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RC-07-19-1576 STRUCTURAL CALCULATIONSMORALES RESIDENCE 1298 NE 95 STREET MIAMI SHORES, FL 33136 STRUCTURAL CALCULATIONS Job. No. H190720 July 8, 2019 NOC www.yhengineering.com y4a � 1AA � ,Q a �` � � � • . •�� 1, . , 1Coassef•H.- Hachen3• PhD', P.E. P.E. License Na: 43302 99 NW 27 AVE Miami, Florida 33125 (305) 964-'YHCE y_hCayhenpineerinq.com 230 Pages CS12 Ver 2013.07.01 YHCE, Inc. 99 NW 27th AVE Miami, FL 33125 305-969-YHCE JOB TITLE Morales Residence 1298 NE 95th st. Miami Shores, FL.33138 JOB No. H190720 SHEET NO. CALCULATED BY JM CHECKED BY Y.H. STRUCTURAL CALCULATIONS FOR Morales Residence 1298 NE 95th st. Miami Shores, FL.33138 DATE DATE www.struware.com Morales Residence 2 TABLE OF CONTENTS DESCRIPTION PAGES • Wind loads design ...................................................... 3-7 • 8" masonry wall design "out of plane".. • Etabs report ............................................................. 1 5-28 • Steel column design...................................................29-52, • Concrete beam design...................................................53-74. • Masonry wall design..................................................75-105 • Concrete slab design.................................................106 -151 • Footing design........................................................152-230 Morales Residence YHCE, Inc. 99 NW 27th AVE JOB TITLE Morales Residence 3 1298 NE 95th St. Miami Shores, FL.33138 Miami, FL 33125 JOB NO. H190720 SHEET NO. 305-969-YHCE CALCULATED BY JM DATE CHECKED BY Y.H. DATE www.struware.com Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = I I Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressure Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.00 / 12 0.0 deg Building length (L) 54.7 ft Least width (B) 43.3 ft Mean Roof Ht (h) 39.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf Floor: Typical Floor N/A Partitions N/A Morales Residence YHCE, Inc. 99 NW 27th AVE Miami, FL 33125 305-969-YHCE JOB TITLE Morales Residence 4 1298 NE 95th st. Miami Shores, FL.33138 JOB No. H190720 SHEET NO. CALCULATED BY JM DATE CHECKED BY Y.H. DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category D Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 1.216 Kin case 2 1.216 I Type of roof Monoslope Vr<ZA z t..� �^Speed-up Topographic Factor Kzt V(Z) x(upwind) T x(downwind) Topography Flat Y r Hill Height (H) 0.0 ft H< 15ft;exp D Hl2 l i Half Hill Length (Lh) 0.0 ft Kzt=1.0 Lh HJ2 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 0.0 ft V(Z) Bldg up/down wind? downwind Zjk H/Lh= 0.00 K, = 0.000 Speed-up V(Z) x/Lh = 0.00 K2 = 0.000 x( *nd) x(downwind) W. 4 z/Lh = 0.00 K3 = 1.000 ; H/21 H At Mean Roof Ht: s f LIi H / 2 Kzt = (1+KiK2K3)A2 = 1.00 •° 2D RIDGE or3D AXISYMMETRICAL HILL Gust Effect Factor h = 39.0 ft B = 43.3 ft /z (0.6h) = 23.4 ft Rigid Structure e = 0.13 l = 650 ft Zmin = 7 ft c = 0.13 9Q, 9V = 3.4 LZ = 622.7 ft Q = 0.92 Iz = 0.13 G= 0.89 use G=0.85 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 = 0.90 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamicaliv Sensitive Structure Natural Frequency (nj) = 0.0 Hz Damping ratio (R) = 0 /b = 0.80 /a = 0.11 Vz = 197.6 N1 = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 q = 0.000 RL = 28.282 r) = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 39.0 ft Morales Residence YHCE, Inc. 99 NW 27th AVE Miami, FL 33125 305-969-YHCE JOB TITLE Morales Residence 5 1298 NE 95th St. Miami Shores, FL.33138 JOB NO. H190720 SHEET NO. CALCULATED BY JM DATE CHECKED BY Y.H. DATE Wind Loads - MWFRS all h (Enclosedipartially (Enclosed)partially enclosed 2n1yj Kh (case 2) = 1.22 h = 39.0 ft GCpi = +/-0.18 Base pressure (qh) = 48.6 psf ridge ht = 39.0 ft G = 0.85 Roof Angle (0) = 0.0 deg L = 54.7 ft qi = qh Roof tributary area - (h/2)*L: 1066 sf B = 43.3 ft (h/2)*B: 845 sf N-1-1 Wind GIIrfnrP PrPSSijrPC in&fl Surface Wind Normal to Ridge B/L = 0.79 h/L = 0.90 Wind Parallel to Ridge L/B = 1.26 h/L = 0.71 Cp ghGCP w/+q;GCP; w/-q,GCpi Dist.` Cp ghGCP w/ +q;GCp; w/ -ghGCP; Windward Wall (WW) 0.80 33.1 see table below 0.80 331 see table below Leeward Wall (LW) -0.50 -20.7 -29.4 -11.9 -0.45 -18.5 -27.3 -9.8 Side Wall (SW) -0.70 -28.9 -37.7 -20.2 -0.70 -28.9 -37.7 -20.2 Leeward Roof (LR) ** Included in windward roof Windward Roof: 0 to h/2* -1.01 -41.8 -50.6 -33.1 0 to h/2* -0.97 -40.1 -46.9 -31.4 I h/2 to h* -0.74 -30.6 -39.3 -21.8 h/2 to h* -0.81 -K.7 -42.4 -24.9 h to 2h* -0.66 -27.29 -36.04 -18.53 h to 2h* -0.59 -2•:.2 33.0 -1 E 4 "Root angle < 1 U degrees. I neretore, leeward MOT is included in windward roof pressure zones. z Kz Kzt 0 to 15' 1,03 1.00 20.0 ft 1.08 1.00 25.0 ft 1.13 1.00 30.0 ft 1.16 1.00 h= 39.0 ft 1.22 1.00 r10 rIZVPkal U1S WI Gt! II X:I V InUWUPU F'uytZ For mnroslona roofs, entire roof surface is eitierwindwarc: or It-eward surface. )St) Combined W W + LW Windward Wall Normal Parallel gzGCp w/+q;GCp; w/-ghGCpi to Ridge to Ridge 28.0 19.3 36.8 48.7 46.5 29.4 20.7 38.2 50.1 48.0 30.6 21.9 39.4 51.3 49.1 31.6 22.8 40.4 52.3 50.1 33.1 24.3 41.8 53.7 51.6 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt I q (Ipsl) 0.0 h 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) : 33.1 psf (upward) LR SlvLW sw -W L wam iPFCFtON VMM NOMAAL TO RIDGE WR WR �P-R L! SW ww Y wam n>REeao:F k{¢> PAP.ALLEL 7'O PIDL E LW fsw WR SW warn acme:n�r�? srP;�nL wainy�rsm<E� Morales Residence YHCE, Inc. JOB TITLE Morales Residence 6 99 NW 27th AVE 1298 NE 95th St. Miami Shores, FL.33138 Miami, FL 33125 JOB NO. H190720 SHEET NO. 305-969-YHCE CALCULATED BY JM DATE CHECKED BY Y.H. DATE Wind Loads - Components & Claddinq : h <= 60' Kh (case 1) = 1.22 h = 39.0 ft Base pressure (qh) = 48.6 psf a = 4.3 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 Nominal Wind Pressures GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 1 50 sf 100 sf 400 sf 68 sf -1.18 -1.11 -1.08 -57.4 -54.0 -52.5 -52.5 -53.3 -1.98 -1.49 -1,28 -96.3 -72.5 -62.3 -62.3 -67.9 -2.98 -1.79 -1.28 -144.9 -87.1 -62.3 -62.3 -75.9 0.48 0.41 0.38 23.3 19.9 18.5 18.5 19 3 -1.70 -1.63 -1.60 -82.7 -79.3 -77.8 -5ri.9 -78 6 -2.80 -1.40 -0.80 -136.2 -68.2 38.9 -38.9 -54.S Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal oressure of 8.8 psf Parapet qp = 0.0 psf Surface Pressure (pLf)_ Us -,rini.ut Solid Parapet Pressure 10 sf 1 100 sf 500 sf 20 sf CASE A = pressure towards building (pos) CASE A: Interior zone: 0.0 0.0 . . . . 1 9.0 0.0 CASE B = pressure away from bldg (neg) Comer zone: 0.0 0.0 0.0 (1 0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 L.0 Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +I- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 110 sf 33 sf -1.17 -1.01 -0.90 -56.9 -49.2 -43.8 -48.9 -52.9 -1.44 -1.12 -0.90 -70.0 -54.6 -43.8 -53.9 -62.0 1.08 0.92 0.81 52.5 44.8 39.4 44.5 48.5 Note: GCp reduced by 10%n due to roof angle <= 10 deg. Morales Residence YHCE, Inc. JOB TITLE Morales Residence 7 99 NW 27th AVE 1298 NE 95th St. Miami Shores, FL.33138 Miami, FL 33125 JOB No. H190720 SHEET NO. 305-969-YHCE CALCULATED BY JM DATE CHECKED BY Y.H. DATE Roofs w/ a <_ 10' and all walls h>60' I Monoslope roofs 10°<es30° h 5 60' & alt design h<90' Location of C&C Wind Pressure Zones Walls h <_ 60' & alt design h<90' p Multispan Gable & Gable 7° < 6 < 45' Nominal Wind Pressures a �a 2a — — — — 3 � 2 � I I I I I I I 10 0 Gable, Sawtooth and Multispan Gable a <_ 7 degrees & Monoslope roofs Monoslope <_ 3 degrees 3° < 05 1 o h 5 60' & alt design h<90' h <— 60' & alt design h<90' f Iti2 f'I Ia Stepped roofs 6 <_ 3° h<_60'&alt de i nh<90. orales Residence Hip 7° < 0 s 27' Sawtooth 10' < e <_ 45' h 5 60' & alt design h<90' YHCE, Inc. 11UNA WYoussef Hachem Consulting Engineering o E 99 NW 27th Ave www.yA@ngrerarfna.cam Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com #/90, 2 , (17P Ae*,-ON1460 JOB SHEET NO. Vr OF CALCULATED BY DATE `T.�/]` CHECKED BY • -+ _ --T DATE SCALE L Z_ rz,s' _ S`2,o� sF wG reJ6 '� ff/ ,� S —4 3 P SF cd a bts Grr [ (11 M �, 4 _ — SS : c 9- NSF Morales Residence Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & ' 9lock" selection. .lock Line 6 Printed: 21 MAY 2019, 2:59PM ne = Y:120IMISCiH190720 {Morales Residenw)TESIGN PHASE1CalwlatfnnslEnerralelCALCS.ec6 Masonry Slender Wall soareoopYNht1N>_RCALC,INC. 1983-2018,SOW: 10.18.10.Z5. L Description : 8" Masonry wall Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 pal Rebar "d" distance Em =1'm' — 900.0 Lower Level Rebar ... Max % of P bal. = 0.1116 Bar Size # Bar Spacing Grout Density — 140 pcf Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 12.5 ft ] B Parapet height = 0.0 ft B Wall Support Condition Top & Bottom Pinned Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out-of-pla,le Def, Ratio = 0 3.8125 in Minimum Vertical Sted % = O.12020 6 32 in Roo(Ai,: i.&.. A f I F 1W AJLWr , o,, Lateral Loads Wind Loads: Seismic Loads Full area WIND load 85.67 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 0 psf Fp 1.0 = 0.0 psf I iJ Morales Residence Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & T 'lock" selection. dock Line 6 _ Masonry Slender Wall Description : 8" Masonry wall DESIGN SUMMARY Governing Load Combination. . PASS Moment Capacity Check +0.90D+W+E PASS Service Deflection Check W Only PASS Axial Load Check +1.20D+W PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t k k 0.000 0.000 0.000 0.000 1+0.50W at 5.83 to 6 25 0.464 17.640 .,J+W at 5.83 to 6.25 0.464 17.640 +0.90D+W+E at 5.83 to 6.25 0.348 17.640 0.000 0.000 0.000 0.000 Design Maximum Combinations - Deflections Project Title: Engineer: Project ID: Project Descr: Fde=Yi20191MISCHIW120(Morales Resld Software Printed: 21 MAY 2019, 2:59PM ENERCALC, INC.1988-2018, Build:10.18.10.25 . Results reported for "Strip Width" of 12.0 in Actual Values. . . ' Allowable Values ... Maximum Bending Stress Ratio = 0.6342 Max Mu 1.692 k-ft Phi' Mn 2.668 k-ft Actual Defl. Ratio U 162 Allowable Defl. Ratio 150 Max. Deflection 0.9242 in Max Pu I Ag 7.891 psi Max. Allow. Defl. 1.0 in Location 6.042 ft 0.Z * fnl 300.0 psi Controlling Aslbd 0.003607 Aslbd €.1116 rho bal 0.1116 Maximum Reactions ... for Load Combinatior . . Top Horizontal W Only 0 5354 k Base Horizontal W Only G.5354 k Vertical Reaction D Only 0.7250 k Mcr Mu k-ft k-ft 0.00 0.00 0.00 0.00 0.46 0.84 0.46 1.70 0.46 1.69 0.00 0.00 0.00 0.00 Axial Load Moment Values Load Combination Pu Mcr Mactual k k-ft k-ft 0.000 0.00 0.00 +D+0.60W at 6.25 to 6.67 0.362 0.46 1.01 +D+0.450W at 6.25 to 6.67 0.362 0.46 0.76 +0.60D+0.60W at 6.25 to 6.67 0.217 0.46 1.01 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 W Only at 6.25 to 6.67 0.000 0.46 1.67 0.000 0.00 0.00 Reactions - Vertical & Horizontal Load Combination Base Horizontal D Only 0.0 k +D+0.60W 0.3 k +D+0,450W 0.2 k +0.60D+0.60W 0.3 k +D+0.70E 0.0 k +r - n 5250E 0.0 k J+0.70E 0.0 k W Only 0.5 k Results reported for "Strip Wic:t:t, 12 in. Phi 0.00 0.00 0.90 0.90 0.90 0.00 0.00 Moment Values 0.6 * Phi Mn As As Ratio ncc t-E-' k-ft n^2 0.00 0.000 0.0000 0.0000 0.00 0.000 0.0000 0.0000 2.70 0.165 0.0036 0.1114 2.70 0.165 0.0036 0.1114 2.67 0.165 0.0036 0.1115 0.00 0.000 0.0000 0.0000 0.00 0.000 0.0000 0.0000 Results reported for "Strip Width" = 12 in. Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio in^4 1n14 in^4 in 0.00 0-00 0.000 0.000 0.0 342.40 31.94 32.678 0.426 352.0 342.40 31.94 34,084 0.232 645.4 342.40 31.60 32,342 0.427 351.4 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.000 0.000 0.0 342.40 31.08 31.220 0.924 162.3 0.00 0.00 0.000 0.000 0.0 Results reported for "Strip Width" = 12 in. Top Horizontal Vertical @ Wall Base 0.00 k 0.725 k 0.32 k 0.725 k 0.24 k 0.725 k 0.32 k 0.435 k 0.00 k 0.725 k 0.00 k 0.725 k 0.00 k 0.435 k 0.54 k 0.000 k 10 Morales Residence JOB '16 YHCE, Inc. IeIAYoussef Ha99 N Con Engineering 99 NW 27th th AveAv No CE Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com Gv (- _ -- �- P:g r (wQ i/e-) S a 7 e) d 33 SHEET NO. - .. _ _ OF CALCULATED BY V' + DATE CHECKED BY DATE Morales Residence Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & 91ock" selection. slack Line 6 'Concrete Beam Description : Concrete beam (out of plane) CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASIDE 7-16 Material Properties fc = 5.0 ksi Phi Values Flexure fr = fc1�2 * 7.50 = 530.33 psi Shear W Density = 145.0 pcf R 1 = LtWt Factor = 1.0 Project Title: Engineer: Project ID: Project Descr: Printed: 22 MAY 2019, 2:36PM File = Y:120191MISCIH190720 (Morales Residence)tDESIGN PHMElcataltadious%EnettokC D P5,iN B . Softwarecopyriot ENERCALC, INC, 1983-2018, Build:10.18.10.25 . 0.90 0.750 0.80 Elastic Modulus = 4,030,51 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 18.170 ft r --�I -4"wK8" h Cross Section & Reinforcing Details Rectangular Section, Width = 14.0 in, Height = 8.0 in Span #1 Reinforcing.... 347 at 2.30 in from Bottom, from 0.0 to 18.170 ft in this span Applied Loads Load for Span Number 1 Uniform Load : W = 0.330 klft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio — Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.351 : 1 Typical Section 13.619 k-ft 38.850 k-ft 9.068 ft Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description 347 at 2.30 in from Top, from 0.0 to 18.170 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Phi*Mn Bottom 0.804 in Ratio = 271 -240, 0.000 in Ratio = 0 <240.0 0.804 in Ratio = 271 >=180.' 0.000 in Ratio = 0 <180.0 Top & Bottom references are for tension side of section k-ft) Moment of Inertia ( inA4 ) Top Igross Icr- Bottom Icr - Top Section 1 3-#7 @ d=5.7",3-#7 @ d=2.3', 38.85 38.85 597.33 205.63 205.63 Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 Nmra A lmum ill MINimum 1.349 1.349 ., 1H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H Morales Residence +D+0.750L+0.750S+H 12 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: 'dock" selection. .clock Line 6 Printed: 22 MAY 2019, 2:36PM Concrete Beam T file=Y:!zo19@sttSM190720(Morales Residence)!DESIGNPHA6SGaWatforWEnafcekrALCS.afi. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.25 . iii 1. f f • Description : Concrete beam (out of plane) Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 +D+0.60W+H 1,799 1.799 +D+0.750Lr+0.450W+H 1.349 1,349 +D+0.750S+0.450W+H 1.349 1.349 +0.60D+0.60W+0.60H 1,799 1.799 +D+0.70E+0.60H +D+0.750 L+0.750S+0.5250 E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 2.998 2.998 E Only H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Overall Maximum Deflections Load Combination Span Max. "-" Deft (in) Location in Span (ft) Load Combination Max "+" Deff (in) Location in Span (ft) G 0 2 W Only 1 0.8035 9.085 0.0000 0-000 MEMBER iJ9 3,61 5,43 1175 9.07 10,89 12,71 14,53 1635 Distance (It) +1Al!D+i,6GH I+1.2GG+G.SG1+1.6Gi+1,6GH 1+1,2GG+i.fiG1+G.SG5+1.6GH 1+1.26G+i.6GU+1+i,6GH +1.2G[I+i,6Gi+G.SGW+I,6GH +1,2G[1+1+1.6G5+1211 i' +1,2G0+1.6G5+G.SGI!t+1.6GH r +1,2G[I+G.SG1 +1+V!+1,6GH 1 +1.20P+1+G,SGS+'W+1,6GH II +l)9GG+W+E+1,6GH N +1,ZGG+1+01G5+E+1.9GH I +0,9GG+E+09l)H 13 Morales Residence Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & T -Jock" selection. _ dock Line 6 _ Concrete Beam �. 11. Description : Concrete beam (out of plane) 3.1 n MSIBER•. J C ti 0 Project Title: Engineer: Project ID: Project Descr: Printed: 22 MAY 2019, 2:36PM Re = Yi21 I OWISCU41$0720 (Monies Residmm)MESIGN PHASE%Wcu1a1iansTnaKWCALCS.eW Software cooviinht ENERCALC. INC. 100.261k Build:10.18.10.25 . 1.75 3161 5.43 7115 9,07 10.89 12,71 14.53 16,35 18,17 Distance �ft� +1.9G4+1.6GH 1 +1,ZG6+G.6Gl +1.6G[+1.6GH 1 +1.ZGG+1.6G1+G.6G;+1.6GH 1 +1,ZG[+1,6G1 +1+1.6GH t' +i.ZGG+I.6GU+G.6GUI+1.6GH _1 +1,ZGG+l+1,6GG+1.6GH i4 +1.ZGD+1RS+MI),i4+L6GH l +i.ZG[I+G,6Gl +l+'U++1,6GH 1 +1,ZGD+1+G,.Gr+W+L6GH 1 +G.9GG+w+E+1,6GH F` +1.ZG6+1.+D1H+E+1.9GH 1 +G 9Gfi+E+G 9GH 1.34 3113 4.91 6.70 8,49 10,28 12.06 13,85 15.64 17,43 Distance (R) 1. +C)+H 1 +6+[+H 1 +G+I,+H 14+S+N t: +C+G1tG[ +G,?GG1+H t +D+G,7',01+0,7SG,+H 6GL++H q+D+G,?6GU+G,46G14+H 1 +R+GJEGS+G,QSGUf+H 1 +G.6G6+G.6G'P!+G,6GH d +1+G,7GE+G.6GH lI+D+G1EGl+G.?SGS+GSZ6GE+P 1DJnly ![Unly [gnly r9nly 1:Wonl-� } EL,nIy 6 H4niy 14 Morales Residence 15 ETABf 2016 Integrated Building Design Software Morales Residence Model File: Moralesresidence, Revision 0 6/18/2019 Morales Residence 16 Structure Data 6/18/2019 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data Table 1.1 - Story Data Name Height Height Elevation Master Similar To Splice in Story Story Slory5 104.04 468.12 Yes None No Story4 138 364.08 Yes Norse No Story3 120 226.08 No Story4 No Story2 38.04 106.08 No Story4 No Slory1 68.04 68.04 No Story4 No Base 0 0 No None No Page 2 of 14 Morales Residence 17 Properties 6/18/2019 2 Properties This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials !dame Type 5000Psi Concrete A500GrB46 Steel A615Gr60 Reber M1500Psi Masonry 2.2 Frame Sections 2.3 Shell Sections Table 2.1 - Material Properties -Summary Unit S v Weight Design Strengths lbtin' lb/ft' 4030509 0.2 150 Fc=5000lblin' 29000000 0.3 490 Fy--460001bfinz, Fu=58000 Iblm' 29000000 0 490 Fy=60000lb/in', Fu=90000lb,in' 1350000 0.2 135 Table 2.2 - Frame Sections - Summary (dame Material Shape ConcBm20x38 5000Psi Concrete Rectangular ConcBm8xl2 5000Psi Concrete Rectangular ConcBm8x32 , ., 5000Ps1;. Concrete Rectangular ConcBm8x38 5000Psi Concrete Rectangular HSS4X4X1/2 A500GrB46 Steel Tube ;J♦SS4X4X5(16 A500GrS46 Steel Tube ;: 1-ISS5X5X1/2 A500GrB46 Steel Tube HSSBX6X1/2 A500GrB46 steel7uke HSS6X6X5/8 A500GrB46 Steel Tube Table 2.3 - Shell Sections - Summary Total Deck Design Element Deck Name Material Thickness Depth Type Type in Material in Slab? Slab Shell -Thin 5000Psi 6 Siab2 Slab Shell -Thin 500013sr 9 Slab3 Slab Shell -Thin 5000Psi 11 Slab4 Slab Shell -Thin 5000Psi 8 Weill Wall Shell -Thin M1500Psi 4.9 Wa112 Wall Shell -Thin M1500Psi 7.6 2.4 Reinforcement Sizes Table 2.4 - Reinforcing Bar Sizes Diameter Area Name In In' #2 0.25 0.05 #3 0.375 0.11 #4 0.5 0.2 95 0.625 0.31 #6 0.75 0.44 #7 0.875 0.6 #8 1 0.79 #9 1.128 1 410 1.27 1.27 011 1.41 1.56 Page 3 of 14 Morales Residence 18 Properties 6/18/2019 Diameter Area Name in in' #14 1.693 2.25 #18 2.257 4 Pa.oe 4 of 14 lorales Residsnce 19 3 Loads This chapter provides loading information as applied to the model. 3.1 Load Patterns 3.2 Auto Wind Loading Table 3.1 - Load Patterns Self Name Type Weight Auto Load Multiplier Dead Dead 1 Live Live 0 SDead Superimposed Dead 0 Wind Wind 0 ASCE 7.10 Page 5 of 14 Morales Residence 6/18/2019 c 6/18/2019 ASCE 7-10 Auto Wind Load Calculation This calculation presents the automatically generated lateral wind loads for load pattern Wind according to ASCE 7- 10, as calculated by ETABS. Exposure Parameters Exposure From = Diaphragms Exposure Category = D Wind Direction = 0 degrees Basic Wind Speed, V [ASCE 26.5.1] V = 175 mph Windward Coefficient, Cp,wind [ASCE 27.4.1] Cp,wind = Varies Leeward Coefficient, Cp,lee [ASCE 27.4.1] Cp,iee = Varies Wind Case = All Cases Top Story = Story5 Bottom Story = Base Include Parapet = No Factors and Coefficients Gradient Height, z9 [ASCE Table 26.9-1] z9 = 700 Emperical Exponent, a [ASCE Table 26.9-1] a = 11.5 Z Velocity Pressure Exposure Coefficient, KZ; [ASCE Table 27.3-11 KZ = 2.01(2g for 15ft < z < z9 15 KZ = 2.01(zg for z 15ft Topographical Factor, Kn [ASCE 26.8.2] Kt = 1 Directionality Factor, Kd [ASCE 26.6] Kd = 0.85 Gust Effect Factor, G [ASCE 26.9] G = 0.85 Lateral Loading Velocity Pressure, qz [ASCE 27.3.2 Eq. 27.3-1] Design Wind Pressure, p [ASCE 27.4.2 Eq. 27.4-2] Applied Story Forces Page 6 of 14 Morales Residence qz = 0.00256KZKZtKdV2 p = gGCp,wind + gh(GCp,iee) 21 Lateral Load to Stories - Case 100 7 629kip Story5 Story4 < 50 308kip Story3 51.405kip Story2 ,0.739kip fZ Story I -< 281 kip Base 1 1 1 1 1 1 1 1 1 0.0 8.0 16.0 24.0 32.0 40.0 48 0 56.0 64.0 Force, kip 6/18/2019 Lateral Load to Stories - Case 1900 Story5 3k1p Story4 Story3 4kir Story2 '26kip Story < 23.7 1kip Base 1 , 1 1 , 1 1 , 1 0.0 80 16.0 24.0 32.0 40.0 48.0 56.0 64.0 Force, kip Story Elevation X-Dir Y-Dir Story Elevation X-Dir Y-Dir ft kip kip ft kip kip Story5 39.01 7.629 0 Story5 39.01 0 9.192 Story4 30.34 50.308 0 Story4 30.34 0 51.83 Story3 18.84 51.405 0 Story3 18.84 0 60.114 Story2 8.84 10.739 0 Story2 8.84 0 12.926 Storyl 5.67 19.281 0 Story1 5.67 0 23.731 Base 0 0 0 Base 0 0 0 Page 7 of 14 Morales Residence 22 Lateral Load to Stories - Case 2 00 Story5 -,.;. kip Story4 37.731 kiD Story3 < 38,554kip Story2 8.054kip Storyt . 14'461kip Base .1 , , 1 1 1 1 1 1 0.0 5.0 10.0 15.0 20.02&0 30.0 35.0 40.0 Force, kip 6/18/2019 Lateral Load to Stories - Case 2 04 Story5 �.722kip Story4 < 37.731kip Story3 =< • 38.$54kip Story2 8.-'053ktp Storyt - 14 461kip Base -t , I I I I I I I 0.0 5.0 10.0 15.0 20.025.0 30.0 35.0 40.0 Force, kip Story Elevation X-Dir Y-Dir Story Elevation X-Dir Y-Dir ft kip kip ft kip kip Story5 39.01 5.722 0 Story5 39.01 5.722 0 Story4 30.34 37.731 0 Story4 30.34 37.731 0 Story3 18.84 38.554 0 Story3 18.84 38.554 0 Story2 8.84 8.054 0 Story2 8.84 8.054 0 Storyt 5.67 14.461 0 Storyt 5.67 14.461 0 Base 0 0 1 0 Base 0 0 0 Page 8 of 14 Morales Residence 23 Lateral Load to Stories - Case 2 900 StoryS *4kip Story4 Story3 4 5kip Story2 4kip Story 1 Ekip Base -1 , , , 1 1 1 1 0.0 6.0 12.0 1&0 24.030-0 36.0 42.0 48-0 Force, kip 6/18/2019 Lateral toad to Stories - Case 2 900 Story5 7 -4f; 854kip Story4 - - ---- Story3 .JA" ii' Story2 4kip Storyt kip Base 0.0 6.0 12.0 18.0 24.030-0 36.0 42.0 4&0 Force, kip Story Elevation X-Dir Y-Dir Story Elevation � X-Dir Y-Dir ft kip kip ft kip kip Story5 39.01 0 6.894 Story5 39.01 0 6.894 Story4 30.34 0 38.873 Story4 30.34 0 38.873 Story3 18.84 0 45.085 Story3 18.84 0 45.085 Story2 8.84 0 9.694 Story2 8.84 0 9.694 Storyt 5.67 0 17.798 Storyt 5.67 0 17.798 Base 0 0 1 0 Base 0 0 0 Pace 9 of 14 Morales Residence 24 Lateral Load to Stories - Case 3 00 Story5 - .8992kip -6 Story4 37.73 t kip 38.554kip Storyl4.8kip Story2 - 8. s4kip -9 6 Story - sa lkip -17 Base -48.0-36.0.24.0.12.0 0.0 12.0 24.0 3&0 48 0 Force, kip 6/18/2019 Lateral Load to Stories - Case 3 90° Story5 Story4 3 7.8$71s ip Skip Story3 �8 72kip � Skip Story2 kip 4kip Story 14 " kO . � Skip Base -, i i i i i i 0.0 6.0 12.0 18.0 24.030.0 36.0 42.0 48.0 Force, kip Story Elevation X-Dir ' Y-Dir Story Elevation X-Dir Y-Dir ft kip kip ft kip kip Story5 39.01 5.722 -6.866 Story5 39.01 5.745 6.894 Story4 30.34 37.731 -38.712 Story4 30.34 37.887 38.873 Story3 18.84 38.554 -44.891 Story3 18.84 38.72 45.085 Story2 8.84 8.054 -9.652 Story2 8.84 8.09 9.694 Storyt 5.67 14.461 -17.72 Storyt 5.67 14.525 17.798 Base 0 0 0 Base 0 0 0 Page 10 of 14 Morales Residence 25 Lateral Load to Stories - Case 4 00 Story5 - Story4 - 28,323kip -29 Mio Story3-33 r 28.941 kip p Story2 - - ,srAip -7 2 Story - 1 855krp -13 Moot - Base -1 , i 1 1 1 1 1 1 40.0.30.0.20.0-10.0 0.0 10.0 20.0 30.0 40.0 Force, kip Story Elevation X-Dir Y-Dir ft kip kip Story5 39.01 4.295 -5.154 Story4 30.34 28.323 -29.06 Story3 18.84 28.941 -33.698 Story2 8.84 6.046 -7.245 Story1 5.67 10.855 -13.302 Base 0 0 0 Page 11 of 14 Morales Residence 6/18/2019 Lateral Load to Stories - Case 4 09 Story5 -:%' Story4 - -29 * - - - Story3 - �--- 28.931 kip -33.& xrp Story2 - n•Gkop -7 2 Storyl - 1 a55kip Base -, I i i I i I r -40.0-30,0-20.0.10.0 0.0 10.0 20,0 30,0 40.0 Force, kip Story Elevation X-Dir Y-Dir ft kip kip Story5 39.01 4.295 -5.154 Story4 30.34 28.323 -29.06 Story3 18.84 28.941 -33.698 Story2 8.84 6.046 -7.245 Story1 5.67 10.855 -13.302 Base 0 0 0 26 Lateral Load to Stories - Case 4 9011 Story5 3 i 2krp '�,'�r5kip Story4 P ip Story3 29 DrCk,p 44 rp Story2 -kip '�+f�r*7kip Story -ip 3 }kip Base -, I i I i 0.0 5.0 10.0 15.0 20.025.0 30.0 35.0 40.0 Force, kip 6/18/2019 Lateral Load to Stories - Case 4 900 StoryS p � 5k ip Story4 26,44 Nip lkip Story3 ZIC36kip If -44::ip Story2 JVUip 71i r._ ip Story110 'P y I3. lkip Base -, I I I r 0.0 5.0 10.0 15.0 20,025.0 30.0 35.0 40.0 Force, kip Story Elevation X-Dir ' Y-Dir Story Elevation X-Dir I Y-Dir ft kip kip ft kip kip Story5 39.01 4.312 5.175 Story5 39.01 4.312 5.175 Story4 30.34 28.441 29.181 Story4 30.34 28.441 29.181 SEor,13 18.84 29.066 33.844 Story3 18.84 29.066 33.844 Story2 8.84 6.073 7.277 Story2 8.84 6.073 7.277 Story1 5.67 10.903 13.361 Story1 5.67 10.903 13.361 Base 0 0 0 Base 0 1 0 0 Page 12 of 14 Morales Residence 27 Loads 6/18/2019 3.3 Load Cases 3.4 Load Combinations Table 3.3 - Load Cases - Summary Name Type Dead Linear Slate Live Linear Static SDead Linear Static Wind Linear Static Table 3.4 - Load Combinations Name Load Scale Type Auto CaselCombo Factor SERV1 Dead 1 Linear Add No SERV1 SDead 1 No SERV1 Live I No SERV2 Dead 1 Linear Add No SERV2 SDead 1 No SERV2 Live 0.75 No SERV2 Wind 0.45 No SERV3 Dead 0.6 UnearAdd No SERV3 SDead 4.6 No SERV3 Wind 0-6 No DSUS1 Dead IA Linear Add Yes DSUS1 SDead 1.4 No DStIS2 Dead 1.2 Linear Add Yes DSUS2 Live 1.6 No DStIS2 SDead 1.2 No DStIS3 Dead 1.2 Linear Add Yes DStIS3 Live 1 No DSVS3 SDead 1.2 No DStIS3 Wind 1 No DStIS4 Dead 1.2 Linear Add Yes DStIS4 Live 1 No DStIS4 SDead 1.2 No DStIS4 Wind -1 No DSt185 Dead 019 Linear Add Yes DStIS5 SDead 0.9 No DSti55 Wind 1 No DStIS6 Dead 0.9 Linear Add Yes DSUS6 SDead 0.9 No DStIS6 Wind -1 No DStID1 Dead 1 Llnear Add Yes DStID1 SDead 1 No D0t62 Dead 1 Linear Aad Yes DStID2 Live 1 No DStID2 SDead No DConl Dead 1.4 Linear Add Yes DCon1 Sbead 14 No DCon2 Dead 1.2 Linear Add Yes DCon2 Live 1.6 No DCon2 SDead 1.2 No DCon3 Dead 1.2 LlnearAdd Yes DCon3 Live 1 No DCon3 SDead 1.2 No DCon3 Wind 1 No DCon4 Dead 1.2 Linear Add Yes Page 13 of 14 Morales Residence 28 Loads 6/18/2019 Load Scale Name Type Auto CaselComb❑ Factor DCon4 Live 1 No DCon4 SDead 1.2 No DCon4 Wind -1 No DCon5 Dead 0.9 Linear Add Yes DCon5 SDead 0.9 No DCon5 Wind 1 No DCon6 Dead 0.9 Linear Add Yes DCon6 SDead 0.9 No DCon6 Wind -1 No DWall Dead 1.4 Linear Add Yes DWal1 SDead 1.4 No DWal2 Dead 1.2 Linear Add Yes DWa12 Live 1.6 No DWalz SDead 1.2 No DWa13 Dead 1.2 Linear Add Yes DWa13 Live 1 No DWa13 SDead 1.2 No DWal3 Wind 1 No DWa14 Dead 1.2 Linear Add Yes DWal4 Live 1 No DWa14 SDead 1.2 No DWa14 Wind -1 No DWal5 Dead 1.2 Linear Add Yes DWa15 SDead 1.2 No DWal5 Wind 0.5 No DWa16 Dead 1.2 Linear Add Yes DWa16 SDead 1.2 No DWal6 Wind -0.5 No DWa17 Dead 0.9 Linear Add Yes DWa17 SDead 0.9 No DWa17 Wind 1 No DWals Dead 0.9 Linear Add Yes DWa18 SDead 0.9 No DWal8 Wind -1 No Page 14 of 14 Morales Residence 29 ETABS 2016 16.2.1 6/14/2019 moralesresidence.EDB 3-D View Morales Residence 30 ETABS 2016 16.2.1 ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) License #" 15KYVFHPDTPHCNT Element Details Level Element Unique Name Location (in) ' Combo Element Type Section Classification Story3 C1 3 0 DStlS4 Special Moment Frame HSS4X4X5/16 I Compact LLRF and Demand/Capacity Ratio L (in) LLRF ; Stress Ratio Limit 1200000 1 0.95 Analysis and Design Parameters Provision Analysis 1 2nd Order I Reduction LRFD Direct Analysis I General 2nd Order I Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr/Pe I Tb EA factor El factor 0.112 0.201 1 0.8 0.8 Design Code Parameters �b TY 4)TF 40V 0V-RI 0VT 0.9 1 0.9 I 0.9 1 0.75 1 0.9 1 1 Section Properties A (in') J (in') 133 (in') I 122 (in°) Av3 (in') A,2 (in') 4.1 15.3 9.14 9.14 1.82 1.82 Design Properties S 33 (in') S 22 (in') Z33 (in') Z22 (in') r33 (in) r22 (in) C W (in') 4.57 4.57 1 5.59 5.59 1.4931 1.4931 Material Properties E (lb/in') fy(lb/in') R, a 29000000 46000 1.1 1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P (kip) M u33 (kip-ft) M 02 (kip-ft) V.2 (kip) V u3 (kip) I T. (kip-ft) 0 1-21.049 i-0.0057 0.0011 -0.002 0.001 1 0.0007 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 31 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Major Bending Minor Bending Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor K, K2 B, B2 C-- Major Bending 1.317 1 1 1 1 1 1 1 Minor Bending 1.317 1 1 Parameters for Lateral Torsion Buckling L Ilb K Itb C b 1.317 1 2.163 Demand/Capacity (D/C) Ratio Egn.(H1-1a) D/C Ratio = (P r /P c) + (8/9)(M r33 /M c33) + (8/9)(M r22 /M c22 ) 0.264 = 0.263 + 2.62E-04 + 5.061 E-05 Axial Force and Capacities P c Force (kip) OP nc Capacity (kip) I 'OP nt Capacity (kip) 21.049 79.886 169.74 Moments and Capacities M u Moment (kip-ft) 4)M n (kip-ft) j cPM n No LTB (kip-ft) 0.0057 19.2855 19.2855 0.0011 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) itTn Capacity (kip-ft) 0.0007 18.1958 16.3762 Shear Design 4)M n Cb=1 (kip-ft) 19.2855 V. Force (kip) (�V n Capacity (kip) Stress Ratio Major Shear 0.002 45.207 4.119E-05 Minor Shear 0.001 45.207 2.335E-05 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence 32 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name 1 Location (in) , Combo Element Type Section Classification Story3 C2 4 0 DStlS4 Special Moment Frame I HSS4X4X5/16 I Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 120.0000 1 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr/Pe Tb EA factor I El factor 0.13 I 0.149 1 0.8 1 0.8 Design Code Parameters 4)b 4)c 0TY 0TF OV V-RI VT 0.9 0.9 0.9 0.75 0.9 1 1 Section Properties A (in2) J (in') 133 (in°) 122 (In°) Av3 (in') Al2 (1n2) 4A 15.3 9.14 1 9.14 1.82 1 1.82 Design Properties S 33 (in') S 22 (in') Z33 (in') Z22 (in') j r33 (in) r22 (in) j C W (1n6) 4.57 i 4.57 5.59 5.59 I 1.4931 1 1.4931 Material Properties E (lb/in2) ' f,(Ib/inZ) R, a 29000000 46000 1 1.1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P � (kip) M U33 (kip-ft) M e22 (kip-ft) V U2 (kip) V u3 (kip) Te (kip-ft) 0-24.482 0.0001 -0.003 -2.476E-04 -0.003 0.0007 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 33 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor K1 K2 B1 B2 Cm Major Bending 1.05 L 1 1 Minor Bending 1.05 1 1 1 1 1 1 1 1 Parameters for Lateral Torsion Buckling Lim Kub Cb 1.05 1 1.331 Demand/Capacity (D/C) Ratio Egn.(H1-la) D/C Ratio = (P r /P c ) + (8/9)(M r33 /M c33 ) + (8/9)(M r22 /M c22 ) 0.233 = 0.233 + 0 + 1.386E-04 Axial Force and Capacities P . Force (kip) IOP Capacity (kip) qtP n, Capacity (kip) 24.482 105.099 169.74 T Moments and Capacities M Moment (kip-ft) (OM, (kip-ft) (PM n No LTB (kip-ft) IOM n Cb=1 (kip-ft) Major Bending 0.0001 19.2855 19.2855 19.2855 Minor Bending 0.003 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) ' Tn Capacity (kip-ft) OTC Capacity (kip-ft) 0.0007 18.1958 16.3762 Shear Design Major Shear Minor Shear Stress Ratio 5.476E-06 5.849E-05 V. Force (kip) On Capacity (kip) 2.476E-04 0.003 45.207 45.207 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence 34 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element unique Name Location (in) Combo Element Type Section Classification Story3 C3 9 0 DStlS2 Special Moment Frame i HSS4X4X5/16 Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 120.0000 0.878 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis . General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/Py I aPr/Pe I Tb I EA factor El facto, 0.226 0.407 1 08 0.8 Design Code Parameters �b �c dry TF �v my-R1 , �vr 0.9 0.9 1 0.9 0.75 0.9 1 1 Section Properties A (in') J (in") 133 (In4) 1 122 (in4) A13 (In') Avg (in') 4.1 15.3 9.14 9.14 1.82 1.82 Design Properties S 33 (in') S 22 (in') Z33 (in') Z22 (in') r33 (in) r22 (in) Ce, (In`) 4.57 4.57 5.59 5.59 1.4931 1.4931 Material Properties E (lb/in') fy(lb/in') Ry a 29000000 46000 11 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P u (kip) M 03 (kip-ft) M .22 (kip-ft) V a2 (kip) V u3 (kip) T � (kip-ft) 0-42.577 0.0009-0.0176 1 2.411 E-04 -0.005 0.0033 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 35 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor K, K2 B, B2 Cm Major Bending 1.317 1 1 Minor Bending 1.317 1 1 1 1 1 1 1 1 Parameters for Lateral Torsion Buckling Lim Kub Cb 1.317 . 1 2.197 Demand/Capacity (D/C) Ratio Egn.(H1-1a) D/C Ratio = (Pr/P.) + (8/9)(M r33 /M 03) + (8/9)(M r22 /M c22 ) 0.534 = 0.533 + 4.253E-05 + 0.001 Axial Force and Capacities P . Force (kip) OP Capacity (kip) 41P n, Capacity (kip) 42.577 79.886 169.74 Moments and Capacities M � Moment (kip-ft) c�M . (kip-ft) 4)M , No LTB (kip-ft) I 41M n Cb=1 (kip-ft) Major Bending 0.0009 19.2855 19.2855 19.2855 Minor Bending 0.0176 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) T� Capacity (kip-ft) 40T. Capacity (kip-ft) 0.0033 + 18.1958 16.3762 Shear Design V, Force (kip) On Capacity (kip) Stress Ratio Major Shear 2.411E-04 45.207 5.333E-06 45.207 1.181E-04 Minor Shear 0.005 moral esresidence.EDB Page 2 of 2 6/18/2019 Morales Residence ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT 36 ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level 1 Element Unique Name Location (in) Combo Element Type Section Classification Story3 C5 10 0 DStIS2 Special Moment Frame HSS4X4X1/2 I Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 120.0000 0.767 1 0.95 Analysis and Design Parameters Provision Analysis I 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr/PQ Tb EA factor El factor 0.222 0.45 1 0.8 0.8 Design Code Parameters Ob 0Ty i Q)TF (1)V 4)V-RI 0VT 0.9 1 0.9 0.9 0.75 1 0.9 1 1 Section Properties (in4) 133 (in4) 122 (in4) Ay3 One) Aye (in2) 6.02 1 21 11.9 11.9 2.42 2.42 Design Properties Location (in) P u (kip) 0-61.398 Material Properties E (Iblin2) fy(Ib/in2) Ry a 29000000 ' 46000 1.1 NA HSS Section Parameters HSS Welding I Reduce HSS Thickness? ERW No Stress Check forces and Moments M u33 (kip-ft) i M „22 (kip-ft) I V u2 (kip) V u3 (kip) T„ (kip-ft) 0.0015-0.0257 3.093E-04 -0.007 1 0.0045 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 37 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (1-11-1a) L Factor ' K, K2 I B, B2 Cn, Major Bending 1.317 1 1 1 1 1 1 1 Minor Bending 1.317 1 1 1 Parameters for Lateral Torsion Buckling Lim Kim Cb 1.317 1 1 2.253 Demand/Capacity (D/C) Ratio Egn.(1-11-1a) D/C Ratio = (P, /P + (8/9)(M r33 /M .33 ) + (8/9)(M r22 /M c22 ) 0.577 = 1 0.576 + 4.912E-05 + 0.001 Axial Force and Capacities P. Force (kip) 41P nc Capacity (kip) j V n, Capacity (kip) 61.398 106.529 1 249.228 Moments and Capacities M Moment (kip-ft) 4,M n (kip-ft) 4)M n No LTB (kip-ft) 40M n Cb=1 (kip-ft) Major Bending 0.0015 26.565 26.565 26.565 26.565 Minor Bending 0.0257 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) 4oTn Capacity (kip-ft) 0.0045 25.8361 23.2525 Shear Design V. Force (kip) On Capacity (kip) Stress Ratio Major Shear 3.093E-04 60.179 5.14E-06 Minor Shear 0.007 60.179 1.179E-04 mcralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & - 91ock" selection. 3lock line 6 Steel Column Description : C5 Project Title: Engineer: Project ID: Project Descr: Printed: 14 JUN 2019, 9:19AM File = Y:120191MISC1H190720 (Morales Residence)1DESIGN PHAS9Ca1culalkm1EnerCalCTALCS.sd . Software copyright ENERMC. INC.19832018, Build:10.18.10.25 . Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HSS4-1/2x4-1/2x1/2 Overall Column Height ,3.160 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & 31)LtUm Pinnuc Steel Stress Grade Brace condition for deflection (buckling) aloi.y w:,a ros Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = lVe0 ft k = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling=13.1C0 ft,1, = 1.0 Applied Loads Service loads entered. Load FactcPrs &II be applied foi calculations. AXIAL LOADS ... ^ Axial Load at 13.160 ft, D = 39,950, L = 8.420 k (from etabs C5) BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx x, w = 5.50 k see concrete beam out of plane page 11 DESIGN SUMMARY _ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8072 : 1 Load Combination +1.20D+0.50Lr+L+W+1.60H Location of max.above base 7.949 ft At maximum location values are., , Pu 56.360 k 0.9 * Pn 150.631 k Mu-x 17.142 Wt 0.9 * Mn-x : 35.190 k-ft Mu-y 0.0 k-ft 0.9 * Mn-y : 35,190 k-ft PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi: Allowable Load Combination Results Load Combination +1.40D+1.60H +1.20 D+0.50 L r+ 1.60 L+1.60 H +1.20D+1.60L+0.50S+1.60 H +1.20D+1.60Lr+L+1.60 H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+L+ 1.60 S+1.60 H +1, 20 D+1. 60 S+0, 50 W+1.60 H +1,20D+0.50Lr+L+W+1.60H +1.20 D+L+0.50S+W+1.60 H +0.90D+W+E+1.60H +1.20 D+L+0.20 S+E+ 1.90 H +0.90D+E+0.90H "1yimum Reactions 0.05594 : 1 +1.20D+0.50Lr+L+W+1.60H 8.037 ft 3.343 k 59.774 k Maxim mAx ia.l_+ 8ending-St ress Ratios Stress Ratio Status Location Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 3,343 k Bottom along Y-Y 2.157 k Maximum Load Deflections ... Along Y-Y 0.8157 in at 7.066 ft above base for load combination : W Only Along X-X 0.0 in at 0.0ft above base for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.371 PASS 0.00 ft 0.000 0.408 PASS 0.00 ft 0.000 0.408 PASS 0.00 ft 0.000 0.374 PASS 0.00 ft 0.000 0.535 PASS 7.95 ft 0.028 0.374 PASS 0.00 ft 0.000 0.535 PASS 7.95 ft 0.028 0.807 PASS 7.95 ft 0.056 0.807 PASS 7.95 ft 0.056 0.672 PASS 7.95 ft 0.056 0.374 PASS 0.00 ft 0.000 0.239 PASS 0.00 ft 0.000 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Load Combination @ Base @ Base @ Top @ Base @ Top PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 it PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft PASS 8.04 ft Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top 38 Morales Residehce Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project I D: and then using the "Printing & Project Descr: 'dock" selection. .Block Line 6 Printed: 14 JUN 2019, 9:19AM Steel ColumnFile=Y:t2019WISCVH190720(MoralesResidence)IDESIGNPRASEICalculationslEnercalclCALCS.ec6. Software Copyright ENERCALC, INC.1983-2019, Build:10.16.10.25 . Description : C5 Maximum Reactions Load Combination Axial Reaction @ Base X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top +D+L+H 48.370 +D+Lr+H 39.950 +D+S+H 39.950 +D+0.750Lr+0.750L+H 46.265 +D+0.750L+0.750S+H 46.265 +D+0.60W+H 39.950 1294 2.006 +D+0.750Lr+0.450W+H 39.950 0.970 1.505 +D+0.750S+0.450W+H 39.950 0.970 1.505 +0.60D+0.60W+0.60H 23.970 1.294 2.006 +D+0.70E+0.60H 39.950 +D+0.750L+0.750S+0.5250E+H 46.265 +0.60D+0.70E+H 23.970 D Only 39.950 Lr Only L Only 8.420 S Only W Only 2.157 3.343 E Only H Only Extreme Reactions Item Axial Reaction Extreme Value @ Base X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Minimum Reaction, X-X Axis Base Maximum 39.950 " Minimum 39.950 Reaction, Y-Y Axis Base Maximum 2.157 3.343 " Minimum 39.950 Reaction, X-X Axis Top Maximum 39.950 " Minimum 39.950 Reaction, Y-Y Axis Top Maximum 39.950 " Minimum 39.950 Moment, X-X Axis Base Maximum 39.950 " Minimum 39.950 Moment, Y-Y Axis Base Maximum 39.950 " Minimum 39,950 Moment, X-X Axis Top Maximum 39,950 " Minimum 39,950 Moment, Y-Y Axis Top Maximum 39.950 " Minimum 39.950 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 +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+0.750L+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 0.489 in 7.066 ft +D+0.750Lr+0,450W+H 0.0000 in 0.000 ft 0.367 in 7.066 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.367 in 7.066 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.489 in 7.066 ft +D+0.70E+0.60H 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 ,60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft i Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 Morales Residence Title Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project ID: "Printing Project Descr: and then using the & ' 9lock" selection. clock Lines Printed: 14 JUN 2019, 9:19AM ES.ac% He =Y 019dSCW190720 thodles Ridrnejl(ESiGAPNASEICarulafiorSEnepc I Steel Column Software copghl ENERCALC, INC.INC1983-2018, Build10.18.10.25 . 111111111 1. /=I j v/ I - Description : C5 Maximum Deflections for Load Combinations _ — Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 It W Only 0.0000 in 0.000 It 0.816 in 7.066 it E Only 0.0000 in 0.000 n 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties HSS4-112x4-112x112 Depth = 4,500 in I xx = 18.10 in14 J = 31.3L0 4.14 Design Thick = 0.465 in S xx - 8.03 in^3 Width - 4.500 in R xx -. 1.610 in Wall Thick = 0.500 in Zx = 10.200 in^3 Area = 6.950 in^2 I yy = 18.100 in^4 C 1. 4.800 i-A3 Weight - 25.030 plf S yy = 8.030 in^3 R yy = 1.610 in Ycg = 0.000 in aches C O Iq It +y 4.50in W14 "ON B 3Nk v 40 Morales Residence 41 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo I Element Type Section Classification Story4 C6 30 0 DStIS2 I Special Moment Frame I HSS4X4X5/16 Compact LLRF and Demand/Capacity Ratio L (in) LLRF I Stress Ratio Limit 138.0000 0.784 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order Tau-b Fixed Stiffness Reduction Factors aP,/PY aPr/Pe Tb 1 EA factor El facto._ 0 233 0.267 1 0.8 0.8 Design Code Parameters �TV �TF �V �V_RI I �VT 0.9 1 0.9 0.9 1 0.75 0.9 1 1 1 Section Properties A (in') J (in-) 133 (1n4) 122 (in4) Ay3 (in') Avg (in') 4.1 15.3 9.14 9.14 1.82 1.82 Design Properties S 33 (in') S 22 (in') Z33 (in') Z22 (in') r33 (in) r22 (in) l C W (in') 4.57 i 4.57 1 5.59 5.59 1.4931 1.4931 1 Material Properties E (lb/ing) 1 f,(Ib/in') I RY a 290000001 46000 1 1.1 1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P . (kip) 1 M u33 (kip-ft) M �22 (kip-ft) I V o2 (kip) V u3 (kip) T � (kip-ft) 0-43.947 1 -0.004-0.0061 -0.001 -0.001 -0.034 moralesrasidence.EDB Page 1 of 2 6/18/2019 Morales Residence 42 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor K, K2 I B, B2 Cm Major Bending 0.913 1 1 1 1 1 0.344 1 1 0.424 Minor Bending 0.913 1 Parameters for Lateral Torsion Buckling L itb j K itb C b 0.913 1 1 2.201 Demand/Capacity (D/C) Ratio Egn.(H1-la) D/C Ratio = (P r /P c) + (8/9)(M Asa /M c11) + (8/9)(M r22 /M .22 ) 0.418 = 0.418 + 1.857E-04 + 2.793E-04 Axial Force and Capacities P . Force (kip) OPP nc Capacity (kip) 4)P nt Capacity (kip) 43.947 105.131 169.74 Moments and Capacities M. Moment (kip-ft) (�M, (kip-ft) OM. No LTB (kip-ft) IM n Cb=1 (Irip-ft) Major Bending 0.004 19.2855 19.2855 19.2855 Minor Bending 0.0061 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) 4)Tn Capacity (kip-ft) -0.034 18.1958 16.3762 Shear Design V . Force (kip) V n Capacity (kip) Stress Ratio Major Shear 0.001 45.207 2.173E-05 Minor Shear 0.001 45.207 1.837E-05 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence 43 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name' Location (in)' Combo Element Type I Section I Classification Story3 I C7 28 j 0 DStIS2 Special Moment Frame I HSS6X6X5/8 I Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 120.0000 0.5 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order j Tau-b Fixed Stiffness Reduction Factors aP r /P y aP r /P a T b EA factor j El factor 0.568 0.483 0.981681 0.8 0.8 Design Code Parameters Ob I 0c 0, OTF 0, 4)V-RI �VT 0.9 1 0.9 1 0.9 0.75 0.9 1 1 Section Properties A (in2) J (in4) 133 (In") 122 (in4) A13 (in') Avg (in') 11.7 94.9 55.2 1 55.2 4.95 4.95 Design Properties S 33 (in') S 22 (in3) Z33 (in3) Z22 (in') r33 (in) r22 (in) C W (in`) 18.4 18.4 1 23.2 1 23.2 2.1721 2.1721 Material Properties E (lb/in') fy(lb/in2) Ry a 29000000, 46000 1 1.1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P u (kip) M U33 (kip-ft) M u22 (kip-ft) V U2 (kip) V u3 (kip) T � (kip-ft) 01 -305.522 0.0137 -0.062 0.001 j -0.007 0.0188 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 44 ETABS 2016 16.2.1 License #`15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor I K, K2 B, Bz C„, Major Bending 1.317 1 1 1 1 1 �—i 1 1 1 1 Minor Bending 1.317 1 1 1 Parameters for Lateral Torsion Buckling L ltb Kltb Cb 1.317 1 1.498 Demand/Capacity (D/C) Ratio Egn.(H1-la) D/C Ratio = (P r /P c ) + (8l9)(M r33 /M 03 ) + (8/9)(M n2 /M .22 ) 0.901 = 0.901 + 1.519E-04 + 0.001 Axial Force and Capacities P . Force (kip) IOP nc Capacity (kip) IOP nt Capacity (kip) 305.522 339.256 484.38 M . Moment (kip-ft) Major Bending 0.0137 Minor Bending j 0.062 Moments and Capacities COM n (kip-ft) (OM, No LTB (kip-ft) 80.04 80.04 80.04 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) 4,Tn Capacity (kip-ft) 0.0188 76.7399 69.0659 Shear Design cpM , Cb=1 (kip-ft) V . Force (kip) IOV n Capacity (kip) Stress Ratio Major Shear 0.001 122.874 122.874 9.251 E-06 Minor Shear 0.007 6.1E-05 80.04 moralesresidence.EDB Page 2 of 2 6/18/2019 N'lorales Residence 45 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) I Combo Element Type I Section Classification Story4 I C8 19 0 DSUS2 Special Moment Frame HSS4X4X5/16 Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 138.0000 0.647 1 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/P, aPr/Pe Tb I EA factor' El factor 0.464 0.531 1 1 Design Code Parameters �b 4)TY 4)TF CPV 0.9 1 0.9 0.9 0.75 0.9 0.8 0.8 V-RI VT 1 1 Section Properties A (in')J (in') + 133 (in") 122 (in°) A,3 (in') A 2 (in') 4.1 15.3 9.14 9.14 1.82 1.82 Design Properties o 33 tin-) Z 22 Un,) L33 (w) z22 (in') r33 (in) I r22 (in) C , (in6) 4.57 4.57 5.59 5.59 1.4931 1.4931 Material Properties E (lb/in') I f,,(Ib/in') R, 1 a 290000001 46000 1 1.1 1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P, (kip) M U33 (kip-ft) M 22 (kip-ft) V 2 (kip) I V.3 (kip) T� (kip-ft) 0-87.479 I-0.0086 1 -0.019 -0.002 1 -0.003 -0.034 moralesrasidence.EDB Page 1 of 2 6/18/2019 Morales Residence 46 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (1-11-1a) L Factor K, J K2 f B, B2 Cn Major Bending 0.913 1 1 1 1 0.323 Minor Bending 0.913 ' 1 1 1 1 0.271 Parameters for Lateral Torsion Buckling Lim Kltb Cb 0.913 1 1 2.211 Demand/Capacity (D/C) Ratio Egn.(H1-la) D/C Ratio = (Pr/Pc) + (8/9)(M r33 /M c33) + (8/9)(M r22 /M .22 ) 0.833 = 0.832 + 3.969E-04 + 0.001 Axial Force and Capacities P . Force (kip) cOP n, Capacity (kip) ipP t Capacity (kip) 87.479 105.131 i 169.74 Moments and Capacities M Moment (kip-ft) (OM n (kip-ft) cOM n No LTB (kip-ft) Major Bending 0.0086 19.2855 19.2855 Minor Bending 0.019 , 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) T. Capacity (kip-ft) (PTn Capacity (kip-ft) -0.034 + 18.1958 16.3762 Shear Design IOM n Cb=1 (kip-ft) Morce (kip) IOV n Capacity (kip) Stress Ratio Major Shear 0.002 45.207 4.437E-05 Minor Shear 0.003 45.207 7.3E-05 19.2855 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT 47 ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo I Element Type Story3 C9 1 0 DStlS3 ' Special Moment Frame LLRF and Demand/Capacity Ratio L (in) LLRF I Stress Ratio Limit Section I Classification 3S6X6XI/21 Compact 120.0000 0.58 1 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order I Tau-b Fixed Stiffness Reduction Factors aPr/PY oPr/Pa Tb EA factor El factor 0.353 ' 0.285 1 1 0.8 0.8 Design Code Parameters mb 0TF V �v_RI V-r 0.9 1 0.9 1 0.9 0.75 0.9 1 1 Section Properties A (in2) , J (in4) I 133 (in4) I 122 (in4) I Av3 (in2) I Avg (in2) 9.74 81.1 48.3 48.3 4.28 4.28 Design Properties J 33 tin-) 022 tin-/ J 433 (in,) Z22 (in') r33 (in) J r22 (in) C. (In6) 16.1 1 16.1 19.8 19.8 2.2269 2.2269 Material Properties E (lb/in2) fy(lb/in2) Ry a 290000001 46000 1.1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) P, (kip) M u33 (kip-ft) 1 M.22 (kip-ft) 1 Vu2 (kip) V.3 (kip) T� (kip-ft) 0 I-157.96 1 0.011 0.0747 0.002 0.015-0.0168 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT 48 Major Bending Minor Bending Axial Force & Biaxial Moment Design Factors (HI-1a) K, K2 B, B2 Cm Major Bending M 1 1Minor Bending. Parameters for Lateral Torsion Buckling Lim Kub I Cb 1.317 1 2.226 Demand/Capacity (D/C) Ratio Egn.(H1-1a) D/C Ratio = (P r /P c ) + (8/9)(M r33 /M C33 ) + (8/9)(M r22 /M C22 ) 0.551 = 0.55 + 1.437E-04 + 0.001 Axial Force and Capacities P . Force (kip) 4)P nc Capacity (kip) (OP nc Capacity (kip) 157.96 287.354 403.236 Moments and Capacities M u Moment (kip-ft) �M (kip-ft) IOM n No LTB (kip-ft) IOM n Cb=1 (kip-ft) 0.011 68.31 68.31 1 6-8.31 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) I cpTn Capacity (kip-ft) -0.0168 1 64.6376 58.1738 Shear Design V. Force (kip) IOV n Capacity (kip) I Stress Ratio Major Shear 0.002 106.381 1.9E-05 Minor Shear 0.015 106.381 1.398E-04 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT 49 Level Story3 ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 120.0000 0.564 ' 0.95 Analysis and Design Parameters Provision Analysis I 2nd Order Reduction LRFD Direct Analysis j General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr/Pe Tb EA factor' El factor 0.345 0.279 1 0.8 1 0.8 Design Code Parameters 4)b 0TY 4)TF CDV 0V-Ri 0VT 0.9 0.9 0.9 0.75 0.9 1 1 1 l Section Properties A (In') J (In-) 133 (in4) 122 (in4) Ao (in2) Ay2 (inZ) 9.74 ' 81.1 48.3 48.3 4.28 4.28 Design Properties S 33 (in') S 22 (in3) I Z33 (in') Z22 (in3) r33 (in) I r22 (in) Cw (inr) 16.1 16.1 19.8 19.8 1 2.2269 2.2269 Material Properties E (lb/in2) fy(lb/inZ) Ry a 290000001 46000 1.1 NA HSS Section Parameters HSS Welding 1 Reduce HSS Thickness? Classification Compact ERW i No Stress Check forces and Moments Location (in) P � (kip) M .33 (kip-ft) M �22 (kip-ft) I V �.2 (kip) V .3 (kip) T� (kip-ft) 0-154.441 1 0.0028 1 0.0123 -0.007 1 3.461E-04 0.0172 moralesresidence.EDB Page 1 of 2 6/18/2019 Morales Residence 50 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (H1-la) L Factor K, J K2 + B, B2 I C, Major Bending 1.317 1 1 1 1 1 Minor Bending 1 1.317 1 1 1 1 +--,— Parameters for Lateral Torsion Buckling L Itb I K11b Cb 1.317 1 1 1.623 Demand/Capacity (D/C) Ratio Egn.(H1-la) D/C Ratio = (P r /P c) + (8/9)(M r33 /M c33) + (8/9)(M r22 /M c22 ) 0.538 = 0.537 + 3.688E-05 + 1.599E-04 Axial Force and Capacities P u Force (kip) (�P.c Capacity (kip) IOP nt Capacity (kip) 154,441 287.354 1 403.236 Moments and Capacities M . Moment (kip-ft) 4�M n (kip-ft) 4)M n No LTB (kip-ft) 4)M n Cb=1 (kip-ft) Major Bending 0.0028 68.31 68.31 , 68.31 Minor Bending 0.0123 68.31 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) 4)T, Capacity (kip-ft) 0.0172 I 64.6376 58.1738 Shear Design Major Shear V u Force (kip) IOV n Capacity (kip) Stress Ratio 6.321 E-05 0.007 106.381 Minor Shear 3.461 E-04 106.381 0 moralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo Element Type Section Classification Story4 C18 20 10 DStIS2 Special Moment Frame HSS4X4X5/16 Compact LLRF and Demand/Capacity Ratio L (in) LLRF I Stress Ratio Limit 138.0000 0.632 0.95 Analysis and Design Parameters Provision Analysis 2nd Order , Reduction LRFD Direct Analysis General 2nd Order I Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr/Pe Tb I EA factor El factor 0.458 0.629 1 0.8 + 0.8 Design Code Parameters Ob CD° (PTY 1 4)TF J 4)v 0VRI Zvi 0.9 0.9 0.9 1 0.75 0.9 1 a Section Properties A (in-) I J (in") 133 (in") I 122 (in-) J Av3 (inZ) I A 2 (inZ) 4.1 1 15.3 9.14 9.14 j 1.82 1 1.82 Design Properties .S 33 (in') 1 S 22 (in') Z33 (in') Z22 (in') I r33 (in) I r22 (in) Cry (in') 4.57 4.57 1 5.59 5.59 1.4931 1.4931 Location (in) P � (kip) 0 86.394 Material Properties E (lb/inZ) I fy(Ib/inZ) Ry I a 29000000 ; 46000 1.1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments M u33 (kip-ft) M u22 (kip-ft) V„2 (kip) V „3 (kip) 0.0207 0.0106 0.004 0.002 T� (kip-ft) -0.034 moral esresidence.EDB Page 1 of 2 6/18/2019 Mor ailes Residence 51 52 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Axial Force & Biaxial Moment Design Factors (1-11-1a) L Factor K, I KZ J B, B2 Cm Major Bending 1 1 1 1 1 0.248 Minor Bending 1 1 1 1 1 1 0.265 Parameters for Lateral Torsion Buckling Lim Kim Ce 1 1 2.248 Demand/Capacity (D/C) Ratio Egn.(H1-1a) D/C Ratio = (P r /P c) + (8/9)(M,33 /M c33) + (8/9)(M 22 /M c22 ) 0.906 = 0.904 + 0.001 + 4.884E-04 Axial Force and Capacities P c Force (kip) COP nc Capacity (kip) 4bP n, Capacity (kip) 86.394 95.547 1 169.74 Moments and Capacities M. Moment (kip-ft) 4)M, (kip-ft) I 41M c No LTB (kip-ft) 4�M n Cb=1 (kip-ft) Major Bending 0.0207 19.2855 19.2855 19.2855 Minor Bending 0.0106 19.2855 Torsion Moment and Capacities T. Moment (kip-ft) Tn Capacity (kip-ft) cpTn Capacity (kip-ft) -0.034 18.1958 16.3762 Shear Design Major Shear Minor Shear V . Force (kip) (OV c Capacity (kip) i Stress Ratio 45.207 8.514E-05 45.207 4.468E-05 0.004 0.002 rnoralesresidence.EDB Page 2 of 2 6/18/2019 Morales Residence 53 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name I Section ID Length (in) LLRF Type Story3 B3 40 ConcBm8x32 546 1 Sway Special Section Properties b (in) h (in) br (in) d. (in) d c, (in) d ob (in) 8 32 8 0 2.5 25 Material Properties Ec(Iblinz) fc(lb/in') Lt.Wt Factor (Unitless) fy(lb/in2) fs(Ib,ii,=, 4030509 5000 1 60000 60000 Design Code Parameters 4) T CTied 0 CSpiral 0 V- CP Vs 0 VJoim 0.9 1 0.65 0.75 0.75 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M 3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in % in' % in Top (+2 Axis) 0.2939 0.11 0.7715 0.19 0.7562 0.3 0.8318 0.32 Bot (-2 Axis) 0.4875 0.3 0.7874 0.31 Top (+2 Axis) Combo Bot (-2 Axis) Combo Flexural Design Moment, M 3 End -I End -I Middle Middle End-J End-J Design M. Station Loc Design M Station Loc Design M. Station Loc kip-ft in kip-ft in kip-ft in -29.0719 114.36 -75.4854 304.44 -81.2701 1 506.73 DCon2 DCon4 DCon3 48.0098 33.96 74.0099 373.8 77.0131 417.03 DCon4 I DCon4 DCon3 Shear Reinforcement for Major Shear, VU2 End -I Middle End-J Rebar Av/s Rebar Av/s Rebar A./s in=/ft in'/ft inl/ft 0 0.0049 0.0497 rnoralesresidence.EDB Page 1 of 2 6/14J2019 Morales Residence 54 ETABS 2016 16.2.1 License #'15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I End -I Middle Middle End-J End-J Design Vu Station Loc Design Vu Station Loc DesignVu Station Loc kip in kip in kip in 17.071 114.36 2.1314 346.04 30.535 486.84 DCon4 DCon4 DCon3 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, in2/ft in C 0 Design Torsion Force Design T. Station Loc Design T. Station Loc kip-ft in kip-ft in 0.4324 346.04 346.04 DCon2 EME moralesresidence.EDB Page 2 of 2 6/14/2019 Morales'Residence 55 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name Section ID Length (in) I LLRF I Type Story4 139 24 ConcBm8x12 156.12 1 1 Sway Special Section Properties b (in) h (in) b r (in) d s (in) I d a (in) d cb (in) 8 12 8 0 2.5 I 2.5 Material Properties Ec(lb/inZ) f,(Ib/inZ) Lt.Wt Factor (Unitless) fy(lb/in2) f,(IWin') 4030509 5000 1 60000 60000 Design Code Parameters 4) T CTied m CSpiral 0 Vns 4) Vs VJoint 0.9 0.65 0.75 1 0.75 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in' % in' % in' a/. Top (+2 Axis) 0.1498 0.16 0.1498 0.16 0.4647 0.48 Bot (-2 Axis) 0.1941 0.2 0.1985 0.21 0.2687 0.28 Flexural Design Moment, Mu3 End -I Design M . kip-ft End -I Station Loc in Middle Middle Design M Station Loc kip-ft in End-J Design M . kip-ft End-J Station Loc in Top (+2 Axis) -4.7517 28.9418 -4.7517 95.4928 -19.0067 156.12 156.12 Combo DCon3 DCon3 , DCon3 Bot (-2 Axis) 6.138 �J�ICon2 .2762 51.1255 9.0375 Combo DCon2 DCon4 Shear Reinforcement for Major Shear, V.2 End -I Middle End-J Rebar Ads Rebar Av /s Rebar A. /s inZ/ft inZ/ft inZ/ft 0 0 0 moralesresidence.EDB Page 1 of 2 6/14/2019 Morales Residence 56 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, V 2 End -I End -I Middle Middle End-1 End-J Design V. Station Loc Design V, Station Loc Design V, Station Loc kip in kip in kip in 4.007 2 0.1438 95.4928 5.305 156.12 DCon2 DCon2 DCon2 Torsion Reinforcement Shear Longitudinal Rebar At /s Rebar A, inZ/ft in' 0 j 0 Design Torsion Force Design Tu Station Loc Design Tu Station Loc kip-ft in kip-ft in 0.0264 28.9418 1 0.0264 28.9418 DCon2 DCon2 moraiasrasidence.EDB Page 2 of 2 6/14/2019 Morales Residence 57 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level I Element Unique Name ' Section ID I Length (in) LLRF Type Story4 I B10 1 25 i ConcBm8x38 223.68 1 Swav Special Section Properties b (in) h (in) I br(in) ds(in) dt(in) dcb(in) 8 38 8 0 2.5 2.5 Material Properties E.(Ib/in') fc(lb/in') Lt.Wt Factor (Unitless) fy(lblin') fys(Ib;i�i') 4030509 5000 1 60000 60000 Design Code Parameters T I CTied 4) CSpi.1 0 Vns Vs VI.Int 0.9 I 0.65 I 0.75 0.75 1 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I Rebar Area in' End -I Rebar % Middle Rebar Area in' Middle Rebar % � End-J Rebar Area in' End-J Rebar % Top (+2 Axis) 0.3718 0.12 0.06 I 0.0925 0.5959 0.03 0.2 0.0925 0.03 1 0.18 Bot (-2 Axis) 0.1852 0.5332 Flexural Design Moment, Mu3 End -I Design M . kip-ft End -I Station Loc in Middle Design M , kip-ft Middle Station Loc in End-J Design M , kip-ft End-J Station Loc in Top (+2 Axis) -44.2323 0 -11.0581 161.2091 -11.0581 205.716 Combo DCon2 DCon2 DCon2 Bot (-2 Axis) 22.1161 0 70.6057 161.2091 63.2526 174.4806 Combo DCon2 DCon2 DCon2 Shear Reinforcement for Major Shear, V .z End -I Middle End-J Rebar Av/s RebarA./s RebarA./s in'/ft in'/ft in'/ft 0 0 0 rnoralesrasidence.EDB Page 1 of 2 6/14/2019 Morales Residence 58 ETABS 2016 16.2.1 License #" 15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I End -I Middle I Middle End-J End-J Design V. Station Loc Design Vu IStationLoc Design V, Station Loc kip in kip in kip in 13.623 28.1073 1.0182 72.4746 19.124 223.68 DCon2 DCon2 DCon2 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, inl/ft in' 0 0 Design Torsion Force uesign i u kip-ft Station Loc I in uesign i u Station Loc kip-ft in 0.1236 116.8418 0.1236 116.8418 DCon2 DCon2 moralesresidence.EDB Page 2 of 2 6/14/2019 Mor. ies Residence 59 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name Section ID Length (in) LLRF Type Story3 B12 15 ConcBm20x38 314.88 0.71 Sway Special Section Properties b (in) h (in) b r (in) d s (in) d cc (in) d cb (in) 20 38 20 0 2.5 2.5 Material Properties E.(Ib/in') F.(lb/in') Lt.Wt Factor (Unitless) fy(lb/inZ) f,(lb/;i.'; 4030509 5000 1 60000 60000 T 0.9 Design Code Parameters 4) CTW CSpiral (3) Vns CP Vs m Vioin[ 0.65 0.75 0.75 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M 3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in' % I in' % ` in' % Top (+2 Axis) 2.5102 0.33 0.7439 1 0.1 1.4483 ` 0.19 1 0.4 Bot (-2 Axis) 1.5423 0.2 3.0349 1.9188 0.25 Flexural Design Moment, M 3 End -I End -I Middle Middle End-J End-J Design M , Station Loc Design M u Station Loc Design M u Station Loc kip-ft in kip-ft in kip-ft in Top (+2 Axis) -308.918 6.6 -88.6329 225.9744 158.76 -171.6542 314.88 DCon2 226.6089 245.016 DCon2 Combo DCon4 DCon4 Bot (-2 Axis) 182.658 73.6416 470.1908 Combo DCon2 DCon2 Shear Reinforcement for Major Shear, Vu2 End -I Middle End-J Rebar A /s Rebar A, /s Rebar A /s in'Ift in'Ift in'/ft 0.0699 0 0 mom!asrasidance.EDB Page 1 of 2 6/14/2019 N11orales Residence ETABS 2016 16.2.1 License #*151M/FHPDTPHCNT Design Shear Force for Major Shear, V .z End -I End -I Middle Middle End-J Endtil Design V, Station Loc Design V� Station Loc Design V. Station Loc kip in kip in kip in 84.606 6.6 5.2069 92.6832 69.367 DCon2 296.52 DCon2 DCon2 Torsion Reinforcement Shear Longitudinal Rebar At /s Rebar A, in'/ft in' a 0 Design Torsion Force Design T. Station Loc Design T. Station Loc kip-ft in kip-ft in 14.1596 2.88 14.1596 2.88 DCon2 DCon2 moralesresidence.EDB Page 2 of 2 6/14/2019 Morales Residence 61 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name I Section ID Length (in) LLRF Type Story4 B13 1 23 ConcBm8x12! 155.88 1 Swav Special Section Properties b (in) h (in) b, (in) d. (in) d c, (in) I d cb (in) 8 12 8 0 2.5 2.5 Material Properties Ec(lb/in') fc(lb/in') Lt.Wt Factor (Unitless) fy(lb/in') f,(Ibi;i.'1 4030509 5000 1 60000 60000 ww�� Design Code Parameters W T CD CTied W CS0.1 W. l `P Vs `P VJoin, 0.9 0.65 0.75 0.75 «ll 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in' % in' % in' Top (+2 Axis) 1 0.4113 0.43 0.1331 0.2687 0.14 0.28 0.1331 0.14 Bot (-2 Axis) 1 0.2687 0.28 0.2369 0.25 Flexural Design Moment, M.3 End -I Design M kip-ft End-1 Station Loc in Middle Design M . kip-ft Middle Station Loc in End-J Design M , kip-ft End-J Station Loc in Top (+2 Axis) 1 -16.9116 2 -4.2279 96.0873 -4.2279 140.4546 Combo DCon2 DCon2 DCon2 Bot (-2 Axis) 8.4558 2 8.5291 96.0873 7.4695 118.271 Combo DCon2 DCon3 DCon2 Shear Reinforcement for Major Shear, V.z End -I Middle End-J Rebar A./s RebarAv/s Rebar A./s in'/ft in'/ft in'/ft 0 0 0 rnoralesresidence.EDB Page 1 of 2 6/1 4/2019 Morales Residence 62 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I. End -I Middle Middle End-J End-J Design V Station Loc Design V� Station Loc Design V, Station Loc kip in kip in I kip in 7.579 2 0.2822 51.72 5.176 153.88 DCon2 DCon2 DCon2 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, inZlft in' 0 0 Design Torsion Force Design T. kip-ft Station Loc in Design T. kip-ft Station Loc in 0.0241 140.4546 0.0241 140.4546 DCon2 DCon2 moralesrasidence.EDB Page 2 of 2 6/14/2019 Morales Residence 63 ETABS 2016 16.2.1 License #*151M/FHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name Section ID I Length (in) LLRF Tvpe Story4 V B14 22 ConcBm8x12 1 152.28 1 Sway Sp-)cial Section Properties b (in) h (in) br(in) ds(in) i dc,(in) dcb(in) 8 12 { 8 0 2.5 2.5 Material Properties E.(IWin') ` fc(lb/in2) 1 Lt.Wt Factor (Unitless) I f,(lb/in2) f,(Ib/in2) 4030509 5000 1 60000 60000 Design Code Parameters CTied CSpiral Vns 4) Vs VJainl 0.65 0.75 0.75 1 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in2 % in % in % Top (+2 Axis) 0.1322 0.14 0.1322 0.14 0.4085 0.43 Bot (-2 Axis) 0.1322 0.14 0.1995 0.21 0.2669 0.28 Flexural Design Moment, M u3 0 T 0.9 i End -I Design M , kip-ft End -I Station Loc in Middle Design M u kip-ft Middle Station Loc in i End-J Design M , kip-ft End-J Station Loc in Top (+2 Axis) -4.1998 32.28 -4.1998 109.14 1-16.7992 DCon2 150.28 Combo DCon2 DCon2 Bot (-2 Axis) 4.1998 32.28 6.3079 66 8.3996 150.28 Combo DCon2 DCon2 I DCon2 Shear Reinforcement for Major Shear, V U2 End -I Middle End-J Rebar A /s Rebar Av /s Rebar Av /s inZ/ft inZ/ft in2/ft 0 0 a nnoralesresidence.EDB Page 1 of 2 6/14/2019 Morales Residence 64 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I Design V. kip End -I Station Loc in Middle Design V� kip Middle Station Loc in End.J , Design V, kip End-J Station Loc in 1.459 DCon2 0 0.4862 DCon2 109.14 6.245 150.28 DCon2 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, inz/ft in' 0 1 0 Design Torsion Force Design T. Station Loc Design T. Station Loc kip-ft in kip-ft in 0.0458 66 0.0458 I 66 DCon2 DCon2 moral ssresidence.EDB Page 2 of 2 6/14/2019 Morales Residence 65 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name Section ID Length (in) LLRF Type Story3 B23 38 ConcBm20x38 18.675 1 j Sway Spedal Section Properties b (in) I h (in) b, (in) d S (in) d., (in) d Cb (in) 20 38 20 0 2.5 2.5 Material Properties E c (Ib/in') f c (lb/in') Lt.Wt Factor (Unitless) fy (Ib/in') f,. (Ibl;n') 4030509 5000 1 1 60000 60000 Design Code Parameters 4) T (1) CTied 0 CSpiral 0 Vns (D Vs l Vjoint 0.9 0.65 1 0.75 1 0.75 1 0.6 I 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in' % in' % in' % Top (+2 Axis) 2.5102 0.33 2.6981 0.36 0.23 Bot (-2 Axis) 1.4885 0.2 1.774 Flexural Design Moment, M u3 End -I Design M. kip-ft End -I Station Loc in Middle Design M. kip-ft Middle Station Loc in End-J Design M. kip-ft + En&.1 1 Station Loc in Top (+2 Axis) -338.0224 0 -419.4601 18.675 Combo DCon4 DCon2 Bot (-2 Axis) 176.3657 0 209.73 18.675 Combo DCon2 DCon2 Shear Reinforcement for Major Shear, V .z End -I Middle End-J RebarAv/s Rebar Av/s RebarA,/s in'/ft in'/ft in'/ft 0.2121 0.2121 rr,oralesresidence.EDB Page 1 of 2 6/14/2019 Morales Residence 66 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I End -I Middle Middle End-J End-J Design V� Station Loc Design V. Station Loc Design Vu Station Loc kip in kip in V kip in 30.552 0 31.661 18.675 DCon6 DCon6 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, inz/ft in 0 0 Design Torsion Force Design Tu Station Loc Design T. Station Loc kip-ft in kip-ft in 77.7803 18.675 77.7803 18.675 DCon2 DCon2 moralesresidence.EDB Page 2 of 2 6/14/2019 Morales Residence 67 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level I Element Unique Name f Section ID I Length (in)' LLRF Type Story3 B24 39 1 ConcBm20x38 I 18.675 1 Sway ),-ecia, Section Properties b (in) h (in) bf (in) d s (in) d c, (in) d cb (in) 20 38 20 0 2.5 2.5 Material Properties E (lb/in') f.(lb/in2) Lt.Wt Factor (Unitless) fr(lb/inZ) f,,e(Ib/in2) 4030509 5000 1 60000 600GO Design Code Parameters T CTied m CSpiral j 0 Vns 4) Vs CD *10 1 0.9 0.65 0.75 0.75 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in % I in- I % in' % Top (+2 Axis) 2.7866 0.37 J I 2.5102 0.33 Bot (-2 Axis) 1.8313 0.24 1.5746 1 0.21 Flexural Design Moment, M u3 End -I Design M kip-ft End -I Station Loc in Middle Design M u kip-ft Middle Station Loc in End-J Design M , kip-ft End-J Station Loc in Top (+2 Axis) -432.8228 0 -372.888 18.675 Combo DCon2 DCon4 186.444 18.675 Bot (-2 Axis) 216.4114 0 Combo DCon2 DCon4 Shear Reinforcement for Major Shear, VUZ End -I Middle End-J Rebar A,/s Rebar Av/s Rebar A,/s in2/ft in2/ft in2/ft 0.2121 0.2121 mcralesresidence.EDS Page 1 of 6/14/2019 Morales Residence C-? ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, Vu2 End -I. End -I Middle Middle End-J End-J Design V Station Loc Design V u Station Loc Design V , Station Loc kip in kip in kip in 27.523 0 26.414 18.675 DCon6 h DCon6 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, in'/ft in' o 0 Design Torsion Force Design Tu kip-ft Station Loc in I Design Tu Station Loc kip-ft in 59.1758 18.675 59.1758 18.675 DCon2 I DCon2 rroralesrasidence.EDB Page 2 cf 2 6/14/2019 Morales Residence ETABS 2016 16.2.1 License #'15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element Unique Name Section ID Length (in) LLRF Type Story3 I B30 31 ConcBm20x38 173.76 1 Sway Special Section Properties b(in) h(in) bf(in) I ds(in) I d�t(in) dcb(in) 20 38 20 0 2.5 2.5 Material Properties E c (Ib/in') f c (lb/in') I Lt.Wt Factor (Unitless) fy (lb/in') fy. (Ibihf-) 4030509 ' 5000 1 60000 60000 Design Code Parameters CP T 0 CTied m CSpiral 4) Vns Vs 0 \,jwt 0.9 0.65 1 0.75 0.75 0.6 I Oath Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in' % inZ % in' % Top (+2 Axis) 1.4819 0.19 0.8519 0.11 1.3828 0.18 0.3674 0.05 0.5692 Bot (-2 Axis) 0.7368 0.1 1 0.07 Flexural Design Moment, M u3 End -I Design M kip-ft End -' Station Loc in Middle Design Mu kip-ft Middle Station Loc in End-J Design Mu kip-ft End-J Station Loc in Top (+2 Axis) -175.5845 0 -101.4244 120.552 -163.9675 158.6352 Combo DCon2 DCon3 DCon3 Bot (-2 Axis) 87.7923 0 43.8961 120.552 67.9122 173.76 Combo DCon2 DCon2 DCon3 Shear Reinforcement for Major Shear, V.2 End -I Middle End-J Rebar A, /s Rebar A, /s Rebar A, /s in'/ft in'/ft in'/ft 0 0.2121 0.2121 moralesresidence.EDB Page 1 of 2 6/14/2019 Nlorales Residence 70 ETABS 2016 16.2.1 License #'15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I End -I Middle Middle End-J End-J Design V. Station Loc Design Vu , Station Loc Design Vu Station Loc kip in kip in l kip in 23.21 6.3024 0.9776 120.552 28.396 173.76 DCon2 DCon6 �DCon6 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, in'/ft in 0.3613 3.0708 Design Torsion Force Design T Station Loc Design T. I Station Loc kip-ft in kip-ft in 109.2546 173.76 109.2546 173.76 DCon3 DCon3 moralesresidence.EDB Page 2 of 2 6/14/2019 Morales Residence 71 ETABS 2016 16.2.1 License #'15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level I Element Unique Name Section ID I Length (in) LLRF Type Story3 I B34 45 ConcBm20x38 1 7.08 1 Sway Special Section Properties b (in) h (in) br(in) i ds(in) d�t(in) dcb(in) 20 38 20 0 2.5 2.5 Material Properties Ec(lb/in') f�(lb/inZ) Lt.Wt Factor (Unitless) fy(Ib/in') fs(lb,hr) 4030509 5000 1 60000 60000 Design Code Parameters m T 0 CTied CD CSpirel 0 Vns 4) Vs ljc,nt 0.9 0.65 1 0.75 1 0.75 1 0.6 OA, Flexural Reinforcement for Major Axis Moment, M.3 End -I End -I Middle Middle End-J End-J Rebar Area Rebar Rebar Area Rebar Rebar Area Rebar in % in % in Top (+2 Axis) ` 1.5715 0.21 _ 1.1694 j 0.5822 0.15 0.08 Bot (-2 Axis) 0.7811 0.1 Flexural Design Moment, M.3 End -I Design M, kip-ft End -I Middle Middle Station Loc Design M � Station Loc I in kip-ft in End-J Design M u kip-ft End-J Station Loc in Top (+2 Axis) -186.0843 0 -138.8926 7.08 Combo DCon3 DCon3 Bot (-2 Axis) 93.0421 0 69.4463 7.08 Combo DCon3 DCon3 Shear Reinforcement for Major Shear, V .z End-1 Middle End-J Rebar A. Is Rebar A� /s Rebar Av /s in'/ft inZ/ft inZ/ft 0.2121 0.2121 rnorelesrasidence.EDB Page 1 of 2 6/14/2019 Morales Residence 72 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT Design Shear Force for Major Shear, V n2 End -I End -I Middle Middle End-J End-J Design V Station Loc Design V . Station Loc Design V , Station Loc kip in kip in kip in 50.819 0 50.399 7.08 DC on6 DCon6 Torsion Reinforcement Shear Longitudinal Rebar At /s Rebar A, in'/ft in' 0.3744 3.1822 Design Torsion Force Design Tu Station Loc Design T. Station Loc kip-ft in kip-ft in 113.2151 7.08 113.2151 7.08 DCon3 j DCon3 moralesresidence.EDB Page 2 of 2 6/14/2019 Morales Residence 73 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 Concrete Frame Design ACI 318-14 Beam Section Design Beam Element Details (Envelope) Level Element J Unique Name Section ID i Length (in) LLRF Story3 B35 16 ConcBm20x38 158.88 1 Section Properties b (in) h (in) bf(in) ds(in) d,,(in) d�b(in) 20 38 20 0 2.5 2.5 Material Properties Tyne Sway Special Ec(lb/in2) fc(lb/in2) I Lt.Wt Factor (Unitless) ' f,(lb/in2) I fy,(IF!in2) 4030509 5000 1 1 60000 6000U Design Code Parameters T `Y Vns I Vs VJoint 0.9 0.65 0.75 0.75 0.6 0.85 Flexural Reinforcement for Major Axis Moment, M.3 End -I Rebar Area in End -I Middle Middle Rebar fI Rebar Area Rebar % i in % End-J Rebar Area in End.J Rebar Top (+2 Axis) Bot (-2 Axis) 0.4004 0.05 0.4004 0.18 1.2415 0.05 1.6163 0.21 0.11 1.3859 0.16 0.8032 Flexural Design Moment, M u3 End -I End -I Middle Middle End-J End.J Design M� Station Loc Design M, Station Loc Design Mu Station Loc kip-ft in kip-ft in kip-ft in Top (+2 Axis) -47.8291 21.495 -47.8291 107.475 -191.3165 DCon3 158.88 Combo DCon3 DCon3 Bot (-2 Axis) 164.3281 0 147.3683 42.99 95.6582 158.88 Combo DCon3 DCon3 DCon3 Shear Reinforcement for Major Shear, V 2 End -I Middle End-J Rebar A,/s Rebar A,/s RebarAv/s in2/ft in2/ft in2/ft 0.2121 0.2121 0.2121 moralesresidence.EDB Page 1 of 2 6/14/2019 Morales Residence 74 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT Design Shear Force for Major Shear, V.2 End -I End -I Middle Middle End-J End-J Design Vu Station Loc Design V, Station Loc Design V� Station Loc kip in kip in kip in 1.887 21.495 1.3454 107.475 27.234 158.88 DCon6 DCon6 DCon6 Torsion Reinforcement Shear Longitudinal Rebar A, /s Rebar A, in2/ft in 0 0 Design Torsion Force Design Tu Station Loc Design T. Station Loc kip-ft in kip-ft in 43.7513 158.88 43.7513 158.88 DCon3 DCon3 moralesresidence.EDB Page 2 of 2 6114.12019 Morales Residence 75 ETABS 2016 16.2.1 :- 6/14/2019 mor--ilesresidence.EDB 3-D View Morales Residence 76 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID' Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Storyl 1 P1 445.02 0 698.04 4.9 0.651 Material Properties E R, (Ib/in') f m (Ib/in') Lt.Wt Factor (Unitless) I f, (lb/inz) f, (IhPrz; 1350000 1500 1 1 60000 6000J Design Code Parameters 4) b 4), I IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, Right X z in in Right Yz in Length in Thickness in Top Leg 1 96 0 794.04 0 698.04 4.9 Bottom Leg 1 96 0 794.04 0 698.04 1 4.9 Flexural Design for P M uz and Mu3 Station Required Location Rel: Area (inz) Required Reinf Ratio Current Reinf Ratio Flexural Combo P � kip M z kip-ft I M u3 kip-ft Pier A9 in' Top 8.551 8.551 1 0.0025 0.0025 0.0017 0.0017 DWa18 DWa18 107.404 1.2938 1 -748.0682 3420.396 Bottom 166.71 -0.0195 1 -962.0404 3420.396 Shear Design Station Location ID Rebar inZ/ft Shear Combo P � kip M u kip-ft vu kip ove kip CI)V, kip Top Leg 1 0.0412 DWa14 101.638 -323.6536 -34.747 414.539 472.002 Bottom Leg 1 0.0412 DWa14 148.824 -57.6908 -34.8 448.388 505.85 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 77 ETABS 2016 16.2.1 License #'15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID i Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story4 P2 ` 500.04 0 60.48 4.9 1 Material Properties E m (Ib/in') f m (Ib/in') Lt.Wt Factor (Unitless) fy (lb/inZ) fy. (Ib/in') 1350000 1500 1 60000 60000 Design Code Parameters 4) b m IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 1 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y1 Right X2 Right Y2 Length Thickness Location in in in in in in Top Leg 1 469.8 0 530.28 0 60.48 4.9 Bottom Leg 1 469.8 0 530.28 0 60.48 4.9 Flexural Design for P M o2 and M A Station Location Required Required Rebar Area (in') Reinf Ratio Current Reinf Ratio Flexural Combo P. kip M .2 kip-ft M .3 kip-ft Pier A9 in' Top 0.7409 0.0025 0.002 DWa18 -2.946 -0.0009 -23.9239 296.3522 Bottom 0.7409 0.0025 0.002 DWa18 30.642 -0.0092 -19.9976 296.3522 Shear Design Station ID Location Rebar in'/ft Shear Combo P � kip M. kip-ft V kip ova kip 1 oV, kip Top Leg 1 0.0412 DWa13 -11.896 -14.621 24.285 32.43 37.409 1 Bottom Leg 1 0.0412 DWa13 42.811 87.2994 24.306 33.839 38.818 mom. 1esres1dence.EDB Page 1 of 1 6/17/2019 Morales Residence 78 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story4 I P3 j 662.4 0 159.12 4.9 1 Material Properties E m (lb/in') F. (lb/in') I Lt.Wt Factor (Unitless) f,, (lb/in') fy. (lb/in') 1350000 1500 1 60000 60000 Design Code Parameters CDb I CPv I IP MAX IP MIN PMAX 0.9 0.8 1 0.04 1 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, in Right X 2 in Right Y2 in Length in TYck->>ss °r Top Leg 1 582.84 0 741.96 0 159.12 4.9 Bottom Leg 1 1 582.84 0 741.96 0 159.12 4.9 Flexural Design for P M .2 and M A Station Required Required Location Rebar Area (in') Reinf Ratio Current Reinf Ratio Flexural Combo P � kip M .2 kip-ft M 0 Pier A9 kip-ft in - Top 1.9492 0.0025 0.0018 DWal8 13.846 0.1102 -0.1135 10.0663. 779.688 I-100.964 779.688 Bottom 1.9492 0.0025 0.0018 DWal8 21.411 Shear Design Station Location ID Rebar inZ/ft Shear Combo PU kip M� kip-ft V� kip OVA kip 4)Vn kip Top Leg 1 0.0412 DWal4 18.852 62.3592 -15.571 87.633 100.732 Bottom Leg 1 0.0412 DWa14 28.94 -7.8643 -15.571 100.809 113.907 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 79 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID 1 Centroid X (in) . Centroid Y (in) Length (in) . Thickness (in) LLRF Story4 P4 793.92 0 23.76 4.9 1 Material Properties E m (Ib/in') f m (lb/in') Lt.Wt Factor (Unitless) fy (lb/in') f,. (lb/in') 1350000 1500 1 1 60000 60000 Design Code Parameters mb I my IPMAX IPMIN PMAX 0.9 0.8 ! 0.04 0.0025 1 0.8 Pier Leg Location, Length and Thickness Station ID Left X i ' Left Y, Right X 2 Right Y2 Length Th'ck�pess Location in in in in in d in Top Leg 1 782.04 0 805.8 0 23.76 4.9 Bottom Leg 1 782.04 0 805.8 0 23.76 49 Flexural Design for P M u2 and M �3 Station Location Required Rebar Area (in') Required Reinf Ratio Current Reinf Ratio Flexural Combo P kip M U2 kip-ft M u3 kip-ft Pier A9 in' Top 0,2911 0.0025 0.0025 0.0026 DWa18 6.921 0.0361 9.2725 116.4241 Bottom 0.2911 0.0026 DWal8 8.05 -0.0298 -9.5665 116.4241 Shear Design Station Location ID Rebar in'/ft Shear Combo P � M u kip kip-ft V � kip mV � kip ova kip Top Leg 1 0.0412 DWal2 11.082 1 18.7087 -2.899 10.333 12.289 Bottom Leg 1 0.0412 DWa12 1 12.588 -14.6325 -2.899 10.634 12.59 mcr;lesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 80 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story3 P5 715.98 24 147.96 4.9 Material Properties E m (Ib/in-) I Fm (Ib/inZ) Lt.Wt Factor (Unitless) fy (lb/inZ) I fys (Ih/in2) 1350000 1500 1 60000 60003 Design Code Parameters 4) b 4) v IP MAX IP MIN P MAX 0.9 1 0.8 0.04 1 0.0025 1 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y, Right X 2 Right Y2 Length Thickness Location in in in in in it 147.96 4.9 Top Leg 1 1 642 24 ' 789.96 24 Bottom Leg 1 , 642 24 789.96 24 147.96 4.9 Flexural Design for P., M u2 and M 0 Station Required Location Rebar Area (inZ) j Required Current Flexural Reinf Ratio Reinf Ratio Combo P � kip M �2 kip-ft M 0 kip-ft Pier A9 in Top 1.8125 0.0025 0.0018 DWal8 0.0025 0.0018 DWa18 -3.753 -0.0666 -38.7633 725.0041 Bottom 1.8125 16.897 -0.0017 -59.3883 725.0041 Shear Design Station Location ID Rebar inZ/ft Shear Combo P kip MU kip-ft V � kip OVA kip 4)Vn kip Top Leg 1 0.0412 DWal3 DWal3 -10.32 -8.7633 19.703 86.372 98.552 Bottom Leg 1 0.0412 10.579 30.6368 19.632 86.994 99.174 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence' 81 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #'15KYVFHPDTPHCNT Story ID Pier ID I Centroid X (in) Centroid Y (in) I Length (in) Thickness (in) LLRF 5tory4 P7 259.02 32.28 1 261.96 4.9 0.966 Material Properties E R, (lb/in') f m (lb/in') Lt.Wt Factor (Unitless) fy (lb/in') fy. (lb/in') 1350000 1500 1 60000 60000 Design Code Parameters 4)b 4), 1 IPMAX IPMIN PMAX 0.9 1 0.8 1 0.04 0.0025 i 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y, Right X 2 Right Y2 Length Tnickness Location in ` in in in in it Top Leg 1 128.04 32.28 1 390 32.28 261.96 4.9 Bottom Leg 1 128.04 32.28 390 32.28 261.96 4.9 Flexural Design for P., M 2 and Mu3 Station Required Location Rebar Area (in 2) Required Reinf Ratio Current Reinf Ratio Flexural Combo Pu kip M 2 kip-ft M u3 kip-ft Pier A9 in Top 3.209 3.209 0.0025 0.0018 DWal8 24.926 0.0274 -87.7155 1283.604 Bottom 0.0025 0.0018 DWal8 40.646 1 -0.5489 -271.993 1283.604 Shear Design Station Location ID j Rebar Shear Combo in2/ft P kip M kip-ft V. kip CDV, I 4)Vn kip kip Top Bottom Leg 1 0.0412 DWa14 0.0412 DWa14 36.407 -66.4721 -18.779 1 155.08 1 176.645 T 147.905 169.469 Leg 1 57.474 -133.3073 -18.744 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 82 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) I Thickness (in) LLRF Story2 i P8 243 204 294 4.9 0.569 Material Properties E,n (Ib/inZ) f m (Ib/inZ) Lt.Wt Factor (Unitless) fy (lb/in') f, (lh/inZ) 1350000 1500 1 60000 600C3 Design Code Parameters 4) b I 4), IP MAX IP MIN P MAX 0.9 1 0.8 1 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID LeftX, in Left Y, in Right X 2 in Right Y2 Length Thickness in in ir. Top Leg Bottom Leg 1 96 204 390 204 204 { 294 49 4.9 96 204 390 294 Flexural Design for P M.2 and Ma Station Required Location Rebar Area (in') j Required Current I Reinf Ratio Rein f Ratio Flexural Combo P. kip M 2 kip-ft M 0 kip-ft Pier A9 in' Top 3.6015 d Bottom 3.6015 0.0025 0.0018 DWal8 188.7161 0.0207 143.2603 1440.6 0.0025 0.0018 DWa18 192.569 1 0.0758 -9.0088 1440.6 Shear Design Station Location ID Rebar inZ/ft I Shear Combo P � 1 kip M � kip-ft V � kip ova kip ova kip Top Leg 1 0.0412 DWa13 245.564 2636.5678 124.388 160.075 184.277 Bottom Leg 1 0.0412 DWa13 250.702 3030.8774 124.388 150.996 175.198 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 83 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) I LLRF Story4 P8 243 204 294 4.9 0.664 Material Properties E m (Ib/in') f, (Ib/in') I Lt.Wt Factor (Unitless) f, (Ib/in') fys (lb/in') 1350000 1500 1 60000 60000 Design Code Parameters 4) b 0 v I IP MAx IP MIN P MAX 0.9 1 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station ID LeftX, I LeftY, Right X 2 Right Y2 Length Thickness Location in in in in in in Top Leg 96 204 390 204 294 4.9 Bottom Leg 1 96 204 390 204 294 4.9 Flexural Design for P M �2 and Mu3 Station Required Location Rebar Area (in') Required Reinf Ratio I Current Reinf Ratio Flexural Combo P u M u2 kip kip-ft M 0 kip-ft Pier A9 in' Top 3.6015 0.0025 0.0018 DWal8 90.15 1 -0.3814 317.504 1440.6 Bottom 3.6015 0.0025 0.0018 DWa18 112.8431 0.4961 296.945 1440.6 Shear Design Station Location ID Rebar in'/ft Shear Combo P � M U I kip kip-ft V � kip cpV� kip O)V kip Top Leg 1 0.0412 DWa13 137.024 525.8319 40.333 164.38 188.582 Bottom Leg 1 0.0412 DWa13 1131.237 1086.2003 40.058 126.677 150.879 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 84 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) I Centroid Y (in) Length (in) Thickness (in) LLRF Story5 P10 192.6 204 18 1 4.9 1 Material Properties E m (Ib/inZ) f m (lb/In') Lt.Wt Factor (Unitless) ` fy (lb/inZ) fys (1b;i.i-) 1350000 1500 1 T 60000 60000 Design Code Parameters 0 b v IP MAX I IP MIN i P MAX 0.9 0.8 0.04 1 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, Right X 2 in in Right Y2 Length Thickness in + in in Top Leg 1 183.6 204 201.6 204 18 49 +-4.9 Bottom Leg 1 183.6 204 I 201.6 204 18 Flexural Design for P u, M 2 and M u3 Station Location Required Rebar Area (inZ) Required I Reinf Ratio Current Reinf Ratio Flexural Combo P kip M u2 kip-ft M A kip-ft Pier A9 in Top Bottom 0.2205 0.3443 _0.0025 0.0039 0.0034 0.0034 DWa18 3.533 0.0109 -0.1076 88.2 DWa13 11.848 1 0.0615 16.2575 88.2 Shear Design Station ID Rebar Shear Combo P � M„ V u OVA mV, Location inZ/ft kip kip-ft kip kip kip Top Leg 1 0.0412 DWa13 5.514 1.0939 2.767 10.774 12.255 Bottom Leg 1 0.0412 DWa13 11.848 16.2575 3.19 8.518 10 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 85 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #"15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) , LLRF Storv5 P11 421.62 204 96.84 4.9 1 Material Properties E m (lb/in') 1'. (lb/in-) Lt.Wt Factor (Unitless) fY (lb/in') fY. (Vhnl� 1350000 1500 1 60000 60090 A Design Code Parameters 0b 0v I IPMAX IPMIN PMAX 0.9 1 0.8 1 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID I Left X, i in Left Y, in Right X 2 ` in Right Y2 in Length in Thickness in Top Leg 1 373.2 204 470.04 204 96.84 4.9 Bottom Leg 1 373.2 204 470.04 204 96.84 4.9 Flexural Design for P M.2 and M0 Station Required Location Rebar Area (inZ) Required Reinf Ratio Current Reinf Ratio Flexural Combo P � kip M u2 kip-ft M u3 kip-ft Pier A9 in' Top 1.1863 Bottom 1.1863 0.0025 0.0025 0.0019 DWa18 6.835 0.14281 -8.8099 474.516 0.0019 DWa18 10.306 -0.2192 -117.4975 474.516 Shear Design Station Location ID Rebar Shear Combo P inZ/ft I kip M„ kip-ft Vu kip ova kip CDVn kip Top Leg 1 0.0412 DWa14 9.493 DWa14 14.121 -11.0844 -18.395 58.787 66.759 Bottom Leg 1 0.0412 -132.0634 1 -18.395 38.744 46.716 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Storv1 P25 96 102 204 4.9 1 Material Properties E,n (Ib/inz) I f � (Ib/inz) Lt.Wt Factor (Unitless) i f, (Ib/in2) f, (la/:i?; 1350000 1 1500 1 60000 60000 Design Code Parameters b O v IP MAX IP MIN j P MAX 0.9 1 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y 1 Right X 2 Right Y2 in in in Length in Thickness in Top Leg 1 j 96 Leg 1 96 0 96 204 0 96 204 204 4.9 Bottom 204 4.9 Flexural Design for P M u2 and M u3 Station Location Required Rebar Area (in') Required Current Reinf Ratio Reinf Ratio Flexural Combo P. kip M �2 kip-ft M u3 kip-ft Pier A9 in' Top 2.499 0.0025 0.0018 DWal8 24.715 -0.3931 -22.4009 999.6 Bottom 2.499 0.0025 0.0018 DWal8 42.417 -0.0001 -40.1505 999.6 Shear Design Station Location ID Rebar inz/ft Shear Combo P, kip M„ kip-ft V. kip OVa kip mV, kip Top Leg 1 0.0412 DWa13 5.752 -86.9223 22.153 112.526 129.32 Bottom Leg 1 0.0412 DWal3 13.501 1 0.6482 20.672 126.486 143.279 moral esresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 87 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story4 P28 96 448.02 488.04 4.9 0.915 Material Properties Em (lb/in') fm (lb/in') Lt.Wt Factor (Unitless) fy(lb/inZ) 1350000 1500 1 60000 Design Code Parameters 0 b j (01 I IP MAX IP MIN P MAX 0.9 1 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness f, (IL/lil') 60000 Station Location ID LeftX, LeftY, Right X 2 in in in Right Y2 in Length Thickness in in Top Leg 1 96 204 96 692.04 488.04 4.9 Bottom Leg 1 96 204 96 692.04 488.04 4.9 Flexural Design for P M Q and M 0 Station Required Z Location, Rebar Area (in) ` Required I Reinf Ratio Current Reinf Ratio Flexural Combo P u kip M u2 + kip-ft M u3 kip-ft PierZA9 in Top 5.9785 0.0025 0.0018 DWa18 0.0018 DWal8 24.543 -0.7762 153.9009 2391.3959 Bottom 1 5.9785 0.0025 66.533 0.1825 -247.8511 2391.3959 Shear Design Station Location ID ebar inZ/ft Shear Combo P kip MU kip-ft V u kip OVA kip 4)V kip Top Leg 1 0.0412 DWa14 1 35.785 1327.3433 -60.903 286.4 326.575 Bottom I Leg 1 0.0412 DWa14 1 61.682 -51.8411 -61.056 306.008 346.184 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence m ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #'15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story4 P30 128.04 49.14 33.72 4.9 1 Material Properties E, (Ib/in') f m (Ib/in') Lt.Wt Factor (Unitless) fY (Iblin') f, (lui,r,') 1350000 1500 1 60000 60000-^- Design Code Parameters 4) b 0, IP MAX IP MIN I P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, Right X 2 Right Y2 in in in Length in Thickness in Top Leg 1 128.04 32.28 128.04 66 32.28 128.04 66 33.72 4.9 Bottom Leg 1 128.04 33.72 4.9 Flexural Design for P., M 2 and Mu3 Station Required Location Re bar Area (in') Required Reinf Ratio Current Flexural Reinf Ratio Combo P � kip M 2 kip-ft M U3 kip-ft Pier A9 in' Top 0.4131 0.5473 1 0.0025 0.0024 DWa18 -0.808 0.0053 -10.44 165.228 Bottom 0.0033 0.0024 DWaK -5.427 0.0329 -25.1795 165.228 Shear Design Station Location ID Rebar in'/ft Shear Combo P kip Mu kip-ft V� kip Q)Vc kip ova kip Top Leg 1 0.0412 DWa14 -3.629 -10.2064 -1.972 10.793 13.569 Bottom Leg 1 0.0412 DWa14 -5.427 -18.6477 -1.659 10.433 13.209 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 8 ET BS 2016 16.21 611412019 moG#ges Be ce3DB SD yew Morales Residence 90 ETABS 2016 16.2.1 License #"15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story3 P6 715.98 1 68.04 147.96 1 4.9 1 Material Properties E m (Iblin') f m (Iblin') Lt.Wt Factor (Unitless) fy (lblin-) f,s (IbiiW) 1350000 1500 1 60000 60000 Design Code Parameters CP b `w v IP MAX IP MIN P MAX 0.9 0.8 1 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y , Right X 2 in in Right Y2 in Length in Thickness in Top Leg 1 { 642 1 68 I 789.96 68.04 789.96 68.04 68.04 147.96 147.96 4.9 4.9 Bottom Leg 1 642 Flexural Design for P M.2 and MA Station Required Required Current Location Rebar Area (in') Reinf Ratio Reinf Ratio j Flexural Combo P. kip M .2 kip-ft M u3 kip-ft Pier A9 I in' Top 1.8125 0.0025 0.0018 Bottom 1.8125 0.0025 0.0018 DWal8 26.487 0.0519 127.3971 725.0042 DWal8 26.62 -0.0458 -45.9393 i 725.0041 Shear Design Station Location ID Rebar Shear Combo P � M � in'/ft kip kip-ft V � kip ova kip OV, kip Top Leg 1 0.0412 DWa14 0.0412 DWa14 38.216 232.9176 -35.795 76.751 88.931 Bottom Leg 1 1 37.089 -47.5498 -35.726 93.028 105.208 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 91 License #'15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) + Thickness (in) LLRF Story4 P18 1 686.04 464.28 120 7.6 0.721 Material Properties E m (Ib/inZ) f ((Ib/inZ) j Lt.Wt Factor (UnitlI'll ss) fY (Ib/in-- fys (Ibl�r.Z) 1350000 1500 1 60000 60000 Design Code Parameters �h �,P MIN PMAX 0.9 025 0.8 Pier LegLocation, Length and Thickness eft Y, Right X 2 Right Y2 Length ThIlr�kness EStation;Le A626.04E464.28 in in in in in 64.28 746.04 464.28 120 7.6 746.04 464.28 120 7.6 Flexural Design for P.. MI and M 3 Station Required Required Current Flexural PU MU2 M, Pier A, Location Rebar Area (inZ) Reinf Ratio I Reinf Ratio Combo kip kip-ft kip-ft in Top L28 0.0025 0.0027 DWa18 73.471 -0.1565 59.0668 912 Bottom � 2.28 0.0025 0.0027 DWa18 82.32 -0.1221 -543.1767 112 Shear Design Station ID Rebar Shear Combo PI, M VI, OVI, qw� Location inZ/ft kip ip-ft ;-9k12-417 kip kip kip Top Leg 1 0.0638 + DWa12 127.253 0.6039 0.0638 DWa12 139.052 -92.437 -92.437 130.423 145.745 92.028 107.35 Bottom Leg 1 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 92 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID P�ierD I Centroid X (in) f Centroid Y (in) i Length (in) I Thickness (in) LLRF Story3 428.04 648 84 I 4.9 0.683 Material Properties E m (Ib/inZ) 1f,,, (lb/inZ) Lt.Wt Factor (Unitless) I fY (lb/inZ) 1 fYs (Ibili,2)� 1350000 1500 1 - - I 60000 60000 Design Code Parameters �h �v f IP MAX IP MIN � PMAX 0 9 0•8 0.04 1 0.0025 0.8 Pier Leg Location, Length and Thickness n ID Left X, Left Y, Right X2 l Right YZ Length 1 hirkness n in in J in Leg 1 386.04 648 470.04 :in. ;Bottom in in Leg 1 386.04 648 470.04 84 4.9 84 4.9 Flexural Design for P M �2 and M u3 Station Required Required Current Flexural I P Location Rebar Area inZ ( ) Reinf Ratio M u2 M u3 Pier A9 Reinf Ratio Combo kip TOP 1.029 kip-ft kip-ft inZ 0.0025 0.0019 DWal8 124.608 Bottom 1.029 -0.0278 194.5681 411.6 0.0025 0.0019 DWal8 113.793 -0.0026-56.9213 411.E Shear Design Station ID ear Shear Combo P U M V U Location inZ/ft kip kip-ft kip 0V� OVA kip Top Leg 1 0.0412 DWa14 128.392 367.0775-46.644 kip 54.372 6 kip Bottom Leg 1 0.0412 DWa14 131.367 90.0835 46.858 .287 71.156 78.071 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 93 License #"15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X�Ce�nid�'in, ength (�'Thl�ckness�'in)LL�RFStory1 P20 632.04 324 Material Properties E m (Ib/inz) fm (Ib/in') Lt.Wt Factor (Unitless) fY (Ib/inZ) fYs (Ib/inI) 1350000 1500 1 60000 60000 Design Code Parameters b O v I IP MAX � IP MIN + P MAX 0.9 0.8 0.04 0.0025 ' 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X1 Left Y1 Right X2 Right Y2 Length Thickness in in in in in in Top Leg 1 470.04 648 794.04 648 324 4.9 Bottom _ Leg 1 470.04 648 794.04 648 324 4.9 Flexural Design for Pu, Mu2 and M0 Station Required Location Rebar Area (in 2) Required Current Flexural P Reinf Ratio Reinf Ratio Combo M �z M ua Pier A9 kip kip-ft kip-ft in Z _ Top 3.969 Bottom 0.0025 0.0018 DWa18 13.941 -1.2009-170.7137 1587.5999 3.969 0.0025 0.0018 DWal8 26.707 0.4461-236.552 1587.5999 Shear Design Station ID Location M V° �V� OVA E;6ki�kip-ft kip kip kiTop Leg 1 12-133.8291-24.968 181TBottom Leg 1 13-326.0333 26.817 166.361 193.033 moral esresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 94 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID I Centroid X (in) Centroid Y (in) Length (in) I Thickness (in) LLRF Story4 P23 558 687.96 175.92 1 4.9 Material Properties E m (lb/inZ) 1 fm (lb/inZ) Lt.Wt Factor (Unitless) fy (lb/inZ) I fYs (Ib/inZ) 1350000 -- 1 60000 60L00 Design Code Parameters MAX m b 1 v IP MAX IP MIN�O8 0.9 0.8 0.04 0.0025 Pier Leg Location, Length and Thickness Station ID Location Left X 1 Left Y 1 Right X 2 Right Y2 Length Thickness in in in in in in Top Leg 1 470.04 687.96 645.96 687.96 175.92 4.9 Bottom Leg 1 470.04 687.96 645.96 687.96 175.92 4,g Flexural Design for P u, M u2 and M 3 Station Required Location Rebar Area (in Z) Required Current Flexural P Reinf Ratio Pier Reinf Ratio Combo kip k p-ft k p-ft n2Ae Top 2.155 Bottom 0.0025 0.0019 DWa18 23.649 -0.0723 155.689 862.0081 2.155 0.0025 ).0019 DWal8 36.882 -0.4693 82.5639 862.0081 Shear Design Station I ID Rebar Shear Combo P , M V �V° Location inZ/ft kip kip-ft kip k0V� kip ip Top _ Leg 1 0.0412 DWa14 35.4 278.5378-17.489 67.174 81.656 Bottom Leg 1 0.0412 DWal4 33.925 289.2448 -17.01 66.879 81.361 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 95 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID I Pier ID P24 Centroid X (in) Centroid Y (in) f Leng�'in'�Thickness LLRFStory4 793.2994 687.96 22.5 ` ~ Material Properties E m (lb/inZ) 1350000 f m (lb/in') 1 Lt.Wt Factor (Unitless) f, (lb/in-) ff,. (Ib/inZ) 1500 1 60000 ! 60000 Design Code Parameters 0 b v IP MAX IP MIN P MAX 0.9 1 0.8 0.04 0.0025 ' 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y, Right X 2 Right Y2 Location Length Thickness in in in in in in Top Leg 1 782.04 687.96 804.5588 687.96 22.5188 4 g Bottom Leg 1 782.04 687.96 804.5588 687.96 22.5188 4.9 Flexural Design for P, M u2 and M u3 Station Required Required Current Flexural P Location Rebar Area (inZ) Reinf Ratio Reinf Ratio M �2 M �3 Pier A9 Combo kip kip-ft kip-ft inZ Top 0.7049 0.0064 1 0.0027 DWa12 -1.428 Bottom 0.0157 26.2, 110.3421 0.2759 0.0025 0.0027 DWal8 p 0 0 110.3421 Shear Design Station ID Rebar Shear Combo P M V Location inZ/ft kip kip-ft kip OV. kip 4'V� Top Leg 1 0.0412I DWa12 -1.428 26.2681 -2.284 kip 9.261 7.407 Bottom Leg 1 0.0412 DWal2 0 0 -2.284 13.675 15.529 rnoralesresidence. ED8 Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 96 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details �'Pipe �St-r�y3 �ID��L�enlh(in) � Thickness�'in'LRF 4.9.678Material Properties E m (Ib/in2) 1350000 ) Fm (Ib/inZ) + Lt.Wt Factor (Unitless) fy (Ib/in2) f�60 1500 1 60000 Design Code Parameters 01 b v IP MAX 1 IP MIN P MAX 0 9 0.8 0.04 0.0025 + 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y, f Right Xz Right Yz Location Length Thickness in in in in in in Top Leg 1 642 0 , 642 149.4 149A 4.9 Bottom Leg 1 642 0 642 149.4 149A 4.g Flexural Design for P , M �2 and MO Station Required Required iCurrent Flexural P� Location I Rebar Area (in2) Reinf Ratio Reinf Ratio Pi Combo kip Top kip-ft k p ft inZA9 1.8301 0.0025 0.0019 , DWal8 104.28 j-0.0092 Bottom 348.9832 732.06 1.8301 0.0025 0.0019`f DWalB 112.64 0.0053 -7.0071 732.06 Shear Design Station ID Rebar Shear Combo P . M V �V� Location in2/ft kip kip-ft kip kip mV� f kip Top � Leg 1 0.0412 DWa13 167.54 711.3848-71.396 92.469 104.767 Bottom Leg 1 0.0412 DWa13 157.577 513.8462-71.502 99.331 1 111.63 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 97 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centro�1'in)�Len�'in' Thickness (in) �O805 Story1 P41 794.04 3 4.9 E R, (lb/in2) 1350 000 Station Location Top Bottom Leg 1 Leg 1 Material Properties r m (ionn) Lt.Wt Factor (Unitless) fy (lb/in2) fys (Iblin2l 1500 1 50000 600Lu Design Code Parameters b MAX0.9 �O8 �10.04 ��O'POO�25, 0.8 Pier Leg Location, Length and Thickness Left X, Left Y, Right X2 Right Y2 Length Tl;icknecs in in 1 �" i" In in 794.04 0 794.04 648 648 4.9 794.04 0 794.04 648 648 4.9 Flexural Design for PMU2 and Mu, Station Li ion ion Rebar Required Area (in2) Required Current Reinf Ratio Flexural P U Pier A9 Reinf Ratio Top Cobo m kip kip-ft kip -ft P- in2 Bottom 7.938 7.938 0.0025 0.0017 DWa18 36.635 , 0.7�-410.372 3175.2001 0.0025 0.0017 DWal8 50.639 0.0025-500.5841 3175.2001 Shear Design Station I ID Rebar Shear Combo P M° V° Location I in2/ft kip kip-ft kip mV� kip 4)Vn Top Bottom Leg 1 0.0412 DWa13 65.868 -715.812 1 89.237 381.119 kip 434.462 Leg 1 0.0412 DWal3 84.293 418.8246 89.65 395.484 444.462 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence ETABS 2016 16.2.1 ail 7r)m iWICI Vol CQIUVjll.T3.CL/D 3-D View Morales Residence ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) I Length (in) Thickness (in) , LLRF Story5 P13 383.58 268.08 20.76 4.9 1 Material Properties E,,, (Ib/inZ) f,,, (Ib/inZ) Lt.Wt Factor (Unitless) fy (lb/inZ) fy, (It/inZ) 1350000 1500 1 60000 6000U Design Code Parameters m b 0 v IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station 1 Location ID Left X, Left Y, in in Right X 2 in Right Y2 in Length Thickness in ` ii, Top Leg 1 373.2 268.08 393.96 I 268.08 20.76 4.9 Bottom Leg 1 373.2 268.08 393.96 268.08 20.76 4.9 Flexural Design for P u. M.2 and Mu3 Station Required Required Location Rebar Area (inZ) Reinf Ratio Current Reinf Ratio Flexural Combo PU kip M 2 kip-ft M 3 kip-ft Pier A, in Top 0.4796 Bottom 0.862 0.0047 0.0029 DWa13 -0.889 0.0648 -16.385 101.7239 0.0085 0.0029 DWa13 4.809 -0.0941 33.0831 101.7239 Shear Design Station Location ID Rebar inZ/ft Shear Combo P kip M, kip-ft V. kip 4)V kip cpV� kip Top Leg 1 0.0412 DWa13 DWa13 -0.889 -12.1073 5.043 6.914 8.623 Bottom Leg 1 0.0412 4.809 33.0831 4.954 8.053 9.762 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 100 ETABS 2016 16.2.1 ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details License #*15KYVFHPDTPHCNT Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story4 P21 1 399.3 676.56 1 141.48 4.9 1 Material Properties E m (lb/in') f m (lb/in2) Lt.Wt Factor (Unitless) f, (lb/in') fy. (Ib/inZ) 1350000 1500 1 60000 60000 Design Code Parameters m b 4), IP MAX IP MIN I P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID LeftX , in LeftY , Right X 2 Right Y2 in I in I in Length in Thickness i.i Top Leg 1 328.56 676.56 1 470.04 j 676.56 141.48 4.9 Bottom Leg 1 328.56 676.56 1 470.04 1 676.56 141.48 4.9 Flexural Design for P u, M 2 and M A Station Required Location Rebar Area (in') Required Current Reinf Ratio Reinf Ratio Flexural Combo P � kip M u2 kip-ft M u3 kip-ft Pier A. in' Top 1.7331 0.0025 0.0019 DWa18 17.35 -0.3057 -169.9592 693.2521 Bottom 1.7331 0.0025 0.0019 , DWa18 12.622 -0.0144 145.8986 693.2521 Shear Design Station Location ID Rebar inZ/ft Shear Combo P. kip M u kip-ft V � kip qw� kip ova kip Top Leg 1 0.0412 DWa13 27.583 -249.599 76.855 81.081 92.727 Bottom Leg 1 0.0412 DWa13 -25.002 242.3807 75.127 70.632 82.279 moral esresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 101 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) - Centroid Y (in) I Length (in) Thickness (in) LLRF Story1 P27 96 566.76 1 241.68 4.9 0.9 Material Properties E,n (Ib/inZ) , f, (Ib/inZ) Lt.Wt Factor (Unitless) fy (lb/inZ) fy. (Ih/inZ) 1350000 1 1500 1 1 1 60000 1 6000J Design Code Parameters b ( I MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID , Left X, in Left Y, Right X 2 in in Right Y2 in Length Thickness in Ll Top Bottom Leg 1 96 Leg 1 96 I 445.92 96 445.92 96 687.6 241.68 4.9 687.6 241.68 4.9 Flexural Design for P M .2 and M u3 Station Required Location Rebar Area (inZ) IRequired I Current Reinf Ratio, Reinf Ratio Flexural Combo P kip M U2 kip-ft M 13 kip-ft 1 Pier A9 inZ Top 2.9606 0.0025 0.0018 DWal8 49.395 0.134 -138.324 11184.2318 Bottom 2.9606 0.0025 0.0018 DWa18 60.384 0.6494 -268.6058 1184.2318 Shear Design Station Location ID Rebar inZ/ft Shear Combo P kip My Vu kip-ft I kip ova kip CDV� kip Top Leg 1 0.0412 DWa14 60.753 -161.4636 1 -42.174 146.713 166.608 Bottom Leg 1 0.0412 DWa14 66.675 -291.5537 1 -28.13 127.058 146.953 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 102 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF Story3 P29 129.96 548.94 206.04 4.9 1 Material Properties E m (Ib/in2) f m (lb/inZ) Lt.Wt Factor (Unitless) fy (lb/inZ) fYs (Ih/in2) 1350000 1500 1 60000 60003 Design Code Parameters m b 4), IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID I Left X, in Left Y, in Right X2 in Right Y2 i Length Thickness in in in Top Leg 1 129.96 445.92 129.96 651.96 206.04 1 4.9 Bottom Leg 1 129.96 445.92 129.96 651.96 206.04 F 4.9 Flexural Design for P M 2 and M A Station Required Required Current Location Rebar Area (in2) Reinf Ratio Reinf Ratio Flexural Combo P u kip I M.2 ` kip-ft M 0 kip-ft Pier A9 in Top 2.524 0.0025 0.0018 DWa18 32.356 -0.372 182.7448 1009.5961 Bottom 2.524 0.0025 0.0018 DWa18 40.874 0.4066 -106.7952 1009.5961 Shear Design Station Location ID Rebar in2/ft Shear Combo P u kip MU kip-ft V. kip (PVC kip qw� kip Top Leg 1 0.0412 DWa12 46.791 1 405.5211 -56.821 111.729 128.69 Bottom I Leg 1 0.0412 DWa12 1 58.149 -162.6845 -56.821 127.626 144.587 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 103 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID I Centroid X (in) Centroid Y (in) I Length (in) Thickness (in) I LLRF Story5 P31 1 183.6 236.04 I 64.08 1 4.9 1 Material Properties E m (lb/in') f m (Ib/in2) Lt.Wt Factor (Unitless) fy (lb/inZ) f,s (Ih/inZ) 1350000 1500 1 1 60nno 6nnn) Design Code Parameters 0b (0" IPMAX IPMIN PMAX 0.9 0.8 1 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, Right X 2 in in Right Y2 in Length Thickness in 1in 64.08 4.9 Top Leg 1 183.6 204 183.6 268.08 Bottom Leg 1 183.6 204 183.6 268.08 64.08 4.9 Flexural Design for P M.2 and MA Station Location Required I Required Current Rebar Area (in2) Reinf Ratio Reinf Ratio Flexural Combo P u kip M u2 kip-ft M u3 kip-ft Pier A9 in Top 0.785 0.0025 0.0019 0.785 0.0025 0.0019 1 DWa18 -1.794 -0.031 4.6301 313.9919 Bottom DWa18 8.137 I -0.027 -24.6146 313.9919 Shear Design Station Location ID Rebar in Shear Combo P kip M kip-ft V kip �Vc kip ova J kip Top Leg 1 0.0412 DWa14 -4.002 9.7649 -14.905 36.026 41.301 Bottom Leg 1 0.0412 DWa14 4.659 -21.1552 -14.907 35.322 40.597 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 104 ETABS 2016 16.2.1 License #`15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) . Length (in) Thickness (in) LLRF Story5 P37 393.96 407.04 71.28 4.9 1 Material Properties E m (lb/in') f m (lb/in') ' Lt.Wt Factor (Unitless) fy (lb/in') I f, (Ib/in') 1350000 1500 1 1 60000 60000 Design Code Parameters 4) h v IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 A Pier Leg Location, Length and Thickness Station Location ID Left X, in LeftY, in Right X 2 in Right Y2 Length in I in Thickness in Top Leg 1 393.96 371.4 393.96 442.68 71.28 4.9 Bottom Leg 1 393.96 371.4 393.96 442.68 71.28 4.9 Flexural Design for P u, M 2 and M u3 Station Required Required Location Rebar Area (in') Reinf Ratio Current Reinf Ratio Flexural Combo P, kip M 2 kip-ft MO kip-ft Pier A. in' Top 0.8732 0.0025 1.3813 0.004 0.002 DWa18 8.056 -0.0793 1.2488 349.272 Bottom 0.002 DWa13 -1.425 -0.5716 159.0662 349.272 Shear Design Station Location ID Rebar in'/ft Shear Combo P U kip M . kip-ft V kip mV. kip OVA kip Top Leg 1 0.0412 L DWal3 13.016 26.9782 22.869 42.129 47.997 Bottom Leg 1 0.0412 DWa13 -1.425 159.0662 22.839 1 24.064 29.932 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 105 ETABS 2016 16.2.1 License #*15KYVFHPDTPHCNT ETABS 2016 CMU Wall Design ACI 530-11 Masonry CMU Wall Design Wall Details Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) , Thickness (in) LLRF Story5 1 P38 393.96 279.84 23.52 4.9 1 Material Properties Em (lb/in') f, (lb/in-) , Lt.Wt Factor (Unitiess) + fy (Iblin2) I fy. (lb/in') 1350000 1500 1 60000 f 60000 Design Code Parameters CD b m y IP MAX IP MIN P MAX 0.9 0.8 0.04 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, Right X 2 in in Right Y2 in Length Thickness in 1 in Top Leg 1 393.96 268.08 393.96 291.6 23.52 4.9 Bottom Leg 1 393.96 268.08 393.96 291.6 23.52 1 4.9 Flexural Design for P M.2 and M0 Station Required Required Current Location Rebar Area (in2) Reinf Ratio Reinf Ratio Flexural Combo P kip M 2 kip-ft M 0 kip-ft Pier A9 in Top 0.523 0.0045 0.0026 DWa13 4.596 -0.1054 24.4665 115.2481 Bottom 0.8135 0.0071 0.0026 DWa14 1 -2.799 -0.0138 -30.6193 115.2481 Shear Design Station Location ID Rebar ` in2/ft Shear Combo P u kip M� kip-ft V� kip OVA kip qw� kip Top Leg 1 0.0412 DWa14 5.035 23.8661 -7.634 9.041 10.978 Bottom Leg 1 0.0412 DWa14 -2.799 -21.7313 -7.684 7.475 9.411 moralesresidence.EDB Page 1 of 1 6/17/2019 Morales Residence 106 slabbase.fdb SAFE 2016 06.0.2 - License #*15KYVFHPDTPHCNT 14 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar_Cover - Slabs CoverTop CoverBot Barsize InnerLayer PTCGSTop PTCGSBotE PTCGSBotl SlabType xt nt In in in in in 0.7500 0.7500 #5 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assign merits -Surface Loads - Area Loodpat Dir Uni6Loid A B 67 F3 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F3 SDead Gravity 16.00 0.0000E+00 0.0000E+00 0.00 F11 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F11 SDead Gravity 16.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 -Loads Applied LoadCase Loadpat SF Dead Dead 1.000000 Live Live 1.000000 SDead SDead 1.000000 INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED Table: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 7 of 2 Combo toad SF Type pSServinitDgRvivftr DSServLon AutDDeslryn m 9 DCONU1 Dead 1.400000 Linear Add Yes No NoT No Yes DCONU1 SDead 1.400000 -)CONU2 Dead 1.200000 Linear Add Yes No No No Yes yhce Page 1 of 2 Morales Residence slabbase.fdb 107 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 14 June 2019 Table: Load Combinations, Part 1 of 2 Combo Load Sl= Type DSStrength DSServinit DSServNor DSServLon AutoDeslgn to g DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONGTERM INMEDIATE 1.000000 Linear Add No No No No No DEFLECTIO ALLLOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No Kc No SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab TWO MatProp Thickness Ortlio in SLAB1 Slab MAT2 6.0000 No yhce Page 2 of 2 Morales Residence 108 slabbase 6/13/2019 5:23 PM B B, Cf D I I I I 1 1 1 � r � I I�. � r- f � r i Y � � � _� f r .� f• � f • 1jjS' I � r 1[ � F ' fi ' ' +i ; r. 1'1 � r f. r 11 --------_ --__--�----_-1- � I I I I I SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 109 slabbase 6/13/2019 5:22 PM Was" . 1 1 i 1 1 - I-- __- ------ II SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 110 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Job Number: input Data: Beam or Slab Section? Slab_ Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, f'c = _ 5 ksi Slab Section Width, b = 12.000 in. Depth to Tension Reinforcing, d = 4.900 in. Total Slab Section Depth, h = 6.000 in. Tension Reinforcing, As = _ 0.300 in. A2 Depth to Compression Reinf., d' = 0.000 in. Compression Reinforcing, A's = 0,000 in.A2 Results: Stress Block Data: P1 = _0.80_ c = 0.441 a = 0.353]in. In. Reinforcing Criteria: p = 0.00510 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) inator:l I Checker: b=12" h=6" I I d=4.9" p , • As=0.3 Singly Ra'. farced Section d' .I. As Doubly Reinforced Section As(temp) = 0.065 in.A2/face — As = 0.3 in.A2, O.K. p(max) =[:--6.02515 As(max) = 1.479 in.A2 >= As = 0.3 in.A2, O.K. Ultimate Moment Capacity: �Mn = 6.38 Ift-kips f 's = -NA. ksi Note: �Mn should be >= Mu 1 of 1 6/13/2019 5:26 PM Morales Residence 111 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Oriqinator: Checker: linput Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab b=12" ksi ksi in. in. h=6" I j u=4.9" in. in.A2 in. 4As=0.35 in.A2 Singly Reinforced SF ct:c r: 60 5 12.000 4.900 6.000 0.350 0.000 0.000 Results: mments: Stress Block Data: pi = 0.80 c = 0.515 in a = 0.412 in. Reinforcing Criteria: 1191 " As Doubly Reinforced Section p = pb = p(min) = As(min) = p(temp) = As(temp) = p(max) = As(max) = 0.00595 in.A2 (total for section) in.A2/face — As = 0.35 in.A2, O.K. in.A2 >= As = 0.35 in.A2, O.K. 0.03354 N.A. N.A. 0.0018 0.065 0.02515 1.479 Ultimate Moment Capacity: �Mn = 7.39 ft-kips f's = N.A. ksi Note: fiMn should be >= Mu 1 of 1 6/13/2019 5:28 PM Morales Residence 112 slabbase 6/13/2019 5:24 PM SAFE 2016 16.0.2Deformed Shape - Displacements (LONG TERM DEFLECTION) [in] kip - ft Morales Residence 113 slabstory1.fdb SAFE 2016 06.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar Cover -Slabs CoverTop CoverBot Barslxe InnerLayer- PTCGSTop_ iTCGSBotE PTCGSBoU SlabType xt At In In in in in 0.7500 0.7500 #5 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assignments -Surface Loads Area Load Pat Uir UnifLoa d A B Il.:'a2 Ibi•E{3 F4 Live Gravity 40.00 0.0000E+00 0.0000E+00 F4 SDead Gravity 31.00 0.0000E+00 0.0000E+00 F8 Live Gravity 40.00 0.0000E+00 0.0000E+00 F8 SDead Gravity 16.00 0.0000E+00 0.0000E+00 F6 Live Gravity 40.00 0.0000E+00 0.0000E+00 F6 SDead Gravitv 31.00 0.0000E+00 0.0000E+00 Table: Load Cases 06 - Loads Applied Table: Load Cases_06 - Loads Applied LoadCase LaadPat SF Dead Dead 1.000000 Dead Dead ABOV 1.000000 E Live Live 1.000000 Live Live ABOVE 1.000000 SDead SDead 1.000000 SDead SDead_ABO 1.000000 Viz INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED 0.00 0.00 0.00 0.00 0.00 0.00 yhce Page 1 of 2 Morales Residence slabstory1.fdb 114 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 able: Load Combinations, Part 1 of 2 Table: Load_ Combinations, Part 1 of 2 _ Combo Load SF Type OSStrenO DSServinit OSServNor OSServLon _ AutoQeslgn m 9 Dead 1.400000 Linear Add Yes No No No Yes DCONU1 DCONU1 SDead 1.400000 DCONU2 Dead 1.200000 Linear Add Yes No No No Yes DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONGTERM INMEDIATE 1.000000 Linear Add No No No No No DEFLECTIO ALL LOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No No No SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Tyro P4,11Prop Thlckncss orth Col Stiff Stiff MAT3 6.0000 No SLAB1 Slab MAT2 6.0000 No yhce Page 2 of 2 Morales Residence 115 slabstory1 6/12/2019 4:35 PM r _--. �---• .ter._-..-_-• -• __ __ _ _ WN ._� Eh W OF iF- _ A_ r SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 116 slabstory1 6/12/2019 4:38 PM w WINIMMA. MAIN MOTION DWROMW ROWWW "WNWNWy ti�P .1N ►+F r SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 117 slab %91 6/12/2 1g¢3 PM � ■ � � a � - / / i : � • �/ \ � , , A 86 � � (:/ «5§ i .i f� j � . • \( � �! . ' ! , SAFE 20161EE2 Strip Moment Diagram-(DCONU3 [kmM kp -n Morales Residence 118 slabstory1 6/12/2019 4:40 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 119 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Originator: Checker: lnout Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab b=12" ksi ksi in. in. d =4.9" in. in.A2 in. As in.A2 Singly :Zeinfcrced tcction 60 5 12.000 4.900 _ 6.000 ^ 0,300 0.000 0.000 Results: Comments: Stress Block Data: (31 = 0.80 c = 0.441 in. a = 0in. d' ir b 1. w Reinforcing Criteria: p = 0.00510 pb = 0,03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temp) = 0.065 in.^2/face <= As = 0.3 in.^2, O.K. p(max) = 0.02515 As(max) = 1.479 in.A2 >= As = 0.3 in.A2, O.K. Ultimate Moment Ca aci : �Mn = 6.38 t-kips f's = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/12/2019 4:41 PM Morales Residence 120 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Subject: Job Number: I Originator: Checker: Input Data: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, f 'c = 5 kst 12.000 Slab Section Width, b = in. Depth to Tension Reinforcing, d = in. h=6" I J -4.3" 4.300 Total Slab Section Depth, h = in. 6.000 Tension Reinforcing, As = 0.400 in.A2 • • • Depth to Compression Reinf., d' = Compression Reinforcing, A's = in. As=0.4 in.A2 Singly'teinfcrced'Ecction 0.000 0.000 [i' b - AFw r r j Comments: Stress Block Data: h 01 = _0.80_ c = 0.588 in. • • • a = 0.471 in. As Doubly Reinforced Section Reinforcing Criteria: p = 0,00775 pb = 0.03354 p(min) = N.A. As(min) = N.A. 'in A2 p(temp) = 0.0018 (total for section) As(temp) = 0.065 in.^2/face <= As = 0.4 in.A2, O.K. p(max) = 0.02515 As(max) = 1.298 in.A2 — As = 0.4 in.A2, O.K. Ultimate Moment Ca acit : �Mn = 7.32 ft-kips f's = N.A. ksi Note: �Mn should be >= Mu 1 of 1 6/12/2019 4:27 PM Morales Residence 121 slabstory1 6/12/2019 4:33 PM C' D ` E E 300 I I I I 200 _ _ ,' 100 1.4 —� ! — —�------�---- �; --_--! - — �3 n I i I -100 f- - f_- _-LILL2-300 r �. �....C��. -ET J-t -400 i I 1 L1- - I Z -goo -600 - __�-___---1-----------------�_ rt SAFE 2016 16.0.2Deformed Shape - Displacements (LONG TERM DEFLECTION) [in] kip - ft Morales Residence 122 slabstory2.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 13 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar Cover - Slabs CoverTop coverEOt BarSi:e IrrrierLay[rr PfCGSTop PTCGSBatE FTCGSBotl S1abTypa xt nt in ira iry in in 0.7500 0.7500 #5 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assignments - Surface Loads J Area _ Loaditt air UnIfLoad A 8 C I1a1fE2 1013 _ IbM3 W112 F1 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F1 SDead Gravity 31.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 -Loads Applied LoadOme L6aditt SIP Dead Dead 1.000000 Dead Dead ABOV 1.000000 E Live Live 1.000000 Live Live —ABOVE 1.000000 SDead SDead 1.000000 SDead SDead ABO 1.000000 VE INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED yhce Page 1 of 2 Morales Residence 123 slabstory2.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 13 June 2019 Able: Load Combinations, Part 1 of 2 Table: Load_ Combinations, Part 1 of 2 Combo Load SF Type USStrength DSServinit _ DSSer�Nor ❑SServLon AutoDesign ' m 9 DCONUI Dead 1.400000 Yes Linear Add Yes No No No DCONU1 SDead 1.400000 DCONU2 Dead 1.200000 Linear Add Yes No No No Yes DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONGTERM INMEDIATE 1.000000 Linear Add No No No No No DEFLECTIO ALLLOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No No No SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type Malprop Thickness Orth❑ in Col Stiff Stiff MAT3 8.0000 No SLAB1 Slab 4000Psi 8.0000 No Slab4 Slab MAT2 8.0000 No yhce Page 2 of 2 Morales Residence 124 slabstory2 SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] 6/13/2019 9:05 AM kip -ft Morales Residence 125 slabstory2 6/13/2019 9:10 AM ' -rf f �, - { �r � -fr. �`� •F•� of ri r` r ' ;a. r I d f � f / � • rf' 'j f r F.. i% � r f. f ! �` /fr ` j � r F f is � /,•F /.. !. J. ��.!• � Y" r' f f�. Y } f �1' li �`• r r, r � SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 126 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Subject: Job Number: Originator: Checker: Inout Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab 60 5 12.000 b=12" ksi ksi in. in. h=8" d=6.9" in. in.A2 �. in. -- A,=0.3 in.A2 Singly P.ein`crced S?.".iin 6.900 8.000 0.300 0.000 0.000 (Results: Stress Block Data: 01 = _ _ o.so c = 0.441 in. d' i_ b i T IG a - 0.353 in. As Doubly Reinforced Section Reinforcing Criteria: p = 0.00362 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temp) =E77�2.083 lin.A2/face — As = 0.3 in.A2, O.K. p(max) = As(max) = in.A2 — As = 0.3 in.A2. O.K. Ultimate Moment Ca acit : �Mn = 9.08 ft-kips f 's = N.A. ksi Note: �Mn should be — Mu A's h 1 of 1 6/13/2019 9:22 AM Morales Residence 127 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I I Oriainator: I I Checker: I n Lit Data: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, f 'c = 5 ksi Slab Section Width, b = 12.000 in. Depth to Tension Reinforcing, d = 6.900 in. 0=6.9" Total Slab Section Depth, h = 8.000 in. Tension Reinforcing, As = 0.600 -in .^2 f or *_U Depth to Compression Reinf., d' = 0.000 in. - - - ' t— As=0.6 Compression Reinforcing, A's = 0.000 in.^2 Singly keigfwced Section Results: Comments: Stress Block Data: 01 = 0.80 c = 0.882 in. a=J 0.706 in. Reinforcing Criteria: p = 0.00725 pb = 0.03354 p(min) = N.A. d, -bpi Ass • . • 1-T h I I Id I• • •-' As Doubly_ Reinforced_ Section As(min) = N.A. In.^2 p(temp) = 0.0018 (total for section) As(temp) = 0.086 In.^2/face — As = 0.6 in.^2, O.K. P(max) = 0.02515 As(max) = 2.083 in.^2 — As = 0.6 in.^2, o.K. Ultimate Moment Capacity: �Mn = 17.68 ft-kips f's = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/13/2019 9:21 AM Morales Residence 128 slabstory2 6/13/2019 9:03 AM ` C.20 B B l 10 I U-20 1 ! I ! -3 . C _ _ 1_ -0.30 -0.40 1 ! -0.50 ! -I�-- ---I I------------� f I -0.90 f I -1.O0 If II SAFE 2016 16.0.2Deformed Shape - Displacements (LONG TERM DEFLECTION) [in] kip - ft Morales Residence 129 slabstory3.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Reber Cover - Slabs CoverTop Cover$ot In_PT Barsixe nerLayer CGSTop PTCGSBotE PTI;CSBot! SlabType xt nt In in in in in 0.7500 0.7500 #6 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assignments - Surface Loads Area LoadP7t � l Dir UnlfLootl A � B C F7 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F7 SDead Gravity 37.00 0.0000E+00 0.0000E+00 0.00 F13 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F13 SDead Gravity 16.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 - Loads Applied LoadCase LoadPat _ SF 1.000000 Dead Dead Dead Dead ABOV 1.000000 E Live Live 1.000000 Live Live ABOVE 1.000000 SDead SDead 1.000000 SDead SDead_ABO 1.000000 VE INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED yhce Page 1 of 2 Morales Residence slabstory3.fdb 130 SAFE 2016 06.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 able: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 Combo Load SF Type DSStrength DSServfnit DSServNor DSServLon AutoDesign m g DCONU1 Dead Linear Add Yes Yes No No No 1.400000 DCONU1 SDead 1.400000 DCONU2 Dead 1.200000 Linear Add Yes No No No Yes DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONGTERM INMEDIATE 1.000000 Linear Add No No No No No DEFLECTIO ALL LOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No Nj N7 SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type MatProp Thickness ©rtho In Col —Stiff Stiff MATS 11.0000 No SLAB1 Slab 4000Psi 8.0000 No Slab2 Slab MAT1 9.0000 No Slab3 Slab MAT1 11.0000 No yhce Page 2 of 2 Morales Residence �w sase _.� •A..'��._—.—�._.�—"w ..—mow...-.�a`...�.�_.. �- ... k 4 ■ t r , �, :,,,,.,�.,,...--.ram . _.._—. ._ . ice. •- - . .. _ t.� _ . • a . r • Ammomm- i _•_ _- ._ �._... �` ._. -__ — - ,� ..tom _. _.... `I .1 Y'.._ _ ......�- . 134 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Sub ect: Job Number: I Originator: Checker: Input Data: Beam or Slab Section? Slab k b=12' Reinforcing Yield Strength, fy = 60 ksi —� Concrete Comp. Strength, Vc = _ 5 ksi Slab Section Width, b = in. 12.000 Depth to Tension Reinforcing, d = in. h=9" 7.900 Total Slab Section Depth, h = 9.000 in. Tension Reinforcing, As = in.A2 • • 0.600 Depth to Compression Reinf., d' = Compression Reinforcing, A's = _ 0.000 0.000 in. 'in .A2 Singly Reinforced Section Results: d' b A's 4 r Stress Block Data: h (31 = 0.80 c = 0.882 in. a = 0.706 in. Reinforcing Criteria., 0 I ■ • *j As Doubly Reinforced Section p = 0.00633 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temp) = 0.097 in.A2/face — As = 0.6 in.A2, O.K. p(max) = 0.02515 As(max) = 2.385 in.A2 >= As = 0.6 in.A2, O.K. Ultimate Moment Ca acit : �Mn = 20.38 ft-kips Vs = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/12/2019 12:02 PM Morales Residence 135 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I I Subject: Job Number: I I Originator:)Checker: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab 60 _ ksi ksi in. in. in. in.A2 in. in.A2 b=12" h=9" a 7.9- • • Si_ ugly Reinforced Section 5 12.000 7.900 9,000 1.200 0.000 0.000 Results: Stress Block Data: R1 = 0.80 c = 1.765 in. a= 1in. Reinforcin Criteria: d' ik b As Doubly Reinforced Section p = pb = p(min) = As(min) = p(temp) = As(temp) =ff p(max) = As(max) =�in 0.01266 in.12 (total for section) in.A2/face <= As = 1.2 in.A2, O.K. A — As = 1.2in.A2, O.K. 0.03354 N.A. N.A. 0.0018 Ultimate MomentCapacity: �Mn = 38.85 ft-kips f's =1 N.A. I ksi Note: fiMn should be >= Mu 1 of 1 6/12/2019 11:30 AM Morales Residence 136 slabstory3 6/12/2019 10:46 AM SAFE 2016 16.0.2Deformed Shape - Displacements (LONG TERM DEFLECTION) [in] kip -ft Morales Residence slabstory4.fdb 137 SAFE 2016 06.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar Cover -Slabs CoverTop CoverBot BarSize InnerLayer PTCGSTop PTCGSBote PTCGS8otl SlabType xt Fit In In In In in 0.7500 0.7500 #5 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assignments - Surface Loads Area LoadPat Dir UnifLoad A a _ C 151ft2 W113 lb)ft3 IbM2 F2 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F2 SDead Gravity 15.00 0.0000E+00 0.0000E+00 0.00 F9 Live Gravity 40.00 0.0000E+00 0.0000E+00 0.00 F9 SDead Gravity 15.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 -Loads Applied LeadCase LoadPat 5F Dead Dead 1.000000 Dead Dead_ABOV 1.000000 E Live Live 1.000000 Live Live ABOVE 1.000000 SDead SDead 1.000000 SDead SDead_ABO 1.000000 VE INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED yhce Page 1 of 2 Morales Residence slabstory4.fdb 138 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 12 June 2019 able: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 Cornho __ Load 5F Type DSStrength >7SServinit DSSerdNor DSServLon Autvpesign m 9 DCONU1 Dead R Linear Add Yes No No No Yes 1.400000 DCONU1 SDead 1.400000 DCONU2 Dead 1.200000 Linear Add Yes No No No Yes DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONG TERM INMEDIATE 1.000000 Linear Add No No No No No DEFLECTIO ALLLOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No No No SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type MatWop revs Orth❑ in Col Stiff Stiff MAT3 11.0000 No SLAB1 Slab 4000Psi 8.0000 No Slab2 Slab MAT1 9.0000 No Slab3 Slab MAT1 11.0000 No yhce Page 2 of 2 Morales Residence • rF+AwrFrM � f - �. _. _ —_ _. _ _ _ _ _ as■aIN■Y1-. ... ij.1 o � 141 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Originator: Checker: Input Data: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, Vc= �5 ksi Slab Section Width, b = 12.000 in. Depth to Tension Reinforcing, d = 9.900 in. h=11" :.9" Total Slab Section Depth, h = 11.000 in. Tension Reinforcing, As = 0.600 in.A2 t r • Depth to Compression Reinf., d' = 0.000 in. As=0.6 Compression Reinforcing, A's =1 0.000 in.A2 Singly 1� irforced Section Results: Comments: Stress Block Data: R1 = 0.80 c = 0.882 in. a = 0.706 in. Reinforcing Criteria_ L— A. Doubly Reinforced Section p = 0.00505 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temp) = 0.119 in.A2/face <= As = 0.6 in.A2. O.K. p(max) = 0.02515 As(max) = 2.988 in.A2 >= As = 0-6 in.A2, O.K. Ultimate Moment Ca aclt : �Mn = 25.78 Ift-kips Vs = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/12/2019 1:00 PM Morales Residence 142 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Originator: Checker: Input Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab ksi ksi in. in. in. in.A2 J s • in. - A3=0.3 In.A2 Singly Reinforced Section 60 _ 5 12.000 7.900 T 9.000 _ 0.300 - 0.000 0.000 Results: Comments: d' A's Stress Block Data: R1 = 0.80 c = 0.441 in. a = 0.353 in. Reinforcing Criteria: p = pb = p(min) = As(min) = p(temp) = As(temp) = p(max) =1 As(max) =1 0.00316 in.A2 (total for section) in.A2/face — As = 0.3 in.A2, O.K. in.A2 — As = 0.3 in.A2, O.K. 0,03354 N.A. N.A. 0.0018 0.097 0.02515 2.385 Ultimate Moment Capacity: �Mn = 10.43 ft klps f's = N.A. lksi Note: �Mn should be — Mu 1 of 1 6/12/2019 12:58 PM Morales Residence 143 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Subject: Job Number: Originator: Checker: Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab b=12" ksl ksi in. in. d=7.9" in. I in.A2 ■ AOP in. in.A2 Singly Rpinfnrced Section 60 5 12.0 00 7.900 9,000 0.900 0.000 0.000 Results: Comments: Stress Block Data: (31 = 0.80 c = 1324 in. a= 1in. Reinforcing Criteria: d b ■ ■ ■ h d ■ ■ ■ Doubly Reinforced Section p = pb = p(min) = As(min) = p(temp) = As(temp) = p(max) = As(max) = 0.00949 in.A2 (total for section) in.A2/face — As = 0.9 in.A2. O.K. in.A2 >= As = 0.9 in.A2, O.K. 0.03354 N.A. N.A. 0.0018 0.097 0.02515 2.385 Ultimate Moment Capacity: �Mn = 29.85 ft-kips f's = N.A. Iksi Note: c Mn should be >= Mu 1 of 1 6/12/2019 1:12 PM Morales Residence 144 slabstory4 /_..._ r. ; D % E I I 1 I I I J----- ----'--- _ - ------------ LJ _L---J 1 I J -j _ 1 I I T 1 1 1 I I I4-- �� ----1-j -------T-==----------r1-------t ' ' 1 1 1 1 -.��--- 6/12/2019 12:37 PM SAFE 2016 16.0.2Deformed Shape - Displacements (LONG TERM DEFLECTION) [in] 0 45! 0.30I 0.15 0.00 -0.15 -0.30 -0A5 -0.60 -0.75 -0.90 -1.05 -1.20 -1.35 -1.50 kip -ft Morales Residence 145 slabstory5.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 14 June 2019 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar Cover - Slabs _ Cvver7op CoverBot 8ar5[za InnerLayer PTCG$Top PTCGSBotE PTCGS$vtl SlabFype xt nt in In in In In 0.7500 0.7500 #5 B 1.0000 1.7500 1.0000 Two Way Table: Load Assignments - Surface Loads Table: Load Assignments -Surface Loads Area LotadRat D!tr UnifLoad A B C II',I' Ikr1fG3 Il i lbift_? F5 Live Gravity 30.00 0.0000E+00 0.0000E+00 0.00 F5 SDead Gravity 15.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 - Loads Applied Load -Case LoadPat SF Dead Dead 1.000000 Dead Dead_ABOV 1.000000 E Live Live 1.000000 Live Live ABOVE 1.000000 SDead SDead 1.000000 SDead SDead_ABO 1.000000 VE INMEDIATE Dead 1.000000 ALL LOADS INMEDIATE SDead 1.000000 ALL LOADS INMEDIATE Live 1.000000 ALL LOADS INMEDIATE Dead 1.000000 SUSTAINED INMEDIATE SDead 1.000000 SUSTAINED INMEDIATE Live 0.250000 SUSTAINED LONG TERM Dead 1.000000 SUSTAINED LONG TERM SDead 1.000000 SUSTAINED LONG TERM Live 0.250000 SUSTAINED yhce Page 1 of 2 Morales Residence 146 slabstory5.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 14 June 2019 Ale: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 Combo Load _ lF Type ASstves� DSServinH DSSar,,r-lor DSServLon AutODesign m g Linear Add No No Yes Yes No DCONU1 Dead 1.400000 DCONU1 SDead 1.400000 DCONU2 Dead 1.200000 Linear Add Yes No No No Yes DCONU2 Live 1.600000 DCONU2 SDead 1.200000 LONG TERM INMEDIATE 1.000000 Linear Add No No No Nc- N-) DEFLECTIO ALLLOADS N LONG TERM LONG TERM 1.000000 DEFLECTIO SUSTAINED N LONG TERM INMEDIATE -1.000000 DEFLECTIO SUSTAINED N SERV1 Dead 1.000000 Linear Add No No No NO No SERV1 SDead 1.000000 SERV1 Live 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type Mgftftp Thickness ortho In yhce Page 2 of 2 Morales Residence 147 slabstory5 I f I I I I I I I li SAFE 2016 16.0.2 6/13/2019 3:49 PM Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 148 slabstory5 I I I I I I I I I I I- I I I I I 1 I I 6/13/2019 3:49 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 149 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Subject: Job Number: Originator: I Checker: Input Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, f'c = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab 60 V ksi ksi in. in. in. in.A2 in. in'A2 Singly r _ Rehi�. r=ad Section 5 12.000 4.900 6.000 0.300 0.000 0.000 Results: Comments: A's Stress Block Data: h 01 = 0.80 c = 0,441 in. a= 0in. d' b i _ I J 1. • *j As Doubly Reinforced_ Section Reinfordna _Criteria: p = 0.00510 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temffO.�O A2/face <= As=0,3 in.A2, O.K. p(max)=As(max) in.A2 >= As = 0.3 in.A2, O.K. Ultimate Moment Capacity: �Mn = 6.38 ft-kips f's = j N.A. I ksi' Note: �Mn should be >= Mu 1 of 1 6/13/2019 3:50 PM Morales Residence 150 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: [ I Subject: [ j Job Number: I Ori4inator: Checker: input Data: Beam or Slab Section? Reinforcing Yield Strength, fy = Concrete Comp. Strength, Vc = Slab Section Width, b = Depth to Tension Reinforcing, d = Total Slab Section Depth, h = Tension Reinforcing, As = Depth to Compression Reinf., d' = Compression Reinforcing, A's = Slab 60 6 b=12" ksi ksi in. in, h=6" in. 1n.A2 in. in.A2 Singly Reiiyka,yzI Secti,sn 5 12.000 4.900 6.000 0.900 0.000 0.000 Results: CY Stress Block Data: 01 = 0.80 c = 1.324 In. a = 1.059 in. 1 b .i As Doubly Reinforced Section Reinforcin4 Criteria: p = pb = p(min) = As(min) = p(temp) = As(temp) = p(max) = As(max) = 0.01531 in.A2 (total for section) in.A2/face — As = 0.9 in.A2, O.K. in.A2 — As = 0.9 in.A2, O.K. 0.03354 N.A. N.A. 0.0018 0.065 0.02515 1.479 Ultimate Moment Capacity: �Mn = 17.70 Ift-kips f's = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/13/2019 3:46 PM Morales Residence 151 slabstory5 6/13/2019 3:44 PM SAFE 2016 16.0.27eformed Shape - Displacements (LONG TERM DEFLECTION) [in] kip - ft Morales Residence 152 foundation SAFE 2016 16.0.2 Beam Enveloping Longitudinal Rebar [in2] 6/18/2019 11:01 AM kip -ft Morales Residence 153 foundation 6/18/2019 1:42 PM E SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 154 foundation 6/18/2019 1:50 PM � f frr/; 'l /% �� , �f/r ff t�' rF✓�r� �r' fir• r .'Ji r F . /1 'f SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 155 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION DESIGN Flexural Reinforcing for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Originator: I Checker: l I nput Data: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = BO ksi Concrete Comp. Strength, f'c = 5 ksi Slab Section Width, b = 12.000 in. Depth to Tension Reinforcing, d = 14.000 in. h=18" Total Slab Section Depth, h = 18.000 in. Ultimate Design Moment, Mu = 12.00 ft4dps • • • Depth to Compression Reinf., d' = 0.000 in. Singly Reinrorced ya.;fion nts: Stress Block Data: A's • • • R1 = 0.80 C = 0.282 in. h d a = 0.226 in. _Reinforcing Criteria: As Dourly Reinforced Section pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total) As(temp) = 0.194 1n.^2/face p(max) = 0.02515 lin As(max) = 4.226 A Computed Reinforcing: p = As = (4/3)*As = f's = A's = As(use) =1 0.00114 in.A2 in.A2 ksi in.^2 in.A2 0.192 0.256 N.A. N.A. 1 of 1 6/18/2019 3:18 PM Morales Residence 156 foundation SAFE 2016 16.0.2 Punching Shear Capacity Ratios/Shear Reinforcement 6/18/2019 11:40 AM kip -ft Morales Residence 157 foundation 6/18/2019 1:44 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 158 foundation 6/18/2019 1:49 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 159 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I Subject: Job Number: I Originator: Checker: R1 Beam or Slab Section? Slab 0=1 , Reinforcing Yield Strength, fy = Concrete Comp. Strength, f'c = _ 60 5 ksi ksi Slab Section Width, b = in. a ; 12.000 Depth to Tension Reinforcing, d=20.000 Total Slab Section Depth, h = in. h=24" I I d- 2_4.000 Tension Reinforcing, As = _ ~0.440 in.A2 e • Depth to Compression Reinf., d' = in. -- F 0.000 Compression Reinforcing, A's = 0.000 in.A2 Singly Peinforced Saction Results: Comments: Stress Block Data: R1 = 0.80 c = 0.647 in - a = 0.518 in. Reinforcing Criteria: 11 ' As Doubly Reinforced Section p = 0.00183 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.A2 p(temp) = 0.0018 (total for section) As(temp) = 0.259 in.A2/face — As = 0.44 in.A2, O.K. p(max) = 0.02515 As(max) = 6.037 in.A2 — As = 0.44 in.A2, O.K. Ultimate Moment Capacity: �Mn = _ 39.09 ft-kips f 's = N.A. I ksi Note: c Mn should be — Mu 1 of 1 6/18/2019 3:12 PM Morales Residence 160 SAFE 2016 16.0.2 6/18/2019 11:42 AM Punching Shear Capacity Ratios/Shear Reinforcement kip - ft Morales Residence 161 foundation 6/18/2019 1:45 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 162 foundation 6/18/2019 1:48 PM SAFE 2016 16.0.2 Strip Moment Diagram - (DCONU2) [kip-ft] kip - ft Morales Residence 163 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Sub'ect: Job Number: Originator: Checker: Beam or Slab Section?P.200 Reinforcing Yield Strength, fy =ksi Concrete Comp. Strength, f'c =ksi Slab Section Width, b =in. Depth to Tension Reinforcing, d =n. Total Slab Section Depth, h =n. Tension Reinforcing, As = 0.440 in.A2 Depth to Compression Reinf., d' = 0.000 in. Compression Reinforcing, A's = 0.000 in.A2 Stress Block Data: (31 = 80 a =0 C in. in. Reinforcing Criteria: b=12_� 1 h=18" c'=14.2 " Fi,_ — As=0.44 5i_ n-gly keinrnrced Section d' b l A's i • i h I I id As Doubly Reinforced Section p = 0.00258 pb = 0.03354 p(min) _Ll As(min) =in-A2 p(temp) =(total for section) As(temp) =in.A2/face <= As = 0.44 in.A2, O.K. p(max) =As(max) =ri.A2 >= As = 0.44 in.A2, O.K. Ultimate Moment Capacity. �Mn = 27.60 _ ft-kips f's = N.A. ksi Note: c Mn should be >= Mu 1 of 1 6/18/2019 2:57 PM Morales Residence 164 foundation R14A/71140 44•no nnn U I o.v.c runcning Snear Capacity Ratios/Shear Reinforcement kip - ft Morales Residence 165 foundation AMR/9nla 1•r7 one U•V.e- tseam tnveioping Longitudinal Rebar [in2] kipft - Morales Residence foundation IVH - IL 166 Morales Residence foundation - kip - ft 167 Morales Residence 168 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties 16 in Combination = Overall Envelope Beam Label = 224 Section Property = BEAM1 Length = 24.17 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 L Ql L Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 -63 0 107 Moment (-j -11 .0783 Moment (+) 1.3753 12.085 ft 12.085 ft Moment Diagram (kip-ft) -23.893-59.3804-59.3804 0-0.5841 0.9933 010.2333 75.774 101.6809 yhce Morales Residence Page 1 foundation.fdb z 0 2 169 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) As (top) 0.1744 0.38 0.9639 0.9639 0 0 Combo DCONUI6 DCONU16 DCONUI6 DCONUI6 DCONU39 As (bot) 0.0232 0.0171 0 0.1518 1.2458 ; .7224 Combo DCONU39 DCONU39 DCONU4 DCONUI6 UCOI4UI6 Shear Diagram (kip) 36 0r,,, Shear 3.698 1 F- 0 4.785 23.402 23.402 21.227 33.682 Transverse Reinforcement (Waft) Asvls regd 0 0 0.1697 0.1697 0.1697 0.1845 Combo DCONUI6 DCONUI6 DCONUI6DCONUI6 DCONUI6 DCONU16 yhce Morales Residence Page 2 170 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) Torsion 1.0926 1.0926 1.0926 1.0926 1.0926 1.7817 yhce Morales Residence Page 3 171 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 232 Section Property = BEAM1 Length = 17.49 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete ComPStren th = 5 ki /in2 I C0 I - Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 A LSI L J. aft aft 2.6ft Moment Diagram (kip-ft) -43 0 21 Moment (-j -0.8956 0 -31.8872-31.8872 0 -40.4273-40.4273 0 -33.755 Moment (+) 1.9826 0 00 0 0 0 0 0 yhce Morales Residence Page 1 172 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) 0 1 As (top) 0.023 0 0.5281 0.5281 0 0.6647 0.6647 [ 0 5451 Combo DCONU39 DCONUI6 DCONUI6 DCONUI6 DCONUI6 DCONU16 As (bot) 0.0507 0 00 0 0 0 0 0 Combo DCONU5 Shear Diagram (kip) 15 0 Shear 10.787 0 11.867 11.867 0 3.329 3.329 0 13.707 Transverse Reinforcement (in21ft) 1 0 P k Asvls reqd 0 0 0 0 0 00 0 0.1697 Combo DCONUI6 DCONUI6 DCONU16 DCONUI6 DCONUI6 DCONU2 yhce Morales Residence Page 2 173 foundation.fdb 2 a SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) Torsion 0.7241 0 0.72410.7241 0 -43 0 21 0.6789 0.6789 J. 0 50H6 8.69 ft Moment Diagram (kip-ft) Moment (-j -33.755 -3.3085 -2.5247 Moment (+j 0 16.6948 6.55 yhce Morales Residence Page 3 174 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 1 0 1 As (top) 0.5451 Combo DCONU16 As (bot) 0 Combo 15 0 1 , , I., Shear 13.707 1 0 r , e I Asvls regd 0.1697 Combo DCONU2 Z, � �1114 Longitudinal Reinforcement (in2) 0.0266 0.0226 DCONU40 DCGNU23 0.3562 0.0635 DCONU3 DCONU18 Shear Diagram (kip) 12.664 Transverse Reinforcement (in21ft) 6.207 0.1697 0 DCONU2 DCONU3 vhce Morales Residence Page 4 175 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT Torsion 0.5086 18 June 2019 Torsion Diagram (kip-ft) 1.0007 1 .0007 yhce Morales Residence ' Page 5 176 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 233 Section Property = BEAM1 Length = 11.01 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 -4 0 19, Moment (-)-2.9452 Moment (+) 7.9435 16 in Moment Diagram (kip-ft) 0-0.0316 16.4363 0 yhce Morales Residence Page 1 177 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 0 1! As (top) 0.046 Combo DCONU41 As (bat) 0.1086 Combo DCONU18 6 0 Shear 5.284 3 0 Torsion 2.3196 Longitudinal Reinforcement (in2) DCONUJ 0.3405 0.0527 DCONU22 DCONU22 Shear Diagram (kip) 4.269 Torsion Diagram (kip-ft) 5.591 2.3196 2.3196 yhce Morales Residence Page 2 178 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 226 Section Property = BEAM1 Length = 12.92 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 1292ft Moment Diagram (kip-ft) -8 165 91 L Moment (-) 0 0-5.0928 Moment (+) 116.6581 156.7856 121.0976 yhce Morales Residence Page 1 179 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 1 0 4' As (top) 0.6382 Combo As (bot) 2.5803 Combo DCONU18 42 0 Shear 36.227 0 LJJ//// Asvls reqd 0.2295 Combo DCONU18 Longitudinal Reinforcement (in2) 0.6685 0.7939 CCCNUI3 3.381 2.7269 DCONU18 Cm:3NJ3 Shear Diagram (kip) 12.666 Transverse Reinforcement (in2lft) 39.581 0.3071 0.5965 DCONU4 DCONU6 yhce Morales Residence Page 2 180 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 14 Torsion 8.9998 18 June 2019 Torsion Diagram (kip-ft) 8.9998 E Pa32 yhce Morales Residence Page 3 181 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACf 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 214 Section Property = BEAM1 Length = 58.17 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 - 4ft Oft 16.17ft 0 t 37 Moment Diagram (kip-ft) Moment (-) 0 0.58.9304-58.93040 -64.22 -64.22 Moment (+) 0.1975 0 00 0 00 0-31.5044 28.8492 19.6209 yhce Morales Residence Page 1 182 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) 2 As (top) 0 0 0.9653 0.9653 0 1.03181.0318 0 Combo DCONU2 DCONU2 DCONU2 DCONU2 As (bot) 0.0117 0 00 0 00 0.4644 Combo DCONU15 DCONU6 Shear Diagram (kip) 19 01'//////AX,/I ./J///J J//_/•II Shear 14.058 0 15.49815.498 0 16.30916.309 1 0 d847 DCONU2 C.2284 DCONU6 //I 8.664 13.53 Transverse Reinforcement (in2Jft) r r i i r r i r __ Asvls read 0.1697 0 0.1697 0.1697 0 0.1697 0.1697 Combo DCONU2 DCONU2 DCONU2 DCONU2 DCONU2 0 0.1697 DCONU6 DCONU2 yhce Morales Residence Page 2 183 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) 2 0 Torsion 0.6754 0 0.8574 0.8574 0 1.0008 1.0008 -68 Mn 37 0.9218 '10.7.32 ft 10.598 ft 12.67 f[ Moment Diagram (kip-ft) Moment (-j -31.5044 0 -32.6709-32.6709 -1.1359 -41.5312-41.5312 Moment (+) 0 16.4865 00 13.1906 0 11.8541 1 no08 0-0.3456 35.0396 28.6658 yhce Morales Residence Page 3 184 foundation.fdb SAFE 2016 06.O.2 - License #*15KYVFHPDTPHCNT 18 June 2019 2 As (top) 0.4847 Combo DCONU2 As (bot) 0 Combo 19 r 0rrrs Shear 13.53 1 0 Longitudinal Reinforcement (in2) 0 0.5426 0.5426 0.0165 0.6749 0.6749 0 0.0377 DCONU1 5 DCONU1 5 DCONU39 DCONU2 DCONU2 DCONU4 0.2643 00 0.2115 00.1947 7.57''2 0 I'678 DCONU2 DCONUI6 DCONU2 DCONU2 DCONU2 Shear Diagram (kip) 12.61 13.89813.898 12.538 17.42517.425 6.75 9.75 Transverse Reinforcement (in2Jft) t , r_ Asvls regd 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0 0 Combo DCONU2 DCONU15 DCONU1 5 DCONU1 5 DCONU2 DCONU2 DCONU2 DCONU2 DCONU2 yhce Morales Residence Page 4 185 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT Torsion 1.0908 Torsion Diagram (kip-ft) 1.0908 0.4976 0.4976 0.2401 0.2401 0.2401 0.1986 18 June 2019 0.1986 yhce Morales Residence Page 5 186 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties - - Combination = Overall Envelope Beam Label = 212 Section Property = BEAM1 Length = 24 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties h-5k' A 2 - L Concrete Comp. Strengt ip in Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 L�, f + ft ^. i86 ft 11 .454 ft Moment Diagram (kip-ft) -42 0 , 47 Moment (-) 0-32.6225-32.6225 0 -39.2963-39.2963 0 -1.5129 Moment (+) 0.5663] 00 44.2341 0 0 34.8541 2.4666 yhce Morales Residence Page 1 foundation.fdb 7 0 1 187 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) As (top) 0 03.5585 0.5585 0 0.6045 0.6045 Combo DCONUI6DCONU16 DCONU5DCONU5 As (bat) 0.030Q 00 0.7231 00 Combo DCONU5 DCONU2 Shear Diagram (kip) 28 0 0.0434 DCONJj 0.5782 0.1168 DCONU6 DCOPU6 0 Shear 10.74926.582 26.582 25.515 23.473 23.473 16.912 Transverse Reinforcement (in2lft) 1 0 10.212 Asvls reqd 0 C0.1697 0.1697 0.1697 0.1697 0.1697 Combo DCOUMNU2 DCONU2 DCONU2 DCONU2 DCONU2 0.1697 0 DCONU5 DCONU5 yhce Morales Residence Page 2 188 foundation.fdb 2 - o Torsion 0.3203D.4013 0.4013 0.7904 -42 0 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) 1.15381.1538 066ft Moment Diagram (kip-ft) 1.795 1.735 47 ' Moment (-j-1.5129 0 0 Moment (+) 2.4868 0 0.0694 yhce Morales Residence Page 3 189 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 1 0 1! As (top) 0.0434 Combo DCONU5 As (bat) 0.1168 Combo DCONU6 28 0 Shear 10.212 1 0P Asvls regd 0 Combo DCONU5 Longitudinal Reinforcement (in2) 0 0 0 j DCGNU6 Shear Diagram (kip) 0 Transverse Reinforcement (in2lft) 4.285 0 0 DCONU6 yhce Morales Residence Page 4 190 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT Torsion Diagram (kip-ft) Torsion 1.795 18 June 2019 O.U933 yhce Morales Residence Page 5 191 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 AC[ 318-14 Concrete Beam Design Geometric Pronerties Combination = Overall Envelope Beam Label = 213 Section Property = BEAM1 Length = 24 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in aterial Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 -62 0 107 OF 3.83 ft 10.486 ft 3.024 ft Moment Diagram (kip-ft) Moment (-j-2.9454 0 -3.9268-3.9268 0 Moment (+) 0 0 13.871613.8716 101.6407 -16.6571-16.65710-58.3967 00 0 0 yhce Morales Residence Page 1 192 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 2 0 2 Longitudinal Reinforcement (in2) , , , , As (top) 0.7156 0 0.7278 0.7278 Combo DCONU6 DCONU46DCONU46 As (bat) 0.6685 0 0.8899 0.8899 Combo DCONU21 DCONU21 66 0 0 1.7255 DCONU6 Shear Diagram (kip) 0.2H1 0 2861 0 O.S614 DCONL'1' 1ICC'NU17DC0,11 R 00 0 0 ;, Shear 5.034 0 19.25919.259 0 Asvls regd 0.169 0 0.1697 0.1697 Combo DCONU21 DCONUI8 DCONU18 31.584 32.843 32.843 0 15.07 Transverse Reinforcement (in2lft) 0.1697 0.1697 0.1697 0 0.1697 DCONU6 DCONU6 DCONU6 DCONU2 yhce Morales Residence Page 2 193 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 9 0 Torsion 7.6959 0 7.6959 7.6959 -62 0 107 Torsion Diagram (kip-ft) 1.4899 aft aft Moment Diagram (kip-ft) 1.5725 1.5725 0 , 5725 , 1.66 ft Moment (-) -58.3967 0 -37.5477-37.5477 0 -11.1812-11-31MR99 Moment (+) 0 0 0 0 0 0 0 0 0 yhce Morales Residence Page 3 foundation.fdb 2 0 2 As (top) 0.9614 Combo DCONU2 As (bot) 0 Combo 66 0 F r I r Shear 15.07 0 194 SAFE 2016 v16.O.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) 0 0.6955 0.6955 0 0.2344 0 27.946�) DCONUI6 DCONUI6 DC.O;Jul 6 U=W 6 0 00 0 0 0 U433 Shear Diagram (kip) 0 62.487 62.487 0 16.96 16.M.723 Transverse Reinforcement (in2}ft) Asvls reqd 0.1697 0 0.7292 0.7292 0 0.1697 0.1 ORT697 Combo DCONU2 DCONUI6 DCONUI6 DCONU16 1300=6 yhce Morales Residence Page 4 195 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) Torsion 1.5725 0 1.48961.593 0 1.593 1 AD 367 yhce Morales Residence Page 5 196 foundation.fdb SAFE 2016 v16.0.2 - License #"15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Pronerties Combination = Overall Envelope Beam Label = 217 Section Property = BEAM1 Length = 57.33 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Pronerties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 -73 0 110 o • � � I 1 17ft 16.33ft 20.67ft Moment Diagram (kip-ft) Moment (-} -1.6472 0 -67.2146-67.2146 -11 .8846 -49.8209-49.8209 Moment (+) 74.1496 102.108 15.19490 0 01.4932 0-4.0315 57.7174 30.4642 yhce Morales Residence Page 1 197 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 2 0 2 Longitudinal Reinforcement (in2) � IrI11111 >/ � As (top) 0.1393 0 1.1924 1.1924 0.2392 0.9562 0.9562 0 0.1405 Combo DCONU5 DCONU17 DCONUI7 DCONUI7 DCONU5 DCONU5 DCONU6 As (bot) 1.3089 1.7744 0.29150 0 00.114 09503 0.5522 Combo DCONUI7 DCONU17 DCONU6 DCONU3 DCONU2 D{ ONU21 Shear Diagram (kip) 28 Shear 24.052 17.547 26.466 26.466 5.471 15.418 15.418 Transverse Reinforcement (in2/ft) 1 4 10.269 12.298 Asvls reqd 0.1697 0.1697 0.1697 0.1697 0 0.1697 0.1697 0 0.1697 Combo DCONU3 DCONU3 DCONU3 DCONU3 DCONU15 DCONU2 DCONU2 DCONU2 DCONU17 ynce Morales Residence Page 2 198 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 1 0 Torsion Diagram (kip-ft) Torsion 0.8095 0.8095 0.8095 0.8095 0.4691 0.4691 0.4691 0.1614 0.1614 -73 0 110, Moment (-)-4.0315 Moment (+) 0 3.33 ft Moment Diagram (kip-ft) 0 0 0 0 yhce Morales Residence Page 3 199 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 2 0 2 As (top) 0.1405 Combo DCONU6 As (bat) 0 Combo 26 0t,rif Shear 12.298 1 01 Asvls read 0.1697 Combo DCONU17 Longitudinal Reinforcement (in2) 0 CI Shear Diagram (kip) 0 Transverse Reinforcement (in2}ft) 0 6 0 0 0 yhce Morales Residence Page 4 200 foundation.fdb SAFE 2016 v16.0.2 - License #*I5KYVFHPDTPHCNT Torsion Diagram (kip-ft) Torsion 0.1614 18 June 2019 yhce Morales Residence Page 5 201 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 230 Section Property = BEAM1 Length = 58.17 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 s;ra `I] 92 16m G) i - Eft Eft Oft Moment Diagram (kip-ft) r , r s i r r r i r Moment (-j 0 -19.2983 -19.8629-19.8629 0 Moment (+) 1.2486 32.3905 00 54.1827 -5.3473-5.3473 0-12.7818 10.733410.7834 0 8.2505 yhce Morales Residence Page 1 202 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 2 0 2 Longitudinal Reinforcement (in2) 1 , 1 I 1 1 1 1 I I e I I 1 I — — — As (top) 0 0.3067 0.3438 0.3438 0 0.1022 0.102? 0 0.2134 Combo DCONU27 DCONUI6 DCONUI6 DCONU28 DCONU?d DWNU4 As (bot) 0 0.5534 00 0.9158 0.2238 0.2239 0 0.1 r 43 Combo DCONU4 DCONU4 DCONU18 DCONU3 DCONU3 DCONU27 Shear Diagram (kip) 33 0 Shear 10.921 1 0 16.637 24.46 24.46 23.38 19.37919.379 0 3.139 Transverse Reinforcement (in2lft) I I 1 1 I I 1 1 1 1 1 1 1 1 I 1 1 I I I I 1 Asvls regd 0 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0 0 Combo DCONU4 DCONU4 DCONU1 8 DCONU1 8 DCONUI8 DCONU18 DCONU18 DCONUIS yhce Morales Residence Page 2 203 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 1 0 Torsion 0.5562 -67 0 92 Torsion Diagram (kip-ft) 0.5562 0.5562 0.5562 0.5562 0.5562 0.5562 0 O.K62 A, aft aft aft Moment Diagram (kip-ft) I 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 Moment (-j-12.7818 0 Moment (+j 8.2505 0 -13.0099-13.0099 0-27.7426-27.7426 0 -17.4294 10.161910.1619 0 00 0 0 yhce Morales Residence Page 3 204 foundation.fdb 2 a 2 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) As (top) 0.2134 0 0.2207 0.2207 0 0.4602 0.4602 J 02515 Combo DCONU4 DCONU4 DCONU4 DCONU18 DCONU18 DCONU2 As (bat) 0.1443 0 0.1871 0.1871 0 00 0 a Combo DCONU27 DCONU27 DCONU27 Shear Diagram (kip) 33 a P Shear 3.139 1 0 0 7.797 7.797 0 8.877 8.877 a 27.603 Transverse Reinforcement (in2Jft) Asvls reqd 0 0 00 00 a 0.1697 Combo DCONU18 DCONU3 DCONU3 DCONU3 DCONU3 DCONU3 yhce Morales Residence Page 4 205 foundation.fdb 0 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Torsion Diagram (kip-ft) Torsion 0.5562 0 0.5562 0.5562 0 0.5562 0.5562 0 C .,r5E2 -67 0 92 L L 11 ft 11 ft 11.17 ft Moment Diagram (kip-ft) I A N Moment (-) -17.4294 0 -63.5486-63.5486 -15.0052 -42.461-42.461 0 0 Moment (+) 0 87.4708 00 4.3136 0 0 20.2164 0.7151 yhce Morales Residence Page 5 206 foundation.fdb 2 0 2 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) I I I We ~ I I 1 ! I I I [ As (top) 0.3615 0 1.05071.0507 0.2544 0.7109 0.7109 Combo DCONU2 DCONU3 DCONU3 DCONU3 DCONU3 DCONU3 As (bat) 0 1.5763 00 0.0992 00 Combo DCONU3 DCONU4 Shear Diagram (kip) 33 n u 7 3?3!D 0.0357 DCONU2 GCGUA ............... Shear 27.603 29.247 30.567 30.567 13.425 15.02 15.02 13.679 5.648 Transverse Reinforcement (10/ft) 1 0 I I I [ 1 [ 1 1 [ I Asvls regd 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0.1697 0 Combo DCONU3 DCONU3 DCONU3 DCONU3 DCONU2 DCONU2 DCONU2 DCONU2 DCONU2 yhce Morales Residence Page 6 207 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT Torsion 0.5562 Torsion Diagram (kip-ft) 18 June 2019 ME 0.5562 0.5562 0.5562 0.5562 0.5562 0.5562 0.5562 0.5562 yhce Morales Residence Page 7 208 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design 16 in Geometric Properties Combination = Overall Envelope Beam Label = 229 Section Property = BEAM1 Length = 41.77 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 14.8 ft -128 0 100 Moment (-j-0.4522 0 Moment (+) 73.0654 94.443 1217 ft Moment Diagram (kip-ft) -121.7898-121.7898 0-79.6139-79.6139-10.0252-25.8595 31.036 6.8309 77.5925 74.99050 2.5312 8.7415 yhce Morales Residence Page 1 209 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) 3 0 2 As (top) 0.0329 0 2.0567 2.0567 0 1.33241.3324 0.1791 O.v£35 Combo DCONU27 DCONU2 DCONU2 DCONU6 DCONUR DC.ONU23 DCONU17 As (bat) 1.1798 1.5898 0.53010.1123 1.3035 1.25910 0.0247 0?529 Combo DCONU18 DCONU18 DCONU24 DCONUI7 DCONU2 DCONU2 DC^NU30 D.ONU9 Shear Diagram (kip) 45 0 riiii Shear 20.736 1 0 16.425 41.992 41.992 19.861 41.276 41.276 8.415 7.506 Transverse Reinforcement (in2lft) r r r r r r r r r r r r r r r r r r Asvls regd 0.1697 0.1697 0.3416 0.3416 0.1697 0.3281 0.3281 0 0 Combo DCONU18 DCONU18 DCONU2 DCONU2 DCONU2 DCONU2 DCONU2 DCONU6 DCONU15 yhce Morales Residence Page 2 210 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT Torsion 0.977 18 June 2019 Torsion Diagram (kip-ft) 0.977 0.977 0.977 0.977 0.977 0.977 0.277 0.977 yhce Morales Residence Page 3 211 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design Geometric Properties Combination = Overall Envelope Beam Label = 234 Section Property = BEAM1 Length = 10.9 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties Concrete Comp. Strength = 5 kip/in2 Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 109ft Moment Diagram (kip-ft) -12 0 45 Moment (-j-10.5932 0-0.3379 Moment (+j 5.3318 42.3565 0 yhce Morales Residence Page 1 212 foundation.fdb SAFE 2016 v16.0.2 - License #"15KYVFHPDTPHCNT 18 June 2019 1 0 1' As (top) 0.1765 Combo DCONU23 As (bot) 0.0953 Combo DCONU48 14 0 riiii Shear 13.317 1 0 rrr{r am Asvls reqd 0.1697 Combo DCONU15 Longitudinal Reinforcement (in2) 0 0.0343 DCONU4 0.7057 0.0237 DCONU15 DCONU40 Shear Diagram (kip) 12.009 Transverse Reinforcement (in21ft) 11.391 0.1697 0 DCONUI 5 DCONUI 5 yhce Morales Residence Page 2 213 foundation.fdb SAFE 2016 06.0.2 - License #*15KYVFHPDTPHCNT Torsion 3.2235 18 June 2019 Torsion Diagram (kip-ft) 3.2235 3.2295 yhce Morales Residence Page 3 214 foundation.fdb SAFE 2016 v16.0.2 - License #"15KYVFHPDTPHCNT 18 June 2019 ACI 318-14 Concrete Beam Design 16 in Geometric Properties Combination = Overall Envelope Beam Label = 223 Section Property = BEAM1 Length = 57.33 ft Section Width = 16 in Section Depth = 18 in Distance to Top Rebar Center = 3.9 in Distance to Bot Rebar Center = 3.9 in Material Properties C t C St th-5k' /' 2 L oncre a omp. reng — ip in Concrete Modulus = 4030.509 kip/in2 Longitudinal Rebar Yield = 60 kip/in2 Shear Rebar Yield = 60 kip/in2 15.3 ft 17.4548 ft Moment Diagram (kip-ft) -113 0 145 Moment (-j -MM 4 -0.814 0 -50.278-50.278 -23.4598 -106.9153 Moment (+) 0 0 0 10.0042 10.198 1.4417 23.82 55.2481 2.7204 yhce Morales Residence Page 1 215 foundation.fdb 2 0 3 SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 Longitudinal Reinforcement (in2) r As (top) 0.03W3 0.0373 0 0.8421 0.8421 0.3807 1.67.1 CombOCONU5DCONU5 DCONU26 DCONU26 DCONU49 DCONU5 As (bat) 0 0 0 0.1545 0.1577 0.0317 0.3533 0.8976 0.0928 Combo DCONUI DCONU15 DCONU45 DCONU26 DCONU26 DCON'J50 Shear Diagram (kip) 0 Shear 373.784 1 a 3.564 21.854 21.854 13.727 32.515 Transverse Reinforcement (in21ft) Asvls regd 0 0 0 0 0 0.1697 0.1697 Comb0CGUV4IWNU6 DCONU26 DCONU26 DCONU26 0.1697 0.1697 DCONU26 DCONU25 yhce Morales Residence Page 2 216 foundation.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 18 June 2019 -113 0 145 ' Moment(-) -106.9153 Moment (+) 6.4522 2 0 3° As (top) 1.874 Combo DCONU5 As (bot) 0.1881 Combo DCONU49 20.6284 ft Moment Diagram (kip-ft) 0 137.7223 Longitudinal Reinforcement (in2) 2 24r U -13.6478-1IG4760 93.7191 2.260 0 0 0.233 0.238.013 DCONU25 DCONU25 2.328 1.4989 0.106.013 DCONU25 DCONU25 UCCMLE .6' yhce Morales Residence Page 3 217 foundation.fdb SAFE 2016 06.O.2 - License #*15KYVFHPDTPHCNT 18 June 2019 9 0 Shear 32.515 1 0 Asvls reqd 0.1697 Combo DCONU25 Shear Diagram (kip) 22.826 Transverse Reinforcement (in2Jft) 3' .948 31.8C&.0 e 0.1697 0.1697 0.1697 0 DCONU25 DCONU25 UV]rFilllC . yhce Morales Residence Page 4 218 foundation 6/18/2019 11:36 AM SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV1) [kip, kip-ft] kip - ft ,Morales Residence 219 foundation X, ff n:• NI - IN INI - �va f,LO W � 6/18/2019 11:37 AM SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV2(1/12)) [kip, kip-ft] kip - ft Morales Residence 220 foundation 6/18/2019 11:09 AM x 71 Ile N �yy -Y ve Y ¢ Y I' m �1. IBC f . .Q SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV2(2/12)) [kip, kip-ft] kip - ft Morales Residence 221 foundation ^] SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV3(1/12)) [kip, kip-ft] 6/18/2019 11:34 AM kip -ft Morales Residence 222 foundation 6/18/2019 11:38 AM SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV3(2/12)) [kip, kip-ft] kip - ft Morales Residence 223 TABLE: Nodal Reactions Node Point OutputCase _ CaseType Fx Fy Fz Mx Text Text- _Text Text kip kip kip kip-ft 385 385 SERV1 Combination 1.382 0.839 68.876 0 387 387 SERV2(1/12) Combination -15.348 -0.723 68.43 0 385 385 SERV2(1/12) Combination -2.51 0.782 65.216 0 40 40 SERV1 Combination -4.815 -1.405 65.164 0 385 385 SERV2(2/12) Combination 1.07 0.777 64.727 0 180 180 SERV1 Combination 0.464 -0.906 64.138 0 387 387 SERV1 Combination -11.95 -0.773 63.43 0 40 40 SERV2(2/12) Combination -4.622 -2.477 62.878 0 382 382 SERV1 Combination -0.037 -4.337 61.797 0 379 379 SERV2(1/12) Combination -5.321 0.232 61.797 0 387 387 SERV2(2/12) Combination -11.459 -0.728 60.712 0 382 382 SERV2(2/12) Combination -0.056 -6.456 60.052 0 40 40 SERV2(1/12) Combination -5.262 -1.234 59.93? 0 180 180 SERV2(2/12) Combination 0.432 -1.28 59.314 0 180 180 SERV2(1/12) Combination 0.433 -1.237 59.055 0 45 45 SERV2(2/12) Combination -1.212 -6.849 58.839 0 93 93 SERV2(1/12) Combination 1.685 -0.035 58.49 0 33 33 SERV1 Combination 0.188 3.457 57.937 0 382 382 SERV2(1/12) Combination -0.049 -3.956 57.481 0 360 360 SERV2(2/12) Combination 0 0 57.396 0 379 379 SERV1 Combination -4.154 0.248 57.242 0 386 386 SERV1 Combination -1.476 0.786 56.637 0 33 33 SERV2(1/12) Combination -2.167 3.583 56.131 0 93 93 SERV1 Combination 1.745 -0.038 55.247 0 359 359 SERV2(2/12) Combination 0 0 55.193 0 372 372 SERV2(1/12) Combination 5.675 -0.003059 55.049 0 386 386 SERV2(1/12) Combination -5.574 0.734 54.818 0 379 379 SERV2(2/12) Combination -3.887 0.232 54.716 0 372 372 SERV1 Combination 5.311 -0.001517 54.265 0 371 371 SERV1 Combination 8.859 0.005042 53.639 0 209 209 SERV1 Combination 0 0 53.535 0 307 307 SERV1 Combination 0 0 52.775 0 306 306 SERV1 Combination 0 0 52.763 0 364 364 SERV2(2/12) Combination 0 0 52.459 0 93 93 SERV2(2/12) Combination 1.869 -0.035 52.445 0 45 45 SERV1 Combination -2.806 -5.957 52.312 0 386 386 SERV2(2/12) Combination -2.433 0.733 52.161 0 375 375 SERV2(2/12) Combination 2.693 -6.412 51.949 0 304 304 SERV1 Combination 0 0 51.687 0 305 305 SERV1 Combination 0 0 51.665 0 390 390 SERV1 Combination -0.236 -3.689 51.475 0 209 209 SERV2(1/12) Combination 0 0 51.24 0 09 209 SERV2(2/12) Combination 0 0 50.895 0 372 372 SERV2(2/12) Combination 5.333 -0.004485 50.884 0 Morales Residence 224 390 390 SERV2(2/12) Combination -0.222 -4.145 50.776 0 364 364 SERV1 Combination 0 0 50.623 0 307 307 SERV2(1/12) Combination 0 0 50.515 0 306 306 SERV2(1/12) Combination 0 0 50.502 0 363 363 SERV2(2/12) Combination 0 0 50.309 0 307 307 SERV2(2/12) Combination 0 0 50.174 0 306 306 SERV2(2/12) Combination 0 0 50.162 0 360 360 SERV1 Combination 0 0 49.946 0 371 371 SERV2(1/12) Combination 9.398 0.009713 49.522 0 304 304 SERV2(1/12) Combination 0 0 49.476 0 305 305 SERV2(1/12) Combination 0 0 49.454 0 304 304 SERV2(2/12) Combination 0 0 49.143 33 33 SERV2(2/12) Combination -0.918 1.644 49.1�S 0 371 371 SERV2(2/12) Combination 8.772 0.014 49.13 0 305 305 SERV2(2/12) Combination 0 0 49.129 0 375 375 SERV1 Combination 2.85 -5.625 48.91S 0 363 363 SERV1 Combination 0 0 48.42� 0 364 364 SERV2(1/12) Combination 0 0 47.911 0 359 359 SERV1 Combination 0 0 47.i33 0 232 232 SERV1 Combination 0.022 -0.152 47.699 0 232 232 SERV2(2/12) Combination 0.017 -7.579 47.543 0 362 362 SERV1 Combination 0 0 47.029 0 390 390 SERV2(1/12) Combination -0.214 -3.452 46.628 0 232 232 SERV2(1/12) Combination 0.021 -0.277 46.327 0 362 362 SERV2(1/12) Combination 0 0 46.326 0 198 198 SERV2(2/12) Combination 0.193 1.554 46.323 0 45 45 SERV2(1/12) Combination -3.998 -5.132 45.961 0 360 360 SERV2(1/12) Combination 0 0 45.733 0 198 198 SERV1 Combination 0.205 5.039 45.654 0 361 361 SERV1 Combination 0 0 44.896 0 363 363 SERV2(1/12) Combination 0 0 44.818 0 388 388 SERV2(1/12) Combination -8.83 -0.116 44.017 0 388 388 SERV1 Combination -4.828 -0.129 43.986 0 198 198 SERV2(1/12) Combination 0.193 4.474 43.912 0 375 375 SERV2(1/12) Combination 2.817 -4.93 43.647 0 30 30 SERV1 Combination 2.208 -0.783 43.256 0 361 361 SERV2(1/12) Combination 0 0 43.249 0 359 359 SERV2(1/12) Combination 0 0 42.659 0 362 362 SERV2(2/12) Combination 0 0 42.562 0 368 368 SERV1 Combination 9.758-0.0002903 42.179 0 356 356 SERV2(1/12) Combination 0 0 42.164 0 72 72 SERV2(1/12) Combination -2.395 -5.586 42.127 0 388 388 SERV2(2/12) Combination -4.621 -0.154 42.047 0 387 387 SERV3(1/12) Combination -11.108 -0.342 41.38 0 72 72 SERV1 Combination -0.873 -7.215 41.298 0 61 361 SERV2(2/12) Combination 0 0 40.548 0 356 356 SERV1 Combination 0 0 40.527 0 Morales Residence 225 314 314 SERV2(1/12) Combination 0 0 40.075 0 376 376 SERV2(2/12) Combination 1.674 -0.332 39.88 0 72 72 SERV2(2/12) Combination -0.857 -16.187 39.468 0 315 315 SERV2(1/12) Combination 0 0 39.187 0 355 355 SERV2(1/12) Combination 0 0 39.131 0 314 314 SERV1 Combination 0 0 39.128 0 315 315 SERV1 Combination 0 0 38.648 0 355 355 SERV1 Combination 0 0 38.489 0 376 376 SERV1 Combination 2.12 -0.295 38.153 0 317 317 SERV2(1/12) Combination 0 0 37.847 0 317 317 SERV1 Combination 0 0 37.691 0 360 360 SERV3(2/12) Combination 0 0 37.665 0 45 45 SERV3(2/12) Combination 0.646 -4.456 37.56S 0 30 30 SERV2(1/12) Combination 0.109 -1.339 37.558 0 379 379 SERV3(1/12) Combination -3.844 0.11 37.448 0 316 316 SERV1 Combination 0 0 37.227 0 245 245 SERV2(2/12) Combination 0.014 -7.003 37.151 C, 30 30 SERV2(2/12) Combination 2.283 -4.682 37.103 0 368 368 SERV2(2/12) Combination 9.3 -0.015 37.301 0 316 316 SERV2(1/12) Combination 0 0 36.595 0 42 42 SERV1 Combination 3.976 3.181 36.865 0 42 42 SERV2(1/12) Combination -0.378 3.513 36.783 0 314 314 SERV2(2/12) Combination 0 0 36.425 0 359 359 SERV3(2/12) Combination 0 0 36.355 0 315 315 SERV2(2/12) Combination 0 0 36.336 0 376 376 SERV2(1/12) Combination 2.017 -0.254 36.006 0 380 380 SERV1 Combination -7.028 0.19 35.279 0 317 317 SERV2(2/12) Combination 0 0 34.777 0 31 31 SERV2(1/12) Combination -3.36 -0.347 34.771 0 316 316 SERV2(2/12) Combination 0 0 34.711 0 93 93 SERV3(1/12) Combination 0.878 -0.016 34.628 0 380 380 SERV2(2/12) Combination -6.773 0.164 33.99 0 385 385 SERV3(1/12) Combination -4.451 0.366 33.329 0 380 380 SERV2(1/12) Combination -7.858 0.169 32.755 0 127 127 SERV2(1/12) Combination -9.049 -0.301 32.736 0 40 40 SERV3(2/12) Combination -2.38 -2.175 32.702 0 385 385 SERV3(2/12) Combination 0.323 0.359 32.677 0 245 245 SERV2(1/12) Combination 0.011 -3.635 32.382 0 108 108 SERV1 Combination 2.697 0.272 31.862 0 377 377 SERV2(2/12) Combination -2.631 0.128 31.837 0 377 377 SERV2(1/12) Combination -3.09 0.106 31.824 0 382 382 SERV3(2/12) Combination -0.05 -5.167 31.74 0 377 377 SERV1 Combination -2.343 0.119 31.598 0 298 298 SERV1 Combination 1.367 -0.063 31.303 0 293 293 SERV1 Combination -0.474 2.187 31.256 0 27 127 SERV1 Combination -6.444 -0.326 31.248 0 387 387 SERV3(2/12) Combination -5.923 -0.348 31.17 0 Morales Residence 226 41 41 SERV2(1/12) Combination -2.737 -4.458 31.055 0 31 31 SERV1 Combination -1.093 -1.015 31.02 0 375 375 SERV3(2/12) Combination 1.368 -4.118 31.009 0 372 372 SERV3(1/12) Combination 3.402 -0.002908 30.808 0 41 41 SERV1 Combination -0.799 -6.483 30.668 0 364 364 SERV3(2/12) Combination 0 0 30.655 0 108 108 SERV2(1/12) Combination -0.974 0.251 30.417 0 42 42 SERV2(2/12) Combination 3.917 1.148 30.346 0 127 127 SERV2(2/12) Combination -6.324 -0.305 30.304 0 245 245 SERV1 Combination 0.012 -2.875 30.157 0 368 368 SERV2(1/12) Combination 9.707 -0.008987 30.03 0 298 298 SERV2(2/12) Combination 1.568 -0.065 29.951 0 298 298 SERV2(1/12) Combination -2.15 -0.057 29.866 0 41 41 SERV2(2/12) Combination -0.588 -16.45 29.793 0 33 33 SERV3(1/12) Combination -3.055 2.069 29.486 0 356 356 SERV2(2/12) Combination 0 0 29.412 0 363 363 SERV3(2/12) Combination 0 0 29.405 0 389 389 SERV1 Combination 0.05 0.824 29.25 0 108 108 SERV2(2/12) Combination 2.934 0.255 29.214 c 386 386 SERV3(1/12) Combination -6.27 0.344 28.983 0 180 180 SERV3(2/12) Combination 0.206 -0.96 28.821 c 40 40 SERV3(1/12) Combination -3.233 -0.517 28.773 0 293 293 SERV2(2/12) Combination -1.582 2.083 28.576 L80 180 SERV3(1/12) Combination 0.206 -0.901 28.419 0 382 382 SERV3(1/12) Combination -0.041 -1.833 28.311 0 389 389 SERV2(2/12) Combination 0.027 0.683 28.129 0 379 379 SERV3(2/12) Combination -1.932 0.11 28.006 0 389 389 SERV2(1/12) Combination -3.056 0.768 27.762 0 355 355 SERV2(2/12) Combination 0 0 27.598 0 390 390 SERV3(2/12) Combination -0.107 -2.603 27.396 0 232 232 SERV3(2/12) Combination 0.004133 -9.978 27.291 0 31 31 SERV2(2/12) Combination -0.814 -5.68 26.821 0 245 245 SERV3(2/12) Combination 0.009731 -7.148 26.676 0 93 93 SERV3(2/12) Combination 1.123 -0.016 26.567 0 293 293 SERV2(1/12) Combination -2.356 2.061 26.485 0 198 198 SERV3(2/12) Combination 0.092 -1.886 26.456 0 209 209 SERV3(1/12) Combination 0 0 26.439 0 307 307 SERV3(1/12) Combination 0 0 26.068 0 306 306 SERV3(1/12) Combination 0 0 26.061 0 209 209 SERV3(2/12) Combination 0 0 25.978 0 232 232 SERV3(1/12) Combination 0.01 -0.242 25.669 0 307 307 SERV3(2/12) Combination 0 0 25.615 0 306 306 SERV3(2/12) Combination 0 0 25.607 0 304 304 SERV3(1/12) Combination 0 0 25.537 0 305 305 SERV3(1/12) Combination 0 0 25.524 0 86 386 SERV3(2/12) Combination -2.082 0.343 25.44 0 362 362 SERV3(1/12) Combination 0 0 25.391 0 Morales Residence 227 35 35 SERV1 Combination 5.718 -1.374 25.35 0 372 372 SERV3(2/12) Combination 2.946 -0.00481 25.254 0 304 304 SERV3(2/12) Combination 0 0 25.094 0 305 305 SERV3(2/12) Combination 0 0 25.081 0 356 356 SERV3(1/12) Combination 0 0 25.031 0 364 364 SERV3(1/12) Combination 0 0 24.592 0 388 388 SERV3(1/12) Combination -7.981 -0.055 23.971 0 371 371 SERV3(1/12) Combination 5.584 0.009055 23.906 0 72 72 SERV3(1/12) Combination -2.49 -1.766 23.863 0 371 371 SERV3(2/12) Combination 4.749 0.014 23.383 0 376 376 SERV3(2/12) Combination 0.574 -0.211 23.383 0 198 198 SERV3(1/12) Combination 0.091 2.006 23.24 0 381 381 SERV1 Combination -2.885 -0.256 23.136 0 314 314 SERV3(1/12) Combination 0 0 23.067 0 361 361 SERV3(1/12) Combination 0 0 22.859 0 355 355 SERV3(1/12) Combination 0 0 22.49 0 315 315 SERV3(1/12) Combination 0 0 22.302 0 31 31 SERV3(1/12) Combination -3.668 0.31 22.225 0 381 381 SERV2(1/12) Combination -5.513 -0.235 22.203 C 360 360 SERV3(1/12) Combination 0 0 22.115 0 363 363 SERV3(1/12) Combination 0 0 22.091 C 390 390 SERV3(1/12) Combination -0.097 -1.68 21.864 0 35 35 SERV2(2/12) Combination 5.005 -5.65 21.71 381 381 SERV2(2/12) Combination -2.773 -0.239 21.561 0 388 388 SERV3(2/12) Combination -2.37 -0.106 21.344 0 374 374 SERV2(2/12) Combination 0.326 -0.008173 21.175 0 317 317 SERV3(1/12) Combination 0 0 20.967 0 45 45 SERV3(1/12) Combination -3.069 -2.167 20.395 0 362 362 SERV3(2/12) Combination 0 0 20.373 0 72 72 SERV3(2/12) Combination -0.439 -15.899 20.318 0 245 245 SERV3(1/12) Combination 0.005248 -2.658 20.317 0 316 316 SERV3(1/12) Combination 0 0 20.23 0 33 33 SERV3(2/12) Combination -1.391 -0.516 20.164 0 42 42 SERV3(1/12) Combination -3.663 2.191 20.152 0 375 375 SERV3(1/12) Combination 1.534 -2.141 19.94 0 359 359 SERV3(1/12) Combination 0 0 19.644 0 127 127 SERV3(1/12) Combination -7.014 -0.138 19.337 0 361 361 SERV3(2/12) Combination 0 0 19.258 0 374 374 SERV1 Combination -0.224 -0.012 18.954 0 32 32 SERV2(2/12) Combination 2.937 -10.282 18.853 0 211 211 SERV1 Combination 0.039 2.299 18.835 0 315 315 SERV3(2/12) Combination 0 0 18.501 0 376 376 SERV3(1/12) Combination 1.031 -0.107 18.218 0 314 314 SERV3(2/12) Combination 0 0 18.201 0 377 377 SERV3(2/12) Combination -1.679 0.076 17.824 0 77 377 SERV3(1/12) Combination -2.29 0.048 17.807 0 41 41 SERV3(1/12) Combination -2.986 -0.842 17.788 0 Morales Residence 228 32 32 SERV2(1/12) Combination -0.347 -3.406 17.703 0 380 380 SERV3(2/12) Combination -3.508 0.064 17.691 0 316 316 SERV3(2/12) Combination 0 0 17.184 0 32 32 SERV1 Combination 2.308 -4.805 16.986 0 317 317 SERV3(2/12) Combination 0 0 16.874 0 30 30 SERV3(1/12) Combination -1.608 -1.207 16.534 0 368 368 SERV3(2/12) Combination 4.747 -0.021 16.34 0 374 374 SERV2(1/12) Combination -0.677 -0.015 16.265 0 41 41 SERV3(2/12) Combination -0.12 -16.83 16.104 0 127 127 SERV3(2/12) Combination -3.381 -0.143 16.095 0 380 380 SERV3(1/12) Combination -4.954 0.071 16.045 0 30 30 SERV3(2/12) Combination 1.291 -5.665 15.927 0 211 211 SERV2(1/12) Combination 0.035 2.18 15.819 0 108 108 SERV3(1/12) Combination -3.417 0.116 15.347 0 298 298 SERV3(2/12) Combination 1.04 -0.036 15.338 C 298 298 SERV3(1/12) Combination -3.917 -0.025 15.225 0 389 389 SERV3(2/12) Combination 0.015 0.239 14.482 0 389 389 SERV3(1/12) Combination -4.095 0.352 13.092 0 108 108 SERV3(2/12) Combination 1.793 0.12 13.757 0 293 293 SERV3(2/12) Combination -1.712 1.038 13.685 0 374 374 SERV3(2/12) Combination 0.629 -0.001885 13.605 0 32 32 SERV3(2/12) Combination 2.081 -9.921 12.153 0 31 31 SERV3(2/12) Combination -0.273 -6.801 11.625 0 381 381 SERV3(1/12) Combination -5.089 -0.107 11.534 0 42 42 SERV3(2/12) Combination 2.063 -0.961 11.57 C 211 211 SERV2(2/12) Combination 0.037 -3.147 11.413 0 293 293 SERV3(1/12) Combination -2.745 1.008 10.897 0 381 381 SERV3(2/12) Combination -1.436 -0.113 10.727 0 32 32 SERV3(1/12) Combination -2.299 -0.753 10.635 0 35 35 SERV3(2/12) Combination 2.175 -6.502 9.131 0 35 35 SERV2(1/12) Combination 4.361 -3.615 8.346 0 356 356 SERV3(2/12) Combination 0 0 8.069 0 355 355 SERV3(2/12) Combination 0 0 7.112 0 374 374 SERV3(1/12) Combination -0.708 -0.011 7.058 0 290 290 SERV2(2/12) Combination 0.096 3.277 6.996 0 211 211 SERV3(1/12) Combination 0.016 1.132 6.919 0 368 368 SERV3(1/12) Combination 5.29 -0.012 6.912 0 290 290 SERV3(2/12) Combination 0.088 0.105 6.584 0 290 290 SERV2(1/12) Combination 0.016 4.736 5.129 0 213 213 SERV2(1/12) Combination -0.00344 0.459 4.439 0 213 213 SERV1 Combination -0.003723 0.523 4.317 0 290 290 SERV3(1/12) Combination -0.02 2.05 4.094 0 290 290 SERV1 Combination 0.054 5.391 3.981 0 213 213 SERV2(2/12) Combination -0.00362 -0.819 3.826 0 213 213 SERV3(1/12) Combination -0.001599 0.214 2.781 0 13 213 SERV3(2/12) Combination -0.001839 -1.491 1.965 0 211 211 SERV3(2/12) Combination 0.018 -5.971 1.044 0 Morales Residence 229 300 300 SERV1 Combination -0.003698 0.006286 0 0 301 301 SERV1 Combination 0.001596 0.004905 0 0 302 302 SERV1 Combination -0.003831 0.006708 0 0 303 303 SERV1 Combination 0.002071 0.00564 0 0 308 308 SERV1 Combination 0.212 -0.075 0 0 309 309 SERV1 Combination 0.287 0.024 0 0 310 310 SERV1 Combination 0.161 -0.36 0 0 311 311 SERV1 Combination 0.535 0.227 0 0 351 351 SERV1 Combination 3.699 8.002 0 0 352 352 SERV1 Combination -3.674 8.325 0 0 353 353 SERV1 Combination 0.998 3.198 0 0 354 354 SERV1 Combination -1.075 3.787 0 0 300 300 SERV2(1/12) Combination -0.003502 0.005935 0 0 301 301 SERV2(1/12) Combination 0.001489 0.004618 0 0 302 302 SERV2(1/12) Combination -0.003628 0.006333 0 C 303 303 SERV2(1/12) Combination 0.001938 0.005311 0 0 308 308 SERV2(1/12) Combination -1.011 0.282 ❑ 0 309 309 SERV2(1/12) Combination -0.465 -0.577 7 0 310 310 SERV2(1/12) Combination -0.566 0.27 0 0 311 311 SERV2(1/12) Combination -0.835 -0.152 0 0 351 351 SERV2(1/12) Combination 1.927 6.704 0 0 352 352 SERV2(1/12) Combination -4.772 7.994 ❑ 0 353 353 SERV2(1/12) Combination 0.687 2.369 0 1} 154 354 SERV2(1/12) Combination -0.939 3.38 0 0 300 300 SERV2(2/12) Combination -0.003435 0.005838 0 0 301 301 SERV2(2/12) Combination 0.001481 0.004555 0 0 302 302 SERV2(2/12) Combination -0.003559 0.006231 0 0 303 303 SERV2(2/12) Combination 0.001923 0.005238 0 0 308 308 SERV2(2/12) Combination 0.373 -0.117 0 0 309 309 SERV2(2/12) Combination 0.383 0.106 0 ❑ 310 310 SERV2(2/12) Combination 0.254 -0.437 ❑ 0 311 311 SERV2(2/12) Combination 0.713 0.276 0 0 351 351 SERV2(2/12) Combination 3.254 7.758 0 0 352 352 SERV2(2/12) Combination -3.557 8.159 0 0 353 353 SERV2(2/12) Combination 1.045 3.415 0 0 354 354 SERV2(2/12) Combination -1.184 4.103 0 0 300 300 SERV3(1/12) Combination -0.001708 0.002884 0 ❑ 301 301 SERV3(1/12) Combination 0.0007107 0.002234 0 0 302 302 SERV3(1/12) Combination -0.00177 0.003077 0 0 303 303 SERV3(1/12) Combination 0.0009293 0.002571 0 0 308 308 SERV3(1/12) Combination -1.514 0.436 0 0 309 309 SERV3(1/12) Combination -0.848 -0.788 0 0 310 310 SERV3(1/12) Combination -0.882 0.646 0 0 311 311 SERV3(1/12) Combination -1.539 -0.384 0 0 351 351 SERV3(1/12) Combination -0.316 2.673 0 ❑ 32 352 SERV3(1/12) Combination -3.489 4.152 0 0 353 353 SERV3(1/12) Combination 0.128 0.638 0 0 Morales Residence 230 354 354 SERV3(1/12) Combination -0.405 1.53 0 0 300 300 SERV3(2/12) Combination -0.00162 0.002755 0 0 301 301 SERV3(2/12) Combination 0.0007009 0.002151 0 0 302 302 SERV3(2/12) Combination -0.001678 0.00294 0 0 303 303 SERV3(2/12) Combination 0.000909 0.002473 0 0 308 308 SERV3(2/12) Combination 0.33 -0.097 0 0 309 309 SERV3(2/12) Combination 0.283 0.124 0 0 310 310 SERV3(2/12) Combination 0.212 -0.297 0 0 311 311 SERV3(2/12) Combination 0.525 0.187 0 0 351 351 SERV3(2/12) Combination 1.453 4.079 0 0 352 352 SERV3(2/12) Combination -1.869 4.373 0 0 353 353 SERV3(2/12) Combination 0.605 2.032 0 0 354 354 SERV3(2/12) Combination -0.732 2.494 0 0 35 35 SERV3(1/12) Combination 1.316 -3.789 -8.687 0 Morales Residence