boonma boo all
TRANSCRIPT
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 1/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 2/206
THESIS
A STUDY ON CONSTRUCTION COST & TIME OF ROOF PLANT
STRUCTURE
BOONMA BOONYAVIROD
A Thesis Submitted in Partial Fulfilment of
The Requirements for the Degree of
Master of Engineering (Civil Engineering)
Graduate School, Kasetsart University
2006
ISBN 974-16-1042-4
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 3/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 4/206
ACKNOWLEDGMENTS
This research would never been succeeded unless the help and support arereceived from many people. The author would like to express his profound
appreciation and deepest gratitude to Assoc.Prof .Dr Santi Chinanuwatwong as
chairman of thesis committee, Assoc.Prof .Dr .Prasert Suwanvitaya, Dr .Wiwat
Saengthien as member of thesis committee for his invaluable advice, his enthusiasm
in giving enlightening instruction and recommendations, friendly discussions and
continuous encouragement throughout the course of study
.
The author would like to express his thanks to Mr . Kanoksak K and Mr . Pichet
L. (Thai Nishimatsu Construction Co.,ltd ) for offering valuable suggestions, providing
estimating data of construction cost and construction time to conduct the research. Histhanks also express to Mr . Pinit Karntikoon (Thai Nishimatsu Construction Co.,ltd ) for
the value illustrations. Many thanks are also extended to all of his friend and
classmates here in Kasetsart University for their nice and continuous encouragement
throughout his period of study
.
Sincere gratitude is due to Kasetsart University for providing and excellent
learning environment.
Finally, the author would like to express his deep appreciation to his mother
and his father who continuously gave him the best support of all kinds without askinganything in return. Their moral support and love always deserve remembrance. The
author would like to dedicate any contributions of this work to his loving parents.
Boonma Boonyavirod
January 2006
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 5/206
i
TABLE OF CONTENTS
Page
TABLE OF CONTENTS……………………………………………………… i
LIST OF TABLES…………………………………………………………….. iii
LIST OF FIGURES…………………………………………………………… iv
INTRODUCTION……………………………………………………………. 1
General ……………………………………………………………….. 1
Statement of Problem………………………………………………… 1
Objectives ………..………………………………………………….. 2LITERATURE REVIEWS…………………………………………………... 4
General ………………………………………………………………. 4
Type of roof trusses…………………………………………………... 4
Fabrication…………………………………………………………… 9
Cost Estimation………………………………………………………. 14
Detailed Estimation Method………………………………………… 14
Preliminary Method…………………………………………………. 14
Estimation for Structural Steel……………………………………….. 15
Procedure of Estimation……………………………………………… 15
Truss Optimization…………………………………………………… 15
Optimization Document……………………………………………… 16
Literature Review Conclusion……………………………………….. 18
MATERIALS AND METHODS…………………………………………….. 20
Materials……………………………………………………………… 20
Methods……………………………………………………………… 20
RESULTS…………………………………………………………………… 23
DISCUSSSION……………………………………………………………… 26
CONCLUSION……………………………………………………………… 28
RECOMMENDATION FOR FUTURE WORK…………………………… 30
LITERATURE CITED……………………………………………………… 31
APPENDIX…………………………………………………………………. 33
Appendix A Sample of Truss Figures……………………………….. 34
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 6/206
ii
TABLE OF CONTENTS (cont’d)
Page
Appendix B Sample of Calculation Table…………………………... 40
Appendix C Element Valuation……………………………………... 42
Appendix D Figures of Studied Truss………………………………. 52
Appendix E Name of Truss…………….……………………………. 55
Appendix F Designed Truss Breakdown System…………………… 58
Appendix G Effect of Truss Shape…………….….………………… 60
Appendix H Design Results……………………….………………… 62
Appendix I Results Deviation……………………….………………. 67
Appendix J Design Calculation….…………….……………………. 70
Appendix K Relative Graph………………………….……………… 171
Appendix L Full Truss Breakdown Model…………….……………… 192
Appendix M Diagram of Main Procedure……………….……………… 194
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 7/206
iii
LIST OF TABLES
Appendix Table Page
B1 Design Calculation…………………………….……………………. 41
C1 Tube Element Valuation………...…………….……………………. 43
C2 Square Tube Element Valuation...…………….……………………. 45
C3 Angle Element Valuation………..…………….……………………. 47
C4 Channel Element Valuation………..…………….………………….. 48
C5 H-Beam Element Valuation………..…………….………………….. 49
E1 Name of Designed Truss….………..…………….………………….. 56G1 Effect of Truss Shape….….………..…………….………………….. 61
H1 Designed Weight Result.….………..…………….…………………. 63
H2 Designed Painting Result.…………..…………….…………………. 64
H3 Equation Weight Result.………..…..…………….…………………. 65
H4 Equation Painting Result.………..…..…………….………………… 66
I1 Weight Result Deviation.…………..…………….………………….. 68
I1 Painting Result Deviation…………..…………….………………….. 69
J1 Design Calculation…… .…………..…………….…………………… 71
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 8/206
iv
LIST OF FIGURES
Figure Page
1 Truss by Leonard Church & Charless Edward.……………………. 5
2 Truss by Clifford D.Williams & Ernest C. Harris …...……………. 7
3 Types of Truss by SK Dugg……………………………………….. 8
4 Structural Pattern………………………………………………….. 9
5 Plate preparation for butt weld……………………………………. 10
6 Plate Chamfered and set up for butt welding……………………... 11
7 Type of corner joints ……………………………………………... 11
8 Preparation for pieces of work…………………………………… 12
9 Fillet weld details…………………………………………………. 13
10 Type of solid rivet…………………………………………..……… 14
Appendix Figure
A1 Bridgestone Factory Project……………………………………... 35
A2 Bridgestone Factory Project……………………………………... 35
A3 Bridgestone Tire Manufacturing Factory Project……………….. 36
A4 G-Steel Factory Project………………………………………….. 36
A5 HATC (Honda Cars Factory)……………………………………. 37
A6 Kikuwa Factory Project ………………………………………… 37
A7 Kobe Factory Project …………………………………………… 38
A8 Kobe Factory Project …………………………………………… 38
A9 Mitsui Hygiene Materials Factory Project ……………………… 39
C1 Tube Element Valuation…………………………..……………. 42
C2 Square Tube Element Valuation ……………………..………… 44
C3 Angle Tube Element Valuation ……………………..…………. 46
C4 Channel Tube Element Valuation …………… ……………..… 48
C5 Channel Tube Element Valuation……………………………… 49
D1 Double Triangular Truss………..……………………………… 52
D2 Triangular Truss………….……..……………………………… 53
D2 Designd Truss Breakdown System……..……………………… 58
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 9/206
v
LIST OF FIGURES
Figure Page Appendix Figure
K1 Weight per square meter of roof for 12 m. span length vary on external ratio 172
K2 Weight per square meter of roof for 18 m. span length vary on external ratio 173
K3 Weight per square meter of roof for 24 m. span length vary on external ratio 174
K4 Weight per square meter of roof for 30 m. span length vary on external ratio 175
K5 Weight per square meter of roof for 36 m. span length vary on external ratio 176
K6 Weight per square meter of roof for 12 m. span length vary on internal ratio 176
K7 Weight per square meter of roof for 18 m. span length vary on internal ratio 178
K8 Weight per square meter of roof for 24 m. span length vary on internal ratio 179
K9 Weight per square meter of roof for 30 m. span length vary on internal ratio 180
K10 Weight per square meter of roof for 36 m. span length vary on internal ratio 181
K11 Painting area per square meter of roof for 12 m. span length vary on
external ratio………………………………………………………… 182
K12 Painting area per square meter of roof for 18 m. span length vary on
external ratio………………………………………………………… 183
K13 Painting area per square meter of roof for 24 m. span length vary on
external ratio………………………………………………………… 184
K14 Painting area per square meter of roof for 30 m. span length vary on
external ratio………………………………………………………… 185
K15 Painting area per square meter of roof for 36 m. span length vary on
external ratio………………………………………………………… 186
K16 Painting area per square meter of roof for 12 m. span length vary on
internal ratio…………………………………………………………. 187
K17 Painting area per square meter of roof for 18 m. span length vary on
internal ratio…………………………………………………………. 188
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 10/206
vi
LIST OF FIGURES
Figure Page Appendix Figure
K18 Painting area per square meter of roof for 24 m. span length vary on
internal ratio…………………………………………………………. 189
K19 Painting area per square meter of roof for 30 m. span length vary on
internal ratio…………………………………………………………. 190
K20 Painting area per square meter of roof for 36 m. span length vary on
internal ratio…………………………………………………………. 191
L1 Full Truss Breakdown Model…………………………………………. 193
M1 Diagram of Main Procedure……………...………………………….... 195
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 11/206
1
A STUDY ON CONSTRUCTION COST & TIME
OF ROOF PLANT STRUCTURE
INTRODUCTION
General
The prerequisite industrial plants are in necessitation for rapid industry
expansion owing to the inadequate existed plants. Unavoidability of the industrial
increasing and economic growth are main propelled factors in industrial plantconstruction increasing. Construction cost is the primary expense prior of further
considered investment factors.
Truss is the most popular design for the roof structure particularly on long
span length due to the more economical cost comparing to other type of structure.
The proper truss design would benefits the more investment . Roof truss structures
are always designed in various types and shape forms of truss on various types ofelement selection in order to mitigate the cost and time. Nevertheless economical
truss patterns which subject to construction cost and times should be clarified .
Statement of Problem
Various important factors should be considered for optimum roof truss
design. Main considerations are on depth of truss per span length ratio, Vertical
chord length per horizontal chord length (internal shape), shape of element and
shape of truss. Difference in various factors will result in the difference in term of
amount of materials used, labours cost, fabrication as well as the installation.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 12/206
2
Study on the various roof trusses on various factories found a lot of different
patterns employed . Nevertheless some patterns of truss are frequently employed
merely, Triangular and Double Triangular. The others shape forms can be found in
particular projects depending on the needs for architectural aspect.
The basic problem of this study is to discover the relation among various
concern factors as well as the sensitivity in order to estimate the direct cost of truss
on various patterns with the most economical element type and to discover the most
economical truss pattern.
Objectives
Main objective of this study is to identify the most economical form of roof
truss structure with low slope, which result in optimisation on the cost and time of
roof truss structure.
The objectives of this research are as following;
1. To find a rough estimate weight and painting area in order to evaluate
the approximate cost on various patterns of roof structure on the most economical
element type.
2. To find a rough estimate weight and painting area in order to evaluate
the approximate time on various forms of roof structure on the most economical
element type.
3. To find the Sensitivity of External Ratio and Internal Ratio .
4. To find the Most Proper Pattern of roof truss in scope range .
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 13/206
3
Scope of Work
1. Double Triangular Truss and Single Triangular Truss Form with low
slope (less than 5 percents) roof of industrial plant etc are the main scope of this
study.
2. This study concentrates on only roof truss structure .
3. Truss with 12m., 18 m., 24 m., 30 m. and 36 m Clear Span Supports varyon 1:10, 1:12.5, 1:15, 1:17.5 and 1:20 Depth per Span Length Ratio (External Ratio)
with 1:1, 1:1.25, 1:1.5, 1:1.75, 1:2, 1:2.25 and 1:2.5 Vertical Element Length per
Horizontal Element Length (Internal Ratio) are truss aspects.
4. Material for truss will be steel solely with different five types of Element
Shape Tube, Square Tube, Angle, Channel and I-shape
5. Frame-to-Frame distance is 6 meters
6. The condition of fabrication and installation are out of scope .
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 14/206
4
LITERATURE REVIEW
General
The study of construction cost and time of each type of truss relates to the
patterns and types of roof truss and that always used . Each type of truss has
different cost and time in construction. For Obtaining the costs it needs to know the
estimating procedure for getting the result closely to result it should be. For
fabrication, there are many methods difference in method may result in different
cost and time of construction.
Type of roof trusses
The main function of a roof truss is to support the roof covering and any
external loads. The framing details are usually arranged in order to transfer the load
to the truss at the points of intersection of the main members.
Normally, trusses can be divided into many types. However, Church &
Edward (1930) following divided trusses, in their textbook “Design of steel
structures”, as showed in Figure 1
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 15/206
5
Figure 1 Types of Truss by Church & Edward (1930)
(a) English Truss
(b) King Post (c) Belgran
(d) Frink (e) Cressent
(f) Flat Warren (g) Saw Tooth
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 16/206
6
They suggested the use of truss as following;
a) English and Belgian truss generally are built of wood or combination
between wood and steel.
b) The King Post truss will be used for only short span and is usually built
of wood or a combination of wood and steel for tension members.
c) Belgran is used for general purpose
d) The most suitable form of truss for ordinary building in Fink type.
e) The Crescent truss is used for longer span or where a maximum of
headroom is necessary such as in railway terminal, barns, etc.
f) Flat Warren propers for flat roofs and long spans for proper slope for
adequate drainage.
g) Saw-tooth is used in factory buildings for amount of light.
Williams & Harris (1957) classified roof truss into 4 types.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 17/206
7
Furthermore in many factories, rigid frames were selected as main structure.
Williams & Harris (1957) described that rigid frames could be used for all types of
structure, such as bridges, building frame, crane supports and other industrial
frames. Duggal (n.d.) classified truss, in his text book “Design of Steel Structures” ,in to 12 types as showed in figure 3.
Figure 4 shows industrial building frame by Duggal (n.d.)
Figure 2 Types of Truss by Clifford D.Williams & Ernest C. Harris (1957)
a Flat b Fink
c Hawe d Warren
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 18/206
8
Figure 3 Types of Truss by SK Duggal (n.d.)
Span < 30 m.
(k) Three Hinged
Arch Truss
(l) QuadrangleTruss
(i) Short Span
Steep Slape
Sclssor Truss
(j) Cresgent
Truss
(g) Belgian Truss
(e) Lattice Truss Large Span (f) Saw Tooth or North
Light Truss
(d) Triangular Pratt Truss(c) Warren Truss Small Pitch
Large Span
(b) Flat Pratt Truss Medium Pitch
Large Span
(h) Bow String Truss
(a) Fink Truss
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 19/206
9
Figure 4 Industrial Building Structural Frame by SK Duggal (n.d.)
Fabrication
Cost and time of installation in each truss depend on many factors and
fabrication is one of the important factors. There are many methods to fabricate
truss, in “A textbook for technicians and craftsman”
Flood (1977) described about fabrication, welding & metal jointing
processes that metals could be jointed by various methods such as; electric welding,
gas welding, riveting, bolting, soldering, adhesive bonding and self-secured.
Figure 5 showed plate preparation for but weld by Flood (1977)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 20/206
10
Figure 5 Plate Preparation for butt welds (Flood,1977)
( ) Plate Preparation for butt welds in carbon steel
Over 18 mm. Double U, 1.5 to 3 mm.
Gap Roof face 1 mm.
Symbol
(BS499)
Alternative Shape
Over 18 mm. Single U, 1.5 to 3 mm.
Gap Roof face 1 mm.
Over 18 mm. Double V, 1.5 to 3 mm.
Gap Roof face 1 mm.
6 mm. to 18 mm. Single V, 1.5 to
3 mm. Gap Roof face 1 mm.
3 mm. to 6 mm. No preparation ,
1.5 to 3 mm. gap
Less Than 3 mm. Closs Butt, no gap
a
b
c
d
e
f
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 21/206
11
He suggested that the plate should be chamfered for more efficiency of butt weld
joint as showed in figure 6
Flood also classified T-joint in several types by following figure
(a)
(b)
(c)
Figure 7 Types of T-joint (Flood,1977)
Figure 6 Plate Chamfers (Flood,1977)
a
b
c
Plate Chamfered and set up for butt welding
Roof Gab
Roof face Parent metalthickness
60-70 degree Prep
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 22/206
12
For Corner joints he classified into three types as showed in Figure 8
Figure 8 Types of corner joint (Flood,1977)
Flood (1977) stated that difference in method of fabrication and preparation
for pieces of works will result in different time and cost.
(c) Double bevel
Closed Coner
(b) Single bevel
Closed
a) Open Coner
45
60
A feature of this type of
joint is its use where sharp
corners are a design criteria
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 23/206
13
Figure 9 Details of Fillet Weld (Flood,1977)
Fillet weld details Heel
Horizontal Leg
Toe
Vertical Leg
Toe
Throat length
Convex reinforcement
Concave reinforcement
Throat length
ToeHeel
Horizontal Leg
Toe
Vertical Leg
(a) Convex
(b) Concave
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 24/206
14
Figure 10 Types of solid rivet (Flood,1977)
Cost Estimation
Estimation is necessary for detail & rough and each type has several sub
item in order to obtain the result that is to close to the exact cost as Dagotino (n.d.)
classified cost estimate into two methods as following
Detailed Estimation Method
This method includes determination of the quantities and costs of everything
required to complete the work including materials, labors, equipment, insurance,
bonds and overhead, as well as an expected profit. This method normally used for
competitive bidding. Each item will be broken down into its parts and estimated.
Detailed Estimation Method requires identification of costs that come from usage of
various equipment types. Estimated quantities, costs of material, labor cost, type of
equipment, individual process time needs, project duration, overhead as well as
profit will be all considered as important factors to the accuracy of estimation.
Preliminary Method: Area and Volume Methods (Rough Estimation)
This method computes the number of cubic feet contains in the building and
multiplies by assumed cost per cubic foot.
These methods are preliminary (approximate) methods, used by architects
and engineers.
(a)
Universal
(b)
Snap
(c)
Pan
(d)
Counter-
Sunk
(e)
Flat
(f)
Steeple
(g)
Roundhead
Countersunk
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 25/206
15
Estimating for Structural Steel
Structural steel is purchased by weight (ton) and the cost per ton varies
depending on the type and shape of required steel, and labor operations are different
for each type. The estimate of the field cost of erecting structural steel will vary
depending on weather condition, prompt delivery of all materials, equipment
available, sizing of pieces of work and amount of riveting and welding required.
Dagostino. (n.d.) explained about steel estimating that type of materials will
be taken off as well the quantity of each material type that is able to earn from
length multiply by unit weight of each. Any other necessary specific equipment
required must be also taken into account. Labours work hours are to be calculated
including.
Procedures of Estimation
1. Take off the various types and shapes.
2. Determine the pounds of each type required.
3. The cost per ton times the required weight will be the material cost.
4. Determine the work hours and equipment required and their respective
costs.
Truss Optimisation
Fundamentals of truss optimisation involve many design variables, such as
sizes of member, nodal coordinates and connectivity pattern of member by using
various method such as Linear Programming, Non-linear Programmring or
Dynamic Programming to gain the most economic structure. For topology
optimisation design in many decades, there are two types of topology optimisation
which have been investigated: Deletion of Members: The procedure consists of
initially interconnecting all the nodes of structure completely, followed by a step-
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 26/206
16
wise procedure of optimising the structure for geometry and cross-sectional
dimensions. Members with vary small force are deleted from the current structure
and the result structure is re-optimisation in the next step. The procedure is
terminated when sufficient convergence of the objective function is attained.
Addition of members in this procedure initiated by Spillers, which optimise for
geometry and cross-sectional dimensions. A node is introduced in an external
member and connecting this node to an existing node opposite to the member on
which the new node is introduced forms a new member. The new structure is
optimised for geometry and cross-sectional dimensions. The procedure is repeated
until a minimum weight is attained. However, many studies include the following
review never find the relationship between pattern of optimum form of structure
and construction time.
Optimization Document
Michell (1904) demonstrated that there was a unique geometry for the
structure of minimum weight, under each of the loading arrangements he proposed.
He showed that such structure was built up of orthogonal net of pin-jointedmembers shapes like the slip-line field in plastic theory.
Dorn and his colleagues (1964) used the linear programmring technique to
optimise both the topology and geometry of some simple structures and obtained
interesting and unconventional results. Reliability of the solutions produced through
linear programing was in question because all the non -linear constrain equations
and the objective function had to be approximately liberalized for the apply of
linear programming.
Goff (1966) presented methods of optimisation of determinate roof truss
where geometry was also a design variable; joint locations were considered as the
state variables. The basis of their decomposition was that the force in various
members for a given truss arrangement are depend only upon the location of the
adjacent joints. GOFF (1966) considered the location of the nodes on the vertical
axes as the state variable for the cantilevered truss with single point load acting on
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 27/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 28/206
18
Literature Review Conclusion
There are various types of truss classified by individual author Charch &
Edward (1930) classified into 7 types by functional purpose. William & Haris
(1957) classified into 4 types (no purpose statement). Duggul (n.d.) classified into
13 types. Nevertheless there is no suggestion about the shape form of truss or
important factors which impact to the cost of truss. Joint connection also influence
on time and cost of truss fabrication, Flood (1977) classified welding into 7 types 1).
Electric welding. 2). Gas welding. 3). Riveting. 4). Bolting. 5). Soldering. 6).
Adhesive bonding.7). Self-secured. Plate preparation also impacts on cost and
time. However the joint detailing is out of study scope. For cost estimation,
Dagosito (n.d.) explained on Detailed Estimation Method that material quantities ,
labor cost, equipment cost and overhead have to be taken into account and also
profits for obtaining the most total accurate construction cost. On the contrary,
Rough Estimation obtain from estimated area contains in building multiplies by
assumed cost per area.
Estimation for structural steel, the cost is derived from 2 items 1). Steel2). Erection which influence by various factors such as weather, delivery of
materials, equipment, sizing of pieces of work and amount of joint. The simple
method was proposed by classifying of each type of joint times by total element
length time by weight per length equals to material cost then plus work hours and
equipment which equal to labor cost.
For truss optimisation, various studys of optimisation concentrate by
deletion of member or optimize for geometry and cross-sectional dimension.
Nonetheless the author concentrates on study on the typical structure and monitor
the sensitive factors among element shape, internal ratio and external ratio by
applying on single major truss form, 5 types of element, 7 internal ratio and 5
external ratio. The element sizing will be divided into 2 parts 1) Upper &Lower
Chords 2) Vertical & Diagonal chords
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 29/206
19
MATERIALS AND METHODS
Materials
1.Microfeap Program Education Edition, Version II Module P 1 (Release
3.2)
2.Computer with Pentium R 4 CPU 2.00GHz, 2.02 GHz 128 MB of RAM
Methods
Guild Line for Studying
The studying on the effect of truss shape between Double triangular shape
and Single triangular shape shall be performed in order to identify the most
interesting shape for primary selection. Subsequently, valuation for the most
economical element type will be processed in order to identify the most proper
element type being employed for further study. Radious of gyration per cross
section, painting area per weight of various sections will be considered as importantfactors of element type valuation.
Presumed criteria on condition of studying for calculation
Unit Cost: use average cost from subcontractors 40 Bahts per kilogram for
fabrication and installation work and 250 Bahts per square meter for painting work.
Unit Time: use average time from subcontractors 150 Tons per month with
20 welders and full facilities for fabrication and installation work (250
kg/8hr/person and 120 sqm/8hr/person for painting work or 30 kg/hr and 15
sqm./hr).
Condition of work would be presumed as outdoor installation without rain
and there is adequate space area for most of the time works proceeding.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 30/206
20
Design Criteria
Design Method: Allowable Stress Design
Maximum deflection at mid of span: L/360
Slope for roof: 3 %
Steel: A36
Number of Support: 2 supports
Condition of support: One side is hinge support another side is roller
support.
Type of joint connection welding
Detailed Procedure
1. To generate the 12, 18, 24, 30 and 36 meters span length truss with
different external and internal ratio of Double triangular and Single triangular shape
to assess the affect of truss shape
2. To evaluate the most worthwhile element section type
3. All aspect of truss in scope shall be analysed the internal forces.
4. Elements subjected to maximum force will be designed and applied by
the most proper one which acquired from second step
5. To discover the relation among various concerned factors as well as
sensitivity
6. To derive the target relative equation of weight and painting area per
square meter of roof
7. To test the sample model to insist the target relative equation
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 31/206
21
The methodology is divided in to seven main steps.
Figure M 1 show diagram of procedure
Collecting data
The unit cost & time for fabrication, installation and painting work are
evaluated from experience sub-contractors.
Design various truss.
Roof truss structure designed will be applied on double triangular shape
form with 12, 18, 24, 30, 36 meter span length, various on internal ratio 1:1, 1:1.25,
1:1.5, 1:1.75, 1:2, 1:2.25, 1:2.5 and various on depth of truss to span length ratio
1:10, 1:12.5, 1:15, 1:17.5, 1:20 including 5 different types of element form
considered. The minimum element cross-section area and maximum radius of
gyration will be applied on the element subjected to the maximum load as well as
slenderness ratio consideration.Figure F 1 show diagram of studied truss and L 1 show full diagram of
truss
Calculate the construction cost and construction time.
After all of truss forms (175 forms) have been designed the construction
cost and time per square meter of roof will be calculated.
Relation between cost and various changeable factors
Possible relative equation acquisition for cost and time estimation
Model Verification
The derived relative equation shall be verified and proper rectification
would be employed .
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 32/206
22
Result Conclusion
Summarization of the practical universal equation and the possible
particular optimum equation including the sensitivity of internal ratio and external
ratio(depth of truss/span length ratio, vertical element length ratio per horizontal
element length) as well as the most economical pattern.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 33/206
23
RESULTS
Effect of Truss Shape Valuaion
Afterward of trial design on both Double Triangular and Triangular Shape
Truss on every span length with different external and internal ratio, the results
illustrate the slightly different in term of cost and time by the resemble element
sizing as demonstrate in Appendix Table G1. The resemble element sizing result in
indifferent of cost and time which would come from solely 3% slope. The Double
Triangular shape shall be selected for further studied owning to the more practical
fabrication reason.
Proper Element Type Selection
Various element types were studied on worthwhile economical selection
through ratio of radious of gyration per cross-section and ratio of painting area per
steel weight simultaneously as illustrate in Appendix Table C1-C5. The maximum
average ratio of radious of gyration per cross-section has yielded to Tube Element,the minimum average ratio of painting area per steel weight has yielded to Square
Tube Element. Nevertheless the more of Tube sizing diversity allow the more
flexible design to the nearest critical section and the average ratio of painting area
per steel weight of Tube Element as well as Square Tube Element are resemble.
The result shows slightly difference in term of total cost. Consequently the further
deep study shall be proceeded mainly on Tube element.
Cost Result and Relative Equation
Cost = (Material Unit Cost x Material Amount Function) + (Painting Unit
Cost x Painting Amount Function)
Time = (Material Unit Time x Material Amount Function) + (Painting Unit
Time x Painting Amount Function)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 34/206
24
Material amount function (Kilogram per Square Meter of Roof)
= 0.338 X1 + 0.214 X2 – 0.0718 X3 – 0.687…………………………………(1)
Painting amount function (Painting area per Square Meter of Roof)
= 0.00836 X1 + 0.003911 X2 – 0.0631 X3 + 0.2………………………………(2)
For 40 Baht per kilogram and 250 Baht per Paintinging Square meter
Cost per Square Meter of Roof
= 15.611 X1 + 9.537 X2 – 18.647 X3 + 22.52…………………………………(3)
For 30 Kilogram per hour and 15 Paintinging Square meter per hour
Or 2 Minute per kilogram and 4 Minute per Square meter
Time per Square Meter of Roof
= 0.709 X1 + 0.444 X2 – 0.574 X3 – 0.396…………………………………….(4)
Equation Verification
Average percent variation of weight is 4.856
Average percent variation of painting area is 1.475
Factors’s Sensitivity for External and Internal Ratio
Derived equation of Material amount function illustrate that External Ratio
is more sensitive than Internal Ratio. However, for Painting amount function,
derived equation demonstrate that Internal Ratio is more sensitive than External
Ratio. Cost and Time function illustrate sensitivity in the same manner with
Material amount function.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 35/206
25
The most economical pattern in scope range
From relative equation, the minimum External Ratio and maximum Internal Ratio
will result in minimum construction Cost and Time. Minimum External Ratio or
Depth of truss per span length ratio yield to1/10 and Maximum Internal Ratio or
Vertical Chord Length per Horizontal Chord Length yield to 1 / 2.25.
Where :
X1 = Span length in meter (12, 18, 24, 30 or 36)
X2 = External Ratio or Depth per Span Ratio (10, 12.5, 15, 17.5 or 20)
X3 = Internal Ratio or Vertical Chord Length per Horizontal Chord Length
(1, 1.25, 1.5, 1.75, 2, 2.25 or 2.5)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 36/206
26
DISCUSSION
Shape of truss effect to the weight and painting area, in this study two
patterns of truss were selected to be studied, Triangular and Double Triangular
shape. Design comparing (see appendix G) illustrate the resemble element sizing,
nevertheless Double Triangular is more practical in term of fabrication owing to the
more identical length of element since the Double Triangular was further studied.
Type of element also significantly effect to the weight and painting area,
element cross section which provide the maximum radius of gyration per cross
section ratio simultaneously the minimum painting area per cross section area.
Refer to the market sizing, above ratio had been calculated (see appendix C). Tube
element and Square Tube element provide the maximum radius of gyration per
cross section ratio and Square Tube elements have slightly advantage on Tube
element in term of painting area per cross section area. Nonetheless Tube Element
have advantage on Square Tube Element in term of more flexible selection
according to the more market size. Hence the most attractive element yielded to the
Tube Element.
Deviation of calculation result (see appendix H) and actual design is caused
by the limitation of element cross-section selection owning to the sizing produced
which effect to each truss design in obtaining consequently comely weight per
square meter of roof and also painting are per square meter of roof. Approximate
Estimation Equations are formed with above limitation which cause of deviation
between actual design result and calculated result from obtained equation.
Sensitivity Analysis
Major Aim of this study is to obtain the approximate cost and time
estimation equation through weight and painting area per square meter of roof
where the main effective factors are shape of truss, type of element, span length,
depth of truss per span length ratio and vertical chord length per horizontal chord
length ratio. All of these factors result in the different effect in term of weight and
painting area, this study aim to focus on the most practical in term of fabrication
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 37/206
27
work, optimum weight and optimum painting area which directly effect to
construction cost and time. Shape of truss was the primary factor to be considered
and valuated, two type which is selected to be studied is Triangular and Double
Triangular Shape as both are popular used and as the most simple format which
need no rather high technique to fabricate. Double Triangular Truss has advantage
on Triangular in term of most of the vertical and diagonal chord length is equal
since benefit the suitable cutting work and fabrication further there is solely slightly
different in term of weight and painting area. Hence the Double Triangular Truss
was focused on further study.
Type of Element Chord effect to the weight and painting area of total
structure apparently. Difference in shape of element cause difference in radius of
gyration and weight, also difference in cross section area. The most worthwhile
type of cross section was studied. H-beam, Angle and Channel have less flexibility
in term of shape selection due to limitation of sizing in market. The aforesaid cause
in over designing unavoidable. Furthermore the average radius of gyration per cross
section is less than Tube element and Square Tube Element. Painting area was also
considered in term of painting area per weight of steel, the more ratio’s figureindicate the more painting cost for equal weight. Tube Element was considered for
further study owing to the more flexible selection for designing. The most average
radius of gyration per cross section and proper painting area per weight of steel are
also worthwhile.
Span length, depth of truss per span length ratio and vertical chord length
per horizontal chord length ratio were taken into account for relative study on
weight and painting area effect. Even though Tube Element is the most flexible in
term of more various sections to be selected in designing, the undesirable excess is
still in many case which will effect to the formation of relative equation and cause
detectable deviation in some case since the comparative table between actual design
and figure from relative equations are present here in appendix H to be guideline
and notification of usage.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 38/206
28
CONCLUSION
Afterward of study, the proper equation for estimation of construction cost
mainly composing of fabrication portion and painting work portion multiply by
Cost of fabrication per kilogram and Cost of painting per square meter of painting
area on each portion result in approximate total cost per square meter of roof.
Rough construction time obtain by the same manner which need multiplying by
Time of fabrication per kilogram and Time of painting work per square meter of
painting. Equations are as follow;
Proper Equation of Cost
Ct = UCw x (0.338 X1 + 0.214 X2 – 0.0718 X3 – 0.687) + UCp x (0.00836
X1 + 0.003911 X2 – 0.0631 X3 + 0.2)
Proper Equation of Time
Dt =UTw x (0.338 X1 + 0.214 X2 – 0.0718 X3 – 0.687) + UTp x (0.00836X1 + 0.003911 X2 – 0.0631 X3 + 0.2)
Sensitivity
External Ratio is more sensitive than Internal Ratio for Material amount
function, Cost Function and Time function. Nevertheless Internal Ratio is more
sensitive than External Ratio for Painting Area amount function.
The most economical pattern
The most economic pattern yields to 1/ 10 External Ratio and 1 / 2.25
Internal Ratio
Where :
X1 = Span length
X2 = External Ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 39/206
29
X3 = Internal Ratio
Ct = Total Cost per area of roof
UCw = Unit Cost of Fabrication
UCp = Unit Cost of Painting Work
Dt = Total Time per area of roof
UTw = Unit Time of Fabrication
UTp = Unit Time of Painting Work
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 40/206
30
RECOMENDATION FOR FUTURE WORK
This study focus on effect of span length, depth per span length, vertical
chord length per horizontal chord length including shape of element and shape of
truss on average total construction cost and time. Varying on each factor in
different rate of construction cost and time change.
Trend and rate of cost and time change on each various effected factor
could be monitored and used as guideline of making decision on proper truss
selection for designer. Slope of roof truss was not included in scope of this study.
Concerning on slope change would us more flexibility in making decision of truss
pattern selection. In order to obtain the most proper pattern of truss for economical
reason.
Gable is also another interesting type of structure to be studied on as
comparative structure for alternative design for designer. Author strongly
recommend including gable structure in scope of study for future study.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 41/206
31
LITERATURE CITED
Azevedo, A. F. M. 1995 Second-order structural optimization. Ph. D. thesis,
University of Porto
Clifford, D. Williams and Ernest, C. Harris. 1957 Structural design in
metals.,Fenn College
Charles, G. Salmon and John, E. Johnson. 1995 Steel structures design and
behavior. The University of Wisconsin
C R Flood. 1977 Fabrication, Welding & Metal joining processes. Canterbury
College of Technology
Deniel, C. Schinler. 2001. Densign of partially restrained steel frames using
advanced analysis and an object-oriented evolutionary algorithm. MSthesis, Marquette University
Dorn, W.S. , Gomory, R.E. and Greenberg, H.F 1968. Automation design of optimal
structure. De Mecanique Journal. Vol 3, March 1968. pp 25-52
Frank R . Dagostino. n.d . Estimating in building construction. Dean Industrial and
Engineering Technology
Goff, R .F.D. Decision theory and shape of structure. 1966. Journal of the Rloyal
Aeronautical Society, Vol 70 , March1966 . pp 448-452
J.S. Gero and K . Kaneshalingam. 1980. Truss design by Topology optimisation.
MS thesis, University of Sydney
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 42/206
32
Leonard Church Urquhart and Charles Edward O’Rourke: 1930. Design of steel
structure. Cornell University
Michell, A.G.M. 1904. The limit of economy of material in frame structures.
Philosophical Magazine Series 6 Vol. 8, 1904. pp. 589-597
Mole, R.H. 1973. The minimum weight structural optimisation of pin-jointed truss
cantilever of given external shape Int. J. Mech. Sci., Vol.15, 1973, pp .49-
63
Palmer, A.C. and Sheppard, D.J. 1970. Optimisation the shape of pin-jointedStructure. Institution of Civil Engineering Proceedings. Vol. 47, 1970, pp. 363-
376
Radford, A.D. 1979. A design model for the physical environment in building.,
Ph. D. thesis, University of Sydney
R . Sudachan. 2000. Gemetic algorithms and application to the optimization of
Space truss. MS thesis, Indian Institute of technology
Sharma, L.K . 1974. The optimum design of roof trusses. M.Bdg.Sc. Thesis,
University of Sydney
S K Duggal. n.d . Design of steel structure. M N R Engineering College
SPillers,W.R . 1977. Iterative Structural densign. SM Archives. Vol. 2,1977, pp. 369-
401
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 43/206
33
APPENDICES
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 44/206
34
APPENDIX A
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 45/206
35
Appendix Figure A1 Project Name: Bridgestone Factory Chonburi
Source: Nishimatsu Construction Company (2005)
Appendix Figure A2 Project Name: Bridgestone Factory Chonburi
Source: Nishimatsu Construction Company (2005)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 46/206
36
Appendix Figure A3 Project Name: Bridgestone Tire Manufacturing
Source: Nishimatsu Construction Company (2005)
Appendix Figure A4 Project Name: G-Steel Factory Rayong
Source: Nishimatsu Construction Company (2005)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 47/206
37
Appendix Figure A5 Project Name: HATC (Honda Cars Factory) Ayuthaya
Source: Nishimatsu Construction Company (2005)
Appendix Figure A6 Project Name: Kikuwa Factory Nonthaburi
Source: Nishimatsu Construction Company (2005)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 48/206
38
Appendix Figure A7 Project Name: Kobe Factory Nonthaburi
Source: Nishimatsu Construction Company (2005)
Appendix Figure A8 Project Name: Kobe Factory Nonthaburi
Source: Nishimatsu Construction Company (2005)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 49/206
39
Appendix Figure A9 Project Name: Mitsui Hygiene Materials Factory Nonthaburi
Source: Nishimatsu Construction Company (2005)
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 50/206
40
APPENDIX B
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 51/206
41
Appendix Table B1 Design Calculation
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element Cross
Section
Area(sqcm.)
Radius of
Gyration (cm.)
Horizontal Compression 15780 120
Cord Tension 15780 12012.26 3.45
Diagonal Compression 7020 120
Cord Tension 8100 1205.76 2.03
Appendix Table B1 Calculation (Cont’d)
KL/R F.S.
Fa(1)
(KL/R<
128)
Fa(2)(128<K
L/R<200)for
compression
or tension
Allowable
Load(1)
(Kg.)
Allowable
Load(2) or
Tension
(Kg.)
34.78 1.77 1364.42 - 16727.73 0
- - - 1500 - 18390.00
59.11 1.83 1224.46 - 7052.86 0.00
- - - 1500 - 8640.00
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 52/206
42
APPENDIX C
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 53/206
43
Appendix Table C1 Tube Element Valuation
Tube
Element
(Diameter
x Thk.)
(mm. x mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
21.7x2 1.24 6.82 0.70 0.57 0.97 0.07
27.2x2 1.58 8.55 0.89 0.56 1.24 0.07
27.2x2.3 1.80 8.55 0.88 0.49 1.41 0.06
34x2.3 2.29 10.69 1.12 0.49 1.80 0.0642.7x2.3 2.92 13.42 1.43 0.49 2.29 0.06
42.7x2.8 3.51 13.42 1.41 0.40 2.76 0.05
48.6x2.3 3.35 15.27 1.64 0.49 2.63 0.06
48.6x2.8 4.03 15.27 1.62 0.40 3.16 0.05
48.6x3.2 4.56 15.27 1.61 0.35 3.58 0.04
60.5x2.3 4.21 19.01 2.06 0.49 3.30 0.06
60.5x3.2 5.76 19.01 2.03 0.35 4.52 0.04
60.5x4 7.10 19.01 2.00 0.28 5.57 0.03
76.3x2.8 6.47 23.98 2.60 0.40 5.08 0.05
76.3x3.2 7.35 23.98 2.59 0.35 5.77 0.04
76.3x4 9.09 23.98 2.56 0.28 7.13 0.03
89.1x2.8 7.59 28.00 3.05 0.40 5.96 0.05
89.1x3.2 8.64 28.00 3.04 0.35 6.78 0.04
89.1x4 10.69 28.00 3.01 0.28 8.39 0.03
101.6x3.2 9.89 31.93 3.48 0.35 7.76 0.04
101.6x4 12.26 31.93 3.45 0.28 9.63 0.03
101.6x5 15.17 31.93 3.42 0.23 11.90 0.03
114.3x3.2 11.17 35.92 3.93 0.35 8.77 0.04
114.3x3.6 12.52 35.92 3.92 0.31 9.83 0.04114.3x4.5 15.52 35.92 3.89 0.25 12.20 0.03
114.3x5.6 19.12 35.92 3.85 0.20 15.00 0.02
139.8x3.6 15.40 43.94 4.82 0.31 12.10 0.04
139.8x4 17.07 43.94 4.80 0.28 13.40 0.03
139.8x4.5 19.13 43.94 4.79 0.25 15.00 0.03
139.8x6 25.22 43.94 4.74 0.19 19.80 0.02
165.2x4.5 22.72 51.92 5.68 0.25 17.80 0.03
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 54/206
44
Appendix Table C1 Tube Element Valuation (Cont’d)
Tube
Element
(Diameter
x Thk.)
(mm. x mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
165.2x5 25.16 51.92 5.67 0.23 19.80 0.03
165.2x6 30.01 51.92 5.63 0.19 23.60 0.02
165.2x7 34.79 51.92 5.60 0.16 27.30 0.02
190.7x4.5 26.32 59.93 6.59 0.25 20.70 0.03
190.7x5 29.17 59.93 6.57 0.23 22.90 0.03190.7x6 34.82 59.93 6.53 0.19 27.30 0.02
190.7x7 40.40 59.93 6.50 0.16 31.70 0.02
216.3x4.5 29.94 67.98 7.49 0.25 23.50 0.03
216.3x6 39.61 67.98 7.44 0.19 31.10 0.02
216.3x7 46.03 67.98 7.40 0.16 36.10 0.02
216.3x8 52.35 67.98 7.37 0.14 41.10 0.02
267.4x6 49.27 84.04 9.24 0.19 38.70 0.02
267.4x7 57.27 84.04 9.21 0.16 45.00 0.02
267.4x8 65.19 84.04 9.18 0.14 51.20 0.02267.4x9 73.06 84.04 9.14 0.13 57.40 0.01
Average 0.30 0.035
Approximate Material and Painting Cost per one kilogram of steel can be calculated
as following.
Unit Quantity Unit Cost Total Cost
Steel Kg. 1 40 40
Painting Area Sqm./Kg. 0.035 250 8.75
Total 48.75
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 55/206
45
Appendix Table C2 Square Tube Element Valuation
Square Tube
Element
(mm. x mm. x
mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
69.63 120.00 12.00 0.17 54.70 0.02300x300x6
300x300x4.5 52.67 120.00 12.00 0.23 41.30 0.03
250x250x8 75.79 100.00 9.82 0.13 59.50 0.02
250x250x6 57.63 100.00 9.92 0.17 45.20 0.02
250x250x5 48.36 100.00 9.97 0.21 38.00 0.03200x200x8 59.79 80.00 7.78 0.13 46.90 0.02
200x200x6 45.63 80.00 7.88 0.17 35.80 0.02
175x175x6 39.63 70.00 6.86 0.17 31.10 0.02
175x175x5 33.36 70.00 6.91 0.21 26.20 0.03
150x150x6 33.63 60.00 5.84 0.17 26.40 0.02
150x150x5 28.36 60.00 5.89 0.21 22.30 0.03
150x150x4.5 25.67 60.00 5.91 0.23 20.10 0.03
125x125x6 27.63 50.00 4.82 0.17 21.70 0.02
125x125x5 23.36 50.00 4.86 0.21 18.30 0.03125x125x4.5 21.17 50.00 4.89 0.23 16.60 0.03
125x125x3.2 15.33 50.00 4.95 0.32 12.00 0.04
100x100x4.5 16.67 40.00 3.87 0.23 13.10 0.03
100x100x4 14.95 40.00 3.89 0.26 11.70 0.03
100x100x3.2 12.13 40.00 3.93 0.32 9.52 0.04
100x100x2.3 8.85 40.00 3.97 0.45 6.95 0.06
125x75x4 10.85 36.00 3.52 0.32 11.70 0.03
90x90x2.3 7.93 36.00 3.56 0.45 11.70 0.03
80x80x3.2 9.57 32.00 3.11 0.33 9.52 0.03
80x80x2.3 7.01 32.00 3.16 0.45 9.52 0.03
75x75x3.2 8.93 30.00 2.91 0.33 6.95 0.04
75x75x2.3 6.55 30.00 2.95 0.45 6.95 0.04
60x60x3.2 7.01 24.00 2.30 0.33 5.69 0.04
60x60x2.3 5.17 24.00 2.34 0.45 5.69 0.04
60x60x1.6 3.67 24.00 2.37 0.65 4.01 0.06
50x50x3.2 5.73 20.00 1.89 0.33 4.01 0.05
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 56/206
46
Appendix Table C2 Square Tube Element Valuation (Cont’d)
Square Tube
Element
(mm. x mm.
x mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
4.25 20.00 1.93 0.45 7.01 0.0350x50x2.3
50x50x1.6 3.03 20.00 1.96 0.65 7.01 0.03
Average 0.30 0.032
Approximate Material and Painting Cost per one kilogram of steel can be calculated
as following.
Unit Quantity Unit Cost Total Cost
Steel Kg. 1 40 40
Painting Area Sqm./Kg. 0.032 250 8
Total 48
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 57/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 58/206
48
Appendix Table C3 Angle Element Valuation (Cont’d)
Angle
Element
(mm. x mm.
X mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
150x150x12 34.77 60.00 4.61 0.13 27.30 0.02
150x150x15 42.74 60.00 4.56 0.11 33.60 0.02
150x150x19 53.38 60.00 4.52 0.08 41.90 0.01
175x175x12 40.52 70.00 5.38 0.13 31.80 0.02
175x175x15 50.21 70.00 5.35 0.11 39.40 0.02
200x200x15 57.75 80.00 6.14 0.11 45.30 0.02
200x200x20 76.00 80.00 6.09 0.08 59.70 0.01
200x200x25 93.75 80.00 6.04 0.06 73.60 0.01
250x250x25 119.40 100.00 7.63 0.06 93.70 0.01
250x250x35 162.60 100.00 7.49 0.05 128.00 0.01
Average 0.22 0.04
Approximate Material and Painting Cost per one kilogram of steel can be calculated
as following.
Unit Quantity Unit Cost Total Cost
Steel Kg. 1 40 40
Painting Area Sqm./Kg. 0.04 250 10
Total 50
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 59/206
49
Appendix Table C4 Channel Element Valuation
Channel
Element
(mm. x mm. x
mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
8.82 31.00 2.92 0.33 6.92 0.0475x40x5
100x50x5 11.92 40.00 3.97 0.33 9.36 0.04
125x65x6 17.11 51.00 4.98 0.29 13.40 0.04
150x75x6 23.71 60.00 6.03 0.25 18.60 0.03
150x75x9 30.59 60.00 5.86 0.19 24.00 0.03180x75x7 27.20 66.00 7.12 0.26 21.40 0.03
200x80x7 31.33 72.00 7.88 0.25 24.60 0.03
200x90x8 38.65 76.00 8.02 0.21 30.30 0.03
250x90x9 44.07 86.00 9.74 0.22 34.60 0.02
250x90x11 51.17 86.00 9.56 0.19 40.20 0.02
300x90x9 48.57 96.00 11.50 0.24 38.10 0.03
300x90x10 55.74 96.00 11.50 0.21 43.80 0.02
380x100x10.5 69.39 116.00 14.50 0.21 54.50 0.02
380x100x13 78.96 116.00 14.10 0.18 62.00 0.02380x100x13 85.71 116.00 14.30 0.17 67.30 0.02
Average 0.23 0.03
Approximate Material and Painting Cost per one kilogram of steel can be calculated
as following.
Unit Quantity Unit Cost Total Cost
Steel Kg. 1 40 40
Painting Area Sqm./Kg. 0.03 250 7.50
Total 47.50
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 60/206
50
Appendix Table C5 H-Beam Element Valuation
H-Beam
Element
(mm. x mm. x
mm.)
Cross
Section
(sqcm.)
Perimeter
(cm.)
Radius of
Gyration
(cm.)
Radius of
Gyration/
Cross
Section
Weight
(kg/m)
Painting
Area(sqm)/
Weight1kg
100x50x5 11.85 40.00 3.98 0.34 13.20 0.04
100x100x6 21.90 60.00 4.18 0.19 17.20 0.03
125x60x6 16.84 49.00 4.95 0.29 13.20 0.04
125x125x6.5 30.31 75.00 5.29 0.17 23.80 0.03
150x75x5 17.85 60.00 6.11 0.34 14.00 0.04150x100x6 26.84 70.00 6.17 0.23 21.10 0.03
150x150x7 40.14 90.00 6.39 0.16 31.50 0.03
175x90x5 23.04 71.00 7.26 0.32 18.10 0.04
175x175x7.5 51.21 105.00 7.50 0.15 40.20 0.03
200x100x4.5 23.18 80.00 8.26 0.36 18.20 0.04
200x100x5.5 27.16 80.00 8.24 0.30 21.30 0.04
200x150x6 39.01 100.00 8.30 0.21 30.60 0.03
200x200x8 63.53 120.00 8.62 0.14 49.90 0.02
200x200x12 71.53 120.00 8.35 0.12 56.20 0.02250x125x5 32.68 100.00 10.40 0.32 25.70 0.04
250x125x6 37.66 100.00 10.40 0.28 29.60 0.03
250x175x7 56.24 120.00 10.40 0.18 44.10 0.03
250x250x9 92.18 150.00 10.80 0.12 72.40 0.02
250x250x14 104.7 150.00 10.50 0.10 82.20 0.02
300x150x5.5 40.8 120.00 12.40 0.30 32.00 0.04
300x150x6.5 46.78 120.00 12.40 0.27 36.70 0.03
300x200x8 72.38 140.00 12.50 0.17 56.80 0.02
300x300x12 107.7 180.00 12.50 0.12 84.50 0.02
300x300x10 119.8 180.00 13.10 0.11 94.00 0.02
350x175x6 52.68 140.00 14.50 0.28 41.40 0.03
350x175x7 63.14 140.00 14.70 0.23 49.60 0.03
350x250x9 101.5 170.00 14.60 0.14 79.70 0.02
Average 0.22 0.03
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 61/206
51
Approximate Material and Painting Cost per one kilogram of steel can be calculated
as following.
Unit Quantity Unit Cost Total Cost
Steel Kg. 1 40 40
Painting Area Sqm./Kg. 0.04 250 10
Total 50
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 62/206
52
APPENDIX D
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 63/206
53
D E P T H O
F T R U S S
HORIZONTAL OFTRUSS
V E R T I C A L O F
T R U S S
SPAN LENGTH
Appendix Figure D1 Double Triangular Truss
Horizontal is Horizontal Chord Length
Slo e less than 5 %
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 64/206
54
D E P T H O
F T R U S S
HORIZONTAL OFTRUSS
SPAN LENGTH
V E R T I C A L O F
T R U S S
Appendix Figure D2 Triangular Truss
Horizontal is Horizontal Chord Length
Slo e less than 5 %
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 65/206
55
APPENDIX E
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 66/206
56
NAME OF TRUSS
XX – XXX-XXX
: Span Length-External Ratio-Internal Ratio
Span Length : Distance between supports in meters (12, 18, 24, 30 and 36)
External Ratio : The Ratio of Truss Depth and Span Length
(1:10, 1:12.5, 1:15, 1:17.5 and 1:20), multiply by 100 for
Span Length and employ last 3 digits.
Internal Ratio : The Ratio of Vertical Element Length and Horizontal
Element Length of Truss (1:1, 1:1.25, 1:1.5, 1:1.75, 1:2,
1:2.25 and 1:2.5), multiply by 100 for Horizontal Element
Length and employ last 3 digits
Table 1 illustrates the name of truss which were designed according to the
criteria in scope of study composing with 5 span lengths (12, 18, 24, 30 and 36 m.),
5 external ratios (1:10, 1:12.5, 1:15, 1:17.5 and 1:20), 7 internal ratios (1:1, 1:1.25,
1:1.5, 1:1.75, 1:2, 1:2.25 and 1:2.5)
Example.
12100100 stands for Truss with 12m. span length, 1:10 External Ratio and
1:1 Internal Ratio
24150125 stands for Truss with 24 m. span length, 1:15 External Ratio and
1:1.25 Internal Ratio
36200250 stands for Truss with 36 m. span length, 1:20 External Ratio and
1:2.5 Internal Ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 67/206
57
Appendix Table E1 Name of Designed Truss
Span Length (m.)External
Ratio
Internal
Ratio 12 18 24 30 36
1.:1 12100100 18100100 24100100 30100100 36100100
1.:1.25 12100125 18100125 24100125 30100125 36100125
1.:1.5 12100150 18100150 24100150 30100150 36100150
1.:1.75 12100175 18100175 24100175 30100175 36100175
1.:10
1.:2.5 12100250 18100250 24100250 30100250 36100250
1.:1 12125100 18125100 24125100 30125100 36125100
1.:1.25 12125125 18125125 24125125 30125125 361251251.:1.5 12125150 18125150 24125150 30125150 36125150
1.:1.75 12125175 18125175 24125175 30125175 36125175
1.:12.5
1.:2.5 12125250 18125250 24125250 30125250 36125250
1.:1 12150100 18150100 24150100 30150100 36150100
1.:1.25 12150125 18150125 24150125 30150125 36150125
1.:1.5 12150150 18150150 24150150 30150150 36150150
1.:1.75 12150175 18150175 24150175 30150175 36150175
1.:15
1.:2.5 12150250 18150250 24150250 30150250 36150250
1.:1 12175100 18175100 24175100 30175100 361751001.:1.25 12175125 18175125 24175125 30175125 36175125
1.:1.5 12175150 18175150 24175150 30175150 36175150
1.:1.75 12175175 18175175 24175175 30175175 36175175
1.:17.5
1.:2.5 12175250 18175250 24175250 30175250 36175250
1.:1 12200100 18200100 24200100 30200100 36200100
1.:1.25 12200125 18200125 24200125 30200125 36200125
1.:1.5 12200150 18200150 24200150 30200150 36200150
1.:1.75 12200175 18200175 24200175 30200175 36200175
1.:20
1.:2.5 12200250 18200250 24200250 30200250 36200250
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 68/206
58
APPENDIX F
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 69/206
59
Scope of Study
175-DesignTrussXX-XXX-XXX
35-12m.Span
Length12-XX-XXX
35-18m.Span
Length18-XX-XXX
35-24m.Span
Length24-XX-XXX
35-30m.Span
Length30-XX-XXX
35-36m.Span
Length36-XX-XXX
7-1:10External Ratio
12-10-XXX
7-1:12.5External Ratio
12-15-XXX
7-1:15External Ratio
12-15-XXX
1-1:1InternalRatio
12-10-100
1-1:1.25 InternalRatio
12-10-125
1-1:2.5InternalRatio
12-10-250
7-1:17.5External Ratio
12-15-XXX
7-1:20External Ratio
12-15-XXX
1-1:1.5InternalRatio
12-10-150
1-1:1.75 InternalRatio
12-10-175
1-1:2 InternalRatio
12-10-200
1-1:2.52 InternalRatio
12-10-225
Identical Model as 12 m. spa n length truss
Identical Model as 1: 10 External Ratio truss
Appendix Figure F1 Designed Truss Breakdown Model
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 70/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 71/206
61
Appendix Table G1 Effect of Truss Shape
Weight
(Kg.)
Painting Area
(Sqm.)
Percent
Weight
Difference
Percent
Area
DifferenceTruss
PatternDouble
TriangularTriangular
Double
Triangular Triangular
12100100 5.37 5.55 0.21 0.22 3.35 4.76
18125200 8.81 9.13 0.28 0.29 3.63 3.57
24150225 9.54 9.87 0.30 0.31 3.46 3.33
30175125 12.67 13.42 0.39 0.42 5.92 7.69
36200100 17.79 19.22 0.67 0.73 8.04 8.96
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 72/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 73/206
63
Appendix Table H1 Designed Weight Result
Weight per area of roof (Kg./ Sqm.)
External RatioSpan(m.)
Internal
Ratio 1V:10H 1V:12.5H 1V:15H 1V:17.5H 1V:20H
1V:1H 5.37 6.52 7.22 10.99 7.13
1V:1.25H 5.13 5.80 6.55 7.64 6.66
1V:1.5H 5.41 6.96 6.04 7.38 7.34
1V:1.75H 5.67 5.78 6.51 7.37 7.42
1V:2H 6.02 5.37 6.55 7.41 7.07
1V:2.25H 6.07 5.77 6.70 6.74 7.42
12
1V:2.5H 5.08 6.37 6.71 6.95 7.28
1V:1H 6.98 9.84 9.78 10.53 9.97
1V:1.25H 7.29 8.41 9.22 9.47 9.35
1V:1.5H 8.04 8.10 8.97 9.22 9.22
1V:1.75H 7.48 13.15 9.10 9.59 9.66
1V:2H 7.29 8.78 8.78 10.03 13.33
1V:2.25H 8.85 8.41 9.10 0.88 9.66
18
1V:2.5H 8.47 8.47 9.47 9.84 9.91
1V:1H 7.75 10.08 10.37 10.76 10.18
1V:1.25H 8.09 8.87 11.44 10.42 10.22
1V:1.5H 8.19 9.11 9.11 9.93 10.08
1V:1.75H 8.58 8.77 9.40 9.74 9.79
1V:2H 8.58 9.55 9.16 10.13 9.69
1V:2.25H 9.01 9.06 9.55 9.11 9.79
24
1V:2.5H 9.06 9.16 9.55 10.90 9.98
1V:1H 10.78 12.13 13.04 14.03 13.48
1V:1.25H 10.66 10.59 13.88 12.69 12.65
1V:1.5H 10.74 11.97 12.41 13.60 12.33
1V:1.75H 11.02 11.06 12.49 13.52 13.60
1V:2H 11.81 12.21 12.41 13.60 12.89
1V:2.25H 12.13 11.10 12.49 12.05 13.44
30
1V:2.5H 11.06 12.25 12.96 12.45 12.73
1V:1H 13.72 16.07 17.51 18.48 17.78
1V:1.25H 13.12 13.72 15.90 17.11 16.97
1V:1.5H 13.45 14.56 14.56 16.10 16.10
1V:1.75H 13.42 14.66 14.56 15.67 15.77
1V:2H 14.73 15.40 15.67 15.73 15.47
1V:2.25H 15.33 14.43 16.84 15.00 16.54
36
1V:2.5H 16.04 16.00 15.90 12.58 16.34
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 74/206
64
Appendix Table H2 Designed Painting Result
Painting Area per area of roof (Sqm./ Sqm.)
External RatioSpan(m.)
Internal
Ratio 1V:10H 1V:12.5H 1V:15H 1V:17.5H 1V:20H
1V:1H 0.213 0.251 0.290 0.409 0.281
1V:1.25H 0.218 0.239 0.284 0.330 0.284
1V:1.5H 0.189 0.217 0.204 0.243 0.281
1V:1.75H 0.207 0.250 0.249 0.277 0.279
1V:2H 0.215 0.217 0.231 0.278 0.265
1V:2.25H 0.217 0.200 0.202 0.215 0.274
12
1V:2.5H 0.210 0.240 0.197 0.251 0.231
1V:1H 0.289 0.428 0.382 0.408 0.391
1V:1.25H 0.281 0.361 0.352 0.362 0.359
1V:1.5H 0.248 0.264 0.331 0.349 0.348
1V:1.75H 0.277 0.492 0.282 0.300 0.302
1V:2H 0.235 0.282 0.316 0.309 0.413
1V:2.25H 0.328 0.265 0.280 0.285 0.320
18
1V:2.5H 0.284 0.285 0.262 0.311 0.263
1V:1H 0.305 0.438 0.413 0.417 0.399
1V:1.25H 0.306 0.339 0.449 0.395 0.386
1V:1.5H 0.265 0.295 0.337 0.369 0.377
1V:1.75H 0.321 0.280 0.294 0.305 0.306
1V:2H 0.321 0.298 0.340 0.314 0.299
1V:2.25H 0.334 0.278 0.303 0.295 0.323
24
1V:2.5H 0.279 0.300 0.265 0.258 0.266
1V:1H 0.408 0.468 0.497 0.528 0.426
1V:1.25H 0.393 0.341 0.432 0.391 0.463
1V:1.5H 0.397 0.375 0.376 0.415 0.373
1V:1.75H 0.304 0.370 0.378 0.343 0.345
1V:2H 0.314 0.413 0.393 0.345 0.326
1V:2.25H 0.334 0.372 0.396 0.320 0.392
30
1V:2.5H 0.305 0.386 0.376 0.353 0.368
1V:1H 0.469 0.573 0.590 0.614 0.719
1V:1.25H 0.472 0.480 0.533 0.463 0.459
1V:1.5H 0.497 0.403 0.402 0.434 0.434
1V:1.75H 0.463 0.405 0.402 0.489 0.492
1V:2H 0.515 0.494 0.489 0.491 0.374
1V:2.25H 0.490 0.363 0.407 0.376 0.375
36
1V:2.5H 0.388 0.386 0.436 0.488 0.468
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 75/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 76/206
66
Appendix Table H4 Equation Painting Result
Equation Painting Area per area of roof (Sqm./ Sqm.)
External RatioSpan(m.)
Internal
Ratio 1V:10H 1V:12.5H 1V:15H 1V:17.5H 1V:20H
1V:1H 0.276 0.286 0.296 0.306 0.315
1V:1.25H 0.261 0.270 0.280 0.290 0.300
1V:1.5H 0.245 0.255 0.264 0.274 0.284
1V:1.75H 0.229 0.239 0.249 0.258 0.268
1V:2H 0.213 0.223 0.233 0.243 0.252
1V:2.25H 0.197 0.207 0.217 0.227 0.237
12
1V:2.5H 0.182 0.191 0.201 0.211 0.221
1V:1H 0.327 0.336 0.346 0.356 0.366
1V:1.25H 0.311 0.321 0.330 0.340 0.350
1V:1.5H 0.295 0.305 0.315 0.324 0.334
1V:1.75H 0.279 0.289 0.299 0.309 0.318
1V:2H 0.263 0.273 0.283 0.293 0.303
1V:2.25H 0.248 0.257 0.267 0.277 0.287
18
1V:2.5H 0.232 0.242 0.251 0.261 0.271
1V:1H 0.377 0.386 0.396 0.406 0.416
1V:1.25H 0.361 0.371 0.381 0.390 0.400
1V:1.5H 0.345 0.355 0.365 0.375 0.384
1V:1.75H 0.329 0.339 0.349 0.359 0.369
1V:2H 0.314 0.323 0.333 0.343 0.353
1V:2.25H 0.298 0.308 0.317 0.327 0.337
24
1V:2.5H 0.282 0.292 0.302 0.311 0.321
1V:1H 0.427 0.437 0.446 0.456 0.466
1V:1.25H 0.411 0.421 0.431 0.440 0.450
1V:1.5H 0.395 0.405 0.415 0.425 0.434
1V:1.75H 0.380 0.389 0.399 0.409 0.419
1V:2H 0.364 0.374 0.383 0.393 0.403
1V:2.25H 0.348 0.358 0.368 0.377 0.387
30
1V:2.5H 0.332 0.342 0.352 0.362 0.371
1V:1H 0.477 0.487 0.497 0.506 0.516
1V:1.25H 0.461 0.471 0.481 0.491 0.500
1V:1.5H 0.446 0.455 0.465 0.475 0.485
1V:1.75H 0.430 0.440 0.449 0.459 0.469
1V:2H 0.414 0.424 0.434 0.443 0.453
1V:2.25H 0.398 0.408 0.418 0.428 0.437
36
1V:2.5H 0.382 0.392 0.402 0.412 0.422
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 77/206
67
APPENDIX I
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 78/206
68
Appendix Table I1 Weight Result Deviation
Percent Variation Weight per area of roof (Kg./ Sqm.)
External RatioSpan(m.)
Internal
Ratio 1V:10H 1V:12.5H 1V:15H 1V:17.5H 1V:20H
1V:1H -1.197 8.461 9.898 35.922 -6.201
1V:1.25H -5.666 -2.655 0.933 8.068 -13.438
1V:1.5H 0.120 14.712 -7.061 5.051 -2.807
1V:1.75H 5.046 -2.343 0.821 5.182 -1.357
1V:2H 10.849 -9.818 1.755 5.871 -6.103
1V:2.25H 11.913 -2.030 4.198 -3.117 -0.874
12
1V:2.5H -4.987 7.895 4.590 0.246 -2.560
1V:1H -6.985 18.727 12.740 13.855 3.642
1V:1.25H -2.167 5.094 7.628 4.410 -2.590
1V:1.5H 7.560 1.666 5.263 2.021 -3.781
1V:1.75H 0.867 39.551 6.758 6.025 1.091
1V:2H -1.428 9.746 3.656 10.290 28.495
1V:2.25H 16.632 5.948 7.152 -915.104 1.463
18
1V:2.5H 13.166 6.851 11.007 8.951 4.123
1V:1H -22.444 0.504 -1.865 -3.168 -14.321
1V:1.25H -17.090 -12.886 7.787 -6.355 -13.603
1V:1.5H -15.485 -9.686 -15.559 -11.362 -15.064
1V:1.75H -10.056 -13.724 -11.794 -13.394 -18.298
1V:2H -9.847 -4.299 -14.556 -8.876 -19.296
1V:2.25H -4.333 -9.679 -9.716 -20.841 -17.931
24
1V:2.5H -3.576 -8.322 -9.528 -0.805 -15.462
1V:1H -6.838 0.623 3.469 6.474 -1.346
1V:1.25H -7.861 -13.723 9.390 -3.321 -7.875
1V:1.5H -6.898 -0.393 -1.176 3.739 -10.505
1V:1.75H -4.043 -8.507 -0.390 3.307 -0.063
1V:2H 3.091 1.857 -0.887 4.003 -5.466
1V:2.25H 5.773 -7.796 -0.103 -8.164 -0.977
30
1V:2.5H -3.183 2.467 3.709 -4.575 -6.498
1V:1H 1.250 12.352 16.517 18.016 11.759
1V:1.25H -3.159 -2.518 8.176 11.530 7.679
1V:1.5H -0.453 3.510 -0.164 6.112 2.790
1V:1.75H -0.570 4.295 -0.041 3.613 0.836
1V:2H 8.486 8.999 7.143 4.139 -0.984
1V:2.25H 12.208 2.986 13.724 -0.460 5.679
36
1V:2.5H 16.176 12.657 8.740 -19.605 4.627
Note that minus means actual design result is less than result from equation.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 79/206
69
Appendix Table I1 Painting Result Deviation
Percent Variation Painting Area per area of roof (Sqm./ Sqm.)
External RatioSpan(m.)
Internal
Ratio 1V:10H 1V:12.5H 1V:15H 1V:17.5H 1V:20H
1V:1H -30.021 -13.800 -2.120 25.277 -12.358
1V:1.25H -19.355 -13.020 1.511 12.144 -5.529
1V:1.5H -29.532 -17.144 -29.806 -12.922 -1.081
1V:1.75H -10.767 4.642 0.340 6.724 3.889
1V:2H 0.960 -2.575 -0.691 12.874 4.644
1V:2.25H 9.176 -3.462 -7.389 -5.445 13.754
12
1V:2.5H 13.285 20.248 -1.995 15.991 4.450
1V:1H -12.910 21.365 9.488 12.711 6.490
1V:1.25H -10.488 11.253 6.238 6.025 2.489
1V:1.5H -19.056 -15.492 5.093 6.956 4.063
1V:1.75H -0.634 41.306 -5.835 -2.905 -5.412
1V:2H -11.953 3.135 10.430 5.289 26.787
1V:2.25H 24.440 2.879 4.400 2.888 10.270
18
1V:2.5H 18.452 15.297 3.934 16.099 -3.162
1V:1H -23.615 11.788 3.940 2.547 -4.103
1V:1.25H -17.819 -9.314 15.188 1.288 -3.546
1V:1.5H -30.132 -20.272 -8.216 -1.539 -1.988
1V:1.75H -2.758 -20.920 -18.661 -17.712 -20.408
1V:2H 2.295 -8.469 2.096 -9.195 -17.844
1V:2.25H 10.696 -10.745 -4.830 -10.816 -4.313
24
1V:2.5H -1.276 2.757 -14.034 -20.803 -20.947
1V:1H -4.638 6.618 10.228 13.564 -9.363
1V:1.25H -4.523 -23.355 0.205 -12.675 2.795
1V:1.5H 0.319 -8.019 -10.359 -2.445 -16.531
1V:1.75H -24.699 -5.101 -5.709 -19.204 -21.305
1V:2H -15.901 9.585 2.487 -13.901 -23.588
1V:2.25H -4.297 3.900 7.144 -17.813 1.208
30
1V:2.5H -9.007 11.487 6.500 -2.437 -0.822
1V:1H -1.817 15.097 15.818 17.495 28.220
1V:1.25H 2.178 1.924 9.776 -5.903 -8.928
1V:1.5H 10.280 -13.106 -15.628 -9.408 -11.661
1V:1.75H 7.108 -8.489 -11.848 6.078 4.773
1V:2H 19.573 14.208 11.348 9.767 -21.213
1V:2.25H 18.795 -12.388 -2.681 -13.841 -16.646
36
1V:2.5H 1.485 -1.518 7.747 15.672 9.974
Note that minus means actual design result is less than result from equation.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 80/206
70
APPENDIX J
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 81/206
Appendix Table J1 Calculation Sheet
Horizon stands for Horizontal Chord.
12-100-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 15780 120 34.78 1.77 1364.42
Chord Tension 15780 120
12.26 3.45
- - - 1500
Diagonal Compression 7020 120 59.11 1.83 1224.46
Chord Tension 8100 1675.76 2.03
- - - 1500
12-100-125
Horizon Compression 15780 150 43.48 1.79 1318.22
Chord Tension 15780 15012.26 3.45
- - - 1500
Diagonal Compression 7020 120 46.15 1.80 1303.13
Chord Tension 9000 1896.465 2.6
- - - 1500
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 82/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-100-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 15780 180 45.92 1.79 1304.47
Chord Tension 15780 18012.52 3.92
- - - 1500
Diagonal Compression 7020 120 60.00 1.83 1218.74
Chord Tension 9780 2137.1 2
- - - 1500
12-100-175
Horizon Compression 15780 210 61.40 1.83 1209.62
Chord Tension 15780 21015.17 3.42
- - - 1500
Diagonal Compression 7020 120 46.33 1.80 1302.11
Chord Tension 10680 239
7.349 2.59
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 83/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-100-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 15780 240 70.18 1.85 1150.30
Chord Tension 15780 240
15.17 3.42
- - - 1500
Diagonal Compression 7020 120 39.47 1.78 1340.04
Chord Tension 11460 2658.636 3.04
- - - 1500
12-100-225
Horizon Compression 15780 270 78.95 1.87 1087.08
Chord Tension 15780 27015.17 3.42
- - - 1500
Diagonal Compression 7020 120 39.47 1.78 1340.04
Chord Tension 12240 292
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 84/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-100-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 15780 300 77.12 1.86 1100.56
Chord Tension 15780 300
15.52 3.89
- - - 1500
Diagonal Compression 7020 120 46.15 1.80 1303.13
Chord Tension 9600 3206.46 2.6
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 85/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-125-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 19800 96 28.07 1.75 1396.96
Chord Tension 19800 9615.17 3.42
- - - 1500
Diagonal Compression 7020 96 47.29 1.80 1296.59
Chord Tension 8340 1345.76 2.03
- - - 1500
12-125-125
Horizon Compression 19800 120 35.09 1.77 1362.87
Chord Tension 19800 12015.17 3.42
- - - 1500
Diagonal Compression 7020 96 36.92 1.77 1353.46
Chord Tension 9180 151
6.465 2.6
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 86/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-125-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius
of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 19800 144 42.11 1.78 1325.81
Chord Tension 19800 14415.17 3.42
- - - 1500
Diagonal Compression 7020 96 48.00 1.80 1292.48
Chord Tension 10200 1717.1 2
- - - 1500
12-125-175
Horizon Compression 19800 168 34.85 1.77 1364.05
Chord Tension 19800 16815.4 4.82
- - - 1500
Diagonal Compression 7020 96 31.48 1.76 1380.80
Chord Tension 11100 191
7.591 3.05
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 87/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-125-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius
of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 19800 192 39.83 1.78 1338.12
Chord Tension 19800 192
15.4 4.82
- - - 1500
Diagonal Compression 7020 96 47.29 1.80 1296.59
Chord Tension 7200 2125.76 2.03
- - - 1500
12-125-225
Horizon Compression 19800 216 44.81 1.79 1310.74
Chord Tension 19800 21615.4 4.82
- - - 1500
Diagonal Compression 7020 96 37.50 1.77 1350.46
Chord Tension 13020 234
9.085 2.56
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 88/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 89/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-150-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 23640 80 16.67 1.71 1445.59
Chord Tension 23640 8017.07 4.8
- - - 1500
Diagonal Compression 7020 80 39.41 1.78 1340.39
Chord Tension 5928 1125.76 2.03
- - - 1500
12-150-125
Horizon Compression 23640 96 20.00 1.72 1432.28
Chord Tension 23640 9617.07 4.8
- - - 1500
Diagonal Compression 7020 80 30.77 1.75 1384.21
Chord Tension 9240 123
6.465 2.6
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 90/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-150-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 23640 120 25.00 1.74 1410.90
Chord Tension 23640 120
17.07 4.8
- - - 1500
Diagonal Compression 7020 80 40.00 1.78 1337.23
Chord Tension 10380 1427.1 2
- - - 1500
12-150-175
Horizon Compression 23640 140 29.17 1.75 1391.84
Chord Tension 23640 14017.07 4.8
- - - 1500
Diagonal Compression 7020 80 26.32 1.74 1405.00
Chord Tension 11400 163
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 91/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 92/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-150-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 23640 200 51.95 1.81 1269.08
Chord Tension 23640 200
19.12 3.85
- - - 1500
Diagonal Compression 7020 80 26.58 1.74 1403.81
Chord Tension 14520 21510.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 93/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-175-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27840 69 12.15 1.70 1462.39
Chord Tension 27840 6922.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 33.74 1.76 1369.63
Chord Tension 8580 875.76 2.03
- - - 1500
12-175-125
Horizon Compression 27840 86 15.14 1.71 1451.42
Chord Tension 27840 8622.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 26.35 1.74 1404.86
Chord Tension 9480 108
6.465 2.6
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 94/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-175-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27840 102 17.96 1.72 1440.52
Chord Tension 27840 102
22.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 34.25 1.76 1367.10
Chord Tension 10560 1227.1 2
- - - 1500
12-175-175
Horizon Compression 27840 120 21.13 1.73 1427.61
Chord Tension 27840 12022.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 22.53 1.73 1421.66
Chord Tension 11640 136
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 95/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-175-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<K
<200)for
compression
tension
Horizon Compression 27840 137 24.12 1.74 1414.78
Chord Tension 27840 137
22.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 22.53 1.73 1421.66
Cord Tension 12720 1518.636 3.04
- - - 1500
12-175-225
Horizon Compression 27840 154 27.11 1.74 1401.37
Chord Tension 27840 15422.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 26.76 1.74 1402.99 15115.44
Chord Tension 13620 172
9.085 2.56
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 96/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-175-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27840 171 30.11 1.75 1387.39
Chord Tension 27840 171
22.72 5.68
- - - 1500
Diagonal Compression 7020 68.5 19.68 1.72 1433.57
Chord Tension 14820 1879.892 3.48
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 97/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-200-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27624 60 12.53 1.70 1461.04
Chord Tension 27624 6019.13 4.79
- - - 1500
Diagonal Compression 7020 60 29.56 1.75 1390.00
Chord Tension 8040 845.76 2.03
- - - 1500
12-200-125
Horizon Compression 27624 75 15.66 1.71 1449.47
Chord Tension 27624 7519.13 4.79
- - - 1500
Diagonal Compression 7020 60 23.08 1.73 1419.32
Chord Tension 9600 95
6.465 2.6
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 98/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-200-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27624 90 15.85 1.71 1448.75
Chord Tension 27624 90
22.72 5.68
- - - 1500
Diagonal Compression 7020 60 23.17 1.73 1418.93
Chord Tension 10680 1077.349 2.59
- - - 1500
12-200-175
Horizon Compression 27624 105 18.49 1.72 1438.42
Chord Tension 27624 10522.72 5.68
- - - 1500
Diagonal Compression 7020 60 19.74 1.72 1433.36
Chord Tension 11760 119
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 99/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-200-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27624 120 21.13 1.73 1427.61
Chord Tension 27624 120
22.72 5.68
- - - 1500
Diagonal Compression 7020 60 19.74 1.72 1433.36
Chord Tension 12900 1338.636 3.04
- - - 1500
12-200-225
Horizon Compression 27624 135 23.77 1.74 1416.32
Chord Tension 27624 13522.72 5.68
- - - 1500
Diagonal Compression 7020 60 17.24 1.72 1443.35
Chord Tension 14040 146
9.892 3.48
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 100/206
Appendix Table J1 Calculation Sheet (Cont’d)
12-200-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 27624 150 26.41 1.74 1404.58
Chord Tension 27624 150
22.72 5.68
- - - 1500
Diagonal Compression 7020 60 19.93 1.72 1432.55
Chord Tension 15120 16010.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 101/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-100-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 180 52.63 1.81 1264.94
Chord Tension 21300 18015.17 3.42
- - - 1500
Diagonal Compression 9180 180 59.02 1.83 1225.08
Chord Tension 10860 2517.591 3.05
- - - 1500
18-100-125
Horizon Compression 21300 225 46.88 1.80 1298.99
Chord Tension 21300 22517.07 4.8
- - - 1500
Diagonal Compression 9180 180 59.21 1.83 1223.83
Chord Tension 12000 284
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 102/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-100-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 270 70.13 1.85 1150.62
Chord Tension 21300 27019.12 3.85
- - - 1500
Diagonal Compression 9180 180 70.31 1.85 1149.34
Chord Tension 13080 3209.085 2.56
- - - 1500
18-100-175
Horizon Compression 21300 315 65.76 1.84 1180.64
Chord Tension 21300 31519.13 4.79
- - - 1500
Diagonal Compression 9180 180 51.72 1.81 1270.43
Chord Tension 14220 358
9.892 3.48
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 103/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-100-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Level Compression 21300 360 75.16 1.86 1114.87
Cord Tension 21300 36019.13 4.79
- - - 1500
Diagonal Compression 9180 180 70.31 1.85 1149.34
Cord Tension 13500 3989.085 2.56
- - - 1500
18-100-225
Level Compression 21300 405 71.30 1.85 1142.39
Cord Tension 21300 40522.72 5.68
- - - 1500
Diagonal Compression 9180 180 45.80 1.79 1305.14
Cord Tension 16320 438
11.17 3.93
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 104/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-100-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 450 79.23 1.87 1085.01
Chord Tension 21300 45022.72 5.68
- - - 1500
Diagonal Compression 9180 180 45.92 1.79 1304.47
Chord Tension 17280 48012.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 105/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-125-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 26640 144 25.35 1.74 1409.33
Chord Tension 26640 14422.72 5.68
- - - 1500
Diagonal Compression 9180 144 47.21 1.80 1297.04
Chord Tension 11100 2017.591 3.05
- - - 1500
18-125-125
Horizon Compression 26640 180 31.69 1.76 1379.76
Chord Tension 26640 18022.72 5.68
- - - 1500
Diagonal Compression 9180 144 47.21 1.80 1297.04
Chord Tension 6180 227
7.591 3.05
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 106/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-125-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 26640 216 38.03 1.77 1347.69
Chord Tension 26640 21622.72 5.68
- - - 1500
Diagonal Compression 9180 144 56.25 1.82 1242.61
Chord Tension 13560 2569.085 2.56
- - - 1500
18-125-175
Horizon Compression 26640 252 44.37 1.79 1313.26
Chord Tension 26640 25222.72 5.68
- - - 1500
Diagonal Compression 9180 144 41.38 1.78 1329.77
Chord Tension 14820 287
9.892 3.48
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 107/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 108/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-125-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 26640 360 63.38 1.84 1196.60
Chord Tension 26640 36022.72 5.68
- - - 1500
Diagonal Compression 9180 144 36.73 1.77 1354.43
Chord Tension 18420 38412.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 109/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-150-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 31800 121 21.30 1.73 1426.87
Chord Tension 31800 12122.72 5.68
- - - 1500
Diagonal Compression 9180 121 46.72 1.80 1299.89
Chord Tension 8100 1687.349 2.59
- - - 1500
18-150-125
Horizon Compression 31800 144 25.35 1.74 1409.33
Chord Tension 31800 14422.72 5.68
- - - 1500
Diagonal Compression 9180 121 39.80 1.78 1338.29
Chord Tension 12240 185
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 110/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-150-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area(scqm.
)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 31800 180 31.75 1.76 1379.48
Chord Tension 31800 18025.16 5.67
- - - 1500
Diagonal Compression 9180 121 34.77 1.77 1364.48
Chord Tension 13800 2149.892 3.48
- - - 1500
18-150-175
Horizon Compression 31800 210 37.04 1.77 1352.87
Chord Tension 31800 21025.16 5.67
- - - 1500
Diagonal Compression 9180 121 40.20 1.78 1336.16
Chord Tension 15180 239
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 111/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 112/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-150-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 31800 300 45.52 1.79 1306.72
Chord Tension 31800 30026.32 6.59
- - - 1500
Diagonal Compression 9180 121 35.38 1.77 1361.38
Chord Tension 19200 32015.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 113/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-175-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37320 103 15.63 1.71 1449.57
Chord Tension 37320 10326.32 6.59
- - - 1500
Diagonal Compression 9180 103 33.88 1.76 1368.95
Chord Tension 11400 1448.636 3.04
- - - 1500
18-175-125
Horizon Compression 37320 128 19.42 1.72 1434.63
Chord Tension 37320 12826.32 6.59
- - - 1500
Diagonal Compression 9180 103 33.88 1.76 1368.95
Chord Tension 12600 162
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 114/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-175-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 37320 154 23.37 1.73 1418.06
Chord Tension 37320 15426.32 6.59
- - - 1500
Diagonal Compression 9180 103 29.60 1.75 1389.80
Chord Tension 13800 1839.892 3.48
- - - 1500
18-175-175
Horizon Compression 37320 180 27.40 1.75 1400.07
Chord Tension 37320 18029.17 6.57
- - - 1500
Diagonal Compression 9180 103 34.22 1.76 1367.25
Chord Tension 15540 205
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 115/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-175-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 37320 206 31.35 1.76 1381.39
Chord Tension 37320 20629.17 6.57
- - - 1500
Diagonal Compression 9180 103 29.86 1.75 1388.58
Chord Tension 16980 22812.26 3.45
- - - 1500
18-175-225
Horizon Compression 37320 231 35.16 1.77 1362.50
Chord Tension 37320 23129.17 6.57
- - - 1500
Diagonal Compression 9180 103 26.28 1.74 1405.18
Chord Tension 18420 250
12.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 116/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-175-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 37320 257 39.12 1.78 1341.94
Chord Tension 37320 25729.17 6.57
- - - 1500
Diagonal Compression 9180 103 21.37 1.73 1426.59
Chord Tension 19800 27415.4 4.82
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 117/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 118/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-200-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 37560 135 20.49 1.73 1430.27
Chord Tension 37560 13526.32 6.59
- - - 1500
Diagonal Compression 9180 90 25.86 1.74 1407.05
Chord Tension 14220 1609.892 3.48
- - - 1500
18-200-175
Horizon Compression 37560 158 24.05 1.74 1415.10
Chord Tension 37560 15829.17 6.57
- - - 1500
Diagonal Compression 9180 90 29.90 1.75 1388.37
Chord Tension 15720 179
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 119/206
Appendix Table J1 Calculation Sheet (Cont’d)
18-200-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 37560 180 27.40 1.75 1400.07
Chord Tension 37560 18029.17 6.57
- - - 1500
Diagonal Compression 9180 90 26.09 1.74 1406.04
Chord Tension 17220 19912.26 3.45
- - - 1500
18-200-225
Horizon Compression 37560 203 30.90 1.75 1383.59
Chord Tension 37560 20329.17 6.57
- - - 1500
Diagonal Compression 9180 90 22.96 1.73 1419.83
Chord Tension 18720 219
12.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 120/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 121/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-100-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 240 50.00 1.80 1280.73
Chord Tension 21300 24017.07 4.8
- - - 1500
Diagonal Compression 9180 240 92.66 1.89 980.47
Cord Tension 10860 3347.349 2.59
- - - 1500
24-100-125
Horizon Compression 21300 300 62.63 1.83 1201.56
Chord Tension 21300 30019.13 4.79
- - - 1500
Diagonal Compression 9180 240 78.95 1.87 1087.08
Chord Tension 12000 379
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 122/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-100-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 360 75.16 1.86 1114.87
Chord Tension 21300 36019.13 4.79
- - - 1500
Diagonal Compression 9180 240 93.75 1.89 971.63
Chord Tension 13080 4279.085 2.56
- - - 1500
24-100-175
Horizon Compression 21300 420 73.94 1.86 1123.62
Chord Tension 21300 42022.72 5.68
- - - 1500
Diagonal Compression 9180 240 68.97 1.85 1158.72
Chord Tension 14220 478
9.892 3.48
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 123/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-100-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 480 84.51 1.88 1045.01
Chord Tension 21300 48022.72 5.68
- - - 1500
Diagonal Compression 9180 240 68.97 1.85 1158.72
Chord Tension 13500 5309.892 3.48
- - - 1500
24-100-225
Horizon Compression 21300 540 95.07 1.89 960.79
Chord Tension 21300 54022.72 5.68
- - - 1500
Diagonal Compression 9180 240 61.07 1.83 1211.81
Chord Tension 16320 585
11.17 3.93
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 124/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-100-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 21300 600 105.82 1.91 869.22
Chord Tension 21300 60025.16 5.67
- - - 1500
Diagonal Compression 9180 240 69.57 1.85 1154.55
Chord Tension 17280 64012.26 3.45
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 125/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-125-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 26640 192 33.80 1.76 1369.34
Chord Tension 26640 19222.72 5.68
- - - 1500
Diagonal Compression 9180 192 62.95 1.84 1199.45
Chord Tension 11100 2687.591 3.05
- - - 1500
24-125-125
Horizon Compression 26640 240 42.25 1.79 1324.99
Chord Tension 26640 24022.72 5.68
- - - 1500
Diagonal Compression 9180 192 63.16 1.84 1198.07
Chord Tension 6180 151
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 126/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-125-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(128<KL/R
<200)for
compression
or tension
Horizon Compression 26640 288 50.70 1.81 1276.54
Chord Tension 26640 28822.72 5.68
- - - 1500
Diagonal Compression 9180 192 75.00 1.86 1116.01
Chord Tension 13560 3419.085 2.56
- - - 1500
24-125-175
Horizon Compression 26640 336 59.15 1.83 1224.19
Chord Tension 26640 33622.72 5.68
- - - 1500
Diagonal Compression 9180 192 63.79 1.84 1193.89
Chord Tension 14820 382
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 127/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-125-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(128<KL/R
<200)for
compression
or tension
Horizon Compression 26640 384 67.72 1.85 1167.27
Chord Tension 26640 38425.16 5.67
- - - 1500
Diagonal Compression 9180 192 63.79 1.84 1193.89
Chord Tension 16020 42410.69 3.01
- - - 1500
24-125-225
Horizon Compression 26640 432 76.19 1.86 1107.36
Chord Tension 26640 43225.16 5.67
- - - 1500
Diagonal Compression 9180 192 55.65 1.82 1246.35
Chord Tension 17280 468
12.26 3.45
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 128/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-125-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(128<KL/R
<200)for
compression
or tension
Horizon Compression 26640 480 84.66 1.88 1043.86
Chord Tension 26640 48025.16 5.67
- - - 1500
Diagonal Compression 9180 192 48.98 1.80 1286.75
Chord Tension 18420 51212.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 129/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-150-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 31800 161 28.40 1.75 1395.45
Chord Tension 31800 16125.16 5.67
- - - 1500
Diagonal Compression 9180 161 79.31 1.87 1084.38
Chord Tension 8100 2245.76 2.03
- - - 1500
24-150-125
Horizon Compression 31800 192 33.86 1.76 1369.04
Chord Tension 31800 19225.16 5.67
- - - 1500
Diagonal Compression 9180 161 52.96 1.81 1262.94
Chord Tension 12240 247
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 130/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 131/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-150-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 31800 320 48.56 1.80 1289.22
Chord Tension 31800 32026.32 6.59
- - - 1500
Diagonal Compression 9180 161 40.97 1.78 1332.01
Chord Tension 16500 35411.17 3.93
- - - 1500
24-150-225
Horizon Compression 31800 360 54.63 1.82 1252.71
Chord Tension 31800 36026.32 6.59
- - - 1500
Diagonal Compression 9180 161 46.67 1.80 1300.19
Chord Tension 17820 390
12.26 3.45
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 132/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-150-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 31800 400 60.70 1.83 1214.22
Chord Tension 31800 40026.32 6.59
- - - 1500
Diagonal Compression 9180 161 47.08 1.80 1297.83
Chord Tension 19200 42715.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 133/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 134/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-175-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37320 206 31.35 1.76 1381.39
Chord Tension 37320 20629.17 6.57
- - - 1500
Diagonal Compression 9180 137 39.37 1.78 1340.61
Chord Tension 13800 2449.892 3.48
- - - 1500
24-175-175
Horizon Compression 37320 240 36.53 1.77 1355.49
Chord Tension 37320 24029.17 6.57
- - - 1500
Diagonal Compression 9180 137 45.51 1.79 1306.77
Chord Tension 15540 273
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 135/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 136/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 137/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-200-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37560 120 18.21 1.72 1439.52
Chord Tension 37560 12026.32 6.59
- - - 1500
Diagonal Compression 9180 120 46.33 1.80 1302.11
Chord Tension 10740 1677.349 2.59
- - - 1500
24-200-125
Horizon Compression 37560 150 22.83 1.73 1420.38
Chord Tension 37560 15029.17 6.57
- - - 1500
Diagonal Compression 9180 120 39.47 1.78 1340.04
Chord Tension 12600 173
8.636 3.04
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 138/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-200-150
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37560 180 27.40 1.75 1400.07
Chord Tension 37560 18029.17 6.57
- - - 1500
Diagonal Compression 9180 120 34.48 1.76 1365.93
Chord Tension 14220 2139.892 3.48
- - - 1500
24-200-175
Horizon Compression 37560 210 31.96 1.76 1378.42
Chord Tension 37560 21029.17 6.57
- - - 1500
Diagonal Compression 9180 120 39.87 1.78 1337.94
Chord Tension 15720 239
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 139/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-200-200
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37560 240 36.53 1.77 1355.49
Chord Tension 37560 24029.17 6.57
- - - 1500
Diagonal Compression 9180 120 34.78 1.77 1364.42
Chord Tension 17220 26512.26 3.45
- - - 1500
24-200-225
Horizon Compression 37560 270 41.10 1.78 1331.31
Chord Tension 37560 27029.17 6.57
- - - 1500
Diagonal Compression 9180 120 30.61 1.75 1384.97
Chord Tension 18720 292
12.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 140/206
Appendix Table J1 Calculation Sheet (Cont’d)
24-200-250
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 37560 300 45.66 1.79 1305.93
Chord Tension 37560 30029.17 6.57
- - - 1500
Diagonal Compression 9180 120 35.09 1.77 1362.87
Chord Tension 20160 32015.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 141/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 142/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-100-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 26820 450 79.37 1.87 1083.97
Chord Tension 26820 45025.16 5.67
- - - 1500
Diagonal Compression 11340 300 76.34 1.86 1106.30
Chord Tension 16320 53311.17 3.93
- - - 1500
30-100-175
Horizon Compression 26820 525 79.67 1.87 1081.73
Chord Tension 26820 52526.32 6.59
- - - 1500
Diagonal Compression 11340 300 87.72 1.88 1019.99
Chord Tension 19080 663
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 143/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 144/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-100-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 26820 750 100.13 1.90 918.41
Chord Tension 26820 75029.94 7.49
- - - 1500
Diagonal Compression 11340 300 87.72 1.88 1019.99
Chord Tension 21600 80015.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 145/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 146/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 147/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 148/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-125-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 33480 600 91.88 1.89 986.79
Chord Tension 33480 60034.82 6.53
- - - 1500
Diagonal Compression 11340 240 49.79 1.80 1281.96
Chord Tension 23040 64015.4 4.82
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 149/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-150-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 39960 201 30.59 1.75 1385.05
Chord Tension 39960 20129.17 6.57
- - - 1500
Diagonal Compression 11340 201 57.76 1.82 1233.10
Chord Tension 10080 2809.892 3.48
- - - 1500
30-150-125
Horizon Compression 39960 240 36.75 1.77 1354.34
Chord Tension 39960 24034.82 6.53
- - - 1500
Diagonal Compression 11340 201 66.78 1.84 1173.75
Chord Tension 15240 308
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 150/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-150-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 39960 300 45.94 1.79 1304.34
Chord Tension 39960 30034.82 6.53
- - - 1500
Diagonal Compression 11340 201 58.26 1.82 1229.91
Chord Tension 17220 35612.26 3.45
- - - 1500
30-150-175
Horizon Compression 39960 350 53.60 1.81 1259.04
Chord Tension 39960 35034.82 6.53
- - - 1500
Diagonal Compression 11340 201 58.26 1.82 1229.91
Chord Tension 17220 360
12.26 3.45
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 151/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-150-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 39960 400 61.26 1.83 1210.59
Chord Tension 39960 40034.82 6.53
- - - 1500
Diagonal Compression 11340 201 41.70 1.78 1328.02
Chord Tension 20580 44215.4 4.82
- - - 1500
30-150-225
Horizon Compression 39960 450 68.91 1.85 1159.08
Chord Tension 39960 45034.82 6.53
- - - 1500
Diagonal Compression 11340 201 41.70 1.78 1328.02
Chord Tension 22260 488
15.4 4.82
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 152/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-150-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 39960 500 67.20 1.84 1170.83
Chord Tension 39960 50039.61 7.44
- - - 1500
Diagonal Compression 11340 201 41.88 1.78 1327.07
Horizon Tension 24000 53317.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 153/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-175-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 46860 171 26.19 1.74 1405.58
Chord Tension 46860 17134.82 6.53
- - - 1500
Diagonal Compression 11340 171 49.14 1.80 1285.82
Chord Tension 14184 2399.892 3.48
- - - 1500
30-175-125
Horizon Compression 46860 214 32.77 1.76 1374.46
Chord Tension 46860 21434.82 6.53
- - - 1500
Diagonal Compression 11340 171 56.81 1.82 1239.09
Chord Tension 15900 270
10.69 3.01
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 154/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-175-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 46860 257 34.54 1.76 1365.62
Chord Tension 46860 25739.61 7.44
- - - 1500
Diagonal Compression 11340 171 49.57 1.80 1283.30
Chord Tension 17580 30512.26 3.45
- - - 1500
30-175-175
Horizon Compression 46860 300 40.32 1.78 1335.50
Chord Tension 46860 30039.61 7.44
- - - 1500
Diagonal Compression 11340 171 50.00 1.80 1280.73
Chord Tension 19380 341
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 155/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-175-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 46860 343 46.10 1.80 1303.42
Chord Tension 46860 34339.61 7.44
- - - 1500
Diagonal Compression 11340 171 50.00 1.80 1280.73
Chord Tension 21180 38015.17 3.42
- - - 1500
30-175-225
Horizon Compression 46860 385 51.75 1.81 1270.29
Chord Tension 46860 38539.61 7.44
- - - 1500
Diagonal Compression 11340 171 43.96 1.79 1315.54
Chord Tension 22920 417
15.52 3.89
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 156/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-175-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 46860 429 57.66 1.82 1233.72
Chord Tension 46860 42939.61 7.44
- - - 1500
Diagonal Compression 11340 171 35.63 1.77 1360.14
Chord Tension 24720 45717.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 157/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-200-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 47340 150 22.97 1.73 1419.78
Chord Tension 47340 15034.82 6.53
- - - 1500
Diagonal Compression 11340 150 43.10 1.79 1320.30
Chord Tension 13440 2099.085 3.48
- - - 1500
30-200-125
Horizon Compression 47340 188 28.79 1.75 1393.61
Chord Tension 47340 18834.82 6.53
- - - 1500
Diagonal Compression 11340 150 38.17 1.77 1346.96
Chord Tension 16020 237
11.17 3.93
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 158/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-200-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 47340 225 34.46 1.76 1366.06
Cord Tension 47340 22534.82 6.53
- - - 1500
Diagonal Compression 11340 150 43.48 1.79 1318.22
Cord Tension 17820 26712.26 3.45
- - - 1500
30-200-175
Horizon Compression 47340 263 35.35 1.77 1361.54
Cord Tension 47340 26339.61 7.44
- - - 1500
Diagonal Compression 11340 150 43.86 1.79 1316.09
Cord Tension 19620 299
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 159/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-200-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 47340 300 40.32 1.78 1335.50
Chord Tension 47340 30039.61 7.44
- - - 1500
Diagonal Compression 11340 150 43.86 1.79 1316.09
Chord Tension 21480 33115.17 3.42
- - - 1500
30-200-225
Horizon Compression 47340 338 45.43 1.79 1307.25
Chord Tension 47340 33839.61 7.44
- - - 1500
Diagonal Compression 11340 150 31.25 1.76 1381.89
Chord Tension 23340 365
17.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 160/206
Appendix Table J1 Calculation Sheet (Cont’d)
30-200-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 47340 375 50.40 1.81 1278.34
Chord Tension 47340 37539.61 7.44
- - - 1500
Diagonal Compression 11340 150 31.25 1.76 1381.89
Chord Tension 25200 40017.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 161/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-100-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 32280 360 54.63 1.82 1252.71
Chord Tension 32280 36026.32 6.59
- - - 1500
Diagonal Compression 13500 360 75.00 1.86 1116.01
Chord Tension 16260 50217.07 4.8
- - - 1500
36-100-125
Horizon Compression 32280 450 68.49 1.85 1161.98
Chord Tension 32280 45029.17 6.57
- - - 1500
Diagonal Compression 13500 360 74.69 1.86 1118.25
Chord Tension 18000 568
15.4 4.82
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 162/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-100-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 32280 540 72.10 1.85 1136.79
Chord Tension 32280 54029.94 7.49
- - - 1500
Diagonal Compression 13500 360 74.69 1.86 1118.25
Chord Tension 19620 64015.4 4.82
- - - 1500
36-100-175
Horizon Compression 32280 630 96.48 1.90 949.14
Chord Tension 32280 63034.82 6.53
- - - 1500
Diagonal Compression 13500 360 74.69 1.86 1118.25
Chord Tension 21300 716
15.4 4.82
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 163/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-100-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 32280 720 96.77 1.90 946.68
Chord Tension 32280 72039.61 7.44
- - - 1500
Diagonal Compression 13500 360 74.69 1.86 1118.25
Chord Tension 22920 79615.4 4.82
- - - 1500
36-100-225
Horizon Compression 32280 810 108.87 1.91 842.12
Chord Tension 32280 81039.61 7.44
- - - 1500
Diagonal Compression 13500 360 75.00 1.86 1116.01
Chord Tension 24480 877
17.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 164/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-100-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 32280 900 121.62 1.92 723.27
Chord Tension 32280 90046.03 7.4
- - - 1500
Diagonal Compression 13500 360 93.51 1.89 973.62
Chord Tension 25920 96019.12 3.85
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 165/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-125-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 40260 288 51.43 1.81 1272.20
Chord Tension 40260 28834.79 5.6
- - - 1500
Diagonal Compression 13500 288 73.47 1.86 1127.01
Chord Tension 16620 40112.52 3.92
- - - 1500
36-125-125
Horizon Compression 40260 360 64.29 1.84 1190.57
Chord Tension 40260 36034.79 5.6
- - - 1500
Diagonal Compression 13500 288 73.47 1.86 1127.01
Chord Tension 18420 454
12.52 3.92
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 166/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-125-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 40260 432 66.16 1.84 1177.97
Chord Tension 40260 43234.82 6.53
- - - 1500
Diagonal Compression 13500 288 84.21 1.88 1047.29
Chord Tension 20400 51215.17 3.42
- - - 1500
36-125-175
Horizon Compression 40260 504 67.74 1.85 1167.15
Chord Tension 40260 50439.61 7.44
- - - 1500
Diagonal Compression 13500 288 84.21 1.88 1047.29
Chord Tension 22200 573
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 167/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-125-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 40260 576 77.42 1.86 1098.37
Chord Tension 40260 57639.61 7.44
- - - 1500
Diagonal Compression 13500 288 60.00 1.83 1218.74
Chord Tension 24060 63617.07 4.8
- - - 1500
36-125-225
Horizon Compression 40260 648 87.10 1.88 1024.88
Chord Tension 40260 64839.61 7.44
- - - 1500
Diagonal Compression 13500 288 74.81 1.86 1117.41
Chord Tension 25920 701
19.12 3.85
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 168/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-125-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 40260 720 97.30 1.90 942.31
Chord Tension 40260 72046.03 7.4
- - - 1500
Diagonal Compression 13500 288 74.81 1.86 1117.41
Chord Tension 27660 76819.12 3.85
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 169/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-150-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 48060 241 32.39 1.76 1376.32
Chord Tension 48060 24139.61 7.44
- - - 1500
Diagonal Compression 13500 241 69.86 1.85 1152.54
Chord Tension 12060 33612.26 3.45
- - - 1500
36-150-125
Horizon Compression 48060 288 38.71 1.78 1344.10
Chord Tension 48060 28839.61 7.44
- - - 1500
Diagonal Compression 13500 241 69.86 1.85 1152.54
Chord Tension 18360 370
12.26 3.45
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 170/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-150-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area(sqcm.
)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 48060 360 48.39 1.80 1290.22
Chord Tension 48060 36039.61 7.44
- - - 1500
Diagonal Compression 13500 241 70.47 1.85 1148.26
Chord Tension 20700 42715.17 3.42
- - - 1500
36-150-175
Horizon Compression 48060 420 56.45 1.82 1241.35
Chord Tension 48060 42039.61 7.44
- - - 1500
Diagonal Compression 13500 241 70.47 1.85 1148.26
Chord Tension 22740 478
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 171/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-150-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 48060 480 64.86 1.84 1186.69
Cord Tension 48060 48046.03 7.4
- - - 1500
Diagonal Compression 13500 241 50.21 1.81 1279.49
Cord Tension 24780 53117.07 4.8
- - - 1500
36-150-225
Horizon Compression 48060 540 72.97 1.86 1130.56
Cord Tension 48060 54046.03 7.4
- - - 1500
Diagonal Compression 13500 241 62.60 1.83 1201.78
Cord Tension 27300 585
19.12 3.85
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 172/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-150-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 48060 600 81.08 1.87 1071.11
Chord Tension 48060 60046.03 7.4
- - - 1500
Diagonal Compression 13500 241 42.43 1.79 1324.02
Chord Tension 28800 64022.72 5.68
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 173/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-175-100
Element
SetForce
Maximum
Force (kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL
<200)for
compression
tension
Horizon Compression 56160 206 27.84 1.75 1398.04
Chord Tension 56160 20646.03 7.4
- - - 1500
Diagonal Compression 13500 206 59.71 1.83 1220.62
Chord Tension 17040 28612.26 3.45
- - - 1500
36-175-125
Horizon Compression 56160 257 34.73 1.77 1364.68
Chord Tension 56160 25746.03 7.4
- - - 1500
Diagonal Compression 13500 206 60.23 1.83 1217.23
Chord Tension 19020 324
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 174/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-175-150
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 56160 308 41.62 1.78 1328.45
Chord Tension 56160 30846.03 7.4
- - - 1500
Diagonal Compression 13500 206 60.23 1.83 1217.23
Chord Tension 21000 36515.17 3.42
- - - 1500
36-175-175
Horizon Compression 56160 360 48.65 1.80 1288.69
Chord Tension 56160 36046.03 7.4
- - - 1500
Diagonal Compression 13500 206 42.92 1.79 1321.34
Chord Tension 23280 409
17.07 4.8
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 175/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 176/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-175-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 56160 515 55.74 1.82 1245.83
Chord Tension 56160 51549.27 9.24
- - - 1500
Diagonal Compression 13500 206 52.42 1.81 1266.24
Chord Tension 16140 54811.17 3.93
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 177/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-200-100
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 57120 180 24.32 1.74 1413.89
Chord Tension 57120 18046.03 7.4
- - - 1500
Diagonal Compression 13500 180 45.80 1.79 1305.14
Chord Tension 16140 25111.17 3.93
- - - 1500
36-200-125
Horizon Compression 57120 225 30.41 1.75 1385.96
Chord Tension 57120 22546.03 7.4
- - - 1500
Diagonal Compression 13500 180 52.63 1.81 1264.94
Chord Tension 19260 284
15.17 3.42
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 178/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 179/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-200-200
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 57120 360 48.65 1.80 1288.69
Chord Tension 57120 36046.03 7.4
- - - 1500
Diagonal Compression 13500 180 46.75 1.80 1299.69
Chord Tension 25800 39819.12 3.85
- - - 1500
36-200-225
Horizon Compression 57120 405 54.73 1.82 1252.08
Chord Tension 57120 40546.03 7.4
- - - 1500
Diagonal Compression 13500 180 46.75 1.80 1299.69
Chord Tension 28080 438
19.12 3.85
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 180/206
Appendix Table J1 Calculation Sheet (Cont’d)
36-200-250
Element
SetForce
Maximum
Force
(kg)
Element
Length
(cm.)
Element
Cross
Section
Area
(sqcm.)
Radius of
Gyration
(cm.)
KL/R F.S.Fa(1)(KL/R
<128)
Fa(2)(128<KL/R
<200)for
compression or
tension
Horizon Compression 57120 450 48.70 1.80 1288.38
Chord Tension 57120 45049.27 9.24
- - - 1500
Diagonal Compression 13500 180 31.69 1.76 1379.76
Chord Tension 30240 48022.72 5.68
- - - 1500
Horizon stands for Horizontal Chord.
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 181/206
171
APPENDIX K
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 182/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 183/206
Weight per square meter of roof for
18 m. Span Length
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
0 0.5 1 1.5 2 2.5
External Ratio
W e i g h t p e r s q u a r e m e t e r o f R o o f
Intern
Intern
Intern
Intern
Intern
Intern
Intern
Appendix Figure K2 Weight per square meter of roof for 18 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 184/206
Weight per square meter of roof for
24 m. Span Length
8.00
8.50
9.00
9.50
10.00
10.50
11.00
11.50
12.00
0 0.5 1 1.5 2 2.5
External Ratio
W e i g h t p e r s q u a r e m e t e r o f r o o f
Inter
Inter
Inter
Inter
Inter
Inter
Inter
Appendix Figure K3 Weight per square meter of roof for 24 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 185/206
Weight per square meter of roof for
30 m. Span Length
11.00
11.50
12.00
12.50
13.00
13.50
14.00
0 0.5 1 1.5 2 2.5
External Ratio
W e i g h t p e r s q
u a r e m e t e r o f r o o f
Internal Ratio 1
Internal Ratio 1.
Internal Ratio 1.
Internal Ratio 1.
Internal Ratio 2
Internal Ratio 2.
Internal Ratio 2.
Appendix Figure K4 Weight per square meter of roof for 30 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 186/206
Weight per square meter of roof for
36 m. Span Length
10.00
11.00
12.00
13.00
14.00
15.00
16.00
0 0.5 1 1.5 2 2.5
External Ratio
W e i g h t p e r
s q u a r e m e t e r o f r o o f Internal Ratio 1
Internal Ratio 1.25
Internal Ratio 1.5
Internal Ratio 1.75
Internal Ratio 2
Internal Ratio 2.25
Internal Ratio 2.5
Appendix Figure K5 Weight per square meter of roof for 36 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 187/206
Weight per square meter of roof for
12 m. Span Length
5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
0 0.5 1 1.5 2 2.5 3
Internal Ratio
W e i g h t p e r s q u
a r e m e t e r o f r o o f
External Ratio 1
External Ratio 1.25
External Ratio 1.5
External Ratio 1.75
External Ratio 2
Appendix Figure K6 Weight per square meter of roof for 12 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 188/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 189/206
Weight per square meter of roof for
24 m. Span Length
8.50
9.00
9.50
10.00
10.50
11.00
11.50
12.00
0 0.5 1 1.5 2 2.5 3
Internal Ratio
W e i g h t p e r s
q u a r e m e t e r o f r o o f Extern
Extern
Extern
Extern
Extern
Appendix Figure K8 Weight per square meter of roof for 24 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 190/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 191/206
Weight per square meter of roof for
36 m. Span Length
13.00
13.50
14.00
14.50
15.00
15.50
16.00
0 0.5 1 1.5 2 2.5 3Internal Ratio
W e i g h t p e r s q u a r e m e t e r o f r o o f
Extern
Extern
Extern
Extern
Extern
Appendix Figure K10 Weight per square meter of roof for 36 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 192/206
Painting area per square meter for
12 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0 0.5 1 1.5 2 2.5
External Ratio
P a i n t i n g a r e a p e r s
q u a r e m e t e r o f r o o f
Intern
Intern
Intern
Intern
Intern
Intern
Intern
Appendix Figure K11 Painting area per square meter of roof for 12 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 193/206
Painting area per square meter for
18 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0 0.5 1 1.5 2 2.5
External Ratio
P a i n t i n g a r e a p e r s q u a r e m e t e r o f r o o f Inte
Inte
Inte
Inte
Inte
Inte
Inte
Appendix Figure K12 Painting area per square meter of roof for 18 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 194/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 195/206
Painting area per square meter for
30 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
0 0.5 1 1.5 2 2.5
External Ratio
P a i n t i n g a r e a p e r s q u a r e m e t e r o f r o o f
Internal R
Internal R
Internal R
Internal R
Internal R
Internal R
Internal R
Appendix Figure K14 Painting area per square meter of roof for 30 m. span length vary on external ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 196/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 197/206
Painting area per square meter for
12 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0 0.5 1 1.5 2 2.5 3
Internal Ratio
P a i n t i n g a r e a p
e r s q u a r e m e t e r o f r o o f Externa
Externa
Externa
Externa
Externa
Appendix Figure K16 Painting area per square meter of roof for 12 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 198/206
Painting area per square meter for
18 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0 0.5 1 1.5 2 2.5 3
Internal Ratio
P a i n t i n g a r e a
p e r s q u a r e m e t e r o f r o o f
Extern
Extern
Extern
Extern
Extern
Appendix Figure K17 Painting area per square meter of roof for 18 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 199/206
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 200/206
Painting area per square meter for
30 m. Span Length
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
0 0.5 1 1.5 2 2.5 3
Internal Ratio
P a i n t i n g a r e a p e
r s q u a r e m e t e r o f r o o f
Externa
Externa
Externa
Externa
Externa
Appendix Figure K19 Painting area per square meter of roof for 30 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 201/206
Painting area per square meter for
36 m. Span Length
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0 0.5 1 1.5 2 2.5 3
Internal Ratio
P a i n t i n g a r e a p e
r s q u a r e m e t e r o f r o o f
Externa
Externa
Externa
Externa
Externa
Appendix Figure K20 Painting area per square meter of roof for 36 m. span length vary on internal ratio
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 202/206
192
APPENDIX L
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 203/206
193
ScopeofStudy
1750-Truss
35-12m.SpanLength
12-XX-XXX
35-18m.SpanLength
18-XX-XXX
35-24m.SpanLength
24-XX-XXX
35-30m.SpanLength
30-XX-XXX
35-36m.SpanLength
36-XX-XXX
7-1:10External
Ratio12-10-XXX
7-1:15External
Ratio12-15-XXX
7-1:10External
Ratio12-15-XXX
1-1:1Internal
Ratio
12-10-100
1-1:1.25Internal
Ratio
12-10-125
1-1:2.5Internal
Ratio
12-10-250
7-1:10External
Ratio12-15-XXX
7-1:10External
Ratio12-15-XXX
1-1:1.5Internal
Ratio
12-10-125
1-1:1.75Internal
Ratio
12-10-125
1-1:1.75Internal
Ratio
12-10-125
1-1:1.75Internal
Ratio
12-10-125
875-
TriangularTruss
875-Double
TriangularTruss
175-
Tube Element
175-SquareTube
Element
175-
Angle Element
175-
Channel Element
175-H-Beam
Element
Identical Model as Triangular Truss
Identical Model as 12 m. span length Truss
Identical Model as Tube Element
Identical Model as 1 : 10 External Ratio Truss
Appendix Figure L1 Full Truss Breakdown Model
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 204/206
194
APPENDIX M
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 205/206
195
DataCollecting
VariousTruss
Designing
Cost & TimeCalculation
RelativeEquation
Acquisition
VariousTruss
Designing
ModelVerification
ModelVerification
Appendix Figure M1 Diagram of Main Procedures
8/13/2019 Boonma Boo All
http://slidepdf.com/reader/full/boonma-boo-all 206/206
196