U nited  Arab E mirates U niversity 
  C ollege of E ngineering 
C ivil and E nvironmental E ngineering Department 
G raduation P roject II 
Second Semester 2007/2008
 Prepared Sultan Saif Saeed Alneyadi 200203903 Sultan Khais A!-shasi 200101"9" #asher Khais A!-a$i$i 20010%031 Rashed #aad A!-&eyadi 20020'01(  A)dulrahan A)dulla *arrah 20021091"
 Adviser   Dr. Usama Ebead 
Slabs Flat Slab Design o Flat Slab
Columns !ectangular Columns Design o !ectangular Columns
Shear "alls Design o Shear #alls
Foundations $ile Group Design o $ile Group
Economic %mpact Enviromental %mpact Conclusion
 
Carrying out a complete analysis and design o the main
structural elements o a multi&storey building including slabs'
columns' shear "alls and oundations
Getting amiliar "ith structural sot"ares ( SAFE 'AutoCAD)
Getting real lie e*perience "ith engineering practices
 
'
Our graduation project is a residential building in Abu& Dhabi+
This building consists o ,- repeated loors+
 
"
loors o the building+
 The design o column' "ind resisting system' and type o
oundations "ill be determined ta.ing into consideration the
architectural dra"ings+
Apartment buildings are multi&story buildings "here three or more
residences are contained "ithin one structure+ 
 Oice building  The primary purpose o an oice building is to provide a "or.place and
"or.ing environment or administrative "or.ers+
 
+
Concrete 0i*tures 
Concrete is a durable material "hich is ideal or many jobs+
The concrete mi* should be "or.able+
%t is important that the desired 1ualities o the hardened concrete
are met+
 
Slabs
Columns
Flat Slab Structural System
  Flat slab is a concrete slab "hich is reinorced in t"o directions
Advantages
Disadvantages
Concrete compressive strength 2 34 0$a
0odules o elasticity o concrete 2 -44 G$a
5ielding strength o steel 2 6-4 0$a
Combination o loads (,+6Dead 7oad 8 ,+9 7ive 7oad)
 
concrete building design and construction+
The design load combinations are the various
combinations o the prescribed load cases or "hich the
structure needs to be chec.ed+
1.2 DL + 1.6 LL 
Analy;ing o lat slab mainly is done to ind
,+ Shear orces+
-+ Bending moment+
 
19
Columns
 
columncolumn
•  Tied Columns Over <=> o all columns in building in non&seismic regions are tied columns
 
The limiting steel ratio ranges bet"een , > to : >+
The concrete strength is bet"een -= 0$a to 6= 0pa+
 
-+ Select reinorcement ratio
3+ Concrete strength 2 34 0$a' steel yield strength 2 6-4 0$a
6+ Calculate gross area
=+ Calculate area o column reinorcement' As' and select rebar
number and si;e+
0in+ concrete covers 64 mm
0in+ 6 bars in case o tied rectangular or circular 
0a*imum distance bet"een bars 2 -=4 mm
Short !einorcement ( Stirrups)
least dimension o column
(6:)@diameter o ties dc
 
Shear "alls
 
Shear "alls
#ind results in a pressure on the surace o the building
$ressure increases "ith height Positive Pressure, acts to"ards the surace o the building
Neative Pressure, acts a"ay rom the surace o the building
(suction)
" = "ust #actor that depends on the $uilding sti##ness
%p = &ternal pressure coe##icient 
 
 #or ti## tructures ta)e " =*.
 Depending on the L 3atio
 
 9: = ;o $e deter5ined #ro5 the equations
 9:t = 1 (leel terrain ad<acent to the $uilding not on hill!
 9d = *. (rectangular $uilding!
 > = 1 (use group >>!
 
&orth south direction
9 ".5 ".5 1.8 1.&84"91
8 9 ".5 1.5 1.&58088
! 5.5 ".5 1. 1.&"&4&0
0 ".5 1.18 &.9988!"
4 15 ".5 1.&9 &.91495
" 11.5 ".5 1.&" &.8!1"04
8 ".5 &.95 &.8&!!&
 
G 4+:=
7evel eight
"ind "ard
0oment
(+m)
,- 63 ,+H= ,+39 ,+,=4--= 4+H:-,=3 &4+6:::69 3=+:3636= &--+3<969= =:+-34:,4 -=43+<-6:-9
,, 3<+= 3+= ,+36 ,+,-<:6< 4+H9:-<H &4+6:::69 H4+3<<4<6 &66+H<-<3, ,,=+,<-4-= 6==4+4:6<H-
,4 39 3+= ,+3, ,+,4H<<6 4+H=3639 &4+6:::69 9<+43H33- &66+H<-<3, ,,3+:34-9- 64<H+::<663
< 3-+= 3+= ,+-: ,+4:63<, 4+H3H3:9 &4+6:::69 9H+=999:3 &66+H<-<3, ,,-+3=<9,6 39=,+9:H66=
: -< 3+= ,+-= ,+4=:9:: 4+H,<<4: &4+6:::69 9=+<9=,9, &66+H<-<3, ,,4+H=:4<- 3-,,+<:6996
H -=+= 3+= ,+-- ,+434649 4+H449H9 &4+6:::69 96+-4-<9= &66+H<-<3, ,4:+<<=:<9 -HH<+3<=36<
9 -- 3+= ,+,: 4+<<::H3 4+9H<-33 &4+6:::69 9-+-3:,6< &66+H<-<3, ,4H+43,4H< -3=6+9:3H6:
= ,:+= 3+= ,+,6 4+<934<- 4+9=6<43 &4+6:::69 94+44:H-4 &66+H<-<3, ,46+:4,9=4 ,<3:+:34=3,
6 ,= 3+= ,+4< 4+<-,6<= 4+9-99,H &4+6:::69 =H+6,9:H, &66+H<-<3, ,4-+-4<:4- ,=33+,6H43-
3 ,,+= 3+= ,+43 4+:H,396 4+=<-=-H &4+6:::69 =6+-<3-<- &66+H<-<3, <<+4:9--- ,,3<+6<,==<
- : 3+= 4+<= 4+:4H-H4 4+=6:<66 &4+6:::69 =4+-<<H-, &66+H<-<3, <=+4<-9=, H94+H6,-,49
, 6+= 6 4+:= 4+H,=,H9 4+6:93-4 &4+6:::69 =4+<-H6-H &=,+,<,<-, ,4-+,,<36: 6=<+=3H49=H
sum ,--<+H4H6=- -:<:,+3<H:=
Co.uting total oent acting toard &-S Direction
! = total floor le"el #height (z
 
"ind "ard
0oment
(+m)
,- 63 ,+H= ,+39 ,+,=4--= 4+H:-,=3, &4+6:::= -=+H:H=:H< &,9+,,H-6-6 6,+<46:346 ,:4,+<4HH4=
,, 3<+= 3+= ,+36 ,+,-<:6< 4+H9:-<H6 &4+6:::= =4+99,=3-: &3-+-366:6< :-+:<94,HH 3-H6+3<-9<<
,4 39 3+= ,+3, ,+,4H<<6 4+H=363=< &4+6:::= 6<+9:,=933 &3-+-366:6< :,+<,946:- -<6:+<HHH3=
< 3-+= 3+= ,+-: ,+4:63<, 4+H3H3:94 &4+6:::= 6:+9-3-3=9 &3-+-366:6< :4+:=HH-4= -9-H+:H=<,9
: -< 3+= ,+-= ,+4=:9:: 4+H,<<4H< &4+6:::= 6H+6H4H-H, &3-+-366:6< H<+H4=-,-4 -3,,+6=,,6<
H -=+= 3+= ,+-- ,+434649 4+H449H93 &4+6:::= 69+-4-=<-3 &3-+-366:6< H:+63H4HH- -444+,6=69<
9 -- 3+= ,+,: 4+<<::H3 4+9H<-333 &4+6:::= 66+H::966< &3-+-366:6< HH+4-3,-<: ,9<6+=4::==
= ,:+= 3+= ,+,6 4+<934<- 4+9=6<4-= &4+6:::= 63+,:6-H36 &3-+-366:6< H=+6,:H=:3 ,3<=+-6H4-:
6 ,= 3+= ,+4< 4+<-,6<= 4+9-99,9= &4+6:::= 6,+3,<4<3, &3-+-366:6< H3+==3=H:4 ,,43+3439H
3 ,,+= 3+= ,+43 4+:H,396 4+=<-=-H= &4+6:::= 3<+4H,-9,- &3-+-366:6< H,+34=H69, :-4+4,94H<9
- : 3+= 4+<= 4+:4H-H4 4+=6:<63: &4+6:::= 39+,<H3=63 &3-+-366:6< 9:+63,:3<- =6H+6=6H,3:
, 6+= 6 4+:= 4+H,=,H9 4+6:93-44 &4+6:::= 39+96<4H-: &39+:3<6,,3 H3+6::6:6, 334+9<:,H:H
sum ::6+<3:66,= -4:==+<H<,<:3
 
columns and transer loads to the underlying Soil+
!oundations
Shallo"
Caissons $iles
Our building is rested on a "ea. soil ormation "hich
canIt resist the loads coming rom our proposed building'
so "e have to choose pile oundation+
8ile ca.
concrete or timber+
Function o piles
As "ith other types o oundation' the purpose o a pile
oundation is/
To resist vertical' lateral and uplit load 
8iles can )e Timber 
Disadvantages
Diicult to transport
,+ End Bearing $iles
o bedroc. at the site "ithin a reasonable depth'
 piles can be e*tended to the
roc. surace
-+ Friction $iles
#hen no layer o roc. is present depth at a site' point bearing piles become very
long and uneconomical+ %n this type o subsoil' piles are driven through
the soter material to speciied depths+
 
$ile Cap !einorcement
$ile caps carrying very heavy point loads tend to produce high
tensile stresses at the pile cap+
!einorcement is thus designed to provide/   !esistance to tensile bending orces in the bottom o the cap
 !esistance to vertical shear
!s 2 K Cu As +7⋅ ⋅
!ength of .ile .enetration ! < 1( eters  Adhesion factor of soil 6clay7 = < 0( >ntrained shear strength Cu < "0 Diaeter < 09 ?or .iles ith diaeter 09
!s 2 -43=+H=
First type
@his section shos ho .ile ca.s are designed to carry only ertical load and the euation used to deterine the resistance of ca. is
 here
8 is the strength of the .ile ca. .er one .ile
is the total force acting on the .ile ca.
n is the nu)er of .iles used to su..ort the .ile ca.
n
?  @  i
i  =
om ,
ac%+o ,
8ile Ca. 2
$ile diameter 2 4+< m
Capacity or one pile 2 4+: L =4 L ,: L M L 4+< 2 -43=+H=
 eed 3 piles
7ength bet"een piles 2 (-L4+3) 8 (3L4+<) 8 (-L4+<)L- 29+< m
#idth 2 ,+= meters
i?
i @  =
This section sho"s ho" pile caps are designed to carry
vertical load and lateral loads ( Bending 0oment)' and the
e1uation used to determine the resistance o cap is
∑
∗ ±=
< "00.&48 "590.!0
<" "00.&48 "&0.88
<0 "&1.014" 1899.0
<1" &9!8.4 0!&&.40
<14 "9!.0 0!&&.40
<18 85!1.48 !&80.!&0
 Shear wall # (1):
!einorced concrete is proven to be a very economical
solution in the JAE+
the most aordable solution or multistory building such
 
"(
challenging' the inal product o a reinorced concrete
 building is environmentally riendly+
 project
#e have practiced real lie engineering practices
This G$ enables us to go into the mar.et "ith an e*cellent
 bac.ground regarding design o !C
At this point' "e "ould li.e to than. all instructors' engineers'