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PROJECT : PAGE :
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 CLIENT :
DESIGN BY :
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JOB NO. : DATE :
REVIEW BY :
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Existing Concrete Floor Enhancement Based on 2015 IEBC, ASCE 41-17 & ACI 318-14
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DESIGN CRITERIA
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1. The existing concrete floor can be either PT-concrete floor or regular one way slab. For PT-concrete floor, assume that only 50% existing
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concrete floor weight balanced by left post-tensioned force, without secondary moment changes added back to enhanced floor.
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2. The capacity of existing floor regular reinforcement ignored conservatively. Superimposed load supported by new steel plates that epoxy
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adhered to existing bottom of floor.
<== Tips:
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3. Before new shotcrete, to rough, clear and wet the existing surface is required.
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The NEW REINFORCEMENT may be replaced by regular rebars, but the COVER has to be 0.75 in minimum.
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INPUT DATA & DESIGN SUMMARY
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EXISTING FLOOR SECTION THICKNESS
h =8
in, (203 mm).
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EXISTING FLOOR STRENGTH
old fc' =4,3
ksi, (30 MPa)
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FLOOR SPAN (larger span for two-way)
L =30
ft, (9.1 m).
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SUPERIMPOSED LOAD (on the top of floor)
w =75
psf, (3.6 kPa), ASD
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NEW SHOTCRETE THICKNESS
T =3
in, (76 mm).
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NEW STEEL YIELD STRESS
Fy =50
ksi, (345 MPa)
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NEW SHOTCRETE STRENGTH
fc' =5
ksi, (34 MPa)
THE DESIGN IS ADEQUATE.
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THE MAX CONCRETE STRESS
b =0,85
fc' (0.85 on ACI, 1.0 on AISC)
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THE MAX CONCRETE STRAINS
emax =0,003
, (ASCE 41-17 10.3.3.1)
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The b, emax, C, fc' & Ec all coupled together, but ACI 318-14, ASCE 41-17, and AISC 341-16 have their different values, which may not be adequate, even on single code self.
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If purchaser got comments that our results different with other famous/big software, please directly email us the comments and the checker's contact information.
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NEW BOTTOM REINFORCEMENT
1/8in thk5in wide @12
in. (305 mm), o.c.
We do prompt response to save your time.
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AXIAL EXISTING PT STRESS (zero for not sure)
PT / Area =
0,175
ksi, (1.2 MPa), ASD
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ANALYSIS
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DETERMINE SECTION FORCES
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wtotal = 1.6 w + 1.4 Wt =
120+122,5=242,5
psf, (11.6 kPa), SD
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Mu = (1/8) wtotal L2 =
27,28
ft-kips, (37 kN-m), per foot
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Vu = (1/2) wtotal L =
3,64
kips, (16 kN), per foot
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Pu = 1.6 (PT / Area) (h + T) =
36,96
kips, (164 kN), per foot
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CHECK FLEXURAL & AXIAL CAPACITY
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Pn
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Mn .
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Pu / f =41,1
kips, (183 kN)
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Mnc @ Pu / f =
32,8
ft-kips, (45 kN-m)
Solid Line - Tension Controlled
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>Mu / f =30,3
ft-kips, (41 kN-m)
Dash Line - Compression Controlled
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[Satisfactory]
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wheref =0,900
, (ACI 318-14 21.2 & AISC 341-16 B3.2)
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CHECK SHEAR CAPACITY (ACI 318-14 10 & 22.5)
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Vu / f =4,9kips, (22 kN)<
Vc + Vs =
12,7
kips, (56 kN)
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wheref =0,75
, (ACI 318-11 21.2)
[Satisfactory]
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Vc =12,7
kips, (56 kN)
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Vs =0,0
kips, (0 kN)
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LICENSE NUMBER: Package License Including New Software Based on ASCE 41-17, ASCE 7-16, AISC 360/341/358-16
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www.Engineering-International.com
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