4. ENGR.HAMMAD BASHIR
FIRST FLOOR..YOU CAN MAKE IT ON YOUR CHOICE..HOWEVER YOU CAN PUT SAME
STRUCTURE ON FIRST FLOOR.
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5. ENGR.HAMMAD BASHIR
SLAB
THICKNESS:
According to ACI 318 the minimum thickness of slab should be 5 inch.
Load calculation:
Service dead loads:
Material THICKNESS
(INCH)
THICKNESS
(FEET)
DENSITY LOAD
CALCULATION
KSF
SLAB 5” 5”/12 0.15 0.0625
MUD 4” 4”/12 0.12 0.04
TILE 2” 2”/12 0.12 0.02
TOTAL DEAD LOADS= 0.1225 KSF
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6. ENGR.HAMMAD BASHIR
FACTORED DEAD
LOAD
1.2 0.1225 0.147 Ksf
Service dead loads:
FOR BUILDING LIVE LOAD WILL BE ACCORDING TO LOADING CRITERIA……
Sr.no
Occupancy or use Live load
Kgs/m2
Pascal
N/m2
lb/ft2
1 Private rooms, school
class rooms.
200 1900 40
2 Offices. 250 to 425 2400 to
4000
50 to 85
3 Fixed-seats, assembly halls,
library reading rooms.
300 2900 60
4 Corridors in public building 400 3800 80
5 Movable seats assembly hall 500 4800 100
6 Wholesales stores, light storage
warehouses.
610 6000 125
7 Library stack rooms 730 7200 150
8 Heavy manufacturing, heavy
storage warehouses, side walks
and driveways subject to truckling
1200 12000 250
9 Stairs, general 500 4800 100
10 Stairs, upto two-family
residences, 50% more than
specifications.
300 2900 60
WE USE 40 Psf = 0.040 Ksf
FACTORED LIVE
LOAD
1.6 0.04 0.064 Ksf
TOTAL FACTORED LOAD= FACTORED LIVE LOAD + FACTORED DEAD LOAD
= 0.1225 + 0.064 = 0.211 Ksf
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7. ENGR.HAMMAD BASHIR
BENDING MOMENT CALCULATION
ASPECT RATIO:
m= la/lb
la= shorter length…. lb= longer length
BENDING MOMENT Co-efficients
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13. ENGR.HAMMAD BASHIR
Beam Design
Step 01: Sizes
Let depth of beam = 18″
ln + depth of beam = 15.875′ + (18/12) = 17.375′
c/c distance between beam supports
= 16.375 + (4.5/12) = 16.75′
Therefore l = 16.75′
Depth (h) = (16.75/18.5) × (0.4 + 40000/100000) × 12
= 8.69″ (Minimum requirement of ACI 9.5.2.2).
Take h = 1.5′ = 18″
d = h – 3 = 15″
b = 12″
Step 02: Loads
Load on beam will be equal to
Factored load on beam from slab + factored self weight of beam web
Factored load on slab = 0. 211 ksf
Load on beam from slab = 0. 211 ksf x 5 = 1.055 k/f
Factored Self load of beam web =
= 1.2 x (13 × 12/144) × 0.15 = 0.195 k/f
Total load on beam = 1.055 + 0.195
= 1.25 kip/ft
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16. ENGR.HAMMAD BASHIR
Reference
I. Design of concrete structure by NIlson
II. Notes of PROF. ZIAAUDDIN MIAN UET LAHORE PAKISTAN
III. Design of concrete structures by z.a siddique UET lahore
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