Boonma Boo All

8/13/2019 Boonma Boo All

http://slidepdf.com/reader/full/boonma-boo-all 1/206



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





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



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



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



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



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



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





K6 Weight per square meter of roof for 12 m. span length vary on internal ratio 176





K11 Painting area per square meter of roof for 12 m. span length vary on

external ratio………………………………………………………… 182


external ratio………………………………………………………… 183


external ratio………………………………………………………… 184


external ratio………………………………………………………… 185


external ratio………………………………………………………… 186


internal ratio…………………………………………………………. 187


internal ratio…………………………………………………………. 188



vi

LIST OF FIGURES

Figure Page Appendix Figure


internal ratio…………………………………………………………. 189


internal ratio…………………………………………………………. 190


internal ratio…………………………………………………………. 191

L1 Full Truss Breakdown Model…………………………………………. 193

M1 Diagram of Main Procedure……………...………………………….... 195



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.



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 .



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 .



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



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



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.



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

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



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)



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



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



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



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



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



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-



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





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



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.



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



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 .



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.



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)



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.



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)



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



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.



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



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



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.



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



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



33

APPENDICES



34

APPENDIX A



35

Appendix Figure A1 Project Name: Bridgestone Factory Chonburi

Source: Nishimatsu Construction Company (2005)

Appendix Figure A2 Project Name: Bridgestone Factory Chonburi




36

Appendix Figure A3 Project Name: Bridgestone Tire Manufacturing


Appendix Figure A4 Project Name: G-Steel Factory Rayong




37

Appendix Figure A5 Project Name: HATC (Honda Cars Factory) Ayuthaya


Appendix Figure A6 Project Name: Kikuwa Factory Nonthaburi




38

Appendix Figure A7 Project Name: Kobe Factory Nonthaburi


Appendix Figure A8 Project Name: Kobe Factory Nonthaburi




39

Appendix Figure A9 Project Name: Mitsui Hygiene Materials Factory Nonthaburi




40

APPENDIX B



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



42

APPENDIX C



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



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



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



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


as following.


Steel Kg. 1 40 40

Painting Area Sqm./Kg. 0.032 250 8

Total 48





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


as following.


Steel Kg. 1 40 40


Total 50



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


as following.


Steel Kg. 1 40 40

Painting Area Sqm./Kg. 0.03 250 7.50

Total 47.50



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



51


as following.


Steel Kg. 1 40 40


Total 50



52

APPENDIX D



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 %



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 %



55

APPENDIX E



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



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



58

APPENDIX F



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


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


12-15-XXX

1-1:1.5InternalRatio

12-10-150


12-10-175

1-1:2 InternalRatio

12-10-200


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





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





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



64

Appendix Table H2 Designed Painting Result

Painting Area per area of roof (Sqm./ Sqm.)


Internal


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





66

Appendix Table H4 Equation Painting Result

Equation Painting Area per area of roof (Sqm./ Sqm.)


Internal


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



67

APPENDIX I



68

Appendix Table I1 Weight Result Deviation

Percent Variation Weight per area of roof (Kg./ Sqm.)


Internal


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.



69

Appendix Table I1 Painting Result Deviation

Percent Variation Painting Area per area of roof (Sqm./ Sqm.)


Internal


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.



70

APPENDIX J



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


Chord Tension 15780 15012.26 3.45

- - - 1500


Chord Tension 9000 1896.465 2.6

- - - 1500



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


Chord Tension 15780 18012.52 3.92

- - - 1500


Chord Tension 9780 2137.1 2

- - - 1500

12-100-175


Chord Tension 15780 21015.17 3.42

- - - 1500



7.349 2.59

- - - 1500





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



15.17 3.42

- - - 1500


Chord Tension 11460 2658.636 3.04

- - - 1500

12-100-225


Chord Tension 15780 27015.17 3.42

- - - 1500



8.636 3.04

- - - 1500





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



15.52 3.89

- - - 1500


Chord Tension 9600 3206.46 2.6

- - - 1500





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


Chord Tension 19800 9615.17 3.42

- - - 1500


Chord Tension 8340 1345.76 2.03

- - - 1500

12-125-125


Chord Tension 19800 12015.17 3.42

- - - 1500



6.465 2.6

- - - 1500





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


Chord Tension 19800 14415.17 3.42

- - - 1500



- - - 1500

12-125-175


Chord Tension 19800 16815.4 4.82

- - - 1500



7.591 3.05

- - - 1500





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



15.4 4.82

- - - 1500


Chord Tension 7200 2125.76 2.03

- - - 1500

12-125-225


Chord Tension 19800 21615.4 4.82

- - - 1500



9.085 2.56

- - - 1500







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


Chord Tension 23640 8017.07 4.8

- - - 1500


Chord Tension 5928 1125.76 2.03

- - - 1500

12-150-125


Chord Tension 23640 9617.07 4.8

- - - 1500



6.465 2.6

- - - 1500





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



17.07 4.8

- - - 1500



- - - 1500

12-150-175


Chord Tension 23640 14017.07 4.8

- - - 1500



8.636 3.04

- - - 1500







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



19.12 3.85

- - - 1500


Chord Tension 14520 21510.69 3.01

- - - 1500





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


Chord Tension 27840 6922.72 5.68

- - - 1500

Diagonal Compression 7020 68.5 33.74 1.76 1369.63


- - - 1500

12-175-125


Chord Tension 27840 8622.72 5.68

- - - 1500



6.465 2.6

- - - 1500





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



22.72 5.68

- - - 1500



- - - 1500

12-175-175


Chord Tension 27840 12022.72 5.68

- - - 1500



8.636 3.04

- - - 1500





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



22.72 5.68

- - - 1500


Cord Tension 12720 1518.636 3.04

- - - 1500

12-175-225


Chord Tension 27840 15422.72 5.68

- - - 1500

Diagonal Compression 7020 68.5 26.76 1.74 1402.99 15115.44


9.085 2.56

- - - 1500





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



22.72 5.68

- - - 1500


Chord Tension 14820 1879.892 3.48

- - - 1500





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


Chord Tension 27624 6019.13 4.79

- - - 1500



- - - 1500

12-200-125


Chord Tension 27624 7519.13 4.79

- - - 1500



6.465 2.6

- - - 1500





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



22.72 5.68

- - - 1500


Chord Tension 10680 1077.349 2.59

- - - 1500

12-200-175


Chord Tension 27624 10522.72 5.68

- - - 1500



8.636 3.04

- - - 1500





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



22.72 5.68

- - - 1500


Chord Tension 12900 1338.636 3.04

- - - 1500

12-200-225


Chord Tension 27624 13522.72 5.68

- - - 1500



9.892 3.48

- - - 1500





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



22.72 5.68

- - - 1500


Chord Tension 15120 16010.69 3.01

- - - 1500





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


Chord Tension 21300 18015.17 3.42

- - - 1500


Chord Tension 10860 2517.591 3.05

- - - 1500

18-100-125


Chord Tension 21300 22517.07 4.8

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 21300 27019.12 3.85

- - - 1500


Chord Tension 13080 3209.085 2.56

- - - 1500

18-100-175


Chord Tension 21300 31519.13 4.79

- - - 1500



9.892 3.48

- - - 1500





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


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


Cord Tension 16320 438

11.17 3.93

- - - 1500





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


Chord Tension 21300 45022.72 5.68

- - - 1500


Chord Tension 17280 48012.52 3.92

- - - 1500





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


Chord Tension 26640 14422.72 5.68

- - - 1500


Chord Tension 11100 2017.591 3.05

- - - 1500

18-125-125


Chord Tension 26640 18022.72 5.68

- - - 1500



7.591 3.05

- - - 1500





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


Chord Tension 26640 21622.72 5.68

- - - 1500


Chord Tension 13560 2569.085 2.56

- - - 1500

18-125-175


Chord Tension 26640 25222.72 5.68

- - - 1500



9.892 3.48

- - - 1500







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


Chord Tension 26640 36022.72 5.68

- - - 1500


Chord Tension 18420 38412.52 3.92

- - - 1500





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


Chord Tension 31800 12122.72 5.68

- - - 1500


Chord Tension 8100 1687.349 2.59

- - - 1500

18-150-125


Chord Tension 31800 14422.72 5.68

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 31800 18025.16 5.67

- - - 1500


Chord Tension 13800 2149.892 3.48

- - - 1500

18-150-175


Chord Tension 31800 21025.16 5.67

- - - 1500



10.69 3.01

- - - 1500







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


Chord Tension 31800 30026.32 6.59

- - - 1500


Chord Tension 19200 32015.17 3.42

- - - 1500





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


Chord Tension 37320 10326.32 6.59

- - - 1500


Chord Tension 11400 1448.636 3.04

- - - 1500

18-175-125


Chord Tension 37320 12826.32 6.59

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 37320 15426.32 6.59

- - - 1500


Chord Tension 13800 1839.892 3.48

- - - 1500

18-175-175


Chord Tension 37320 18029.17 6.57

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 37320 20629.17 6.57

- - - 1500


Chord Tension 16980 22812.26 3.45

- - - 1500

18-175-225


Chord Tension 37320 23129.17 6.57

- - - 1500



12.52 3.92

- - - 1500





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


Chord Tension 37320 25729.17 6.57

- - - 1500


Chord Tension 19800 27415.4 4.82

- - - 1500







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


Chord Tension 37560 13526.32 6.59

- - - 1500


Chord Tension 14220 1609.892 3.48

- - - 1500

18-200-175


Chord Tension 37560 15829.17 6.57

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 37560 18029.17 6.57

- - - 1500


Chord Tension 17220 19912.26 3.45

- - - 1500

18-200-225


Chord Tension 37560 20329.17 6.57

- - - 1500



12.52 3.92

- - - 1500







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


Chord Tension 21300 24017.07 4.8

- - - 1500


Cord Tension 10860 3347.349 2.59

- - - 1500

24-100-125


Chord Tension 21300 30019.13 4.79

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 21300 36019.13 4.79

- - - 1500


Chord Tension 13080 4279.085 2.56

- - - 1500

24-100-175


Chord Tension 21300 42022.72 5.68

- - - 1500



9.892 3.48

- - - 1500





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


Chord Tension 21300 48022.72 5.68

- - - 1500


Chord Tension 13500 5309.892 3.48

- - - 1500

24-100-225


Chord Tension 21300 54022.72 5.68

- - - 1500



11.17 3.93

- - - 1500





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


Chord Tension 21300 60025.16 5.67

- - - 1500


Chord Tension 17280 64012.26 3.45

- - - 1500





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


Chord Tension 26640 19222.72 5.68

- - - 1500


Chord Tension 11100 2687.591 3.05

- - - 1500

24-125-125


Chord Tension 26640 24022.72 5.68

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 26640 28822.72 5.68

- - - 1500


Chord Tension 13560 3419.085 2.56

- - - 1500

24-125-175


Chord Tension 26640 33622.72 5.68

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 26640 38425.16 5.67

- - - 1500


Chord Tension 16020 42410.69 3.01

- - - 1500

24-125-225


Chord Tension 26640 43225.16 5.67

- - - 1500



12.26 3.45

- - - 1500





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


Chord Tension 26640 48025.16 5.67

- - - 1500


Chord Tension 18420 51212.52 3.92

- - - 1500





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


Chord Tension 31800 16125.16 5.67

- - - 1500


Chord Tension 8100 2245.76 2.03

- - - 1500

24-150-125


Chord Tension 31800 19225.16 5.67

- - - 1500



8.636 3.04

- - - 1500







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


Chord Tension 31800 32026.32 6.59

- - - 1500


Chord Tension 16500 35411.17 3.93

- - - 1500

24-150-225


Chord Tension 31800 36026.32 6.59

- - - 1500



12.26 3.45

- - - 1500





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


Chord Tension 31800 40026.32 6.59

- - - 1500


Chord Tension 19200 42715.17 3.42

- - - 1500







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


Chord Tension 37320 20629.17 6.57

- - - 1500


Chord Tension 13800 2449.892 3.48

- - - 1500

24-175-175


Chord Tension 37320 24029.17 6.57

- - - 1500



10.69 3.01

- - - 1500









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


Chord Tension 37560 12026.32 6.59

- - - 1500


Chord Tension 10740 1677.349 2.59

- - - 1500

24-200-125


Chord Tension 37560 15029.17 6.57

- - - 1500



8.636 3.04

- - - 1500





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


Chord Tension 37560 18029.17 6.57

- - - 1500


Chord Tension 14220 2139.892 3.48

- - - 1500

24-200-175


Chord Tension 37560 21029.17 6.57

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 37560 24029.17 6.57

- - - 1500


Chord Tension 17220 26512.26 3.45

- - - 1500

24-200-225


Chord Tension 37560 27029.17 6.57

- - - 1500



12.52 3.92

- - - 1500





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


Chord Tension 37560 30029.17 6.57

- - - 1500


Chord Tension 20160 32015.17 3.42

- - - 1500







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


Chord Tension 26820 45025.16 5.67

- - - 1500


Chord Tension 16320 53311.17 3.93

- - - 1500

30-100-175


Chord Tension 26820 52526.32 6.59

- - - 1500



15.17 3.42

- - - 1500







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


Chord Tension 26820 75029.94 7.49

- - - 1500


Chord Tension 21600 80015.17 3.42

- - - 1500











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


Chord Tension 33480 60034.82 6.53

- - - 1500


Chord Tension 23040 64015.4 4.82

- - - 1500





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


Chord Tension 39960 20129.17 6.57

- - - 1500


Chord Tension 10080 2809.892 3.48

- - - 1500

30-150-125


Chord Tension 39960 24034.82 6.53

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 39960 30034.82 6.53

- - - 1500


Chord Tension 17220 35612.26 3.45

- - - 1500

30-150-175


Chord Tension 39960 35034.82 6.53

- - - 1500



12.26 3.45

- - - 1500





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


Chord Tension 39960 40034.82 6.53

- - - 1500


Chord Tension 20580 44215.4 4.82

- - - 1500

30-150-225


Chord Tension 39960 45034.82 6.53

- - - 1500



15.4 4.82

- - - 1500





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


Chord Tension 39960 50039.61 7.44

- - - 1500


Horizon Tension 24000 53317.07 4.8

- - - 1500





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


Chord Tension 46860 17134.82 6.53

- - - 1500


Chord Tension 14184 2399.892 3.48

- - - 1500

30-175-125


Chord Tension 46860 21434.82 6.53

- - - 1500



10.69 3.01

- - - 1500





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


Chord Tension 46860 25739.61 7.44

- - - 1500


Chord Tension 17580 30512.26 3.45

- - - 1500

30-175-175


Chord Tension 46860 30039.61 7.44

- - - 1500



15.17 3.42

- - - 1500





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


Chord Tension 46860 34339.61 7.44

- - - 1500


Chord Tension 21180 38015.17 3.42

- - - 1500

30-175-225


Chord Tension 46860 38539.61 7.44

- - - 1500



15.52 3.89

- - - 1500





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


Chord Tension 46860 42939.61 7.44

- - - 1500


Chord Tension 24720 45717.07 4.8

- - - 1500





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


Chord Tension 47340 15034.82 6.53

- - - 1500


Chord Tension 13440 2099.085 3.48

- - - 1500

30-200-125


Chord Tension 47340 18834.82 6.53

- - - 1500



11.17 3.93

- - - 1500





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


Cord Tension 47340 22534.82 6.53

- - - 1500


Cord Tension 17820 26712.26 3.45

- - - 1500

30-200-175


Cord Tension 47340 26339.61 7.44

- - - 1500



15.17 3.42

- - - 1500





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


Chord Tension 47340 30039.61 7.44

- - - 1500


Chord Tension 21480 33115.17 3.42

- - - 1500

30-200-225


Chord Tension 47340 33839.61 7.44

- - - 1500



17.07 4.8

- - - 1500





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


Chord Tension 47340 37539.61 7.44

- - - 1500


Chord Tension 25200 40017.07 4.8

- - - 1500





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


Chord Tension 32280 36026.32 6.59

- - - 1500


Chord Tension 16260 50217.07 4.8

- - - 1500

36-100-125


Chord Tension 32280 45029.17 6.57

- - - 1500



15.4 4.82

- - - 1500





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


Chord Tension 32280 54029.94 7.49

- - - 1500


Chord Tension 19620 64015.4 4.82

- - - 1500

36-100-175


Chord Tension 32280 63034.82 6.53

- - - 1500



15.4 4.82

- - - 1500





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


Chord Tension 32280 72039.61 7.44

- - - 1500


Chord Tension 22920 79615.4 4.82

- - - 1500

36-100-225


Chord Tension 32280 81039.61 7.44

- - - 1500



17.07 4.8

- - - 1500





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


Chord Tension 32280 90046.03 7.4

- - - 1500


Chord Tension 25920 96019.12 3.85

- - - 1500





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


Chord Tension 40260 28834.79 5.6

- - - 1500


Chord Tension 16620 40112.52 3.92

- - - 1500

36-125-125


Chord Tension 40260 36034.79 5.6

- - - 1500



12.52 3.92

- - - 1500





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


Chord Tension 40260 43234.82 6.53

- - - 1500


Chord Tension 20400 51215.17 3.42

- - - 1500

36-125-175


Chord Tension 40260 50439.61 7.44

- - - 1500



15.17 3.42

- - - 1500





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


Chord Tension 40260 57639.61 7.44

- - - 1500


Chord Tension 24060 63617.07 4.8

- - - 1500

36-125-225


Chord Tension 40260 64839.61 7.44

- - - 1500



19.12 3.85

- - - 1500





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


Chord Tension 40260 72046.03 7.4

- - - 1500


Chord Tension 27660 76819.12 3.85

- - - 1500





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


Chord Tension 48060 24139.61 7.44

- - - 1500


Chord Tension 12060 33612.26 3.45

- - - 1500

36-150-125


Chord Tension 48060 28839.61 7.44

- - - 1500



12.26 3.45

- - - 1500





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


Chord Tension 48060 36039.61 7.44

- - - 1500


Chord Tension 20700 42715.17 3.42

- - - 1500

36-150-175


Chord Tension 48060 42039.61 7.44

- - - 1500



15.17 3.42

- - - 1500





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


Cord Tension 48060 48046.03 7.4

- - - 1500


Cord Tension 24780 53117.07 4.8

- - - 1500

36-150-225


Cord Tension 48060 54046.03 7.4

- - - 1500



19.12 3.85

- - - 1500





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


Chord Tension 48060 60046.03 7.4

- - - 1500


Chord Tension 28800 64022.72 5.68

- - - 1500





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


Chord Tension 56160 20646.03 7.4

- - - 1500


Chord Tension 17040 28612.26 3.45

- - - 1500

36-175-125


Chord Tension 56160 25746.03 7.4

- - - 1500



15.17 3.42

- - - 1500





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


Chord Tension 56160 30846.03 7.4

- - - 1500


Chord Tension 21000 36515.17 3.42

- - - 1500

36-175-175


Chord Tension 56160 36046.03 7.4

- - - 1500



17.07 4.8

- - - 1500







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


Chord Tension 56160 51549.27 9.24

- - - 1500


Chord Tension 16140 54811.17 3.93

- - - 1500





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


Chord Tension 57120 18046.03 7.4

- - - 1500


Chord Tension 16140 25111.17 3.93

- - - 1500

36-200-125


Chord Tension 57120 22546.03 7.4

- - - 1500



15.17 3.42

- - - 1500







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


Chord Tension 57120 36046.03 7.4

- - - 1500


Chord Tension 25800 39819.12 3.85

- - - 1500

36-200-225


Chord Tension 57120 40546.03 7.4

- - - 1500



19.12 3.85

- - - 1500





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


Chord Tension 57120 45049.27 9.24

- - - 1500


Chord Tension 30240 48022.72 5.68

- - - 1500




171

APPENDIX K





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




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





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.





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





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






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







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




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




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







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







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




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







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





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




192

APPENDIX L



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



194

APPENDIX M



195

DataCollecting

VariousTruss

Designing

Cost & TimeCalculation

RelativeEquation

Acquisition

VariousTruss

Designing

ModelVerification

ModelVerification

Appendix Figure M1 Diagram of Main Procedures



196

Documents

Boonma Boo All