Kurdonia Structural Design Report

MJU Engineering Consultancy
STRUCTURAL DESIGN REPORT
for
PROPOSED 3B+G+16+R
KURDONIA TOWER
SULAYMANYA, IRAQ

PO Box 22874, Dubai
Contents:
Design Creteria
ETABS Input & Output Data
Drift and Sway Check
Response Spectrum Scale Factor
Raft Foundation Soil Pressure Diagram
Flat Slabs Cracked Deformed Shapes
Design of Beams
Shoring Design
Structural Drawings
Etabs EDB. File
Raft Foundation SAFE File
Flat Slabs SAFE File
DESIGN CRETERIA
1.
Design Philosophy
2.
Loading
3.
Strength and Durability
4.
Modulus of Elasticity of Concrete
5.
Mass source for dynamic analysis
6.
Wind loading
7.
Drift limitations
8.
Earthquake loading
9.
Equivalent static force procedure
10. Dynamic analysis

11. Combination of loading
12. Floor system
13. Analysis and design of floor slabs
14. Lateral system
15. ETABS modelling
16. Foundation
DESIGN PHILOSOPHY
The probabilistic approach for both structural properties and
loading conditions i.e. limit states design philosophy has been
used here.
For checking the uplift, Allowable stress design
method has been used.
For the design of concrete members BS 8110 has been used.
LOADING
Imposed floor and ceiling loads are as per BS6399:1996
The following loads assumed in the design:
LIVE LOADS:
Live Loads: (Typical Floors)
3.0 KN/m2
Parking for Cars & Driveways:
5.0 KN/m2
On Fill:
Height of fill x Soil Unit Wt. (KN/m2)
SUPER IMPOSED DEADLOADS:
Floor Finishes:
Partition Walls:
2.0 KN/m2
4.0 KN/m2
STRENGTH & DURABILITY REQUIREMENTS

Characteristic strength of Reinforcement
fy=414 N/mm
Strength of concrete for substructure

& super structure
fcu=35 N/mm
Durability requirements
Water permeability to be 10mm, maximum as per DIN 1048
standard test.
Rapid chloride penetration (RCP) to be 1000 c maximum as per
ASTM C 1202 test.
Water absorption of the concrete to be less than 1%.
MODULUS OF ELASTICITY OF CONCRETE
The mean values for normal-weight concrete are derived from the
following equation:
Ec,28 = K0 + 0.2 fcu,28

Ec,28 is the modules of elasticity at 28 days.
Fcu,28 is the characteristic cube strength at 28 days (in N/mm)
K0 is a constant closely related to the modules of elasticity of the
aggregate (taken as 20 kN/mm for normal weight concrete)
5.
MASS SOURCE FOR DYNAMIC ANALYSIS

Each structural element has a material properly associated with
it: one of the items specified in the material properties is a mass
per unit volume. ETABS determines the building mass associated
with the element mass by multiply the volume of each structural
element times its specified mass per unit volume. Mass source is
from self and specified mass and assumed as lumped at the story
levels.
WIND LOADING
Analysis is carried out using ASCE-07-02. The wind speed is
assumed as 100 mph. Ground roughness coefficient is adopted
assuming as an open country with scattered wind breaks.
DRIFT LIMITATIONS
Top story drift of the building for wind load is restricted to H/500
for the preliminary analysis. The actual drift of the building is
found to be much lesser than this limit.
EARTHQUAKE LOADING
To estimate the seismic loading two general approaches are used
here.
1.
2.
Equivalent static lateral force procedure.

Elastic Dynamic analysis using the peak dynamic response.
(Response spectrum analysis).
STATIC FORCE PROCEDURE

The total design base shear in a given direction is calculated as
per the formulas given in UBC 1997.
Horizontal loading equivalent to this shear is distributed in the
same prescribed manner throughout the height of the building to
allow a static analysis of the structure.
V = Cv I /RT x W
(V= Base shear; W= weight (of Building))
Cv, Ca, Ct are the numerical coefficients given in UBC 1997. R=

numerical coefficient representative of the inherent over strength
and global ductility capacity of lateral force resisting system.
Basic Structural System is dual system comprising of concrete
shear walls (Core walls) with concrete intermediate moment
resisting frames. For this dual system R-value assumed in static
analysis as 6.5 (table 16-N, UBC 1997).
Seismic Zone:
Zone II is considered for the seismic analysis of the structure, Z
value adopted is 0.075.
Ct
Ca
Cv
=
=
=
0.035
0.09
0.13
The above values of Ca and Cv are based on the assumption that

the soil profile type is Rock with shear wave velocity Vs greater
than 760 m/s (i.e. SB as per UBC 1997 soil profile type).
10
DYNAMIC ANALYSIS
The design response spectra provided by UBC 1997 has been
used to represent the dynamic effects of the design basis ground
motion.
This design spectrum is defined in the ETABS input along with the
damping ratio assumed as 5%. Six modes of vibration are
considered. So as to achieve at least 90% of the participating
mass of the structure is included in the calculation of response.
Drift Limitations:
The drift corresponding to the design seismic forces corresponding

to equivalent lateral force procedure s is given by 3D ETABS
model analysis.
To determine
(the maximum inelastic response displacement)
the drift is amplified as per UBC 1997 as follow:
m = 0.7 x R.s
The story drift calculated will be checked so as to exceed 0.025

times story height.
11
COMBINATION OF LOADING
COMBINING FACTORED LOADS USING
STRENGTH DESIGN (UBC 1997)
1.4D
1.2D
1.2D
1.2D
1.2D
1.2D
0.9D
0.9D
+
+
1.6L +1.6H
1.0L
0.8W
1.6W + 1.0L
1.0E + 1.0L
(1.6W) +1.6H
(1.0E) +1.6H
COMBINING FACTORED LOADS USING

ALLOWABLE STRESS DESIGN (UBC 1997)
1.0D
1.0D
1.0D
1.0D
1.0D
1.0D
0.9D
+
+
+
+
+
1.0H
1.0L + 1.0H
1.0W + 1.0H
0.75W + 0.75L + 1.0H
0.75L 0.75L + 1.0H
0.714E + 1.0H
0.714E + 1.0H
12
FLOOR SYSTEM
Two Way Flat Plate System
The thickness of solid two ways reinforced slab supported directly
by columns or individual walls is proposed. The transverse
bending stiffness of the slab is also modeled as a part of the
lateral load resisting system. As per ACI the total thickness of two
ways slab is given by L/33. And the moment of Inertia Ig is
modified to 0.25 Ig in the 3D ETABS Model as required by UBC
1997.
13
ANALYSIS & DESIGN OF FLOOR SLABS

Floor Slabs are analyzed and designed using finite element
program SAFE-8 developed by University of Berkeley California.
SAFE-8 is capable of performing cracked section analysis
Combining the results of gravity load analysis with the results of
lateral load analysis will be done in final analysis.
Edges of the opening in the flat slabs are stiffened by inverted
R.C.C. up-stands to reduce the concentration of stress.
Long term deflections due to creep is also considered in the SAFE8 Analysis for slabs.
14
LATERAL SYSTEM
Dual system is adopted as the lateral load resisting system. Dual
system is consisting of the Central R.C.C Core around the lift and
staircases and the moment resisting frames along the periphery
of the building and as well as interior.
As mentioned earlier, the transfer bending stiffness of the slab is
also considered to reduce the lateral sway of the building.
In finding the lateral sway, the moment of inertia of the members

is reduced as mentioned in UBC 1997 for the present cracked
regions, as follows:
15
Moment of Inertia of Beams
0.35 Ig
Moment of Inertia of Columns
0.70 Ig
Walls cracked
0.35 Ig
Walls Un-cracked
0.70 Ig
Flat plates & Flat slabs
0.25 Ig
ETABS 3-D MODELLING

Material Properties: The material properties in ETABS are always linear elastic.
In ETABS material can be specified as isotropic or orthotropic.
For isotropic materials, we need to define one value for the
modulus of elasticity, Poisson ratio and coefficient of thermal
expansion.
Frame sections
ETABS section designer utility is used to graphically define
unusual sections. ETABS then calculates the section properties for
that section.
Defining a frame section makes the
assignment to select the frame elements.
section
available
for
Frame property modifier assignments

Modification factors are defined as part of the frame section
properties and assigned directly to line objects. The definition of
modification factors as part of frame section properties allows
application of modification factors on the basis of section type.
The line objects assignments allow application modification factors
on a line object by line object basis.
The modification factors affect only the analysis properties. They
dont affect the design properties.
Wall / Slabs section

Two thicknesses are specified: membrane and bending. Typically
these thicknesses are same but they can be different.
For
instance they may be different if it is to model full shell behavior
for a corrugated metal deck. The membrane thickness is used for
calculating the following.
The membrane stiffness for full shell and pure membrane
sections.
The element volume for element self-masses and self-weights
calculations.
The bending thickness has been used for calculating the plate
bending and transverse-shearing stiffness for full shell and pure
plate sections.
A wall or slab section can have shell, membrane or plate type
behavior.
-
Shell type behavior means that both in-plane membrane

stiffness and out of plane bending stiffness is provided for
the sections.
Membrane type behavior means that only in-plane
membrane stiffness is provided for the section.
Plate type behavior means that only out of plane plate
bending stiffness is provided for the section.
For our analysis we have specified shell type of behavior for the
analysis.
We have an option of including or not including thick plate
behavior when a section has plate type or shell-type. Thick plate
behavior is included for Rafts where out of plane shearing
deformations are considered in analysis. For other typical slab
where thick plate behavior is not included, their shearing
deformations are not considered in the analysis.
Response spectrum functions
Response spectrum function is a list of period versus spectral
acceleration values. In ETABS the acceleration values in the
function are assumed to be normalized; that is, the functions

themselves are not assumed to have a scale factor that multiplies
the function.
The 1997 UBC response spectrum function is constructed as
shown in chapter 16.
The parameters we need to enter are seismic coefficients Ca and
Cv from tables 16-Q and 16-R in 1997 UBC.
Structural and function Damping
This specifies model damping that is present for all models in the
response spectrum analysis.
Also, ETABS assumes that the
response spectrum functions specified for the response spectrum
case are all specified for this particular damping ratio.
We have specified 5% damping for the model.
Dynamic Analysis
The following items describe data required to be input in the
ETABS:
1.
2.
Number of modes.
Type of analysis: - Eigen Vector or Ritz-Vector.
It is strongly recommended to us Ritz-vector for response

spectrum analysis.
Research has indicated that the natural free-vibration mode
shapes area not the best basis for a mode-superposition analysis
of structures subjected dynamic loads.
It has been demonstrated that dynamic analysis based on loaddependent. Ritz vectors yield excellent result because taking into
account the special distribution of the dynamic loading generates
them, whereas the direct use of the natural mode shapes neglects
this very important information.
P Delta Analysis
ETABS considers the P-delta effect of a single loaded state upon
the structure. The load is computed from a specified combination
of static load cases. This method considers the P-delta effect on
10
an element by element basis. It captures local bucking effects

better than non-iterative method.
Maximum Iterations specified are 3.
15
FOUNDATION:
The foundation for structure is raft or mat foundation. The raft is modeled in
SAFE-8 imported from ETABS model based on the soil report by Khak
Engineering Consulting Bureau dated September,2012 as per the table
below.
TYPE&DEPTHOF
FOUNDATION
UsingRigidMat
Foundationatan
Elevationof12.0or
lower
11
AllowableBearingCapacity
ModulusofSub
gradeReaction
KN/m2
ton/m2
ksf
KN/m3
340
34
7.1
40800
ETABS INPUT & OUTPUT DATA
ETABS INPUT DATA.txt

ETABS v9.5.0
File:ETABS MODEL
S T O R Y
D A T A
STORY
SIMILAR TO
ELEVATION
7.900
3.800
3.800
3.800
3.800
3.800
3.800
3.800
3.800
3.800
3.800
3.800
3.800
4.500
6.300
6.400
3.750
3.250
3.000
80.700
72.800
69.000
65.200
61.400
57.600
53.800
50.000
46.200
42.400
38.600
34.800
31.000
27.200
22.700
16.400
10.000
6.250
3.000
0.000
File:ETABS MODEL
M A T E R I A L
June 3, 2015 16:40
HEIGHT
LEVEL 67.70 None

TORD
None
RD
None
13F
None
12F
None
11F
None
10F
None
9F
None
8F
None
7F
None
6F
None
5F
None
4F
None
3F
None
2F
None
1F
None
GF
None
1B
None
2B
None
BASE
None
ETABS v9.5.0
Units:KN-m
Units:KN-m
P R O P E R T Y
June 3, 2015 16:40
PAGE 1
PAGE 2
D A T A
MATERIAL
MATERIAL
THERMAL
SHEAR
NAME
TYPE
COEFF
MODULUS
DESIGN
MATERIAL
MODULUS OF
POISSON'S
TYPE
DIR/PLANE
ELASTICITY
RATIO
STEEL
Iso
1.1700E-05 76903076.92
CONC
Iso
9.9000E-0610342137.500
OTHER
Iso
1.1700E-05 76903076.92
Steel
All
199948000.00
0.3000
Concrete
All
24821130.000
0.2000
None
All
199948000.00
0.3000
M A T E R I A L
MATERIAL
NAME
STEEL
CONC
OTHER
STEEL
M A S S
MASS PER
UNIT VOL
WEIGHT PER
UNIT VOL
7.8271E+00
2.4007E+00
7.8271E+00
7.6820E+01
2.3562E+01
7.6820E+01
M A T E R I A L
MATERIAL
NAME
P R O P E R T Y
D E S I G N
D A T A
A N D
F O R
STEEL
FY
STEEL
FU
STEEL
COST ($)
344737.900
448159.300
271447.20
Page 1
W E I G H T
S T E E L
M A T E R I A L S
M A T E R I A L
S
D E S I G N
MATERIAL
NAME
LIGHTWEIGHT
CONCRETE
CONC
No
ETABS v9.5.0
F R A M E
M A T E R I A L
CONCRETE
FC
REBAR
FY
REBAR
FYS
LIGHTWT
REDUC FACT
35000.000
414000.000
414000.000
N/A
File:ETABS MODEL
S E C T I O N

D A T A
F O R
C O N C R E T E
Units:KN-m
P R O P E R T Y
June 3, 2015 16:40
PAGE 3
D A T A
MATERIAL
SECTION SHAPE NAME OR NAME
CONC
CONC
FRAME SECTION NAME
BEAM
NAME
IN SECTION DATABASE FILE
COL
C60X60
CONC
Rectangular
Yes
C70X70
CONC
Rectangular
Yes
D100
CONC
Circle
Yes
B25X50
Yes
BL30X80
Yes
B35X60
Yes
B40X50
Yes
B30X70
Yes
B100X50
CONC
Rectangular
CONC
Rectangular
CONC
Rectangular
CONC
Rectangular
CONC
Rectangular
STEEL
Rectangular
PIPE
STEEL
Pipe
C95X70
CONC
Rectangular
Yes
C100X70
CONC
Rectangular
Yes
C80X80
CONC
Rectangular
Yes
C90X90
CONC
Rectangular
Yes
C100X100
CONC
Rectangular
Yes
D120
CONC
Circle
Yes
C150X150
CONC
Circle
Yes
D180
CONC
Circle
Yes
C40X120
CONC
Rectangular
Yes
D130
CONC
Circle
Yes
D140
CONC
Circle
Yes
D150
CONC
Circle
Yes
D160
CONC
Circle
Yes
Page 2

CONC
Circle
D170
Yes
C120X70
CONC
Rectangular
Yes
C120X95
CONC
Rectangular
Yes
F R A M E
S E C T I O N
FLANGE
FLANGE
FRAME SECTION NAME
WIDTH BOT
THICK BOT
C60X60
0.6000
C70X70
0.7000
D100
1.0000
B25X50
0.2500
BL30X80
0.3000
B35X60
0.3500
B40X50
0.4000
B30X70
0.3000
B100X50
1.0000
PIPE
0.6000
C95X70
0.7000
C100X70
0.7000
C80X80
0.8000
C90X90
0.9000
C100X100
1.0000
D120
1.2000
C150X150
1.5000
D180
1.8000
C40X120
0.4000
D130
1.3000
D140
1.4000
D150
1.5000
D160
1.6000
D170
1.7000
P R O P E R T Y
D A T A
SECTION
FLANGE
FLANGE
WEB
DEPTH
WIDTH TOP
THICK TOP
THICK
0.6000
0.6000
0.0000
0.0000
0.7000
0.7000
0.0000
0.0000
1.0000
1.0000
0.0000
0.0000
0.5000
0.2500
0.0000
0.0000
0.8000
0.3000
0.0000
0.0000
0.6000
0.3500
0.0000
0.0000
0.5000
0.4000
0.0000
0.0000
0.7000
0.3000
0.0000
0.0000
0.5000
1.0000
0.0000
0.0000
0.6000
0.6000
0.0120
0.0120
0.9500
0.7000
0.0000
0.0000
1.0000
0.7000
0.0000
0.0000
0.8000
0.8000
0.0000
0.0000
0.9000
0.9000
0.0000
0.0000
1.0000
1.0000
0.0000
0.0000
1.2000
1.2000
0.0000
0.0000
1.5000
1.5000
0.0000
0.0000
1.8000
1.8000
0.0000
0.0000
1.2000
0.4000
0.0000
0.0000
1.3000
1.3000
0.0000
0.0000
1.4000
1.4000
0.0000
0.0000
1.5000
1.5000
0.0000
0.0000
1.6000
1.6000
0.0000
0.0000
1.7000
1.7000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Page 3
C120X70
0.7000
C120X95
0.9500
F R A M E

1.2000
0.7000
0.0000
1.2000
0.9500
0.0000
0.0000
0.0000
S E C T I O N
SHEAR AREAS
FRAME SECTION NAME
A2
A3
C60X60
0.3000
C70X70
0.4083
D100
0.7069
B25X50
0.1042
BL30X80
0.2000
B35X60
0.1750
B40X50
0.1667
B30X70
0.1750
B100X50
0.4167
PIPE
0.0114
C95X70
0.5542
C100X70
0.5833
C80X80
0.5333
C90X90
0.6750
C100X100
0.8333
D120
1.0179
C150X150
1.5904
D180
2.2902
C40X120
0.4000
D130
1.1946
D140
1.3854
D150
1.5904
D160
1.8096
D170
2.0428
C120X70
0.7000
0.0000
0.0000
P R O P E R T Y
D A T A
SECTION
TORSIONAL
MOMENTS OF INERTIA
AREA
CONSTANT
I33
I22
0.3600
0.0183
0.0108
0.0108
0.4900
0.0338
0.0200
0.0200
0.7854
0.0982
0.0491
0.0491
0.1250
0.0018
0.0026
0.0007
0.2400
0.0055
0.0128
0.0018
0.2100
0.0055
0.0063
0.0021
0.2000
0.0055
0.0042
0.0027
0.2100
0.0046
0.0086
0.0016
0.5000
0.0286
0.0104
0.0417
0.0222
0.0019
0.0010
0.0010
0.6650
0.0594
0.0500
0.0272
0.7000
0.0649
0.0583
0.0286
0.6400
0.0577
0.0341
0.0341
0.8100
0.0924
0.0547
0.0547
1.0000
0.1408
0.0833
0.0833
1.1310
0.2036
0.1018
0.1018
1.7671
0.4970
0.2485
0.2485
2.5447
1.0306
0.5153
0.5153
0.4800
0.0202
0.0576
0.0064
1.3273
0.2804
0.1402
0.1402
1.5394
0.3771
0.1886
0.1886
1.7671
0.4970
0.2485
0.2485
2.0106
0.6434
0.3217
0.3217
2.2698
0.8200
0.4100
0.4100
0.8400
0.0873
0.1008
0.0343
0.3000
0.4083
0.7069
0.1042
0.2000
0.1750
0.1667
0.1750
0.4167
0.0114
0.5542
0.5833
0.5333
0.6750
0.8333
1.0179
1.5904
2.2902
0.4000
1.1946
1.3854
1.5904
1.8096
2.0428
0.7000
Page 4
C120X95
0.9500
F R A M E

1.1400
0.1775
S E C T I O N
P R O P E R T Y
0.0857
D A T A
SECTION MODULI
RADIUS OF GYRATION
FRAME SECTION NAME
R33
R22
C60X60
0.1732
C70X70
0.2021
D100
0.2500
B25X50
0.1443
BL30X80
0.2309
B35X60
0.1732
B40X50
0.1443
B30X70
0.2021
B100X50
0.1443
PIPE
0.2079
C95X70
0.2742
C100X70
0.2887
C80X80
0.2309
C90X90
0.2598
C100X100
0.2887
D120
0.3000
C150X150
0.3750
D180
0.4500
C40X120
0.3464
D130
0.3250
D140
0.3500
D150
0.3750
D160
0.4000
D170
0.4250
C120X70
0.3464
C120X95
0.3464
0.1368
0.9500
PLASTIC MODULI
S33
S22
Z33
Z22
0.0360
0.0360
0.0540
0.0540
0.0572
0.0572
0.0858
0.0858
0.0982
0.0982
0.1667
0.1667
0.0104
0.0052
0.0156
0.0078
0.0320
0.0120
0.0480
0.0180
0.0210
0.0123
0.0315
0.0184
0.0167
0.0133
0.0250
0.0200
0.0245
0.0105
0.0368
0.0158
0.0417
0.0833
0.0625
0.1250
0.0032
0.0032
0.0041
0.0041
0.1053
0.0776
0.1579
0.1164
0.1167
0.0817
0.1750
0.1225
0.0853
0.0853
0.1280
0.1280
0.1215
0.1215
0.1823
0.1823
0.1667
0.1667
0.2500
0.2500
0.1696
0.1696
0.2880
0.2880
0.3313
0.3313
0.5625
0.5625
0.5726
0.5726
0.9720
0.9720
0.0960
0.0320
0.1440
0.0480
0.2157
0.2157
0.3662
0.3662
0.2694
0.2694
0.4573
0.4573
0.3313
0.3313
0.5625
0.5625
0.4021
0.4021
0.6827
0.6827
0.4823
0.4823
0.8188
0.8188
0.1680
0.0980
0.2520
0.1470
0.2280
0.1805
0.3420
0.2708
0.1732
0.2021
0.2500
0.0722
0.0866
0.1010
0.1155
0.0866
0.2887
0.2079
0.2021
0.2021
0.2309
0.2598
0.2887
0.3000
0.3750
0.4500
0.1155
0.3250
0.3500
0.3750
0.4000
0.4250
0.2021
0.2742
Page 5

F R A M E
S E C T I O N
W E I G H T S
FRAME SECTION NAME

C60X60
C70X70
D100
B25X50
BL30X80
B35X60
B40X50
B30X70
B100X50
PIPE
C95X70
C100X70
C80X80
C90X90
C100X100
D120
C150X150
D180
C40X120
D130
D140
D150
D160
D170
C120X70
C120X95
C O N C R E T E
C O L U M N
NUM BARS
BAR
FRAME SECTION NAME
CIRCULAR
COVER
C60X60
N/A
C70X70
N/A
D100
25
C95X70
N/A
C100X70
N/A
C80X80
N/A
C90X90
N/A
C100X100
N/A
D120
34
C150X150
40
A N D
M A S S E S
TOTAL
WEIGHT
TOTAL
MASS
4073.1409
2946.3310
3273.5765
325.9004
284.0480
1002.7076
6109.9655
1284.3011
1096.4859
139.4646
0.0000
6003.4957
0.0000
0.0000
0.0000
1906.6316
0.0000
0.0000
1311.9099
602.0216
0.0000
1890.3100
0.0000
0.0000
1288.4425
2438.9083
415.0138
300.2027
333.5459
33.2061
28.9418
102.1662
622.5466
130.8579
111.7203
14.2100
0.0000
611.6984
0.0000
0.0000
0.0000
194.2674
0.0000
0.0000
133.6710
61.3402
0.0000
192.6044
0.0000
0.0000
131.2799
248.5013
D A T A
REINF CONFIGURATION
REINF
LONGIT
SIZE/TYPE
3DIR/2DIR
Rectangular Ties
20d/Check
6/6
Rectangular Ties
20d/Check
6/6
Circular
Ties
20d/Check
N/A
Rectangular Ties
20d/Check
6/8
Rectangular Ties
25d/Check
7/9
Rectangular Ties
20d/Check
7/7
Rectangular Ties
20d/Check
10/10
Rectangular Ties
20d/Check
12/12
Circular
Ties
20d/Check
N/A
Circular
Ties
20d/Check
N/A
LATERAL
NUM BARS
0.0457
0.0457
0.0305
0.0457
0.0457
0.0457
0.0457
0.0457
0.0305
0.0305
Page 6
D180
44
C40X120
N/A
D130
46
D140
50
D150
58
D160
60
D170
74
C120X70
N/A
C120X95
N/A

Circular
Ties
20d/Check
N/A
Rectangular Ties
20d/Check
4/10
Circular
Ties
20d/Check
N/A
Circular
Ties
20d/Check
N/A
Circular
Ties
20d/Check
N/A
Circular
Ties
20d/Check
N/A
Circular
Ties
20d/Check
N/A
Rectangular Ties
25d/Check
7/12
Rectangular Ties
25d/Check
10/12
0.0305
0.0457
0.0400
0.0305
0.0400
0.0400
0.0400
0.0400
0.0457
C O N C R E T E
B E A M
D A T A
BOT LEFT
BOT RIGHT
FRAME SECTION NAME
AREA
AREA
B25X50
0.000
BL30X80
0.000
B35X60
0.000
B40X50
0.000
B30X70
0.000
TOP
BOT
TOP LEFT
TOP RIGHT
COVER
COVER
AREA
AREA
0.0600
0.0600
0.000
0.000
0.0800
0.0800
0.000
0.000
0.0600
0.0600
0.000
0.000
0.0500
0.0500
0.000
0.000
0.0700
0.0700
0.000
0.000
0.000
0.000
0.000
0.000
0.000
ETABS v9.5.0
File:ETABS MODEL
S T A T I C
L O A D
Units:KN-m
June 3, 2015 16:40
C A S E S
STATIC
CASE
CASE
TYPE
AUTO LAT
LOAD
SELF WT
MULTIPLIER
DEAD
LIVE
SDL
WX
WY
EQX
EQY
DEAD
LIVE
SUPER DEAD
WIND
WIND
QUAKE
QUAKE
N/A
N/A
N/A
ASCE7-05
ASCE7-05
UBC97
UBC97
1.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
ETABS v9.5.0
L O A D I N G
PAGE 4
File:ETABS MODEL
Units:KN-m
NOTIONAL
FACTOR
June 3, 2015 16:40
C O M B I N A T I O N S
COMBO
COMBO
TYPE
CASE
SERVICE
ADD
DEAD
LIVE
CASE
TYPE
SCALE
FACTOR
Static
Static
Page 7
1.0000
1.0000
NOTIONAL
DIRECTION
PAGE 5
SC1
ADD
SC2ULT
ADD
SC3XP
ADD
SC3YP
ADD
SC3XN
ADD
SC3YN
ADD
SC4XP
ADD
SC4YP
ADD
SC4XN
ADD
SC4YN
ADD
SC5XP
ADD
SC5YP
ADD
SC5XN
ADD
SC5YN
ADD
SC6XP
ADD
SC6YP
ADD
SC6XN
ADD
SC6YN
ADD
SC7XP
ADD
SDL
DEAD
SDL
DEAD
SDL
LIVE
DEAD
SDL
WX
DEAD
SDL
WY
DEAD
SDL
WX
DEAD
SDL
WY
DEAD
SDL
LIVE
WX
DEAD
SDL
LIVE
WY
DEAD
SDL
LIVE
WX
DEAD
SDL
LIVE
WY
DEAD
SDL
LIVE
EQX
DEAD
SDL
LIVE
EQY
DEAD
SDL
LIVE
EQX
DEAD
SDL
LIVE
EQY
DEAD
SDL
WX
DEAD
SDL
WY
DEAD
SDL
WX
DEAD
SDL
WY
DEAD

Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Static
Page 8
1.0000
1.2000
1.2000
1.2000
1.2000
1.6000
1.2000
1.2000
0.8000
1.2000
1.2000
0.8000
1.2000
1.2000
-0.8000
1.2000
1.2000
-0.8000
1.2000
1.2000
0.5000
1.6000
1.2000
1.2000
0.5000
1.6000
1.2000
1.2000
0.5000
-1.6000
1.2000
1.2000
0.5000
-1.6000
1.2000
1.2000
0.5000
1.0000
1.2000
1.2000
0.5000
1.0000
1.2000
1.2000
0.5000
-1.0000
1.2000
1.2000
0.5000
-1.0000
0.9000
0.9000
1.6000
0.9000
0.9000
1.6000
0.9000
0.9000
-1.6000
0.9000
0.9000
-1.6000
0.9000
SC7YP
ADD
SC7XN
ADD
SC7YN
ADD
ETABS v9.5.0
SDL
EQX
DEAD
SDL
EQY
DEAD
EQX
DEAD
EQY

Static
Static
Static
Static
Static
Static
Static
Static
Static
File:ETABS MODEL
A U T O
S E I S M I C
Case: EQX
Units:KN-m
0.9000
1.0000
0.9000
0.9000
1.0000
0.9000
-1.0000
0.9000
-1.0000
June 3, 2015 16:40
PAGE 6
U B C 9 7
AUTO SEISMIC INPUT DATA

Direction: X + EccY
Typical Eccentricity = 5%
Eccentricity Overrides: No
Period Calculation: Program Calculated
Ct = 0.035 (in feet units)
Top Story: TORD
Bottom Story: BASE
R = 5.5
I = 1
hn = 72.800 (Building Height)
Soil Profile Type = SC
Z = 0.075
Ca = 0.0900
Cv = 0.1300
AUTO SEISMIC CALCULATION FORMULAS
Ta = Ct (hn^(3/4))
If Z >= 0.35 (Zone 4) then:
If Tetabs <= 1.30 Ta then T = Tetabs, else T =
1.30 Ta
If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T =
1.40 Ta
V = (Cv I W) / (R T)
V <= 2.5 Ca I W / R
V >= 0.11 Ca I W
(Eqn. 1)
(Eqn. 2)
(Eqn. 3)
If T <= 0.7 sec, then Ft = 0

If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V
AUTO SEISMIC CALCULATION RESULTS
Ta = 2.1265 sec
T Used = 2.9770 sec
W Used = 353880.28
V (Eqn 1) = 0.0079W
Page 9

V (Eqn 2) = 0.0409W
V (Eqn 3) = 0.0099W
V (Eqn 4) = 0.0175W
V Used = 0.0099W = 3503.41
Ft Used = 730.08
AUTO SEISMIC STORY FORCES
STORY
FX
FY
FZ
MX
MY
MZ
LEVEL 67.70 (Forces reported at X = 0.0000, Y = 0.0000, Z = 80.7000)
0.00
0.00
0.00
0.000
0.000
0.000
TORD
(Forces reported at X = 0.0000, Y = 0.0000, Z = 72.8000)

932.84
0.00
0.00
0.000
0.000
-13847.386
RD

231.88
0.00
0.00
0.000
0.000
-2970.523
13F

213.86
0.00
0.00
0.000
0.000
-2694.529
12F

214.65
0.00
0.00
0.000
0.000
-2585.925
11F

201.36
0.00
0.00
0.000
0.000
-2425.884
10F

188.08
0.00
0.00
0.000
0.000
-2265.843
9F

174.79
0.00
0.00
0.000
0.000
-2105.802
8F

161.51
0.00
0.00
0.000
0.000
-1945.761
7F

148.36
0.00
0.00
0.000
0.000
-1788.116
6F

135.26
0.00
0.00
0.000
0.000
-1631.447
5F

121.94
0.00
0.00
0.000
0.000
-1470.838
4F

Page 10
108.59

0.00
0.00
0.000
0.000
-1310.195
3F

150.64
0.00
0.00
0.000
0.000
-2118.060
2F

185.56
0.00
0.00
0.000
0.000
-2791.636
1F

138.29
0.00
0.00
0.000
0.000
-1966.423
GF

99.68
0.00
0.00
0.000
0.000
-1463.225
1B

65.86
0.00
0.00
0.000
0.000
-943.685
2B

30.28
0.00
0.00
0.000
0.000
-431.077
AUTO SEISMIC DIAPHRAGM FORCES

STORY
MY
DIAPHRAGM
FX
FY
FZ
MX
MZ
LEVEL 67.70 D1
0.000

0.00
0.00
0.00
0.000
0.000
TORD
72.8000)
D1
(Forces reported at X = 59.9668, Y = 14.0024, Z =

896.38
0.000
RD
69.0000)
D1
0.00
0.000

229.18
0.000
13F
65.2000)
12F
61.4000)
D1
11F
57.6000)
0.00
0.000

0.00
0.00
0.000
-296.408
D1

212.24
0.000
0.00
-306.910
211.31
0.000
0.00
0.00
0.000
-299.900
D1

199.11
0.000
0.00
-1046.716
-281.340
Page 11
0.00
0.00
0.000
10F
53.8000)
D1

185.97
0.000
9F
50.0000)
D1
8F
46.2000)
7F
42.4000)
D1
6F
38.6000)
5F
34.8000)
D1
4F
31.0000)
3F
27.2000)
D1
2F
22.7000)
1F
16.4000)
D1
GF
10.0000)
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
-170.384
D1

0.00
0.00
0.000
-151.724
D1

0.00
0.00
0.000
-253.823
D1

0.00
0.00
0.000
-338.088
D1

136.68
0.000
0.000
-188.989
184.29
0.000
0.00
149.13
0.000
0.00
-207.283
107.38
0.000
0.000
120.58
0.000
0.00
-225.658
133.75
0.000
0.00
146.70
0.000
0.000
-244.218
159.70
0.000
0.00

172.84
0.000
0.00
-262.779
0.00
0.00
0.000
-250.747
D1

97.98
0.000
-176.798
1B
D1
0.000
-121.287
2B
D1
0.000
-55.965
0.00
0.00
0.000

65.07
0.00
0.00
0.000
30.02
0.00
0.00
0.000
Page 12

AUTO SEISMIC POINT FORCES
STORY
MY
POINT
FX
FY
FZ
MX
MZ
TORD
72.8000)
934
(Point and forces located at X = 31.9000, Y = 0.1325, Z =

0.88
0.000
TORD
72.8000)
940
TORD
72.8000)
TORD
72.8000)
950
TORD
72.8000)
TORD
72.8000)
1039
TORD
72.8000)
TORD
= 72.8000)
1047
TORD
= 72.8000)
TORD
= 72.8000)
1004
TORD
= 72.8000)
TORD
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
1005

0.00
0.00
0.000
0.000
2872
(Point and forces located at X = 77.2375, Y = 14.4026, Z

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

2.26
0.000
0.00
4.94
0.000
0.000
0.000
4.50
0.000
0.00
2.61
0.000
0.00
0.000
0.88
0.000
0.000
0.88
0.000
0.00
0.000
0.88
0.000
0.00
0.88
0.000
0.000
0.000
0.88
0.000
0.00

0.88
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2313

Page 13

72.8000)
3.60
0.000
TORD
72.8000)
1210
TORD
72.8000)
TORD
= 72.8000)
1012
TORD
= 72.8000)
RD
= 69.0000)
917
RD
= 69.0000)
RD
= 69.0000)
719
RD
= 69.0000)
RD
69.0000)
2872
RD
69.0000)
13F
= 65.2000)
2981
13F
= 65.2000)
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.57
0.000
0.000
0.33
0.000
0.00
0.000
0.31
0.000
0.00
0.48
0.000
0.000
0.000
0.30
0.000
0.00
(Point and forces located at X = 89.0000, Y = -1.0140, Z
0.66
0.000
0.00
0.000
0.60
0.000
0.000
0.35
0.000
0.00
0.000
2.44
0.000
0.00
3.05
0.000
0.000
0.000
3.75
0.000
0.00

3.14
0.000
0.00
0.000
0.000
Page 14
0.00
0.00
0.000

13F
= 65.2000)
2986

0.63
0.000
13F
= 65.2000)
2424
13F
65.2000)
13F
65.2000)
2313
12F
= 61.4000)
12F
= 61.4000)
2141
12F
= 61.4000)
12F
= 61.4000)
2872
12F
61.4000)
12F
61.4000)
2981
11F
= 57.6000)
11F
= 57.6000)
2986
11F
= 57.6000)
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.50
0.000
0.00
0.000
0.29
0.000
0.00
0.27
0.000
0.000
0.000
0.43
0.000
0.00
0.27
0.000
0.00
0.000
0.59
0.000
0.000
0.54
0.000
0.00
0.000
0.31
0.000
0.00
0.29
0.000
0.000
0.000
0.45
0.000
0.00

0.29
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2986

Page 15

0.55
0.00
0.000
11F
= 57.6000)
2424
11F
57.6000)
11F
57.6000)
2313
10F
= 53.8000)
10F
= 53.8000)
2141
10F
= 53.8000)
10F
= 53.8000)
2872
10F
53.8000)
10F
53.8000)
2981
9F
= 50.0000)
9F
= 50.0000)
2986
9F
= 50.0000)
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.48
0.000
0.00
0.44
0.000
0.000
0.000
0.25
0.000
0.00
0.24
0.000
0.00
0.000
0.38
0.000
0.000
0.24
0.000
0.00
0.000
0.52
0.000
0.00
0.47
0.000
0.000
0.000
0.27
0.000
0.00
0.26
0.000
0.00
0.000
0.40
0.000
0.000

0.25
0.000
0.00
0.000
0.000
Page 16
0.00
0.00
0.000
9F
= 50.0000)
2424

0.22
0.000
9F
50.0000)
2313
9F
50.0000)
8F
= 46.2000)
2141
8F
= 46.2000)
8F
= 46.2000)
2872
8F
= 46.2000)
8F
46.2000)
2981
8F
46.2000)
7F
= 42.4000)
2986
7F
= 42.4000)
7F
= 42.4000)
2424
7F
= 42.4000)
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.41
0.000
0.00
0.000
0.37
0.000
0.00
0.21
0.000
0.000
0.000
0.20
0.000
0.00
0.32
0.000
0.00
0.000
0.20
0.000
0.000
0.44
0.000
0.00
0.000
0.40
0.000
0.00
0.23
0.000
0.000
0.000
0.22
0.000
0.00

0.35
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2424

0.19
0.00
Page 17
0.00
0.000

0.000
7F
42.4000)
0.000
2313

0.30
0.000
7F
42.4000)
2141
6F
= 38.6000)
6F
= 38.6000)
2872
6F
= 38.6000)
6F
= 38.6000)
2981
6F
38.6000)
6F
38.6000)
2986
5F
= 34.8000)
5F
= 34.8000)
2424
5F
= 34.8000)
5F
= 34.8000)
2313
5F
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

0.15
0.000
0.00
0.000
0.33
0.000
0.00
0.30
0.000
0.000
0.000
0.18
0.000
0.00
0.17
0.000
0.00
0.000
0.27
0.000
0.000
0.17
0.000
0.00
0.000
0.37
0.000
0.00
0.34
0.000
0.000
0.000
0.20
0.000
0.00

0.19
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2313

Page 18

34.8000)
0.24
0.000
5F
34.8000)
2141
4F
= 31.0000)
4F
= 31.0000)
2872
4F
= 31.0000)
4F
= 31.0000)
2981
4F
31.0000)
4F
31.0000)
2986
3F
= 27.2000)
3F
= 27.2000)
2424
3F
= 27.2000)
3F
= 27.2000)
2313
3F
27.2000)
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.21
0.000
0.000
0.13
0.000
0.00
0.000
0.28
0.000
0.00
0.26
0.000
0.000
0.000
0.15
0.000
0.00
0.14
0.000
0.00
0.000
0.22
0.000
0.000
0.14
0.000
0.00
0.000
0.30
0.000
0.00
0.27
0.000
0.000
0.000
0.16
0.000
0.00

0.15
0.000
0.00
0.000
0.000
Page 19
0.00
0.00
0.000

3F
27.2000)
2141

0.13
0.000
3F
27.2000)
4966
3F
27.2000)
3F
27.2000)
4979
3F
27.2000)
2F
= 22.7000)
5074
2F
= 22.7000)
2F
= 22.7000)
5102
2F
= 22.7000)
2F
22.7000)
2872
2F
22.7000)
1F
= 16.4000)
2981
1F
= 16.4000)
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
2872

0.14
0.000
0.00
0.000
0.14
0.000
0.00
0.22
0.000
0.000
0.000
0.14
0.000
0.00
0.31
0.000
0.00
0.000
0.28
0.000
0.000
0.16
0.000
0.00
0.000
0.07
0.000
0.00
0.08
0.000
0.000
0.000
0.09
0.000
0.00

0.11
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2981

Page 20

0.24
0.00
0.000
1F
= 16.4000)
2986
1F
= 16.4000)
1F
16.4000)
2430
1F
16.4000)
1F
16.4000)
2332
1F
16.4000)
1F
16.4000)
2173
1F
16.4000)
1F
= 16.4000)
4966
1F
= 16.4000)
1F
= 16.4000)
4979
1F
= 16.4000)
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
5074

0.00
0.00
0.000
0.000
5102

0.00
0.00
0.000
0.000
3068

0.00
0.00
0.000
0.000
3133

0.00
0.00
0.000
0.000
3063

0.00
0.00
0.000
0.000
3061

0.04
0.000
0.00
0.06
0.000
0.000
0.000
0.12
0.000
0.00
0.04
0.000
0.00
0.000
0.09
0.000
0.000
0.10
0.000
0.00
0.000
0.11
0.000
0.00
0.14
0.000
0.000
0.000
0.08
0.000
0.00
0.12
0.000
0.00
0.000
0.07
0.000
0.000

0.26
0.000
0.00
0.000
0.000
Page 21
0.00
0.00
0.000
GF
= 10.0000)
2872

0.07
0.000
GF
= 10.0000)
2981
GF
= 10.0000)
GF
= 10.0000)
2986
GF
10.0000)
GF
10.0000)
2424
GF
= 10.0000)
GF
10.0000)
2313
GF
10.0000)
GF
= 10.0000)
2141
GF
= 10.0000)
GF
= 10.0000)
2430
GF
= 10.0000)
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2332

0.00
0.00
0.000
0.000
2173

0.00
0.00
0.000
0.000
639

0.00
0.00
0.000
0.000
450

0.00
0.00
0.000
0.000
5149

0.13
0.000
0.00
0.000
0.07
0.000
0.00
0.11
0.000
0.000
0.000
0.07
0.000
0.00
0.11
0.000
0.00
0.000
0.07
0.000
0.000
0.06
0.000
0.00
0.000
0.09
0.000
0.00
0.06
0.000
0.000
0.000
0.13
0.000
0.00

0.12
0.000
0.00
0.000
0.00
0.00
0.000
0.000
5148

0.09
0.00
Page 22
0.00
0.000

0.000
GF
= 10.0000)
0.000
4715

0.04
0.000
GF
= 10.0000)
4717
GF
= 10.0000)
GF
= 10.0000)
4920
GF
10.0000)
GF
10.0000)
4921
GF
10.0000)
GF
10.0000)
4966
1B
= 6.2500)
1B
= 6.2500)
4979
1B
= 6.2500)
1B
= 6.2500)
5074
1B
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
5102

0.00
0.00
0.000
0.000
2872

0.00
0.00
0.000
0.000
2981

0.00
0.00
0.000
0.000
2986

0.00
0.00
0.000
0.000
2424

0.03
0.000
0.00
0.000
0.06
0.000
0.00
0.05
0.000
0.000
0.000
0.03
0.000
0.00
0.05
0.000
0.00
0.000
0.05
0.000
0.000
0.05
0.000
0.00
0.000
0.07
0.000
0.00
0.13
0.000
0.000
0.000
0.10
0.000
0.00

0.05
0.000
0.00
0.000
0.00
0.00
0.000
0.000
2313

Page 23

6.2500)
0.04
0.000
1B
6.2500)
2141
1B
= 6.2500)
1B
6.2500)
2430
1B
6.2500)
1B
= 6.2500)
2332
1B
= 6.2500)
1B
= 6.2500)
2173
1B
= 6.2500)
1B
= 6.2500)
639
1B
= 6.2500)
1B
= 6.2500)
450
1B
= 6.2500)
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.000
5149

0.00
0.00
0.000
0.000
5148

0.00
0.00
0.000
0.000
4715

0.00
0.00
0.000
0.000
4717

0.00
0.00
0.000
0.000
4920

0.00
0.00
0.000
0.000
4921

0.05
0.000
0.000
0.04
0.000
0.00
0.000
0.05
0.000
0.00
0.04
0.000
0.000
0.000
0.04
0.000
0.00
0.06
0.000
0.00
0.000
0.03
0.000
0.000
0.05
0.000
0.00
0.000
0.03
0.000
0.00
0.05
0.000
0.000
0.000
0.03
0.000
0.00

0.03
0.000
0.00
0.000
0.000
Page 24
0.00
0.00
0.000

1B
6.2500)
4966

0.03
0.000
1B
6.2500)
4979
1B
6.2500)
1B
6.2500)
5074
2B
= 3.0000)
2B
= 3.0000)
5102
2B
= 3.0000)
2B
= 3.0000)
2872
2B
3.0000)
2B
3.0000)
2981
2B
= 3.0000)
2B
= 3.0000)
2986
2B
= 3.0000)
0.000
0.00
0.00
0.000
0.00
0.00
0.000

0.00
0.00
0.000
0.000
2424

0.00
0.00
0.000
0.000
2313

0.00
0.00
0.000
0.000
2141

0.00
0.00
0.000
0.000
639

0.00
0.00
0.000
0.000
450

0.01
0.000
0.00
0.000
0.02
0.000
0.00
0.01
0.000
0.000
0.000
0.02
0.000
0.00
0.01
0.000
0.00
0.000
0.02
0.000
0.000
0.02
0.000
0.00
0.000
0.01
0.000
0.00
0.02
0.000
0.000
0.000
0.02
0.000
0.00

0.02
0.000
0.00
0.000
0.00
0.00
0.000
0.000
5149

Page 25

0.02
0.00
0.000
2B
= 3.0000)
5148
0.00
4715
0.00
4717
0.000

0.02
0.00
0.00
0.000
0.000
2B
= 3.0000)
4920

0.02
0.00
0.00
0.000
0.000
2B
= 3.0000)
4921

0.02
0.000
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.02
0.000
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.02
0.000
0.00
0.000
0.00
0.00
0.000
0.000
ETABS v9.5.0
File:ETABS MODEL
A U T O
S E I S M I C
Case: EQY
Units:KN-m
June 3, 2015 16:40
PAGE 7
U B C 9 7
AUTO SEISMIC INPUT DATA

Direction: Y + EccX
Typical Eccentricity = 5%
Eccentricity Overrides: No
Period Calculation: Program Calculated
Ct = 0.035 (in feet units)
Top Story: TORD
Bottom Story: BASE
R = 5.5
I = 1
hn = 72.800 (Building Height)
Soil Profile Type = SC
Z = 0.075
Ca = 0.0900
Cv = 0.1300
AUTO SEISMIC CALCULATION FORMULAS
Ta = Ct (hn^(3/4))
If Z >= 0.35 (Zone 4) then:
1.30 Ta
If Tetabs <= 1.30 Ta then T = Tetabs, else T =

Page 26

If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T =
1.40 Ta
V = (Cv I W) / (R T)
V <= 2.5 Ca I W / R
V >= 0.11 Ca I W
(Eqn. 1)
(Eqn. 2)
(Eqn. 3)
If T <= 0.7 sec, then Ft = 0

If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V
AUTO SEISMIC CALCULATION RESULTS
Ta = 2.1265 sec
T Used = 2.9770 sec
W Used = 353880.28
V
V
V
V
(Eqn
(Eqn
(Eqn
(Eqn
1)
2)
3)
4)
=
=
=
=
0.0079W
0.0409W
0.0099W
0.0175W
V Used = 0.0099W = 3503.41

Ft Used = 730.08
AUTO SEISMIC STORY FORCES
STORY
FX
FY
FZ
MX
MY
MZ
0.00
0.00
0.00
0.000
0.000
0.000
TORD

0.00
932.84
0.00
0.000
0.000
59160.659
RD

0.00
231.88
0.00
0.000
0.000
14807.774
13F

0.00
213.86
0.00
0.000
0.000
13677.402
12F

0.00
214.65
0.00
0.000
0.000
13745.014
11F

0.00
201.36
0.00
0.000
0.000
12894.345
10F

0.00
188.08
0.00
0.000
0.000
12043.677
9F

0.00
174.79
0.00
0.000
0.000
11193.008
Page 27

8F

0.00
161.51
0.00
0.000
0.000
10342.340
7F

0.00
148.36
0.00
0.000
0.000
9503.765
6F

0.00
135.26
0.00
0.000
0.000
8670.443
5F

0.00
121.94
0.00
0.000
0.000
7816.876
4F

0.00
108.59
0.00
0.000
0.000
6959.757
3F

0.00
150.64
0.00
0.000
0.000
7653.170
2F

0.00
185.56
0.00
0.000
0.000
9372.495
1F

0.00
138.29
0.00
0.000
0.000
7177.186
GF

0.00
99.68
0.00
0.000
0.000
5406.124
1B

0.00
65.86
0.00
0.000
0.000
3537.773
2B

0.00
30.28
0.00
0.000
0.000
1627.939
AUTO SEISMIC DIAPHRAGM FORCES

STORY
MY
DIAPHRAGM
FX
FY
FZ
MX
MZ
LEVEL 67.70 D1
0.000
TORD
72.8000)

0.00
0.00
0.00
0.000
0.000
D1

0.00
0.000
RD
69.0000)
896.38
0.00
0.000
2599.609
D1

Page 28

0.00
229.18
0.000
13F
65.2000)
D1
12F
61.4000)
11F
57.6000)
D1
10F
53.8000)
9F
50.0000)
D1
8F
46.2000)
7F
42.4000)
D1
6F
38.6000)
5F
34.8000)
D1
4F
31.0000)
3F
27.2000)
D1
2F
22.7000)
0.00
0.000
172.84
0.00
0.000
159.70
0.00
0.000
487.879
D1

146.70
0.00
0.000
448.152
D1

133.75
0.00
0.000
408.599
D1

120.58
0.00
0.000
368.375
D1

107.38
0.00
0.000
328.032
D1

149.13
0.00
0.000
693.777
D1

0.00
0.000
185.97
0.00
0.000
0.000
528.008
0.00
0.000
0.00
0.00
0.000
199.11
568.136
0.00
0.000
0.000
0.00
0.000
0.00
608.265
0.00
0.000
212.24
0.00
0.000
0.000
648.394
0.00
0.000
0.00
0.00
0.000
211.31
610.713
0.00
0.000
0.000

0.00
0.000
0.00
662.349
184.29
908.879
Page 29
0.00
0.000
1F
16.4000)
D1

0.00
0.000
136.68
0.00
0.000
674.081
GF
10.0000)
D1

0.00
0.000
491.453
1B
D1
0.000
326.348
2B
D1
0.000
150.585
97.98
0.00
0.000

0.00
65.07
0.00
0.000
0.00
30.02
0.00
0.000
AUTO SEISMIC POINT FORCES

STORY
MY
TORD
72.8000)
POINT
FX
934
TORD
72.8000)
TORD
72.8000)
940
TORD
72.8000)
TORD
72.8000)
950
TORD
72.8000)
TORD
72.8000)
1039
TORD
= 72.8000)
0.00
0.000
0.88
0.00
0.000

0.88
0.00
0.000
0.000
1047

0.88
0.00
0.000
0.000
1004

0.88
0.00
0.000
0.000
1005

0.00
0.000
0.88
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.88
0.00
0.000
MX
0.000
0.00
0.000
FZ

0.00
0.000
FY
MZ
0.88
0.00
0.000
0.000
2872

0.00
2.61
Page 30
0.00
0.000

0.000
TORD
= 72.8000)
0.000
2981

0.00
0.000
TORD
= 72.8000)
2986
TORD
= 72.8000)
TORD
72.8000)
2424
TORD
72.8000)
TORD
72.8000)
2313
TORD
= 72.8000)
TORD
= 72.8000)
1210
RD
= 69.0000)
RD
= 69.0000)
1012
RD
= 69.0000)
RD
= 69.0000)
917
RD
0.000
3.14
0.00
0.000
3.75
0.00
0.000

3.05
0.00
0.000
0.000
719

2.44
0.00
0.000
0.000
2872

0.35
0.00
0.000
0.000
2981

0.60
0.00
0.000
0.000
2986

0.66
0.00
0.000
0.000
2424

0.00
0.000
0.00
0.000
0.00
0.000
3.60
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
2.26
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
4.94
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
4.50
0.000
0.30
0.00
0.000
0.000
2313

Page 31

69.0000)
0.00
0.000
RD
69.0000)
2141
13F
= 65.2000)
13F
= 65.2000)
2872
13F
= 65.2000)
13F
= 65.2000)
2981
13F
65.2000)
13F
65.2000)
2986
12F
= 61.4000)
12F
= 61.4000)
2424
12F
= 61.4000)
12F
= 61.4000)
2313
12F
61.4000)
0.63
0.00
0.000
0.29
0.00
0.000
0.45
0.00
0.000
0.000
2141

0.29
0.00
0.000
0.000
2872

0.31
0.00
0.000
0.000
2981

0.54
0.00
0.000
0.000
2986

0.59
0.00
0.000
0.000
2424

0.27
0.00
0.000
0.000
2313

0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.57
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.33
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.31
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.48
0.000
0.000
Page 32
0.43
0.00
0.000

12F
61.4000)
2141

0.00
0.000
11F
= 57.6000)
2872
11F
= 57.6000)
11F
= 57.6000)
2981
11F
= 57.6000)
11F
57.6000)
2986
11F
57.6000)
10F
= 53.8000)
2424
10F
= 53.8000)
10F
= 53.8000)
2313
10F
= 53.8000)
10F
53.8000)
2141
10F
53.8000)
0.000
0.25
0.00
0.000
0.40
0.00
0.000

0.26
0.00
0.000
0.000
2872

0.27
0.00
0.000
0.000
2981

0.47
0.00
0.000
0.000
2986

0.52
0.00
0.000
0.000
2424

0.24
0.00
0.000
0.000
2313

0.00
0.000
0.00
0.000
0.00
0.000
0.55
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.50
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.29
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.27
0.000
0.38
0.00
0.000
0.000
2141

Page 33

0.00
0.24
0.000
9F
= 50.0000)
2872
9F
= 50.0000)
9F
= 50.0000)
2981
9F
= 50.0000)
9F
50.0000)
2986
9F
50.0000)
8F
= 46.2000)
2424
8F
= 46.2000)
8F
= 46.2000)
2313
8F
= 46.2000)
8F
46.2000)
2141
8F
46.2000)
0.00
0.000
0.35
0.00
0.000
0.22
0.00
0.000
0.000
2872

0.23
0.00
0.000
0.000
2981

0.40
0.00
0.000
0.000
2986

0.44
0.00
0.000
0.000
2424

0.20
0.00
0.000
0.000
2313

0.32
0.00
0.000
0.000
2141

0.00
0.000
0.22
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.48
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.44
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.25
0.000
0.00
0.000
0.000

0.00
0.000
0.00
0.000
0.000
Page 34
0.20
0.00
0.000
7F
= 42.4000)
2872

0.00
0.000
7F
= 42.4000)
2981
7F
= 42.4000)
7F
= 42.4000)
2986
7F
42.4000)
7F
42.4000)
2424
6F
= 38.6000)
6F
= 38.6000)
2313
6F
= 38.6000)
6F
= 38.6000)
2141
6F
38.6000)
6F
38.6000)
2872
5F
= 34.8000)
0.000
0.30
0.00
0.000
0.19
0.00
0.000

0.20
0.00
0.000
0.000
2981

0.34
0.00
0.000
0.000
2986

0.37
0.00
0.000
0.000
2424

0.17
0.00
0.000
0.000
2313

0.27
0.00
0.000
0.000
2141

0.00
0.000
0.00
0.000
0.00
0.000
0.19
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.41
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.37
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.21
0.000
0.17
0.00
0.000
0.000
2872

0.00
0.18
Page 35
0.00
0.000

0.000
5F
= 34.8000)
0.000
2981

0.00
0.000
5F
= 34.8000)
2986
5F
= 34.8000)
5F
34.8000)
2424
5F
34.8000)
4F
= 31.0000)
2313
4F
= 31.0000)
4F
= 31.0000)
2141
4F
= 31.0000)
4F
31.0000)
2872
4F
31.0000)
3F
= 27.2000)
2981
3F
0.000
0.15
0.00
0.000
0.16
0.00
0.000

0.27
0.00
0.000
0.000
2986

0.30
0.00
0.000
0.000
2424

0.14
0.00
0.000
0.000
2313

0.22
0.00
0.000
0.000
2141

0.14
0.00
0.000
0.000
2872

0.00
0.000
0.00
0.000
0.00
0.000
0.24
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.15
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.33
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.30
0.000
0.15
0.00
0.000
0.000
2981

Page 36

= 27.2000)
0.00
0.000
3F
= 27.2000)
2986
3F
= 27.2000)
3F
27.2000)
2424
3F
27.2000)
3F
27.2000)
2313
3F
27.2000)
3F
27.2000)
2141
3F
27.2000)
2F
= 22.7000)
4966
2F
= 22.7000)
2F
= 22.7000)
4979
2F
= 22.7000)
0.13
0.00
0.000
0.11
0.00
0.000
0.09
0.00
0.000
0.000
5074

0.08
0.00
0.000
0.000
5102

0.07
0.00
0.000
0.000
2872

0.16
0.00
0.000
0.000
2981

0.28
0.00
0.000
0.000
2986

0.31
0.00
0.000
0.000
2424

0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.21
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.13
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.28
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.26
0.000
0.000
Page 37
0.14
0.00
0.000

2F
22.7000)
2313

0.00
0.000
2F
22.7000)
2141
1F
= 16.4000)
1F
= 16.4000)
2872
1F
= 16.4000)
1F
= 16.4000)
2981
1F
16.4000)
1F
16.4000)
2986
1F
16.4000)
1F
16.4000)
2430
1F
16.4000)
1F
16.4000)
2332
1F
= 16.4000)
0.000
0.26
0.00
0.000
0.07
0.00
0.000

0.12
0.00
0.000
0.000
2173

0.08
0.00
0.000
0.000
4966

0.14
0.00
0.000
0.000
4979

0.11
0.00
0.000
0.000
5074

0.10
0.00
0.000
0.000
5102

0.00
0.000
0.00
0.000
0.00
0.000
0.24
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.14
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.14
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.22
0.000
0.09
0.00
0.000
0.000
3068

Page 38

0.00
0.04
0.000
1F
= 16.4000)
3133
1F
= 16.4000)
1F
= 16.4000)
3063
GF
= 10.0000)
GF
= 10.0000)
3061
GF
= 10.0000)
GF
= 10.0000)
2872
GF
10.0000)
GF
10.0000)
2981
GF
= 10.0000)
GF
10.0000)
2986
GF
10.0000)
0.00
0.000
0.12
0.00
0.000
0.13
0.00
0.000
0.000
2424

0.06
0.00
0.000
0.000
2313

0.09
0.00
0.000
0.000
2141

0.06
0.00
0.000
0.000
2430

0.07
0.00
0.000
0.000
2332

0.11
0.00
0.000
0.000
2173

0.00
0.000
0.07
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.04
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.06
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.12
0.000
0.00
0.000
0.000

0.00
0.000
0.00
0.000
0.000
Page 39
0.07
0.00
0.000
GF
= 10.0000)
639

0.00
0.000
GF
= 10.0000)
450
GF
= 10.0000)
GF
= 10.0000)
5149
GF
= 10.0000)
GF
= 10.0000)
5148
GF
= 10.0000)
GF
= 10.0000)
4715
GF
10.0000)
GF
10.0000)
4717
GF
10.0000)
GF
10.0000)
4920
1B
= 6.2500)
0.000
0.04
0.00
0.000
0.05
0.00
0.000

0.10
0.00
0.000
0.000
4921

0.13
0.00
0.000
0.000
4966

0.07
0.00
0.000
0.000
4979

0.05
0.00
0.000
0.000
5074

0.05
0.00
0.000
0.000
5102

0.00
0.000
0.00
0.000
0.00
0.000
0.09
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.13
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.07
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.11
0.000
0.05
0.00
0.000
0.000
2872

0.00
0.03
Page 40
0.00
0.000

0.000
1B
= 6.2500)
0.000
2981

0.00
0.000
1B
= 6.2500)
2986
1B
= 6.2500)
1B
6.2500)
2424
1B
6.2500)
1B
= 6.2500)
2313
1B
6.2500)
1B
6.2500)
2141
1B
= 6.2500)
1B
= 6.2500)
2430
1B
= 6.2500)
1B
= 6.2500)
2332
1B
0.000
0.03
0.00
0.000
0.03
0.00
0.000

0.05
0.00
0.000
0.000
2173

0.03
0.00
0.000
0.000
639

0.05
0.00
0.000
0.000
450

0.03
0.00
0.000
0.000
5149

0.06
0.00
0.000
0.000
5148

0.00
0.000
0.00
0.000
0.00
0.000
0.04
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.03
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.06
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.05
0.000
0.04
0.00
0.000
0.000
4715

Page 41

= 6.2500)
0.00
0.000
1B
= 6.2500)
4717
1B
= 6.2500)
1B
= 6.2500)
4920
1B
6.2500)
1B
6.2500)
4921
1B
6.2500)
1B
6.2500)
4966
2B
= 3.0000)
2B
= 3.0000)
4979
2B
= 3.0000)
2B
= 3.0000)
5074
2B
3.0000)
0.03
0.00
0.000
0.02
0.00
0.000
0.02
0.00
0.000
0.000
5102

0.02
0.00
0.000
0.000
2872

0.01
0.00
0.000
0.000
2981

0.02
0.00
0.000
0.000
2986

0.02
0.00
0.000
0.000
2424

0.01
0.00
0.000
0.000
2313

0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.05
0.00
0.000
0.000
0.000
0.00
0.000
0.00
0.00
0.000
0.04
0.000
0.00
0.000
0.000
0.00
0.000
0.00
0.000
0.00
0.000
0.05
0.00
0.000
0.000
0.000
0.00
0.000
0.00

0.00
0.000
0.04
0.000
0.000
Page 42
0.02
0.00
0.000

2B
3.0000)
2141

0.00
0.000
0.01
2B
= 3.0000)
639
0.02
450
0.01
5149
0.02
5148
0.02
4715
0.000

0.00
0.02
0.00
0.000
0.000
2B
= 3.0000)
4717

0.00
0.02
0.00
0.000
0.000
2B
= 3.0000)
4920

0.00
0.02
0.00
0.000
0.000
2B
= 3.0000)
4921

0.00
0.02
0.00
0.000
0.000
ETABS v9.5.0
A U T O
Case: WX
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.00
0.000
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.00
0.000
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.00
0.000
0.00
0.000
2B
= 3.0000)
0.000
0.000

0.00
0.000
0.00
0.000
File:ETABS MODEL
W I N D
Units:KN-m
June 3, 2015 16:40
A S C E 7 - 0 5
AUTO WIND INPUT DATA

Exposure From:
Rigid diaphragm extents
Direction Angle = 0 degrees
Windward Cp = 0.8
Leeward Cp = 0.5
Case (ASCE 7-05 Fig 6.9) = 1
E1 (ASCE 7-05 Fig 6.9) = 0.
E2 (ASCE 7-05 Fig 6.9) = 0.
Page 43
PAGE 8

Top Story: TORD
Bottom Story: BASE
No parapet is included
Basic Wind Speed, V = 100 mph
Exposure Category = B
Importance Factor, Iw = 1
Kzt = 1
Kd = 0.85
Gust Factor, G = 0.85
AUTO WIND EXPOSURE WIDTH INFORMATION (Exposure widths are from diaphragm extents)
STORY
DIAPHRAGM
WIDTH
LEVEL 67.70
TORD
RD
13F
12F
11F
10F
9F
8F
7F
6F
5F
4F
3F
2F
1F
GF
1B
2B
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
25.798
23.354
26.784
28.054
28.260
28.260
28.260
28.260
28.260
28.260
28.260
28.260
28.260
34.040
36.690
36.690
36.087
37.282
37.282
58.925
59.999
60.099
60.099
60.047
60.047
60.047
60.047
60.047
60.047
60.047
60.047
60.047
44.076
46.828
46.828
47.712
47.712
47.712
10.001
13.680
11.965
11.330
11.227
11.227
11.227
11.227
11.227
11.227
11.227
11.227
11.227
14.083
13.898
13.898
13.059
12.462
12.462
AUTO WIND CALCULATION FORMULAS

P = wind pressure = WindwardCp qz G + qh G LeewardCp
qz, the velocity pressure, = 0.00256 Kz Kzt Kd Iw V^2 psf
Kz is the velocity pressure exposure coefficient
Kz = 2.01 (z / zg)^(2/alpha) for 15 feet <= z <= zg
Kz = 2.01 (15 / zg)^(2/alpha) for z < 15 feet
z is the distance from the specified bottom story to the point considered
zg and alpha are specified in ASCE7-05 Table 6-2
qh is the velocity pressure at the specified top story level
AUTO WIND CALCULATION RESULTS

zg = 1200
alpha = 7.0
qh = 27.5772
AUTO WIND STORY FORCES
Page 44
STORY
FX

FY
FZ
MX
MY
MZ
0.00
0.00
0.00
0.000
0.000
0.000
TORD

64.54
0.00
0.00
0.000
0.000
-882.870
RD

147.10
0.00
0.00
0.000
0.000
-1712.905
13F

152.57
0.00
0.00
0.000
0.000
-1759.720
12F

152.10
0.00
0.00
0.000
0.000
-1727.146
11F

150.44
0.00
0.00
0.000
0.000
-1708.274
10F

148.70
0.00
0.00
0.000
0.000
-1688.489
9F

146.86
0.00
0.00
0.000
0.000
-1667.679
8F

144.93
0.00
0.00
0.000
0.000
-1645.703
7F

142.88
0.00
0.00
0.000
0.000
-1622.393
6F

140.69
0.00
0.00
0.000
0.000
-1597.536
5F

138.34
0.00
0.00
0.000
0.000
-1570.858
4F

135.80
0.00
0.00
0.000
0.000
-1542.002
3F

174.74
0.00
0.00
0.000
0.000
-2558.900
2F

237.59
0.00
0.00
0.000
0.000
-3542.660
Page 45

266.95
0.00
0.00
0.000
0.000
1F
-3980.444
GF

197.95
0.00
0.00
0.000
0.000
-2782.657
1B

131.65
0.00
0.00
0.000
0.000
-1775.858
2B

113.03
0.00
0.00
0.000
0.000
-1524.718
ETABS v9.5.0
A U T O
Case: WY
File:ETABS MODEL
W I N D
Units:KN-m
June 3, 2015 16:40
PAGE 9
A S C E 7 - 0 5
AUTO WIND INPUT DATA

Exposure From:
Rigid diaphragm extents
Direction Angle = 0 degrees
Windward Cp = 0.8
Leeward Cp = 0.5
Case (ASCE 7-05 Fig 6.9) = 1
E1 (ASCE 7-05 Fig 6.9) = 0.
E2 (ASCE 7-05 Fig 6.9) = 0.
Top Story: TORD
Bottom Story: BASE
No parapet is included
Basic Wind Speed, V = 100 mph
Exposure Category = B
Importance Factor, Iw = 1
Kzt = 1
Kd = 0.85
Gust Factor, G = 0.85
AUTO WIND EXPOSURE WIDTH INFORMATION (Exposure widths are from diaphragm extents)
STORY
DIAPHRAGM
LEVEL 67.70
TORD
RD
13F
12F
11F
10F
9F
8F
7F
6F
5F
4F
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
D1
WIDTH
25.798
58.925
23.354
59.999
26.784
60.099
28.054
60.099
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
28.260
60.047
Page 46
10.001
13.680
11.965
11.330
11.227
11.227
11.227
11.227
11.227
11.227
11.227
11.227
11.227
3F
2F
1F
GF
1B
2B
D1
D1
D1
D1
D1
D1

34.040
44.076
36.690
46.828
36.690
46.828
36.087
47.712
37.282
47.712
37.282
47.712
14.083
13.898
13.898
13.059
12.462
12.462
AUTO WIND CALCULATION FORMULAS

P = wind pressure = WindwardCp qz G + qh G LeewardCp
qz, the velocity pressure, = 0.00256 Kz Kzt Kd Iw V^2 psf
Kz is the velocity pressure exposure coefficient
Kz = 2.01 (z / zg)^(2/alpha) for 15 feet <= z <= zg
Kz = 2.01 (15 / zg)^(2/alpha) for z < 15 feet
z is the distance from the specified bottom story to the point considered
zg and alpha are specified in ASCE7-05 Table 6-2
qh is the velocity pressure at the specified top story level
AUTO WIND CALCULATION RESULTS

zg = 1200
alpha = 7.0
qh = 27.5772
AUTO WIND STORY FORCES
STORY
FX
FY
FZ
MX
MY
MZ
0.00
0.00
0.00
0.000
0.000
0.000
TORD

64.54
0.00
0.00
0.000
0.000
-882.870
RD

147.10
0.00
0.00
0.000
0.000
-1712.905
13F

152.57
0.00
0.00
0.000
0.000
-1759.720
12F

152.10
0.00
0.00
0.000
0.000
-1727.146
11F

150.44
0.00
0.00
0.000
0.000
-1708.274
10F

148.70
0.00
0.00
0.000
0.000
-1688.489
Page 47

9F

146.86
0.00
0.00
0.000
0.000
-1667.679
8F

144.93
0.00
0.00
0.000
0.000
-1645.703
7F

142.88
0.00
0.00
0.000
0.000
-1622.393
6F

140.69
0.00
0.00
0.000
0.000
-1597.536
5F

138.34
0.00
0.00
0.000
0.000
-1570.858
4F

135.80
0.00
0.00
0.000
0.000
-1542.002
3F

174.74
0.00
0.00
0.000
0.000
-2558.900
2F

237.59
0.00
0.00
0.000
0.000
-3542.660
1F

266.95
0.00
0.00
0.000
0.000
-3980.444
GF

197.95
0.00
0.00
0.000
0.000
-2782.657
1B

131.65
0.00
0.00
0.000
0.000
-1775.858
2B

113.03
0.00
0.00
0.000
0.000
-1524.718
ETABS v9.5.0
File:ETABS MODEL
R E S P O N S E
Units:KN-m
S P E C T R U M
June 3, 2015 16:40
F U N C T I O N
FUNCTION NAME: FX
Ca
Cv
0.2400
0.3200
PERIOD
ACCEL
Page 48
PAGE 10
U B C 9 7

0.0000
0.1067
0.5333
0.8000
1.0000
1.2000
1.4000
1.6000
1.8000
2.0000
2.5000
3.0000
3.5000
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
0.2400
0.6000
0.6000
0.4000
0.3200
0.2667
0.2286
0.2000
0.1778
0.1600
0.1280
0.1067
0.0914
0.0800
0.0711
0.0640
0.0582
0.0533
0.0492
0.0457
0.0427
0.0400
0.0376
0.0356
0.0337
0.0320
FUNCTION NAME: FY
Ca
Cv
0.2400
0.3200
PERIOD
ACCEL
0.0000
0.1067
0.5333
0.8000
1.0000
1.2000
1.4000
1.6000
1.8000
2.0000
2.5000
3.0000
3.5000
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
0.2400
0.6000
0.6000
0.4000
0.3200
0.2667
0.2286
0.2000
0.1778
0.1600
0.1280
0.1067
0.0914
0.0800
0.0711
0.0640
0.0582
0.0533
0.0492
0.0457
0.0427
0.0400
0.0376
0.0356
0.0337
0.0320
Page 49
ETABS OUTPUT DATA.txt

ETABS v9.5.0
L O A D I N G
File:ETABS MODEL
COMBO
TYPE
SERVICE
ADD
SC2ULT
ADD
S U P P O R T
STORY
MX
BASE
1.570
BASE
2.072
June 4, 2015 10:51
PAGE 1
C O M B I N A T I O N S
COMBO
ETABS v9.5.0
Units:KN-m
CASE
CASE
TYPE
SCALE
FACTOR
DEAD
LIVE
SDL
DEAD
SDL
LIVE
Static
Static
Static
Static
Static
Static
1.0000
1.0000
1.0000
1.2000
1.2000
1.6000
File:ETABS MODEL
Units:KN-m
June 4, 2015 10:51
PAGE 2
R E A C T I O N S
POINT
MY
1
3.090
1
3.964
LOAD
MZ
FX
FY
FZ
SERVICE
0.104
SC2ULT
0.133
1.77
0.39
48.30
3.06
-0.64
53.35
SERVICE
-0.222
SC2ULT
-0.282
17.41
3.43
139.47
21.94
4.63
169.73
BASE
-3.493
BASE
-4.707
2
7.585
2
9.670
BASE
-12.406
BASE
-16.631
3
11.812
3
15.157
SERVICE
-0.360
SC2ULT
-0.457
39.14
12.75
198.78
49.98
17.12
246.96
BASE
-10.926
BASE
-14.680
4
16.235
4
20.932
SERVICE
-0.463
SC2ULT
-0.589
61.19
10.53
226.55
78.88
14.21
282.78
BASE
-2.141
BASE
-2.914
5
9.750
5
12.529
SERVICE
-0.539
SC2ULT
-0.684
38.13
3.97
135.36
49.19
5.20
169.27
BASE
-2.541
BASE
-3.444
6
9.483
6
12.162
SERVICE
-0.551
SC2ULT
-0.701
31.62
-1.44
122.80
40.33
-1.64
153.52
BASE
-15.063
BASE
-20.191
7
19.058
7
24.375
SERVICE
-0.560
SC2ULT
-0.709
67.23
14.19
259.06
85.78
19.13
324.83
BASE
-22.859
BASE
-30.581
8
23.973
8
30.745
SERVICE
-0.651
SC2ULT
-0.828
90.46
22.11
289.45
115.97
29.69
363.56
SERVICE
91.41
9.23
253.31
BASE
Page 1

-10.864
BASE
-14.576
23.852
9
30.604
-0.786
SC2ULT
-1.002
117.42
12.50
317.90
BASE
-1.514
BASE
-2.069
10
14.237
10
18.218
SERVICE
-0.982
SC2ULT
-1.248
53.42
0.99
148.81
68.47
1.37
186.60
BASE
-0.425
BASE
-0.592
11
7.415
11
9.472
SERVICE
-0.848
SC2ULT
-1.078
25.85
-0.60
77.43
32.99
-0.74
97.06
BASE
-1.258
BASE
-1.703
12
7.561
12
9.650
SERVICE
-0.853
SC2ULT
-1.082
25.92
0.53
79.54
33.00
0.77
99.77
BASE
-4.036
BASE
-5.417
13
11.262
13
14.370
SERVICE
-0.920
SC2ULT
-1.168
38.68
2.60
116.35
49.23
3.62
146.09
BASE
-6.547
BASE
-8.763
14
11.975
14
15.289
SERVICE
-0.940
SC2ULT
-1.193
41.27
6.65
123.98
52.57
8.93
155.85
BASE
-6.082
BASE
-8.132
15
9.188
15
11.742
SERVICE
-0.871
SC2ULT
-1.108
32.24
5.66
92.62
41.15
7.62
116.53
BASE
-5.567
BASE
-7.443
16
8.219
16
10.513
SERVICE
-0.836
SC2ULT
-1.063
29.34
5.45
81.35
37.50
7.32
102.38
BASE
-4.729
BASE
-6.323
17
7.328
17
9.379
SERVICE
-0.778
SC2ULT
-0.990
26.54
4.42
70.92
33.97
5.95
89.26
BASE
-2.879
BASE
-3.852
18
4.806
18
6.154
SERVICE
-0.540
SC2ULT
-0.688
17.56
3.55
46.51
22.49
4.71
58.54
BASE
-3.148
BASE
-4.212
19
6.071
19
7.775
SERVICE
-0.613
SC2ULT
-0.781
22.44
1.69
55.81
28.77
2.36
70.19
BASE
-4.023
BASE
-5.392
20
9.733
20
12.468
SERVICE
-0.867
SC2ULT
-1.105
36.28
3.65
89.82
46.53
4.94
112.94
BASE
-2.898
BASE
-3.901
21
11.856
21
15.184
SERVICE
-0.900
SC2ULT
-1.148
44.51
1.44
106.66
57.08
2.05
134.01
Page 2

BASE
-1.019
BASE
-1.389
22
8.948
22
11.453
SERVICE
-0.722
SC2ULT
-0.921
33.76
1.65
83.15
43.28
2.19
104.49
BASE
-0.152
BASE
-0.225
23
6.358
23
8.130
SERVICE
-0.580
SC2ULT
-0.739
23.34
-1.22
58.25
29.86
-1.53
73.13
BASE
-0.589
BASE
-0.845
24
15.603
24
19.930
SERVICE
-0.830
SC2ULT
-1.058
55.46
-2.15
142.63
70.76
-2.67
179.09
BASE
-3.365
BASE
-4.570
25
18.694
25
23.841
SERVICE
-0.640
SC2ULT
-0.813
65.64
2.40
181.27
83.60
3.34
227.79
BASE
-7.483
BASE
-10.063
26
17.204
26
21.942
SERVICE
-0.657
SC2ULT
-0.835
59.56
6.72
168.45
75.82
9.14
211.88
BASE
-10.461
BASE
-14.045
27
17.773
27
22.700
SERVICE
-0.645
SC2ULT
-0.823
62.41
10.36
176.63
79.62
13.96
222.37
BASE
-9.787
BASE
-13.159
28
17.371
28
22.219
SERVICE
-0.711
SC2ULT
-0.908
63.04
9.46
174.65
80.67
12.78
219.88
BASE
-7.923
BASE
-10.754
29
25.734
29
32.945
SERVICE
-0.597
SC2ULT
-0.764
96.44
6.56
262.27
123.62
9.04
329.72
BASE
-2.957
BASE
-4.202
30
28.571
30
36.512
SERVICE
-0.511
SC2ULT
-0.654
107.70
1.17
342.48
137.63
1.89
430.31
83.69
12.99
348.37
106.50
17.63
438.12
BASE
-13.021
BASE
-17.607
31
23.304
31
29.722
SERVICE
-0.574
SC2ULT
-0.732
BASE
-22.607
BASE
-30.312
32
19.185
32
24.564
SERVICE
-0.851
SC2ULT
-1.087
73.94
23.41
355.56
94.56
31.41
447.72
BASE
-13.702
BASE
-18.348
33
12.492
33
16.070
SERVICE
-0.992
SC2ULT
-1.268
53.48
13.75
314.74
68.82
18.44
396.09
BASE
-2.841
34
4.398
SERVICE
-1.026
19.92
5.29
155.04
Page 3

25.70
BASE
-3.810
34
5.659
SC2ULT
-1.312
6.94
194.97
BASE
-0.225
BASE
-0.304
35
0.765
35
0.986
SERVICE
-0.463
SC2ULT
-0.591
2.16
0.11
39.09
2.80
0.16
49.11
BASE
-0.753
BASE
-1.031
36
3.184
36
4.110
SERVICE
-0.715
SC2ULT
-0.916
3.33
-2.00
203.15
4.37
-2.50
255.27
BASE
-0.914
BASE
-1.263
37
0.388
37
0.555
SERVICE
-1.277
SC2ULT
-1.622
0.47
2.14
276.47
0.76
2.84
347.56
BASE
-0.378
BASE
-0.527
38
-0.665
38
-0.812
SERVICE
-0.564
SC2ULT
-0.718
-2.49
0.92
140.05
-3.08
1.22
176.14
BASE
-0.281
BASE
-0.383
39
-1.081
39
-1.351
SERVICE
-0.944
SC2ULT
-1.200
-3.43
-0.08
102.05
-4.28
-0.07
128.36
BASE
-0.254
BASE
-0.341
40
-1.101
40
-1.381
SERVICE
-0.825
SC2ULT
-1.047
-1.55
1.02
88.61
-1.90
1.31
111.46
BASE
-0.329
BASE
-0.431
41
-1.278
41
-1.610
SERVICE
-0.777
SC2ULT
-0.988
-0.99
-0.14
82.99
-1.18
-0.15
104.35
BASE
3.083
BASE
4.062
42
0.757
42
1.001
SERVICE
0.484
SC2ULT
0.619
0.27
-4.66
55.85
0.38
-6.44
66.29
BASE
-0.559
BASE
-0.724
43
-1.528
43
-1.927
SERVICE
-0.858
SC2ULT
-1.092
-0.48
0.65
95.18
-0.53
0.85
119.65
BASE
-0.908
BASE
-1.167
44
-1.722
44
-2.176
SERVICE
-0.903
SC2ULT
-1.150
0.89
0.29
105.85
1.22
0.39
133.00
BASE
-0.953
BASE
-1.223
45
-1.328
45
-1.681
SERVICE
-0.723
SC2ULT
-0.922
0.72
0.78
83.02
0.98
1.00
104.29
BASE
-1.041
BASE
-1.340
46
-0.981
46
-1.246
SERVICE
-0.287
SC2ULT
-0.366
-1.12
0.44
68.76
-1.41
0.58
86.35
Page 4

SERVICE
-2.21
-0.349
SC2ULT
-2.79
-0.444
BASE
-1.549
BASE
-2.002
48
-1.088
48
-1.385
0.15
80.54
0.21
101.14
BASE
-3.079
BASE
-4.017
49
-1.176
49
-1.506
SERVICE
0.208
SC2ULT
0.265
-5.11
2.33
108.34
-6.58
3.06
136.08
BASE
-5.318
BASE
-6.989
50
-1.321
50
-1.699
SERVICE
0.652
SC2ULT
0.830
-11.50
4.17
128.82
-14.75
5.53
161.88
BASE
-5.200
BASE
-6.869
52
-0.828
52
-1.068
SERVICE
0.432
SC2ULT
0.553
-7.82
5.28
93.44
-10.07
6.98
117.48
BASE
-8.746
BASE
-11.588
53
-1.090
53
-1.401
SERVICE
0.279
SC2ULT
0.359
-6.52
9.25
123.85
-8.45
12.26
155.85
BASE
-13.563
BASE
-18.000
54
-1.333
54
-1.699
SERVICE
0.175
SC2ULT
0.225
-5.95
13.21
160.06
-7.72
17.59
201.49
BASE
-16.591
BASE
-22.023
56
-1.324
56
-1.666
SERVICE
-0.226
SC2ULT
-0.288
-0.61
15.90
177.21
-0.74
21.18
223.06
BASE
-14.032
BASE
-18.593
57
-0.947
57
-1.166
SERVICE
-0.416
SC2ULT
-0.534
2.85
13.18
153.17
3.78
17.54
192.70
BASE
-7.137
BASE
-9.417
60
-0.446
60
-0.543
SERVICE
-0.390
SC2ULT
-0.501
3.53
7.02
84.00
4.63
9.29
105.57
BASE
-8.966
BASE
-11.735
61
-0.042
61
-0.021
SERVICE
-0.448
SC2ULT
-0.576
9.62
7.72
114.76
12.46
10.15
144.03
BASE
-9.183
BASE
-11.890
62
0.094
62
0.143
SERVICE
-0.939
SC2ULT
-1.202
6.05
6.32
130.56
7.90
8.24
163.75
BASE
-9.574
BASE
-12.258
64
1.669
64
2.132
SERVICE
0.814
SC2ULT
1.029
-8.78
7.26
171.21
-11.13
9.29
214.72
BASE
-10.526
BASE
65
3.709
65
SERVICE
1.514
SC2ULT
-14.61
8.80
254.86
-18.71
11.25
320.04
Page 5

-13.434
4.702
1.925
BASE
-6.585
BASE
-8.437
67
3.547
67
4.492
SERVICE
1.660
SC2ULT
2.113
-6.45
3.99
211.68
-8.38
5.13
266.31
BASE
-9.007
BASE
-11.678
69
3.517
69
4.442
SERVICE
1.539
SC2ULT
1.963
-6.30
8.55
314.87
-8.34
11.13
396.94
BASE
-16.746
BASE
-21.750
72
-0.962
72
-1.246
SERVICE
0.921
SC2ULT
1.174
-1.51
16.22
449.10
-2.27
21.14
566.65
BASE
-6.319
BASE
-8.206
75
-3.693
75
-4.722
SERVICE
4.706
SC2ULT
5.982
-5.04
-13.37
227.00
-6.53
-16.73
286.56
BASE
-3.501
BASE
-4.480
77
-0.436
77
-0.559
SERVICE
0.085
SC2ULT
0.109
-3.04
-11.04
25.57
-3.85
-14.03
32.30
BASE
-4.651
BASE
-5.958
78
-0.633
78
-0.813
SERVICE
0.086
SC2ULT
0.110
-6.11
14.82
31.26
-7.80
18.84
39.48
BASE
-1.625
BASE
-2.183
79
-5.161
79
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Page 6

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Page 7

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Page 8

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Page 9

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Page 10

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Page 11

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Page 12

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-32.869
1089
-8.629
1089
-11.579
SERVICE
-0.035
SC2ULT
-0.047
BASE
-30.219
BASE
-39.797
1093
6.519
1093
8.906
SERVICE
-0.038
SC2ULT
-0.051
7.05
32.03
3885.39
9.59
42.14
4991.92
BASE
-30.109
1099
-8.913
SERVICE
-0.112
-8.49
31.57
4967.75
Page 13
BASE
-39.683
1099
-11.845
BASE
-9.876
BASE
-12.881
1110
-16.928
1110
-22.414
BASE
7.049
BASE
8.959
1114
-0.712
1114
-0.890
SC2ULT
-0.144

-11.32
41.59
6388.07
SERVICE
0.341
SC2ULT
0.435
-10.39
52.48
667.58
-13.71
68.49
847.82
SERVICE
0.373
SC2ULT
0.474
-0.40
-24.10
108.67
-0.49
-30.54
135.08
8.59
-548.41
1121.98
11.34
-699.30
1428.93
BASE
-29.151
BASE
-37.721
1121
7.551
1121
9.991
SERVICE
0.232
SC2ULT
0.296
BASE
-17.722
BASE
-23.055
1126
-2.905
1126
-3.881
SERVICE
-0.470
SC2ULT
-0.598
-3.92
-291.58
605.73
-5.19
-372.11
772.33
BASE
-12.899
BASE
-16.803
1134
26.723
1134
35.499
SERVICE
1.297
SC2ULT
1.650
13.76
22.17
3881.70
18.15
30.30
4919.93
BASE
-11.279
BASE
-14.783
1136
-8.098
1136
-10.733
SERVICE
-0.454
SC2ULT
-0.585
-10.54
-572.79
1395.73
-13.97
-734.35
1787.92
BASE
-4.106
BASE
-5.381
1172
-0.196
1172
-0.266
SERVICE
0.182
SC2ULT
0.229
-6.47
-198.74
213.66
-8.64
-252.20
268.73
BASE
-0.176
BASE
-0.323
1175
-11.892
1175
-15.797
SERVICE
-2.248
SC2ULT
-2.851
1.43
-1261.74
718.23
2.12
-1599.23
906.66
BASE
-6.365
BASE
-8.715
1213
7.383
1213
9.813
SERVICE
-0.437
SC2ULT
-0.547
5.63
-1366.34
2540.16
7.58
-1738.08
3228.01
SERVICE
0.006
SC2ULT
0.004
13.68
-15.56
334.43
17.92
-18.88
423.89
SERVICE
0.511
SC2ULT
0.651
-7.19
-34.95
169.02
-9.45
-44.16
210.70
SERVICE
0.004
SC2ULT
0.002
18.41
-22.30
376.15
24.15
-27.40
477.10
BASE
5.264
BASE
6.441
BASE
10.043
BASE
12.721
BASE
6.720
BASE
8.258
1274
12.510
1274
16.472
1332
-7.518
1332
-9.874
1477
17.310
1477
22.809
Page 14
BASE
11.051
BASE
14.030
1498
-14.198
1498
-18.722
BASE
7.910
BASE
9.780
1582
20.269
1582
26.725
BASE
13.242
BASE
16.910

SERVICE
-14.71
0.382
SC2ULT
-19.40
0.486
-39.15
177.19
-49.61
221.45
SERVICE
-0.041
SC2ULT
-0.055
21.84
-28.12
392.87
28.67
-34.90
498.54
1616
-17.138
1616
-22.610
SERVICE
0.426
SC2ULT
0.537
-17.45
-48.74
182.74
-23.03
-62.24
228.74
BASE
9.234
BASE
11.494
1697
21.878
1697
28.861
SERVICE
-0.065
SC2ULT
-0.085
23.83
-34.68
407.22
31.30
-43.39
516.81
BASE
15.448
BASE
19.808
1728
-14.212
1728
-18.726
SERVICE
0.266
SC2ULT
0.336
-14.67
-58.16
182.31
-19.35
-74.62
228.07
BASE
10.523
BASE
13.157
1808
20.391
1808
26.887
SERVICE
-0.070
SC2ULT
-0.090
23.12
-40.11
420.67
30.36
-50.37
533.93
BASE
16.459
BASE
21.112
1842
-7.772
1842
-10.180
SERVICE
0.366
SC2ULT
0.458
-7.13
-62.01
179.76
-9.35
-79.59
224.63
BASE
11.334
BASE
14.246
1916
16.755
1916
21.955
SERVICE
-0.191
SC2ULT
-0.244
16.36
-47.46
357.55
21.40
-59.96
453.18
SERVICE
0.413
SC2ULT
0.536
-17.64
689.94
2491.00
-23.42
887.79
3202.27
BASE
3.214
BASE
4.249
1946
-17.712
1946
-23.525
BASE
-5.511
BASE
-6.870
1951
-2.001
1951
-2.627
SERVICE
1.555
SC2ULT
1.984
1.19
2776.05
2369.08
1.51
3545.03
3020.51
BASE
-5.703
BASE
-7.119
1953
1.005
1953
1.334
SERVICE
1.237
SC2ULT
1.574
1.00
2630.44
2340.92
1.35
3359.73
2985.09
BASE
-4.833
BASE
-6.098
1997
-13.209
1997
-17.524
SERVICE
2.363
SC2ULT
2.990
9.74
1936.23
1580.04
13.13
2460.30
2006.12
-16.46
295.22
1025.18
-21.83
376.19
1304.98
BASE
3.431
BASE
2006
-15.971
2006
SERVICE
-0.895
SC2ULT
Page 15

4.483
BASE
10.940
BASE
13.993
BASE
5.262
BASE
7.222
-21.185
2007
-0.894
2007
-1.098
2012
-2.359
2012
-3.058
-1.141
SERVICE
0.140
SC2ULT
0.177
-1.59
-40.93
124.60
-1.99
-52.43
155.64
SERVICE
0.778
SC2ULT
0.990
497.28
353.11
869.53
627.34
444.43
1091.26
BASE
-1.487
BASE
-1.920
2013
-2.494
2013
-3.254
SERVICE
0.865
SC2ULT
1.092
-11.00
-1.82
734.28
-14.37
-2.72
925.68
BASE
7.757
BASE
10.275
2014
-2.168
2014
-2.791
SERVICE
0.439
SC2ULT
0.555
-10.50
-6.40
558.13
-13.50
-8.43
703.53
BASE
7.879
BASE
10.477
2015
-3.042
2015
-3.900
SERVICE
0.574
SC2ULT
0.725
-15.59
-9.12
814.45
-19.94
-12.03
1026.56
BASE
9.790
BASE
13.001
2016
-3.699
2016
-4.708
SERVICE
0.568
SC2ULT
0.719
-19.55
-10.42
977.05
-24.83
-13.79
1231.49
BASE
11.894
BASE
15.791
2017
-4.627
2017
-5.837
SERVICE
0.451
SC2ULT
0.572
-25.08
-12.21
1163.63
-31.61
-16.19
1466.78
BASE
15.642
BASE
20.761
2018
-6.954
2018
-8.668
SERVICE
0.377
SC2ULT
0.481
-36.69
-16.07
1518.14
-45.70
-21.29
1914.24
BASE
14.621
BASE
19.412
2019
-6.143
2019
-7.493
SERVICE
0.078
SC2ULT
0.107
-36.08
-15.51
1449.97
-44.39
-20.53
1829.41
BASE
12.458
BASE
16.538
2020
-4.999
2020
-5.954
SERVICE
0.169
SC2ULT
0.223
-28.04
-11.36
1102.14
-33.75
-15.07
1391.86
SERVICE
-0.338
SC2ULT
-0.417
-26.18
1.22
954.10
-31.10
0.97
1206.08
SERVICE
1.655
SC2ULT
2.103
-424.92
433.81
646.73
-536.32
548.02
806.73
20.22
891.01
470.79
BASE
0.569
BASE
0.785
2021
-4.015
2021
-4.632
BASE
9.436
BASE
12.652
2022
9.701
2022
13.187
BASE
2042
SERVICE
Page 16

6.649
BASE
8.579
-0.433
2042
-0.560
BASE
0.000
BASE
0.000
2053
0.000
2053
0.000
BASE
13.486
BASE
16.849
-4.304
SC2ULT
-5.451
25.60
1128.03
591.87
SERVICE
0.000
SC2ULT
0.000
-23.63
4.03
13765.66
-31.01
5.07
17543.72
2061
18.998
2061
24.856
SERVICE
-0.070
SC2ULT
-0.087
25.12
-53.08
442.71
32.49
-66.39
562.84
BASE
-1.244
BASE
-1.850
2062
38.125
2062
50.227
SERVICE
-0.069
SC2ULT
-0.090
38.82
2.95
1232.77
51.13
4.00
1580.95
BASE
-10.571
BASE
-14.249
2068
-44.584
2068
-58.996
SERVICE
-0.047
SC2ULT
-0.061
-46.37
12.77
4492.08
-61.36
17.07
5777.95
BASE
3.082
BASE
4.609
2081
0.863
2081
1.213
SERVICE
-1.872
SC2ULT
-2.368
-4.69
-9.24
1336.54
-5.18
-14.41
1690.19
BASE
-5.430
BASE
-6.831
2093
53.629
2093
71.143
SERVICE
-1.887
SC2ULT
-2.401
29.87
51.67
5022.68
39.40
65.57
6382.39
BASE
-7.427
BASE
-9.145
2099
1.675
2099
2.062
SERVICE
-2.841
SC2ULT
-3.626
-0.26
67.45
6316.09
-0.44
84.88
8066.33
BASE
-9.259
BASE
-11.503
2108
-0.391
2108
-0.329
SERVICE
-1.904
SC2ULT
-2.432
-0.91
109.65
5422.04
-1.02
138.76
6925.47
BASE
0.000
BASE
0.000
2121
0.000
2121
0.000
SERVICE
0.000
SC2ULT
0.000
-12.42
32.10
18050.70
-15.78
41.36
23018.05
BASE
0.000
BASE
0.000
2129
0.000
2129
0.000
SERVICE
0.000
SC2ULT
0.000
-46.63
11.56
16149.38
-60.66
13.81
20559.94
BASE
-3.583
BASE
-4.075
2141
-0.106
2141
-0.145
SERVICE
-0.020
SC2ULT
-0.026
0.50
40.80
1355.23
0.63
50.02
1708.76
BASE
24.780
BASE
31.974
2149
-12.805
2149
-16.252
SERVICE
-2.141
SC2ULT
-2.709
-32.27
-33.86
2951.80
-40.89
-44.98
3738.90
Page 17

BASE
7.430
BASE
9.088
2153
42.838
2153
56.678
SERVICE
-0.097
SC2ULT
-0.131
44.17
0.29
5040.01
58.45
0.73
6461.46
BASE
5.061
BASE
6.206
2156
-11.857
2156
-16.114
SERVICE
0.966
SC2ULT
1.230
-13.44
1.40
6664.63
-18.17
2.07
8565.88
SERVICE
0.796
SC2ULT
1.017
-28.63
-3.78
2784.98
-37.38
-4.87
3565.91
BASE
10.244
BASE
13.125
2167
-32.456
2167
-42.201
BASE
7.647
BASE
9.751
2169
-1.297
2169
-1.644
SERVICE
0.256
SC2ULT
0.322
1.23
-27.53
86.43
1.66
-35.08
107.68
BASE
4.216
BASE
5.544
2199
2.805
2199
4.034
SERVICE
0.718
SC2ULT
0.916
1.41
-30.79
6914.89
2.07
-39.88
8832.15
BASE
-0.488
BASE
-0.498
2208
1.514
2208
1.753
SERVICE
1.617
SC2ULT
2.063
1.67
-10.41
7035.28
1.93
-13.74
8984.59
BASE
-4.067
BASE
-5.219
2214
60.237
2214
79.945
SERVICE
1.477
SC2ULT
1.883
34.88
-0.98
5052.59
45.85
-0.98
6420.71
BASE
12.015
BASE
15.271
2219
-2.360
2219
-3.020
SERVICE
0.286
SC2ULT
0.359
-2.13
-43.24
147.14
-2.72
-54.85
183.88
BASE
2.937
BASE
3.722
2246
-17.714
2246
-23.531
SERVICE
-0.461
SC2ULT
-0.597
-17.71
-708.63
2538.59
-23.53
-912.04
3263.87
BASE
0.177
BASE
0.167
2252
-15.777
2252
-20.930
SERVICE
0.778
SC2ULT
0.994
-15.39
-302.95
1061.90
-20.41
-386.13
1352.33
BASE
2.220
BASE
2.782
2255
-17.213
2255
-22.854
SERVICE
-3.250
SC2ULT
-4.106
8.34
-1940.62
1533.37
11.52
-2466.11
1947.23
BASE
2.548
BASE
3.236
2261
-1.875
2261
-2.460
SERVICE
-2.560
SC2ULT
-3.260
-3.17
-2791.61
3024.96
-4.14
-3565.43
3861.78
BASE
2.454
2270
0.227
SERVICE
0.229
2.20
-2676.39
3781.65
Page 18
SC2ULT
0.295

3.08
BASE
3.141
2270
0.362
-3418.95
4829.01
BASE
2.248
BASE
3.445
2297
21.548
2297
28.680
SERVICE
0.499
SC2ULT
0.626
22.57
12.47
2274.62
30.03
13.05
2873.51
BASE
0.102
BASE
0.518
2313
-0.638
2313
-0.820
SERVICE
0.026
SC2ULT
0.033
-0.17
28.23
2197.32
-0.22
34.23
2769.98
BASE
-14.775
BASE
-18.158
2322
-15.804
2322
-20.074
SERVICE
0.141
SC2ULT
0.178
-11.71
103.65
4798.86
-14.89
129.10
6077.20
BASE
16.418
BASE
20.397
2330
25.647
2330
33.686
SERVICE
0.105
SC2ULT
0.132
26.15
-58.97
479.26
34.23
-73.26
608.45
BASE
10.933
BASE
13.849
2360
-6.946
2360
-9.103
SERVICE
0.191
SC2ULT
0.244
-6.36
-39.06
142.86
-8.34
-49.41
178.64
BASE
1.412
BASE
1.867
2404
5.642
2404
7.564
SERVICE
0.029
SC2ULT
0.036
-4.60
7.44
1524.26
-4.86
8.88
1925.01
BASE
4.668
BASE
6.010
2424
-1.451
2424
-1.874
SERVICE
-0.003
SC2ULT
-0.003
-1.28
-6.44
1422.57
-1.63
-8.54
1793.54
BASE
15.895
BASE
19.819
2425
27.988
2425
36.895
SERVICE
0.015
SC2ULT
0.020
31.61
-62.73
438.13
41.44
-78.49
557.16
BASE
-41.514
BASE
-52.364
2429
-14.022
2429
-17.803
SERVICE
2.681
SC2ULT
3.393
-38.61
165.59
3083.36
-48.90
208.90
3904.46
BASE
-0.126
BASE
-0.172
2439
-0.689
2439
-0.896
SERVICE
-0.803
SC2ULT
-1.017
489.39
-1.65
485.36
617.19
-2.06
610.84
BASE
-0.563
BASE
-0.770
2440
-1.945
2440
-2.505
SERVICE
-0.887
SC2ULT
-1.122
-2.67
0.66
1072.39
-3.62
0.88
1351.07
BASE
-0.547
BASE
-0.730
2441
-4.651
2441
-5.885
SERVICE
-0.656
SC2ULT
-0.831
-17.25
1.21
1288.73
-21.86
1.58
1623.72
Page 19
BASE
-0.521
BASE
-0.692
2442
-9.143
2442
-11.462

SERVICE
-38.47
-0.989
SC2ULT
-48.19
-1.250
BASE
-0.253
BASE
-0.339
2443
-9.496
2443
-11.772
SERVICE
-0.057
SC2ULT
-0.079
BASE
-1.234
BASE
-1.647
2444
-8.915
2444
-10.948
BASE
1.145
BASE
1.507
2445
-7.977
2445
-9.703
BASE
-0.658
BASE
-0.946
2446
5.375
2446
7.536
1.76
1662.76
2.26
2095.39
-45.36
1.33
1567.83
-56.37
1.69
1976.60
SERVICE
-0.749
SC2ULT
-0.949
-40.44
0.89
1200.19
-49.69
1.16
1514.13
SERVICE
-0.298
SC2ULT
-0.383
-39.32
-15.22
1022.03
-48.05
-19.12
1290.26
SERVICE
0.626
SC2ULT
0.786
-455.74
-463.77
901.22
-574.63
-585.73
1133.50
BASE
7.281
BASE
9.226
2465
-6.588
2465
-8.670
SERVICE
0.161
SC2ULT
0.203
-6.99
-25.73
94.54
-9.21
-32.56
118.37
BASE
1.906
BASE
2.421
2475
0.244
2475
0.329
SERVICE
0.522
SC2ULT
0.658
0.15
-416.58
370.57
0.19
-525.27
467.79
SERVICE
5.398
SC2ULT
6.830
26.00
-985.68
400.15
32.91
-1248.48
507.71
BASE
-9.587
BASE
-12.105
2481
0.260
2481
0.338
BASE
11.595
BASE
14.730
2536
-12.178
2536
-16.045
SERVICE
0.152
SC2ULT
0.192
-11.95
-42.78
139.21
-15.77
-54.36
174.45
BASE
16.148
BASE
20.194
2579
31.646
2579
41.717
SERVICE
0.031
SC2ULT
0.041
35.07
-64.76
436.79
46.02
-81.38
555.68
BASE
17.677
BASE
22.541
2658
-16.678
2658
-21.973
SERVICE
0.079
SC2ULT
0.096
-16.83
-65.57
193.74
-22.19
-83.63
242.86
BASE
16.834
BASE
21.161
2694
32.590
2694
42.961
SERVICE
0.017
SC2ULT
0.022
36.13
-69.04
435.02
47.43
-87.27
553.31
BASE
19.312
BASE
2788
-12.506
2788
SERVICE
0.055
SC2ULT
-12.33
-72.30
191.65
-16.23
-92.49
240.04
Page 20

24.688
-16.440
0.064
BASE
0.164
BASE
0.318
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Page 21

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Page 22

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Page 23
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Page 24

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Page 25

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Page 26

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Page 27

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Page 28
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Page 29
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Page 30

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Page 31

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Page 32

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Page 33

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Page 34

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5065
-0.982
SERVICE
0.082
SC2ULT
0.103
-0.57
6.98
43.64
-0.61
8.83
55.24
BASE
12.221
BASE
16.011
5066
-5.721
5066
-6.867
SERVICE
-0.077
SC2ULT
-0.097
-19.31
-8.68
336.25
-23.06
-11.48
421.40
BASE
10.710
BASE
14.064
5067
-3.106
5067
-3.483
SERVICE
-0.031
SC2ULT
-0.041
1.40
-7.72
311.11
3.51
-10.29
388.78
BASE
-2.278
BASE
-2.651
5068
5.591
5068
7.048
SERVICE
0.552
SC2ULT
0.696
2.92
15.00
433.21
3.74
17.98
541.33
BASE
12.685
BASE
16.403
5092
-1.886
5092
-2.345
SERVICE
-0.268
SC2ULT
-0.333
-2.28
-52.37
340.27
-2.83
-67.58
425.31
SERVICE
0.153
SC2ULT
0.180
38.39
30.23
132.06
48.95
37.56
164.04
SERVICE
0.456
SC2ULT
8.36
9.43
452.04
10.49
11.12
564.81
BASE
5.141
BASE
6.723
BASE
-1.966
BASE
5094
-2.830
5094
-3.314
5096
7.275
5096
Page 35

-2.279
9.139
0.576
BASE
2.718
BASE
3.516
5119
0.745
5119
0.974
SERVICE
0.084
SC2ULT
0.103
-2.59
55.50
45.40
-3.33
68.97
54.72
BASE
7.527
BASE
9.697
5120
-0.137
5120
-0.153
SERVICE
-0.025
SC2ULT
-0.031
-3.35
-28.89
202.23
-4.21
-37.14
252.77
BASE
3.708
BASE
4.816
5122
-0.370
5122
-0.449
SERVICE
-0.034
SC2ULT
-0.043
2.31
-10.08
85.81
2.94
-13.06
107.39
SERVICE
-0.299
SC2ULT
-0.378
499.14
4.69
1511.77
624.17
5.37
1889.89
BASE
-0.163
BASE
-0.050
5124
62.553
5124
78.290
BASE
2.747
BASE
3.491
5125
126.657
5125
158.461
SERVICE
-0.599
SC2ULT
-0.756
600.31
-3.91
1096.77
750.67
-4.91
1369.63
BASE
3.057
BASE
3.867
5126
94.979
5126
118.820
SERVICE
-0.707
SC2ULT
-0.889
440.07
-3.00
950.13
550.26
-3.80
1186.27
BASE
8.963
BASE
11.270
5127
127.878
5127
159.975
SERVICE
-0.937
SC2ULT
-1.177
635.48
-10.36
1488.78
794.61
-13.00
1858.65
BASE
6.647
BASE
8.360
5128
106.415
5128
133.113
SERVICE
-3.853
SC2ULT
-4.816
-252.11
-2.89
211.24
-314.15
-3.64
261.08
BASE
15.802
BASE
20.710
5137
16.030
5137
20.445
SERVICE
-0.267
SC2ULT
-0.336
430.85
-17.26
1178.20
548.69
-22.61
1497.64
BASE
40.120
BASE
52.832
5138
26.837
5138
34.337
SERVICE
-0.324
SC2ULT
-0.404
117.52
-25.69
1584.60
149.91
-33.76
2014.95
SERVICE
-0.191
SC2ULT
-0.236
-357.48
-13.90
450.50
-454.43
-18.49
570.66
SERVICE
0.145
SC2ULT
0.184
-28.71
-39.21
2253.47
-37.78
-51.84
2873.07
49.88
-74.94
194.58
BASE
3.810
BASE
4.985
5139
8.932
5139
11.486
BASE
40.332
BASE
53.240
5144
-27.344
5144
-36.004
BASE
5147
SERVICE
Page 36

2.517
BASE
3.263
-2.241
5147
-2.972
BASE
1.032
BASE
1.325
5148
0.803
5148
1.019
BASE
1.723
BASE
2.203
-0.072
SC2ULT
-0.097
62.46
-94.14
245.01
SERVICE
0.011
SC2ULT
0.013
16.25
-0.04
338.23
20.44
-0.06
422.69
5149
-1.928
5149
-2.265
SERVICE
-0.029
SC2ULT
-0.037
13.39
-1.43
510.24
17.22
-1.81
637.78
BASE
4.854
BASE
6.249
5150
-2.830
5150
-3.462
SERVICE
0.015
SC2ULT
0.026
-79.87
-101.70
418.20
-99.71
-127.89
524.63
BASE
2.649
BASE
3.438
5152
-1.896
5152
-2.366
SERVICE
0.072
SC2ULT
0.090
0.17
-8.95
69.82
0.23
-11.53
87.62
BASE
0.578
BASE
0.748
5158
-0.116
5158
-0.144
SERVICE
-0.427
SC2ULT
-0.533
-2.63
-45.51
51.86
-3.30
-57.54
66.50
SERVICE
1.678
SC2ULT
2.102
22.47
-210.52
84.69
28.09
-263.32
107.37
0.00
0.01
671057.33
0.00
0.01
852869.79
BASE
-0.213
BASE
-0.239
5179
3.139
5179
3.929
Summation
0, 0, Base
7820157.962 -35774765.2
Summation
0, 0, Base
9935247.240 -45420545.5
SERVICE
5.937
SC2ULT
7.477
Page 37
DRIFT & SWAY CHECK
145.6 MM
ALLOWABLE SWAY = (H/500)
145.6 MM
ALLOWABLE SWAY = (H/500)
BUILDING SAFE IN SWAY
WY
LOAD CASE AT WHICH THE VALUE IS MAX
( S )
BUILDING SAFE IN DRIFT
MAXIMUM DRIFT SHOULD NOT EXCEED

0.025
STORY HEIGHT
TIME PERIOD ( T )
VALUE OF ( M ) = 0.7*R*S
OVERSTRENGHTH FACTOR-( R )
(FROM E-TABS RESULTS)
MAXIMUM DRIFT
CHECK IN Y-DIRECTION
BUILDING SAFE IN DRIFT
MAXIMUM DRIFT SHOULD NOT EXCEED

0.025
STORY HEIGHT
MAXIMUM DISPLACEMENT AT TOP

0.002951 M
2.951 MM
TIME PERIOD ( T )
VALUE OF ( M ) = 0.7*R*S
OVERSTRENGHTH FACTOR-( R )
MAXIMUM DRIFT
( S )
CHECK IN Y-DIRECTION
BUILDING SAFE IN SWAY
WX
0.001798 M
1.798 MM
MAXIMUM DISPLACEMENT AT TOP

CHECK IN X-DIRECTION
87.5 MM
1.196299 SEC
5.6595 MM
5.5
EQY
1.47 MM
0.00147 M
87.5 MM
1.196299 SEC
5.21675 MM
5.5
EQX
0.001355 M
1.355 MM
72.8 M
3.8 M
HEIGHT OF BUILDING (H)

STORY HEIGHT
CHECK IN X-DIRECTION
HEIGHT OF BUILDING
72.8 M
DRIFT CHECK FOR BUILDING (FOR SEISMIC FORCE)
SWAY CHECK FOR BUILDING (FOR WIND FORCE)
RESPONSE SPECTRUM SCALE

FACTOR
RESPONSESPECTRUMSCALEFACTORCALCULATIONS
SCALEFACTOR=
STATICFACTOR(EQX)
DYNAMICFACTOR(SPEC)
SPECX=
EQX
SPECX
9.81
SPECY=
EQY
SPECY
9.81
INPUT:
EQX=
EQY=
SPECX=
SPECY=
9.81
3,503.15
3,503.10
91,622.31
84,157.59
DIRECTIONU1SCALEFACTOR=
0.375
DIRECTIONU2SCALEFACTOR=
0.408
preliminaryscalefactorusedduringmodelling
RAFT FOUNDATION SOIL

PRESSURE DIAGRAM
SAFE
130.
195.
260.
SAFE v8.0.8 - File: RAFT200wDiffThick - June 6,2015 10:10 - Scale: Fit to Page
Soil Pressure Diagram - (SERVICE) - KN-m Units
325.
390.
455.
520.
585.
RAFT FOUNDATION SOIL PRESSURE
650.
FLAT SLABS Cracked

Deformed Shapes
SAFE
-19.2
-16.8
-14.4
-12.0
-9.6
SAFE v8.0.8 - File: B2 axis1-13 - June 3,2015 11:56 - Scale: Fit to Page
Cracked Deformed Shape (SERV) - KN-m Units
-7.2
-4.8
-2.4
0.0
E-3
SAFE
-20.8
-18.2
-15.6
-13.0
-10.4
-7.8
-5.2
-2.6
0.0
E-3
SAFE
-19.2
-16.8
-14.4
-12.0
-9.6
-7.2
-4.8
-2.4
0.0
E-3
SAFE
-20.8
-18.2
-15.6
-13.0
-10.4
-7.8
-5.2
-2.6
0.0
E-3
SAFE
-20.0
-17.5
-15.0
-12.5
-10.0
SAFE v8.0.8 - File: GF axis1-13 - June 3,2015 12:54 - Scale: Fit to Page
-7.5
-5.0
-2.5
0.0
E-3
SAFE
-19.2
-16.8
-14.4
SAFE v8.0.8 - File: GF axis14-24 - June 3,2015 16:09 - Scale: Fit to Page
-12.0
-9.6
-7.2
-4.8
-2.4
0.0
E-3
SAFE
-36.0
-31.5
-27.0
-22.5
-18.0
SAFE v8.0.8 - File: 2F PODIUM - June 4,2015 15:05 - Scale: Fit to Page
-13.5
-9.0
-4.5
0.0
E-3
SAFE
-24.5
-21.0
-17.5
SAFE v8.0.8 - File: 2F - June 4,2015 15:08 - Scale: Fit to Page

-14.0
-10.5
-7.0
-3.5
0.0
3.5
E-3
SAFE
-24.5
-21.0
-17.5
-14.0
SAFE v8.0.8 - File: 3F - June 4,2015 15:15 - Scale: Fit to Page

-10.5
-7.0
-3.5
0.0
3.5
E-3
SAFE
-28.0
-24.0
-20.0
-16.0
SAFE v8.0.8 - File: 4-12 - June 4,2015 15:17 - Scale: Fit to Page
-12.0
-8.0
-4.0
0.0
4.0
E-3
SAFE
-28.0
-24.5
-21.0
SAFE v8.0.8 - File: 13 - June 4,2015 15:20 - Scale: Fit to Page

-17.5
-14.0
-10.5
-7.0
-3.5
0.0
E-3
SAFE
-28.0
-24.5
-21.0
-17.5
SAFE v8.0.8 - File: RD - June 4,2015 16:15 - Scale: Fit to Page

-14.0
-10.5
-7.0
-3.5
0.0
E-3
SAFE
-32.0
-28.0
-24.0
-20.0
SAFE v8.0.8 - File: TORD - June 4,2015 16:20 - Scale: Fit to Page
-16.0
-12.0
-8.0
-4.0
0.0
E-3
DESIGN OF BEAMS
Job Number
Sheet
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Checked by
Continuous Beam: B1&B2
Date
(Code of Practice : BS8110 - 1997)
11/6/2014 10:15:48 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
Downward/Optimized redistr.
Cover to centre top steel(mm)
40
Cover to centre bot.steel(mm)
40
Dead Load Factor
1.4
Live Load Factor
1.6
Density of concrete (kN/m3)
24
% Live load permanent
25
(Creep coefficient)
Ecs (Free shrinkage strain)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
350
700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
4.9
8.45
3.9
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
44.26
16
44.26
16
44.26
16
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
700
350
Beam Elevation
1
Live
Dead+
Own W
16.00
50.14
SPAN 1
SPAN 2
SPAN 3
1000
13.0
12.5
13.0
12.5
12.0
11.5
13.0
12.5
12.0
11.5
13.0
12.5
12.0
11.5
SHEAR: X-X
12.0
Bending Steel: X-X

11.0
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
Checked by
11.5
MOMENTS: X-X
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
Long-term Deflections (All spans loaded - using entered reinforcement)
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
Elastic Deflections (Alternate spans loaded)
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
Shear Steel: X-X
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
Calcs by
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500

3.00
2.50
2.00
1.50
1.00
500
1.00
1.00
.500
Job Number
Job Title
Sheet
Client
Date
Deflection, Shear, Moment and Steel diagrams. Spans 1,2

Def max = 5.531mm @ 9.13m
2.00
3.00
4.00
5.00
Def max = 17.48mm @ 9.13m
5.00
10.0
15.0
400
V max = 407.4kN @ 4.90m
200
-200
-400
-400
M max = -447.5kNm @ 4.90m
-200
200
400
.800
Asv max = .8249mm/mm @ 6.15m
.600
.400
.200
-2000
As max = -2105mm2 @ 4.90m
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Deflection, Shear, Moment and Steel diagrams. Span 3

Elastic Deflections
Def(Alternate
max = -.6373mm
spans loaded)
@ 14.6m
-.600
-.500
-.400
-.300
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-.100
13.5
-.200
SHEAR: X-X
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
Long-term Deflections
Def max
(All= spans
-1.768mm
loaded
@ 14.6m
- using entered reinforcement)
-1.80
-1.60
-1.40
-1.20
-1.00
-.800
-.600
-.400
-.200
V max = -402.1kN @ 13.3m
300
200
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-100
13.5
100
-200
-300
-400
MOMENTS: X-X M max = -425.2kNm @ 13.3m

-400
-300
.400
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-100
13.5
-200
Shear Steel:Asv
X-Xmax = .3889mm/mm @ 13.3m
.300
.200
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
.100
Bending Steel: X-X

As max = -1987mm2 @ 13.3m
-2000
-1500
-1000
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
-500
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
(1-5) 1
Beam type
(m) 12
Maximum bar length

TOP: Minimum bar diameter
(mm) 16
Maximum bar diameter
(mm) 25
BOTTOM: Minimum bar diameter
(mm) 16
(mm) 25
STIRRUP: Minimum diameter
(mm) 8
Maximum diameter
(mm) 8
Stirrup shape code
60
First bar mark - top
First bar mark - mid.[optional]

First bar mark - bot.[optional]
Cover to stirrups - top
(mm) 30
Cover to stirrups - bot
(mm) 30
Cover to stirrups - sides
(mm) 25
100
Minimum stirrups as % of nominal

Loose method of detailing
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
Bending schedule scale

Number bars from left to right
(Y/N) Y
Middle bar diameter
(mm) Auto
Padds
Target
Bars
Mark
SC
Span
Offset
Length
Hook
Layer
4Y16
34
0.025
3.535
4Y16
34
0.025
5.075
4Y20
20
-2.200
3.600
3Y20
20
-1.200
2.300
4Y16
20
-0.200
8.850
4Y16
20
0.390
10.110
3Y20
20
1.700
4.800
1Y16
20
3.100
2.300
4Y20
20
-1.100
2.650
4Y16
34
-0.200
4.075
4Y16
34
1.140
2.735
Top
Offset
Top
Flange
Stirrup
Number
Section
Number
Bar Type +
Diameter
Mark
Shape
Code
Y8
SA1
60
Y8
SA2
60
Stirrup
Number
Spacing
Span
Offset
Length
(m)
450
0.20
4.50
200
0.20
1.60
450
2.12
4.50
200
6.95
1.30
450
0.20
3.50
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Section positions
Label
Span
Offset(m)
2.7
0.3
4.4
0.3
2.1
File name
CB.PAD
First span
Last span
Draw grid lines?(Y/N)
Draw columns?(Y/N)
Number/Letter of first grid
Number (U)p or (D)own
Drawing size?(A4 or A5)
A5
Height (normal text)
mm 2
Height (title text)
mm 2.5
Height (sec. bar mark)
mm 1.8
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Main and Shear Reinforcing diagrams. Spans 1,2

SPAN 1 - 4.900
4Y16-A
SPAN 2 - 8.450
4Y16-F
3Y20-D
4Y20-C
4Y16-E
3Y20-G
1Y16-H
4Y16-B
SPAN 1 - 4.900
11-SA-450
SPAN 2 - 8.450
9-SA-200
11-SA-450
8-SA-200
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Main and Shear Reinforcing diagrams. Span 3

SPAN 3 - 3.900
4Y16-K
4Y20-I
4Y16-J
SPAN 3 - 3.900
9-SA-450
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Continuous Beam: B3&B4
Date
11/6/2014 10:17:55 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
600
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
4.7
8.96
7.15
8.6
3.8
Sup
No.
Code
C,F
D(mm)
Span
Wleft
(kN/m)
55.3
55.3
55.3
55.3
55.3
19.75
19.75
19.75
19.75
19.75
M left
(kNm)
M right
(kNm)
Span
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
600
400
Beam Elevation
1
Live
Dead+
Own W
SPAN 1
SPAN 2
SPAN 3
SPAN 4
SPAN 5
19.75
61.06
4.700
8.960
7.150
8.600
3.800
1000
2000
3000
13.5
13.0
12.5
Bending Steel: X-X
13.5
13.0
12.5
12.0
13.5
13.0
12.5
12.0
MOMENTS: X-X
12.0
13.5
13.0
12.5
12.0
SHEAR: X-X
11.5
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
Checked by
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
Shear Steel: X-X
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
Calcs by
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500

3.00
2.50
2.00
1.50
.200
1.00
200
.500
200
.500
5.00
500
2.00
.500
Job Number
Job Title
Sheet
Client
Date

Def max = 12.47mm @ 9.18m
4.00
6.00
8.00
10.0
12.0
Def max = 24.45mm @ 9.18m
10.0
15.0
20.0
V max = 531.0kN @ 4.70m
400
-200
-400
-600
M max = 606.3kNm @ 9.18m
-400
-200
400
600
1.40
Asv max = 1.460mm/mm @ 5.70m
1.20
1.00
.800
.600
.400
-3000
As max = 3724 mm2 @ 9.18m
-2000
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

Def max = -2.424mm @ 15.9m
-2.00
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-1.00
1.00
Long-term Deflections (All spans loaded - using entered

Defreinforcement)
max = -2.027mm @ 14.9m
-2.00
-1.50
-1.00
SHEAR: X-X
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-.500
V max = -524.6kN @ 13.7m
400
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
200
-200
-400
MOMENTS: X-X
M max = -597.9kNm @ 13.7m
-600
-400
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
-200
200
Shear Steel: X-X
Asv max = .7210mm/mm @ 19.7m
.700
.600
.500
.400
.300
Bending Steel: X-X
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
.100
14.0
.200
As max = -3656mm2 @ 13.7m
-3000
1000
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
-1000
14.0
-2000
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
Def max = 10.65mm @ 25.1m

25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
2.00
21.0
4.00
6.00
8.00
10.0
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
Def max = 22.02mm @ 25.1m

27.0
26.5
26.0
25.5
25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
5.00
10.0
15.0
20.0
SHEAR: X-X
V max = -510.8kN @ 29.4m
400
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
200
-200
-400
MOMENTS: X-X
M max = 574.3kNm @ 25.1m
-400
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
200
21.0
-200
400
Shear Steel: X-X
Asv max = 1.450mm/mm @ 28.4m
1.40
1.20
1.00
.800
.600
Bending Steel: X-X
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
.200
21.0
.400
As max = 3471 mm2 @ 25.1m
-3000
-2000
2000
3000
33.0
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
24.5
24.0
23.5
23.0
22.5
22.0
21.5
1000
21.0
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
(1-5) 1
Beam type
(m) 12
Maximum bar length

(mm) 20
(mm) 25
(mm) 20
(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100

(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto

(Y/N) Y
Middle bar diameter
(mm) Auto
Padds
Target
Bars
Mark
SC
Span
Offset
Length
Hook
Layer
4Y20
34
0.025
4.925
4Y20
34
0.025
6.275
5Y25
20
-2.000
3.350
4Y20
20
-0.250
9.460
4Y20
20
0.300
8.130
4Y25
20
1.700
5.600
2Y20
20
3.200
2.700
4Y20
20
-1.660
7.685
5Y25
20
-1.350
3.490
4Y20
20
-0.250
7.650
1Y20
20
2.440
2.235
4Y25
20
-2.210
3.800
3Y25
20
-1.350
2.700
4Y20
20
-0.250
9.100
4Y20
20
0.550
10.240
4Y20
20
1.590
5.300
2Y25
20
2.390
3.700
4Y25
20
-1.350
2.940
4Y20
34
-0.250
4.025
4Y20
34
1.050
2.725
Top
Offset
Top
Flange
Stirrup
Number
Section
Number
Bar Type +
Diameter
Mark
Shape
Code
Y10
SA1
60
Y10
SA2
60
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Stirrup
Number
Spacing
Span
Offset
Length
(m)
400
0.20
4.30
200
0.20
1.80
400
2.30
4.80
200
7.40
1.36
400
0.20
6.75
200
0.20
1.60
400
2.10
4.40
200
6.80
1.60
400
0.20
3.20
Section positions
Label
Span
Offset(m)
2.6
0.3
4.7
0.3
3.8
0.3
4.5
0.3
2.1
File name
CB.PAD
First span
Last span
Draw columns?(Y/N)
A5
mm 2
Height (title text)
mm 2.5
mm 1.8
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 4.700
SPAN 2 - 8.960
4Y20-B
4Y20-E
5Y25-C
4Y20-D
4Y25-F
2Y20-G
4Y20-A
SPAN 1 - 4.700
12-SA-400
SPAN 2 - 8.960
10-SA-200
13-SA-400
8-SA-200
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 3 - 7.150
5Y25-I
SPAN 4 - 8.600
4Y20-O
3Y25-M
4Y25-L
4Y20-H
4Y20-N
4Y20-P
2Y25-Q
4Y20-J
1Y20-K
SPAN 3 - 7.150
18-SA-400
SPAN 4 - 8.600
9-SA-200
12-SA-400
9-SA-200
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 5 - 3.800
4Y20-T
4Y25-R
4Y20-S
SPAN 5 - 3.800
9-SA-400
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Continuous Beam: BEAM, B5
Date
11/6/2014 10:19:39 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
600
600
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
7.55
6.45
Sup
No.
Code
C,F
D(mm)
Span
Wleft
(kN/m)
120.75
120.75
37.5
37.5
M left
(kNm)
M right
(kNm)
Span
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
600
600
Beam Elevation
1
Live
Dead+
Own W
37.50
129.39
SPAN 1
SPAN 2
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
Def max = 12.76mm @ 3.50m

4.00
3.00
2.00
2.00
1.00
4.00
6.00
8.00
10.0
12.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
Def max = 19.78mm @ 3.25m

7.00
6.00
5.00
4.00
3.00
2.00
1.00
5.00
10.0
15.0
20 0
SHEAR: X-X
V max = -1090kN @ 7.55m
1000
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
500
-500
-1000
MOMENTS: X-X
M max = -1354kNm @ 7.55m
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
-500
1.00
-1000
500
1000
Shear Steel: X-X
Asv max = 2.980mm/mm @ 6.53m
3.00
2.50
2.00
1.50
Bending Steel: X-X
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
.500
1.00
1.00
As max = -8313mm2 @ 7.55m
-8000
-6000
2000
4000
6000
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
-2000
1.00
-4000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
(1-5) 1
Beam type
(m) 12
Maximum bar length

(mm) 25
(mm) 25
(mm) 25
(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100

(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto

(Y/N) Y
Middle bar diameter
(mm) Auto
Padds
Target
Bars
Mark
SC
Span
Offset
Length
Hook
Layer
6Y25
34
0.025
7.825
6Y25
34
0.025
9.875
9Y25
20
0.400
5.200
11Y25
20
-1.350
2.900
6Y25
34
-0.300
6.725
6Y25
34
0.938
5.487
4Y25
20
2.150
3.400
Top
Offset
Top
Flange
Stirrup
Number
Section
Number
Bar Type +
Diameter
Mark
Shape
Code
Y10
SA1
60
Y10
SA2
60
Y10
SA3
60
Stirrup
Number
Spacing
Span
Offset
Length
(m)
400
0.20
4.80
150
5.28
2.07
200
0.20
1.80
400
2.30
3.95
Section positions
Label
Span
Offset(m)
4.0
0.3
3.4
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B3B4.PAD
First span
Last span
Draw columns?(Y/N)
A5
mm 2
Height (title text)
mm 2.5
mm 1.8
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 7.550
SPAN 2 - 6.450
11Y25-D
6Y25-B
9Y25-C
6Y25-F
6Y25-A
6Y25-E
SPAN 1 - 7.550
4Y25-G
SPAN 2 - 6.450
13-SA-400
10-SA-200
15-SA-150
11-SA-400
Job Number
Sheet
Job Title
Client
Calcs by
Continuous Beam: B7
Checked by
Date
11/6/2014 10:20:21 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
800
800
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
131
72.7
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
800
800
Beam Elevation
1
Live
Dead+
Own W
72.70
146.36
SPAN 1
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 12.68mm @ 4.00m

2.50
2.00
1.50
1.00
2.00
.500
4.00
6.00
8.00
10.0
12.0
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
Def max = 22.37mm @ 4.00m

4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
5.00
10.0
15.0
20.0
SHEAR: X-X
V max = 1285 kN @ 0.00m
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
500
.500
1000
-500
-1000
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 2570 kNm @ 4.00m

1.00
.500
MOMENTS: X-X
500
1000
1500
2000
2500
Shear Steel: X-X
Asv max = 1.377mm/mm @ 1.25m
1.40
1.20
1.00
.800
.600
4000
6000
8000
10E3
12E3
8.00
7.50
7.00
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
As max = 12065mm2 @ 4.00m

1.50
1.00
2000
.500
Bending Steel: X-X
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.200
500
.400
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 25
(mm) 32
BOTTOM: Minimum bar diameter (mm) 25

(mm) 32
(mm) 12
Maximum diameter
(mm) 12
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
8Y25
35
0.025
7.950
2Y20
35
0.025
7.950
M1
2Y20
35
0.025
7.950
M2
8Y32
35
0.025
7.950
7Y32
20
1.000
5.900
Stirrup
Section Bar Type +
Mark
Number Number Diameter
Shape
Code
Top
Offset
Top
Flange
Y12
SA1
60
Y12
SA2
60
Y12
SA3
60
Y12
SA4
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
7.60
550
Section positions
Label
Span
Offset(m)
4.2
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B3B4.PAD
First span
Last span
Draw columns?(Y/N)
Number/Letter of first grid A

A5
mm 2
Height (title text)
mm 2.5
Height (sec. bar mark) mm 1.8
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 1 - 8.000
8Y25-A
2Y20-C
2Y20-B
8Y32-D
7Y32-E
SPAN 1 - 8.000
15-SA-550
Date
Job Number
Sheet
Job Title
Client
Calcs by
Continuous Beam: B8
Checked by
Date
11/6/2014 10:21:05 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
600
800
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
127
39.4
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
800
600
Beam Elevation
1
Live
Dead+
Own W
39.40
138.52
SPAN 1
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 13.73mm @ 4.00m

2.50
2.00
1.50
1.00
2.00
.500
4.00
6.00
8.00
10.0
12.0
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
Def max = 25.60mm @ 4.00m

4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500

5.00
10.0
15.0
20.0
25.0
SHEAR: X-X
V max = -1028kN @ 8.00m
1000
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
500
-500
-1000
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 2056 kNm @ 4.00m

1.00
.500
MOMENTS: X-X
500
1000
1500
2000
1.20
Shear Steel: X-X
Asv max = 1.160mm/mm @ 6.75m
1.00
.800
.600
2000
4000
6000
8000
8.00
7.50
7.00
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
As max = 9544 mm2 @ 4.00m

1.50
1.00
.500
Bending Steel: X-X
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.200
500
.400
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
(1-5) 1
Beam type
(m) 12
Maximum bar length

(mm) 20
(mm) 32
(mm) 20
(mm) 32
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100

(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto

(Y/N) Y
Middle bar diameter
(mm) Auto
Padds
Target
Bars
Mark
SC
Span
Offset
Length
Hook
Layer
6Y20
35
0.025
7.950
2Y20
35
0.025
7.950
M1
2Y20
35
0.025
7.950
M2
6Y32
35
0.025
7.950
6Y32
20
0.800
6.100
Top
Offset
Top
Flange
Stirrup
Number
Section
Number
Bar Type +
Diameter
Mark
Shape
Code
Y10
SA1
60
Y10
SA2
60
Y10
SA3
60
Stirrup
Number
Spacing
Span
Offset
Length
(m)
400
0.20
1.60
550
2.28
4.40
400
7.15
0.65
Section positions
Label
Span
Offset(m)
4.2
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B8.PAD
First span
Last span
Draw columns?(Y/N)
A5
mm 2
Height (title text)
mm 2.5
mm 1.8
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.000
6Y20-A
2Y20-C
2Y20-B
6Y32-D
6Y32-E
SPAN 1 - 8.000
5-SA-400
9-SA-550
3-SA-400
Job Number
Sheet
Job Title
Client
Calcs by
Continuous Beam: B9
Checked by
Date
11/6/2014 10:23:33 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
600
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
2.9
7.15
3.1
Sup
No.
Code
C,F
D(mm)
Span
Wleft
(kN/m)
58.45
58.45
58.45
58.45
12.5
12.5
12.5
12.5
M left
(kNm)
M right
(kNm)
Span
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
600
400
Beam Elevation
1
Live
Dead+
Own W
12.50
64.21
SPAN 1
SPAN 2
SPAN 3
SPAN 4
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
Def max = 11.38mm @ 7.40m

3.50
3.00
2.50
2.00
1.50
1.00
2.00
.500
4.00
6.00
8.00
10.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
Def max = 24.82mm @ 7.40m

5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
5.00
.500
10.0
15.0
20.0
25 0
SHEAR: X-X
V max = 501.5kN @ 2.90m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
200
.500
400
-200
-400
-600
MOMENTS: X-X
M max = 583.0kNm @ 7.40m
-400
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
200
.500
-200
400
Shear Steel: X-X
Asv max = 1.389mm/mm @ 4.15m
1.40
1.20
1.00
.800
.600
Bending Steel: X-X
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.200
500
.400
As max = 3539 mm2 @ 7.40m
-3000
-2000
2000
3000
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
1000
.500
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
Def max = 10.71mm @ 22.2m

15.5
15.0
14.5
14.0
13.5
13.0
12.5
2.00

12.0
-2.00
4.00
6.00
8.00
10.0
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
Def max = 20.00mm @ 22.2m

17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
5.00
10.0
15.0
20 0
SHEAR: X-X
V max = -496.1kN @ 11.9m
400
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
200
-200
-400
-600
MOMENTS: X-X
M max = -575.2kNm @ 11.9m
-400
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
-200
200
Shear Steel: X-X
Asv max = .7511mm/mm @ 12.9m
.700
.600
.500
.400
.300
Bending Steel: X-X
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
.100
12.0
.200
As max = -3478mm2 @ 11.9m
-3000
1000
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
-1000
12.0
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 32

(mm) 32
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
4Y20
34
0.025
1.875
4Y20
34
0.025
3.125
4Y25
20
0.900
3.600
3Y25
20
-1.350
2.700
4Y20
20
-0.250
9.500
4Y20
20
0.300
8.150
3Y25
20
1.700
5.700
1Y32
20
2.700
3.700
2Y32
20
-1.700
3.400
4Y25
20
-1.700
3.900
4Y20
34
-0.250
10.475
4Y20
20
1.050
4.725
1Y25
20
2.475
2.725
4Y32
20
-2.450
4.300
4Y20
34
0.800
2.275
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y10
SA1
60
Y10
SA2
60
Stirrup
Number Spacing Span
Offset
Length
(m)
400
0.20
2.40
200
0.20
1.60
400
2.10
5.20
200
7.60
1.20
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Stirrup
Number Spacing Span
Offset
Length
(m)
400
0.20
6.75
400
0.20
2.70
Section positions
Label
Span
Offset(m)
1.6
0.3
4.7
0.3
3.8
0.3
1.8
File name
B8.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 2.900
4Y20-A
SPAN 2 - 9.000
4Y20-F
3Y25-D
4Y25-C
4Y20-E
3Y25-G
1Y32-H
4Y20-B
SPAN 1 - 2.900
7-SA-400
SPAN 2 - 9.000
9-SA-200
14-SA-400
7-SA-200
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 3 - 7.150
2Y32-I
4Y25-J
SPAN 4 - 3.100
4Y20-L
4Y32-N
1Y25-M
4Y20-O
4Y20-K
SPAN 3 - 7.150
SPAN 4 - 3.100
18-SA-400
8-SA-400
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Continuous Beam: B11
Date
11/6/2014 10:27:03 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
300
700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.1
8.4
8.3
Sup
No.
Code
C,F
D(mm)
Span
Wleft
(kN/m)
33
33
33
33
7.05
7.05
7.05
7.05
M left
(kNm)
M right
(kNm)
Span
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
700
300
Beam Elevation
SPAN 1
1
Live
Dead+
Own W
SPAN 2
SPAN 3
SPAN 4
7.05
38.04
8.100
8.000
8.400
8.300
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 5.903mm @ 3.75m

2.50
2.00
1.50
1.00
1.00
.500
2.00
3.00
4.00
5.00
SHEAR: X-X
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
Def max = 18.49mm @ 3.50m

4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500

2.00
4.00
6.00
8.00
10.0
12.0
14.0
16.0
18.0
V max = -310.9kN @ 8.10m
200
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
-100
.500
100
-200
-300
MOMENTS: X-X
M max = -401.1kNm @ 8.10m
-400
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
-200
200
Shear Steel: X-X
Asv max = .5598mm/mm @ 6.80m
.500
.400
.300
Bending Steel: X-X
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.100
500
.200
As max = -1899mm2 @ 8.10m
-1500
500
1000
1500
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
-500
.500
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

Def max = 2.018mm @ 12.3m
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
8.50
-.500
.500
1.00
1.50
2 00
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
Def max = 5.382mm @ 12.3m

12.0
11.5
11.0
10.5
10.0
9.50
9.00
1.00
8.50
2.00
3.00
4.00
5.00
SHEAR: X-X
V max = -310.9kN @ 8.10m
200
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
-100
8.50
100
-200
-300
MOMENTS: X-X
M max = -401.1kNm @ 8.10m
-400
-300
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
-100
8.50
-200
100
200
Shear Steel: X-X
Asv max = .3530mm/mm @ 9.35m
.350
.300
.250
.200
.150
Bending Steel: X-X
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
.050
8.50
.100
As max = -1899mm2 @ 8.10m
-1500
500
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
-500
8.50
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
20.0
19.5
19.0
Def max = 2.846mm @ 20.1m

18.5
18.0
17.5
17.0
.500
16.5
1.00
1.50
2.00
2.50
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
Def max = 8.334mm @ 20.1m

20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
2.00
4.00
6.00
8.00
SHEAR: X-X
V max = -276.8kN @ 24.3m
200
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
-100
16.5
100
-200
MOMENTS: X-X
M max = -379.3kNm @ 24.3m
-300
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
-100
16.5
-200
100
200
Shear Steel: X-X
Asv max = .4001mm/mm @ 23.1m
.400
.300
.200
Bending Steel: X-X
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
16.5
.100
As max = -1782mm2 @ 24.3m
-1500
500
1000
24.5
24.0
23.5
23.0
22.5
22.0
21.5
21.0
20.5
20.0
19.5
19.0
18.5
18.0
17.5
17.0
-500
16.5
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
Def max = 6.311mm @ 29.1m

27.0
26.5
26.0
25.5
1.00
25.0
2.00
3.00
4.00
5.00
6.00
SHEAR: X-X
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
Def max = 18.86mm @ 29.1m

28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0

2.00
4.00
6.00
8.00
10.0
12.0
14.0
16.0
18.0
V max = 320.3kN @ 24.5m
300
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
100
25.0
200
-100
-200
MOMENTS: X-X
M max = -435.9kNm @ 24.5m
-400
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
-200
200
Shear Steel: X-X
Asv max = .5675mm/mm @ 25.8m
.500
.400
.300
Bending Steel: X-X
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
.100
25.0
.200
As max = -2090mm2 @ 24.5m
-2000
1000
32.5
32.0
31.5
31.0
30.5
30.0
29.5
29.0
28.5
28.0
27.5
27.0
26.5
26.0
25.5
25.0
-1000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 25

(mm) 25
(mm) 8
Maximum diameter
(mm) 8
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
2Y20
34
0.025
7.225
2Y20
34
0.025
8.325
2Y20
20
0.200
5.900
1Y25
20
1.400
4.000
2Y25
20
-1.900
4.200
2Y25
20
-1.350
2.700
2Y20
20
-0.250
8.500
2Y20
20
1.300
6.150
1Y25
20
2.300
3.800
2Y25
20
-1.600
3.100
1Y25
20
-1.350
2.700
2Y20
20
-0.250
8.900
2Y20
20
0.550
10.050
2Y20
20
1.800
4.200
3Y25
20
-2.000
3.600
2Y20
34
-0.250
8.525
2Y20
34
1.050
7.225
2Y25
20
1.800
6.000
1Y20
20
3.600
2.600
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
SA
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
5.70
300
Y8
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Stirrup
Number Spacing Span
Offset
Length
(m)
150
6.12
1.65
250
0.20
1.25
300
1.72
6.00
250
0.20
1.50
300
1.97
4.50
250
6.75
1.25
150
0.20
1.80
300
2.22
5.70
Section positions
Label
Span
Offset(m)
4.2
0.3
4.2
0.3
4.4
0.3
4.4
File name
B8.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.100
2Y20-A
2Y20-C1Y25-D
2Y20-B
SPAN 1 - 8.100
20-SA-300
12-SA-150
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 2 - 8.000
2Y20-H
2Y25-F
2Y25-E
2Y20-G
1Y25-I
SPAN 2 - 8.000
6-SA-250
21-SA-300
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 3 - 8.400
2Y20-M
1Y25-K
2Y25-J
2Y20-N 2Y20-L
SPAN 3 - 8.400
7-SA-250
16-SA-300
6-SA-250
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 4 - 8.300
2Y20-Q
3Y25-O
2Y20-P
2Y25-R
1Y20-S
SPAN 4 - 8.300
13-SA-150
20-SA-300
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:28:08 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
300
1500
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.2
6.8
Sup
No.
Code
C,F
D(mm)
Span
Wleft
(kN/m)
115
115
25
25
M left
(kNm)
M right
(kNm)
Span
B(mm)
Wright
(kN/m)
Bf-bot
(mm)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
Case
D,L
Hf-top
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
1500
300
Beam Elevation
1
Live
Dead+
Own W
25.00
125.80
SPAN 1
SPAN 2
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
Def max = 2.039mm @ 3.75m

5.00
4.00
3.00
2.00
1.00
.500
1.00
1.50
2.00
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
Def max = 7.916mm @ 3.50m

7.00
6.00
5.00
4.00
3.00
2.00
1.00
2.00
4.00
6.00
8 00
1000
SHEAR: X-X
V max = -1057kN @ 8.20m
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
500
-500
-1000
-1500
MOMENTS: X-X
M max = -1403kNm @ 8.20m
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
-500
1.00
-1000
500
1000
Shear Steel: X-X
Asv max = .7823mm/mm @ 6.60m
.800
.600
.400
-3000
Bending Steel: X-X
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
.200
As max = -2891mm2 @ 8.20m
1000
2000
15.0
14.0
13.0
12.0
11.0
10.0
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
-1000
1.00
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 25

(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
2Y20
34
0.025
6.275
2Y16
34
0.025
8.175
M1
2Y16
34
0.025
8.175
M2
2Y16
34
0.025
8.175
M3
2Y16
34
0.025
8.175
M4
2Y16
34
0.025
8.175
M5
2Y25
34
0.025
8.475
2Y20
20
0.400
5.900
2Y25
20
1.000
4.700
2Y25
20
-3.100
7.100
4Y25
20
-1.500
3.500
2Y25
34
-0.300
7.075
2Y16
34
0.000
6.775
M1
2Y16
34
0.000
6.775
M2
2Y16
34
0.000
6.775
M3
2Y16
34
0.000
6.775
M4
2Y16
34
0.000
6.775
M5
2Y20
20
2.400
3.500
2Y20
34
2.800
3.975
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
SA
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
4.95
450
Y10
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Stirrup
Number Spacing Span
Offset
Length
(m)
200
5.48
2.40
300
0.20
2.40
450
2.97
3.60
Section positions
Label
Span
Offset(m)
4.3
0.3
3.6
File name
B11.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.200
SPAN 2 - 6.800
2Y20-A
2Y20-S
4Y25-K
2Y25-J
2Y16-Q
2Y16-F
2Y20-H
2Y25-I
2Y16-E
2Y16-P
2Y16-D
2Y16-O
2Y16-C
2Y16-N
2Y16-B
2Y16-M
2Y25-G
2Y25-L
SPAN 1 - 8.200
2Y20-R
SPAN 2 - 6.800
12-SA-450
9-SA-300
13-SA-200
9-SA-450
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:28:44 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
1500
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
111
24
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
1500
400
Beam Elevation
1
Live
Dead+
Own W
24.00
125.40
SPAN 1
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
Def max = 1.538mm @ 3.50m

2.00
1.50
1.00
.200
.500
.400
.600
.800
1.00
1.20
1.40
7.00
6.50
6.00
5.50
5.00
4.50
4.00
Def max = 7.164mm @ 3.50m

3.50
3.00
2.50
2.00
1.50
1.00
1.00
.500
2.00
3.00
4.00
5.00
6.00
7.00
800
SHEAR: X-X
V max = 748.9kN @ 0.00m
600
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
200
.500
400
-200
-400
-600
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 1311 kNm @ 3.50m

1.00
200
.500
MOMENTS: X-X
400
600
800
1000
1200
Shear Steel: X-X
Asv max = .4444mm/mm @ 0.00m
.400
.300
.200
500
1000
1500
2000
2500
7.00
6.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
As max = 2630 mm2 @ 3.50m

1.00
.500
Bending Steel: X-X
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
500
.100
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 25

(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
1Y20
34
0.025
4.675
2Y20
35
0.025
6.950
2Y16
35
0.025
6.950
M1
2Y16
35
0.025
6.950
M2
2Y16
35
0.025
6.950
M3
2Y16
35
0.025
6.950
M4
2Y16
35
0.025
6.950
M5
5Y25
35
0.025
6.950
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
SA
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
6.60
350
Y10
Section positions
Label
Span
Offset(m)
3.7
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 1 - 7.000
2Y20-B
2Y16-G
2Y16-F
2Y16-E
2Y16-D
2Y16-C
1Y20-A
5Y25-H
SPAN 1 - 7.000
20-SA-350
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:29:14 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.35
3.4
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
87
19
87
19
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
700
400
Beam Elevation
1
Live
Dead+
Own W
19.00
93.72
SPAN 1
SPAN 2
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

Def max = 15.53mm @ 4.00m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
-5.00
5.00
10.0
15 0
Def max = 25.13mm @ 3.75m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
5.00
.500
-5.00
10.0
15.0
20.0
25 0
SHEAR: X-X
V max = -786.6kN @ 8.35m
600
400
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
-200
.500
200
-400
-600
-1000
MOMENTS: X-X
M max = 1151 kNm @ 3.75m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
-500
500
1000
Bending Steel: X-X
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
Asv max = 1.725mm/mm @ 7.17m
1.50
1.00
.800
.600
.400
.200
Shear Steel: X-X
500
1.80
1.60
1.40
1.20
1.00
As max = 6053 mm2 @ 3.75m
-4000
4000
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
2000
.500
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 25

(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
4Y25
34
0.025
8.625
4Y20
34
0.025
10.675
8Y25
20
0.400
6.600
1Y20
20
2.650
2.200
8Y25
20
-1.850
3.600
4Y20
34
-0.250
3.625
4Y20
34
1.250
2.125
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y10
SA1
60
Y10
SA2
60
Stirrup
Number Spacing Span
Offset
Length
(m)
150
0.20
1.05
450
1.55
4.05
150
5.90
2.10
400
0.20
1.20
450
1.82
1.35
Section positions
Label
Span
Offset(m)
4.4
0.3
1.9
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.350
SPAN 2 - 3.400
8Y25-C
1Y20-D
4Y20-G
8Y25-E
4Y20-B
4Y25-A
4Y20-F
SPAN 1 - 8.350
SPAN 2 - 3.400
8-SA-150
4-SA-400
10-SA-450
4-SA-450
15-SA-150
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:29:14 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.35
3.4
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
87
19
87
19
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
700
400
Beam Elevation
1
Live
Dead+
Own W
19.00
93.72
SPAN 1
SPAN 2
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

Def max = 15.53mm @ 4.00m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
-5.00
5.00
10.0
15 0
Def max = 25.13mm @ 3.75m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
5.00
.500
-5.00
10.0
15.0
20.0
25 0
SHEAR: X-X
V max = -786.6kN @ 8.35m
600
400
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
-200
.500
200
-400
-600
-1000
MOMENTS: X-X
M max = 1151 kNm @ 3.75m
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
-500
500
1000
Bending Steel: X-X
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
Asv max = 1.725mm/mm @ 7.17m
1.50
1.00
.800
.600
.400
.200
Shear Steel: X-X
500
1.80
1.60
1.40
1.20
1.00
As max = 6053 mm2 @ 3.75m
-4000
4000
11.5
11.0
10.5
10.0
9.50
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
2000
.500
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 25

(mm) 25
(mm) 10
Maximum diameter
(mm) 10
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
4Y25
34
0.025
8.625
4Y20
34
0.025
10.675
8Y25
20
0.400
6.600
1Y20
20
2.650
2.200
8Y25
20
-1.850
3.600
4Y20
34
-0.250
3.625
4Y20
34
1.250
2.125
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y10
SA1
60
Y10
SA2
60
Stirrup
Number Spacing Span
Offset
Length
(m)
150
0.20
1.05
450
1.55
4.05
150
5.90
2.10
400
0.20
1.20
450
1.82
1.35
Section positions
Label
Span
Offset(m)
4.4
0.3
1.9
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.350
SPAN 2 - 3.400
8Y25-C
1Y20-D
4Y20-G
8Y25-E
4Y20-B
4Y25-A
4Y20-F
SPAN 1 - 8.350
SPAN 2 - 3.400
8-SA-150
4-SA-400
10-SA-450
4-SA-450
15-SA-150
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:30:17 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
250
600
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
5.6
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
39.2
8.4
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
600
250
Beam Elevation
SPAN 1
Live
Dead+
Own W
8.40
42.80
200
400
600
1000
800
1200
1400
1600
5.60
5.40
5.20
5.60
5.40
5.20
5.00
4.80
5.60
5.40
5.20
5.00
4.80
5.60
5.40
5.20
5.00
4.80
SHEAR: X-X
5.00
Bending Steel: X-X

4.60
4.40
5.60
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
5.60
5.40
5.20
5.00
4.80
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
Checked by
4.80
MOMENTS: X-X
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
4.60
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
4.60
4.20
4.00
3.80
3.60
3.40
3.20
Shear Steel: X-X
4.40
4.20
4.00
3.80
3.60
3.40
3.20
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
.800
.600
.400
.200
Calcs by
3.00
2.80
2.60
2.40
2.20
2.00
1.80
1.60
1.40
1.20
1.00
800
600
400
.200

1.20
1.00
.800
.600
.050
.400
50.0
.200
2.00
200
1.00
.200
Job Number
Job Title
Sheet
Client
Date

Def max = 5.396mm @ 2.80m
2.00
3.00
4.00
5.00
Def max = 15.46mm @ 2.80m
4.00
6.00
8.00
10.0
12.0
14.0
200
V max = -205.4kN @ 5.60m
100
-100
-200
M max = 287.6kNm @ 2.80m
100
150
200
250
Asv max = .2778mm/mm @ 0.00m
.250
.200
.150
.100
As max = 1652 mm2 @ 2.80m
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 16
(mm) 25

(mm) 25
(mm) 8
Maximum diameter
(mm) 8
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
2Y16
35
0.025
5.550
2Y25
35
0.025
5.550
1Y20
20
0.600
4.400
1Y25
20
1.200
3.200
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
SA
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
5.20
350
Y8
Section positions
Label
Span
Offset(m)
3.0
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 1 - 5.600
2Y16-A
2Y25-B
1Y20-C
1Y25-D
SPAN 1 - 5.600
16-SA-350
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:30:57 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
900
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.6
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
60.2
21.5
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
900
400
Beam Elevation
1
Live
Dead+
Own W
21.50
68.84
SPAN 1
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 9.807mm @ 4.30m

2.50
2.00
1.50
1.00
.500

2.00
4.00
6.00
8.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
Def max = 23.61mm @ 4.30m

4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500

5.00
10.0
15.0
20.0
600
SHEAR: X-X
V max = 562.3kN @ 0.00m
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
200
.500
400
-200
-400
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 1209 kNm @ 4.30m

1.00
200
.500
MOMENTS: X-X
400
600
800
1000
1200
Shear Steel: X-X
Asv max = .4444mm/mm @ 0.00m
.400
.300
.200
1000
2000
3000
4000
8.50
8.00
7.50
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
As max = 4624 mm2 @ 4.30m

1.50
1.00
.500
Bending Steel: X-X
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
500
.100
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 32

(mm) 32
(mm) 10
Maximum diameter
(mm) 20
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
2Y20
35
0.025
8.550
2Y16
35
0.025
8.550
M1
2Y16
35
0.025
8.550
M2
6Y32
35
0.025
8.550
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
SA
60
Stirrup
Number Spacing Span
Offset
Length
(m)
0.20
8.05
350
Y10
Section positions
Label
Span
Offset(m)
4.5
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
HB2.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by

SPAN 1 - 8.600
2Y20-A
2Y16-C
2Y16-B
6Y32-D
SPAN 1 - 8.600
24-SA-350
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:31:29 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
500
700
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
Span
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
B(mm)
P
(kN)
a
(m)
113
328
2.5
24.15
54
2.5
M left
(kNm)
M right
(kNm)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
700
500
Beam Elevation
SPAN 1
1
Live
Dead+
Own W
24.15
54.00
121.40
328.00
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

7.00
6.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
Def max = 23.77mm @ 3.50m

3.50
3.00
2.50
2.00
1.50
1.00
.500
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
Def max = 18.08mm @ 3.50m

2.00
1.50
1.00
.500

2.00
4.00
6.00
8.00
10.0
12.0
14.0
16.0
18 0
5.00
10.0
15.0
20.0
SHEAR: X-X
V max = 1081 kN @ 0.00m
1000
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
500
-500
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 2050 kNm @ 2.50m

1.00
.500
MOMENTS: X-X
500
1000
1500
2000
Shear Steel: X-X
Asv max = 2.184mm/mm @ 1.00m
2.00
1.50
1.00
-4000
Bending Steel: X-X
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
500
.500
As max = 10309mm2 @ 2.50m
4000
6000
8000
10E3
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
2000
.500
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 16
(mm) 32

(mm) 32
(mm) 16
Maximum diameter
(mm) 16
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
6Y16
34
0.025
1.835
11Y32
35
0.025
6.950
3Y25
35
0.025
6.950
6Y25
20
1.000
4.500
2Y25
20
1.150
3.150
6Y16
34
4.640
2.335
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y16
SA1
60
Y16
SA2
60
Y16
SA3
60
Y16
SB
60
Stirrup
Number Spacing Span
Offset
Length
(m)
450
0.20
2.25
450
2.90
2.25
450
5.60
1.20
Section positions
Label
Span
Offset(m)
3.7
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 7.000
6Y16-A
2Y25-E
6Y16-F
6Y25-D
11Y32-B
3Y25-C
SPAN 1 - 7.000
6-SA-450
6-SB-450
4-SA-450
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:31:59 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
600
900
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
7.61
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
Span
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
B(mm)
P
(kN)
a
(m)
119
296.01
4.8
42.5
92.45
4.8
M left
(kNm)
M right
(kNm)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
900
600
Beam Elevation
1
Live
Dead+
Own W
SPAN 1
42.50
92.45
131.96
296.01
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 11.03mm @ 3.81m

2.50
2.00
1.50
1.00
2.00
.500
4.00
6.00
8.00
10.0
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
Def max = 20.56mm @ 3.81m

3.50
3.00
2.50
2.00
1.50
1.00
.500
5.00
10.0
15.0
20.0
SHEAR: X-X
V max = -1316kN @ 7.61m
1000
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.500
500
-500
-1000
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
M max = 2704 kNm @ 4.55m

1.00
500
.500
MOMENTS: X-X
1000
1500
2000
2500
Shear Steel: X-X
Asv max = 1.596mm/mm @ 6.30m
1.60
1.40
1.20
1.00
.800
.600
4000
6000
8000
10E3
7.50
7.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
As max = 11039mm2 @ 4.55m

1.00
2000
.500
Bending Steel: X-X
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.200
500
.400
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 16
(mm) 25

(mm) 25
(mm) 12
Maximum diameter
(mm) 20
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
6Y16
35
0.025
7.560
2Y20
35
0.025
7.560
M1
2Y20
35
0.025
7.560
M2
18Y25
35
0.025
7.560
7Y20
35
0.025
7.560
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y12
SA1
60
Y12
SA2
60
Y12
SA3
60
Stirrup
Number Spacing Span
Offset
Length
(m)
400
0.20
1.60
600
2.30
3.00
400
5.80
1.60
Section positions
Label
Span
Offset(m)
4.0
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Checked by
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 7.610
6Y16-A
2Y20-C
2Y20-B
18Y25-D
7Y20-E
SPAN 1 - 7.610
5-SA-400
6-SA-600
5-SA-400
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
11/6/2014 10:32:31 AM
C01
Input Tables
fcu (MPa)
35
fy (MPa)
414
fyv (MPa)
414
% Redistribution
10
40
40
Dead Load Factor
1.4
Live Load Factor
1.6
24
25
(Creep coefficient)
300E-6
Sec
No.
Bw
(mm)
D
(mm)
400
1000
Bf-top
(mm)
Span
No
Section
Length(m)
Sec No
Left
8.65
8.2
Sup
No.
Code
C,F
Hf-top
(mm)
Case
D,L
Span
Wleft
(kN/m)
110
24
110
24
Span
M left
(kNm)
M right
(kNm)
B(mm)
Wright
(kN/m)
Hf-bot
(mm)
Y-offset
(mm)
Web
offset
Flange
offset
Sec No
Right
Column Below
D(mm)
Bf-bot
(mm)
H(m)
a
(m)
Code
F,P
b
(m)
Code
F,P
Column above
D(mm)
P
(kN)
B(mm)
a
(m)
H(m)
M
(kNm)
a
(m)
Load
Description
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Sections
1000
400
Beam Elevation
1
Live
Dead+
Own W
24.00
119.60
SPAN 1
SPAN 2
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
Def max = 5.605mm @ 3.75m

2.50
2.00
1.50
1.00
1.00
.500
2.00
3.00
4.00
5.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
Def max = 14.27mm @ 3.75m

4.00
3.50
3.00
2.50
2.00
1.50
2.00
1.00
.500
4.00
6.00
8.00
10.0
12.0
14.0
SHEAR: X-X
V max = -1081kN @ 8.65m
MOMENTS: X-X
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
-200
-400
-600
-800
-1000
1.00
.500
600
400
200
M max = -1647kNm @ 8.65m
-1500
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
.500
-500
1.00
-1000
500
1000
Shear Steel: X-X
Asv max = 1.490mm/mm @ 6.83m
1.40
1.20
1.00
.800
.600
-6000
Bending Steel: X-X
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
.200
500
.400
As max = -5769mm2 @ 8.65m
2000
4000
8.50
8.00
7.50
7.00
6.50
6.00
5.50
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
-2000
.500
-4000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
Def max = 4.078mm @ 13.2m

11.5
11.0
10.5
10.0
9.50
9.00
1.00
2.00
3.00
4.00
16.5
16.0
15.5
15.0
14.5
14.0
13.5
Def max = 11.33mm @ 13.5m

13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
2.00
9.00
4.00
6.00
8.00
10.0
SHEAR: X-X
V max = -1081kN @ 8.65m
1000
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
500
-500
-1000
MOMENTS: X-X
M max = -1647kNm @ 8.65m
-1500
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
-500
9.00
-1000
500
1000
1.40
Shear Steel: X-X
Asv max = 1.353mm/mm @ 10.4m
1.20
1.00
.800
.600
-6000
Bending Steel: X-X
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
.200
9.00
.400
As max = -5769mm2 @ 8.65m
-4000
2000
16.5
16.0
15.5
15.0
14.5
14.0
13.5
13.0
12.5
12.0
11.5
11.0
10.5
10.0
9.50
9.00
-2000
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date
Reinforcing Tables
Beam type
(1-5) 1
Maximum bar length
(m) 12
(mm) 20
(mm) 32

(mm) 32
(mm) 10
Maximum diameter
(mm) 16
Stirrup shape code
60

(mm) 30
(mm) 30
(mm) 25
100
(Y/N) N
Exploded elevation
(Y/N) Y
1: Auto
(Y/N) Y
Middle bar diameter
(mm) Auto
Target
Padds
Bars
Mark
SC
Span
Offset
Length
Hook Layer
4Y20
34
0.025
7.250
2Y16
34
0.025
8.625
M1
2Y16
34
0.025
8.625
M2
2Y16
34
0.025
8.625
M3
4Y20
34
0.025
8.875
3Y32
20
0.100
6.700
1Y25
20
2.000
3.000
4Y25
20
-2.550
5.300
5Y32
20
-1.750
3.600
4Y20
34
-0.250
8.425
2Y16
34
0.000
8.175
M1
2Y16
34
0.000
8.175
M2
2Y16
34
0.000
8.175
M3
4Y20
34
1.550
6.625
3Y25
20
2.050
5.700
1Y32
20
3.050
3.800
Stirrup
Section Bar Type +
Mark
Shape
Code
Top
Offset
Top
Flange
Y10
SA1
60
Y10
SA2
60
Stirrup
Number Spacing Span
Offset
Length
(m)
700
0.20
5.60
200
6.25
2.20
200
0.20
2.80
Bottom
Flange
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Stirrup
Number Spacing Span
Offset
Length
(m)
3.45
4.55
700
Section positions
Label
Span
Offset(m)
4.5
0.3
4.3
File name
B12.PAD
First span
Last span
Draw columns?(Y/N)

A5
mm 2
Height (title text)
mm 2.5
Date
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 1 - 8.650
4Y20-A
2Y16-D
2Y16-C
2Y16-B
3Y32-F
1Y25-G
4Y20-E
SPAN 1 - 8.650
9-SA-700
12-SA-200
Job Number
Sheet
Job Title
Client
Calcs by
Checked by
Date

SPAN 2 - 8.200
4Y20-N
5Y32-I
4Y25-H
2Y16-M
2Y16-L
2Y16-K
4Y20-J
3Y25-O
1Y32-P
SPAN 2 - 8.200
15-SA-200
7-SA-700
DESIGN OF SHORING
INTRODUCTION:
Contiguous Shoring Piles is use in the design of shoring with pile diameter of 800mm
along existing structure and neighbor of one side of the plot. Two different top levels is
considered on the design, one is -7.1m level and -3.75 level for the existing structure and
neighbor side respectively.
SOIL PROFILE AND PARAMETERS:
Soil profile and parameters used in the design is based on Soil Investigation Report for
Additional Building for Kurdonia Hotel by KHAK Engineering Consulting Bureau, dated
September, 2012.
SURCHARGE LOADS:
Design surcharge load is taken as 30KN/m2 plus surcharge due to existing structure.
EXCAVATION DEPTH AND DEWATERING:

Excavation depth of -13 meters is considered on the design with no hydrostatic force
consideration as this does not encounter during the soil investigation.
CALCULATION METHOD & PROGRAM ANALSIS:
Shoring Design has been analyzed using REWARD Program based on basic input data
and soil parameters, earth pressure, embedment depth and maximum bending moment is
calculated.
REWARD Program Analysis

(Along Neighbor Side)
Page no
Job no
Engineer
Revision
Date
Checked
Document: D:\NiC MJU PROJ\241 KUDONIA TOWER\CONTIGOUS
PILE\ALONG NEIGHBOR.RWD
Licensed to: RECOiL
1992-2003 Geocentrix Ltd. All Rights Reserved.
5/2/2015
ReWaRD 2.5 Service

Release 9
Construction Stages
Name
Term Objects present in this stage
Stage 1
Long Wall 1
On retained side: Ground 1, Borehole 1, Surcharge 1,
On excavated side: Excavation 1, Borehole 1, Water Table 1,
Ground Profiles
Name
Ground 1
Type
Other Properties
Horizontal
Excavations
Name
Type
Excavation 1
Horizontal
Soils
Name
Soil 1 Silty Clay
Soil 2 Greenish
Marlstone
Soil properties
Name
Soil 1 Silty Clay
Soil 2 Greenish
Marlstone
Class
State
Clay
Rock
Gravelly
Marl
Unspecified
Unspecified
Wet weight
kN/m^3
20.1
22.1
Soil 1 Silty Clay
Layer 1 Clay
Layer 2 Greenish
Marlstone
9.25
Plan
Plan Other Properties
length breadth
(m)
(m)
-
Type
Soil properties (undrained)

Name
Layers
Name
Depth
(m)
Type
Drained
Drained
Dry weight Failure state

kN/m^3
Peak
20.1
22.1
Peak
Strength
kPa
20.0
Thickness
(m)
Friction
33.0
40.0
Other Properties
Soil is not fissured
Cohesion
kPa
5.0
5.0
Strength increase
kN/m^3
0.0
Soil
6.00 Soil 1 Silty Clay

35.00 Soil 2 Greenish
Marlstone
Dip OCR Tension

()
crack
0.0 1.0 Wet Not rigid
Poisson's
ratio
0.30
0.30
From depth
m
0.00
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Boreholes
Name
Borehole 1
Borehole 4
Borehole 6
Borehole 8
Depth Contains layers:

(m)
41Layer 1 Clay; Layer 2 Greenish Marlstone;
Water Tables
Name
Type
Water Table 1
Hydrostatic
Retaining Walls
Name
Wall 1
Type
Contiguous
Pile
Depth
(m)
9.25
Type
Surcharge 1
Uniform
9.81Hydraulically connected to overlying water
Upstand
m
0.00
Material
Concrete
Sectional area
cm^2/m
5914
Diameter = 0.8 m
Spacing = 0.85 m
Surcharges
Name
Gradient Other Properties

(kN/m^3)
Depth of toe
m
20.00
Retaining Wall sections

Name
Section
Wall 1
Page No
2
Checked
ReWaRD 2.5 Service
Release 9
Depth Magnitude
(m)
0.00 85.0kPa
V
Density
kg/m^3
2400
Moment of inertia
cm^4/m
2365434
U Load type = Custom Loading
Type = British Standard 8002

Earth pressure coefficients
Type = Kerisel & Absi
Tension crack limited to the retained height
Cantilever toe-in = 20%
Equilibrium calculated at the minimum safe embedment (with designated safety factors)
Unfavourable
Permanent (G) = 1.00
Variable (Q) = 1.00
Accidental (A) = 1.00
Favourable
Variable (Q) = 1.00
Minimum surcharge = 10 kPa
Section modulus
cm^3/m
59136
Other Properties
Design Standard
E
GPa
20.0
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Design Standard [Continued]
On shearing resistance = 1.20
On effective cohesion = 1.20
On undrained strength = 1.50
On effective earth pressures = 1.00
On total earth pressures = 1.00
Safety factor on resistance applied via: Gross passive pressures
Minimum active pressure = 0.00 kN/m^3
Unplanned excavation = 10% of clear height, but minimum of 0.5m
Softened formation = 0 m
On bending moments = 1.00
On shear forces = 1.00
On prop forces
Short-term = 1.00/1.00
Long-term = 1/1
Page No
3
Checked
ReWaRD 2.5 Service
Release 9
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
4
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Drawing Board

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
5
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Earth Pressures As Built

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
6
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Earth Pressures At Minimum Safe Embedment

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
7
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Earth Pressures With Maximized Safety Factors

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
8
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Earth Pressures At Failure

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
9
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Structural Forces

15
10
10
15
10
Largest factored bending moment = -3089.7 kNm/m

Largest factored shear force = -1880.0 kN/m
0
10
15
20
25
30
0
10
metres
Scale 1:250
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
10
Checked
ReWaRD 2.5 Service
Release 9
Stage 1 - Durability
15
10
Air: 0.035 mm/yr

15
Splash: 0.075 mm/yr

Tidal: 0.035 mm/yr
Low water: 0.075 mm/yr
10
Immersion: 0.035 mm/yr

Soil: 0.015 mm/yr
5
Largest mean corrosion rate is:

0.050 mm/yr
0
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
0.00
20.88
0.00
6.00
56.99
0.00
6.00
42.03
0.00
10.18
62.62
0.00
10.18
62.62
0.00
10.60
64.72
0.00
10.60
64.72
0.00
17.30
97.75
0.00
17.30
97.75
0.00
18.36
103.01
0.00
Page No
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TotalPr
kPa
Retained
20.88
56.99
42.03
62.62
62.62
64.72
64.72
97.75
97.75
103.01
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
64.72
64.72
714.87
714.87
818.26
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
4.17
4.17
69.85
69.85
80.29
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
68.89
68.89
784.72
784.72
898.55

Depth
EarthPr
WaterPr
TotalPr
m
kPa
kPa
kPa
Retained
Retained
Retained
0.00
20.88
0.00
20.88
6.00
56.99
0.00
56.99
6.00
42.03
0.00
42.03
10.18
62.62
0.00
62.62
10.18
62.62
0.00
62.62
10.60
64.72
0.00
64.72
10.60
64.72
0.00
64.72
17.30
97.75
0.00
97.75
17.30
97.75
0.00
97.75
17.33
97.93
0.00
97.93
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
64.72
64.72
714.87
714.87
718.41
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
4.17
4.17
69.85
69.85
70.20
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
68.89
68.89
784.72
784.72
788.61

Depth
EarthPr
WaterPr
TotalPr
m
kPa
kPa
kPa
Retained
Retained
Retained
0.00
23.20
0.00
23.20
6.00
62.35
0.00
62.35
6.00
47.04
0.00
47.04
10.18
69.82
0.00
69.82
10.18
69.82
0.00
69.82
10.82
73.34
0.00
73.34
10.82
73.34
0.00
73.34
17.30
108.70
0.00
108.70
17.30
108.70
0.00
108.70
18.36
114.51
0.00
114.51
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
19.98
73.34
73.34
609.60
609.60
697.76
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
6.32
6.32
69.85
69.85
80.29
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
19.98
79.66
79.66
679.45
679.45
778.05

Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
0.00
15.91
0.00
EarthPr
kPa
Excavated
0.00
WaterPr
kPa
Excavated
0.00
TotalPr
kPa
Excavated
0.00
TotalPr
kPa
Retained
15.91
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Earth Pressures At Failure [Continued]
Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
6.00
45.51
0.00
6.00
32.20
0.00
10.18
48.52
0.00
10.18
48.52
0.00
10.27
48.87
0.00
10.27
48.87
0.00
15.32
68.60
0.00
TotalPr
kPa
Retained
45.51
32.20
48.52
48.52
48.87
48.87
68.60
EarthPr
kPa
Excavated
0.00
0.00
0.00
35.09
48.87
48.87
811.20
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WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.90
0.90
50.41
TotalPr
kPa
Excavated
0.00
0.00
0.00
35.09
49.77
49.77
861.62
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment As Built
Results of earth pressure calculation
Retaining Wall
Name = Prototype: Wall 1
Retained height = 10.18 m
Depth of toe = 20.00 m
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
Factors on material properties
Factors on resistance
Safety margins on geometry
Factors on structural forces
On prop forces
Long-term = 1/1
Moments
Overturning = 8245 kNm/m
Restoring = 10563 kNm/m
Out-of-balance = -2318 kNm/m
Restoring/Overturning = 128 %
Reaction at wall toe = -2644.3 kN/m
Page No
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment At Minimum Safe Embedment
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
On prop forces
Long-term = 1/1
Moments
Out-of-balance = 0 kNm/m
The wall is in equilibrium
Page No
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment With Maximized Safety Factors
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
On prop forces
Long-term = 1/1
Safety reserve = 1.50
Moments
Page No
15
Checked
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment At Failure
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
Unplanned excavation = None
On prop forces
Long-term = 1/1
Moments
Stage 1: Structural Forces

Depth
Bending Shear Force Prop Force Notes
(m)
Moment
(kN/m)
(kN/m)
(kNm/m)
13.57
-3089.7
-4.0 See aboveMaximum bending moment
17.33
-18.8
-1880.0 See aboveMaximum shear force
Page No
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
17
Checked
ReWaRD 2.5 Service
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Stage 1: Messages
Validating the construction stage
Calculating earth pressures as built (for the specified wall length and safety factors)
Calculating earth pressures at the minimum safe embedment (with the specified safety factors)
Calculating earth pressures with maximized safety factors (for the specified wall length)
Calculating earth pressures at failure (with safety factors set to 1)
Calculating structural forces
Calculating durability
REWARD Program Analysis

(Along Existing Side)
Page no
Job no
Engineer
Revision
Date
Checked
PILE\ALONG EXISTING.RWD
Licensed to: RECOiL
1992-2003 Geocentrix Ltd. All Rights Reserved.
5/2/2015
ReWaRD 2.5 Service

Release 9
Construction Stages
Name
Term Objects present in this stage
Stage 1
Long Wall 1
On retained side: Ground 1, Borehole 1, Surcharge 1,
On excavated side: Excavation 1, Borehole 1, Water Table 1,
Ground Profiles
Name
Ground 1
Type
Other Properties
Horizontal
Excavations
Name
Type
Excavation 1
Horizontal
Soils
Name
Soil 1 Silty Clay
Soil 2 Greenish
Marlstone
Soil properties
Name
Soil 1 Silty Clay
Soil 2 Greenish
Marlstone
Class
State
Clay
Rock
Gravelly
Marl
Unspecified
Unspecified
Wet weight
kN/m^3
20.1
22.1
Soil 1 Silty Clay
Layer 1 Clay
Layer 2 Greenish
Marlstone
5.90
Plan
Plan Other Properties
length breadth
(m)
(m)
-
Type
Soil properties (undrained)

Name
Layers
Name
Depth
(m)
Type
Drained
Drained
Dry weight Failure state

kN/m^3
Peak
20.1
22.1
Peak
Strength
kPa
20.0
Thickness
(m)
Friction
33.0
40.0
Other Properties
Soil is not fissured
Cohesion
kPa
5.0
5.0
Strength increase
kN/m^3
0.0
Soil
6.00 Soil 1 Silty Clay

35.00 Soil 2 Greenish
Marlstone
Dip OCR Tension

()
crack
Poisson's
ratio
0.30
0.30
From depth
m
0.00
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Boreholes
Name
Borehole 1
Borehole 4
Borehole 6
Borehole 8
Depth Contains layers:

(m)
Water Tables
Name
Type
Water Table 1
Hydrostatic
Retaining Walls
Name
Wall 1
Type
Contiguous
Pile
Depth
(m)
5.90
Type
Surcharge 1
Uniform
9.81Hydraulically connected to overlying water
Upstand
m
0.00
Material
Concrete
Sectional area
cm^2/m
5914
Diameter = 0.8 m
Spacing = 0.85 m
Surcharges
Name
Gradient Other Properties

(kN/m^3)
Depth of toe
m
15.00
Retaining Wall sections

Name
Section
Wall 1
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Depth Magnitude
(m)
0.00 85.0kPa
V
Density
kg/m^3
2400
Moment of inertia
cm^4/m
2365434
U Load type = Custom Loading
Type = British Standard 8002

Earth pressure coefficients
Type = Kerisel & Absi
Tension crack limited to the retained height
Cantilever toe-in = 20%
Equilibrium calculated at the minimum safe embedment (with designated safety factors)
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
Section modulus
cm^3/m
59136
Other Properties
Design Standard
E
GPa
20.0
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Design Standard [Continued]
On prop forces
Long-term = 1/1
Page No
3
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
4
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Stage 1 - Drawing Board

15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
5
Checked
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15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
6
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15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
7
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15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
8
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15
10
15
10
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
9
Checked
ReWaRD 2.5 Service
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Stage 1 - Structural Forces

15
10
10
15
10
Largest factored bending moment = -1149.6 kNm/m

Largest factored shear force = -979.8 kN/m
0
10
15
20
25
30
0
10
metres
Scale 1:250
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
10
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ReWaRD 2.5 Service
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Stage 1 - Durability
15
10
Air: 0.035 mm/yr

15
Splash: 0.075 mm/yr

Tidal: 0.035 mm/yr
Low water: 0.075 mm/yr
10
Immersion: 0.035 mm/yr

Soil: 0.015 mm/yr
5
Largest mean corrosion rate is:

0.050 mm/yr
0
10
15
20
25
30
0
10
metres
Scale 1:250
10
15
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
0.00
20.88
0.00
6.00
56.99
0.00
6.00
42.03
0.00
6.49
44.44
0.00
6.49
44.44
0.00
6.72
45.57
0.00
6.72
45.57
0.00
11.03
66.85
0.00
11.03
66.85
0.00
13.58
79.42
0.00
Page No
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TotalPr
kPa
Retained
20.88
56.99
42.03
44.44
44.44
45.57
45.57
66.85
66.85
79.42
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
45.57
45.57
464.47
464.47
711.88
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
2.23
2.23
44.55
44.55
69.55
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
47.80
47.80
509.02
509.02
781.43

Depth
EarthPr
WaterPr
TotalPr
m
kPa
kPa
kPa
Retained
Retained
Retained
0.00
20.88
0.00
20.88
6.00
56.99
0.00
56.99
6.00
42.03
0.00
42.03
6.49
44.44
0.00
44.44
6.49
44.44
0.00
44.44
6.72
45.57
0.00
45.57
6.72
45.57
0.00
45.57
11.03
66.85
0.00
66.85
11.03
66.85
0.00
66.85
11.62
69.76
0.00
69.76
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
45.57
45.57
464.47
464.47
521.60
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
2.23
2.23
44.55
44.55
50.32
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
23.45
47.80
47.80
509.02
509.02
571.93

Depth
EarthPr
WaterPr
TotalPr
m
kPa
kPa
kPa
Retained
Retained
Retained
0.00
26.25
0.00
26.25
6.00
69.37
0.00
69.37
6.00
53.14
0.00
53.14
6.49
56.13
0.00
56.13
6.49
56.13
0.00
56.13
7.17
60.25
0.00
60.25
7.17
60.25
0.00
60.25
11.03
83.81
0.00
83.81
11.03
83.81
0.00
83.81
13.58
99.34
0.00
99.34
EarthPr
kPa
Excavated
0.00
0.00
0.00
0.00
16.00
60.25
60.25
313.35
313.35
480.17
WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
0.00
6.63
6.63
44.55
44.55
69.55
TotalPr
kPa
Excavated
0.00
0.00
0.00
0.00
16.00
66.88
66.88
357.90
357.90
549.71

Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
0.00
15.91
0.00
EarthPr
kPa
Excavated
0.00
WaterPr
kPa
Excavated
0.00
TotalPr
kPa
Excavated
0.00
TotalPr
kPa
Retained
15.91
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Earth Pressures At Failure [Continued]
Depth
EarthPr
WaterPr
m
kPa
kPa
Retained
Retained
6.00
45.51
0.00
6.00
32.20
0.00
6.49
34.12
0.00
6.49
34.12
0.00
10.15
48.44
0.00
TotalPr
kPa
Retained
45.51
32.20
34.12
34.12
48.44
EarthPr
kPa
Excavated
0.00
0.00
0.00
35.09
588.29
Page No
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WaterPr
kPa
Excavated
0.00
0.00
0.00
0.00
35.93
TotalPr
kPa
Excavated
0.00
0.00
0.00
35.09
624.22
Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment As Built
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
On prop forces
Long-term = 1/1
Moments
Page No
13
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ReWaRD 2.5 Service
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment At Minimum Safe Embedment
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
On prop forces
Long-term = 1/1
Moments
Page No
14
Checked
ReWaRD 2.5 Service
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment With Maximized Safety Factors
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
On prop forces
Long-term = 1/1
Safety reserve = 2.22
Moments
Page No
15
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Stage 1 - Required Embedment At Failure
Retaining Wall
Partial factors
Factors on actions
Unfavourable
Variable (Q) = 1.00
Favourable
Variable (Q) = 1.00
Unplanned excavation = None
On prop forces
Long-term = 1/1
Moments
Stage 1: Structural Forces

Depth
Bending Shear Force Prop Force Notes
(m)
Moment
(kN/m)
(kN/m)
(kNm/m)
8.95
-1149.6
-2.0 See aboveMaximum bending moment
11.62
-9.8
-979.8 See aboveMaximum shear force
Page No
16
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Job No
Revision
Engineer
Date
5/2/2015
Licensed to: RECOiL
Page No
17
Checked
ReWaRD 2.5 Service
Release 9
Stage 1: Messages
Validating the construction stage
Calculating earth pressures as built (for the specified wall length and safety factors)
Calculating earth pressures at the minimum safe embedment (with the specified safety factors)
Calculating earth pressures with maximized safety factors (for the specified wall length)
Calculating earth pressures at failure (with safety factors set to 1)
Calculating structural forces
Calculating durability
DESIGN OF PILE SECTION

(along Neighbor Side)
ACECOMS GEAR: RC Column Section Design Version: 3.0 (Rev. 1)
Project Information:
Project = Project1
Title = Job1
Client = Client1
Organization = ACECOMS
Engineer = Engineer1
Design Criteria
Design Code = ACI-318-95, Design Method = USD
Concrete Stress Block = ACI-Whitney Rectangular
Design Procedure
The program performs the calculations in accordance with the ACI-318-95 Code for Structural
Concrete
Procedure for Cross-section Design

1. Compute the resultant applied moment as Muxy = Sqr(Mux^2 + Muy^2).
2. Select a trial reinforcement ratio, starting with minimum ratio of 1%, and distributing rebars along
the perimeter.
3. Compute the maximum axial capacity in compression, Pno and tension Pnt, and check against
applied loads.
4. Locate the neutral axis angle and its depth to satisfy applied load Pu and the resultant moment
Muxy. This is done by trial and error procedure. The internal stress resultants for each angle and depth
of neutral axis angle are computed (see procedure below) and then compared with applied loads. This
11/30/2014 (User: Unlicensed User)
process is repeated until close agreement is found.

5. If capacity in step 3 or 4 is found to be not enough, then reinforcement is increased until maximum
allowable ratio (8%) is reached.
6. Cross-section is declared as inadequate if it requires more than maximum allowable steel ratio
Procedure for Computing Stress-Resultants

1. The stress resultants are computed by using the first principles approach.
2. Strain in concrete and steel is determined depending upon the direction and depth of neutral axis.
3. Concrete force is computed by integrating the stress field (rectangular or parabolic stress curve) over
the cross-section using the Green's Theorem.
4. Steel stress is computed by summation of force in each bar, corresponding to stress at that location.
5. The computed stress resultants are reduced by appropriate capaity reduction factors for the Ultimate
Strength Design (or Worksing Strength Design) method.
RC Column Section
Column C-1 : Sect0001 : Total
Column C-1 : Sect0001 : Load1
Material
Rebar Fy
= 414.0 N/mm^2
Concrete fc' = 20.7 N/mm^2

Clear Cover = 38 mm
Column Cross-section
Calculations
RC Column Section
Column C-1 : Sect0001 : Total
Column C-1 : Sect0001 : Load1
Material
Rebar Fy
= 414.0 N/mm^2
Concrete fc' = 35.0 N/mm^2

Clear Cover = 50 mm
Calculations
Designing Column Section:
Applied Load, Pu
= 0.0 kN
Applied Moment, Mux = 3,090.0 kN

Applied Moment, Muy = 0.0 kN
Applied Resultant Moment, Muxy = 3,090.0 kN-m

Applied Moment Angle
= 0.00
Solution found
Column Cross-section
Rebars = 26-d 40 (Ast = 33,046 mm^2 , ratio = 6.57%)

Axial Compresion Capacity, Pno = 15,485.1 kN
Axial Tension Capacity,
Pnt = -9,576.7 kN
Resultant Moment Capacity, Mnxy = 3,143.4 kN-m
Concrete volume = 0.50 m^3

Main Steel weight = 256.36 Kg/m
Steel weight/ volume = 510.01 Kgm^3
Transverse Bars: Ties, d 6 @ 288 mm
DESIGN OF PILE SECTION

(along Existing side)
Project
Proposed 3B+G+16+R KURDONIA TOWER
Client
KURDONIA TOWER
Location
Made by
Date
Page
Checked
Revision
Job No
IRAQ
COLUMN CHART FOR CIRCULAR COLUMNS TO BS 8110:2005
Originated from 'RCC54.xls' v3.1 on CD
MATERIALS
fcu
fy
steel class
SECTION
35
414
N/mm
800
mm
2006 TCC
m
m
N/mm
with
1.05
1.5
steel
12
bars
concrete
Cover
h agg
40
20
mm
mm
BAR ARRANGEMENTS
Type
Bar
Asc %
Link
Bar c/c
Nbal (kN)
Nuz (kN)
R
R
R
R
R
R
40
32
25
20
16
12
3.00
1.92
1.17
0.75
0.48
0.00
10
8
8
6
6
6
172.8
175.9
177.8
180.1
181.2
182.2
2718
3404
3741
3815
3887
0
13568
11513
10089
9286
8772
0
Checks
ok
ok
ok
ok
ok
ok
N:M INTERACTION CHART for 800 diameter

column, grade C35, 40 mm cover and 12 bars
16000
KEY
AXIAL COMPRESSION, N, kN
14000
M min
12000
12R40
10000
12R32
8000
12R25
6000
12R20
4000
12R16
12R12
2000
0.1fcuAc
980
0
0
0
500
1000
1500
2000
MOMENT M, kNm
LOADCASES
Load case
N (kN)
M (kNm)
section 1
980
1150
Load case
12 R32
No Fit
No Fit
N (kN)
M (kNm)
No Fit
No Fit
No Fit
STRUCTURAL DRAWINGS
NOTES:
1. THIS DRAWING IS A COPYRIGHT.
2. DO NOT SCALE THE DRAWING.
3. READ THIS DRAWING IN CONJUCTION WITH
RELEVANT ARCHITECTURAL, STRUCTURAL AND
SERVICES DRAWINGS SPECIFICATIONS AND
CONTRACT DOCUMENTS.
ORIENTATION :
LEGEND :
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
LEAD CONSULTANT :
MJU Consulting Engineers

Arasat Al Hindiya Street, Al Jamiaa Dist. Baghdad, Iraq
T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
mjubaghdad@mjugroup.com
Registration No:807
INTERIOR DESIGN CONSULTANT:
MEP CONSULTANT :
LANDSCAPE CONSULTANT:
SHEET TITLE :
GENERAL STRUCTURAL
NOTES
Scale:
Drawn:
AS SHOWN
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Checked:
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Project No.:
Sheet Size:
241
Revision:
Discipline: Sheet No.:
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CONTRACT DOCUMENTS.
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CLIENT NAME:
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----IRAQ
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Registration No:807
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DETAILS
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AS SHOWN
Checked:
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FS
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Sheet No.:
Revision:
101
NOTES:
CONTRACT DOCUMENTS.
ORIENTATION :
column
X is the greater of L2 & L3
top steel
column
top extra
column
KEYPLAN :
extra bottom steel
bottom steel
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C
A
D
B
E
C
S-103
HB1
S-103
S-103
S-103
HB1
S-103
HB1
S-103
S-103
HB1
F
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BEAMS
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C1
C2
C3
C4
LOCATION: REFER TO PLAN
C5
3RD BASE LVL-2ND FLR LVL
C6
2ND FLR LVL-TOP OF ROOF DECK

CONTRACT DOCUMENTS.
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C7
C8
C9
2ND FLR LVL-13TH FLOOR
13TH FLOOR-ROOF DECK
C10
Description Of
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No.
C11
3RD BASEMENT - 4TH FLR LVL.
C13
C12
4TH FLR LVL.-TOP OF ROOF DECK
3RD BASEMENT-13TH FLR LVL.
3RD BASEMENT-13TH FLR LVL.
3RD BASEMENT-GR. FLR LVL.
Rev.
Date
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GR. FLR LVL-ROOF DECK

CLIENT NAME:
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PLOT NO. :
----IRAQ
Address:
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LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
C15
3RD BASEMENT - GR. FLR LVL.
GR. FLR LVL. TO ROOF DECK

FC1
MEP CONSULTANT :
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
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LIFT DOOR
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Address:
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LIFT DOOR
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
REINFORCEMENT IN LIFT WALL
REINFORCEMENT AT CORNER
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SHEAR WALL-02 DETAILS
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Registration No:807
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SHEAR
SHEAR
SHEAR
Scale:
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WALL-04
WALL-05
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NOTES:
CONTRACT DOCUMENTS.
8 MTS. WIDE ROAD
ORIENTATION :
KEY PLAN:
(EXISTING 2B+G+16+R STOREY)
EXISTING
NEIGHBOR'S
BUILDING
EXISTING
NEIGHBOR'S
BUILDING
Description Of
No.
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NEIGHBOR'S
12 MTS. WIDE ROAD
D
9 MTS. WIDE ROA
HBOR'S
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GENERAL SHORING
SETTING OUT PLAN
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SEE DETAIL '02'
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Date
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PROJECT :
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PLOT NO. :
----IRAQ
Address:
(PROPOSED KORDONIA TOWERS)
PROJECT MANAGER :
2B+G+16+R STOREY
LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
MAX. EXCAVATION DEPTH: -13.00 LVL.
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CONTRACT DOCUMENTS.
ORIENTATION :
NEIGHBOR'S
EXISTING
STRUCTURE
KEY PLAN:
AREA for
OPEN
EXCAVATION
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Rev.
Date
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CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
1B
( EXISTING STR.)
1B
LEAD CONSULTANT :
AREA for
OPEN
EXCAVATION
2B
( EXISTING STR.)

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
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ORIENTATION :
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+ Surcharge due to
existing str.)
Description Of
Revision
No.
+ Surcharge due to
existing str.)
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
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----IRAQ
Address:
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PILE
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Registration No:807
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PLOT
LIMIT
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Date
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CLIENT NAME:
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Registration No:807
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LIMIT
PLOT
LIMIT
KEYPLAN :
PLOT
LIMIT
PLOT
LIMIT
Description Of
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Date
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CLIENT NAME:
PROJECT :
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PLOT NO. :
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Address:
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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PLOT
LIMIT
Description Of
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Date
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CLIENT NAME:
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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PLOT
LIMIT
KEYPLAN :
PLOT
LIMIT
PLOT
LIMIT
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
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PLOT NO. :
----IRAQ
Address:
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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PLOT
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CONTRACT DOCUMENTS.
ORIENTATION :
KEYPLAN :
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
MEP CONSULTANT :
SHEET TITLE :
1ST FLOOR COLUMN

LAYOUT
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AS SHOWN
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Project No.:
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NOTES:
CONTRACT DOCUMENTS.
ORIENTATION :
KEYPLAN :
NOTES ON STRUCTURAL STEEL:

1. ALL STRUCTURAL STEEL SHALL BE MANUFACTURED IN
ACCORDANCE TO BS 5950 AND SHALL BE OF GRADE 43
EXCEPT BRACING RODS SHALL BE HIGH TENSILE STEEL WITH
MINIMUM Fy OF 34.5 N.mm2. ALL WELDING IS ACCORDING TO
BS 5135 WITH MIN. THICKNESS OF 4mm, U.N.O.
2. DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE TO
BS 5950.
3. ALL STRUCTURAL STEEL WORKS SHALL BE PROTECTED

AGAINST CORROSION BY TWO COATS OF PRIMER (75
MICRONS EACH) AND ONE COAT OF CHLORINATED RUBBER
PAINT (60 MICRONS) WITH APPROVED COLOR.
4. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH
CONNECTION DESIGN AND CALCULATION FOR CONSULTANT
APPROVAL PRIOR TO CONSTRUCTION.
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CONTRACT DOCUMENTS.
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No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
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T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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3RD FLOOR COLUMN

LAYOUT
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AS SHOWN
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Revision:
121
NOTES:
CONTRACT DOCUMENTS.
ORIENTATION :
KEYPLAN :
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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4TH-12 FLOOR COLUMN

LAYOUT
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CONTRACT DOCUMENTS.
ORIENTATION :
KEYPLAN :
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
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NOTES:
CONTRACT DOCUMENTS.
PC1
PC2
CP1
CP2
LOCATION: ROOFDECK
LOCATION: ROOFDECK
LOCATION: ROOFDECK
LOCATION: ROOFDECK
ORIENTATION :
KEYPLAN :
PIPE 406X10
TUBE 40X20X16

BS 5950.
Description Of
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Date
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CLIENT NAME:
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AS SHOWN
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241
Revision:
124
NOTES:
CONTRACT DOCUMENTS.
ORIENTATION :
KEYPLAN :
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
PLOT NO. :
----IRAQ
Address:
PROJECT MANAGER :
LEAD CONSULTANT :

T e l. : 0 0 9 6 4 7 8 0 0 0 1 7 7 7 6
Registration No:807
MEP CONSULTANT :
SHEET TITLE :
MACHINE ROOM
COLUMN LAYOUT
Scale:
AS SHOWN
Date:
Drawn:
Checked:
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FS
Project No.:
Sheet Size:
241
Revision:
125
NOTES:
CONTRACT DOCUMENTS.
ORIENTATION :
PLOT
LIMIT
PLOT
LIMIT
FOUNDATION
TYPE
ALLOWABLE BEARING
CAPACITY
KEYPLAN :
MODULUS OF SUB-GRADE
REACTION
RAFT/MAT
cy
PLOT
LIMIT
PLOT
LIMIT
Description Of
Revision
No.
Rev.
Date
Drawn Chckd.
cx
cx
S-129
cy
S-129
CLIENT NAME:
PROJECT :
KORDONIA TOWERS
D1
F1
PLOT NO. :
ax
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ETABS EDB. File
RAFT FOUNDATION SAFE File
FLAT SLABS SAFE File

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MJU Engineering Consultancy

STRUCTURAL DESIGN REPORT

MJU Engineering Consultancy

MJU Engineering Consultancy

MJU Engineering Consultancy

MJU Engineering Consultancy

Strength and Durability

Modulus of Elasticity of Concrete

Mass source for dynamic analysis

Equivalent static force procedure

10. Dynamic analysis

MJU Engineering Consultancy

STRENGTH & DURABILITY REQUIREMENTS

Strength of concrete for substructure

MODULUS OF ELASTICITY OF CONCRETE

MJU Engineering Consultancy

Ec,28 = K0 + 0.2 fcu,28

MASS SOURCE FOR DYNAMIC ANALYSIS

Equivalent static lateral force procedure.

MJU Engineering Consultancy

STATIC FORCE PROCEDURE

(V= Base shear; W= weight (of Building))

Cv, Ca, Ct are the numerical coefficients given in UBC 1997. R=

The above values of Ca and Cv are based on the assumption that

MJU Engineering Consultancy

The drift corresponding to the design seismic forces corresponding

The story drift calculated will be checked so as to exceed 0.025

COMBINING FACTORED LOADS USING

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ANALYSIS & DESIGN OF FLOOR SLABS

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In finding the lateral sway, the moment of inertia of the members

Moment of Inertia of Beams

Moment of Inertia of Columns

Flat plates & Flat slabs

ETABS 3-D MODELLING

Frame property modifier assignments

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Wall / Slabs section

Shell type behavior means that both in-plane membrane

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function are assumed to be normalized; that is, the functions

It is strongly recommended to us Ritz-vector for response

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an element by element basis. It captures local bucking effects

MJU Engineering Consultancy

ETABS INPUT & OUTPUT DATA

ETABS INPUT DATA.txt

June 3, 2015 16:40

LEVEL 67.70 None

June 3, 2015 16:40

ETABS INPUT DATA.txt

June 3, 2015 16:40

SECTION SHAPE NAME OR NAME

IN SECTION DATABASE FILE

ETABS INPUT DATA.txt

ETABS INPUT DATA.txt

ETABS INPUT DATA.txt

ETABS INPUT DATA.txt

FRAME SECTION NAME