DESIGN REPORT FOR BOUNDARY WALL & FENCING (TYPE- A, TYPE-B & TYPE C)
Date: 26th SEP 2018
Submitted by
STATEMENT OF CONFIDENTIALITY This document is confidential and proprietary
BEAVER Infra Consultants Pvt. Ltd. ‘Anagha’, Plot no.1, Road No.2, Sector 11, New Panvel (E), Navi Mumbai – Mumbai – 410 410 206. Maharashtra, INDIA. Tel.: +91 22 27469921 Email:
[email protected] [email protected] Web site: www.beaverinfra.com
Contact Person: Ranjith Soman: +91 9029083536 / 9323976760 Vijay Rajbhar: +91 9987488455 / 9422903339
I
RECORD OF REVISIONS Project Name
Project AMBER
Doc No.
BIC/AMB/FENCE-A,B,C/01
Doc Title
Design Report for Boundary wall & Fencing works
Date of Issue
11-01-2018
Rev No
Date of Issue/ Revision
Description
Changes made
Prepared
Reviewed
Approved
R0
11-01-2018 11-01-2018
First issue
Nil
K. Suresh Babu
Ashok Nair
Ranjith Soman
R1
26-09-2018
Second issue
SBC Value
Vikram Gaikwad
Ashok Nair
Ranjith Soman
Prepared by
Name: Vikram Gaikwad
Signature Signatur e
Reviewed by
Name: Ashok Nair
Signature Signatur e
Approved by
Name: Ranjith Soman
Signature
II
REVISION HISTORY Revision-0: Issued for Approval Revision-1: Design of footing revised as per Geotechnical Report
III
LIST OF CONTENTS STATEMENT OF CONFIDENTIALITY ............................................................................................ I RECORD OF REVISIONS ................................................................................................................... II REVISION HISTORY ........................................................................................................................ III LIST OF CONTENTS ......................................................................................................................... IV 1.
EXECUTIVE SUMMARY......................................................................................................2
1.1.
Introduction............................................................................................................................. 2
1.2.
Scope....................................................................................................................................... 5
1.3.
Organization of the report:...................................................................................................... 5
1.4.
Description of Bounday wall and Fencing works................................................................... 5
1.5.
Typical Sections ..................................................................................................................... 5
1.6.
Materials: ................................................................................................................................ 7
1.6.1.
Type- A Boundary wall .......................................................................................................... 7
1.6.2.
Type- B Boundary wall ......................................................................................................... 7
1.6.3.
Type- C Boundary wall ......................................................................................................... 7
2.
CODES AND STANDARDS ................................................................................................... 9
2.1.
Codes and Standards ............................................................................................................... 9
2.2.
Applied Codes & Standards for Boundary wall & Fencing: .................................................. 9
3.
ANALYSIS AND DESIGN OF BOUNDARY WALLS...................................................... 11
3.1.
Analysis and design of Type-A Boundary wall .................................................................... 11
3.2.
Analysis and design of Type-B............................................................................................. 20
3.2.1.
3.3.
Boundary wall................................................................................................................................ 20
Analysis and design of Type-C Boundary wall .................................................................... 24
IV
CHAPTER-1 EXECUTIVE SUMMARY
1
1. EXECUTIVE SUMMARY 1.1. Introduction
The purpose of this document is to present the detailed design and drawing of Bounday wall & Fencing works for project AMBER. The Boundary wall/ Fencing are planned and designed as three types, which are Type-A, Type-B and Type-C. The Type-A Bounday wall, made of PCC solid masonry blockwall of size (400x200x200mm) with RCC framed columns spaced @ 3m centres, with grade beam at ground level and tie beam at top of column. Height of boundary wall above ground level is 3.0m. Above the masonry wall 1.4m high anti climbing fencing is provided with concertina coil of 1000mm diameter with Y shaped angle member support. The Type-B Bounday wall is a combination of both PCC solid masonry blockwall and Chain link mesh fencing. Masonry wall is provided upto one meter height above ground level, over the masonry wall, chain link fencing consists of line post ISA 50x50x5 mm angle member spaced @ 3.0m centres with chain link mesh of 50x50x4mm size with top & bottom railing member ISA 35x35x5mm is provided. Height of masonry wall above ground level is 1.0m and height of fencing over masonry wall is 2.0m. Above the chain link fencing, 0.75m high anti climbing fencing is provided with concertina coil of 450mm diameter and two lines of GI barbed wire with Y shaped angle member support. The Type-C Bounday wall is Chain link mesh fencing. Chain link fencing consists of line post ISA 50x50x5 mm angle member spaced @ 3.0m centres with chain link mesh of 50x50x4mm size with top & bottom railing member ISA 35x35x5mm is provided.Height of fencing above Ground level is 2.5m. Above the chain link fencing, 0.75m high anti climbing fencing is provided with 5 lines of GI barbed wire with inclined angle member s upport.
2
Table 1.1. Different Types of Boundary walls
Type-A Boundary wall Sl No
Description
1
Type A Boundary Wall
a
Alround Amber project Total
Length of Boundary wall(M)
Overall Height of Boundary wall(M)
Type of Boundary wall
17000
4400
PCC Solid block Masonry wall
Remarks
17000
Type-B Boundary wall Sl No
Description
1
Type B Boundary Wall
a
From Pudur village To Temple Inside the Amber project Total
Length of Road(M)
Width of road(M)
4700
3750
Layers of Road
Remarks
PCC Solid block wall + Chain Link fencing with concertina coil
4700
Type-C Boundary wall Sl No
Description
1
Type C Boundary Wall
a
For Additional Area Total
Length of Road(M)
Width of road(M)
3000
3250
Layers of Road
Remarks
Chain Link fencing with Barbed wire
3000
3
Layout of Proposed Boundary walls
4
1.2.Scope
The report covers the basis of design for proposed Boundary walls required f or the enabling works 1.3.Organization of the report:
The design and detailing of Boundar wall and fencing works are provided in this document. 1.4.Description of Bounday wall and Fencing works
The Boundary wall/ fencing for enabling works which are planned for AMBER project are classified into three types namely, Type-A, Type-B and Type-C. The Type-A boundary wall is PCCsolid masonry blockwall of height 4.4m and the total length of road is 17000 m. The Type-B boundary wall is acombination of masonry wall and chainlink fencing of height 3.75m and the total length is 4700m. The Type-C boundary wall is chain link mesh fencing of height 3.25m and the total length is 3000m. 1.5.Typical Sections
Type-A Boundary wall Ty
5
Type-B Boundary wall
Type-C Boundary wall
6
1.6.Materials:
The following material are planned to be used for construction: 1.6.1.
Type- A Boundary wall
Foundation Columns Plinth beam Tie Beam Wall Wall Below GL Concertinal coil Y Shaped angle support Barbed Wire
1.6.2.
-
RCC footings- Grade M25 PCC below footing- Grade M10 RCC- Grade M25 RCC- Grade M25 RCC- Grade M25 PCC Solid Blocks (400x200x200mm) with CM 1:6 Random Rubble masonry 1000mm diameter Indian Standard Angle sections Galvanized Iron Indian Standard Angle sections
-
PCC footings- Grade M15 Indian Standard Angle sections PVC Coated Chain link Mesh Indian Standard Angle sections Indian Standard Angle sections PCC Solid Blocks (400x200x200mm) with CM 1:6 Random Rubble masonry 450mm diameter Indian Standard Angle sections Galvanized Iron
-
PCC footings- Grade M15 Indian Standard Angle sections PVC Coated Chain link Mesh Indian Standard Angle sections Indian Standard Angle sections Indian Standard Angle sections Galvanized Iron
Type- B Boundary wall
Foundation Fencing post Fencing Top Rail Bottom Rail Wall Wall Below GL Concertina coil Y Shaped angle support Barbed Wire
1.6.3. Type- C Boundary wall
Foundation Fencing post Fencing Top Rail Bottom Rail Inclined angle support Barbed Wire
7
CHAPTER-2 CODES AND STANDARDS
8
2. CODES AND STANDARDS 2.1. Codes and Standards
The requirements and recommendations of the reference codes and standards are regarded as minimum criteria and the values specified in this document are adopted, where these prove more onerous. Latest editions of following reference codes and standards along with amendments wherever applicable are used. 2.2. Applied Codes & Standards for Boundary wall & Fencing:
1. IS: 875 (Part 3): 2015, Design Loads (other than Earthquake) for Buildings & Structures – wind loads. 2. IS: 1905: 1985, Code of practice for Structural use of unreinforced masonry. 3. SP: 20(S&T): 1991, Hand book on Masonry Design & Construction. 4. Chain Link Fence Wind Load Guide for the Selection of Line Post and Line Post Spacing (CLF-WLG 0110) - Chain Link Fence Manufacturers Institute. 5. ASTM-F-567-07, Standard Practice for Installation of Chain- Link fence. 6. IS: 456:2000, Plain and Reinforced Concrete- Code of Practice.
9
CHAPTER-3 ANALYSIS & DESIGN OF BOUNDARY WALLS
10
3. ANALYSIS AND DESIGN OF BOUNDARY WALLS 3.1. Analysis and design of Type-A Boundary wall
-
Site Location
Vikarabad
( Telangana State)
Wind Data 1 Basic Windspeed :
= 44 m/sec Note: As Vikarabad is near to Hyderabad, Consider the basic wind speed for Hyderabad location
2 Terrain Category
= Category 2
(open land)
Design Factors Risk Coefficient factor
K1
=
Terrian & Height factor
K2
=
Topography factor
K3
Importance factor
K4
= =
Design Wind speed
Vz
(Table-1, IS:875-3) (Table-2, IS:875-3) (Cl. 6.3.3, IS:875-3) (Cl. 6.3.4, IS:875-3)
= Vb xK1xK2xK3xK4 =
Wind pressure at any height Pz
0.91 1 1 1
40.04
m/sec
2
(Cl. 7.2, IS:875-3)
= 0.6 x Vz
2
= 961.92
Design Wind Pressure
Pd
(Cl. 6.3, IS:875-3)
N/m
= Kd xKa x Kc xPz
where
Kd Ka Kc Pd
= 0.9
wind directionality factor (Cl. 7.2.1, IS:875-3)
= 1
Area Averaging Factor (Cl. 7.2.2, IS:875-3)
= 1
Combination factor
= 865.7289
N/m
= 0.866
kN/m2
(Cl. 7.3.3.13, IS:875-3)
2
11
Checking for stress in Masonry wall
The wall panel is supported on Four edges in a framed structure Thickness of wall panel Height of wall
= =
width of plinth beam
=
0.2
m
Depth of plinth beam
=
0.2
m
width of Tie beam at top
=
0.2
m
Depth of Tie beam
=
0.15
m
m m
Spacing of Columns c/c c/c height of wall
200 2.85
L H
= =
3 3.025
H/L
=
1.008
mm m
Maximum Bending Moment in Horizontal direction = PL M
Design wind force on wall
P
18 = Cf x Pd x A
Force coefficient
Cf
=
Contributing Area
(Table-14, IS:1905)
1.2
(Fig-4, IS:875-3) 2
Pd
=
A
=
P
=
9427.787329 N
M
=
1571.297888 N.m
865.728864 N/m 9.075
2
m
Maximum Tensile stress in the horizontal direction will be =
= =
M Z 1571298 2 N/mm 20166667 0.078
2
N/mm
As per Cl.5.4.2, IS:1905 Considering Grade M2 Mortar CM 1:6, The permissible tensile stress is 0.10 N/mm2 for bending in longitudinal direction where tension is developed parallel to the bed joints provide crushing strength of masonry units Hence the design is s afe . is not less than 7.5 N/mm2.
12
Design of Column
Load Calculation for column Thickness of wall panel Height of wall width of plinth beam Depth of plinth beam width of Tie beam at top Depth of Tie beam Spacing of Columns c/c L c/c height of wall H width of column b Depth of column d
= =
200 2.85
mm m
=
0.2
m
=
0.2
m
=
0.2
m
=
0.15
m
3 3.025 0.2 0.3
m m m m
= = = =
Column below ground = 0.4 Designing the column as a Cantiliver column
m
Grade of Concrete
=
N/mm2
Density of concrete
=
25 25
Density of Masonry wall
=
20
kN/m3
=
kN
kN/m3
Dead Load
Load due to 2 Plinth beam
=
5.4 3
3 Tie beam
=
2.25
kN
4 Masonry wall
=
34.2
kN
44.85
kN
1
self weight of column
Total Axial Load
V
Wind Load wind load acting on column acting at a height
=
9.4278 kN
=
1.425 m
BM due to wind load at bottom M = Design Axial Load=
kN
1.5x V =
Design Bending Moment= 1.5x M =
from Ground level
19.09 kN.m
67 kN 29 kN.m
13
n n ) o 1 i t y c u a r M e / t n y u I
. . m m 6 5 2 2 . . 3 8 . 1 2
= x l , h t g n e l d e t r o p p u s n U
= y l , h t g n e l d e t r o p p u s n U
N K 8 0 . 6 3 3
N K 3 8 . 9 0 3
=
=
x b
= x x t u o b a . t c a f h t g n e l . f f E
M ( + n n ) 1 x u z u M / P x / u u P M (
= y y t u o b a . t c a f h t g n e l . f f E
6 9 1 . 0
3 0 2 . 0
=
=
=
=
x 1
x 2
y 1
0 0 5 . m x u N 0 4 M k
1
) 2 ^ b D k c f ( / 1 y u M ) 2 ^ D b k c f ( / 1 x u M ) D b k c f ( / u P
y 2
K K K K
8 0 0 4 6 2 . 1 . 0 0
0 0 4 2 . 2 . 0 0
= = ' d D / ' d
= b / ' d
T R A H C . F E R
. m m . q % s 0 6 0 3 . 0 . 0 1 0 0 0 6 = p
N k 5 7 7 . 7 1 9
T R A H C . F E R
m m 0 4
= = = = g z k c A f u R / P E p V O C
) 6 1 P S . f e R ( ) 6 1 P S . f e R (
. y m u i t M l , U . l a m t o o T M . x m u i t M l , U . l a t m o o T M c ) n e l S . m o M (
c ) y a M (
c ) n e l S . m o M (
c ) x a M (
. t c a F y . r r K o C . t c a F . r r o C ) n e l S . m o M (
m m / N 5 2
N M U L O C F O N G I S E D
k c f , e d a r G e t e r c n o C
0 9 0 . 0
0 9 0 . 0
= x e l , h t g n e L e v i t c e f f E
x
e , y t i c i r t n e c c E . n i m
x a
e , . n e l s o t e u d . c c E
. m m . q s 5 2 . 4 0 8
x K
3 1 3 . 3
= d e d i v o r p t n e m e c r o f n i e r f o a e r A
9 4 4 . 4 3
7 9 . 1
1 8 . 5
0 0 0 . 1 0 0 0 . 1
7 9 . y 1 a M 1 8 . 5
. . . m m m y 5 0 2 0 2 . 9 3 0 4 . 0 c . 2 2 2 3 c y 1 0 0 . . e e 0 0 ) . m M o M ( 5 = = = = x . 3 y y . y b c e a l e e c x 1 e e ) . M m o M ( 0 . ) m m o N k M ( . y t l . . u U M m m m ) 0 1 9 0 2 . . 0 . 2 0 7 m m 0 0 3 o N 2 0 k M ( . 0 . x t l u U M = D , n m u l o C f o e z i S
K O
4 0 . 0
) n e l S x . a m M o M (
2
3 7 0 . 0
0 0 0 . y m 7 u N 2 M k
y b
8 2 3 . 0
0 0 0 . 1
1
P P 7 0 2 . 0
7 9 . 0
7 . N 6 T K L u U P . D B 1 A M O O L C L X E U A I A L A X A M V
. m m . q s 0 8 7
=
S
A D E 4 0 R I = = U d Q d e e E d d R i v i v A o o r r E p p R e e A b b T o t o N t E s r s r M a a E b b C f f R o o . . O o o F N N N I E R
0 0 3 . 1
L E E T S T N E M E C R O F N I E R F O % M U M I X A M
m m 6 1
m m 2 1
s r e n r o c t a d e d i v o r p e b o t s r a b . f n i e r f o . a i D
14
Design of Isolated Footing, SBC = 25 T/SQM As per GT Report Legend:-
: To give input
A. DIMENSIONS
E. Directions
Note
Length of column in X direction = cx Width of column in Z direction = cz Length of pedestal in X direction = Pdx Width of Pedestal in Z direction = Pdz Height of Pedestal = Pd Length of the footing in X direction=Lx Width of the footing in Z direction =Lz Thickness of the footing=T To start with, try thickness
0.3 0.2 0.30 0.20 0.00 1.90 1.00 0.350 0.150
m m m m m m m m m
P X
Z d T Lx
B. MATERIAL Grade of Concrete : fck
25 N/mm
2
cx
2
Grade of Reinforcement Steel : fy
500 N/mm
z L
3
Density of reinforced concrete
25 Kn/m 3 18 Kn/m
Density of Soil
Pz
Mx
cz Fx Px
C. Site Conditions Net Bearing Capacity of Soil (increased 25% for Seismic Case) Depth of Foundation
312.5 kN/m2 1.5 m
Gross Bearing Capacity of Soil FOS against Sliding
339.5 kN/m 1.5
Mz Fz
2
FOS against overturning
*Calculati ons applicable if and only if M z >> M x
F. Section Properties
1.5
Soil Co-efficient
0.35
D. Forces Fx Mx P
0.96 kN 0.00 kNm 44.85 kN
My 0.013 kNm Fz 0 kN Mz 19.09 kNm Weight of Soil above Ws
Load Case Option
Area of Base Slab A Section Moduls Zx Section Modulus Zz
0 0
Total Vertical Load P Moment about X axis M_x Moment about Z axis M_z
39 kN
150
A 0.96 kN 36 kN 33.55
Mx Zx Mz Zz
O.K
I. Check for Overturning Overturning Moment Mo Resisting Moment Mr FOS
0.7 18
m
19.09 kNm 97 kNm 4.59
m m 3
kN
G. Check for Base Pressure
IF Any (kN,kNm) 3. DL+EL
P Sliding Force Fs Resisting Force Fr FOS
m
Load Case Volume of concrete used Vc 1. DL+LL, Weight of Foundation Wc 2 Additional Load, 2. DL+LL+EL, F M
2
1.90 0.3 0.6
103 0 19.09
kN kNm kNm
2
=
54
kN/m
=
0
kN/m
=
32
kN/m
2
2
Pressure Values at Corners 86
22
22 O.K
O.K.
2
kN/m
86
No Need for Pressure Modifi cation, No Tension is there.
J. Pressure diagram Design Pressure Maximum Pressure 85.69 kN/m2 Minimum Pressure
Val ues
Lx | 22.2 kN/m2
|
O.K.
15
K. Reinforcement Schedule Along X -Direction Length of Cantilever
L.Check for Depth Provided
0.8 m 2
Maximum Press ure Pmax
86 kN/m
Pressure at the face of Pedestal Pface Unfactored Moment
59 kN/m Total Depth Required 15 kN-m/m Depth Provided
Factored moment Diameter of Bar Clear Cover
18 kN-m/m 12 mm 50 mm
2
O.K.
M. Check for one Way Shear
Effective Depth Provided
294 mm
Area of steel required Min Steel Required
144 mm /m 353 mm /m
Design Reinforcement Spacing Required
2
2
Pressure at distance 'd' from face of Pedestal Actual Shear Force
69 kN/m 24 kN/m
353 mm /m
Factored Shear Force
29 kN/m
320 mm
Percentage Reinforcement
0.15
37 mm
Permissible Shear Stress
0.29 N/mm
2
0.10 N/mm
2
2
Min spacing Max Spacing Spacing given
129 mm 350 mm
300 mm 250 mm
Actual Shear Stress
O.K.
O.K.
N. Check for Two-Way Shear or Punching Shear Shear Stress
Permissible Shear Stres
0.16 1.3
N/mm2 2 N/mm
O.K.
Along Z -Direction Length of Cantilever
L.Check for Depth Provided
0.4 m 2
Maximum Press ure Pmax
86 kN/m
Unfactored Moment tored moment Diameter of Bar Clear Cover
4 kN-m/m Total Depth Required 5 kN-m/m Depth Provided 12 mm 50 mm
Effective Depth Provided
294 mm 42 mm 2 /m
Area of steel required
96 mm 350 mm
O.K.
M. Check for one Way Shear Pressure at distance 'd' from face of Pedestal
86 kN/m2
Actual Shear Force
6 kN/m
Design Reinforcement
353 mm 2 /m 2 353 mm /m
Factored Shear Force
7 kN/m
Spacing Required
320 mm
Percentage Reinforcement
37 mm
Permissible Shear Stress
0.29 N/mm
2
Actual Shear Stress
0.02 N/mm
2
Min Steel Required
Min spacing Max Spacing Spacing given
300 mm 250 mm O.K.
0.15
O.K.
N. Check for Two-Way Shear or Punching Shear Shear Stress
Permissible Shear Stres
0.16 1.3
2
N/mm 2 N/mm
O.K.
16
This Design Document represents Design of Singly Reinforced Beam by IS 456 : 2000 DESIGN DATA :
Span of Beam = L = Unfactored Bending Moment = M = Unfactored Shear Force = V = Load Factor = gf =
3m 8.55 kN-m 17.1 kN 1.5
2
WL /12
MATERIAL SPECIFICATION : M - 25 N/mm2 Fe - 500 N/mm2
Concrete Grade : R/f Grade : PROPERTIES OF SECTION :
Width of Beam = B = Overall Depth of Beam = D = Clear cover to Main R/ f = c = Diameter of Main R/f = f = Effective Depth of Beam = d = D - c - f/
200 200 25 12 169
mm mm mm mm mm
D = 200
d = 169
B = 200 CHECK FOR SECTION :
Factor Moment = Mu = 1.5 x M = Limiting Moment Capacity of Section : Mulim = 0.132 fckbd² Mulim = 0.132 x 25 x 200 x 169 x 169 As
Mulim
<
Mu
13 KN-m b 19 KN-m DESIGN SECTION AS SINGLY REINFORCED
MAIN R/F CALCULATION :
Unfactored Moment = M = Factor Moment = Mu =
1.5 x M =
2
Ast Re uired in mm = Ast = Min Area of Main R/f = 0.85/fy*bd Provide Main R/f as 2
8.6 kN-m 13 KN-m 198 mm2 57 mm2 12
= =
2 226.08 mm 0.67 %
SHEAR R/F CALCULATION :
Unfactored Shear = V = 17.1 kN Factor Shear = Vu = 1.5 x V = 25.65 KN 0.76 N/mm2 Nominal Shear Stress = tv = Vu /bd = 3.1 N/mm2 Maximum Shear Stress = tc max = Under no Circumstances, eve n with Shear R/F, tv < tcmax OK
17
Minimum Shear Stress in Conc = tcmin As > tcmin tv
0.29 N/mm2 > tc
SHEAR R/F REQUIRED
Net Shear resisted by Shear R/f = Vnet = Vu -tcbd pt = 0.669 % 0.544 N/mm2 tc = 7 KN \Vnet = 25650 - 0.5444 x 200 x 169 = 8 mm 2 Legged
Diameter of Shear R/f = f = Vertical Legs of Shear R/f = Spacing of Shear R/f , Minimum of below 1 ) Sv = From Net Shear 2 ) Sv = 0.87fy x Asv / 0.4b 3 ) Sv = 0.75d
1015 mm 545 mm 127 mm
Provide Shear R/f of 2 L - 8 # spacing of
125 mm
DESIGN SUMMARY : B= 200 mm D= 200 mm L= 3000 mm fck M - 25 N/mm2 fy = Fe - 500 N/mm2
Bot R/f = 2 -12 # Top R/f = 2 -12 # hear R/f = 2 L - 8 # @ 125 c/c c= 25 mm Side Face
SKETCH :
B = 200 2 -12 # 2 L - 8 # @ 125 c/c D = 200
L = 3000 2 -12 #
18
l l a w y r a d n u o B A e p y T
19
3.2. Analysis and design of Type-B Boundary wall Calculation of Wind Pressure
Site Location
-
Vikarabad
( Telangana State)
= =
44 158.4
m/sec kmph
=
98.4
Mph
Wind Data 1 Basic Windspeed :
Note: As Vikarabad is near to Hyderabad, Consider the basic wind speed for Hyderabad location = Category 2 (open land) 2 Terrain Category Design Factors Risk Coefficient factor
K1
=
Terrian & Height factor
K2
=
Topography factor
K3
Importance factor
K4
= =
Design Wind speed
Vz
(Table-1, IS:875-3) (Table-2, IS:875-3) (Cl. 6.3.3, IS:875-3) (Cl. 6.3.4, IS:875-3) (Cl. 6.3, IS:875-3)
= Vb xK1xK2xK3xK4 =
Wind pressure at any height Pz
0.91 1 1 1
40.04
m/sec
2
(Cl. 7.2, IS:875-3)
= 0.6 x Vz
2
= 961.92
Design Wind Pressure
Pd
N/m
= Kd xKa x Kc xPz
where
Kd Ka Kc Pd
= 0.9
wind directionality factor (Cl. 7.2.1, IS:875-3)
= 1
Area Averaging Factor (Cl. 7.2.2, IS:875-3)
= 1
Combination factor
= 865.73
N/m
= 0.866 18.0811
kN/m lb/sq.f
(Cl. 7.3.3.13, IS:875-3)
2 2
20
Checking for Post Spacing
Fencing Post Height of fencing Mesh
= =
Chain Link Mesh wind Speed
Recommended Post Spacing
50 x50 x5 2
mm m
6.56
Feet
=
50 x 50 x4
mm
= =
44
m/sec
98.43
mph
S' = S1 x Cf 1 x Cf 2 x Cf 3
where S1
= Allowable spacing, considering a solid panel
Cf 1
= Cofficient for Mesh Fabric
Cf 2
= Cofficient for wind exposure category
Cf 3
= Cofficient for Icing effects
Yield strength of fencing p ost
= =
250 N/mm2 36259 Psi
From Table 4 for 100 mph speed, the allowable spacing for 2 1/4" , considering cold formed section S1
=
1.60
ft
From Table 10 for 50mm mesh size, and 4.11 mm wire diameter Cf 1
=
6.67
Cf 2
=
1
Wind exposure category (Table-2, IS:875-3)
From Table 12 , the regions not subject to the affects of icing Cf 3
=
1
S'
=
10.6
Ft
3.24
m
Hence the s pacing of Fencing post provided is = 3 9.84
m Ft
Recommended Post Spacing
21
Design of Footing for fencing post
Fencing Post size Height of fencing Mesh
H
Chain Link Mesh wind Speed
= =
50 x50 x5 2
mm m
6.56
Feet
=
50 x 50 x4
mm
= =
44
m/sec
98.43
mph
100 2089
kN/m
Net Allowable soil bearing pressure F =
For ASTM-F-567
50
2
lb/sq.f
mm
ISA angle post, the minimum footing size is 4 x post size as per = 4x 50 mm = 200 mm However it is recommended that the footing size of b x d mm = 300 300 be used 1
1
Ft
Distanceof applied force above ftg. c = 2/3 x H
Applied Force
P
=
1.33
m
=
4.37
ft
=
1 x Net area of fence x wind pressure Cf 1
Net area of fence
=
64.58
Sq.Ft
Wind pressure
=
18.081
lb/sq.f
64.58
18.081
Applied Force
P
=
P
=
6.67 175.07
lbs
2
6P +( 36P +240000 dPc) Depth of footing
D
1/2
2 xF x d
=
14648.5112 D
= = =
4177.08 3.507 1.1
Ft m
(Cl. 5.0, ASTM-F-567)
As per ASTM-F-567, minimum depth = 24''+ [ 3" x (H'-4')] = = = Hence the Size of footing will be
31.69 2.640 0.80 300
Inches Ft m 300
1100
mm
22
l l a w y r a d n u o B B e p y T
23
3.3.Analysis and design of Type-C Boundary wall
Wind Pre ssure Calculation
Site Location
-
Vikarabad
( Telangana State)
= =
44 158.4
m/sec kmph
98.4
Mph
Wind Data 1 Basic Windspeed :
=
Note: As Vikarabad is near to Hyderabad, Consider the basic wind speed for Hyderabad location = Category 2 (open land) 2 Terrain Category Design Factors Risk Coefficient factor
K1
=
Terrian & Height factor
K2
=
Topography factor
K3
Importance factor
K4
= =
Design Wind speed
Vz
(Table-1, IS:875-3) (Table-2, IS:875-3) (Cl. 6.3.3, IS:875-3) (Cl. 6.3.4, IS:875-3) (Cl. 6.3, IS:875-3)
= Vb xK1xK2xK3xK4 =
Wind pressure at any height Pz
0.91 1 1 1
40.04
m/sec
2
(Cl. 7.2, IS:875-3)
= 0.6 x Vz
2
= 961.92
Design Wind Pressure
Pd
N/m
= Kd xKa x Kc xPz
where
Kd Ka Kc Pd
= 0.9
wind directionality factor (Cl. 7.2.1, IS:875-3)
= 1
Area Averaging Factor (Cl. 7.2.2, IS:875-3)
= 1
Combination factor
= 865.7289
N/m
= 0.866 18.08
kN/m lb/sq.f
(Cl. 7.3.3.13, IS:875-3)
2 2
24
Checking for Post Spacing
Fencing Post Height of fencing Mesh
= =
Chain Link Mesh wind Speed
Recommended Post Spacing
50 x50 x5 2.5
mm m
8.20
Feet
=
50 x 50 x4
mm
= =
44
98.43
m/sec
mph
S' = S1 x Cf 1 x Cf 2 x Cf 3
where S1
= Allowable spacing, considering a solid panel
Cf 1
= Cofficient for Mesh Fabric
Cf 2
= Cofficient for wind exposure category
Cf 3
= Cofficient for Icing effects
Yield strength of fencing post
= =
250 N/mm2 36259 Psi
From Table 4 for 100 mph speed, the allowable spacing for 2 1/4" , considering HOT ROLLED section S1
=
1.3
ft
From Table 10 for 50mm mesh size, and 4.11 mm wire diameter Cf 1
=
6.67
Cf 2
=
1
Wind exposure category (Table-2, IS:875-3)
From Table 12 , the regions not subject to the affects of icing Cf 3
=
1
S'
=
8.7
Ft
2.64
m
Hence the s pacing of Fencing post provided is 2.5 = 8.20
m Ft
Recommended Post Spacing
25
Design of Footing for fencing post
Fencing Post size Height of fencing Mesh
H
Chain Link Mesh wind Speed
= =
50 x50 x5 2.5
mm m
8.20
Feet
=
50 x 50 x4
mm
= =
44
m/sec
98.43
mph
100 2089
kN/m
Net Allowable soil bearing pressure F =
For ASTM-F-567
50
2
lb/sq.f
mm
ISA angle post, the minimum footing size is 4 x post size as per = 4x 50 mm = 200 mm However it is recommended that the footing size of b x d = 300 300 be used mm 1
1
Ft
Distanceof applied force above ftg. c = 2/3 x H
Applied Force
P
=
1.67
m
=
5.47
ft
=
1 x Net area of fence x wind pressure Cf 1
Net area of fence
=
67.27
Sq.Ft
Wind pressure
=
18.081
lb/sq.f
67.27
18.081
Applied Force
P
=
P
=
6.67 182.37
lbs
2
6P +( 36P +240000 dPc) Depth of footing
D
1/2
2 xF x d
=
16603.09502 D
= = =
4177.08 3.975 1.2
Ft m
(Cl. 5.0, ASTM-F-567)
As per ASTM-F-567, minimum depth = 24''+ [ 3" x (H'-4')] = = = Hence the Size of footing will be
36.61 3.051 0.90 300
Inches Ft m 300
1200
mm
26
l l a w y r a d n u o B C e p y T
27
Extracts from Chain Link Fence Wind Load Guide for the Selection of Line Post and Line Post Spacing.
28
