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Home My WebLink AboutREVISION STRUCTURAL CALCULATIONSG&D BUILDING SOLUTIONS SCANNED BY St Lucie County STRUCTURAL CALCULATIONS DATE: February 12, 2020EVI`�ION PROJECT NAME: NEW CONCRETE STAIR FOR SION HOMES ADRESS: 4410 N Hwy Al A, FORT PIERCE, FL 34949 REVIEWED FOR DESIGN BY: Danay Fernandez, P.E. CODE COMPLIANCE ST. LUCIE COUNTY 'INDEX EOCC DESCRIPTION PAGE LOAD CALCULATIONS STAIR REVISION 3-6 This computation book contains manual and computerized structural calculations, pages are numbered 1 thru 6 including this page. Computations were preformed to the best of our knowledge according to sound and generally accepted engineering principals and code requirements. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 6 Sincerely, `% PN... ewe O .••�� C E/V •,7i0 �y42 =� X FL � R-I V p77.t: rnr�� ENGINEERS & GENERAL CONTRACTORS 1310 NW 67th Ter. Hollywood, FL 33024 1 PE 77142 1 CGC 1514512 1 CCC 1328768 FILE COPY 305.773.7973 1 projects@gdbuildingsolutions.com I gdbuildingsolutions.com cA-s�P- *- L �1.4-LL '210 S 6sel 2 a, g� L q-0 x lb.lb� 2 =Z�l d'�za K 2 Title Block Line 1 You cSn change this area using the "Settings" menu item and then using the "Pdriting & Title Block" selection. Title Block Line 6 Description : STAIR CONCRETE SLAB 10' SPAN Material Properties Title: CONCRETE STAIR REVISION Dsgnr: DANAY FERNANDEZ, P.E. Project Desc.: Project Notes : Job # Printed: 7 FEB 2020. 9:48AM Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 ..... ......... m....... _...... fc tl2 = fr = fc * 7.50 _.__....._...._.....------.---.._.__......_.._....._...._._. 3.0 ksi = 410.79 psi Phi Values Flexure: 0.90 Shear: 0.750 j l(1 Density = 145.0 pcf 13 = 0.850 LtWt Factor = 1.0 s� ' �'� • • ° • , , ! a 'R • • Elastic Modulus = fy Main Rebar = E - Main Rebar = 3,122.0 ksi 60.0 ksi 29,000.0 ksi Number of Resisting Fy - Stirrups 60.0 ksi E -Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Legs Per Stirrup = 2 " Load Combination 2009 IBC & ASCE 7-05 D 0.5280 L 0.3240 D 0.0760 L 0.1520 i i 44" w x 6" h i Span=9.80 ft _Cross Secfion &Rdilnforcmg Details� Rectangular Section, Width = 44.0 in, Height = 6.0 in Span #1 Reinforcing.... 545 at 2.0 in from Bottom, from 0.0 to 9.80 ft in this span 545 at 2.0 in from Top, from 0.0 to 3.0 ft in this span 545 at 2.0 in from Top, from 6.80 to 9.80 ft in this span AppI d LOatlS Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0760, L = 0.1520 k/ft, Tributary Width =1.0 ft Partial Length Uniform Load: D = 0.5280, L = 0.3240 k/ft, Extent = 0.0 ->> 3.80 ft Maximum Bending Stress Ratio = 0.502: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.024 in Ratio = 4956 Mu : Applied 12.546 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 j Mn' Phi: Allowable 25.009 k-ft Max Downward Total Deflection 0.067 in Ratio = 1759 Load Combination +1.20D+0.50L41.60L+1.60H Max Upward Total Deflection 0.000 in Ratio = 999 <180 , Location of maximum on span 3.724ft j Span # where maximum occurs Span # 1 Vertical Reactions _. Unfactored Support notation :Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5.030 3.047 D Only 3.292 2.064 L Only 1.737 0.984 D+L 5.030 3.047 Shear Stirruq Requirement"s Maximum Forces &=Stresses for. LoadCombinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.724 12.55 25.01 0.50 +1.40D Span # 1 1 3.789 8.72 25.01 0.35 +1.20D+0.50Lr+1.60L+1.60H 3 Span # 1 1 3.724 12.55 25.01 0.50 Title Block Line 1 You can change this area using We "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : STAIR CONCRETE SLAB 10' SPAN Title: CONCRETE STAIR REVISION Dsgnr: DANAY FERNANDEZ, P.E. Project Desc.: Project Notes : Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Job # Printed: 7 FEB 2020, 9:48AM +1.20D+1.60L+0.50S+1.60H Span # 1 1 3.724 12.55 25.01 0.50 +1.20D+1.601-r+0.501- Span # 1 1 3.768 9.06 . 25.01 0.36 +1.20D40.50L+1.60S Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.50L+0.50S+1.60W Span # 1 1 3.768. 9.06 25.01 0.36 +1.20D+0,50L+0.20S+E Span # 1 1 3.768 9.06 25.01 0.36 Overall Maximum Deflections Udactored-Loads .' Load Combination Span Max. =" Defl Location in Span Load Combination Max. °+" Defl Location in Span D+L 1 0.0668 4.606 0.0000 0.000. 4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : STAIR CONCRETE SLAB 16' SPAN Title: CONCRETE STAIR REVISION Dsgnr: DANAY FERNANDEZ, P.E. Project Desc.: Project Notes : Job # Printed: 7 FES 2020, 9:43AM slab revisionlot.1;7,3. A6' ............ Materlal:Pr.0pertleS Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = fr = fc112 ' 7.50 ._...- _._... ._ ........... ..___......_._._._.. 3.0 ksi =. 410.79 psi Phi Values Flexure: 0.90 Shear: 0.750 y1 Density = 145.0 pcf R 1 = 0.850 LtWt Factor Elastic Modulus = fy -Main Rebar = E - Main Rebar = = 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi Fy - Stirrups 60.0 ksi ( E -Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 `• x• " ` ' x '' Number of Resisting Legs Per Stirrup = 2 I 44 in Load Combination 2009 IBC & ASCE 7-05 I D 0.0760 L 0.1520 44" w x 8" h Span=16.160 ft i i _Cross Secfion &Reinforcing Details _ ._ Rectangular Section, Width = 44.0 in, Height = 8.0 in Span #1 Reinforcing.... 545 at 2.0 in from Bottom, from 0.0 to 16.160 ft in this span 545 at 2.0 in from Top, from 0.0 to 4.0 ft in this span 545 at 2.0 in from Top, from 12.0 to 16.160 ft in this span Applided Loads ',; Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0760, L = 0.1520 k/ft, Tributary Width =1.0 ft DESIGN-lmmA-R.Y s s Maximum Bending Stress Ratio = 0.637: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.092 in Ratio = 2106 Mu : Applied 24.80 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 38.959 k-ft Max Downward Total Deflection 0.205 in Ratio = 947 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio = 999 <180 j Location of maximum on span 8.080ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.706 4.706 D Only 3.478 3.478 L Only 1.228 1.228 D+L 4.706 4.706 Shear Stirrup Requirements - Entire Beam Soan Lenath : Vu < PhiVd2. Read Vs = Not Read. use stirrups spaced at 0.000 in _....: -_ :. _T ... _._.:....... _ .... _ _ __ :..:. , . ._m.._. Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.080 24.80 38.96 0.64 +1.40D Span # 1 1 8.080 19.67 38.96 0.50 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.080 24.80 38.96 0.64 +1.20D+1.60L+0.50S+1.60H Title Block Line 1 Title: CONCRETE STAIR REVISION Job # You can change this area Dsgnr: DANAY FERNANDEZ, P.E. using the "Settings' menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Pdnted: 7 FEB 2020, 9:43AM 1lgwdohomesewerlgdbuildmgsoluhons12020 tobslarrnando ieybslcalculationsl6oncreteslab revision lot 12 3 7.ec6 Colnclr A6 Beam ,, s ENERCALC,INQ'f983-2011,.Build.6,11i6.23 Ver.6.11'.623,_' Description : STAIR CONCRETE SLAB 16' SPAN Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 8.080 24.80 38.96 0.64 +1.20D+1.60Lr+0.50L Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50L+1.60S Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50L+0.50S+1.60W Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50L+0.20S+E Span # 1 1 8.080 19.34 38.96 0:50 Overall Maximum Deflections - Unfactoretl Loads Load Combination Span Max. Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.2046 7.918 0.0000 0.000 0