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    Considered Section For Floor Beams

    Uploaded by

    Jonathan Q Corpin
    This document provides design details for the structural components of a proposed two-storey commercial building, including: 1. Design of floor beams FB-1 and FB-2 with reinforcement details at supports and midspans. 2. Design of roof beams RB-1 with reinforcement details at supports and midspan. 3. Design of a two-way slab with reinforcement spacing. 4. Design of a square footing F1 with dimensions, reinforcement, and punching shear details. 5. Design of a staircase slab with longitudinal reinforcement spacing.

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    Considered Section For Floor Beams

    Uploaded by

    Jonathan Q Corpin
    90 views10 pages
    This document provides design details for the structural components of a proposed two-storey commercial building, including: 1. Design of floor beams FB-1 and FB-2 with reinforcement details at supports and midspans. 2. Design of roof beams RB-1 with reinforcement details at supports and midspan. 3. Design of a two-way slab with reinforcement spacing. 4. Design of a square footing F1 with dimensions, reinforcement, and punching shear details. 5. Design of a staircase slab with longitudinal reinforcement spacing.

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    This document provides design details for the structural components of a proposed two-storey commercial building, including: 1. Design of floor beams FB-1 and FB-2 with reinforcement details at supports and midspans. 2. Design of roof beams RB-1 with reinforcement details at supports and midspan. 3. Design of a two-way slab with reinforcement spacing. 4. Design of a square footing F1 with dimensions, reinforcement, and punching shear details. 5. Design of a staircase slab with longitudinal reinforcement spacing.

    Copyright:

    © All Rights Reserved
    Download as DOCX, PDF, TXT or read online from Scribd
    Download as docx, pdf, or txt
    90 views10 pages

    Considered Section For Floor Beams

    Uploaded by

    Jonathan Q Corpin
    This document provides design details for the structural components of a proposed two-storey commercial building, including: 1. Design of floor beams FB-1 and FB-2 with reinforcement details at supports and midspans. 2. Design of roof beams RB-1 with reinforcement details at supports and midspan. 3. Design of a two-way slab with reinforcement spacing. 4. Design of a square footing F1 with dimensions, reinforcement, and punching shear details. 5. Design of a staircase slab with longitudinal reinforcement spacing.

    Copyright:

    © All Rights Reserved
    Download as DOCX, PDF, TXT or read online from Scribd
    Download as docx, pdf, or txt
    of 10

    Project Title: PROPOSED TWO-STOREY COMMERCIAL BUILDING

    Owner: Heirs of Luis T. Yap


    Location: Brgy. Zone II, Sogod, Southern Leyte
    Civil Engineer:

    CONSIDERED SECTION FOR FLOOR BEAMS:


    COMPUTED MOMENTS:
    MH1 = -125.55 KNm
    MH2 = - 138.067 KNm
    MH3 = -100.51 KNm
    MH4 = -13.60 KNm

    DESIGN OF BEAM(FB-1)
    BEAM SPECIFICATIONS: Code: NSCP 2001
    Effective Length = 4.6 m Width = 250 mm
    Total Depth = 400 mm Min. Concrete Cover = 40 mm
    Diameter of Stirrups = 10 mm Diameter of Bar (Assumed) = 16 mm
    Effective Depth = 342 mm
    fy = 275 Mpa
    f'c = 20.7 Mpa

    CONSIDERING BEAM H2-H3: Load, Shear & Moment Diagram


    DESIGN FACTORED LOADS:
    @ support Mu = 138.067 KN.m
    @ midspan Mu = 75.748 KN.m
    Vu = 152.207 KN
    STEEL REINFORCEMENT @ SUPPORT:
    Diameter(mm) Number of Deformed Bar
    16 9
    20 7

    STEEL REINFORCEMENT @ MIDSPAN:


    Diameter(mm) Number of Deformed Bar
    16 5
    20 4

    MAXIMUM ALLOWABLE SPACING OF STIRRUPS = 85.5 mm

    DESIGN OF BEAM(FB-2)
    BEAM SPECIFICATIONS: Code: NSCP 2001
    Effective Length = 2.65 m Width = 250 mm
    Total Depth = 400 mm Min. Concrete Cover = 40 mm
    Diameter Of Stirrups = 10 mm Diameter Of Bar (Assumed) = 16 mm
    Effective Depth = 342 mm
    fy = 275 Mpa
    f'c = 20.7 Mpa
    CONSIDERING BEAM H3-H4: Load, Shear & Moment Diagram

    DESIGN FACTORED LOADS:


    @ support Mu = 100.51 KN.m
    @ midspan Mu = 14.192 KN.m
    Vu = 107.94 KN
    STEEL REINFORCEMENT @ SUPPORT:
    Diameter(mm) Number of Deformed Bar
    16 7
    20 5

    STEEL REINFORCEMENT @ MIDSPAN:


    Diameter(mm) Number of Deformed Bar
    16 3
    20 2

    MAXIMUM ALLOWABLE SPACING OF STIRRUPS = 171 mm

    CONSIDERED SECTION FOR THE ANALYSIS OF ROOF BEAMS:


    COMPUTED MOMENTS:
    MJ1 = -96.51 KNm
    MJ2 = -106.92 KNm
    MJ3 = -75.68 KNm
    MJ4 = -20.483 KNm

    DESIGN OF BEAM(RB-1)
    BEAM SPECIFICATIONS:
    Effective Length = 4.6 m Width = 250 mm
    Total Depth = 350 mm Min. Concrete Cover = 40 mm
    Diameter of Stirrups = 10 mm Diameter of Bar (Assumed) = 16 mm
    Effective Depth = 292 mm
    fy = 275 Mpa
    f'c = 20.7 Mpa
    CONSIDERING BEAM J2-J3: Load, Shear & Moment Diagram

    DESIGN FACTORED LOADS:


    @ support Mu = 106.92 KN.m
    @ midspan Mu = 59.092 KN.m
    Vu = 123.48 KN

    STEEL REINFORCEMENT @ SUPPORT:


    Diameter(mm) Number of Deformed Bar
    16 9
    20 6

    STEEL REINFORCEMENT @ SUPPORT:


    Diameter(mm) Number of Deformed Bar
    16 5
    20 3

    MAXIMUM ALLOWABLE SPACING OF STIRRUPS = 146 mm


    DESIGN OF TWO-WAY SLAB
    SLAB SPECIFICATIONS:
    Effective Width(la) = 4.6 m Ratio la/lb = 1.08
    Effective Length (lb) = 4.26 m Width = 1000 mm
    Min. Concrete Cover = 20 mm Diameter of Bar (assumed) = 12 mm
    fy = 230 Mpa
    f'c = 20.7 Mpa

    SLAB DIMENSION:
    Design Thickness = 125.00 mm
    Effective Depth = 87 mm
    Tributary Width = 1000 mm

    DESIGN LOADS:
    Weight Of Slab = 2.94 KN/m Total Dead Load = 5.38 KN/m
    Accessories = 2.44 KN/m Live Load = 1.90 KN/m
    Wu = 10.77 KN/m

    Location Mu Rn p use p As S (mm) use


    S(mm)
    @ continuous edge
    short direction 11.85 1.74 0.00798 0.00798 693.93 162.98 162.98
    long direction 8.40 1.23 0.00556 0.00609 529.57 213.57 213.00
    @ discontinuous edge
    short direction 1.56 0.23 0.00100 0.00609 529.57 213.57 213.00
    long direction 1.82 0.27 0.00117 0.00609 529.57 213.57 213.00
    @ mid-span
    short direction 4.67 0.69 0.00304 0.00609 529.57 213.57 213.00
    long direction 5.47 0.80 0.00357 0.00609 529.57 213.57 213.00

     Use 125mm thick slab with reinforce 12 mm dia. spaced @ 150mm O.C. BW
    DESIGN OF FOOTING(F1)

    FOOTING SPECIFICATIONS:
    PDL: 210 Kn column size: 400 mm X 400 mm
    PLL: 55 Kn
    SBP: 100 Kpa
    Bar Diameter: 16 mm
    Concrete Cover: 75 mm
    Embedment Depth: 1.5 m
    f'c: 20.7 Mpa
    fy: 275 Mpa

    SOLUTION:
    I. Assume wt. of footing to be 10% of column load

    Weight of footing = 21 Kn
    Total Axial Load = 286 Kn

    II. Compute for the required Area

    Required Area = Total load/SBP = 1.95 m2

    L2 = 1.95 m2
    L= 1.39 m say 1.50

    Try 1.5mX 1.5m footing


    A = 2.25 mm2
    Pu = 493.90 Kn

    III. Compute for net upward soil pressure

    qu = 219.51 Kpa

    check with the allowable ultimate soil pressure

    qunet = 223.65 Kpa < qu ok!!

    IV. Compute "d" for punching

    Allowable punching shear,Vc = (1 + 2/Bc)f'c0.5/6 > 1/3f'c.05


    Bc = long side of coumn / short side of column = 1
    Use Vc = 1.517 Mpa

    Actual Punching Shear Vn = Vu /Øbod, Ø = .85 for shear

    Assume d = 300 mm
    Vu = 414612.37 N
    bod = 483204 mm2
    Vn = 0.86 Mpa Ok! Vc > Vn
    Use depth = 300.00 mm
    deff = 201.00 mm
    V. Check fo wide-beam shear

    Allowable wide beam shear,Vc =1/6f'c0.05


    allowable Vc = 0.76 Mpa
    Vu = 136.97 Kn
    Vn = 0.45 Mpa Ok! Vc > Vn

    VI. Compute for steel reinforcement

    Design Moment Mu = qu(B)(X2/2)


    X = 550 mm
    Mu = 49.80 Knm
    A. Solve for Ru; Mu=.90Rubd2

    Ru= 0.91 Mpa


    m = fy/.85fc' = 15.63
    B. Solve for p= (1/m)(1-(1-(2Rum)/fy)1/2)
    fy = 275 mpa
    f'c = 20.7 mpa
    p = 0.00341
    C. Check if the beam needs compression steel by computing pmax;
    pmax=.75pb
    pb= .85f'cB1600
    fy(600+fy)

    B1 = .85 for f'c=<30Mpa


    B1 = .85-.008(f'c-30) for f'c>30Mpa
    B1 = 0.85
    pb = 0.03729226
    pmax = 0.027969195
    pmin=1.4/fy

    pmin = 0.00509 If p=<pmax SRRB


    If p>pmax DRRB
    D. p < pmax (Singly Reinforced)
    Check, pmin = 0.00509
    p= 0.00341
    If p>pmin use p
    If p<pmin use p = pmin

    Use p = 0.00509
    Solve for the required As = pbd

    A= 1534.91 mm2
    Diameter Number of Deformed bar
    16 8
    20 5

     Use 1.5 X 1.5 X .30m square footing reinforcement 8 - 16mm dia. Bothways
    DESIGN OF STAIRCASE
    STAIR SPECIFICATIONS
    Effective Length = 3.4 m Width = 1000 mm
    Total Depth = 150 mm Min. Concrete Cover = 20 mm
    Diameter Of Bar (Assumed) = 16 mm
    Effective Depth = 106 mm

    SLAB DIMENSION
    Design Thickness = 150 mm
    Tributary Width = 1000 mm

    DESIGN LOADS
    Weight Of Slab = 3.53 KN/m Total Dead Load = 4.97 KN/m
    Accessories = 1.44 KN/m Live Load = 4.80 KN/m
    Wu = 15.12 KN/m
    Mu = 21.85 KN.m
    SOLUTION:
    I. Compute for longitudinal steel reinforcement
    A. Solve for Ru; Mu=.90Rubd2
    Ru= 2.16 Mpa
    m = fy/.85fc' = 13.07
    B. Solve for p= (1/m)(1-(1-(2Rum)/fy)1/2)
    p = 0.01005
    C. Check if the beam needs compression steel by computing pmax;

    pmax=.75pb
    pb = 0.85f'cB1600
    fy(600+fy)

    B1 = .85 for f'c=<30Mpa


    B1 = .85-.008(f'c-30) for f'c>30Mpa
    B1 = 0.85
    pb = 0.04701
    pmax = 0.03525
    pmin=1.4/fy
    pmin = 0.00609 If p=<pmax SRRB
    If p>pmax DRRB
    D. p < pmax (Singly Reinforced)
    Check, pmin = 0.00609
    p= 0.01005
    If p>pmin use p
    If p<pmin use p = pmin
    Use p = 0.01005
    Solve for the required As = pbd
    A = 1065.73 mm2 As = 300 mm2
    Spacing of reinforcement S = Ao(1000)/As
    S = 188.66 mm
    Say 200mm
    Temperature Bars As = 0.002bt
    As = 300 mm2
    S = 670.21 mm
    Say 700 mm

     Use 150mm thk/ Slab with reinf. 16mm dia. Spaced @ 200mm O.C

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