08 9.00 1.19 1.19 40.86 0.02 10.39 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 7.11 9.00 1.15 1.15 40.90 0.02 10.39 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+O.50S+1.60H 1 7.14 9.00 1.11 1.11 40.93 0.02 10.38 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 -- +1.20D+1.60L+0.505+1.60H 1 7.17 9.00 1.07 1.07 40.96 0.02 10.38 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.20 9.00 1.04 1.04 40.99 0.02 10.38 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 T23 9.00 1.00 1.00 41.02 0.02 10.38 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 7.26 9.00 0.96 0.96 41.05 0.02 10,38 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 729 9.00 0.92 0.92 41.08 0.02 10.37 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 7.32 9.00 0.89 0.89 41.10 0.02 10.37 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L,O.50S+1.60H 1 7.34 9.00 0.85 0.85 41.13 0.02 10.37 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 - +120D+1.60L+O.50S+1.60H 1 7.37 9.00 0.81 0.81 41.15 0.01 10.37 Vu < PhiVG2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1,60L+0.505+1.60H 1 7.40 9.00 0.77 0.77 41.18 0.01 10.37 Vu<PhiVG2 Not Regd9 10.4 0.0 0.0 j +120D+1.60L+0.505+1.60H 1 7.43 9.00 0.74 0.74 41.20 0.01 10.36 Vu<PhIVC/2 Not Regd9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.46 9.00 0.70 0.70 41.222 10.36 Vu<PhiVG2 Not Regd9 10.4 0.0 U A0.01 C % G S r Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & c Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 4 JUN 2018. 8:22PM ISConcrete Beam File=C:1UserskalcoastlDOCUME-11ENERCA-1WGENEV-2.EC6 I Description : Detailed Shear Information UNDER THE POOL Span Distance 'd' Vu (k) Mu d*VulMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 749 9.00 0.66 0.66 41.24 0.01 10.36 Vu < PhiVd2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.52 9.00 0.62 0.62 41.26 0.01 10.36 Vu <PhiVcl2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.55 9.00 0.58 0.58 41.28 0.01 10.36 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.58 9.00 0.55 0.55 41.29 0.01 10.35 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.61 9.00 0.51 0.51 41.31 0.01 10.35 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.64 9.00 0.47 0.47 41.32 0.01 10.35 Vu < PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.66 9.00 0.43 0.43 41.34 0.01 10.35 Vu <PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.69 9.00 0.40 0.40 41.35 0.01 10.35 Vu<PhlVd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 7,72 9.00 0.36 0.36 41.36 0.01 10.34 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.75 9.00 0.32 0.32 41.37 0.01 10.34 Vu <PhiVd2 Not Reqd 9 10.3 O.O 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.78 9.00 028 0.28 41.38 0.01 10.34 Vu <PhiVc/2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.81 9.00 0.25 0.25 41.38 0.00 10.34 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7,84 9.00 0.21 0.21 41.39 0.00 10.34 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7,87 9.00 0.17 0.17 41.40 0.00 10.33 VU<Ph1Vd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.90 9.00 0.13 0.13 41.40 0.00 10.33 Vu < PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 7.93 9.00 OA9 0.09 41.40 0.00 10.33 Vu <PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.96 9.00 0.06 0.06 41.41 0.00 10.33 Vu<PhlVC/2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 7.99 9.00 0.02 0.02 41.41 0.00 10.32 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.01 9.00 -0.02 0.02 41.41 0.00 10.32 Vu < PhiVd2 Not Reqd 9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.04 9.00 -0.06 0.06 41.41 0.00 10.33 Vu < PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.07 9.00 -0.09 0.09 41.40 0.00 10.33 Vu <PhiVc/2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.10 9.00 -0.13 0.13 41.40 0.00 10.33 Vu < PhiVc/2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.13 9.00 -0.17 0.17 41.40 0.00 10.33 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8,16 9.00 -0.21 0.21 41.39 0.00 10.34 VU<PhlVd2 Not Regd9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.19 9.00 -0.25 0.25 41.38 0.00 10.34 Vu <PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.22 9.00 -0.28 0.28 41.38 0.01 10.34 Vu <PhiVd2 Not Reqd 9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.25 9.00 -0.32 0.32 41.37 0.01 10.34 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.28 9.00 -0.36 0.36 41.36 0.01 10.34 Vu<PhiVd2 Not Regd9 10.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.31 9.00 -0.40 0.40 41.35 0.01 10.35 Vu < PhiVd2 Not Reqd 9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.34 9.00 -0.43 0.43 41.34 0.01 10.35 Vu < PhiVd2 Not Reqd 9 10.3 OA 0.0 +120D+1.60L+0.50S+1.60H 1 8.36 9.00 -0.47 0.47 41.32 0.01 10.35 Vu <PhiVd2 Not Reqd 9 10.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.39 9.00 -0.51 0.51 41.31 0.01. 10.35 Vu<PhiVcl2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.42 9.00 -0.55 0.55 41.29 0.01 10.35 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.45 9.00 -0.58 0.58 41.28 0.01 10.36 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.48 9.00 -0.62 0.62 41.26 0.01 10.36 Vu < PhiVd2 Not Regd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.51 9.00 -0.66 0.66 41.24 0.01 10.36 Vu <PhiVcl2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.54 9.00 -0.70 0.70 41.22 0.01 10.36 Vu <PhiVd2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.57 9.00 -0.74 0.74 41.20 0.01 10.36 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.60 9.00 -0.77 0.77 41.18 0.01 10.37 Vu<PhiVd2 Not Regd9 10.4 0.0 OA +1.20D+1.60L+0.50S+1.60H 1 8.63 9.00 -0.81 0.81 41.15 0.01 10.37 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.66 9.00 -0.85 0.85 41.13 0.02 10.37 Vu < PhiVd2 Not Rapid 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.68 9.00 -0.89 0.89 41.10 0.02 10.37 Vu <PhiVcl2 Not Reqd 9 10.4 0.0 0.0 +120D+1,60L+0.50S+1.60H 1 8.71 9.00 -0.92 0.92 41.08 0.02 10.37 Vu < PhiVd2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.74 9.M0 -0.96 0.96 41.05 0.02 10.38 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.77 9.00 -1A0 1.00 41.02 0.02 10.38 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.80 9.00 -1.04 1.04 40.99 0.02 10.38 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.83 9.00 -1.07 1.07 40.96 0.02 10.38 Vu < PhiVd2 Not Rapid 9 10.4 0.0 0.0 +1,20D+1,60L+0.50S+1.60H 1 8.86 9.00 -1.11 1.11 40.93 0.02 10.38 Vu <PhiVcl2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.89 9.00 -1.15 1.15 40.90 0.02 10.39 Vu < PhiVd2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.92 9.00 -1.19 1.19 40.86 0.02 10.39 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.95 9.00 -1.23 1.23 40.83 0.02 10.39 Vu<PhiVd2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.98 9.00 -1.26 126 40.79 0.02 10.39 Vu < PhiVd2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.01 9.00 -1.30 1.30 40.75 0.02 10.39 Vu < PhiVd2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.03 9.00 -1.34 1.34 40.72 0.02 10.40 Vu <PhiVcl2 Not Reqd 9 10.4 0.0 0.0 2n6 i Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. t i. Beam Description : CONCRETE SLAB Detailed Shear Informati Project Title: Engineer: Project ID: Project Descr: File = C:IUsei 4 JUN 2018. 8:22PM Span Distance 'd' Vu (k) Mu d*VulMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 9.06 9.00 -1.38 1.38 40.68 0.03 10.40 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.09 9.00 -1.41 1.41 40.64 0.03 10.40 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.12 9.00 -1.45 1.45 40.59 0.03 10.40 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.15 9.00 -1.49 1.49 40.55 0.03 10.41 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 9.18 9.00 -1.53 1.53 40.51 0.03 10.41 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.21 9.00 -1.57 1.57 40.46 0.03 10.41 Vu<PhiVcl2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 924 9.00 -1.60 1.60 40A2 0.03 10.41 Vu<PhlVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.27 9.00 -1.64 1.64 40.37 0.03 10.41 Vu<PhiVc12 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.30 9.00 -1.68 1.68 40.32 0.03 10.42 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.33 9.00 -1.72 1.72 40.27 0.03 10.42 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.36 9.00 -1.75 1.75 40.22 0.03 10.42 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+l.60H 1 938 9.00 -1.79 1.79 40.17 0.03 10.42 Vu<PhIVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.41 9.00 -1.83 1.83 40.12 0.03 10.43 Vu<PhiVc12 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.44 9.00 -1.87 1.87 40.06 0.03 10.43 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.47 9.00 -1.90 1.90 40.01 H4 10.43 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.50 9.00 -1.94 1.94 39.95 0.04 10.43 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 R53 9.00 -1.98 1.98 39.89 0.04 10.43 Vu <PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.56 9.00 -2.02 2.02 39.84 0.04 10.44 Vu<PhIVc/2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 9.59 9.00 -2.06 2.06 39.78 0.04 10.44 Vu<PhiVc/2 Not Regd9 10.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.62 9.00 -2.09 2.09 39.72 0.04 10.44 Vu<PhlVcI2 Not Regd9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.65 9.00 -2.13 2.13 39.65 0.04 10A4 Vu < PhiVc/2 Not Reqd 9 10A 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.68 9.00 -2.17 2.17 39.59 0.04 10.45 Vu < PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.70 9.00 -2.21 2.21 39.53 0.04 10.45 Vu <PhiVc/2 Not Reqd 9 10.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.73 9.00 -2.24 2.24 39.46 0.04 10.45 Vu<PhlVc/2 Not Regd9 10.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.76 9.00 -2.28 2.28 39.40 0.04 10.45 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.79 9.00 -2.32 2.32 39.33 0.04 10.45 Vu < PhiVcl2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 9.82 9.00 -2.36 2.36 39.26 0.05 10.46 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.85 9.00 -2.39 2.39 39.19 0.05 10.46 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.88 9.00 -2.43 2.43 39.12 0.05 10.46 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.91 9.00 -2.47 2.47 39.05 0.05 10.46 Vu <PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.94 9.00 -Ml 2.51 38.98 0.05 10.47 Vu<PhiVc/2 Not Regd9 10.5 0.0 H +1.20D+1.60L+0.50S+1.60H 1 9.97 9.00 -2.55 2.55 38.90 0.05 10.47 Vu<FhlVc12 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.00 9.00 -2.58 2.58 38.83 0.05 10.47 Vu<PhlVc12 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.03 9.00 -2.62 2.62 38.75 0.05 10A7 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.05 9.00 -2.66 2.66 38.68 0.05 10.48 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.08 9.00 -2.70 2.70 38.60 0.05 10.48 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 10.11 9.00 -2.73 2.73 38.52 0.05 10.48 Vu <PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.14 9A0 -2.77 2.77 38.44 0.05 10.48 Vu<PhIVc/2 Not Regd9 10S 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.17 9.00 -2.81 2.81 38.36 0.05 10.49 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.20 9.00 -2.85 2.85 38.28 0.06 10.49 Vu<PhiVcl2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.23 9.00 -2.88 2.88 38.19 0.06 10.49 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.26 9.00 -2.92 2.92 38.11 0.06 10.49 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 H +1.20D+1.60L+0.50S+1.60H 1 10.29 9.00 -2.96 2.96 38.02 0.06 10.50 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.32 9.00 -3.00 3.00 37.93 0.06 10.50 Vu<PhIVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.35 9.00 -3.04 3.04 37.85 0.06 10.50 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L-0.50S+1.60H 1 10.38 9.00 -3.07 3.07 37.76 0.06 10.50 Vu<PhlVc12 Not Regd9 10.5 0.0 0.0 +120D+1.601-+0.50S+1.601-1 1 10.40 9.00 -3.11 3.11 37.67 0.06 10.51 Vu<PhIVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.43 9.00 -3.15 3.15 37.58 0.06 10.51 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.46 9.00 -3.19 3.19 37.48 0.06 10.51 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.49 9.00 -3.22 3.22 37.39 0.06 %52 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.52 9.00 -3.26 3.26 37.30 0.07 10.52 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.55 9.00 -3.30 3.30 37.20 0.07 10.52 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.58 9.00 3.34 3.34 37.10 0.07 10.52 Vu < PhiVc/2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.61 9.00 3.38 3.38 37.01 0.07 10.53 Vu <PhiVc/2 Not Reqd 9 10.5 0.0 0.0 2-01 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 4 JUN 8:22PM I Concrete Beam File =C:IUserstdmasgDOCUME-11ENERCA-19GENEV-2.EC6 I Description : Detailed Shear Information UNDER THE POOL Span Distance 'd' Vu (k) Mu d'Vu/Mu PhiVc Comment Phi`Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 10.64 9.00 -3.41 3.41 36.91 0.07 10.53 Vu<PhlVG2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.67 9.00 -3.45 3.45 36.81 0.07 10.53 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.70 9.00 -3.49 3.49 36.71 0.07 10.54 Vu<PhlVG2 Not Regd9 10.5 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 10.72 9.00 -3.53 3.53 36.60 0.07 10.54 Vu < PhiVG2 Not Reqd 9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.75 9.00 -3.56 3.56 36.50 0.07 10.54 Vu <PhiVc/2 Not Reqd 9 10.5 0.0 OA +1.20D+1.60L+0.50S+1.60H 1 10.78 9.00 -3.60 3.60 36.40 0.07 10.54 Vu<PhiVG2 Not Regd9 *5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.81 9.00 3.64 3.64 36.29 0.08 10.55 Vu<PhiVc/2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.84 9.00 -3.68 3.68 36.18 0.08 10.55 Vu<PhiVG2 Not Regd9 10.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.87 9.00 -3.71 3.71 36.08 0.08 10.55 Vu <PhiVG2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.90 9.00 -3.75 3.75 35.97 0.08 10.56 Vu<PhlVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.93 9.00 -3.79 3.79 35.86 0.08 10.56 Vu<PhiVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.96 9.00 -3.83 3.83 35.75 0.08 10.56 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 10.99 9.00 -3.87 3.87 35.63 0.08 10.56 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.02 9.00 -3.90 3.90 35.52 0.08 10.57 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.05 9.00 -3.94 3.94 35.41 0.08 10.57 Vu<PhiVcl2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.07 9.00 -3.98 3.98 35.29 0.08 10.57 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.10 9.00 -4.02 4.02 35.17 0.09 10.58 Vu<PhiVcl2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.13 9.00 -4.05 4.05 35.06 0.09 10.58 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.16 9.00 -4.09 4.09 34.94 0.09 10.58 Vu < PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.19 9.00 -4.13 4.13 34.82 0.09 10.59 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L-,13.50S+1.60H 1 11.22 9.00 A.17 4.17 34.70 0.09 10.59 Vu<PhiVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 11.25 9.00 -4.20 4.20 34.58 0A9 10.59 Vu<PhiVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.28 9.00 -4.24 4.24 34.45 0.09 10.60 Vu <PhiVc/2 Not Reqd 9 %6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.31 9.00 -4.28 4.28 34.33 0.09 10.60 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.34 9.00 -4.32 4.32 34.20 0.09 10.60 Vu<PhiVG2 Not Regd9 10.6 0.0 OA +1.20D+1.60L+0.50S+1.60H 1 11.37 9.00 A.36 4.36 34.08 0.10 10.61 Vu<PhiVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.40 9.00 -4.39 4.39 33.95 0.10 10.61 Vu < PhiVG2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.42 9.00 -4.43 4.43 33.82 0.10 10.62 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.45 9.00 A.47 4.47 33.69 0.10 10.62 Vu<PhiVc/2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.48 9.00 A.51 4.51 33.56 0.10 10.62 Vu<PhiVcl2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.51 9.00 -4.54 4.54 33.43 0.10 10.63 Vu<PhiVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.54 9.00 -4.58 4.58 33.30 0.10 10.63 Vu <PhiVG2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.57 9.00 -4.62 4.62 33.16 0.10 10.63 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.60 9.00 -4.66 4.66 33.03 0.11 10.64 Vu <PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.63 9.00 A.70 4.70 32.89 0.11 10.64 Vu < PhiVc/2 Not Reqd 9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.66 9.00 A.73 4.73 32.75 0.11 10.64 Vu<PhIVG2 Not Regd9 10.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.69 9.00 A.77 4.77 32.61 0.11 10.65 Vu<PhiVc/2 Not Regd9 10.6 U 0.0 +1.20D+1,60L+0.50S+1.60H 1 11.72 9.00 -4.81 4.81 3247 0.11 10.65 Vu<PhiVG2 Not Regtl9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.74 9.00 -4.85 4.85 32.33 0.11 10.66 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.77 9.00 -4.88 4.88 32.19 0.11 10.66 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.80 9.00 A.92 4.92 32.05 0.12 10.67 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.83 9.00 A.96 4.96 31.91 0.12 10.67 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.86 9.00 -5.00 5.00 31.76 0.12 10.67 Vu<PhiVG2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.89 9.00 -5.03 5.03 31.61 0.12 10.68 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.92 9A0 -5.07 5.07 31.47 0.12 10.68 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.95 9.00 5.11 5.11 31.32 0.12 10.69 Vu<PhiVc/2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.98 9.00 5.15 5.15 31.17 0.12 10.69 Vu<PhiVG2 Not Regtl9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.01 9.00 -5.19 5.19 31.02 0.13 10.70 Vu<PhiVcl2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.04 9.00 -5.22 5.22 30.87 0.13 10.70 Vu <PhiVG2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 12.07 9.00 -5.26 5.26 30.71 0.13 10.70 Vu <PhiVc/2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 12.09 9.00 -5.30 5.30 30.56 0.13 10.71 Vu < PhiVG2 Not Reqd 9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.12 9.00 -5.34 5.34 30.40 0.13 10.71 Vu<PhiVG2 Not Regd9 10.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.15 9.00 5.37 5.37 30.25 0.13 10.72 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 12.18 9.00 5.41 5.41 30.09 0.13 10.72 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 2ocs f- Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 4 JUN 2018. 8:22PM Concrete Beam File=C:lUserslcalcoasRD000ME-11ENERCA-114GENEV-2.EC6 I Description: CONCRETE SLAB DESIGN Detailed Shear Information UNDER THE POOL Span Distance 'd' Vu (k) Load Combination Number (ft) (in) Actual Design +1.20D+1.60L+0.50S+1.60H 1 12.21 9.00 -5.45 5.45 _ +1.20D+1.60L+0.50S+1.60H 1 1224 9.00 -5.49 5.49 +1.20D+1.60L+0.50$+1.60H 1 12.27 9.00 -5.52 5.52 +1.20D+1.60L+0.505+1.60H 1 12.30 9.00 -5.56 5.56 +1.20D+1.60L+0.50S+1.60H 1 12.33 9.00 -5.60 5.60 t - +1.20D+1.60L+0.505+1.60H 1 12.36 9.00 -5.64 5.64 +1.20D+1.60L+0.505+1.60H 1 12.39 9.00 -5.68 5.68 - +1.20D+1.60L+0.505+1.60H 1 12.42 9.00 -5.71 5.71 +1.20D+1.60L+0.50S+1.60H 1 12.44 9.00 -5.75 5.75 ` +120D+1.60L+0.50S+1.60H 1 12.47 9.00 5.79 5.79 +1.20D+1,60L+0.50S+1.60H 1 12.50 9.00 5.83 5.83 +1.20D+1.60L+0.505+1.60H 1 12.53 9.00 -5.86 5.86 +120D+1.60L+0.505+1.60H 1 12.56 9.00 -5.90 5.90 +1.20D+1.60L+0.505+1.60H 1 12.59 9.00 -5.94 5.94 +1.20D+1.60L+0.505+1.60H 1 12.62 9.00 -5.98 5.98 +1.20D+1.60L+0.505+1.60H 1 12.65 9.00 -6.02 6.02 +1.20D+1.60L+0.505+1.60H 1 12.68 9.00 -6.05 6.05 +1.20D+1.60L+0.50S+1.60H 1 12.71 9.00 -6.09 6.09 +1.20D+1.60L+0.50S+1.60H 1 12.74 9.00 -6.13 6.13 +1.20D+1.60L+0.505+1.60H 1 12.77 9A0 -6.17 6.17 +120D+1.60L+0.505+1.60H 1 12.79 9.00 -6.20 6.20 +120D+1.60L+0.505+1.60H 1 12.82 9.00 -6.24 6.24 +1.20D+1.60L+0.50S+1.60H 1 12.85 9.00 -628 6.28 +1.20D+1.60L+0.505+1.60H 1 12.88 9.00 -6.32 6.32 +1.20D+1.60L+0.505+1.60H 1 12.91 9.00 -6.35 6.35 +1.20D+1.60L+0.505+1.60H 1 12.94 9.00 -6.39 6.39 +1.20D+1.60L+0.505+1.60H 1 12.97 9.00 -6.43 6.43 +1.20D+1.60L+0.505+1.60H 1 13.00 9.00 -6.47 6.47 +1.20D+1.60L+0.50S+1.60H 1 13.03 9.00 -6.51 6.51 +1.20D+1.60L+0.50S+1.60H 1 13.06 9.00 -6.54 6.54 +1.20D+1.60L+0.50S+1.60H 1 13.09 9.00 -6.58 6.58 +1.20D+1.60L+0.505+1.60H 1 13.11 9.00 -6.62 6.62 +1.20D+1.60L+0.50S+1.60H 1 13.14 9.00 -6.66 6.66 +1.20D+1.60L+0.50S+1.60H 1 13.17 9.00 -6.69 6.69 +1.20D+1.60L+0.50S+1.60H 1 13.20 9.00 -6.73 V3 - +1.20D+1.60L+0.505+1.60H 1 13.23 9.00 -6.77 6.77 i +1.20D+1.60L+0.50S+1.60H 1 1326 9.00 -6.81 6.81 +120D+1.60L+0.505+1.60H 1 13.29 9.00 -6.84 6.84 +1.20D+1.60L+0.505+1.60H 1 13.32 9.00 -6.88 6.88 L , +120D+1.60L+0.505+1.60H 1 13.35 9.00 -6.92 6.92 +1.20D+1.60L+0ZOS+1.60H 1 13.38 9.00 -6.96 6.96 +120D+1.60L+0.505+1.60H 1 13.41 9.00 -7.00 7.00 +120D+1.60L+0.505+1.60H 1 13.44 9.00 -7.03 7.03 `-' +120D+1.60L+0.505+1.60H 1 13.46 9.00 -707 7.07 +1.20D+1.60L+0.505+1.60H 1 1349 9.00 -7.11 7.11 +120D+1.60L+0.50S+1.60H 1 13.52 9.00 -7.15 7.15 . +1.20D+1.601-+0.505+1.601-1 1 13.55 9.00 -7.18 7.18 +1.20D+1.60L+0.505+1.60H 1 13.58 9.00 -7.22 7.22 - +120D+1.60L+0.50S+1.60H 1 13.61 9.00 -7.26 7.26 +1.20D+1.60L+0.505+1.60H 1 13.64 9.00 -7.30 7.30 l- +120D+1.60L+0.505+1.60H 1 13.67 9.00 -7.34 7.34 +1.20D+1.60L+0.50S+1.60H 1 13.70 9.00 -7.37 7.37 +120D+1.60L+0.50S+1.60H 1 13.73 9.00 -7.41 7.41 +1.20D+1.60L+0.505+1.60H 1 13.76 9.00 -7.45 7.45 Mu k-ft) d*VulMu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn (k) Spacing (in) Req'd Suggest 29.93 0.14 10.73 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 29.77 0.14 10.73 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 29.61 0.14 10.74 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 29.45 0.14 10.74 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 29.29 0.14 10.75 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 29.13 0.15 10.75 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 28.96 0.15 10.76 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 28.79 0.15 10.76 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 28.63 0.15 10.77 Phr/c/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 28.46 0.15 10.78 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 28.29 0.15 10.78 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 28.12 0.16 10.79 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 27.95 0.16 10.79 PhiVc/2 < Vu <= Min 9.6.3. 25.6 4.5 4.0 27.78 0.16 10.80 PhiVc/2 <Vu <= Min 9.6.3. 25.6 4.5 4.0 27.60 0.16 10.81 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 27.43 0.16 10.81 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 27.25 0.17 10.82 PhiVc12 <Vu <= Min 9.6.3. 25.7 4.5 4.0 27.07 0.17 10.82 PhiVc/2 < Vu <= Min 9.6.3, 257 4S 4.0 26.90 0.17 10.83 PhiVc/2 < Vu <= Min 9.6.3. 25.7 4.5 4.0 2672 0.17 10.84 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 26.54 0.18 10.84 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 26.36 0.18 %85 PhiVc/2 <Vu <= Min 9.6.3, 25.7 4.5 4.0 26.17 0.18 10.86 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 25.99 0.18 10.86 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 25.81 0.18 10.87 PhiVc/2 < Vu <= Min 9.6.3. 25.7 4.5 4.0 25.62 0.19 10.88 PhiVc/2 < Vu <= Min 9.6.3. 257 4.5 4.0 25.43 0.19 10.89 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 25.24 0.19 10.89 PhiVc/2 <Vu <= Min 9.6.3. 25.7 4.5 4.0 25.06 0.19 10.90 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 24.87 0.20 10.91 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 24.67 0.20 10.92 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 24.48 0.20 10.92 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 24.29 0.21 10.93 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 24.09 0.21 10.94 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 23.90 0.21 10.95 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 23.70 0.21 10.96 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 23.50 0.22 10.97 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 23.30 0.22 10.98 PhiVc/2 < Vu <= Min 9.6.3. 25.8 4.5 4.0 23.10 0.22 10.99 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 22.90 0.23 11.00 PhiVc/2 <Vu <= Min 9.6.3. 25.8 4.5 4.0 2270 0.23 11.00 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 22.50 0.23 11.01 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 22.29 0.24 11.02 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 22.09 0.24 11.04 PhiVc/2 < Vu <= Min 9S.3. 25.9 4.5 4.0 21.88 0.24 11.05 PhiVc/2 < Vu <= Min 9.6.3. 25.9 4.5 4.0 21.67 0.25 11.06 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 21.47 0.25 11.07 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 21.26 0.25 11.08 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 21.04 0.26 11.09 PhiVc/2 <Vu <= Min 9.6.3. 25.9 4.5 4.0 20.83 0.26 11.10 PhiVd2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 20.62 0.27 11.11 PhiVc/2 < Vu <= Min 9.6.3. 26.0 4.5 4.0 20.40 0.27 11.13 PhiVc/2 < Vu <= Min 9.6.3. 26.0 4.5 4.0 20.19 0.28 11.14 PhiVc/2 < Vu <= Min 9.6.3. 26.0 4.5 4.0 %97 0.28 11.15 PhiVc/2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 2°°f F ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 8:22PM Concrete Beam File=C:lUsamtalcoastlDOCUME-1IENERCA-IWGENEV-2.EC6 r c.r600 Description : CONCRETE SLAB DESIGN UNDER THE POOL 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 +1.20D+1.60L+0.50S+1.60H 1 13.79 9.00 -7.49 7.49 19.75 0.28 11.17 PhiVc/2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +1.20D+1,60L+0.50S+1.60H 1 13.81 9.00 -7.52 7.52 19.54 0.29 11.18 PhiVc/2<Vu<= Min 9.6.3. 26.0 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 13.84 9.00 -7.56 7.56 19.32 0.29 11,19 PhiVc/2 <Vu <= Min 9.6.3. 26.0 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 13.87 9.00 -7.60 7.60 19.10 0.30 11.21 PhiVc/2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 13.90 9.00 -7.64 7.64 18.87 0.30 1122 PhiVc/2 < Vu <= Min 9.6.3. 26.1 4.5 4.0 r +120D+1.60L+0.505+1.60H 1 13.93 9.00 -7.67 7.67 18.65 0.31 11.24 PhiVc/2 < Vu <= Min 9.6.3. 26A 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 13.96 9.00 -7.71 7.71 18.43 0.31 11.25 PhiVc/2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 13.99 9.00 -7.75 7.75 18.20 0.32 11.27 PhiVc/2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.02 9.00 -7.79 7.79 17.97 0.32 11.29 Phi /c/2 <Vu <= Min 9.6.3. 26.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.05 9.00 -7.83 7.83 17.75 0.33 11.30 PhiVc/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.08 9.00 -7.86 7.86 17.52 0.34 11.32 PhiVc12 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.11 9.00 -7.90 7.90 17.29 0.34 11.34 PhiVc/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 r +120D+1.60L+0.50S+1.60H 1 14.13 9.00 -7.94 7.94 17.06 0.35 11.36 PhiVc/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +120D+1.60L+0.505+1.60H 1 14.16 9.00 -7.98 7.98 16.83 0.36 11.38 PhiVc/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.19 9.00 -8.01 8.01 16.59 0.36 11.40 PhiVc/2 <Vu <= Min 9.6.3. 26.2 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 %22 9.00 -8.05 8.05 16.36 0.37 11.42 PhiVc/2 < Vu <= Min 9.6.3. 26.3 4.5 0 +120D+1.60L+0.50S+1.60H 1 14.25 9.00 -8.09 8.09 16.12 0.38 11.44 PhiVc/2 < Vu <= Min 9.6.3. 26.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.28 9.00 -8.13 8.13 15.89 0.38 11.46 PhiVc/2 <Vu <= Min 9.6.3. 26.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.31 9.00 -8.16 8.16 15.65 0.39 11.48 PhiVc/2 <Vu <= Min 9.6.3. 26.3 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.34 9.00 -8.20 8.20 15.41 0.40 11.51 PhiVc/2 <Vu <= Min 9.6.3, 26.4 4.5 4.0 +120D+1.60L+0.505+1.60H 1 14.37 9.00 -8.24 8.24 15.17 0.41 11.53 PhiVc/2 <Vu <= Min 9.6.3. 26.4 4.5 4.0 .. +1.20D+1.60L+0.50S+1.60H 1 14.40 9.00 -8.28 8.28 14.93 0.42 11.56 PhiVc/2 < Vu <= Min 9.6.3. 26.4 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.43 9.00 -8.32 8.32 14.69 0.42 11.58 PhiVc/2 < Vu <= Min 9.6.3. 26.4 4.5 4.0 ' +1.20D+1.60L+0.50S+1.60H 1 14.46 9.00 -8.35 8.35 14.45 0.43 11.61 PhiVc/2 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.48 9.00 -8.39 8.39 14.20 0.44 11.64 PhiVc/2 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.51 9.00 -8.43 8.43 13.96 0.45 11.67 PhiVc/2 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.54 9.00 -8.47 8.47 13.71 0.46 11.70 PhiVc12 <Vu <= Min 9.6.3. 26.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.57 9.00 -8.50 8.50 13.46 0.47 11.73 PhiVc/2 <Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.60 9.00 -8.54 8.54 13.22 0.48 11.76 PhiVc/2 <Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.63 9.00 -8.58 8.58 12.97 0.50 11.79 PhiVc/2 < Vu <= Min 9.6.3. 26.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.66 9W -8.62 8.62 12.72 0.51 11.83 PhiVc/2 <Vu <= Min 9.6.3. 26.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.69 9.00 -8.65 8.65 12.46 0.52 11.87 PhA/c/2 <Vu <= Min 9.6.3. 26.7 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 14.72 9.00 -8.69 8.69 12.21 0.53 11.91 PhiVc/2 <Vu <= Min 9.6.3. 26.8 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.75 9.00 -8.73 8.73 11.96 0.55 11.95 PhiVc/2 <Vu <= Min 9.6.3. 26.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 14.78 9.00 -8.77 8.77 11.70 0.56 11.99 PhiVc/2 <Vu <= Min 9.6.3. 26.8 4.5 4.0 . +1.20D+1.60L+0.50S+1.60H 1 14.81 9.00 -8.81 8.81 11.45 0.58 12.03 PhiVc/2 < Vu <= Min 9.6.3. 26.9 4.5 0 +1.20D+1.60L+0.50S+1.60H 1 14.83 9.00 -8.84 8.84 11.19 0.59 12.08 PhiVc/2 <Vu <= Min 9.6.3. 26.9 4.5 4.0 _ +120D+1.60L+0.505+1.60H 1 14.86 9.00 -8.88 8.88 10.93 0.61 12.13 PhiVc/2 <Vu <= Min 9.6.3. 27.0 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.89 9.00 -8.92 8.92 10.67 0.63 12.18 PhA/c/2 <Vu <= Min 9.6.3. 27.0 4.5 4.0 .-. +120D+1.60L+0.508+1.60H 1 14.92 9.00 -8.96 8.96 10.41 0.65 12.24 Phi /c/2 <Vu <= Min 9.6.3, 27.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 14.95 9.00 -8.99 8.99 10.15 0.66 12.29 PhiVc/2 <Vu <= Min 9.6.3. 27.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 14.98 9.00 -9.03 9.03 9.89 0.69 12.35 PhiVc/2 <Vu <= Min 9.6.3, 27.2 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 15.01 9.00 -9.07 9.07 9.62 0.71 12.42 PhiVc/2 <Vu <= Min 9.6.3. 27.3 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 15.04 9.00 -9.11 9.11 9.36 0.73 12.49 PhiVG2 < Vu <= Min 9.6.3. 27.3 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 15.07 9.00 -9.15 9.15 9.09 0.75 12.56 PhiVc/2 <Vu <= Min 9.6.3. 27.4 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.10 9Z -9.18 9.18 8.82 0.78 12.64 PhiVc/2 <Vu <= Min 9.6.3. 27.5 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.13 9.00 -9.22 9.22 8.56 0.81 12.72 PhiVcl2 <Vu <= Min 9.6.3. 27.6 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.15 9.00 -9.26 9.26 8.29 0.84 12.81 PhiVc/2 <Vu <= Min 9.6.3. 27.7 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 15.18 9.00 -9.30 9.30 8.02 0.87 12.90 PhiVc/2 <Vu <= Min 9.6.3. 27.8 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 15.21 9.00 -9.33 9.33 7.75 0.90 13.00 PhiVc/2 <Vu <= Min 9.6.3, 27.9 4.5 4.0 t _ t +1.20D+1.60L+0.50S+1.60H 1 15.24 9.00 -9.37 9.37 7.47 0.94 13.11 PhiVc/2 <Vu <= Min 9.6.3. 28.0 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 15.27 9.00 -9.41 9.41 7.20 0.98 13.23 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.505+1.60H 1 15.30 9.00 -9.45 9.45 6.92 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.505+1.60H 1 15.33 9.00 -9.48 9.48 6.65 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 2 lU Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 8:22PM Concrete Beam File =C:lusomscalwastlDOCUME-11ENERCA-114GENEV-2.EC6 r-'KW-06009337 Description : CONCRETE SLAB DESIGN UNDER THE POOL LiGensee : MIS Consulting Group, INC Detailed Shear information r 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 +1.20D+1.60L+0.50S+1.60H 1 15.36 9.00 -9.52 9.52 6.37 1.00 13.29 PhiVG2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.508+1.60H 1 15.39 9.00 -9.56 9.56 6.09 1.00 13.29 PhiVG2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.42 9.00 -9.60 9.60 5.81 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.45 9.00 -9.64 9.64 5.53 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.48 9.00 467 9.67 5.25 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 r +1.20D+1.60L+0.50S+1.60H 1 15.50 9.00 -9.71 9.71 4.97 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.53 9.00 -9.75 9.75 4.69 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +120D+1.60L+0.50S+1.60H 1 15.56 9.00 -9.79 9.79 4.40 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 r 15.59 9.00 -9.82 9.82 4.12 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.62 9.00 -9.86 9.86 3.83 1.00 13.29 PhiVc/2 <Vu <_ Min 9.6.3. 28.1 4.5 4,0 +1.20D+1.60L+0,50S+1.60H 1 15.65 9.00 -9.90 9.90 3.54 1.00 13,29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.68 9.00 -9.94 9.94 3.25 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 - +1.20D+1.60L+0.50S+1.60H 1 15.71 9.00 -9.97 9.97 2.96 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.74 9.00 -10.01 10.01 2.67 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.77 9.00 -10.05 10.05 2.38 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.80 9.00 -10.09 10.09 2.08 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.83 9.00 -10.13 10.13 1.79 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.85 9.00 -10.16 10.16 1.49 1.00 13.29 PhiVG2 < Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.88 9.00 -10.20 10.20 1.20 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.91 9.00 -10.24 10.24 0.90 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.94 9.00 -10.28 10.28 0.60 1.00 13.29 PhiVc/2 <Vu <= Min 9.6.3, 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 15.97 9.00 -10.31 10.31 0.30 1.00 13.29 PhiVc/2 < Vu <= Min 9.6.3. 28.1 4.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 16.00 9.00 -10.35 10.35 0.00 1.00 13.29 PhiVct2 <Vu <= Min 9.6.3. 28.1 4.5 4.0 Maximum Forces & Stresses for Load Combinations Segment Length Span # �......,^•^1.11 woi lull iy Oclubb ntuu S iml) in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 +1.40D+1.60H 1 16.000 41.41 57.30 0.72 Span # 1 +1.20D+0.50Lr+1.60L+1.60H 1 16.000 24.42 57.30 0.43 Span # 1 +1.20D+1.60L+0.50S+1.60H 1 16.000 41,41 57.30 0.72 Span # 1 +1.20D+1.60Lr+0.50L+1.60H 1 16.000 41.41 57.30 0.72 Span # 1 +1.20D+1.60Lr+0.50W+1.60H 1 16.000 27.33 57.30 0.48 Span # 1 +1.20D+0.50L+1.60S+1.60H 1 16.000 20.93 57.30 0.37 Span # 1 +1.20D+1.60S+0.50W+1.60H 1 16.000 27.33 57.30 0.48 Span # 1 1 16.000 20.93 57.30 0.37 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H 1 16,000 27.33 57.30 0.48 Span # 1 +1.20D+0.50L+0.20S+E+1.60H 1 16.000 27.33 57.30 0.48 Span#1 +0.90D+W+0.90H 1 16.000 27.33 57.30 0A8 Span # 1 1 16.000 15.70 57.30 0.27 +0.90D+E+0.90H Span # 1 1 16.000 15.70 57.30 0.27 Overall Maximum Deflections l-VoU �UJIlu1110LIWIl oPoll iviax. Lien Location in Span Load Combination Max. V' Deg Location in Span +D+L+t{ 1 0.6508 8.000 0.0000 0.000 10 I Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. r Project Title: Engineer: Project ID: Project Descr: Printed: 4JUN2018, 5:19PM Description BEAM OVER CAISSON CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = s.0 ksi Phi Values Flexure: 0.90 fr= fc * 7.50 = 410.792 psi Shear: 0.750 yf Density = 145.0 pcf p 1 = 0.850 A, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 _Cross Section &Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 30.0 in Span#1 Reinforcing.... 448 at 3.0 in from Top, from 0.0 to 18.0 ft in this span 448 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span 448 at 15.0 in from Bottom, from 0.0 to 18.0 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 = 4.50, L = 3.50 k/ft, Tributary Width =1.0 ft, (SLAB) U&QWWJV JUMMAK♦ •' Maximum Bending Stress Ratio = 0.914 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.039 in Ratio = 5507>=360, Mu : Applied 489.542 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360,0 Mn * Phi: Allowable 535.83 k-ft Max Downward Total Deflection 0.321 in Ratio = 672>=180, Max Upward Total Deflection 0.000 in Ratio = 999 <180.0 Location of maximum on span 9.016 ft Span # where maximum occurs Span # 1 Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 80.156 80.156 Overall MINimum 29.194 29.194 �., +D+H 48.656 48.656 +D+L+H 80.156 80.156 +D+Lr+H 48.656 48.656 - +D+S+H 48.656 48.656 _. +D+0.750Lr+0.750L+H 72.281 72,281 +D+0.750L-0.750S+H 72,281 72.281 +D+0.60W+H 48,656 48.656 +D+0.70E+H �; 48.656 48.656 *sue 2 I h s Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings' menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam File=C:lUsamtalccastlDOCUME-1IENERCA-114GENEV-2.EC6 KW-06009337 Licensee MS Consulting GrOUP, INC Description : CONC. GRADE BEAM OVER CAISSON Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support2 +D+0.750Lr+0.750L+0.450W+H 72.281 72.281 +D+0.750L+0.750S+0.450W+H 72.281 72.281 +D+0.750L+0.750S+0.5250E+H 72.281 72.281 +0.60D+0.60W+0.60H 29.194 29.194 +0.60D+0.70E+0.60H 29.194 29.194 D Only 48.656 48.656 Lr Only r L Only 31.500 31.500 S Only W Only E Only 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-ft ) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 27.00 108.79 108.79 0.00 1.00 75.07 Phr/c<Vu 33.717 110.7 5.3 5.0 +1.20D+1.60L+0.50S+1,60H 1 0.03 27.00 108.39 108.39 3.56 1.00 75.07 PhiVc<Vu 33.320 110.7 5.3 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 27.00 107.99 107.99 7.11 1.00 75.07 PhiVc<Vu 32.924 110.7 5.4 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.10 27.00 107.60 107.60 10.64 1.00 75.07 PhiVc<Vu 32.528 110.7 5.5 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.13 27.00 107.20 107.20 14.16 1.00 75.07 PhiVc<Vu 32.131 1107 5.5 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.16 27.00 106.81 106.81 17.67 1.00 75.07 PhiVc<Vu 31.735 110.7 5.6 5A +1.20D+1.60L+0.50S+1.60H 1 0.20 27.00 106.41 106.41 21.17 1.00 75.07 Phr/c<Vu 31.339 110.7 5.7 5.0 +120D+1.60L+0.50S+1.60H 1 0.23 27.00 106.01 106.01 24.65 1.00 75.07 PhiVc<Vu 30,942 110.7 5.8 5.0 +120D+1.60L+0.50S+1.60H 1 0.26 27.00 105.62 105.62 28.12 1.00 75.07 PhiVc<Vu 30.546 110.7 5.8 5.0 +120D+1.60L+0.50S+1.60H 1 0.30 27.00 105.22 105.22 31.57 1.00 75.07 PhiVc<Vu 30.150 110.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.33 27A0 104.82 104.82 35.02 1.00 75.07 PhiVc<Vu 29.754 110.7 6.0 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.36 27.00 104.43 104.43 38.45 1.00 75.07 PhiVc<Vu 29.357 110.7 6.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.39 27.00 104.03 104.03 41.87 1.00 75.07 PhiVc<Vu 28.961 110.7 6.2 5.0 +120D+1.60L+0.50S+1.60H 1 0.43 27.00 103.64 103.64 45.27 1.00 75.07 PhiVc<Vu 28.565 110.7 6.2 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.46 27.00 103.24 103.24 48.66 1.00 75.07 PhiVc<Vu 28.168 110.7 6.3 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.49 27.00 102.84 102.84 52.04 1.00 75.07 PhiVc<Vu 27.772 110.7 6.4 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.52 27.00 102.45 102.45 55.41 1.00 75.07 PhiVc<Vu 27.376 110.7 6.5 5.0 +120D+1.60L+0.50S+1.60H 1 0.56 27.00 102A5 102.05 5B.76 1.00 75.07 PhiVc<Vu 26.979 110.7 6.6 5.0 +120D+1.60L+0.50S+1.60H 1 0.59 27.00 101.65 101.65 62.10 1.00 75.07 PhiVc<Vu 26.583 110.7 6.7 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.62 27.00 101.26 101.26 65.42 1.00 75.07 PhiVc<Vu 26.187 110.7 6.8 5.0 - +120D+1.60L+0.50S+1.60H 1 0.66 27.00 100.86 100.86 68.74 1.00 75.07 PhiVc<Vu 25.790 110.7 6.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.69 27.00 100.46 100.46 72.04 1.00 75.07 PhiVc<Vu 25.394 110.7 7.0 5.0 +120D+1.60L+0.50S+1.60H 1 0.72 27.00 100.07 100.07 75.33 1.00 75.07 PhiVc<Vu 24.998 110.7 7.1 5A +1.20D+1.60L+0.50S+1.60H 1 0.75 27.00 99.67 99.67 78.60 1.00 75.07 PhiVc<Vu 24,601 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 0.79 27.00 99.28 99.28 81.86 1.00 75.07 PhiVc<Vu 24.205 110.7 7.1 5A +120D+1.60L+0.50S+1.60H 1 0.82 27.00 98.88 98.88 85.11 1.00 75.07 PhiVc<Vu 23.809 110.7 7.1 5.0 t_ +1.20D+1.60L+0.50S+1.60H 1 0.85 27.00 98.48 98.48 88.34 1.00 75.07 PhiVc<Vu 23.413 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1,60H 1 0.89 27.00 98.09 98.09 91.57 1.00 75.07 PhiVc<Vu 23.016 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.92 27.00 97.69 97.69 94.78 1.00 75.07 PhiVc<Vu 22.620 110.7 7.1 5.0 L..: +1.20D+1.60L+0.50S+1.60H 1 0.95 27.00 97.29 97.29 97.97 1.00 75.07 PhiVc<Vu 22.224 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 27.00 96.90 96.90 101.16 1.00 75.07 PhiVc<Vu 21.827 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 1.02 27.00 96.50 96.50 104.33 1.00 75.07 Phr/c<Vu 21.431 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.05 27.00 96.11 96.11 107.48 1.00 75.07 PhiVc<Vu 21,035 110.7 7.1 5.0 L' +1.20D+1.60L+0.50S+1.60H 1 1.08 27.00 95.71 95.71 110.63 1.00 75.07 PhiVc<Vu 20.638 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.11 27.00 95.31 95.31 113.76 1.00 75.07 PhiVc<Vu 20.242 110.7 T1 5.0 +120D+1.60L+0.50S+1.60H 1 1.15 27.00 94.92 94.92 116.88 1.00 75.07 PhiVc<Vu 19.846 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 27.00 94.52 94.52 119.98 1.00 75.07 PhiVc<Vu 19.449 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.21 27.00 94.12 94.12 123.08 1.00 75.07 PhiVc<Vu 19.053 110.7 7.1 5.0 I +120D+1.60L+0.50S+1.60H 1 1.25 27.00 93.73 93.73 126.16 1.00 75.07 PhiVc<Vu 18.657 110.7 7.1 5.0 '.L +1.20D+1.60L+0.50S+1.60H 1 1.28 27.00 93.33 93.33 129.22 1.00 75.07 PhiVc<Vu 18.260 110.7 7.1 5.0 LA 2"�) Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: i` Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam File=C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2:EC6, Description : CONC. GRADE BEAM OVER CAISSON Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (kit) (k) (k) (k) Redd Suggest +1.20D+1.60L+0.50S+1.60H 1 1.31 27.00 92.94 92.94 132.28 1.00 75.07 PhiVc<Vu 17.864 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.34 27.00 92.54 92.54 135.32 1.00 75.07 PhiVc<Vu 17.468 110.7 7.1 5A +1.20D+1.60L+0.50S+1.60H 1 1.38 27.00 92.14 92.14 138.35 1.00 75.07 PhiVc<Vu IT072 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.41 27.00 91.75 91.75 141.36 1.00 75.07 PhiVc<Vu 16.675 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.44 27.00 91.35 91.35 144.36 1.00 75.07 PhiVc<Vu 16.279 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.48 27.00 90.95 90.95 147.35 1.00 75,07 PhiVc<Vu 15.883 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.51 27.00 90.56 90.56 150.33 1.00 75.07 PhiVc<Vu 15.486 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 27.00 90.16 90.16 153.29 1.00 75.07 PhiVc<Vu 15.090 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.57 27.00 89.76 89.76 156.24 1.00 75.07 PhiVc<Vu 14.694 110.7 7.1 5.0 f +1.20D+1.60L+0.50S+1.60H 1 1.61 27.00 89.37 89.37 159.17 1.00 75.07 PhiVc<Vu 14.297 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 1.64 27.00 88.97 88.97 162.10 1.00 75.07 PhiVc<Vu 13.901 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.67 27.00 88.58 88.58 165.01 1.00 75.07 PhiVc<Vu 13.505 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.70 27.00 88.18 88.18 167.91 1.00 75.07 PhiVc<Vu 13.108 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.74 27.00 87.78 87.78 170.79 1.00 75.07 PhiVc<Vu 12.712 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.77 27.00 87.39 87.39 173.66 1.00 75.07 PhiVc<Vu 12.316 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.80 27.00 86.99 86.99 176.52 1.00 75.07 PhiVc<Vu 11.919 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 27.00 86.59 86.59 179.37 1.00 75.07 PhiVc<Vu 11,523 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.87 27.00 86.20 86.20 182.20 1.00 75.07 PhiVc<Vu 11.127 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.90 27.00 85.80 85.80 185.02 1.00 75.07 PhiVc<Vu 10.731 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.93 27.00 85.41 85.41 187.83 1.00 75.07 PhiVc<Vu 10.334 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 27.00 85.01 85.01 190.62 1.00 75.07 PhiVc<Vu 9.938 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 2.00 27.00 84.61 84.61 193.40 0.98 74.89 PhiVc<Vu 9.727 110.5 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.03 27.00 84.22 84.22 196.17 0.97 74.67 PhiVc<Vu 9.549 110.3 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.07 27.00 83.82 83.82 198.92 0.95 74.46 PhiVc<Vu 9.364 110.1 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 2.10 27.00 83.42 83.42 201.66 0.93 74.25 PhiVc<Vu 9.173 109.9 7.1 5.0 ` - +120D+1.60L+0.50S+1.60H 1 2.13 27.00 83.03 83.03 204.39 0.91 74.05 PhiVc<Vu 8.976 109.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.16 27.00 82.63 82.63 207.11 0.90 73.86 PhiVc<Vu 8.772 109.5 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 27.00 82.23 82.23 209.81 0.88 73.67 PhiVc<Vu 8.564 109.3 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 2.23 27.00 81.84 81.84 212.50 0.87 73.49 PhiVc<Vu 8.349 109.1 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 2.26 27.00 81.44 81.44 215.18 0.85 73.31 PhiVc<Vu 8.130 109.0 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 27.00 81A5 81.05 217.84 0.84 73.14 PhiVc<Vu 7.905 108.8 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 2.33 27.00 80.65 80.65 220.49 0.82 72.97 PhiVc<Vu 7.676 108.6 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.36 27.00 80.25 80.25 223.13 0.81 72.81 PhiVc<Vu 7.443 108.5 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.39 27.00 79.86 79.86 225.75 0.80 72.65 PhiVc<Vu 7.204 108.3 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.43 27.00 79.46 79.46 228.37 0.78 72.50 PhiVc<Vu 6.962 108.1 7.1 5.0 �. +1.20D+1.60L+0.50S+1.60H 1 2.46 27.00 79.06 79.06 230.97 0.77 72.35 PhiVc<Vu 6.716 108.0 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.49 27.00 78.67 78.67 233.55 0.76 72.20 PhiVc<Vu 6.466 107.8 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.52 27.00 78.27 78.27 236.12 0.75 72.06 PhiVc<Vu 6.212 107.7 7.1 5.0 '., +1.20D+1.60L+0.50S+1.60H 1 2.56 27.00 77.88 77.88 238.68 0.73 71.92 PhiVc<Vu 5.955 107.6 7.1 5.0 'L. _ +1.20D+1.60L+0.50S+1.60H 1 2.59 27.00 77.48 77.48 241.23 0.72 71.78 PhiVc <Vu 5.694 107.4 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 27.00 77.08 77.08 243.76 0.71 71.65 PhiVc<Vu 5.431 107.3 7.1 5.0 +1,20D+1.60L+0.50S+1.60H 1 2.66 27.00 76.69 76.69 246.28 0.70 71.52 PhiVc<Vu 5.163 107.2 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.69 2T00 76.29 76.29 248.79 0.69 71.40 PhiVc<Vu 4.893 107.0 7.1 5.0 �- +120D+1.60L+0.50S+1.60H 1 2.72 27.00 75.89 75.89 251.29 0.68 7127 PhiVc<Vu 4.620 106.9 7.1 5.0 . +1.20D+1.60L+0.50S+1.60H 1 2.75 27.00 75.50 75.50 253.77 0.67 71.15 PhiVc<Vu 4.344 106.8 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.79 27.00 75.10 75.10 256.24 0.66 71.04 PhiVc<Vu 4.066 106.7 7.1 5.0 L +120D+1.60L+0.50S+1.60H 1 2.82 27.00 74.70 74.70 258.69 0.65 70.92 PhiVc<Vu 3.784 106.E 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.85 27.00 74.31 74.31 261.14 0.64 70.81 PhiVc<Vu 3.501 106.4 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.89 27.00 73.91 73.91 263.57 0.63 70.70 PhiVc<Vu 3.214 106.3 7.1 5.0 +1.20D+1.60L+OS0S+1.60H 1 2.92 27.00 73.52 73.52 265.98 0.62 70.59 PhiVc<Vu 2.926 106.2 7.1 5.0 (- +120D+1.60L+0.50S+1.60H 1 2.95 27.00 73.12 73.12 268.39 0.61 70.48 PhiVc<Vu 2.635 106.1 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 2.98 27,00 72.72 72.72 270.78 0.60 70.38 PhiVc<Vu 2,342 106.0 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 3.02 27.00 72.33 72.33 273.16 0.60 70.28 PhiVc<Vu 2.046 105.9 7.1 5.0 L, +1.20D+1.60L+0.50S+1.60H 1 3.05 27.00 71.93 71.93 275.52 0.59 70.18 PhiVc<Vu 1.749 105.8 7.1 5.0 219 rTitle Block Line 1 Project Title: You can change this area Engineer: using the "Settings° menu item Project ID: and then using the "Printing & Project Descr: f Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Description: CONC. GRADE BEAM OVER CAISSON Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi"Vn Spacing (in) Load Combination Number (it) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.508+1.60H 1 3.08 27.00 71.53 71.53 277,87 0.58 70.08 PhiVc<Vu 1A49 105.7 7.1 5.0 �., +1.20D+1.60L+0.50S+1.60H 1 3.11 27.00 71.14 71,14 280.21 0.57 69.99 PhiVc<Vu 1.148 105.6 7.1 5.0 +120D+1.60L+0.505+1.60H 1 3.15 27.00 70.74 70.74 282.54 0.56 69.90 PhiVc<Vu 0.8450 105.5 7.1 5.0 +120D+1.60L+0.505+1.60H 1 3.18 27.00 70.35 70.35 284.85 0.56 69.81 PhiVc<Vu 0.540 105.4 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 121 27.00 69.95 69.95 287.15 0.55 69.72 PhiVc<Vu 0.2332 105.4 7.1 5.0 (- +1.20D+1.60L+0.50S+1.60H 1 3.25 27.00 69.55 69.55 289.44 0.54 69.63 PhiVc/2 <Vu <= Min 11.5.6 1053 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 3.28 27.00 69.16 69.16 291.71 0.53 69.54 PhiVa'2 <Vu <= Min 11.5.6 105.2 5.9 5.0 +120D+1.60L+0.505+1.60H 1 3.31 27.00 68.76 68.76 293.97 0.53 69.46 PhiVc/2 <Vu <= Min 11.5.6 105.1 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 3.34 27.00 68.36 68.36 296.22 0.52 69.37 PhiVc/2 <Vu <= Min 11.5.6 105.0 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 3.38 27.00 67.97 67.97 298.46 0.51 69.29 PhiVG2 <Vu <= Min 11.5.6 104.9 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 3.41 27.00 67.57 67.57 300.68 0.51 69.21 PhiVc/2<Vu<= Min 11,5.6 104.9 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 3.44 27.00 67.17 67.17 302.89 0.50 69.13 PhiVc/2 < Vu <= Min 11.5.6 104.8 5.9 5.0 t - +1.20D+1.60L+0.505+1.60H 1 3.48 27.00 66.78 66.78 305A8 0.49 69.06 PhiVc/2 < Vu <= Min 11.5.6 104.7 5.9 5.0 +1.20D+1.60L+0.505+1,60H 1 3.51 27.00 66.38 66.38 307.26 0.49 68.98 PhiVc/2 <Vu <= Min 11.5.6 104.6 5.9 5.0 - +120D+1.60L+0.505+1.60H 1 3.54 27.00 65.99 65.99 309.43 0.48 68.91 PhiVc/2 <Vu <= Min 11.5.6 104.5 5.9 5.0 +120D+1,60L+0.505+1.60H 1 3.57 27.00 65.59 65.59 311.59 0.47 68.83 PhiVc/2 <Vu <= Min 11.5.6 104.5 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 3.61 27.00 65.19 65.19 313.74 0.47 68.76 PhiVc/2 <Vu <= Min 11.5.6 104,4 5.9 5.0 +120D+1.60L+0.505+1.60H 1 3.64 27.00 64.80 64.80 315.87 0.46 68.69 PhiVc/2 < Vu <= Min 11.5.6 104.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 3.67 27.00 64.40 64.40 317.98 0.46 68.62 PhiVc/2 < Vu <= Min 11.5.6 104.3 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 3.70 27.00 64.00 64.00 320.09 0.45 68.55 PhiVG2 <Vu <= Min 11.5.6 104.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 3.74 27,00 63.61 63.61 322.18 0.44 68.48 PhiVc/2 <Vu <= Min 11.5.6 104.1 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 3.77 27.00 63.21 63.21 324.26 0.44 68.42 PhiVc/2 <Vu <= Min 11.5.6 104.1 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 3.80 27.00 62.82 62.82 326.33 0.43 68.35 PhiVc/2 <Vu <= Min 11.5.6 104.0 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 3.84 27.00 62.42 62.42 328.38 0.43 68.29 PhiVc/2 <Vu <= Min 11.5.6 103.9 5.9 5.0 I +120D+1.60L+0.505+1.60H 1 3.87 27.00 62.02 62.02 330.42 0.42 68.23 PhiVG2 < Vu <= Min 11.5.6 103.9 5.9 5.0 +120D+1.60L+0.505+1.60H 1 3.90 27.00 61.63 61.63 332.45 0.42 68.16 PhiVc/2 < Vu <= Min 11.5.6 103.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 27.00 61.23 61.23 334.46 0.41 68.10 PhiVc/2 < Vu <= Min 11.5.6 103.7 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 &97 27.00 60.83 60.83 336.46 0.41 68.04 PhiVc/2 < Vu <= Min 11.5.6 103.7 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 4.00 27.00 60A4 60.44 338.45 0.40 67.98 PhiVc/2 <Vu <= Min 11.5.6 103.6 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.03 27.00 60.04 60.04 340.43 0.40 6T92 PhiVG2 <Vu <= Min 11.5.6 103.6 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 4.07 27.00 59.64 59.64 342.39 0.39 67.87 PhiVc/2 <Vu <= Min 11.5.6 103.5 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.10 27.00 59.25 59.25 344.34 0.39 67.81 PhiVc/2 <Vu <= Min 11.5.6 103.4 5.9 5.0 +120D+1.60L+0.505+1.60H 1 4.13 27.00 58.85 58.85 346.27 038 67.75 PhiVc/2 < Vu <_ Min 11.5.6 103.4 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.16 27.00 58.46 58.46 348.20 0.38 67.70 PhiVc/2 < Vu <= Min 11.5.6 103.3 5.9 5.0 �i +1.20D+1.60L+0.505+1.60H 1 420 27.00 58.06 58.06 350.11 0.37 67.64 PhiVc/2 <Vu <= Min 11.5.6 103.3 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.23 2T00 57.66 57.66 352.00 0.37 67.59 Phr/c/2 <Vu <= Min 11.5.6 103.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.26 27,00 57.27 57.27 353.89 0.36 6754 PhiVc/2 <Vu <= Min 11.5.6 103.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.30 27.00 56.87 56.87 355.76 0.36 67.48 PhiVc/2 <Vu <= Min 11,5.6 103.1 5,9 5.0 +1.20D+1.60L+0.505+1,60H 1 4.33 27.00 56.47 56.47 357.62 0.36 67.43 PhiVc/2 <Vu <= Min 11.5.6 103.1 5.9 5.0 L +1.20D+1.60L+0.50S+1.60H 1 4.36 27.00 56.08 56.08 359.46 0.35 67.38 PhiVc/2 <Vu <= Min 11.5.6 103.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.39 27.00 55.68 55.6E 361.29 0.35 67.33 PhiVc/2 <Vu <= Min 11.5.6 103.0 5.9 5.0 '. +1.20D+1.60L+0.50S+1.60H 1 4.43 27.00 55.29 55,29 363.11 0.34 67.28 PhiVc12 <Vu <= Min 11.5,6 102.9 5.9 5.0 L-' +1.20D+1.60L+0.505+1.60H 1 4.46 27.00 54.89 54.89 364.92 0.34 67.23 PhiVc/2 < Vu <= Min 11.5.6 102.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.49 27.00 54.49 54.49 366.71 0.33 67.18 PhiVc/2 < Vu <= Min 11.5.6 102.8 5.9 5.0 +1.20D+1,60L+0,50S+1,60H 1 4.52 27.00 54.10 54.10 368.49 0.33 67.14 PhiVc/2 < Vu <= Min 11.5.6 102.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.56 27.00 53.70 53.70 370.26 0.33 67.09 PhiVc/2 < Vu <= Min 11.5.6 102.7 5.9 5.0 'L +120D+1.60L+0.508+1.60H 1 4.59 27.00 53.30 53.30 372.01 0.32 67.04 PhiVc/2 <Vu <= Min 11.5.6 102.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.62 27.00 52.91 52.91 373.75 0.32 67.00 PhiVc/2 <Vu <= Min 11.5.6 102.6 5.9 5.0 +120D+1.60L+0.505+1.60H 1 4.66 27.00 5251 52.51 375.48 0.31 66.95 PhiVc/2 <Vu <= Min 11.5.6 102.6 5.9 5.0 L. +1.20D+1.60L+0.50S+1.60H 1 4.69 27.00 52.11 52.11 377.20 0.31 66.90 PhiVc/2 < Vu <= Min 11.5.6 102.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.72 27.00 51.72 51.72 378.90 0.31 66.86 PhiVG2 < Vu <= Min 11.5.6 102.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.75 27.00 51.32 51.32 380.59 0.30 66.82 PhiVc/2 < Vu <= Min 11.5.6 102.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.79 27.00 50.93 50.93 382.27 0.30 66.77 PhiVG2 < Vu <= Min 11.5.6 102.4 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.82 27.00 50.53 5053 383.93 0.30 66.73 PhiVG2<Vu<= Min 11.5.6 102.4 5.9 5.0 -)15 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam He=C:lUserslcalcoastlDOCUME-11ENERCA-114GENEV-2.EC6 Description : CONIC. GRADE BEAM OVER CAISSON Detailed Shear Information F 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 +1.20D+1.601-+0.508+1.60H 1 4.85 27.00 50.13 50.13 385.58 0.29 66.69 PhiVc/2 <Vu <= Min 11.5.6 102.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.89 27.00 49.74 49.74 387.22 0.29 66.65 PhiVc/2 <Vu <= Min 11.5.6 102.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 4.92 27.00 49.34 49.34 388.84 0.29 66.60 PhiVc/2 <Vu <= Min 11.5.6 102.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.95 27.00 48.94 48.94 390.45 0.28 66.56 PhiVc/2 < Vu <= Min 11.5.6 102.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 4.98 27.00 48.55 48.55 392.05 0.28 66.52 PhiVc/2 < Vu <= Min 11.5.6 102.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.02 27.00 48.15 48.15 393.63 0,28 66.48 PhiVc/2 <Vu <= Min 11.5.6 102.1 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 5.05 27.00 47.76 47.76 395.21 0.27 66.44 PhiVc/2 <Vu <= Min 11.5.6 102.1 5.9 5.0 +120D+1.60L+0.505+1.60H 1 5.08 27.00 47.36 47.36 396.77 0.27 66.40 PhiVc/2 <Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.11 27.00 46.96 46.96 398.31 0.27 66.36 PhiVc/2 < Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.15 27.00 46.57 46.57 399.85 0.26 66.33 PhiVG2 < Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.18 27.00 46.17 46.17 401.37 0.26 66.29 PhiVc/2 <Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 5.21 27.00 45.77 45.77 402,87 0.26 66.25 PhiVc/2 <Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.25 27.00 45.38 45.38 404.37 0.25 66.21 PhiVc/2 <Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.28 27.00 44.98 44.98 405.85 0.25 66.18 PhiVc/2 <Vu <= Min 11.5.6 101.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.31 27.00 44.59 44.59 407.32 0.25 66.14 PhiVc/2 <Vu <= Min 11.5.6 101.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.34 27.00 44.19 44.19 408.77 0.24 66.10 PhiVG2 < Vu <= Min 11.5.6 101.7 5.9 5.0 +120D+1.60L+0.505+1.60H 1 5.38 27.00 43.79 43.79 410.21 0.24 66.07 PhiVG2 < Vu <_ Min 11.5.6 101.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.41 27.00 43.40 43.40 411.64 0.24 66.03 PhiVc/2 <Vu <= Min 11.5.6 101.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.44 27.00 43.00 43.00 413.06 0.23 66.00 PhiVc/2 <Vu <= Min 11.5.6 101.6 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 5A8 27.00 42.60 42.60 414.46 0.23 65.96 PhiVc/2 <Vu <= Min 11.5.6 101.6 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.51 27.00 42.21 42.21 415.85 0.23 65.93 PhiVc/2 < Vu <= Min 11.5.6 101.6 5.9 5.0 . +1.20D+1.60L+0.50S+1.60H 1 5.54 27.00 41.81 41.81 417.23 0.23 65.89 PhiVc/2 < Vu <= Min 11.5.6 101.5 5.9 5.0 +120D+1.60L+0.505+1.60H 1 5.57 27.00 41.41 41.41 418.60 0.22 65.86 PhiVc/2 < Vu <= Min 11.5.6 1015 5.9 5.0 ' +1.20D+1.60L+0.505+1.60H 1 5.61 27.00 41.02 41.02 419.95 0.22 65.83 PhiVc/2 <Vu <= Min 11.5.6 101.5 5.9 5.0 t +120D+1.60L+0.50S+1.60H 1 5.64 27.00 40.62 40.62 421.29 0.22 65.79 PhiVc/2 <Vu <= Min 11.5.6 101.4 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 5.67 27.00 40.23 40.23 422.61 0.21 65.76 PhiVc/2 <Vu <= Min 11.5.6 101.4 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.70 27.00 39.83 39.83 423.92 0.21 65.73 PhiVc/2 <Vu <= Min 11.5.6 101.4 5.9 5A +1.20D+1.60L+0.505+1.60H 1 5.74 27.00 39.43 39.43 425.22 0.21 6&69 PhiVc/2 <Vu <= Min 11.5.6 101.3 5.9 5.0 l +1.20D+1.60L+0.50S+1.60H 1 5.77 27.00 39.04 39.04 426.51 0.21 65.66 PhiVc/2 <Vu <= Min 11.5.6 101.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.80 27.00 38.64 3&64 427.78 0.20 65.63 PhiVG2 < Vu <= Min 11.5.6 101.3 5.9 5.0 +120D+1.60L+0.505+1.60H 1 5.84 27.00 38.24 38.24 429.04 0.20 65.60 PhiVG2 < Vu <= Min 11.5.6 101.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 5.87 27.00 37.85 37.85 43029 0.20 65.57 PhiVc/2 <Vu <= Min 11.5.6 101.2 5.9 5.0 ' +1.20D+1.60L+0.50S+1.60H 1 5.90 27.00 37.45 37.45 431.52 0.20 65.53 PhiVc/2 <Vu <_ Min 11.5.6 101.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 5.93 27.00 37.06 37.06 432.75 0.19 65.50 PhiVc/2 <Vu <= Min 11.5.6 101.1 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 5.97 27.00 36.66 36.66 433.95 0.19 65.47 PhiVc/2 < Vu <= Min 11.5.6 101.1 5.9 5.0 . +1.20D+1.60L+0.50S+1.60H 1 6.00 27.00 36.26 36.26 435.15 0.19 65.44 PhiVG2 < Vu <= Min 11.5.6 101.1 5.9 5.0 +1.200+1.60L+0.505+1.60H 1 6.03 27.00 35.87 35.87 436.33 0.18 65.41 PhiVc/2 < Vu <= Min 11.5.6 101.1 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 6.07 27.00 35.47 35.47 437.50 0.18 65.38 PhiVG2 <Vu <= Min 11.5.6 101.0 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 6.10 27.00 35.07 35.07 438.66 0.18 65.35 PhiVc/2 <Vu <= Min 11.5.6 101.0 5.9 5.0 �. +1.20D+1.60L+0.50S+1.60H 1 6.13 27.00 34.68 34.68 439.80 0.18 65.32 PhiVG2<Vu<= Min 11.5.6 101.0 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 6.16 27.00 34.28 34.28 440.93 0.17 65.29 PhiVc/2 <Vu <= Min 11.5.6 100.9 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 6.20 2Z00 33.88 33.88 442.05 0.17 65.26 PhiVG2 <Vu <= Min 11.5.6 100.9 5.9 5.0 (- +1.20D+1.60L+0.50S+1.60H 1 6.23 27.00 33.49 33.49 443.15 0.17 65.24 PhiVc/2 <Vu <= Min 11.5.6 100.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 6.26 27.00 33.09 33.09 444.25 0.17 65.21 PhiVc/2 <Vu <= Min 11.5.6 100.8 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 6.30 27.00 32.70 32.70 445.32 0.17 65.18 PhiVc/2 <Vu <= Min 11.5.6 IOU 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 6.33 27.00 32.30 32.30 446.39 0.16 65.15 Vu<PhIVc/2 Not Regd9 65.2 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 6.36 27.00 31.90 31.90 447.44 0.16 65.12 Vu <PhiVc/2 Not Reqd 9 65.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.39 27.00 31.51 31.51 448.48 0.16 65.09 Vu <PhiVc/2 Not Reqd 9 65.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.43 27.00 31.11 31.11 449.51 0.16 65.07 Vu < PhiVc/2 Not Reqd 9 65.1 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 6.46 27.00 30.71 30.71 450.52 0.15 65.04 Vu<PhiVG2 Not Regd9 65.0 0.0 0.0 L- +120D+1.60L+0.50S+1.60H 1 6.49 27.00 30.32 30.32 451.52 0.15 65.01 Vu<PhiVc/2 Not Regd9 65.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.52 27.00 29.92 29.92 452.51 0.15 64.98 Vu<PhiVc/2 Not Regd9 65.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.56 27.00 29.53 29.53 453.48 0.15 64.96 Vu < PhiVc/2 Not Reqd 9 65.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.59 27.00 29.13 29.13 454.45 0.14 64.93 Vu < PhiVc/2 Not Reqd 9 64.9 0.0 0.0 2 1 s- -' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Protect ID: and then using the "Printing & Project Descr: Title Block" selection. Title Rlnek I ine R Concrete Beam File= C:\Userslcalcoasl\DOCUME-1\ENERCA-141GENEV-2.EC6 I Description : GONG. GRADE BEAM OVER CAISSON 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-@) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.505+1.60H 1 6.62 27.00 28.73 28.73 455.39 0.14 64.90 Vu<PhiVc/2 Not Regd9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.66 27.00 28.34 28.34 456.33 0.14 64.88 VU<PhIVG2 Not Regd9 64.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.69 27.00 27.94 27.94 457.25 0.14 64.85 Vu <PhiVG2 Not Reqd 9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.72 27.00 27.54 27.54 458.16 0.14 64.82 Vu < PhiVG2 Not Regd 9 64.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.75 27.00 27.15 27.15 459.06 0.13 64.80 Vu < PhiVG2 Not Reqd 9 64.8 0.0 0.0 r- +1.20D+1.60L+0.505+1.60H 1 6.79 27.00 26.75 26.75 459.94 0.13 64.77 Vu<PhiVG2 Not Regd9 64.8 H 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.82 27.00 26.35 26.35 460.81 0.13 6475 VU<PhIVG2 Not Regd9 64.7 0.0 0.0 - +1.20D+1.60L+0.505+1.60H 1 6.85 27.00 25.96 25.96 461.67 0.13 64.72 Vu<PhiVG2 Not Regd9 64.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.89 27.00 25.56 25.56 462.51 0.12 64.69 Vu<PhiVc/2 Not Regd9 64.7 0.0 0.0 s +1.20D+1.60L+0.505+1.60H 1 6.92 27.00 25.17 25.17 463.35 0.12 64.67 Vu <PhiVG2 Not Reqd 9 64.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.95 27.00 24.77 24.77 464.17 0.12 64.64 Vu < PhiVG2 Not Reqd 9 64.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.98 27.00 24.37 24.37 464.97 0.12 64.62 Vu < PhiVG2 Not Reqd 9 64.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 7.02 27.00 23.98 23.98 465.76 0.12 64.59 Vu < PhiVG2 Not Reqd 9 64.6 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.05 27.00 23.58 23.58 466.54 0.11 64.57 Vu < PhiVG2 Not Reqd 9 64.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.08 27.00 23.18 23.18 467.31 0.11 64.54 Vu < PhIVG2 Not Regd 9 64.5 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.11 27.00 22.79 22.79 468.06 0.11 64.52 Vu<PhiVc/2 Not Regd9 64.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.15 27.00 22.39 22.39 468.80 0.11 64.49 Vu<Ph!Vc/2 Not Regd9 64.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 7.18 27.00 22.00 222 469.53 0.11 64.47 Vu<PhiVG2 Not Regd9 64.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 721 27.00 21.60 21.60 470.25 0.10 64.45 Vu <PhiVG2 Not Reqd 9 64.4 H 0A +1.20D+1.60L+0.50S+1.60H 1 T25 27.00 21.20 21.20 470.95 0.10 64.42 Vu < PhiVG2 Not Reqd 9 64.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 728 27.00 20.81 20.81 471.64 0.10 64.40 Vu < PhiVG2 Not Reqd 9 64.4 0.0 0.0 . . +120D+1.60L+0.50S+1.60H 1 7.31 27.00 20.41 20.41 472.31 0.10 64.37 Vu < PhiVG2 Not Reqd 9 64.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.34 2700 20.01 20.01 472.98 0.10 64.35 Vu < PhiVG2 Not Reqd 9 64.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.38 27.00 19.62 19.62 473.62 0.09 64.33 Vu < PhiVG2 Not Reqd 9 64.3 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.41 27.00 19.22 19.22 474.26 0A9 64.30 Vu < PhiVG2 Not Reqd 9 64.3 0.0 0.0 ` +120D+1.60L+0.505+1.60H 1 7.44 27.00 18.82 18.82 474.89 0.09 64.28 Vu<PhiVG2 Not Regd9 64.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 7.48 27.00 18.43 18.43 475.50 0.09 64.25 Vu<PhIVc/2 Not Regd9 64.3 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.51 27.00 18.03 18.03 476.09 0.09 64.23 Vu<PhiVG2 Not Regd9 64.2 0.0 0.0 l +120D+1.60L+0.505+1.60H 1 7.54 27.00 17.64 17.64 476.68 0.08 64.21 Vu<PhiVc/2 Not Regd9 64.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H - 1 7.57 27.00 17.24 17.24 477.25 0.08 64.18 Vu<PhiVc/2 Not Regd9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.61 27.00 16.84 16.84 477.81 0.08 64.16 Vu<PhiVcl2 Not Regd9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.64 27.00 16.45 16.45 478.35 0.08 64.14 Vu < PhiVG2 Not Reqd 9 64.1 0.0 0.0 t +1.20D+1.60L+0.505+1.60H 1 7.67 27.00 16.05 16.05 478.89 0.08 64.11 Vu < PhiVG2 Not Reqd 9 64.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.70 27.00 15.65 15.65 479.41 0.07 64.09 Vu < PhiVG2 Not Reqd 9 64.1 0.0 0.0 +1,20D+1.60L+0.505+1.60H 1 7.74 27.00 15.26 15.26 479.91 0.07 64.07 Vu<PhiVG2 Not Regd9 64.1 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.77 27.00 14.86 14.86 480.41 0.07 64.05 Vu<PhiVG2 Not Regd9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.80 27.00 14.47 14.47 480.89 0.07 64.02 Vu<PhIVc/2 Not Regd9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.84 27.00 14.07 14.07 481.36 0.07 64.00 Vu<PhIVG2 Not Regd9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.87 27.00 13.67 13.67 481.81 0.06 63.98 Vu<PhiVc/2 Not Regd9 64.0 0.0 0.0 �L. +1.20D+1.60L+0.505+1.60H 1 7.90 27.00 13.28 13.28 482.25 0.06 63.95 Vu<PhiVG2 Not Regd9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.93 27.00 12.88 12.88 482.68 0.06 63.93 Vu<PhiVc/2 Not Regd9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.97 27.00 12.48 12.48 483.10 0.06 63.91 Vu<PhiVc/2 Not Regd9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.00 27.00 12.09 12.09 483.50 0.06 63.89 Vu<PhiVc/2 Not Regd9 63.9 0.0 0.0 -' +1.20D+1.60L+0.50S+1,60H 1 8.03 27.00 11.69 11.69 483.89 0.05 63.87 Vu<PhiVc/2 Not Regd9 63.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 S07 27.00 11.29 11.29 484.27 0.05 63.84 Vu <PhiVG2 Not Reqd 9 63.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.10 27.00 10.90 10.90 484.63 0.05 63.82 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 L . +1.20D+1.60L+0.505+1.60H 1 8.13 27.00 10.50 10.50 484.98 0.05 63.80 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.16 27.00 10.11 10.11 485.32 0.05 63.78 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +120D+1.60L+0.505+1.60H 1 8.20 27.00 9.71 9.71 485.64 0.04 63.75 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.23 27.00 9.31 9.31 485.96 0.04 63.73 Vu < PhiVG2 Not Reqd 9 63.7 0.0 0.0 -- +1.20D+1.60L+0.505+1.60H 1 8.26 27.00 8.92 8.92 486.25 0.04 63.71 Vu<PhiVG2 Not Regd9 63.7 0.0 0.0 +120D+1.60L+0.505+1.60H 1 8.30 27.00 8.52 8.52 486.54 0.04 63.69 Vu<PhiVG2 Not Regd9 63.7 0.0 0.0 +120D+1.60L+0.505+1.60H 1 8.33 27.00 8.12 8.12 486.81 0.04 63.67 Vu<PhiVG2 Not Regd9 637 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 8.36 27.00 7.73 7.73 487.07 0.04 63.64 Vu<PhiVG2 Not Regd9 63.6 0.0 0.0 Z`� r Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam File =CaUsemtalwastlDOCUME-11ENERCA-lk4GENEV-2.EC6 Detailed Shear Information Load Combination Span Number Distance (ft) 'd' (in) Vu Actual (k) Design Mu d'Vu/Mu (k-ft) PhiVc (k) Comment Phi'Vs (k) Phi'Vn (k) Spacing (in) Req'd Suggest +120D+1.60L+0.50S+1.60H 1 8.39 27.00 7.33 7.33 487.32 0.03 63.62 Vu < PhiVG2 Not Reqd 9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.43 27.00 6.94 6.94 487.55 0.03 63.60 Vu < PhiVG2 Not Reqd 9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.46 27.00 &54 6.54 487.77 0.03 63.58 Vu<PhiVc/2 Not Regd9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.49 27.00 6.14 6.14 487.98 0.03 63.56 Vu<PhiVc/2 Not Regd9 63.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.52 27.00 5.75 5.75 488.18 0.03 63.53 Vu<PhiVc/2 Not Regd9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.56 27.00 5.35 5.35 488.36 0.02 63.51 Vu < PhiVG2 Not Reqd 9 63.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.59 27.00 4.95 4.95 488.53 0.02 63.49 Vu < PhiVG2 Not Rapid 9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.62 27.00 4.56 4.56 488.68 0.02 63.47 Vu < PhiVG2 Not Reqd 9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.66 27A0 4.16 4.16 488.83 0.02 63.45 Vu < PhiVG2 Not Reqd 9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.69 27.00 3.76 3.76 488.96 0.02 63.43 Vu<PhiVG2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.72 27.00 3.37 3.37 489.07 0.02 63.40 Vu<PhiVG2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.75 27.00 2.97 2.97 489.18 0.01 63.38 Vu<PhiVcl2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.79 27.00 2.58 2.58 489.27 0.01 63.36 Vu <PhiVc/2 Not Regd 9 63A 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.82 27.00 2.18 2.18 489.35 0.01 63.34 Vu <PhiVG2 Not Regd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 &85 27.00 1.78 1.78 489.41 0.01 63.32 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.89 27.00 1.39 1.39 489.46 0.01 63.30 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 8.92 27.00 0.99 0.99 489.50 0.00 63.27 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.95 27.00 0.59 0.59 489.53 0.00 63.25 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.98 27.00 0.20 0.20 489.54 0.00 63.23 Vu<PhiVG2 Not Regd9 63.2 0.0 0.0 +1.20D+1.601-+0.505+1.60H 1 9.02 27.00 -0.20 0.20 489.54 OAO 63.23 Vu<PhiVc/2 Not Regd9 63.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.05 27.00 -0.59 0.59 489.53 0.00 63.25 Vu<PhiVc/2 Not Regd9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.08 27.00 -0.99 0.99 489.50 0.00 63.27 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.11 27.00 -1.39 1.39 489.46 0.01 63.30 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.15 27.00 -1.78 1.78 489.41 0.01 63.32 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.18 27.00 -2.18 2.18 489.35 0.01 63.34 Vu < PhiVG2 Not Reqd 9 63.3 0.0 0.0 +1.20D+1.60L+O.SOS+1.60H 1 921 27.00 -2.58 2.58 489.27 0.01 63.36 Vu < PhiVG2 Not Reqd 9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.25 27.00 -2.97 2.97 489.18 0.01 63.38 Vu < PhiVG2 Not Reqd 9 63.4 0.0 OA +1.20D+1.60L+0.50S+1.60H 1 9.28 27.00 -3.37 3.37 489.07 0.02 63.40 Vu<PhiVG2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.31 27.00 -3.76 3.76 48&96 0.02 63.43 Vu<PhiVc/2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.34 27.00 4.16 4.16 488.83 0.02 63.45 Vu<PhiVc/2 Not Regd9 63.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.38 27.00 4.56 4.56 488.68 0.02 63.47 Vu<PhiVG2 Not Regd9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.41 27.00 4.95 4.95 488.53 0.02 63.49 Vu<PhlVc/2 Not Regd9 63.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.44 27.00 -5.35 5.35 488.36 0.02 63.51 Vu<PhiVc/2 Not Regd9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.48 27.00 -5.75 5.75 488.18 0.03 63.53 Vu <PhiVc/2 Not Reqd 9 63.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.51 27.00 -6.14 6.14 487.98 0.03 63.56 Vu < PhiVc/2 Not Reqd 9 63.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.54 27.00 -6.54 6.54 487.77 0.03 63.58 Vu < PhiVG2 Not Reqd 9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.57 27.00 -6.94 6.94 487.55 0.03 63.60 Vu < PhiVG2 Not Reqd 9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.61 27.00 -7.33 7.33 487.32 0.03 63.62 Vu<PhiVG2 Not Regd9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.64 27.00 -7.73 7.73 487.07 0.04 63.64 Vu<PhiVG2 Not Regd9 63.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.67 27A0 -8.12 8.12 486.81 0.04 63.67 Vu<PhiVG2 Not Regd9 63.7 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.70 27.00 -8.52 8.52 486.54 0.04 63.69 Vu<PhiVG2 Not Regd9 63.7 0.0 0.0 +1.20D+1.6OL+0.50S+1.60H 1 9.74 27.00 -8.92 8.92 486.25 0.04 63.71 Vu <PhiVG2 Not Reqd 9 63.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.77 27.00 -9.31 9.31 485.96 0.04 63.73 Vu <PhiVc/2 Not Reqd 9 63.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.80 27.00 -9.71 9.71 485.64 0.04 63.75 Vu <PhiVG2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.84 27.00 -10.11 10.11 485.32 0.05 63.78 Vu <PhiVc/2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.87 27.00 -10.50 10.50 484.98 0.05 63.80 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.90 27.00 -10.90 10.90 484.63 0.05 63.82 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 9.93 27.00 -11.29 11.29 484.27 0.05 63.84 Vu < PhiVG2 Not Reqd 9 63.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.97 27.00 -11.69 11.69 483.89 0.05 63.87 Vu < PhiVG2 Not Reqd 9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.00 27.00 -122 12.09 483.50 0.06 63.89 Vu < PhiVG2 Not Reqd 9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.03 27.00 -12.48 12.48 483.10 0.06 63.91 Vu < PhiVG2 Not Reqd 9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.07 27.00 -12.88 12.88 482.68 0.06 63.93 Vu < PhiVG2 Not Reqd 9 63.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.10 27.00 -13.28 13.28 482.25 0.06 63.95 Vu<PhiVG2 Not Regd9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.13 27.00 -13.67 13.67 481.81 0.06 63.98 Vu<PhiVG2 Not Regd9 64.0 0.0 0.0- 218 P Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 4 JUN 2018. 5:19PM I Concrete Beam File=C:\Users\calcoastlDOCUME-11ENERCA-114GENEV-2.EC6 I Detailed Shear Information Load Combination Span Number Distance (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn (k) Spacing (in) Req'd Suggest +1.2013+1.601-+0.50S+1.60H 1 10.16 27.00 -14.07 14.07 481.36 0.07 64.00 Vu <PhiVc/2 Not Reqd 9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.20 27.00 -14.47 14.47 480.89 0.07 64.02 Vu <PhiVc/2 Not Reqd 9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.23 27.00 -14.86 14.86 480.41 0.07 64.05 Vu <PhiVc/2 Not Reqd 9 64.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.26 27.00 -15.26 15.26 479.91 0.07 64.07 Vu<PhiVG2 Not Regd9 64.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.30 27.00 -15.65 15.65 479,41 0.07 64.09 Vu<PhiVG2 Not Regd9 64.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.33 27.00 -16.05 16.05 478.89 0.08 64.11 Vu<PhiVc/2 Not Regd9 64.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.36 27.00 -16.45 16.45 478.35 0.08 64.14 Vu <PhiVG2 Not Reqd 9 64.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.39 27.00 -16.84 16.84 477.81 0.08 64.16 Vu <PhiVc/2 Not Reqd 9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.43 27.00 -17.24 17.24 477.25 0.08 64.18 Vu < PhiVc/2 Not Reqd 9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.46 27.00 -17.64 17.64 476.68 0.08 64.21 Vu<PhiVc/2 Not Regd9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.49 27.00 -18.03 18.03 476.09 0.09 6423 VU<PhlVG2 Not Regd9 64.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.52 27.00 -18.43 18.43 475.50 0.09 64.25 Vu<PhiVG2 Not Regd9 64.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.56 27.00 -18.82 18.82 474.89 0.09 64.28 Vu<PhiVc/2 Not Regd9 64.3 U 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.59 27.00 -19.22 19.22 474.26 0.09 64.30 Vu<PhiVG2 Not Regd9 64.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.62 27.00 -19.62 19.62 473.62 0.09 64.33 Vu<PhiVc/2 Not Regd9 64.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.66 27.00 -20.01 20.01 472.98 0.10 64.35 Vu<PhiVc/2 Not Regd9 64.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.69 27.00 -20.41 20.41 472.31 0.10 64.37 Vu < PhiVG2 Not Reqd 9 64.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.72 27.00 -20.81 20.81 471.64 0.10 64.40 Vu <PhiVc/2 Not Reqd 9 64.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.75 27.00 -21.20 21.20 470.95 0.10 64.42 Vu <PhiVc/2 Not Reqd 9 64.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.79 27.00 -21.60 21.60 470.25 0.10 64.45 Vu < PhiVG2 Not Reqd 9 64.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.82 27.00 -22.00 22.00 46953 0.11 64.47 Vu<PhiVG2 Not Regd9 64.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.85 27.00 -22.39 22.39 468.80 0.11 64.49 Vu<PhiVG2 Not Regd9 64.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.89 27.00 -22.79 22.79 468.06 0.11 64.52 Vu < PhiVG2 Not Reqd 9 64.5 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 10.92 27.00 -23.18 23.18 467.31 0.11 64.54 Vu <PhiVG2 Not Reqd 9 64.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.95 27.00 -23.58 23.58 466.54 0.11 64.57 Vu <PhiVG2 Not Reqd 9 64.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.98 27.00 -23.98 23.98 465.76 0.12 64.59 Vu <PhiVc/2 Not Reqd 9 64.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.02 27.00 -24.37 24.37 464.97 0.12 64.62 Vu < PhiVG2 Not Reqd 9 64.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.05 27A0 -24.77 24.77 464.17 0.12 64.64 Vu < PhiVG2 Not Reqd 9 64.6 0.0 U +1.20D+1.60L+0.50S+1.60H 1 11.08 27.00 -25.17 25.17 463.35 0.12 64.67 Vu < PhiVG2 Not Reqd 9 64.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.11 27.00 -25,56 25.56 462.51 0.12 64.69 Vu<PhiVG2 Not Regd9 64.7 H 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.15 27.00 -25.96 25.96 461.67 0.13 64.72 Vu<PhiVG2 Not Regd9 64.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.18 27.00 -26.35 26.35 460.81 0.13 64.75 Vu<PhiVG2 Not Regd9 64.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.21 27.00 -26.75 26.75 459.94 0.13 64.77 Vu<PhiVG2 Not Regd9 64.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.25 27.00 -27.15 27.15 459.06 0.13 64.80 Vu<PhiVG2 Not Regd9 64.8 0.0 0.0 +120D+1,60L+0.50S+1.60H 1 11.28 27.00 -27.54 27.54 458.16 0.14 64.82 Vu<PhiVG2 Not Regd9 64.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.31 27.00 -27.94 27.94 457.25 0.14 64.85 Vu<PhiVG2 Not Regd9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.34 27.00 -28.34 28.34 456.33 0.14 64.88 Vu <PhiVG2 Not Reqd 9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.38 27.00 -28.73 28.73 455.39 0.14 64.90 Vu <PhiVc/2 Not Reqd 9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.41 27.00 -29.13 29.13 454.45 0.14 64.93 Vu < PhiVc/2 Not Reqd 9 64.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.44 27A0 -29.53 29.53 453.48 0.15 64.96 Vu < PhiVG2 Not Reqd 9 65.0 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.48 27.00 -29.92 29.92 452.51 0.15 64.98 Vu < PhiVG2 Not Reqd 9 65.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.51 27.00 -30.32 30.32 451.52 0.15 65.01 Vu < PhiVG2 Not Reqd 9 65.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.54 2700 -30.71 30.71 450.52 0.15 65.04 Vu<PhiVG2 Not Regd9 65A 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.57 27.00 -31.11 31.11 449.51 0.16 65.07 Vu<PhiVG2 Not Regd9 65.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.61 27.00 -31.51 31.51 448.48 0.16 65.09 Vu<PhiVG2 Not Regd9 65.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.64 27.00 -31.90 31.90 447.44 0.16 65.12 Vu<PhlVc/2 Not Regd9 65.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.67 27.00 -32.30 32.30 446.39 0.16 65.15 Vu < PhiVG2 Not Reqd 9 65.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1170 27.00 -32.70 32.70 445.32 0.17 65.18 PhiVd2 < Vu <= Min 11.5.6 100.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.74 27.00 -33.09 33.09 444.25 0.17 65.21 PhiVG2 < Vu <= Min 11.5.6 100.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.77 27.00 33.49 33.49 443.15 0.17 65.24 PhiVG2 < Vu <= Min 11.5.6 100.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.80 27.00 33.88 33.88 442.05 0.17 65.26 PhiVG2 <Vu <= Min 11.5.6 100.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.84 27.00 -34.28 34.28 440.93 0.17 65.29 PhiVG2 <Vu <= Min 11.5.6 100.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.87 27.00 -34.68 34.68 439.80 0.18 65.32 PhiVG2 <Vu <= Min 11.5.6 101.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 11.90 27.00 -35.07 35.07 438.66 0.18 65.35 PhiVG2 <Vu <= Min 11.5.6 101.0 5.9 5.0 a r' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam File= C:1UserslcalcoasMOCUME-1IENERCA-lAGENEV-2.EC6 Description : CONIC. GRADE BEAM OVER CAISSON Detailed Shear Information Span Distance 'd' Vu (k) Mu d*VulMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 11.93 27.00 -35.47 35.47 437.50 0.18 65.38 PhiVc/2 <Vu <= Min 11.5.6 101.0 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 11.97 2700 -35.87 35.87 436.33 0.18 65.41 PhiVc/2 <Vu <= Min 11.5.6 101.1 5.9 5.0 r +1.20D+1.60L+0.505+1.60H 1 12.00 27.00 -36.26 36.26 435.15 0.19 65.44 PhiVc/2 <Vu <= Min 11.5.6 101.1 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.03 27.00 -36.66 36.66 433.95 0.19 65.47 PhiVc/2 <Vu <= Min 11.5.6 101.1 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.07 27.00 37.06 37.06 432.75 0.19 65.50 PhiVc/2 < Vu <= Min 11.5.6 101.1 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.10 27.00 -37.45 37.45 431.52 0.20 65.53 PhiVd2 <Vu <= Min 11.5.6 101.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.13 27.00 -37.85 3T85 430.29 0.20 65.57 PhiVc/2 <Vu <= Min 11.5.6 101.2 5.9 5.0 - +1.20D+1.601.4505+1.601-1 1 12.16 27.00 -38.24 38.24 429.04 0.20 65.60 PhiVc/2 <Vu <= Min 11.5.6 101.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.20 27.00 -38.64 38.64 427.78 0.20 65.63 PhiVc/2 <Vu <= Min 11.5.6 101.3 5.9 5.0 r +120D+1.60L+0.508+1.60H 1 12.23 27.00 -39.04 39.04 426.51 0.21 65.66 PhiVc/2 <Vu <= Min 11.5.6 101.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.26 27.00 -39A3 39.43 425.22 0.21 65.69 PhiVc/2 <Vu <= Min 11.5.6 101.3 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.30 27.00 -39.83 39.83 423.92 0.21 65.73 PhiVc/2 <Vu <= Min 11.5.6 101.4 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 12.33 27.00 -40.23 40.23 422.61 0.21 65,76 PhiVc/2 <Vu <= Min 11.5.6 101.4 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.36 27.00 40.62 40.62 421.29 0.22 65.79 PhiVd2 < Vu <= Min 11.5.6 101.4 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.39 27.00 41.02 41.02 419.95 0.22 65.83 PhiVd2 < Vu <= Min 11.5.6 101.5 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.43 27.00 41.41 41.41 418.60 0.22 65.86 PhiVc/2 < Vu <= Min 11.5.6 101.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.46 27.00 41.81 41.81 417.23 0.23 65.89 PhiVd2 <Vu <= Min 11.5.6 1015 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.49 27.00 42.21 42.21 415.85 0.23 65.93 PhiVd2 < Vu <= Min 11.5.6 101.6 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.52 27.00 -42.60 42.60 414.46 0.23 65.96 PhiVc/2 < Vu <= Min 11.5.6 101.6 5.9 5.0 +120D+1.60L+0.505+1.60H 1 12.56 27.00 -43.00 43.00 413.06 0.23 66.00 PhiVd2 < Vu <= Min 11.5.6 101.6 5.9 5.0 +1.20D-1.60L+0.505+1.60H 1 12.59 27.00 -43.40 43.40 411.64 0.24 66.03 PhiVc/2 <Vu <= Min 11.5.6 101.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.62 27.00 -43.79 43.79 410.21 0.24 66.07 PhiVc/2 <Vu <= Min 11.5.6 101.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.66 27.00 -44.19 44.19 408.77 0.24 66.10 PhiVc/2 <Vu <= Min 11.5.6 101.7 5.9 5.0 +120D+1,60L+0.505+1.60H 1 12.69 27.00 44.59 44.59 407.32 0.25 66.14 PhiVc/2 <Vu <= Min 11.5.6 101.8 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.72 27.00 44.98 44.98 405.85 0.25 66.18 PhiVc/2 <Vu <= Min 11.5.6 101.8 5.9 5.0 ` +1.20D+1.60L+0.50S+1.60H 1 12.75 27.00 -45.38 45.38 404.37 0.25 66.21 PhiVc/2 <Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1,60L+0.50S+1.60H 1 12.79 27.00 45.77 45.77 402.87 0.26 66.25 PhiVc/2 < Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1.60L+0.505+1,60H 1 12.82 27.00 46.17 46.17 401.37 0.26 66.29 PhiVc/2 < Vu <= Min 11.5.6 101.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.85 27.00 46.57 46.57 399.85 0.26 66.33 PhiVd2 < Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.89 27.00 -46.96 46.96 398.31 0.27 66.36 PhiVd2 < Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 12.92 27.00 -47.36 47.36 39U7 0.27 66.40 PhiVd2 <Vu <= Min 11.5.6 102.0 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 12.95 27.00 -47.76 47.76 395.21 0.27 66.44 PhiVc/2 <Vu <= Min 11.5.6 102.1 5.9 5.0 t - +1.20D+1.60L+0.50S+1.60H 1 12.98 27.00 -48.15 48.15 393.63 0.28 66.48 PhiVc/2 <Vu <_ Min 11.5.6 102.1 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.02 2700 -48.55 48.55 392.05 0.28 66.52 PhiVd2 <Vu <= Min 11.5.6 102.2 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.05 27.00 -48.94 48.94 390.45 0.28 66.56 PhiVc/2 <Vu <= Min 11.5.6 102.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.08 27.00 -49.34 49.34 388.84 0.29 66.60 PhiVc/2 <Vu <= Min 11.5.E 1022 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.11 27.00 -49.74 49.74 387.22 0.29 66.65 PhiVc/2 <Vu <= Min 11.5.6 102.3 5.9 5.0 _ +1.20D+1.60L+0.50S+1.60H 1 13.15 27.00 -50.13 50.13 385.58 0.29 66.69 PhiVc/2 <Vu <= Min 11.5.6 102.3 5.9 5.0 +120D+1.60L+0.505+1.60H 1 13.18 27.00 -50.53 50.53 383.93 0.30 66.73 PhiVc/2 <Vu <= Min 11.5.6 102.4 5.9 5.0 L_. +1.20D+1.60L+0.50S+1.60H 1 13.21 27.00 -50.93 50.93 382.27 0.30 66.77 PhiVc/2 <Vu <= Min 11.5.6 102A 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.25 27.00 -51.32 51.32 380.59 0.30 66.82 PhiVc/2 <Vu <= Min 11.5.6 102.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.28 27.00 -51.72 51.72 378.90 0.31 66.86 PhiVc12 <Vu <= Min 11.5.6 102.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.31 27.00 -52.11 52.11 377.20 0.31 66.90 PhiVc/2 <Vu <= Min 11.5.6 102.5 5.9 5.0 t-- +1.20D+1.60L+0.50$+1.60H 1 13.34 27.00 -52.51 52.51 375.48 0.31 66.95 PhiVd2 < Vu <= Min 11.5.6 102.6 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.38 27.00 52.91 52.91 373.75 0.32 67.00 PhiVd2 < Vu <= Min 11.5.6 102.6 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.41 27.00 -53.30 53.30 372.01 0.32 67.04 PhiVd2 < Vu <= Min 11.5.6 102.7 5.9 5.0 L._ +1.20D+1.60L+0.505+1,60H 1 13.44 27.00 53.70 53.70 370.26 0.33 67.09 PhiVd2<Vu<= Min 11.5.6 102.7 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.48 27.00 -54.10 54.10 368.49 0.33 67.14 PhiVc/2 <Vu <= Min 11.5.6 102.8 5.9 5.0 +120D+1.60L+0.505+1,60H 1 13.51 27.00 -54.49 54.49 366.71 0.33 67.18 PhiVc/2 <Vu <= Min 11.5.6 102.8 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.54 27.00 -54.89 54.89 364.92 0.34 67.23 PhiVd2 <Vu <= Min 11.5.6 102.9 5.9 5.0 t- +1.20D+1.60L+0.50S+1.60H 1 13.57 27.00 -55.29 5529 363.11 0.34 67.28 PhiVc/2 <Vu <_ Min 11.5.6 102.9 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.61 27.00 -55.68 55.68 361.29 0.35 67.33 PhiVc12 <Vu <= Min 11.5.6 103.0 5.9 5.0 i` +120D+1.60L+0.505+1.60H 1 13.64 27.00 -56.08 56.08 359.46 0.35 67.38 PhiVc/2 <Vu <= Min 11.5.6 103.0 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.67 2T00 -56.47 56A7 357.62 0.36 67.43 PhiVc/2 <Vu <= Min 11.5.6 103.1 5.9 5.0 22© Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam Pile=C:lUserslcalcoasADOCUME-11ENERGA-IWGENEV-2.EC6 Description : CONIC. GRADE BEAM OVER CAISSON Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number A (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 13.70 27.00 -56.87 56.87 355.76 0.36 67.48 PhiVc/2 <Vu <= Min 11.5.6 103.1 5.9 5.0 ,. +1.20D+1.60L+0.505+1.60H 1 13.74 27.00 57.27 57.27 353.89 0.36 67.54 PhiVc/2 < Vu <= Min 11.5.6 103.2 5.9 5.0 +1.20D+1.60L+O.50S+1.60H 1 13.77 27.00 -57.66 57.66 352.00 0.37 67.59 PhiVc/2 < Vu <= Min 11.5.6 103.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.80 27.00 -58.06 58.06 350.11 0.37 67.64 PhiVc/2 < Vu <= Min 11.5.6 103.3 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 13.84 27.00 -58.46 58.46 348.20 0.38 67.70 PhiVc/2 <Vu <= Min 11.5.6 103.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.87 27.00 -58.85 58.85 346.27 0.38 67.75 PhiVc/2 <Vu <= Min 11.5.6 103A 5.9 5.0 +120D+1.60L+0.505+1.60H 1 13.90 27.00 -59.25 59.25 344.34 0.39 67.81 PhiVc/2 <Vu <= Min 11.5.6 103.4 5.9 5.0 +1.20D+1.60L+O.50S+1.60H 1 13.93 27.00 -59.64 59.64 342.39 0.39 67.87 PhiVc/2 < Vu <= Min 11.5.6 103.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 13.97 27.00 -60.04 60.04 340.43 0.40 67.92 PhiVc/2 < Vu <= Min 11.5.6 103.6 5.9 5.0 ( .. +1.20D+1.60L+0.505+1.60H 1 14.00 27.00 -60.44 60.44 338.45 0.40 67.98 PhiVc/2 <Vu <= Min 11.5.6 103.6 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.03 27.00 -60.83 60.83 336.46 0.41 68.04 PhiVc/2 <Vu <= Min 11.5.6 103.7 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.07 27.00 -61.23 61.23 334A6 0AI 68.10 PhiVc/2 <Vu <= Min 11.5.6 103.7 5.9 5.0 +1,20D+1.60L+0,50S+1,60H 1 14.10 27.00 -61.63 61.63 332.45 0.42 68.16 PhiVc/2 <Vu <= Min 11.5.6 103.8 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.13 27.00 -62.02 62.02 330.42 0.42 68.23 PhiVc/2 <Vu <= Min 11.5.6 103.9 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 14.16 27.00 -62.42 62.42 328.38 0.43 68.29 PhiVct2 <Vu <= Min 11.5.6 103.9 5.9 5.0 +1.20D+1,60L+0.50S+1.60H 1 14.20 27.00 -62.82 62.82 326.33 0.43 68.35 PhiVc/2 < Vu <= Min 11.5.6 104.0 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 14.23 27.00 -63.21 63.21 324.26 0.44 68.42 PhiVc12 < Vu <= Min 11.5.6 104.1 5.9 5.0 +1.20D+1.60L+0.508+1.60H 1 14.26 27.00 -63.61 63.61 322.18 0.44 68.48 PhiVc/2 <Vu <= Min 11.5.E 104.1 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.30 27.00 -64.00 64.00 320.09 0.45 68.55 PhiVc/2 <Vu <= Min 11.5.6 104.2 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.33 27.00 -64.40 64.40 317.98 OA6 68.62 PhiVG2 <Vu <= Min 11.5.6 104.3 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.36 27.00 -64.80 64.80 315.87 0.46 68.69 PhiVc/2 <Vu <= Min 11.5.6 104.3 5.9 5.0 ... +120D+1.60L+0.505+1.60H 1 14.39 27.00 -65.19 65.19 313.74 0.47 68.76 PhiVc/2 <Vu <= Min 11.5.6 104.4 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.43 27.00 -65.59 65.59 311.59 0.47 68.83 PhiVc/2 < Vu <= Min 11.5.6 104.5 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.46 27.00 -65.99 65.99 309.43 0.48 68.91 PhiVc12 < Vu <= Min 11.5.6 104.5 5.9 5.0 +120D+1.60L-450S+1.60H 1 14.49 27.00 -66.38 66.38 307.26 0.49 68.98 PhiVc12 < Vu <= Min 11.5.6 104.6 5.9 5.0 ` - +1.20D+1.60L+0.505+1.60H 1 14.52 27.00 -66.78 66.78 305.08 0.49 69.06 PhiVc/2 <Vu <= Min 11.5.6 104.7 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.56 27.00 -67,17 67.17 302.89 0.50 69.13 PhiVc/2 <Vu <= Min 11.5.6 104.8 5.9 5.0 +120D+1.60L+O.50S+1.60H 1 14.59 27.00 -67.57 67.57 300.68 0.51 69.21 PhiVc12 <Vu <= Min 11.5.6 104.9 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.62 27.00 -67.97 67.97 298,46 0.51 69.29 PhiVG2 <Vu <= Min 11.5.6 104.9 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 14.66 27.00 -68.36 68.36 296.22 0.52 69.37 PhiVc/2 <Vu <= Min 11.5.6 105.0 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.69 2T00 -68.76 68.76 293.97 0.53 69.46 PhiVc/2 <Vu <= Min 11.5.6 105.1 5.9 5.0 +120D+1.60L+0.50S+1.60H 1 14.72 27.00 -69.16 69.16 291.71 0.53 69.54 PhiVo/2 <Vu <= Min 11.5.6 105.2 5.9 5.0 e +1.20D+1.60L+0.50S+1.60H 1 14.75 27.00 -69.55 69.55 289.44 0.54 69.63 PhiVc/2 < Vu <_ Min 11.5.6 705.3 5.9 5.0 +1.20D+1.60L+0.505+1.60H 1 14.79 27.00 -69.95 69.95 287.15 0.55 69.72 PhiVc<Vu 0.2332 105.4 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.82 27.00 -70.35 70.35 284.85 0.56 69.81 Phi* <Vu 0,540 105.4 7.1 5.0 +120D+1.60L+0.505+1.60H 1 14.85 27.00 -70.74 70.74 282.54 0.56 69.90 PhiVc<Vu 0.8450 105.5 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 14.89 27.00 -71.14 71.14 280.21 0.57 69.99 PhiVc<Vu 1.148 105.6 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 14.92 27.00 -71.53 71.53 277.87 0.58 70.08 PhiVc<Vu 1.449 105.7 7.1 5.0 +120D+1.60L+0.505+1.60H 1 14.95 27.00 -71.93 71.93 275.52 0.59 70.18 PhiVc<Vu 1.749 105.8 7.1 5.0 i_- +120D+1.60L+0.505+1.60H 1 14.98 27.00 -72.33 72.33 273.16 0.60 70.28 PhiVc<Vu 2.046 105.9 7.1 5.0 +1,20D+1.60L+0.50S+1.60H 1 15.02 27.00 -72.72 72.72 270.78 0.60 70.38 PhiVc<Vu 2.342 106.0 7.1 5.0 +1.20D+1.60L+O.50S+1.60H 1 15.05 27.00 -73.12 73.12 268.39 0.61 70.48 PhiVc<Vu 2.635 106.1 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.08 27.00 -73.52 73.52 265.98 0.62 70.59 PhiVc<Vu 2.926 106.2 7.1 5.0 `- +1.20D+1.60L+0.505+1.60H 1 15.11 27.00 -73.91 73.91 263.57 0.63 70.70 PhiVc<Vu 3.214 106.3 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 15.15 27.00 -74.31 74.31 261.14 0.64 70.81 PhiVc<Vu 3.501 106.4 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 15.18 27.00 -74.70 7470 258.69 0.65 70.92 PhiVc<Vu 3.784 106.6 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 15.21 27.00 -75.10 75.10 256.24 0.66 71.04 PhiVc<Vu 4.066 106.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.25 27.00 -75.50 75.50 253.77 0.67 71.15 PhiVc<Vu 4.344 106.8 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 15.28 27.00 -75.89 75.89 251.29 0.68 71.27 PhiVc<Vu 4.620 106.9 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.31 27.00 -76.29 76.29 248.79 0.69 71A0 PhiVc<Vu 4.893 107.0 7.1 5.0 L' +120D+1.60L+0.50S+1.60H 1 15.34 27.00 -76.69 76.69 246.28 0.70 71.52 PhiVc<Vu 5.163 107.2 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.38 27.00 -77.08 77.08 243.76 0.71 71.65 PhiVc<Vu 5.431 107.3 7.1 5.0 +120D+1.60L+0.505+1.60H 1 15.41 27.00 -77.48 77.48 241.23 0.72 71.78 PhiVc<Vu 5.694 107.4 7.1 5.0 L +120D+1.60L+0.505+1.60H 1 15.44 27.00 -77.88 77.88 238.68 0.73 71.92 PhiVc<Vu 5.955 107.6 7.1 5.0 22\ Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: --' Title Block" selection. Title Block Line 6 Printed: 4 JUN 2018, 5:19PM Concrete Beam File =C:\Usemtalmots DGCUME-1\ENERCA-1\4GENEV-2,EC6 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'VuIMu Phi"Vc Comment Phi'Vs Phi"Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest - +1.20D+1.60L+0.50S+1.60H 1 15.48 27.00 -78.27 78.27 236.12 0.75 72.06 PhiVc<Vu 6.212 107.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.51 27.00 -78.67 78.67 233.55 0.76 72.20 PhiVc<Vu 6,466 107.8 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 15.54 27.00 -79.06 79.06 230.97 0.77 72.35 PhiVc<Vu 6.716 108.0 7.1 5.0 ! +1.20D+1,60L+0.50S+1.60H 1 15.57 27.00 -79.46 79.46 228.37 0.78 72.50 PhiVc<Vu 6.962 108.1 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.61 27.00 -79.86 79.86 225.75 0.80 72.65 PhiVc<Vu 7.204 108.3 7.1 5.0 f-, +1.20D+1.60L+0.50S+1.60H 1 15.64 27.00 -80.25 80.25 223.13 0.81 72.81 PhiVc<Vu 7.443 108.5 7.1 5.0 +1.20D+1.60L+0.505+1.60H 1 15.67 27.00 -80.65 80.65 220.49 0.82 72.97 PhiVc<Vu 7.676 108.6 7.1 5.0 - +1.20D+1.60L+0.50S+1.60H 1 15.70 27.00 -81.05 81.05 217.84 0.84 73.14 PhiVc<Vu 7.905 108.8 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.74 27.00 -81.44 81.44 215.18 0.85 73.31 PhiVc<Vu 8.130 109.0 7.1 5.0 f +120D+1.60L+0.50S+1.60H 1 15.77 27.00 -81.84 81.84 212.50 0.87 73.49 PhiVc <Vu 8.349 109.1 7.1 5.0 +1.20D+1.60L+0.50S+1,60H 1 15.80 27.00 -82.23 82.23 209.81 0.88 73.67 PhiVc<Vu 8.564 109.3 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.84 27.00 -82.63 82.63 207.11 0.90 73.86 PhiVc<Vu 8.772 109.5 7.1 5.0 r +120D+1.60L+0.50S+1.60H 1 15.87 27.00 -83.03 83.03 204.39 0.91 74A5 PhiVc<Vu 8.976 109.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 15.90 27.00 -83.42 83.42 201.66 0.93 74.25 PhiVc<Vu 9.173 109.9 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.93 27.00 -83.82 83.82 198.92 0.95 74.46 PhiVc<Vu 9.364 110.1 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 15.97 27.00 -84.22 84.22 196.17 0.97 74.67 PhiVc<Vu 9.549 110.3 7.1 5.0 1F +1.20D+1.60L+0.50S+1.60H 1 16,00 27.00 -84.61 84.61 193.40 0.98 74.89 PhiVc<Vu 9.727 110.5 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.03 27.00 -85.01 85.01 190S2 1.00 75.07 PhiVc<Vu 9.938 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.07 27.00 -85.41 85.41 187.83 1.00 75.07 PhiVc<Vu 10.334 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 16.10 2Z00 -85.80 85.80 185.02 1.00 75.07 PhiVc<Vu 10.731 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.13 27.00 -86.20 86.20 182.20 100 75.07 PhiVc<Vu 11.127 110.7 7.1 5.0 +1.20D+1,60L+0.50S+1.60H 1 16.16 27.00 -86M 86.59 179.37 1.00 75.07 PhiVc<Vu 11,523 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.20 27.00 -86.99 86.99 176.52 1.00 75.07 PhiVc<Vu 11.919 110.7 7.1 5.0 r +1.20D+1.60L+0.50S+1.60H 1 16.23 27.00 -87.39 87,39 173.66 1.00 75.07 PhiVc<Vu 12.316 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 16.26 27.00 -87.78 87.78 170.79 1.00 75.07 PhiVc<Vu 12,712 110.7 T1 5A i +1.20D+1.60L+0.50S+1.60H 1 16.30 27.00 -88.18 88.18 167.91 1.00 75.07 Phlvc<Vu 13.108 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.33 27.00 -88.58 88.58 165.01 1.00 75.07 PhiVc<Vu 13.505 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.36 27.00 -88.97 88.97 162.10 1.00 75.07 PhiVc<Vu 13.901 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.39 27.00 -89.37 89.37 159.17 t00 75.07 PhiVc<Vu 14.297 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.43 27.00 -89.76 89.76 156.24 1A0 75.07 PhiVc<Vu 14.694 110.7 7.1 5.0 +1.20D+1,60L+0.50S+1.60H 1 16.46 27.00 -90.16 90.16 153.29 1.00 75.07 PhiVc<Vu 15.090 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 16.49 27.00 -90M 90.56 150.33 1.00 75.07 PhiVc<Vu 15A86 110.7 7.1 5.0 t_. +1.20D+1.60L+0.50S+1.60H 1 16.52 27.00 -90.95 90.95 147.35 1.00 75.07 PhiVc<Vu 15.883 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.56 27.00 -91.35 91.35 144.36 1.00 75.07 PhiVc<Vu 16.279 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.59 27.00 -91.75 91.75 141.36 1.00 75.07 PhiVc<Vu 16.675 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16,62 27.00 -92.14 92.14 138.35 1.00 75.07 PhiVc<Vu 17.072 110.7 7.1 5.0 i +120D+1.60L+0.50S+1.60H 1 16.66 27.00 -92.54 92.54 135.32 1.00 75.07 PhiVc<Vu 17.468 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 16.69 27.00 -92.94 92.94 132.28 1.00 75.07 PhiVc<Vu 17.864 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.72 27.00 -93.33 93.33 129.22 1.00 75.07 PhiVc<Vu 18.260 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.75 27.00 -93.73 93.73 126.16 100 75.07 PhiVc<Vu 18.657 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.79 27.00 -94.12 94.12 123.08 1.00 75.07 PhiVc<Vu 19.053 110.7 7.1 5.0 - +1.20D+1.60L+0.50S+1.60H 1 16.82 27.00 -94.52 94.52 119.98 1.00 75.07 PhiVc<Vu 19.449 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.85 27.00 -94.92 94.92 116.88 1.00 75.07 PhiVc<Vu 19.846 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.89 27.00 -95.31 95.31 113.76 1.00 75.07 PhiVc<Vu 20.242 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.92 27.00 -95.71 9571 110.63 1.00 75.07 PhiVc<Vu 20.638 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 16.95 27.00 -96.11 96.11 107.48 1.00 75.07 PhiVc<Vu 21.035 110.7 7.1 5.0 L, +1.20D+1.60L+0.50S+1.60H 1 16.98 27.00 -96.50 9650 104.33 1,00 75.07 PhiVc<Vu 21.431 110.7 7.1 5.0 +1,20D+1.60L+0.50S+1.60H 1 17.02 27.00 -96.90 96.90 101.16 1.00 75.07 PhiVc<Vu 21.827 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.05 27.00 -97.29 97.29 97.97 1.00 75.07 PhiVc<Vu 22.224 110.7 7.1 5.0 i +1.20D+1.60L+0.50S+1.60H 1 17.08 27.00 -97.69 97,69 94.78 1.00 75.07 PhiVc<Vu 22.620 110.7 7.1 5.0 L� +1.20D+1.60L+0.50S+1.60H 1 17.11 27.00 -98.09 98.09 91.57 1.00 75.07 PhiVc<Vu 23.016 110.7 7.1 5.0 +120D+1.60L+0.50S+1.60H 1 17.15 27.00 -98.48 98.48 88.34 1.00 75.07 PhiVc<Vu 23,413 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.18 27.00 -98.88 98.88 85.11 1.00 75.07 Phlvc<Vu 23.809 1107 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.21 27.00 -99.28 99.28 81.86 1.00 75.07 PhiVc<Vu 24.205 110.7 7.1 5.0 222 r-.. Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: r Title Block" selection. Title Black Line 6 Printed: 4 JUN 2018, 5:19PM ConcreteBeam File=C:\Usemtatcontl DOCUME-11ENERCA-1\4GENEV-2.EC6 f- 1.00Consulting. Description : CONC. GRADE BEAM OVER CAISSON Detailed Shear Information j- Span Distance 'd' Vu (k) Mu d'VulMu Phi"Vc Comment Phi'Vs Phi"Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (0) (k) (k) (k) Req'd Suggest ' +1.20D+1.60L+0.50S+1.60H 1 17.25 27.00 -99.67 99.67 78.60 1.00 75.07 PhiVc<Vu 24.601 110.7 7.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.28 27.00 -100.07 100.07 75.33 1.00 75.07 PhiVc<Vu 24,998 110.7 7.1 5.0 F +1.20D+1.601-+0.50S+1.60H 1 17.31 27.00 -100.46 100.46 72.04 1.00 75.07 PhiVc<Vu 25.394 110.7 7.0 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.34 27.00 -100.86 100.86 68.74 1.00 75.07 PhiVc<Vu 25.790 110.7 6.9 5.0 +1.20D+1,60L+0.50S+1,60H 1 17.38 27.00 -101.26 101.26 65.42 1.00 75.07 PhiVc<Vu 26.187 110.7 6.8 5.0 r-, +1.20D+1.60L+0.50S+1.60H 1 17.41 27.00 -101.65 101.65 62.10 1.00 75.07 PhiVc<Vu 26.583 110.7 6.7 5.0 +1.20D+1.60L+0.50S+1.60H 1 1Z44 27.00 -102.05 102.05 58.76 1.00 75.07 PhiVc<VU 26.979 110.7 6.6 5.0 • +1.20D+1.60L+0.50S+1.60H 1 17.48 27.00 -102.45 102.45 55.41 1.00 75.07 PhiVc<Vu 27.376 110.7 6.5 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.51 27.00 -102.84 102.84 52.04 1.00 75.07 PhiVc<Vu 27,772 110.7 6.4 5.0 ' +1.20D+1,60L+0.50S+1.60H 1 17.54 27.00 -103.24 103.24 48.66 1.00 75.07 PhiVc<Vu 28.168 110.7 6.3 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.57 27.00 -103.64 103.64 45.27 1.00 75.07 PhiVc<Vu 28.565 110.7 6.2 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.61 27.00 -104.03 104.03 41.87 1.00 75.07 PhiVc<Vu 28.961 110.7 6.2 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.64 27.00 -104.43 104.43 38.45 1.00 75.07 PhiVc<Vu 29.357 110.7 6.1 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.67 27.00 -104.82 104.82 35.02 1.00 75.07 PhiVc<Vu 29.754 110.7 6.0 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.70 27.00 -105.22 105.22 31.57 1.00 75.07 PhiVc<Vu 30.150 110.7 5.9 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.74 27.00 -105.62 105.62 28.12 1A0 75.07 PhiVc<Vu 30.546 110.7 5.8 5.0 +120D+1.60L+0.50S+1.60H 1 17.77 27.00 -106.01 106.01 24.65 1.00 75.07 PhiVe<Vu 30.942 110.7 5.8 5.0 +1.20D+1.60L+0.50S+1.60H 1 1T80 27.00 -106.41 106.41 21.17 1.00 75.07 PhiVc<Vu 31.339 110.7 5.7 5.0 +120D+1.60L+0.50S+1.60H 1 17.84 27.00 -106.81 106.81 17.67 1.00 75A7 PhiVc<Vu 31.735 110.7 5.6 5.0 +1.20D+1.60L+0.50S+1,60H 1 17.87 27.00 -107.20 107.20 14.16 1.00 75.07 PhiVc<Vu 32.131 110.7 5.5 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.90 27.00 -107.60 107.60 10.64 1.00 75.07 PhiVc<Vu 32.528 110.7 5.5 5.0 +1.20D+1.60L+0.50S+1.60H 1 17.93 27.00 -107.99 107.99 7.11 1.00 75.07 PhiVc<Vu 32.924 110.7 5.4 5A +1.20D+1.60L+0.50S+1.60H 1 17.97 27.00 -108.39 108.39 3.56 1.00 75.07 Phi* <Vu 33.320 110.7 5.3 5.0 • +1.20D+1.60L+0.50S+1.60H 1 18.00 27.00 -108.79 108.79 0.00 1.00 75.07 PhiVc<Vu 33.717 110.7 5.3 5.0 4 Maximum Forces & Stresses for toad Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span# in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 18.000 489.54 535.83 0.91 +1.40D+1.60H Span # 1 1 18.000 306.53 535.83 0.57 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 18.000 489.54 535.83 0.91 +1.20D+1.60L+0.50S+1.60H Span # 1 1 18.000 489.54 535.83 0.91 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 18.000 333.62 535.83 0.62 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 18.000 262.74 535.83 0.49 +1.20D+0.50L+1.60S+1.60H Span # 1 1 18.000 333.62 535.83 0.62 +1.20D+1.60S+0.50W+1.60H L- Span#1 1 18.000 262.74 535.83 0.49 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 18.000 333.62 535.83 0.62 +120D+0.50L+0.50S+W+1.60H L Span # 1 1 18.000 333.62 535.83 0.62 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 18.000 333.62 535.83 0.62 +0.90D+W+0,90H Span # 1 1 18.000 197.06 535.83 0.37 '- +0.90D+E+0.90H Span # 1 1 18.000 197.06 535.83 0.37 Overall Maximum Deflections LLoad Combination Span Max. "-" Dell Location in Span Load Combination Max. V' Defl Location in Span +D+L+H 1 0.3210 9,000 0.0000 0.000 A L. PROJECT: PAGE: 1 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: nrilleri Cnn4.in_n1nno Pile noeinn Rnaed nn ACI R1ft_1A DESIGN CRITERIA 1. ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP. 2. FROM PILE CAP BALANCED LOADS & REACTIONS, DETERMINE MAX SECTION FORCES OF SINGLE PILE, P. MR, & VO. I 1 I 1 `y/❑`y/ I` / ICJ w V. PILL PATTERN PILE CAP OR OWE BUM Ihk INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH 4.5 ksi VERT. REBAR YIELD STRESS fy = 60 ksi PILE DIAMETER D = 30 ' in PILE LENGTH L = 12...'ft eon OF PILE CAP OR BOTT OF GRADE SM FACTORED AXIAL LOAD Pu = ; 80: - k FACTORED MOMENT LOAD MO - 50 ft-k A FACTnPPn RHFAR I nAn V.. = 9b k PILE VERT. REINF. -'>12 # 8:; SPIRAL OR TIES SEISMIC DESIGN (ACI 18.13.4) 7 Yes LATERAL REINF. OPTION (O=Spirals, 1=Ties) -1 Ties VERT. EARS LATERAL REINFORCEMENT # : 5 @r: O.. I'in o.c. j (spacing 3.0 in o.c. at top end of 12.5 ft.) (2015 IBC 1810.3.9 & ACI 18.13.4) 3' CIA ( Ldh = 8 in & Lhk = 12 in ;, 5 O THE PILE DESIGN IS ADEQUATE. ELEVATION SECTION O CHECK PILE LIMITATIONS f.' = 4.5 ksi > 4 ksi [Satisfactory] D = 30 in > MAX( L / 30 , 12 in) [Satisfactory] CHECK FLEXURAL & AXIAL CAPACITY 0.85 fi 0.003 rY (2015 BIC Table 1808.8.1) (2015 IBC 1810.3.5.2) 2(0.85fc) co = Ec = 57 fc Es = 29000ksi EC Ir III/ 1 III/ \11z1 ✓C-10.85f, O.&SfC.L2\EOEO / \/J > for 0<ec<eo /� , for ec>ee es Es , for es s ey .fs= fy for es>ey STRAIN DIAGRAM FORCE DIAGRAM O Pmax =F � [ 0.85 fc' (A9 - AE) + fy AR j = 1560.2 kips., (at max axial load, ACI 318-14 22.4.2) where F = 0.8 ACI 318-14 22.4.2 m = 0.65 (ACI 318-1421.2) > PO A9 = 707 In-. An = 5.28 In`. [Satisfactory] 2?. 1 n, (coned) 2000 1500 f' Pn (k) 1000 500 0 -500 Pn(kips) 4 Mn(ft- AT COMPRESSION ONLY 1560 0 AT MAXIMUM LOAD 1560 276 AT 0 % TENSION 1352 413 AT 25 % TENSION 1125 509 AT 50 % TENSION 938 549 AT s t = 0.002 675 556 AT BALANCED CONDITION 665 560 AT E t = 0.005 378 581 i0 AT FLEXURE ONLY 0 276 AT TENSION ONLY -285 0 ¢ Mn (ft-k) a = CA = 13 in (at balanced strain condition, ACI 21.2.2) 0.75 + ( Et - 0.002 ) (50), for Spinal 0,656 (ACI 318-14 21.2) 0.65 + ( Et - 0.002 ) (260 / 3), for Ties where Cb = d £c/ (So +£s) = 15 in £t = 0,002069 £c = 0.003 d = 26 in, (ACI 20.6) R1 = 0.825 (ACI 318-1422.2.2.4.3) m Mn = 0.9 Mn = 276 it -kips Q Pn = 0, (ACI 318-14 21.2) ,& £t, ax = 0.004, (ACI 318-14 21.2.3) i1i Mn = 341 ft-kips @ Pu = 80 kips > Mu [Satisfactory] PmyY = 0.08 (ACI 318-1410.6) Pprovd = 0.007 Pmin = 0.005 (2015 IBC 1810.3.9.4.2) [Satisfactory] SHEAR CAPACITY �Vn=m(Vs +Vc)= 174 kips, (ACI 318-1422.5) > Vu [Satisfactory] where $ = 0.75 (ACI 318-1421.2) Ap = 531 in2. Av = 0.62 in2. fy = 60 ksi VC = 2(fc)o.sAa= 71.2 kips, (ACI 318-1422.5) Vs = MIN (d fy Av / s , 8 (fo)0'5Ao) = 161.2 kips, (ACI 318-14 22.5.1) smax = 9 (2015 IBC 1810.3.9.4.2) sproWl = 6 in smin = 1 [Satisfactory] ps = 0.12f,'/1yt= 0.009 < Ps,provd = 0.011 [Satisfactory] (ACI 318-14 18.13.4.3 & 18.7.5.1) MINE FIX HEAD CONDITION 4d, for g3 to qs 5d, for #9 to N11 Lm,=MAX 7 0 02 P"'";' V/d'bfy 8de , 6 in = 10 d5 = 8 in P111d .iF (ACI 318-1425.4.3) Lh9 = 12 in, (ACI 318-14 25.4) where db = 0.75 in P required / P provided = 0.8 (A s,reqd / A s,provd , ACI 318 25.4.10.1) We = 1.0 (1.2 for epoxy -coated, ACI 318-14 25.4.2.4) X = 1.0 (normal weight) n = 0.7 (#11 or smaller, Cover > 2.5" & side >2.0", ACI 318-14 25.4.3.2) V 2.5 vz.5 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Printed: 2 JAN 2019. 5:07PM Cantilevered Retainin g Wall File=0:lUserslcalcontl UUWME-11ENENGA-119GENtVE-PLAN.ecti. ' Software coovriaht ENERCALO. INC. 1983-2018. BuiId:10.18.11.30 . Description : Criteria Retained Height = 3.00 ft Wall height above soil = 0.66 it Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = Used Igo Resist Sliding & Overturning 220.0 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.30 OK Sliding = 1.30 OK Slab Resists All Sliding! Total Bearing Load = 2,299 Ibs ...resultant ecc. = 7.21 in Soil Pressure @ Toe = 1,093 psf OK Soil Pressure @ Heel = 57 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,311 psf ACI Factored @ Heel = 68 psf Footing Shear@Toe = 1.1 psi OK Footing Shear @ Heel = 5.7 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,177.5lbs less 100% Passive Force = - 610.5 Ibs less 100% Friction Force = - 919.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 236.0 Ibs NG Load Factors Dead Load 1.200 Live Load 1,600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 L_ Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Reber Size Reber Spacing Rebar Placed at Design Data Calculations perAC1318-14, ACI530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK ft = 0.00 = Concrete in = 8.00 _ # 4 in = 16.00 = Edge fb/FB+fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-1= Moment..... Allowable ft-I = Shear..... Actual psi = Shear. -Allowable psi = Wall Weight psf= Reber Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data fC psi= Fy psi = 0.290 924.0 1,188.0 41099.3 12.3 75.0 100.0 6.25 18.72 8.40 8.40 2,600.0 2 2L, Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 JAN 2019, 5:07PM CBntl�@V@i'@d R@ It11OQ Wall File C:kUserslcalcoastlDOCUME-11ENERCA-114GENEVE-PLAN.ec6. C0. FCI.C�/P/ *1110M�M9011I.�/1 Description : RETAINING WALL BETWEEN GAME ROOM AND GRG. Footing Dimensions & Strengths Footing Design Results r Toe Width = 2.00 ft Toe Reel Heel Width = 2.00 Factored Pressure = 1,311 68 psf Total Footing Width = 4.00 Mu' : Upward = 0 0 ft-lb r-, Footing Thickness = 24.00 in Mu' : Downward = 0 985 ft-lb Mu: Design 1,188 985 ft-lb Key Width = 0.00 in Actual 1-Way Shear 1.07 5,73 psi Key Depth = 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 000'i Toe Reinforcing = # 4 @ 18.00 in r f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd ` Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr f Heel: Not req'd, Mu < S * Fr Key: No key defined f . Summary of Overtuming & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... - Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 687.5 1.67 1,145.8 Soil Over Heel = 440.0 3.33 1,466.7 Surcharge over Heel = 550.0 2.50 1,375.0 Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 293.3 3.33 977.8 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 = Surcharge Over Toe = Stem Weight(s) = 366.0 2.33 854.0 Earth @ Stem Transitions = Total = 1,177.5 O.T.M. = 2,480.8 Footing Weight = 1,200.0 2.00 2,400.0 Resisting/Overturning Ratio = 2.30 Key Weight = I Vertical Loads used for Soil Pressure = 2,299.3 Ibs Vert. Component = [ - Total = 2,299.3 Ibs R.M.= 5,698.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. L� -ry a L� LJ 220.psf Pp= 610.5# 1177.50 56.937psf 1092.7psf r-. r 8.in Conc w/ #4 @ 16.in o/c #4@18.in @Toe Designer select #4@18.in all horiz. reinf. @ Heel 2-2 1 8" T-0" 2" 2'_0" r1 r-, r Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Wall WALL AT SITE Criteria Retained Height = 12.00 ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = 220.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturnin Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.94 OK Sliding = 1.64 OK Total Bearing Load = 16,416 Ibs ... resultant ecc. = 6.88 in Soil Pressure @ Toe = 1,959 psf OK Soil Pressure @ Heel = 1,026 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,329 psf ACI Factored @ Heel = 1,219 psf Footing Shear @ Toe = 10.0 psi OK Footing Shear @ Heel = 62.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,944.0 Ibs less 100% Passive Force = 1,628.0 Ibs less 100% Friction Force = 6,488.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psfKt Toe Active Pressure = 36.0 psflfl Passive Pressure = 407.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 plf ...Height to Top = 12.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above 'HV Thickness Reber Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section I Moment.... Actual Moment ..... Allowable Shear..... Actual p Shear..... Allowable p Wall Weight P Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data f'c Fy it Shear 5:07PM 11.30 . Calculations per ACI 318.14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Too Stem 2nd Stem OK Stem OK = 6.00 0.00 = Concrete Concrete = 8.00 12.00 _ # 5 # 6 = 12.00 6.00 = User Spec User Spec = ft-1= 0.753 0.881 bs= 1,968.0 6,009.6 4,867.2 27,763.2 psi = 2,500.0 2,500.0 psi= 60,000.0 60,000.0 Title Block Line 1 Project Title: You can change this area Engineer: using the "Seftings" menu item "Printing Protect ID: Project Descr: and then using the & r Title Block" selection. Printed: 2 9, Cantilevered Retaininryry WaII File=C:WSemlcalcoastIDUCUME-11ENERCA-1W GENEVE-PLAN.ecu. a SoRwareconvriohl ENERCALC.INC. 1983-2018 Build:10.18.11.30. Description : 12 RETAINING WALL AT SITE Footing Dimensions & Strengths Footing Design Results Toe Width = 3.00 ft IN Ego Heel Width = goo Factored Pressure = 2,329 1,219 psf Total Footing Width = 11.00 Mu' : Upward = 10,026 0 ft-lb Footing Thickness = 24.00 in Mu' : Downward = 1,620 0 ft-lb Mu: Design 8,406 27,763 ft-lb Key Width Key Depth = 12.00 in = 12.00 in Actual 1-Way Shear 10.00 62.29 psi Key Distance from Toe f = 1ft .00 Allow 1-Way Shear Toe Reinforcing 75.00 75.00 psi = # 5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 a� 11.50 in Min. As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S' Fr Heel: #4@ 5.25 in, #5@ 8.25 in, #6@ 11.50 in, #7(a715.75 in, #8@ 20.50 in, #9@ 26, Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, d7@ 37.25 in, Summary of Overturining & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft No Ibs ft ft-lb Heel Active Pressure = 3,528.0 4.67 16,464.0 Soil Over Heel = 9,240.0 7.50 69,300.0 Surcharge over Heel = 1,008.0 7.00 7,056.0 Sloped Soil Over Heel = Toe Active Pressure = -72.0 0.67 48.0 Surcharge Over Heel = 1,540.0 7.50 11,550.0 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 200.0 3.50 700.0 ` Added Lateral Load = 480.0 8.00 3,840.0 Axial Live Load on Stem = 200.0 3.50 700.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,566.0 3.43 5,370.0 Earth @ Stem Transitions = 220.0 3.83 843.3 Total = 4,944.0 O.T.M. = 27,312.0 Footing Weight = 3,300.0 5.50 18,150.0 Resisting/Overturning Ratio = 3.94 Key Weight = 150.0 10.50 1,575.0 Vertical Loads used for Soil Pressure = 16,416.0 Ibs Vert. Component = Total = 16,216.0 Ibs R.M. 107,488.3 Axial live load NOT included in Val displayed, or used for overturning resistance, but is included for soi pressure calculation. r° 1 DL= 200., LL= 2004, Eq;61U.fn AA Pp= 1628.# 1025.7psf 1959.1 psf ow r r 8.in Conc w/ 95 @ 12.in o/c 12.in Conc ` #5@18.in @Toe Designer select #5@8agWariz. reinf. @ Heel M. 2'-0" 1 .-Opp 8.. 12'-8" 12'-0" r' Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & r Title Block' selection. F L Description : Criteria Retained Height = 10.00 It Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = 220.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding &Overturnin Axial Load Applied to Stem Axial Dead Load = 500.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.50 OK Sliding = 1.68 OK Total Bearing Load = 12,293 Ibs .-resultantecc. = 7.69 in Soil Pressure @ Toe = 1,950 psf OK Soil Pressure @ Heel = 782 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,343 psf ACI Factored @ Heel = 940 psf Footing Shear @ Toe = 8.1 psi OK Footing Shear @ Heel = 41.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,784.0 Ibs less 100% Passive Force = - 1,628.0 Ibs less 100% Friction Force = - 4,710.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project ID: Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psflfl Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 plf ...Height to Top = 10.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psi 2 JAN 2019, 5:07PM t GENEVE-PLAN.ec6 . As. Build:10.18.11.30 . Calculations per ACI 318.14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = 0.0 it at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top stem 2nd Stem OK Stem OK Design Height Above Ftg ft= 6.00 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness in= 8.00 12.00 Reber Size = # 5 # 6 Reber Spacing in = 16.00 8.00 Reber Placed at = User Spec User Spec Design Data fb/FB+fa/Fa = 0.375 0.711 Total Force @ Section Ibs = 1,081.6 4,432.0 Moment.... Actual ft-1= 1,856.0 17,360.0 Moment..... Allowable ft-I = 4,944.2 24,417.0 Shear. ...Actual psi= 19.6 43.3 Shear. ...Allowable psi = 75.0 75.0 Wall Weight psf= 100.0 150.0 Rebar Depth 'd' in = 5.00 9.00 Lap splice if above in = 23.40 28.08 Lap splice if below in = 23.40 4.54 Hook embed into footing in = 23.40 4.54 Concrete Data fc psi= 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 2r3 / �l Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: f Title Block" selection. i Title Block Line 6 Printed: 2 JAN 2019, 5:07PM Cantilevered Retaining We�� 9 File=C:IUsemscalcoast100CUME-11ENERCA-iWGENEVE-PLAN.ecii. 1983-2018, 06009 Software copyright ENERCALC, INC. Build.10.18.11.30 . : Desigi Description : 10' RETAINING WALL AT SITE Footing Dimensions & Strengths f° Footing Design Results Toe Width = 2.75 ft Toe Heel Heel Width = 825 Factored Pressure = 2,343 940 psf Total Footing Width = 9.00 Mu': Upward = 8,320 0 ft-lb F . Footing Thickness = 24.00 in Mu': Downward = 1,361 0 ft-lb Mu: Design = 6,959 17,360 ft-lb Key Width = 12.00 in Key Depth = 12.00 in Actual 1-Way Shear = 8.05 41.35 psi Key Distance from Toe = 8.00 ft Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi = # 5 @ 18,00 in r 4c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 8,25 in Footing Concrete Density - 150.00 pcf Key Reinforcing = # 5 @ 11,50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: #4@ 5.25 in, #5@ 8.25 in, #6@ 11.50 in, #7@ 15.75 in, 98@ 20,50 in, #9@ 26. Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, I Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb his ft ft-lb Heel Active Pressure = 2,592.0 4.00 10,368.0 Soil Over Heel = 5,775.0 6.38 36,815.6 Surcharge over Heel = 864.0 6.00 5,184.0 Sloped Soil Over Heel = Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Heel = 1,155.0 6.38 7,363.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 400.0 7.00 2,800.0 Load @ Stem Above Soil = Total = 3,784.0 O.T.M. = 18,304.0 Resisting/Overturning Ratio = 3.50 Vertical Loads used for Soil Pressure = 12,292.7 Ibs Adjacent Footing Load Axial Dead Load on Stem = 500.0 3.25 1,625.0 Axial Live Load on Stem = 500.0 3.25 1,625.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,366.0 3.19 4,361.8 Earth @ Stem Transitions = 146.7 3.58 525.6 Footing Weight = 2,700.0 4.50 12,150.0 Key Weight = 150.0 8.50 1,275.0 Vert. Component = Total = 11,792.7 Ibs R.M.= 64,116.1 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation, MW F- 1949.5psf DL= 500., LL= 500.82@iM& O.in 8.in Conc w/ #5 Coil 16.in o/c 12.in Conc #5@18.in @Toe Designer select #5@84iiibriz. reinf. @ Heel 2" 4'-8" Me 2'-0" 8" 10.-0.- 1 1 a-e° 237 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Criteria Retained Height = 8.00 ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel - 220.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 500.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.89 OK Sliding = 1.68 OK Total Bearing Load = 8,064 Ibs ... resultant ecc. = 7.29 in Soil Pressure @ Toe = 1,752 psf OK Soil Pressure @ Heel = 552 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,127 psf ACI Factored @ Heel = 670 psf Footing Shear @ Toe = 7.0 psi OK Footing Shear @ Heel = 23.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,768.0 Ibs less 100% Passive Force = - 1,628.0 Ibs less 100% Friction Force = - 3,020.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0,400 Soil height to ignore for passive pressure = 12,00 in Lateral Load Applied to Stem Lateral Load = 40.0 pit ...Height to Top = 8.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above °Ht" Thickness Rebar Size Reber Spacing Reber Placed at Design Data fb/FB +fa/Fa Total Force @ Section I Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK Stem OK ft = 6.00 0.00 = Concrete Concrete in = 8.00 12.00 _ # 5 # 5 in = 16.00 8.00 = User Spec User Spec = psi psi psf= 0.078 0.559 bs = 425.6 3,084.8 ft-I = 387.2 9,881.6 ft-I = 4,944.2 17,684.3 = 7.9 30.3 = 75.0 75.0 100.0 150.0 in = 5.00 9.00 in = 23.40 23.40 in= 23.40 3.78" in = 23.40 3.78 psi = 2,500.0 2,500.0 psi= 60,000.0 60,000.0 j Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Protect Descr: Title Block" selection. Title Block Line 6 Printed: 2 JAN 2019, 5:08PM Cantilevered Retainin Wall File=C:lUserslcalmotlDOCUME-11ENERCA-114GENEVE-PLAN.ec6. g Sofmare wovdahI ENERCALC. INC, 1983-2018. aulld:10.18.11.30 . Description : & RETAINING WALL AT SITE Footing Dimensions & Strengths Footing Design Results Toe Width = 2.75 ft 10 Heel Heel Width = 425 Factored Pressure = 2,127 670 psi Total Footing Width = 7.00 Mu' : Upward = 7,320 0 ft-Ib Footing Thickness = 24.00 in Mu': Downward = 1,361 9,337 ft-lb Mu: Design = 5,959 9,337 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 7.02 23.36 psi Key Depth = 12.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 6.00 ft Toe Reinforcing = # 5 @ 18.00 in fC = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item bs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,800.0 3.33 6,000.0 Soil Over Heel = 2,860.0 5.38 15,372.5 Surcharge over Heel = 720.0 5.00 3,600.0 Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 320.0 6.00 1,920.0 Load @ Stem Above Soil = Total = O.T.M. = 2,768.0 11,472.0 Resisting/Overturning Ratio = 2.89 Vertical Loads used for Soil Pressure = 8,064.3 Ibs i_. Sloped Soil Over Heel Surcharge Over Heel = 715.0 5.38 3,843.1 Adjacent Footing Load = Axial Dead Load on Stem = 500.0 3.25 1,625.0 *Axial Live Load on Stem = 500.0 3.25 1,625.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,166.0 3.21 3,745.2 Earth @ Stem Transitions = 73.3 3.58 262.8 Footing Weight = 2,100.0 3.50 7,350.0 Key Weight = 150.0 6.50 975.0 Vert. Component = Total = 7,564.3 Ibs R.M. 33,173.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. t L. 1 DL= 500., LL=2&%W! Ecc= O.in AA Pp= 1628.# 552.22ps, 1751.9psf F 8.in Conc w/ #5 @ 16.1n o/c 12. in Co #5@18.in @Toe Designer select 05@84krhoriz. rein£. @ Heel 3" 2,_8" 2'_0" 1'-0" .33 :LIM 2 � i (' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection. Printed: 2 JAN 5:0SPM i:cantiteVereCl Ketainina Wail c'wao n curarnrr INr iaai ma a Idin9A 11A l 1 Description : 6' RETAINING WALL AT Criteria Retained Height = 6.00ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance, Surcharge Loads Surchargge Over Heel - 220.0 psf Used 7o Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 500.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.61 OK Sliding = 1.87 OK Total Bearing Load = 5,299 Ibs ... resultant ecc. = 5.67 in Soil Pressure @ Toe = 1,460 psf OK Soil Pressure @ Heel = 467 psf OK Allowable = 2,000 psf Sol] Pressure Less Than Allowable ACI Factored @ Toe = 1,807 psf ACI Factored @ Heel = 578 psf Footing Shear @ Toe = 5.6 psi OK Footing Shear @ Heel = 12.7 psi OK Allowable = 75.0 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 1,896.0 Ibs less 100% Passive Force = - 1,628.0 Ibs less 100% Friction Force = - 1,919.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Solt Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.400 Soil height to ignore for passive pressure = 12,00 in Lateral Load Applied to Stem Lateral Load = 40.0 plf ...Height to Top = 6.00ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Calculations per ACI 318.14, ACI530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0Z it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top stem Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Concrete Thickness in= 8.00 Reber Size = # 5 Reber Spacing in= 8.00 Rebar Placed at = User Spec Design Data fb/FB+fa/Fa = 0.523 Total Force @ Section Ibs = 1,968.0 Moment.... Actual ft-1= 4,867.2 Moment..... Allowable ft-I = 9,314.3 Shear..... Actual psi = 32.8 Shear. -Allowable psi = 75.0 Wall Weight psf= 100.0 Reber Depth 'd' in = 5.00 Lap splice if above in = 23.40 Lap splice if below in = 10.50 Hook embed into footing in = 10.50 Concrete Data fc psi= 2,500.0 Fy psi = Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & i Project Descr. Title Block" selection. Title Block Line 6 Printed: 2 JAN 2019, 5:08PM Retaining Wall File=C:lUserslcelcoutIDOCUME-11ENERCA-114 GENEVE-PLAN=6. Cantilevered g Soflwam copyright ENERCALC..INC. 1968-2018, Buildtl0.18.11.30 .`. r, Description : & RETAINING WALL AT SITE Footing Dimensions & Strengths Footing Design Results Toe Width = 2.75 it IN 829 Heel Width = 275 Factored Pressure = 1,807 578 psf Total Footing Width = 5.50 Mu' : Upward = 6,059 0 ft-lb r Footing Thickness = 24.00 in Mu' : Downward = 1,361 3,264 ft-lb Mu: Design 4,697 3,264 ft-lb Key Width Key Depth = 12.00 in = 12.00 in Actual 1-Way Shear 5.63 12.74 psi Key Distance from Toe = .50 ft Allow 1-Way Shear Toe Reinforcing 75.00 75.00 psi = # 5 @ 18.00 in fc = 2,500 psi Fy - 60,000 psi Heel Reinforcing = # 5 @ 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 1925 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs If ft-lb Ibs it ft-lb Heel Active Pressure = 1,152.0 2.67 3,072.0 Soil Over Heel = 1,375.0 4.46 6,130.2 Surcharge over Heel = 576.0 4.00 2,304.0 Sloped Soil Over Heel = Toe Active Pressure = -72.0 0.67 48.0 Surcharge Over Heel = 458.3 4.46 2,043.4 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 3.08 1,541.7 Added Lateral Load = 240.0 5.00 1,200.0 Axial Live Load on Stem = 500.0 3.08 1,541.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 6%0 3.08 2,053.5 Earth @ Stem Transitions = Total = 1,896.0 O.T.M. = 6,528.0 Footing Weight = 1,650.0 2.75 4,537.5 Resisting/Overturning Ratio = 2.61 Key Weight = 150.0 5.00 750.0 Vertical Loads used for Soil Pressure = 5,299.3 Ibs Vert. Component = Total = 4,799.3 Ibs R.M.= 17,056.3 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DL= 50(22008ZOO.#, Ecc= O.in Pp= 1628.# 467.01 psf 1460.psf r2- �Y 8.in Conc w/ #5 (c) 8.in o/c #5@18.in @Toe Designer select #5@8.29!Phoriz. reinf. @ Heel i M., 3" 2'-0" 1 W 1 1'-0" a i V Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : Criteria Retained Height = 4.00ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = 220.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturnin Axial Load Applied to Stem Axial Dead Load = 500.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.38 OK Sliding = 1.57 OK Total Bearing Load = 3,546 Ibs ...resultant ecc. = 5.15 in Soil Pressure @ Toe = 1,457 psf OK Soil Pressure @ Heel = 316 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,831 psf ACI Factored @ Heel = 397 psf Footing Shear @ Toe = 1.7 psi OK Footing Shear @ Heel = 6.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,168.0 Ibs less 100% Passive Force = - 610.5 Ibs less 100% Friction Force = - 1,218.0lbs Added Force Req'd = 0.0 Ibs OK .... for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project ID: Project Descr: File Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 pit ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Fig Wall Material Above "Ht" Thickness Reber Size Reber Spacing Rebar Placed at Design Data Printed: 2 JAN 2019, 5:09PM Calculations perACI 318-14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK = 0.00 Concrete = 8.00 _ # 4 = 16.00 = User Spec fb/FB+fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-I = Moment..... Allowable ft-I = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Reber Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data fc psi= Fy psi = 0.570 1,081.6 1,856.0 3,255.5 18.0 75.0 100.0 5.00 18.72 8.40 8.40 2,500.0 6- L. f Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: 2 JAN 2019. 5:09PM C8Dt1�@Y@teC� RplPtntO '�/a�� h110=G:1UNrSlC81CO2611000UMt-1%tNEKUA-iWUtNLVL-V AN.B b ' N Retaining Software cowdaht ENERCALC. INC. 1983-2018. Build:10,18.1130 Description : 4' RETAINING WALL AT SITE Footing Dimensions & Strengths I I Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 900 Factored Pressure = 1,831 397 psf Total Footing Width = 4.00 Mu': Upward = 0 0 ft-lb r Footing Thickness = 24.00 in Mu': Downward = 0 1,102 ft-lb Mu: Design 1,856 1,102 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear 1.68 6.72 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear Toe Reinforcing 75.00 75.00 psi = # 5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item bs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 648.0 2.00 1,296.0 Soil Over Heel = 586.7 3.33 1,956.6 Surcharge over Heel = 432.0 3.00 1,296.0 Sloped Soil Over Heel = Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Heel = 293.3 3.33 977.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.33 1,166.7 Added Lateral Load = 160.0 4.00 640.0 Axial Live Load on Stem = 500.0 2.33 1,166.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 466.0 2.33 1,087.3 Earth @ Stem Transitions = Total = 1,168.0 O.T.M. = 3,184.0 Footing Weight = 1,200.0 2.00 2,400.0 Resisting/Overturning Ratio = 2.38 Key Weight = Vertical Loads used for Soil Pressure = 3,546.0 Ibs Vert. Component = Total = 3,046.0 Ibs R.M.= 7,587.3 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. in L 2- H 7 40.ps DL3I®0?¢LL= 500.9, Ecc= O.in Pp= 610.5# IIIIIIIIIIIIIIIIIW 315.75psf 1457.3psf 1168.# mm 8.in Conc w/ #4 @ 16.1n o/c #5@18.in @Toe Designer select #5@8.25in all hoft. einf. @ Heel 8° Ak 4'-8" 4'-0" 3" 2'-0" 2 4� r Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: 2 JAN 6:05PM Cantilevered Retainin g Wall FII&=G:1USefSWaIC0aSnUUWME-11ENtHGA-I%UtNEVE-FI N.. ' Software coovnaht ENERCALC. INC.1983-2018. Build:10.18.11.30'. Description : 8' RETAINING WALL AT GRG Criteria Retained Height = 8.00 ft Wall height above soil = 0.66 it Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.56 ON Sliding = 1.28 Ok Slab Resists All Sliding! Total Bearing Load = 3,538 Ibs ... resultant ecc. = 21.06 in Soil Pressure @ Toe = 1,578 psi OK Soil Pressure @ Heel = 0 psi OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,893 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.3 psi OK Footing Shear @ Heel = 3.7 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,375.3 Ibs less 100% Passive Force = - 1,628.0 Ibs less 100% Friction Force = - 1,418.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 519.8 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pot Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 pit ...Height to Top = 8.00 ft ...Height to Bottom = 0.00 it Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above 'Ht" Thickness Reber Size Reber Spacing Reber Placed at Design Data Calculations per ACI 318-14, ACI530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK it = 0.00 = Concrete in= 8.00 _ # 5 in= 8.00 = User Spec fb/FB+fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-1= Moment..... Allowable ft-1= Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Reber Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data f'c psi = Fy psi = 0.845 2,582.1 7,870.8 9,314.3 43.0 75.0 100.0 5.00 23.40 8.69 8.69 2,500.0 � 5e Title Block Line 1 j You can change this area using the "Settings" menu item t , and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall 1.11• Description : V RETAINING WALL AT GRG Footing Dimensions & Strengths Toe Width = 5.25 ft Heel Width = 125 Total Footing Width = 6.50 Footing Thickness = 24.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Footing Design Results Toe Heel Factored Pressure = 1,893 0 psf Mu': Upward = 0 0 ft-lb Mu': Downward = 0 268 ft-lb Mu: Design = 7,871 268 ft-lb Actual 1-Way Shear = 11.31 3.74 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 8.25 in Key Reinforcing = # 5 @ 19.25 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding -No Force on Key Printed: 2 JAN 2019, 6:05PM I . Summary of Overtuming & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,800.0 3.33 6.000.0 Soil Over Heel = 513.3 6.21 3,186.9 Surcharge over Heel = 327.3 5.00 1,636.4 Sloped Soil Over Heel = ' Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Heel = 58.3 6.21 362.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 320.0 6.00 1,920.0 Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weights) = 866.0 5.58 4,835.2 Earth @ Stem Transitions = Total = 2,375.3 O.T.M. = 9,508.4 Footing Weight 1,950.0 3.25 6,337.5 Resisting/Overturning Ratio = 1.56 Key Weight = 150.0 0.50 75.0 Vertical Loads used for Soil Pressure = 3,537.7 Ibs Vert. Component = • Total = 3,537.7 Ibs R.M.= 14,796.8 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Pp= 1628.# L 1577.7psf 100.psf A in r nr w/ 4F GA A in n/n r- Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : Criteria Retained Height = 6.00 ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance, NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - Used Yqo Resist Sliding & Overturning 100.0 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.52 OK Sliding = 1.71 OK Total Bearing Load = 2,684 Ibs ... resultant ecc. = 16.35 in Soil Pressure @ Toe = 1,768 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,121 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.3 psi OK Footing Shear @ Heel = 3.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,581.81bs less 100% Passive Force = - 1,628.0 Ibs less 100% Friction Force = - 1,070.0 Ibs' Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Printed: 2 JAN 2019, 6:05PM File = C:1UserslcalmnAD000ME-11ENERCA-1t4 GENEVE-PLAN.ec6 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 pit ...Height to Top = 6.00 it ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above 'Ht" Thickness Reber Size Rebar Spacing Reber Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Reber Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318.14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0,300 Top Stem Stem OK ft= 0.00 = Concrete in = 8.00 # 5 in = 16.00 = User Spec = 0.756 Ibs= 1,591.0 ft-I = 3,736.1 ft-I = 4,944.2 psi = 26.5 psi = 75.0 psf= 100.0 in = 5.00 in = 23.40 in = 10.50 in = 10.50 psi = 2,500.0 psi = Zsy 0 e 6 Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Description : 6' RETAINING WALL AT planter Footing Dimensions & Strengths Footing Design Results Toe Width = 3.50 ft Toe Heel Heel Width = 1.25 Factored Pressure = 2,121 0 psf Total Footing Width = 4.75 Mu': Upward = 0 0 ft-lb Footing Thickness = 24,00 in Mu': Downward = 0 223 ft-lb Mu: Design = 3,736 223 ft-lb Key Width Key Depth = 12.00 in = 12.00 in Actual 1-Way Shear = 8.27 3.11 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 18.00 in 75.00 psi fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summary of overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,152.0 2.67 3,072.0 Soil Over Heel = 385.0 4.46 1,716.5 Surcharge over Heel = 261.8 4.00 1,047.3 Sloped Soil Over Heel = Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Heel = 58.3 4.46 260.1 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 240.0 5.00 1,200.0 Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 666.0 3.83 2.553.0 Earth @ Stem Transitions = Total = 1,581.8 O.T.M. = 5,271.3 Footing Weight = 1,425.0 2.38 3,384.4 ResistinglOverturning Ratio = 1.52 Key Weight = 150.0 0.50 75.0 Vertical Loads used for Soil Pressure = 2,684.3 Ibs Vert. Component = Total = 2,684.3 Ibs R.M.= 7,988.9 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F" r f AA Pp= 1628.# 1767.6psf 100.psf E_. z SAG r F. #5@18.in @Toe Designer select #5@8.25igIl horiz. reinf. @ Heel R in Conn w/ #5 n 1R in n/r i 257 r Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 2 JAN 2019, 6:06PM CBtltlj@V@led Rett11n111/�'Waj� File=C:lUsemtalcoasoDOCUME-1IENERCA-114GENEVE-PIAN.w6. g Snewara nnnvrinhf FNFRCAI C INr. 1AAMA111 R,,IId in 1A 11 An'. Description : Criteria Retained Height = 4.00 ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = Used To Resist Sliding & Overturning 100.0 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.12 OK Sliding = 1.50 OK Total Bearing Load = 1,981 Ibs ...resultant ecc. = 8.64 in Soil Pressure @ Toe = 940 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,128 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.5 psi OK Footing Shear @ Heel = 2.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 932.4 Ibs less 100% Passive Force = - 610.5 Ibs less 100% Friction Force = - 792.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load 1,200 Live Load 1,600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Toe Active Pressure = 36.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 40.0 plf ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "HV Thickness Reber Size Reber Spacing Reber Placed at Design Data fb/FB +fa/Fa Calculations per AC1318.14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base AbovelBelow Soil = 0.0 It at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK = 0.00 = Masonry 8.00 _ # 4 16.00 = User Spec Total Force @ Section Ibs = Moment.... Actual ft-I = Moment..... Allowable ft-I = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Reber Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Masonry Data fm psi= Fy r psi = Solid Grouting 0.852 578.9 965.8 1,134.0 9.6 38.7 84.0 5.00 36.00 6.00 6.00 1,500 20,000 Yes ModularRatio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = 3 Masonry Design Method = ASO f ' Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 JAN 2019, 6:06PM Cantilevered Retaining WB�� File'=Q1UserslcalcomtlDOCUME-11ENERCA-114GENEVE-PLAN.ec6 9 Software caovriaht ENERCALC. INC.1983-2018. Build:10.18.11.30 . Description: 4' RETAINING WALL AT planter Footing Dimensions & Strengths Footing Design Results Toe Width = 3.00 ft TIN }dggj Heel Width = 125 Factored Pressure = 1,128 0 psf Total Footing Width = 4.25 Mu' : Upward = 0 0 ft-Ib r- Footing Thickness = 24.00 in Mu' : Downward = 0 295 ft-Ib Mu: Design = 1,545 295 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 4.47 2.49 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi = # 5 @ 18.00 in G fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 8.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Tae: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... - Force Distance Moment Force Distance Moment Item bs ft ft-lb bs ft ft-lb Heel Active Pressure = 648.0 2.00 1,296.0 Soil Over Heel = 256.7 3.96 1,016.0 Surcharge over Heel = 196.4 3.00 589.1 Sloped Soil Over Heel = ' Toe Active Pressure = -72.0 0.67 -48.0 Surcharge Over Heel = 58.3 3.96 230.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 160.0 4.00 640.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 391.4 3.33 1,304.8 L , Earth @ Stem Transitions = Total = 932.4 O.T.M. = 2,477.1 Footing Weight = 1,275.0 2.13 2,709.4 . Resisting/Overturning Ratio = 2.12 Key Weight = Vertical Loads used for Soil Pressure = 1,981.4 Ibs Vert. Component = 1 Total = 1,981A Ibs R.M.= 5,261.1 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. L, L, 40.ps Pp= 610.5# 940.17psf 100.psf 932.36# � �� 8.in Mas w/ #4 @ Min o/c Solid Grout #5@18.in @Toe Designer select #5@8.25in all horiz. reinf. @ Heel 2G1 8" 4--8 4'-0" " Y 2'_0„ F, Elastic Analysis and Design of PACO Ordinary Moment Frame MF-1 to MF-13 Control of Drift for Seismic Load at Strength Level MF-14 Design of Beam to Column Connections MF-15 to MF-22 Design of Base Plate and Its Attachment to Concrete Foundation MF-23 to MF-33 For 4 Geneve Newport Beach, CA By PACO PACO Steel & Engineering Corp. 17 May 2018 PACO Moment Frames and their design are the exclusive property of PACO Steel and Engineering Corp. The structural documentation, including calculations, plans and details, provided by PACO Steel and Engineering Corp. are for the sole purpose of the Moment Frames supplied by PACO Steel. The structural documentation may not be used in whole or in part for Moment Frames not supplied by PACO Steel. Any changes to design or fabrication without the express written consent of PACO Steel and Engineering Corp. is prohibited and may result in design fees charged to Engineer of Record (EOR) for services rendered. 19818 S. Alameda Street • Rancho Dominguez • CA • 90221 • 800-421-1473 • 310-537-6375 • FAx 310-608-1112 Project: 4 GENEVE Date: 05. 1 7.2018 PACO r Location: NEWPORT BEACH, CA By: AA STEEL & ENGINEERING Design of Smole-Bay, Two -Story Ordinary Moment Frame The values of gravity and lateral loads specified by the 5EQR are shown on pages MF 5 to MF 5. The value of seismic load speafied by 5EOR Is at A5D level. This force Is multiphed by 1,.4 to r convert to strength levelAlso o It has been increased by a factor of,G.5/3,.5 to account for Ordinary Moment Frame. For this frame: R=3.5, Ca 3, Qo=3.0, p= 1 .3, 51)s= 1 .08 The frame_15 designed for following load combinations: i rt, 1 �' DL 0 C DL 1 ll RLL LL p © C C RLL LL 1 1 EQ Ov C EL 1 WIND p C WL 1.6 EQ-DRIFT 0 C DL 1 EL 1. fi 7 h " DLtLL -0 DL 1 - LL 1 1.2DL+1.6LL+6-5RLL C DL 1.2 LL 1.6 RLL .5 1.2DL+1.6WIND+6.5LL+0.5RLL 0 C DL 12 WL 1.6 LL .5 RLL .5 1-42DL-0.51LL+1.3EQ © C DL IIA2 LL .5 EL 13 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF- I PACO Steel & Engr. SK - 1 AA OMF-1 May 17, 2018 at4:05 PM 4 GENEVE JOINT & MEMBER LABELS OMF.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MP-2 F PACO Steel & Engr. SK - 2 AA OMF-1 May 17, 2018 at 4:05 PM i 4 GENEVE MEMBER SHAPES OMF.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the i_ sole purpose of the Moment Prame5 supplied by PACO Steel. MP-3 Loads: eLC 1, DL PACO Steel & Engr. SK - 3 AA OMF-1 May 17, 2018 at 4:06 PM 4 GENEVE DEAD LOAD OMFAd The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-4 r E Loads: BLC 2, ILL PACO Steel & Engr. SK - 4 AA OMF-1 May 17, 2018 at 4:06 PM 4 GENEVE FLOOR LIVE LOAD OMF.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-5 Loads: BLC 6, RILL PACO Steel & Engr. SK - 5 AA OMF-1 May 17, 2018 at 4:06 PM 4 GENEVE ROOF LIVE LOAD OMF.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MP-G r. r t Loads: BLC 3, EQ PACO Steel & Engr. SK - 6 AA OMF-1 May 17, 2018 at 4:06 PM 4 GENEVE EQ LOAD - STRENGTH LEVEL OMF.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MP-7 Loads: BLC 4, WIND L eel & Engr. SK-7 E OMF-1 WIND LOAD May 17, 2018 at 4:07 PM The Structural documentation, mcludinc� calculations, plans and details, provided bytlPACO are for the sole purpose of the Moment Frames supplied by PACO Steel, M F-8 Company PACO Steel & Engr. IIRISA Designer Job Number 4 4 GENEVE ame,asci+=rc cca,uanv Model Name OMF-1 i Hot Ro//ed Steel Design Parameters Hot Rolled Stee/Section Sets U1 Label Shape Ty HR1 I W1nvinn I ..-pe ,.._- i ..Design Lis ✓ur.00ramates and Lem eratures 1 Label x [ft] 2 Ni 0 3 N2 23.5 4 N3 0 5 N4 23.5 B < N5 0 N6 23.5 Load Combinations - Joint Label N3 N4 N5 N6 N3 N4 '_oads and Enforced Disnla Joint Label May 17, 2018 4:10 PM Checked By:_ Material e A992 Design R... T A [in2] lyy [in4] Izz [m4] ' J [In4; e aaa� Ical n._,Ga 29.3 17 7 I 207 116 6�3 I 10 s --441--L 248 Oft] ZM [ftl Temp [F] Dh From Diap 0 12.5 12.5 22.322.3 L,D,M Direction Magnitude[(k,k-fl L Y L y L Y L Y L L Yu ants BLC 2 : LLl L.D.M (k*e^7ff RISA-31DVersion 16.0.1 [E:\Dropbox (David S Paik)\RIBA FILES\4 Pe 1 GENEVE\OMF.r3d] a The Structural documentation, Including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. M F-9 /'I'R'SA Company PACO Steel & Engr. Designer AA PA Job Number 4 GENEVE n,Cmt*s neu co,oPA, Model Name OMF-1 Joint Loads and Enforced Dis cements 1 oint Label 2 I N3 N5 Joint Loads and Enforced Dis /ace r 1 J int Label - 2 N3 N5 � Joint Loads and Enforced Dis /ace Member Point Loads BLC 1 : DL Member La at Direction 1 M3 Ma nitude k k-ft Locaion 2 M3 y 3 t 7.83 3 15.66 Member Point Loads BLC 2 ; LL Member L b IDire, ion Ma ni ud 1 M3 e k k- 2 M3 y -3 L cation ft 3 15.66 7.83 Member Distributed Loads BLC 1: DL 1 Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F...Start Location. ft,% o] M3 Y -.3 [ ] End Location[ft, /° 2 M6 y 2 -.3 2 0 o 1100 Member Distributed Loads BLC 2: LL Me ber Label - 1 M3 � Member Distributed Loy 1 Member Label M6 Envelope A/SC 14thi360 May 17, 2018 4:10 PM Checked By:_ ments otL 4 : WIND) L D M Direction L M nitude k k- in rad k*s"2/f... L r X 7 7 ments jrRI r- a • of r r %100 c RLL) (Start Magn rude[k/ft,...lEnd Magnitude[k/ft,F... Start Location[ft %] I End Location[ft,%] /0100 �,on-av version 16.0.1 [E:\Dropbox \OMF.r3d] Page 2 (David S Paik)\RISA FILES\4 GENE VE The Structural documentation, Including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel, M F- 10 Company Designer PACO Steel & Engr. AA Job Number Model Name 4 GENEVE OMF-1 May 17, 2018 4:10 PM Checked By:_ version 16.0.1 The Structtructu[E:\Dropbox (David S Paik)\RI$A FILES\4 GENEVE\OMF.r3d] documentation, cluding calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. Page 3 ral doin M P- I I ''' ��!'�� Des Company PACO Steel & Engr. May PM 2018 J Job Number 4 GENEVE Checked By:_ ANEMaT*-"^KCauaANi Model Name OMF-1 r' Joint Reactions (By Combination) e 1 C .Inint I nhal X rkl V rkl 7 Bel 1,4Y rk-ffl RfiV f4_frl k47 r4_frl I L. 1 1 N1 1.572 45.028 0 0 6 -6.23 2 1 N2 -1.572 45.025 0 0 0 6.233 3 1 Totals: 0 90.054 0 4 1 COG (ft): X: 11.75 Y: 13.508 Z:0 5 2 N1 -.172 4.257 0 0 0 .535 6 2 N2 .172 4.258 0 0 0 -.635 7 2 Totals: 0 8.515 0 8 2 COG (ft): X: 11.75 Y: 22.3 Z: 0 9 3 N1 2.411 40.574 0 0 0 -9.469 10 3 N2 -2.411 40.571-- 0'r 0 0 9.472' 11 3 Totals: 0 81.145 0 112 3 COG (ft): X:11.75 Y: 12.5 Z: 0` 13 4 N1 -24.91 -17.051 0 0 0- 218.794 14 - 4 N2 -24.49 17.051 0 0 0 216.695' 15 4 Totals: -49.4 0 0: 16 4 COG (ft). INC NC NC 17 5 N1 -13.302 -8.895 01 0 0 116.246 18 5 N2 -13.098 8.895 0 0' 0 115.056 19 5 Totals: -26.4; 0 0 20 5 COG ft ; NC NC INC Member Section Forces (` t,4Pmhar I nha ` .Car. Aviclrkl v Shmrr4l 0 9h-ri,i T-,..n,_e1 v Ran a Mn 1 1 M1 1 45.028-1.572" 0 0 0 -6.23 2 2 43.782-1.572' 0 0 0 13.423 3 4- 1 M2' 1 45.025 1.572 2 43.779 1.572 0 0 0 0 0 0 6.233 -13.42' 5 6 1 M3 1 1.444 2 -1.444 7.068 -7.065 -' 0 0 0 0 0 0 28.016 28.012' 7 8 1 M4 1 5r914 2 4.937 3.016 -3.016 0 0 0 '-0 0 0 -17.862 11.695' 9 10 1 M5 1 5.915 3.016 2 4.937 3.016 0 0' 0 0 0 0 17.859 -11.697 11 12 1 M6 ' 1 3.016 2.937 2 3.016 -2.937 0 0 0 0 0 0 10.336 10.339 13 14 2 M1 1 4.257 .172 2 4.257 - .172 0 0 0 0 0 0 .635 -1.52- 15 16 2 M2 - 1 4258 - _ 2 4.258 -.172 -.172 0 0 0 0 0 0 -.635 1.52 17 18 2 M3 1 -1.198 2 -1.198 0 0 0 0` 0 0 0 0 .268 .268 19 20 21 2 M4 1' 4.257 2 4.257 2 M5 1 4.258 -1.026 -1.026 1.026 0 0 0 0 0 0 0 0 0 -1.788 8.266 1.788 22 2 4.258' 1.026 0 0 0 -8.266 23 2 M6 1 1.026 2.257 0 0 0 7.222 24 2 1.026 -2.258 0 0 0' 7.222 25 3 M1' 1 40.574 -2.411 0 0 0 -9.469 26 2 40.574 -2.411 0 0 0 20.662 27 3 M2 1 40.571 2.411 0 0 0 9.472 28 2 40.571 2.411 0: 0 0 -20.659 29 3 M3 1 .155 9.774 1 0 0 0 36.986 30 2 .155 9.771' 0 0` 36.982 31 3 M4 1 0 -2.256 0 0 0 -20.844 RISA-31D Version 16.0.1 ]E:\Dropbox (David S Paik)\RISA FILES\4 GENEVE\OMF.r3d] Page 1 The Structural documentation, Including calculatlon5, plans and detall5, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-1 2 Company PACO I & Engr. May 17, 018 IIIRISA b'Nn ber : GENEVE Checked2By: ,. �Ewcs;r,EK COWAWy. Model Name OMF-1 Member Section Forces (Continued) I r RA--k- I aK-I een w1a RLl „ ck-rui . ek-rui Tn. -rL_al „ nM . RA- 32 2 0 -2.256 0 0 0 1.26 33 34 3 " M5 1 2 0 0 2.256 2.256 0 0 0 0 0 0 20.842 -1.263 35 36 3 M6 1 2 2.256 2.256 0 0 0 0 0 0 0 0 1.26 1.262I 37 38: 4 M1 1 2 -17.051 -17.051 24.91 24.91 0 0 0 0 0 0 218.794 -92.581' 39 40 4 M2 1 2 17.051 17.051- 24.617 24.617: 0 0 0 0 0 0 216.6915 -91;013 41 42 4 - M3 1 2 13.387 13.387 -10.201 : -10.201 > 0 0 0 0 0 0 -115.221 11506` 43 44 4 M4 1 2 -6.85 10.997 -6.85 10.997 0 0 0 0 0 0 27.357 -80.413 45 46 47 4 r 4 M5 M6 1 2 1 6.85 11.155 6.85 11.155 11103 1 -6.85 0 0 0 0 0 0 0 0 0 28.765 -80.554 -77.245 48 2 11.103 '- -6.85 0' 0 " 0 77.386 49 5 M1 1-8.8955 13.302< 0 0 0 116.246 50 2 -8.895 13.302 0 0 0 -50'028 51 5 M2 1 8.895 13.133 0 0 0 115.056 52 2 8.895 13.133 -0. " 0 0 149.109 53 5 M3 1 7.458 -5.352 0 0 0 -60.454 54' 2 7.458 -5.352 0 0 0 60.372- 55 5 M4 1 -3.543 5.56 0 0 0 12.902 56 - 2 3.543 5.56 0 0 0 -41.582 57 5_ M5 1 3.543 5.654 0 0 0 13.738 2 3.543 5654 0: 0 0 -41676 18 9 5 M6: 1 5.64 -3.543 0 0 0 -39.943 60 1 2 5.64 -3.543 0 0 0 40.037 RISA-3D Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\4 GENEVE\OMF.r3d] Page 2 The Structural documentation, Including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MP-1 3 IF Company PACO Steel & Engr. May 17, 2018 '''R'SAA /► Desl 4:12 PM JobNumber : GENEVE A b Checked By: _ „NEM_„C„EM,,a,.,F;,N, Model Name OMF-1 Story Drift - X-Direction. Strength (By Combination) LC Sto Elevation Loc 2 X Story Driftfinl Drift Ratio % 2nd/1 st Ratio 1 6 N5 (22.3 ft) 0, 0 .901 .766 1.009 2 ` 6 N3 12.5 ft 0 0 1.139 759 1.012 - t' Seismic Load at Strength Level r Allowable Drift: ASCE 7-16, 12.12-1=0.025.hx / Cd = 0.025 x 12.5 x 12 / 3 =1.25>1.13 in OK Allowable Drift: ASCE 7-16, 12.12-1=0.025.hx k Cd = 0.025 x 9.8 x 12 / 3 =0.98>0.9 in OK i M L_ L L RISA-3D Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\4 GENEVE\OMF.r3d] Page 1 The Structural documentation, Including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-14 Project: 4 GENEVE Date: 05. 17.2018 PACO Location: NEWPORT BEACH, CA By: AA STEEL & ENGINEERING PACOMF Beam to Column Connection Design TThe heo connection n e tion Chapter n a5 BOLTED FLANGE PLATE (BFP) MOMENT CONNECTION in f ' p of A15C 355-1 6 (preauahfied connections for steel moment frames for 505mic apphcaticrs). r I I Protected zone = Sh + d Sh S, Shims, If required 6, II . Continuity and doubler 0 Single -plate web plates as required ; • connection i® s r I0 A i IICCII Shims, if required H� Fig. 7.1. Boltedflange plate moment connection. 5ection:Propertiee"for Section U5ed'A5 Beam - W I OX60 db:=10.2 in bn,:=,10.1 in tfb:=0.68 in tµb:_0.42 yn kb:= 341 in Zxb:-74.6 in Agb:=17.7 in ryb:=2.57 in i, Fyb:—,50 ksi Fub:_65 ksi Kdes.b:=1.18 in E:=29000 ksi _ L� The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames 5upphed by PACO Steel. MF-1 5 f' Project: 4 GENEVE Date: 05. 7.2018 PACO Location: NEWPOP.T BEACH, CA By: AA _I STEEL & ENGINEERING Section Properties For Section U5ed'A5 Column - W I OX I00 I d�: 11.1 in bf.i:=110.3 in tf,,:=1.12 in Kd,B :=1.62 in Zx 130 in Ag,- 29.3 in 2 tw,•=0.68 in Fyc:_50 ksi FUC:=165 ksi Plate Geometry +_ t pi •- 1 in b fpl :: 10.25 in Fyp,:= 50 k'si Fupl := 65 ksi Use PL I X 1 0 I /4' Gr._�O K51 for Top $ Bottom flange Plates Compute the probable maximum moment at the connection Ry:=!1.1 Seismic Provisions Table A3, I M :— 1.1 • U RY • Zxb • Fyb 4513.3 in -kip r 2- Determine the maximum bglt diameter. Rt:=1.1 Seismic Provi5lOns Table A3. I l b� I' dbolt.max:—�,�1- RY—^F bl- 1 in-1.04 in 2 // Rt'Fub 8 dbolt:=1 in Use 11 " A490 115D 3 Assume a flange plate thickness, tpl. tp1=1 in i, Fn,: 84 ksi AISCI Table J3.2 L. Ab=0.785 in2 _ gross area Of'5hear bolt r:— min n .:.: (F nv' A b 2.4 • F dbttb2.4 e ub' olt' , ' Fupl' dbolt'tpl) = 65.94 kip _. The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames 5upphed by PACO Steel. MP- I G r Project: 4 GENEVE j� Location: NEWPORT BEACH, CA 4- Calculate the shear force at each end of'the beam. Lo:=282 in CL. to CL. of columns C-' L_, 2-MU Emh:= L =33.32 kip f Vconn.:=(1.2+0.2 Sj Date: 05. 1 7. 20 18 By: AA Lo—d�=270.9 in D kip V8hear.wa11:=0 kip, SnS:= + 0.5 • VLL + Emh+ Q • VShear. Wan = 48.23 1 PACO STEEL & ENGINEERING 5- Compute the expected beam moment at the face of thej column. Mf:= MU=4513.3 in-kipl _ G- Compute the probable force in the flange, Fpr,'due to Mf Fpr:= Me _402.97'kig ab+tpl 7- Calculate the number of shear bolts, nvb,: required in each beam flange as follows: F pr =:79 nvb.req'=6. i n,b:.8_ Use (8) 1 " A490 H55 asshear bolts 8- Check that the thickness of the flange plate is adequate tpl.miFpr =0.79 in _._ n'— (�dFypl.' bTpl 2.5 The Structural documentation, including calculations, plans and details, provided by PACO are for the 1 sole purpose of the Moment Frames supplied by PACO Steel. MF-1 7 k r. Project: 4 GENEVE Date: 05. 17,2018 PACO r Location: NEWPOP.T BEACH, CA By: AA STEEL & ENGINEERING Section Properties For Section Used As Column - W I OX 100 do:=11.1 in Zxo:=130 in Fyo := 50 ksi bfo:=10.3 in tf,:=1.12 in K&,x:=1.62 in Ago:=29.3 in tw,:=0.68 in F o:=65 ksi Plate Geometry tpl :=1 in bfpl :=10.25 in Fypl := 50 kai F„pl := 65 ksi Use PL I " X 10-1 /4" Gr. 50 KSI For Top * Bottom flange Plates I - Compute the probable maximum moment at the connection Ry:=1.1 Seismic Provisions Table A3. 1 MU:=1.1 • Ry • Zxb • Fyb= 4513.3 in -kip 2- Determine the maximum bolt diameter. Rt:=1.1(kbHY l\ `JelSmic Provisions Table A3. 1 dbolt.ma := Zs' 1—rYl—$ zn=1.04 zn t ub /J dMt:=1 in Use I " A490 HSB 3 Assume a flange plate thickness, tpl. tp1=1 in F ,:=84 ksi AISC Table J3.2 Ab=0.785 in gro55 area of Shear'bolt r„:= min (F.,•Ab,2.4•Fub•dbott•tfb,2.4•F p1•dbolt-tpl)=65.94 kip The Structural documentation, including calculations, plans and details, provided by PACO are for the - Sole purpose of the Moment Frames supplied by PACO Steel. MF- I G r- Project: 4 GENEVE I Location: NEWPOPT BEACH, CA Date: 05.17.2018 PACO By: AA STEEL & ENGINEERING 4- Calculate the shear force at each end of the beam. r. L0:=282 in CL. to CL. of columns Lf:=L0—de=270.9 in 2• Emh := = 33.32 kip LMU i f VDL:=7 kip VLL:=10 kip VShear.WW1:=0 kip SDS:=1.08 52:=2.5 Vconn.:=(12+0.2 SDS)•VDL+0.5•VLL+Emh+Q•Vseear.Wnu=48.23 kip 5- Compute the expected beam moment at the face of the column. Mf:=MU=4513.3 in -kip 6- Compute the probable force in the flange; Fpr;,due to Mf Fpr:=. Mf=402.97 kip db+tpl 7- Calculate the number of shear bolts, nvb, required in each beam flange as follows: (1)n;=0.9. �)d=1.0 - nvb.req °= Fpr = 6.79 4).r n,,b:=8 Use (8) 1"A490 H5Bas shear bolts 8'- Check that the thickness of the flange plate is adequate tpl.minFpr =0.79 in '. �d• Fypl • bfpi . = "OK" The Structural documentation, including calculations, plans and details, provided by PACO are for the -- sole purpose of the Moment Frames supplied by PACO Steel. MF-1 7 Project: 4 GENEVE Date: 05. 17.2018 PACO Location: NEWPORT BEACH, CA By: AA STEEL & ENGINEERING 9- Check the flange plate for the limit 5tate of tensile rupture gvb = 5 in dbht:=dbolt+ 116 in=1.06 2n diameter of the holes Inflange plate Svb:=3 in Spacing of shear bolts connecting plate to beam flange r nvb Lvb:=Svb 2 —1 =9 in Wwhit:= 2 • Lib • tan.(30. °) +gib=15.39 in tpl.minl �' Fpn. =0.79 in based on yielding min (b5,i, Wwh,t) • -$'a • Fypi of the flange plate tpi.min2:= Fnr =0.85 in based on. fracture ¢o • Fnpt • min (bfp„ Wwhit) —2 dbht) of the flange plate ! t.I..n=0.85 in controls 1 O- Check the edge block shear for beam flange Lhb:=2.5 in e:= byy, 2 gvb =2.55 in shear bolt edge distance parallel to column flange i Agv; �( 2b 1 Svb+Lehbl•tfb 7.8 in2 gross area Subjected r/ l to Shear Anv:=Agv— I 2b — 2 (dboit+ 16 in) • tn,J = 5.3 in net area subjected to CC 5hear 1 - Ant:=(e— 2 •(db.lt+ 1 16 inll•tn,=1.4 in2 net area 5ubjected to /JJ ten51on Ube :=1 Rn1:=0.6•Fnb•Anv+Ubs•Fnb•Ant =295.6 kip L The Structural documentation, includmg calculations, plans and details, provided by PACO are for the --- sole purpose of the Moment Frames supplied by PACO Steel. MF- 18 f Project: 4 GENEVE Location: NEWPOPT BEACH, CA R„2:=0.6•F b•A +U F A 323.8 kip f RR "n.blockshear'= (min (R. , , R'n2)) = 295.6 kip cp := 0.75 �)R a= 2 cp • Rn,blockshear = 443.4 kip . = «OK» Date: 05.17.2018 PACO By: AA STEEL & ENGINEERING For both 5ide5 of beam flange I I - Check the edge block shear for flange plate Lehp:= 1.5 in bfpl -gib - e:= 2 =2.63 in shear bolt edge distance parallel to column flange Age:= I(2b —1) • Svb+Lehp I • tp1=10.5 in2 gross area Subjected to shear ( 1 l Anv:=Age- �I nvb Z — 2 I • I ( dbolt+ 1 16 in • tpl� =.6.8 in2 net area 5ubfected to 1 / ` shear rr Ant:=e— 1 2 •Idb.lt+ 1 16 inll•tpl=2.1 in2 net area 5ubJected to /// tension Ubs ='1 Ra1:= 0.6 . Fnpl • Anv + Ubs' Fupl • kt = 400.6 kip Rn2:=0.6•Fypl•Agv+Ubs•Fupl•Ant=451.1 kip Rn.blockshear:= (min (R„1, Rn2))=400.6. kip 0:=0.75 OR„:=2 O•Rn.blockshear=600.8 kip For both 51de5 of flange plate — 'OK The Structural documentation, including calculations, plans and details, provided by PACO are for the Sole purpose of the Moment Frames Supplied by PACO 5teel. MP-1 0 Project: 4 GENEVE Date: 05. 1 7.2018 PACO Location: NEWPOPT BEACH, CA By: AA STEEL & ENGINEERING 1 2- Check the block shear of flange plate for the region bounded between two rows of bolts nvb=8 number of bolts used (/ll Agv:=2 II nib 2 1J•Svb+Lehpll •tp1=21 in gross area subjected to shear Anv:= 2 (Agv — ((— b— 2• dboit+ 16inl • tpil =.34.6 in2net area subjected to shear rI/ 1 / I Ant:=lgvb-ldbolt+ 16 in))-tpi=3.9 in2 net area subjected to tension Ubs:=1_ 1` JJJJ Rn1:=0.6•Fup1•Anv+Ubs•Fnp]•Ant =1603.9 kip Rn2 := 0.6 • Fypl • Agv +Ubs Fupl • Ant = 885.9 kip Rn.blockshea := min (Rn11 Rn2)) = 885.9 kip 4):= 0.75 �Rn 1= �). Ra.blockshear = 664.5 kip =«OK„ 1 3- Check the flange plate for the limit states of compression bucklmg S1:=3 in distance between the face of the column and the first row of bolts at beam flanges ry.pl:=—=,0.29 in 12 kl := 0.65 S1=1.95 in k1 = 6.75 ry;pl 4)P,,=461.25 kip ..="OKn The Structural documentation, mcluding calculations, plans and details, provided by PACO are for the L. sole purpose of the Moment Frames supplied by PACO Steel. MF-20 r Project: 4 GENEVE Date: 05, 1 7.2015 1 Location: NEWPOPT BEACH, CA By: AA 14- Check the bearmg strength of the beam flange PACO STEEL & ENGINEERING dbolt=1 in'. used shear bolt diameter Lin:=Svb—I ((1dbolt+ 16 in))=1.9 in clear spacing of two rows of holes it is appropriate to assume that deformation at the bolthole is a design consideration for the seismic loading. R„l:=?nin(1.2•Lol•tfb.Fnb,2.4•dbolt•tfb.Fnb)=102.8 kip A15C (J3-Ga) Bearmg strength of bolts is based on spacing except first two bolt which will be based on edge distance Lo2 =Lebo-(1- Idbolt+ 6 in))=2 in distance from edge of first row of `\ I/JJ holes toend of beam flange R,2:= min (1.2•42•tfb•Fnb,2.4•dbolt-tfb•Fnb)=104.4 kip A15C (J3-6a) �) := 0.75 Thus, Bearing strength for total number of bolts is: OR. •= 0 . (Rnl - (nvb — 2) + 2 Rn2)=;619.1 kip , _ «OK„ _— 1 5'- Design the shear plate connection `. Vconn.=48.23 kip c Use 5/ 1 6" fillet weld to connect the shear plate to column flange 5 V.M. tweld := 16 in weld := 2 tweld' 0.75.0.6.70 ksi • 0.707 = 3.47 2n The connection is designed as extended shear connection per A15C tables 10-10 as smgle-plate connection ` 4)rn:=55.4 kip A15C table 10-10 b Use PL 7/ 1 G" X 5" X 7-1/2" Gr. 50 K51 For Shear Plate With (2) 1 " A400 H55 i_. The Structural documentation, including calculations, plans and details, provided by PACO are for the - sole purpose of the Moment Frames supphed by PACO 5teel. MF-2 1 Project: 4 GENEVE Location: NEWPORT BEACH, CA I G- Check continuity plate requirement .. = "Use Continuity Plates" Use 3/4" Gr.50 k5i continuity plates Date: 05, 1 7,2015 PACO By: AA STEEL & ENGINEERING 1 7- Check column panel zone For Exterior Column R":=- Mf 474.09 kip db- tfb �)V:=1 Pr:=52 kip PC:=0.9,FYC•AgC=1318.5 kip 5mce the effect of panel -zone deformation on frame Stability 15 not considered in the analy515: (i) For Pr 5 0.4 Pc Rn1:=0.6•FYC.dc'twc=226.44 kip: (n) For Pr S 0.4 Pc - R"y = 0.6 • FYC • dC • two • (1.4=PC 1= 308.09 kip 1 ------------------ >0,•R"=226.44 kip . = "No Good, Doubler Plate Required" Use (2)-3/8" thick:grade 50 K5i doubler plate. tdoubler:= 0. 75 in - "Doubler Plate OK per E 3-7" "Column Web OK per E 3-7" (�v • R = 476.19 kip AISC 34 1-10 , E - Ge . = ::OK» The Structural documentation, including calculations, plans and details, provided by PACO are for the L- sole purpose of the Moment Frames Supphed by PACO Steel. MF-22 /Protect: 4 GENEVE Location: NEWPORT BEACH, CA Date: 05. 1 7, 2015 By: AA STGINEER NG With reference to computer out -put, the values of end reactions for Joints N I and N2 for different load cases are as follows: Joint N I Joint N2: PDLl:=45 kip (ASD, Including PDL2:=45 ki frame self -weight) (ASD, Including PRLLl :=4.3 ki p (ASD) - PRLLz:=4.3 kip. frame fame self -weight) (ASD) PLL1 =40.6 kip (ASD) PLr2:=40.6 kip (ASD) PEQI :=17.1 kip (LRFD) PEg2:=17.1 kip (LRFD). ' VEQ1:= 24.7 kip (LRFD) vEg2:=24:7 kip (LRFD) Pwindl:=8.9 kip (LRFD) Pwind2 =8.9 kip (LRFD) VWindl:=13.2 kip (LP FD)` vwina2:=13.2 kip (LRFD) Given: SDS:=1.08 SE:=2.5 For Joint N I Pul.l:=1.2 PDLi+1.6 PLLi+0.5 PRLL1=121.11 kip ` PU2.1:=1.2 PDL1+1.6 PR.LL1+0.5 PWindi=65.33 kip PU3.1:=1.2 PDr,1+0.5 PLLl+0.5 PRLL1+1.0 Pwiudi=85.35 kip PU4.1:= (1.2 + 0.2 SDS) PDLi+0.5 PLLl+Q-PEQ1=126.77 kip PU.maxi2= Max (PULI1 PU2.1,PU3.1,PU4.1)=126.77 kip Controlling compressive force Joint N I at TU.Seismic.1 := l (0.9 - 0.2 SDS) PDLI - 0 • PEgl l ._ TU.wind.l := I0.9 PDL1-1.0 Pwindl TU.Seismic.1=11.97 kip ---._-� TU.wind.1=0 kip The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-23 r - Project; 4 GENEVE Location: NEWPOPT BEACH, CA Txn1:= max (TU.Seismic.1 r TU.Wind.1) =11.97 kip Date: 05, 1 7.2018 PACO By: AA STEEL & ENGINEERING Controlling uplift force at joint N I ' VU.Seismie.1:=D,VEQ1=61.75 kip VU.Wind.l:=1.0 • VWindl = 13.2 kip V.,:= max (VU.Seismi,1,Vu.Wind.1)=61.75 kip Controlling shear force at joint N I _ Porjoint N2: PU2.1:=1.2''PDL2+1.6 PLL2+0.5 PRLL2=121.11 kip PU2.2:=1.2 PDL2+1.6 PRLL2+0.5 PWind2=65.33 kip PU2.3'=1.2IPDL2+0.5 PLli2+0.5<PRLL2+1.0 PWin02=85.35 kip PU2.4:= (1.2 + 0.2 SDS) PDL2+0.5 PLL2 + Q - PEQ2 = 126.77 kip PU.ma 2:=max(PU2.1ePU2;2rPU2.8>PU2.4)=126.77 kip Controlling compre55ive force at joint N2 TU.8eismic.2:= I (0.9 — 0.2 SDS) PDL2 - n • PEQ2I . TU.Wind.2:=10.9 PDL2-1".0 PWind2) Tu Seismic 2 =11.97 kip Tu.Wind.2=0 kip Tm2:=max (TU.Seismic.2 e Tu:Wind.2) =11.97 kip Controlling uplift force at joint N2 Vu.9eismic,2:=0•VEQ2=61'.75 kip VU.Wind.2:=1.0-VWM2=13.2 kip Vm2:=max (VU.Seism1c.2 I VU.Wind.2) =61.75 kip Controlling Shear force at joint N2 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames Supplied by PACO Steel. MP-24 r Project: 4 GENEVE Location: NEWPOPT BEACH, CA Hence, the governing design loads are: Date: 05.17.2016 PACO By: AA STEEL & ENGINEERING PU,max:=max (Pu.maxlePu.max2)=126.77 kip Governs betweenjoint5 N 18 N2 Tm:= max (T., I Tm2) = 11. 97 kip Governs betweenjoint5 N I * N2 Vm:= max (Vm1,Vm2)=61.75 kip Governs betweenjoint5 N I * N2 The Structural documentation, mcludincg calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames Supplied by PACO 5teel. MF-25 OR ,dEACFi, CA !7LW Q INEERING ana Hnchor�'Or oncentricAxial Com resswe anBaseplate and the relevant anchord Tension Loads and ACI 3 15- 14 Chapter 1 7, res ge are designed in accordance pertively. with AISC Design Guide # I For plate I " x 12 positioned inside the olumrn�e 50 Ksi with (4) 1 " ASTM F 155 strength of the pofile with a 4.0 inch 4 Grade 55 Ksi anchor rods plate is determined as follows: square pattern, the available moment I - Design of base plate for tensile loads of (Tu) due (Tu/rod)—(ru),tota1/4 and Em=Qo,Eh to amplified seismic load , where It is conservatwely assumed base the tensile loads in the rods Plate about the web of the column. ds generate one way be (See bendmnding in the g lines shown in Figure L)` N d. BASE Sz d�--- PLATEPACO -- - 1 -COLUMN ANCHOR - -- -- ROD Ffoure 1 . Rod Load Distribution The required moment strength of the plate e column web face, quals the rod force times the lever arm to the 5:=4 in tweb:= 0.68 in Lever.arm:=(S_ t__eb l2 2=1.66 in beff The effective width of base of the web. plate for resistmg required Usmg a 45 dthe req moment: strength at the face egree distribution for rod loads, beff:=2•Lever.arm=3.32 in db :=1 in tpi:=1 in Date: 05. 1 7.201,5 am The Structural documentation, including calculations, pans and details, sole purpose of the Mol ment Fra provided b mes supplied by F ACC) Sra y PACO are for the Date: 05. 1 7.2018 6' NCH, CA Z 'Jeff • ry>I } z " 3 4 = 0.83 in Fn,:=50 ksi For Plate M°`Z•Fm 4)=0.9 tb•M =37.35 in -kip T O . M' u.Rod'=Lev—=22.5 kip er.arm T..total := 4 • T,,.Red = 90 kip .="OK„ For 5mcgle Rod By: AA Therefore, the plate I " x 1 2" x 1 2' " adequate for ten5ile load of Tu.total=90 Ki5 For weldmg the column web to the base plate p Max.weld.load:= T°.Rod = 6.78 kpi boft Using 5/ 1 G" fillet weld with E70 electrode and using the 50% directional mcrea5e tweed `= 5 5 in Fw = 70 ksi 16 "R, := 0.75.1.5.0.6 • Fw • 0.707 • tweld = 5.6 kpi -- — _— V,,=61.75 kip ]weld'= V. 2 tWefd . 0.75.0.E y F;. 0.707 — 4.44 in Check ColumnWeb: web.5tre55 = Force per inch/Area of web per inch web.stress:= 2•Max•weld.load tweb --=19.93 ksi Fyo:=50ksi 0.9•F ye=465.95 ksi -- required weld length for connecting column web to the base plate u5ncg double sided fillet weld STGINE ERING The Structural documentation, includmg calculations, plans and detai15, provided by PACO are for the sole purpose of the Moment Frames Supplied by PACO Steel. NAP n-> ✓E Date: 05. 1 7.201 a #PORT BEACH, CA BY: AA STEELGINEERING 2- Design of base plate for compressive loads: Conservatively, consider the ratio of the concrete to base plate area is 50 Ksi and fc of concrete is 3.0 K5i, is unity. F y of base plate The required strength of the base plate can critical base plate e be determined as M 1=(fpu.L ^ 2)12 where the cantilever dimension, L, is the er of m, p 9 nand An. (See Figure 2) _ d �_ t ' _ mbrn a �... _ Assumetl n c m41 Bonding C Lune a . r — p.-_ 09Sdc nr Ip (a) Assumed Bearing ssumed Bending Stress (b) A Lines. (c) Base Plate Design Moment Determination Figure 2. Design of Base Plate with Axial Compressive Load of Pu PU.maz= 126.77 kip • B:=12 in N:=12 in bf:= 10.3 in d.:= 11.1 in f .:= 3000 psi lb�-PP:=0.65.0.85•f,.B.N=238.68kip VA2A1= � 1 , Conservative Assumption. N-0.95 d m;_ 2 0.73 in B-0.8 bf n := 2 =1.88 in d •b n `-'-'-c -t =2.67 in 4 X:— 4c_l PU.max (f�s� I' =0.53 (d�+b J �°.PP The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. Project: 4 GENEVE Location: NEWPOPT BEACH, CA Tm=11.97 kip Date:05.17.2018 By: AA STEEL " EtCp := 24 in Eiaft := 24 in S1:= 4 in Ebutt:=24 in Eright:=24 in S2 =4 in The ACI concrete breakout design strength (using equation for lief >'I I m) for 3000 Psi concrete is hef:=18 in 41mN:=1 No eccentricity in the connection = ACI 318-14, 17.4.2.4 L ( Ca.min' 1 to 1 7.4.2.7 X = 0.7''+ 10.3 • 1 aa.N :-- ` 1.5• hef J glc.N:=1 Concrete cracking is likely to occur fief =16 in: effective embedment length used in calculation Nb=89.03 kip ACI 315-14, 17.4.2.2a 2b' ANCO:= 9 • heft = 2304 in ANC:= (Etop+Sl+EbCtt) • �-left+S2+E ight)=2704 in' The critical edge distance is ANc 1,5 hef ... Ncbg:= ' qlec.N' lfed.N.' gfaN' qlcp.N • Nb = 104.49 kip ANC r) := 0.7 0.75 •, • N6g = 54.86 kip ACI 3 1 8-1 4, 17.4.2. 1 b _ "Concrete breakout of anchor intension is OK" The Structural documentation, including calculations, plans and details, provided by PACO are for the l-- sole purpose of the Moment Frames suppled by PACO Steel. MF-30 AEVE *WPORT BEACH, CA Determine_ oui� Lout st Date:05.17.2018 By: AA STEEL &ENGINEERING fl� =3 ksi cp:=0.7 17.3.3, Condition B n_¢ Np:=Tm=11.97 kip Np Abrgx q'= ;1, '— ;—=0.18 in Per bolt rp.N•8•f.•n Abrg-1 5 ant Bearing area of heads and nuts provided ---- = - Determine concreteside-fablowout stren th (ACI 3 18-1 4 1 7.4.4.2 2.5 • Ca.min = 60 in het=16 in "Not Applicable" Therefore, Use (4) 1 " ASTM. F 1 554 Grade 55 .heavy hex head anchor rods. The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. _