truss design80m 1

CALCULATION SHEET

Subject: Design of Supper Structure 80.0 m Open web Girder

content

DESIGN OF80.0 M SPAN THROUGH TYPE TRUSS

CONTENTS

Page No.

1. INTRODUCTION:

2. LOAD CALCULATION:

3. SECTION PROPERTIES:

4. STAAD INPUT FILE:

5. DESIGN OF MEMBERS (STRESS SHEETS):

6. DESIGN OF STRINGERS:

7. DESIGN OF BOTTOM CROSS GIRDER:

8. DESIGN OF STUD CONNECTORS:

9. DESIGN OF DECK SLAB:

Description

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CALCULATION SHEET


INTRODUCTION

Design of truss superstructurespan (centre to centre of bearings): 80.0m

1.0 IntroductionThis design note consists of 80.0m K-type through trussed bridge.The

1. IRC:6-2000 4. IRC:24-20012. IRC:21-2000 5. IS:11384-19853. IRC:22-1986

1.1 Basic Design Data:

Statical schemeMain Girders : Simply supported K type trusses (2 sets)

with concrete deck at the bottom acting compositely with the main longitudinals.

Cross Beams : at locations of the joint of verticals with the top& bottom chord

Top chord bracings : At every panel, as crossed braces.

Bottom chord bracing : No bracing as the composite deck will serve the purpose

Overall Span of Main girders : 81 mEffective span : 80 mCarriageway width : 7.5 mCrash barrier width : 0.5 mClear width of structure : 8.5 m(span of cross girders)Wearing coarse thickness : 65 mm to be provided

75 mm for design purposeCross fall on roadway : 2.5 % in both directionsMinimum depth of slab : 200 mmLive load : 1L 70 R/ 2L Class ADensity of concrete : 2.4 t/m3

Density of wearing coarse : 2.2 t/m3

Density of Structural Steel : 7.85 t/m3

Grade of Concrete : M 35Grade of Structural Steel : Fe 250Yeild Stress of Steel : 250 MPaModulus of Elasticity of Steel : 2.1E+05 MPaModulus of Elasticity of Conc. : 5000*sqrt(35) (as per IRC:21-2000 cl.303.1)

: 29580 MPaModuar ratio for permanent loadings(mp): 14.27Moduar ratio for transient loadings(mt): 7.13

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CALCULATION SHEET


INTRODUCTION

1.2 Truss Configuration:

5.00

10

14.14

7.071

X16*5= 80.00

ELEVATION

5.00

X 7.036Z

9.90

12*5= 60.00

TOP PLAN

16*5= 80.00

1.65

2.2

9.90 2.2

2.2

1.65

BOTTOM PLAN

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CALCULATION SHEET


INTRODUCTION

Truss Configuration:Location of Bridge = NainitalNo. of lane = Two Lane Effective Span = 80.00 mHeight at midspan = 10.00 mHeight at the end = 10.00 mNo of panels = 16Spacing of truss = 9.90 m (c/c of Bottom Chord)Type of structure = Through TrussType of bearing = POT-PTFEType of truss = K- TypePanel length = 5 mStringer spacing = 2.2 mFoothpath width = 0.000 mLength of Diagonal Members = 7.071 mLength of Top Bracings = 7.036 mModulus of Elastisity of Steel (E) = 21100000 t/m2

1.3 Input For Load CalculationFOR DEAD LOAD:

Increment Factor for self wt = 0.2(Due to Gusset Plates and Connections)

FOR SIDL:1500 LONG ISMC 150 @ 1000c/c = 16.4 kg/m4 Nos 65NB (Medium) Pipe = 6.42 kg/m

FOR LIVE LOAD:Here structure is analysised with 1Lane of 70 R and 2 Lane of Class A Loading. Both Loads is placed in two condition A) Most eccentric from the center line of Carriage way B) at center of the carriage wayFor Steel Bridge, impact factor : 1.154 (as per IRC:6-2000 cl.211.2 & figure 5)

FOR SEISMIC LOAD: As Per IRS: 6-2000

i) The span is less than 15 meter.ii) The total length of the bridge is less than 60 meter.

Zone = ivSpan Length = 80.00 > 15Total Length = 80.00 > 60

As per IRC :6-2000 Reprinted on August 2004 with ammendments included for seismic force calculation, no calculation of seismic force is required for structures in Zone -II & Zone -III, if the two conditions stated below are satisfied simultaneously.

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CALCULATION SHEET


INTRODUCTION

Hence the bridge is to be designed for Seismic Forces.AV = 0.5 x Ah

WhereFeq = Seismic Force to be resistedD.L = DL from the superstructure & substructure upto the scour levelL.L = Live Loadb = The multiplying factor for the Live Load as per Table 1 of IRC :6-2000

= 0.5 (when the seismic force is acting perpendicular to traffic)= 0 (when the seismic force is acting parallel to traffic)

Ah = Horizontal Seismic Coefficient Zone NoZone factor= (z/2) x (Sa/g) / (R/I) II 0.10

III 0.16Z = Zone Factor = 0.24 IV 0.24I = Importance Factor V 0.36

= 1.50 Important Bridge= 1.00 Other Bridge

R = Reduction Factor= 2.50

Taking Sa / g = 2.500Horizontal Seismic Coefficient

Ah = (0.24/ 2 ) x 2.5 / (2.5 / 1.5 = 0.180Vertical Seismic Coefficient

Av = Ah / 2 or 0 = 0.090

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CALCULATION SHEET


LOAD CALCULATION

2.0 LOAD CALCULATIONS:

(A) DL 1:Selfweight of truss

(B) DL 2: Selfweitght of Deck SlabThe deck is proposed to be cast after erection of the trusses and all bracings in place.

The weight of the deck concrete thus will be carried by the two truss only.Running thickness of the deck: 200 mm

Additional depth of slab to maintain the cross slop 21.25 mmSo, average (weighted) thickness of deck: 210.63 mmload on each Stringer due to deck slab= 2.2*210.63*2.4*10/1000 = 11.12 kN/m

(C) SIDL:Super-imposed Dead LoadsEffective Width of Slab over each Stringer 2.2 m

a. Due to kerb450

0.5*(0.5+0.45)*0.225*2.4*10 = 2.565 kN/m

500

b. Due to Railing1. 1500 LONG ISMC 150 @ 1000c/c 1.5*16.4*10/1000 = 0.246 kN/m2. 4 Nos 65NB (Medium) Pipe 4*6.42*10/1000 = 0.257 kN/m

Total 0.503 kN/mc. Due to Future Overlay of Bituminous Wearing Coarse

Load on each Stringer due to Wearing Coat 2.2*2.2*0.075*10 3.63 kN/mNet Load : 3.63+0.503+2.565 = 6.698 kN/mLoad applied as a uniform loading on stringers = 0.65328 T/m per str

(D) LL:Live loadsLive Load is generated and applied in different placing condition within the STAAD analysis on Stringers only.Here

A) Most eccentric from the center line of Carriage way B) at center of the carriage way

Impact factor: (refer IRC:6-2000 cl.211.2 and figure 5.) 0.154

This include the load of the steel truss consisting of the top and bottom chords, webs and verticals, top and bottom cross girders and bracings. The dead load is taken as 1.20 times the weight of truss. This is done to allow for the weight of the Lacings, Sway Bracings, connections etc.

225

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CALCULATION SHEET


LOAD CALCULATION

(E) WIND LOAD: (As per IRC:6-2000)Basic Wind Speed of Location 47 m/sWind load on the structure :

Minimum bed level= 78.76Hieght of formation level from river bed : 17.00m Formation level= 95.758Depth of Slab : 200 mmDepth of bottom Girder : 1000 mmDepth of top Girder : 800 mmwidth of vertical member: 350 mmWidth of diagonal member: 400 mm

Wind force F = P*A*G*CdP = Horizontal Wind Pressure in N/m2A = Solid area in m2G = Gust Factor = 2Cd = Drag Coefficient depending on Geometric shape of bri

Net area of Truss per Pannal

MemberEffective width (m)

Length (m) Nos.

Area (m2)

Bottom Chord 0.80 4.3 0.5 1.72Vertical 0.40 9.00 1 3.6Diagonal 0.40 6.224147 2 4.979317Top Chord 0.40 4.3 0.5 0.86Deck 0.22 4.3 1 0.946

Total 12.10532Gross Area of a Pannel 38.7Solidatiry Ratio 0.3128Drag Coefficient 2Spacing Ratio (Truss Spacing/TrussHeight) 9.9/10= 0.99Shielding Factor 0.774Wind Speed is more the 36 m/sec hance wind load on live load is ignore

For Bottom Chord JointsMe

mber

length (M) Nos. Depth Area P (t/m2)

Wind force (t)

Bottom Chor 4.3 1 0.80 3.44 13.86 0.1017 1.189506Vertical 9.00 0.25 0.40 0.9 16.11 0.1057 0.323364Diagonal 6.22414653 0.5 0.40 1.24483 16.11 0.1057 0.447259Deck 3.90 1 0.22 0.858 14.26 0.1025 0.298995

Force on wind ward Bottom chord Joint 2.26Force on leeward Bottom chord Joint 1.75

For Top Chord Joints

Height from Bed level

(m)

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CALCULATION SHEET


LOAD CALCULATION

length (M) Nos. Depth Area

Height from Bed level

P(t/m2)

Wind force (t)

Top Chord 4.3 1 0.80 3.44 22.9 0.1140 1.333165Vertical 9.00 0.25 0.40 0.9 20.6 0.1122 0.343263Diagonal 6.22 0.5 0.40 1.24483 20.6 0.1122 0.474782

Force on wind ward Bottom chord Joint 2.15 tForce on leeward Bottom chord Joint 1.67 t

For Mid Joints

length (M) Nos. Depth AreaP(t/m2)

Wind force (t)

Top Chord 4.3 0 0.80 0 22.9 0.1140 0Vertical 9 0.5 0.40 1.8 18.4 0.1092 0.668013Diagonal 6.22414653 1 0.40 2.48966 18.4 0.1092 0.923958

Force on wind ward Bottom chord Joint 1.59 tForce on leeward Bottom chord Joint 1.23 t

(G) SEISMIC LOADHorizontal seismic coefficient,ah = 0.180Vertical seismic coefficient, av = 0.090

Hor. Seismic Force due to Deck Slab Dead Load and SIDL = 3.6 t per paneVer. Seismic Force due to Deck Slab Dead Load and SIDL = 1.82 t per pane

MemberHeight from

Bed level (m)

Member

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CALCULATION SHEET


MEMBER TYPES

3.0 TYPE OF MEMBERS

TYPE -1 TYPE -2

ISMB-D

TYPE -3 TYPE -4

ISA-DxDxt COMPOSITE

B

t3

Dt1

t2

b3

b2

Z

Y

b1D

B

D

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CALCULATION SHEET


Steel Prop. of Composite Member

3.2 PROPERTIES OF COMPOSITE MEMBERS(A) STEEL PROPERTIES OF COMPOSITE MEMBERS

Member

Total Depth 800Section Width Depth Area Yt Yb Ixx A(Y-y)2 Iyy Zt Zb

mm mm mm2 mm mm mm4 mm4 mm4 mm3 mm3

Ad. TFP 320 0 0 0 550 0 0 0 #DIV/0! 0ISMB 550 190 550 13211 275 275 648936000 0 18338000 2359767.273 2359767.273Ad. BFP 320 0 0 550 0 0 0 0 0 #DIV/0!

550 13211 275 275 648936000 18338000 2359767.273 2359767.273

Total Depth 1000Section Width Thick. Area Yt Yb Ixx A(Y-y)2 Iyy Zt Zb

mm mm mm2 mm mm mm4 mm4 mm4 cm3 cm3

Ad. TFP 400 0 0 0 800 0 0 0 #DIV/0! 0TF 400 28 11200 14 786 731733 1668755200 149333333 52266.66667 930.9584394

Web 25 744 18600 400 400 857980800 0 968750 2144952 2144952BF 400 28 11200 786 14 731733 1668755200 149333333 930.9584394 52266.66667

Ad. BFP 400 0 0 800 0 0 0 0 0 #DIV/0!

800 41000 400 400 4196954667 299635417 10492386.67 10492386.67

Total Depth 1000Section Width Thick. Area Yt Yb Ixx A(Y-y)2 Iyy Zt Zb

mm mm mm2 mm mm mm4 mm4 mm4 cm3 cm3

Ad. TFP 400 0 0 0 800 0 0 0 #DIV/0! 0TF 400 18 7200 9 791 194400 1100743200 96000000 21600 245.7648546

Web 16 764 12224 400 400 594591659 0 260778.67 1486479.147 1486479.147BF 400 18 7200 791 9 194400 1100743200 96000000 245.7648546 21600

Ad. BFP 400 0 0 800 0 0 0 0 0 #DIV/0!

800 26624 400 400 2796466859 192260779 6991167.147 6991167.147

End

Cro

ss G

irder

Cro

ss G

irder

STR

ING

ER

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CALCULATION SHEET


Stringer Beam Property

(B) COMPOSITE PROPERTIES OF COMPOSITE MEMBERS(i) COMPOSITE PROPERTIES OF STRINGERS

613.2 Grade of Concrete = M35210 # E of Concrete = 29580.40 N/mm2

E of Steel = 211000 N/mm2

Modular Ratio 1:1 for Short term loading = 7.13

for Long term loading = 14.27Effective width

200 Max span = 5000 mm11.2 # # b1 = 2200 mm

ISMB 600 b2 = 613.2 mmb = min(b1,b2) 613.2 mm

Sectional PropertiesConcrete Section Properties Area A

210 Area Rectangular Slab (m2) 0.1226419.3 Area haunch Slab (m2) 0.07800

Total Concrete Area (m2) 0.20064Stringers

Composite Section Properties

Effective width Depth Area y z Ay Y-yA*(Y-

y)2+Ixx Iyy

ConcreteRec slab 0.6132 0.2 0.1226 0.3000 0.0000 0.0368 -0.0711 0.001029 0.003843

Rec Haunch 0.19 0.2 0.0380 0.1000 0.0000 0.0038 0.1289 0.000758 0.000114Triang. Haunch 1 0.2 0.2 0.0200 0.1333 0.1617 0.0027 0.0956 0.000227 0.000567Triang. Haunch 2 0.2 0.2 0.0200 0.1333 0.1617 0.0027 0.0956 0.000227 0.000567

0.2006 0.0459 0.002241 0.005092y1= 0.2289 from top of steel girder

steel 0.0132 0.000649 0.000024

y2= 0.2750 from bot. of steel girder

21

y

y

x x

Level 1

Level 2

& Level 3

Level 4

A

BC

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CALCULATION SHEET


Stringer Beam Property

(i) COMPOSITE PROPERTIES OF STRINGERSShort Term a = 7.13Equilent Steel Area of concrete 0.0281

Ybc 0.6179Ax 0.0413

IX-X (m4) 0.003246

IY-Y (m4) 0.000737

Torsional Constant (m4) 0.00134Level

1 0.332138811 Z1 (m3) (in concrete units) 0.0697


3 -0.06786119 Z3 (m3) -0.0478

4 -0.6179 Z4 (m3) -0.0053

Long Term a = 14.27Equilent Steel Area of concrete 0.0141

Ybc 0.5348Ax 0.0273

IX-X (m4) 0.002536

IY-Y (m4) 0.000380




3 0.01517342 Z3 (m3) 0.1671

4 -0.5348 Z4 (m3) -0.0047

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CALCULATION SHEET


End Bot. cross Beam Property

(ii) COMPOSITE PROPERTIES OF BOTTOM CROSS GIRDER (END)1327 Grade of Concrete = M35

410 # E of Concrete = 29580.40 N/mm2




200 Max span = 9900 mm25 # # b1 = 2150 mm

1000 b2 = 1327 mmb = min(b1,b2) 1327 mm






y)2+Ixx Iyy




21

y

y

x x

Level 1

Level 2

& Level 3

Level 4

A

BC

13 of 52

CALCULATION SHEET


End Bot. cross Beam Property

(ii) COMPOSITE PROPERTIES OF BOTTOM CROSS GIRDER (END)steel

Top Flange 0.4 0.028 0.0112 0.7860 0.0000 0.0088 -0.3860 0.001669 0.000149Web 0.025 0.744 0.0186 0.4000 0.0000 0.0074 0.0000 0.000858 0.000001

Bot. Flange 0.4 0.028 0.0112 0.0140 0.0000 0.0002 0.3860 0.001669 0.000149

0.0410 0.0164 0.004197 0.000300y2= 0.4000 from bot. of steel girder

Short Term a = 7.13Equilent Steel Area of concrete 0.0540 IX-X (m

4) 0.014372Ybc 0.7646 IY-Y (m

4) 0.006320Ax 0.0950 Torsional Constant (m4) 0.00313

Level1 0.435449264 Z1 (m

3) (in concrete units) 0.23542 0.235449264 Z2 (m


3) 0.40544 -0.7646 Z4 (m

3) -0.0188

Long Term a = 14.27Equilent Steel Area of concrete 0.0270 IX-X (m

4) 0.011188Ybc 0.6547 IY-Y (m

4) 0.003310Ax 0.0680 Torsional Constant (m4) 0.00313

Level1 0.545326521 Z1 (m



3) 0.07704 -0.6547 Z4 (m

3) -0.0171

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CALCULATION SHEET


Bot. cross Beam Property

(iii) COMPOSITE PROPERTIES OF BOTTOM CROSS GIRDER (INT)1318 Grade of Concrete = M35

400 # E of Concrete = 29580.40 N/mm2




200 Max span = 9900 mm16 # # b1 = 5000 mm

800 b2 = 1318 mmb = min(b1,b2) 1318 mm






y)2+Ixx Iyy




21

y

y

x x

Level 1

Level 2

& Level 3

Level 4

A

BC

15 of 52

CALCULATION SHEET


Bot. cross Beam Property

(iii) COMPOSITE PROPERTIES OF BOTTOM CROSS GIRDER (INT)steel

Top Flange 0.4 0.018 0.0072 0.7910 0.0000 0.0057 -0.3910 0.001101 0.000096Web 0.016 0.764 0.0122 0.4000 0.0000 0.0049 0.0000 0.000595 0.000000

Bot. Flange 0.4 0.018 0.0072 0.0090 0.0000 0.0001 0.3910 0.001101 0.000096

0.0266 0.0106 0.002796 0.000192y2= 0.4000 from bot. of steel girder

Short Term a = 7.13Equilent Steel Area of concrete (M2) 0.0538 IX-X (m

4) 0.010701Ybc 0.8287 IY-Y (m

4) 0.006103Ax (m2) 0.0804 Torsional Constant (m4) 0.00310

Level1 0.371319415 Z1 (m


3) (in concrete units) 0.44553 -0.02868059 Z3 (m

3) -0.37314 -0.8287 Z4 (m

3) -0.0129

Long Term a = 14.27Equilent Steel Area of concrete 0.0269

Ybc 0.7220Ax 0.0535

IX-X (m4) 0.008586

IY-Y (m4) 0.003147




3 0.0779594 Z3 (m3) 0.1101

4 -0.7220 Z4 (m3) -0.0119

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CALCULATION SHEET


EFFECTIVE AREA

3.3 EFFECTIVE PROPERTIES OF STEEL MEMBERS

MEMBER GROUP SECTIONCxx Cyy

TYPE Width (B) d Tf d//Tf Af Bp Tp d//Tp Ap Bb Tb d//Tb Ab cm cm

BOTTOM CHORD_BOTTOMENDCHORD LO-L2 BUILT UP Box Type-1 60 76.8 1.8 42.67 111.52 30.5 1.6 19.06 48.80 30.5 1.6 19.06 48.80 0 0_BOTTOMCHORD01 L2-L4 BUILT UP Box Type-1 60 76.8 2 38.40 133.77 30.5 1.6 19.06 48.80 30.5 1.6 19.06 48.80 0 0_BOTTOMCHORD02 L4-L6 BUILT UP Box Type-1 60 76.8 2.2 34.91 156.56 30.5 1.6 19.06 48.80 30.5 1.6 19.06 48.80 0 0_BOTTOMCHORD03 L6-L8 BUILT UP Box Type-1 60 76.8 2.5 30.72 190.19 30.5 1.6 19.06 48.80 30.5 1.6 19.06 48.80 0 0

TOP CHORD

_TOPENDCHORD U2-U4 BUILT UP Box Type-2 60 76.8 1.8 42.67 111.52 70 1.6 43.75 88.63 30.5 1.6 19.06 48.80 0 -0.5

_TOPCHORD01 U4-U6 BUILT UP Box Type-2 60 76.8 2 38.40 133.77 70 1.6 43.75 88.63 30.5 1.6 19.06 48.80 0 -0.5

_TOPCHORD02 U6-U8 BUILT UP Box Type-2 60 76.8 2.2 34.91 156.56 70 1.6 43.75 88.63 30.5 1.6 19.06 48.80 0 -0.4DIAGONALS

_ENDRACKER L0-M1 BUILT UP Box Type-2 60 76.8 1.8 42.67 111.52 70 1.6 43.75 88.63 30.7 1.6 19.19 49.12 0 -0.6_FIRSTDIAGONAL M1-L2 BUILT UP I-Section Type-3 57.6 1.2 48.00 50.82 35 1.2 29.17 42.00 35 1.2 29.17 42.00 0 -8.3_LOWERDIAGONAL1 M2-L3 BUILT UP I-Section Type-3 56.8 1.6 35.50 83.35 35 1.6 21.88 56.00 35 1.6 21.88 56.00 0 -7.4_LOWERDIAGONAL M3-6-L4-7 BUILT UP I-Section Type-3 57.6 1.2 48.00 50.82 35 1.2 29.17 42.00 35 1.2 29.17 42.00 0 -8.3_UPPERDIAGONAL1 M2-U3 BUILT UP I-Section Type-3 56.8 1.6 35.50 83.35 35 1.6 21.88 56.00 35 1.6 21.88 56.00 0 -7.4_UPPERDIAGONAL M3-6-U4-7 BUILT UP I-Section Type-3 57.6 1.2 48.00 50.82 35 1.2 29.17 42.00 35 1.2 29.17 42.00 0 -8.3

INNER / WEB PLATE (IN CM)TOP PLATE (IN CM) BOTTOM PLATE (IN CM)

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CALCULATION SHEET


EFFECTIVE AREA

3 EFFECTIVE PRO

MEMBER

_BOTTOMENDCHORD_BOTTOMCHORD01_BOTTOMCHORD02_BOTTOMCHORD03

_TOPENDCHORD

_TOPCHORD01

_TOPCHORD02

_ENDRACKER_FIRSTDIAGONAL_LOWERDIAGONAL1_LOWERDIAGONAL_UPPERDIAGONAL1_UPPERDIAGONAL

x y Area Ixx Iyy Izz Zzz Zyy rzz ryy

cm cm cm2 cm4 cm4 cm4 cm3 cm3 cm cmmm cm2 cm2 cm2 cm2

30 40 320.63 465 280685 285892 7147.30 9356.17 29.86 29.59 6 5 5 23.5 88.36 374.08 285.72 320.6330 40 365.14 576 304942 300992 7524.80 10164.73 28.71 28.90 6 5 5 23.5 94.00 404.80 310.80 365.1430 40 410.73 712 328854 316091 7902.28 10961.80 27.74 28.30 6 5 5 23.5 99.64 435.50 335.86 410.7330 40 477.98 967 328854 316091 7902.28 10961.80 25.72 26.23 6 5 5 23.5 108.10 435.50 327.40 477.98

30 45.7 360.46 477 303176 368985 8080.16 10105.87 31.99 29.00 6 5 5 23.5 88.36 437.30 348.94 360.46

30 45.3 404.97 588 327433 385006 8500.22 10914.43 30.83 28.43 6 5 5 23.5 94.00 468.00 374.00 404.97

30 45.0 450.56 724 351346 400914 8915.62 11711.53 29.83 27.92 6 5 5 23.5 99.64 498.70 399.06 450.56

30 45.6 360.78 478 303446 369629 8100.08 10114.87 32.01 29.00 5 5 5 23.5 79.90 437.60 357.70 360.7817.5 30 134.82 147 8583 91727 3057.57 490.46 26.08 7.98 0 4 4 23.5 22.56 153.10 130.54 134.8217.5 30 195.35 346 11453 119953 3998.43 654.46 24.78 7.66 0 4 4 23.5 30.08 202.90 172.82 195.3517.5 30 134.82 147 8583 91727 3057.57 490.46 26.08 7.98 0 4 4 23.5 22.56 153.10 130.54 134.8217.5 22.5 195.35 346 834 30391 1350.70 47.66 12.47 2.07 0 4 4 23.5 30.08 202.90 172.82 195.3517.5 22.5 134.82 147 834 30391 1350.70 47.66 15.01 2.49 0 4 4 23.5 22.56 153.10 130.54 134.82

Gro

ss A

rea

(cm

2)

Riv

ets

in W

eb

Riv

. in

Bot

. Flg

Dia

of

Hol

e (m

m)

US

EFU

L A

REA

(C

) (

cm2

)

Net

Are

a(T)

(c

m2

)

Riv

. in

Top

Flg

Are

a de

duct

ed

(cm

2)

18 of 52

CALCULATION SHEET


EFFECTIVE AREA

MEMBER GROUP SECTIONCxx Cyy

TYPE Width (B) d Tf d//Tf Af Bp Tp d//Tp Ap Bb Tb d//Tb Ab cm cm

INNER / WEB PLATE (IN CM)TOP PLATE (IN CM) BOTTOM PLATE (IN CM)

VERTICALS_FIRSTVERTICAL L1-M1 BUILT UP I-Section Type-3 57.6 1.2 48.00 50.82 35 1.2 29.17 42.00 35 1.2 29.17 42.00 0 -8.3_UPPERVERTICAL1 U2-M2 BUILT UP I-Section Type-3 55.6 1.6 34.75 82.66 35 2.2 15.91 77.00 35 2.2 15.91 77.00 0 -7.9_LOVERVERTICAL1 L2-M2 BUILT UP I-Section Type-3 55.6 1.6 34.75 82.66 35 2.2 15.91 77.00 35 2.2 15.91 77.00 0 -7.9_UPPERVERTICAL U3-6-M3-6 BUILT UP I-Section Type-3 56.8 1.2 47.33 50.69 35 1.6 21.88 56.00 35 1.6 21.88 56.00 0 -8.9_LOVERVERTICAL L3-6-M3-6 BUILT UP I-Section Type-3 56.8 1.2 47.33 50.69 35 1.6 21.88 56.00 35 1.6 21.88 56.00 0 -8.9_LONGVERTICAL L7-U7 BUILT UP I-Section Type-3 57.6 1.2 48.00 50.82 35 1.2 29.17 42.00 35 1.2 29.17 42.00 0 -8.3

TOP CROSS MEMBER

_TOPENDCROSSBEAM U2-U102 ISMB 450 Type-4 41.52 0.94 44.17 30.66 15 1.74 8.62 26.10 15 1.74 8.62 26.10 0 -5.7

_TOPCROSSBEAM1U3-7-U103-107 ISMB 450 Type-4 41.52 0.94 44.17 30.66 15 1.74 8.62 26.10 15 1.74 8.62 26.10 0 -5.7

TOP BRACINGS g1z g2y

_TOPBRACING U2-6-T3-7 ISA 150x150x12 Type-5 15 1 15 15 1 15 0 0 0 0 4

_TOPBRACING U102-106-T3-7 ISA 150x150x12 Type-5 15 1 15 15 1 15 0 0 0 0 4

PORTAL BRACINGS

_PORTALBRACING P1-TI/U2-P2 ISA 150x150x12 Type-5 15 1 15 15 1 15 0 0 0 0 4FLOOR CROSS BEAM

_FLOORBEAM_01 BC0 BUILT UP I-Section Type-6 74.40 2.5 29.76 186.00 40 2.8 14.29 112.00 40 2.8 14.29 112.00 -9.0

_FLOORBEAM_02 BC1 BUILT UP I-Section Type-6 76.4 1.6 47.75 90.26 40 1.8 22.22 72.00 40 1.8 22.22 72.00 -10.8

STRINGER ISMB 600 Type-6 51.14 1.12 45.66 43.84 19 1.93 9.84 36.67 19 1.93 9.84 36.67 -7.0

19 of 52

CALCULATION SHEET


EFFECTIVE AREA

MEMBER

_FIRSTVERTICAL_UPPERVERTICAL1_LOVERVERTICAL1_UPPERVERTICAL_LOVERVERTICAL_LONGVERTICAL

_TOPENDCROSSBEAM

_TOPCROSSBEAM1

_TOPBRACING

_TOPBRACING

_PORTALBRACING

_FLOORBEAM_01

_FLOORBEAM_02

STRINGER

x y Area Ixx Iyy Izz Zzz Zyy rzz ryy

cm cm cm2 cm4 cm4 cm4 cm3 cm3 cm cmmm cm2 cm2 cm2 cm2

Gro

ss A

rea

(cm

2)

Riv

ets

in W

eb

Riv

. in

Bot

. Flg

Dia

of

Hol

e (m

m)

US

EFU

L A

REA

(C

) (

cm2

)

Net

Are

a(T)

(c

m2

)

Riv

. in

Top

Flg

Are

a de

duct

ed

(cm

2)

17.5 30 134.82 73 91727 8583 286.10 5241.54 7.98 26.08 0 4 4 23.5 22.56 153.10 130.54 134.8217.5 30 236.66 324 151602 15740 524.67 8662.97 8.16 25.31 0 4 4 23.5 41.36 243.00 201.64 236.6617.5 30 236.66 324 151602 11442 381.40 8662.97 6.95 25.31 0 4 4 23.5 41.36 243.00 201.64 236.6617.5 30 162.69 128 113845 8583 286.10 6505.43 7.26 26.45 0 4 4 23.5 30.08 180.20 150.12 162.6917.5 30 162.69 128 113845 8583 286.10 6505.43 7.26 26.45 0 4 4 23.5 30.08 180.20 150.12 162.6917.5 30 134.82 73 91727 11453 381.77 5241.54 9.22 26.08 0 4 4 23.5 22.56 153.10 130.54 134.82

7.5 30 82.86 64 834 30391 1013.03 111.20 19.15 3.17 0 0 2 23.5 8.18 92.27 84.09 82.86

7.5 30 82.86 64 834 30391 1013.03 111.20 19.15 3.17 0 0 2 23.5 8.18 91.20 83.02 82.86

7.5 4.14 69.18 10 1471 2960 715.03 196.11 6.54 4.61 0 0 2 23.5 4.70 69.18 64.48 69.18

7.5 4.14 69.18 10 1471 2960 715.03 196.11 6.54 4.61 0 0 2 23.5 4.70 69.18 64.48 69.18

7.5 4.14 69.18 10 1471 2960 715.03 196.11 6.54 4.61 0 0 2 23.5 5.64 69.18 63.54 69.18

20 40 410.00 1946 29964 419695 10492.39 1498.18 31.99 8.55 6 4 4 23.5 123.14 410.00 286.86 410.00

20 40 234.26 520 19226 279647 6991.17 961.30 34.55 9.06 6 4 4 23.5 78.96 266.24 187.28 234.26

9.5 27.5 117.18 230 1834 64894 2359.77 193.03 23.53 3.96 6 0 0 23.5 31.58 132.11 100.53 117.18

20 of 52

CALCULATION SHEET


Staad Input

4.0 STAAD INPUT FILESTAAD SPACE STEEL MODELSTART JOB INFORMATIONENGINEER DATE 09-JAN-10END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 5 5 0; 3 5 0 0; 4 10 10 0; 5 10 0 0; 6 10 5 0; 7 15 10 0; 8 15 5 0;9 15 0 0; 10 20 10 0; 11 20 5 0; 12 20 0 0; 13 25 10 0; 14 25 5 0; 15 25 0 0;16 30 10 0; 17 30 5 0; 18 30 0 0; 19 35 10 0; 20 35 5 0; 21 35 0 0; 22 40 10 0;44 75 0 0; 45 80 0 0; 46 0 0 -9.9; 47 5 5 -9.9; 48 5 0 -9.9; 49 10 10 -9.9;50 10 0 -9.9; 51 10 5 -9.9; 52 15 10 -9.9; 53 15 5 -9.9; 54 15 0 -9.9;55 20 10 -9.9; 56 20 5 -9.9; 57 20 0 -9.9; 58 25 10 -9.9; 59 25 5 -9.9;60 25 0 -9.9; 61 30 10 -9.9; 62 30 5 -9.9; 63 30 0 -9.9; 64 35 10 -9.9;65 35 5 -9.9; 66 35 0 -9.9; 67 40 10 -9.9; 68 40 5 -9.9; 69 40 0 -9.9;70 45 10 -9.9; 71 45 5 -9.9; 72 45 0 -9.9; 73 50 10 -9.9; 74 50 5 -9.9;75 50 0 -9.9; 76 55 10 -9.9; 77 080 60 5 -9.9; 81 60 0 -9.9; 82 65 10 -9.9; 83 65 5 -9.9; 84 65 0 -9.9;85 70 10 -9.9; 86 70 0 -9.9; 87 70 5 -9.9; 88 75 5 -9.9; 89 75 0 -9.9;90 80 0 -9.9; 91 10 10 -4.95; 92 10 0 -4.95; 93 15 10 -4.95; 94 15 0 -4.95;95 20 10 -4.95; 96 20 0 -4.95; 97 25 10 -4.95; 98 25 0 -4.95; 99 30 10 -4.95;100 30 0 -4.95; 101 35 10 -4.95; 102 35 0 -4.95; 103 40 10 -4.95;104 40 0 -4.95; 105 45 10 -4.95; 106 45 0 -4.95; 107 50 10 -4.95;108 50 0 -4.95; 109 55 10 -4.95; 110 55 0 -4.95; 111 60 10 -4.95;112 60 0 -4.95; 113 65 10 -4.95; 114 65 0 -4.95; 115 70 10 -4.95;116 70 0 -4.95; 117 0 0 -1.65; 118 5 0 -1.65; 119 75 0 -1.65; 120 80 0 -1.65;121 0 0 -3.85; 122 5 0 -3.85; 123 75 0 -3.85; 124 80 0 -3.85; 125 0 0 -6.05;126 5 0 -6.05; 127 75 0 -6.05; 128 80 0 -6.05; 129 0 0 -8.25; 130 5 0 -8.25;131 75 0 -8.25; 132 80 0 -8.25; 133 10 0 -6.05; 134 15 0 -6.05; 135 20 0 -6.05;136 25 0 -6.05; 137 30 0 -6.05; 138 35 0 -6.05; 139 40 0 -6.05; 140 45 0 -6.05;141 50 0 -6.05; 142 55 0 -6.05; 143 60 0 -6.05; 144 65 0 -6.05; 145 70 0 -6.05;146 10 0 -8.25; 147 15 0 -8.25; 148 20 0 -8.25; 149 25 0 -8.25; 150 30 0 -8.25;151 35 0 -8.25; 152 40 0 -8.25; 153 45 0 -8.25; 154 50 0 -8.25; 155 55 0 -8.25;156 60 0 -8.25; 157 65 0 -8.25; 158 70 0 -8.25; 159 10 0 -1.65; 160 15 0 -1.65;161 20 0 -1.65; 162 25 0 -1.65; 163 30 0 -1.65; 164 35 0 -1.65; 165 40 0 -1.65;166 45 0 -1.65; 167 50 0 -1.65; 168 55 0 -1.65; 169 60 0 -1.65; 170 65 0 -1.65;171 70 0 -1.65; 172 10 0 -3.85; 173 15 0 -3.85; 174 20 0 -3.85; 175 25 0 -3.85;176 30 0 -3.85; 177 35 0 -3.85; 178 40 0 -3.85; 179 45 0 -3.85; 180 50 0 -3.85;181 55 0 -3.85; 182 60 0 -3.85; 183 65 0 -3.85; 184 70 0 -3.85; 185 7.5 7.5 0;186 72.5 7.5 0; 187 7.5 7.5 -9.9; 188 72.5 7.5 -9.9;MEMBER INCIDENCES1 1 3; 2 1 2; 3 2 3; 4 3 5; 5 2 5; 6 2 185; 7 6 5; 8 4 6; 9 5 9; 10 6 9;11 6 7; 12 4 7; 13 8 9; 14 7 8; 15 9 12; 16 8 12; 17 8 10; 18 7 10; 19 11 12;20 10 11; 21 12 15; 22 11 15; 23 11 13; 24 10 13; 25 14 15; 26 13 14; 27 15 18;28 14 18; 29 14 16; 30 13 16; 31 17 18; 32 16 17; 33 18 21; 34 17 21; 35 17 19;36 16 19; 37 20 21; 38 19 20; 39 21 24; 40 20 24; 41 20 23; 42 20 22; 43 19 22;44 23 24; 45 22 23; 46 27 24; 47 26 24; 48 23 26; 49 26 22; 50 25 22; 51 26 27;52 25 26; 53 30 27; 54 29 27; 55 29 25; 56 28 25; 57 29 30; 58 28 29; 59 33 30;60 32 30; 61 32 28; 62 31 28; 63 32 33; 64 31 32; 65 36 33; 66 35 33; 67 35 31;68 34 31; 69 35 36; 70 34 35; 71 39 36; 72 38 36; 73 38 34; 74 37 34; 75 38 39;

21 of 52

CALCULATION SHEET


Staad Input

76 37 38; 77 41 39; 78 42 39; 79 42 37; 80 40 37; 81 42 41; 82 40 42; 83 44 41;84 43 41; 85 43 186; 86 43 44; 87 45 44; 88 45 43; 89 1 117; 91 3 118; 92 4 91;93 5 159; 95 7 93; 97 9 160; 98 10 95; 100 12 161; 101 13 97; 103 15 162;104 16 99; 106 18 163; 107 19 101; 109 21 164; 110 22 103; 112 24 165;113 25 105; 115 27 166; 116 28 107; 118 30 167; 119 31 109; 121 33 168;122 34 111; 124 36 169; 125 37 113; 127 39 170; 128 40 115; 129 41 171;132 44 119; 133 45 120; 134 46 48; 135 46 47; 136 47 48; 137 48 50; 138 47 50;139 47 187; 140 51 50; 141 49 51; 142 50 54; 143 51 54; 144 51 52; 145 49 52;146 53 54; 147 52 53; 148 54 57; 149 53 57; 150 53 55; 151 52 55; 152 56 57;153 55 56; 154 57 60; 155 56 60; 156 56 58; 157 55 58; 158 59 60; 159 58 59;160 60 63; 161 59 63; 162 59 61; 163 58 61; 164 62 63; 165 61 62; 166 63 66;167 62 66; 168 62 64; 169 61 64; 170 65 66; 171 64 65; 172 66 69; 173 65 69;174 65 68; 175 65 67; 176 64 67; 177 68 69; 178 67 68; 179 72 69; 180 71 69;181 68 71; 182 71 67; 183 70 67; 184 71 72; 185 70 71; 186 75 72; 187 74 72;188 74 70; 189 73 70; 190 74 75; 191 73 74; 192 78 75; 193 77 75; 194 77 73;195 76 73; 196 77 78; 197 76 77; 198 81 78; 199 80 78; 200 80 76; 201 79 76;202 80 81; 203 79 80; 204 84 81; 205 83 81; 206 83 79; 207 82 79; 208 83 84;209 82 83; 210 86 84; 211 87 84; 212 87 82; 213 85 82; 214 87 86; 215 85 87;216 89 86; 217 88 86; 218 88 188; 219 88 89; 220 90 89; 221 90 88; 222 91 49;223 92 133; 224 93 52; 225 94 134; 226 95 55; 227 96 135; 228 97 58;229 98 136; 230 99 61; 231 100 137; 232 101 64; 233 102 138; 234 103 67;235 104 139; 236 105 70; 237 106 140; 238 107 73; 239 108 141; 240 109 76;241 110 142; 242 111 79; 243 112 143; 244 113 82; 245 114 144; 246 115 85;247 116 145; 248 49 93; 249 4 93; 250 52 95; 251 7 95; 252 55 97; 253 10 97;254 58 99; 255 13 99; 256 61 101; 257 16 101; 258 64 103; 259 19 103;260 70 103; 261 25 103; 262 73 105; 263 28 105; 264 76 107; 265 31 107;266 79 109; 267 34 109; 268 82 111; 269 37 111; 270 85 113; 271 40 113;272 117 121; 273 118 122; 274 119 123; 275 120 124; 276 121 125; 277 122 126;278 123 127; 279 124 128; 280 125 129; 281 126 130; 282 127 131; 283 128 132;284 129 46; 285 130 48; 286 131 89; 287 132 90; 288 133 146; 289 134 147;290 135 148; 291 136 149; 292 137 150; 293 138 151; 294 139 152; 295 140 153;296 141 154; 297 142 155; 298 143 156; 299 144 157; 300 145 158; 301 146 50;302 147 54; 303 148 57; 304 149 60; 305 150 63; 306 151 66; 307 152 69;308 153 72; 309 154 75; 310 155 78; 311 156 81; 312 157 84; 313 158 86;314 159 172; 315 160 173; 316 161 174; 317 162 175; 318 163 176; 319 164 177;320 165 178; 321 166 179; 322 167 180; 323 168 181; 324 169 182; 325 170 183;326 171 184; 327 172 92; 328 173 94; 329 174 96; 330 175 98; 331 176 100;332 177 102; 333 178 104; 334 179 106; 335 180 108; 336 181 110; 337 182 112;338 183 114; 339 184 116; 340 129 130; 341 130 146; 342 146 147; 343 147 148;344 148 149; 345 149 150; 346 150 151; 347 151 152; 348 152 153; 349 153 154;350 154 155; 351 155 156; 352 156 157; 353 157 158; 354 158 131; 355 131 132;356 125 126; 357 126 133; 358 133 134; 359 134 135; 360 135 136; 361 136 137;362 137 138; 363 138 139; 364 139 140; 365 140 141; 366 141 142; 367 142 143;368 143 144; 369 144 145; 370 145 127; 371 127 128; 372 121 122; 373 122 172;374 172 173; 375 173 174; 376 174 175; 377 175 176; 378 176 177; 379 177 178;380 178 179; 381 179 180; 382 180 181; 383 181 182; 384 182 183; 385 183 184;386 184 123; 387 123 124; 388 117 118; 389 118 159; 390 159 160; 391 160 161;392 161 162; 393 162 163; 394 163 164; 395 164 165; 396 165 166; 397 166 167;398 167 168; 399 168 169; 400 169 170; 401 170 171; 402 171 119; 403 119 120;404 185 4; 405 186 40; 406 187 49; 407 188 85; 410 187 185; 413 188 186;414 47 91; 415 91 2; 416 115 88; 417 115 43;DEFINE PMEMBER404 6 2 PMEMBER 1START GROUP DEFINITION

22 of 52

CALCULATION SHEET


Staad Input

MEMBEREND GROUP DEFINITION*SHORT TERM PROPERTIES*_FLOORBEAM_01 PRIS AX 0.09503 IX 0.003132 IY 0.00632 IZ 0.014372*_FLOORBEAM_02 PRIS AX 0.080401 IX 0.003103 IY 0.006103 IZ 0.010701*_STRINGER_01 PRIS AX 0.041339 IX 0.001335 IY 0.000737 IZ 0.003246* LONG TERM PROPERTIESDEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+008POISSON 0.3DENSITY 76.8195ALPHA 1.2e-005DAMP 0.03END DEFINE MATERIAL**Support at Service Condition*1 PINNED*15 FIXED BUT FX MX MY MZ*76 FIXED BUT FZ MX MY MZ*90 FIXED BUT FX FZ MX MY MZ* JACK UP CONDITIONDEFINE MOVING LOAD*IMPACT FACTOR=1TYPE 1 LOAD 40 60 60 85 85 85 85 40 60 60 85 85 85 85DIST 3.96 1.52 2.13 1.37 3.05 1.37 30 3.96 1.52 2.13 1.37 3.05 1.37*IMPACT FACTOR= 1TYPE 2 LOAD 13.5 13.5 57 57 34 34 34 34 13.5 13.5 57 57 34 34 34 34DIST 1.1 3.2 1.2 4.3 3 3 3 20 1.1 3.2 1.2 4.3 3 3 3***LOAD 70R PLACED ECCENTRIC CRASH BARRIER SIDELOAD GENERATION 130**0.4+0.5+1.63=2.53**2.53+1.93=4.46TYPE 1 -56.8 0 2.53 XINC 0.5TYPE 1 -56.8 0 4.46 XINC 0.5***LOAD 70R PLACED AT CENTRELOAD GENERATION 130**0.4+0.5+7.5/2-1.93/2=3.685**3.685+1.93=5.615TYPE 1 -56.8 0 3.685 XINC 0.5TYPE 1 -56.8 0 5.615 XINC 0.5*****LOAD CL A TWO LANE PLACED AT ECC. KERB SIDELOAD GENERATION 150**0.4+0.5+0.4=1.3**1.3+1.8=3.1**3.1+1.7=4.8**4.8+1.8=6.6TYPE 2 -57.6 0 1.3 XINC 0.5TYPE 2 -57.6 0 3.1 XINC 0.5TYPE 2 -57.6 0 4.8 XINC 0.5TYPE 2 -57.6 0 6.6 XINC 0.5* ****CLASS A 2L at CENTRELOAD GENERATION 150**0.4+0.5+7.5/2 -1.7/2-1.8=2.0**2.0 +1.8=3.8

23 of 52

CALCULATION SHEET


Staad Input

**3.8+1.7=5.5**5.5+1.8=7.3TYPE 2 -57.6 0 2 XINC 0.5TYPE 2 -57.6 0 3.8 XINC 0.5TYPE 2 -57.6 0 5.5 XINC 0.5TYPE 2 -57.6 0 7.3 XINC 0.5SELFWEIGHT Y -1.2*DEAD LOAD OF DECKSLAB =24*2.1*0.221*CRASSBARIER + RAILLING+WEARING COARSE =(2.565 + 0.503+3.465)SELFWEIGHT Z -0.18PERFORM ANALYSIS PRINT STATICS CHECKFINISH

24 of 52

CALCULATION SHEET


Member Design

5.0 DESIGN OF MEMBERS (STRESS SHEETS):1 2 3 4 5 6 7 8 9 10 11 12 13 14

FORCES DUE TO

PRIMARY FORCES

WIND FORCES

MEM

t t t t t t.m t.m t/cm2 t/cm2 t t.m t.m t/cm2

BOTTOM CHORD

BOTTOMENDCHORD -165.09 0.00 -56.31 -221.40 -221.40 0.00 0.00 0.00 0.00 -63.59 1.42 -99.44 0.02

BOTTOMCHORD01 -223.19 0.00 -71.03 -294.22 -294.22 0.00 0.00 0.00 0.00 -43.22 1.84 -99.07 0.02

BOTTOMCHORD02 -305.05 0.00 -92.14 -397.19 -397.19 0.00 0.00 0.00 0.00 -14.85 -0.59 -0.17 -0.01

BOTTOMCHORD03 -325.54 0.00 -95.82 -421.36 -421.36 0.00 0.00 0.00 0.00 -60.90 -0.48 0.40 -0.01

TOP CHORD

TOPENDCHORD 223.71 74.36 0.00 298.08 298.08 0.77 0.00 0.01 0.00 -56.66 1.26 28.44 0.02

TOPCHORD01 305.23 93.90 0.00 399.13 399.13 -3.35 0.00 -0.04 0.00 -5.53 1.42 -23.96 0.02

TOPCHORD02 314.62 95.64 0.00 410.26 410.26 -3.54 0.00 -0.04 0.00 0.00 2.22 -23.03 0.02

DIAGONALS

_ENDRACKER 244.72 87.07 0.00 331.78 331.78 3.74 -0.03 0.05 0.00 -32.61 -2.22 -23.70 -0.03

_FIRSTDIAGONAL -2.38 0.00 -10.33 -12.71 -12.71 0.00 0.00 0.00 0.00 0.83 0.00 0.00 0.00

_LOWERDIAGONAL1 -82.79 0.00 -30.77 -113.57 -113.57 0.00 0.00 0.00 0.00 1.65 0.00 0.00 0.00

_LOWERDIAGONAL -47.81 0.00 -23.96 -71.77 -71.77 0.00 0.00 0.00 0.00 1.71 0.00 0.00 0.00

AXIA

L FO

RCE

DL+

SID

L

LL

(MAX

+VE

)

LL

(MAX

-VE

)

TOTA

L D

L +

LL

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

IN P

LAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRE

SS D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

25 of 55

CALCULATION SHEET


Member Design

5.0 DESIGN OF MEMBERS (S1

MEM

BOTTOM CHORD

BOTTOMENDCHORDBOTTOMCHORD01BOTTOMCHORD02BOTTOMCHORD03

TOP CHORD

TOPENDCHORDTOPCHORD01TOPCHORD02

DIAGONALS

_ENDRACKER_FIRSTDIAGONAL_LOWERDIAGONAL1_LOWERDIAGONAL

15 16 17 18 19 20 21 22 23 24 25

SEISMIC FORCES

t/cm2 t t.m t.m t/cm2 t/cm2 t t/cm2 t/cm2 t t/cm2

-1.06 -66.64 13.17 -404.57 0.18 -4.32 -284.99 0.02 -1.06 -288.05 0.18

-0.97 -12.18 16.60 -400.09 0.22 -3.94 -337.44 0.02 -0.97 -306.40 0.22

0.00 5.08 -1.28 -0.48 -0.02 0.00 -412.04 -0.01 0.00 -402.26 0.02

0.00 -21.47 -2.71 2.59 -0.03 0.02 -482.26 -0.01 0.00 -442.83 -0.03

0.28 50.58 9.46 279.71 0.12 2.77 354.74 -0.01 -0.28 348.66 0.13

-0.22 2.49 -9.40 -240.17 -0.11 -2.20 404.66 -0.06 0.22 401.62 -0.15

-0.20 0.00 14.94 -231.07 0.17 -1.97 410.26 -0.06 0.20 410.26 -0.21

-0.23 -15.84 -7.36 -238.05 -0.09 -2.35 364.39 0.07 0.23 347.63 0.14

0.00 0.37 0.00 0.00 0.00 0.00 -13.54 0.00 0.00 -13.08 0.00

0.00 1.27 0.00 0.00 0.00 0.00 -115.22 0.00 0.00 -114.84 0.00

0.00 1.22 0.00 0.00 0.00 0.00 -73.48 0.00 0.00 -72.99 0.00

AXIA

L FO

RCE

PRIMARY+WIND FORCES PRIMARY + SEISMIC

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRE

SS D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

AXIA

L FO

RCE

STRE

SS D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

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OM

ENT

STRE

SS D

UE

TO I

N P

LAN

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OM

ENT

STRE

SS D

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TO I

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LAN

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ENT

STRE

SS D

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TO O

UT

OF

PLAN

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OM

ENT

26 of 55

CALCULATION SHEET


Member Design


MEM

BOTTOM CHORD


TOP CHORD


DIAGONALS


26

t/cm2

-4.32

-3.94

0.00

0.02

2.77

-2.20

1.97

2.35

0.00

0.00

0.00

C FORCES

STRE

SS D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

27 of 55

CALCULATION SHEET


Member Design


MEM

BOTTOM CHORD


TOP CHORD


DIAGONALS


27 28 29 30 31 32 33 34 35 36 37 38 39

t/cm2 t/cm2 t/cm2 t/cm2 cm2 cm2 cm2 cm2 cm2 cm2 m

1.50 1.50 1.95 2.10 T 147.60 0.00 146.15 137.17 147.60 374.08 285.72 4.300

1.50 1.49 1.95 2.10 T 196.15 0.00 173.05 145.91 196.15 404.80 310.80 4.300

1.50 1.49 1.95 2.10 T 264.79 0.00 211.30 191.55 264.79 435.50 335.86 4.300

1.50 1.49 1.95 2.10 T 280.91 0.00 247.31 210.87 280.91 435.50 327.40 4.300

1.50 1.49 1.94 2.09 C 0.00 199.41 182.55 166.60 199.41 437.30 360.46 4.300

1.50 1.49 1.94 2.09 C 0.00 267.10 208.31 191.98 267.10 468.00 404.97 4.300

1.50 1.49 1.94 2.09 C 0.00 274.64 211.26 196.17 274.64 498.70 450.56 4.300

1.50 1.48 1.93 2.08 C 0.00 223.65 188.94 167.38 223.65 437.60 360.78 6.224

1.50 1.16 1.95 2.10 T 8.48 0.00 6.94 6.23 8.48 134.82 130.54 6.224

1.50 1.13 1.95 2.10 T 75.71 0.00 59.09 54.68 75.71 195.35 172.82 6.224

1.50 1.16 1.95 2.10 T 47.85 0.00 37.68 34.76 47.85 134.82 130.54 6.224

GROSS / NET AREA REQUIRED PROPERTIEALLOWABLE STRESS

MEM

. TYP

E

PRI+

SEIS

NRT

AREA

REQ

UIR

ED

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

PRI

+ W

IND

(30

% in

crea

sed

GRO

SS A

REA

PRO

VID

ED

PRI+

WIN

D

PRI+

SEIS

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

NET

AREA

(T)

/ U

SEFU

L AR

EA (

C )

L

28 of 55

CALCULATION SHEET


Member Design


MEM

BOTTOM CHORD


TOP CHORD


DIAGONALS


40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

cm4 cm4 cm cm t/cm2 t/cm2 t/cm2 cm2 t

12.35 7147.3 9356.2 29.9 29.6 0.77 1.00 1.01 0.52 0.51 0.48 0.52 374.1 8 10.10 OK

12.73 7524.8 10164.7 28.7 28.9 0.95 1.09 0.99 0.63 0.56 0.47 0.63 404.8 8 10.93 OK

13.18 7902.3 10961.8 27.7 28.3 1.18 1.23 1.20 0.79 0.63 0.57 0.79 435.5 8 11.76 OK

14.21 7902.3 10961.8 25.7 26.2 1.29 1.47 1.35 0.86 0.76 0.64 0.86 435.5 4 5.88 OK

12.60 8080.2 10105.9 32.0 29.0 0.83 0.98 0.97 0.55 0.51 0.46 0.55 437.3 8 11.81 OK

12.85 8500.2 10914.4 30.8 28.4 0.99 1.00 0.99 0.66 0.51 0.47 0.66 468.0 8 12.64 OK

13.09 8915.6 11711.5 29.8 27.9 0.91 0.91 0.91 0.61 0.47 0.44 0.61 498.7 4 6.73 OK

18.24 8100.1 10114.9 32.0 29.0 0.92 1.01 0.96 0.62 0.52 0.46 0.62 437.6 4 8.55 OK

66.31 3057.6 490.5 26.1 8.0 0.10 0.10 0.10 0.06 0.05 0.05 0.06 134.8 4 2.63 OK

69.09 3998.4 654.5 24.8 7.7 0.66 0.67 0.66 0.44 0.34 0.32 0.44 195.3 8 7.64 OK

66.31 3057.6 490.5 26.1 8.0 0.55 0.56 0.56 0.37 0.29 0.27 0.37 134.8 12 7.90 OK

Z -

OU

T O

F PL

ANE

r -

IN P

LAN

E

r -

OU

T O

F PL

ANE

ACTUAL STRESSES (t/cm2)

ACTUAL TO ALLOWABLE RATIO

ES OF PROVIDED SECTION

WTx

(NO

. OF

MEM

.)

PRI

+ W

IND

PRI

+ S

EISM

IC

MAX

RAT

IO<

1

TOTA

L AR

EA

PRI.

AXI

AL

PRI

+ W

IND

PRI

+ S

EIS

PRI.

AXI

AL

RES

ULT

MIN

L/r

Z -

IN P

LAN

E

NO

. OF

MEM

.29 of 55

CALCULATION SHEET


Member Design

1 2 3 4 5 6 7 8 9 10 11 12 13 14

FORCES DUE TO

PRIMARY FORCES

WIND FORCES

MEM


AXIA

L FO

RCE

DL+

SID

L

LL

(MAX

+VE

)

LL

(MAX

-VE

)

TOTA

L D

L +

LL

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

IN P

LAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

_UPPERDIAGONAL1 82.50 30.63 0.00 113.12 113.12 0.00 0.00 0.00 0.00 -1.74 0.00 0.00 0.00

_UPPERDIAGONAL 47.51 23.80 0.00 71.31 71.31 0.00 0.00 0.00 0.00 -1.64 0.00 0.00 0.00

VERTICALS

_FIRSTVERTICAL -13.97 0.00 -19.69 -33.66 -33.66 -0.05 0.00 -0.02 0.00 0.67 0.00 0.01 0.00

_UPPERVERTICAL1 -146.75 0.00 -52.02 -198.78 -198.78 -1.75 0.00 -0.33 0.00 -2.92 -0.01 1.93 0.00

_LOVERVERTICAL1 35.09 30.21 0.00 65.30 65.30 -0.87 0.00 -0.23 0.00 1.11 -0.01 1.32 0.00

_UPPERVERTICAL -42.71 0.00 -19.03 -61.74 -61.74 0.27 0.00 0.09 0.00 1.23 -0.01 0.42 0.00

_LOVERVERTICAL 28.13 18.66 0.00 46.79 46.79 0.13 0.00 0.05 0.00 -1.18 -0.01 0.42 0.00

_LONGVERTICAL -9.52 0.00 -11.25 -20.77 -20.77 0.00 0.00 0.00 0.00 -0.18 0.00 0.00 0.00

TOP CROSS MEMBER

_TOPENDCROSSBEAM -2.54 0.00 -1.44 -3.98 -3.98 -0.06 0.00 -0.01 0.00 -34.00 0.02 0.00 0.00

_TOPCROSSBEAM1 -9.28 0.00 -2.55 -11.83 -11.83 -0.03 0.00 0.00 0.00 10.06 0.01 0.00 0.00

TOP BRACINGS

30 of 55

CALCULATION SHEET


Member Design

1

MEM

_UPPERDIAGONAL1_UPPERDIAGONAL

VERTICALS

_FIRSTVERTICAL

_UPPERVERTICAL1

_LOVERVERTICAL1

_UPPERVERTICAL

_LOVERVERTICAL

_LONGVERTICAL

TOP CROSS MEMBER

_TOPENDCROSSBEAM

_TOPCROSSBEAM1

TOP BRACINGS

15 16 17 18 19 20 21 22 23 24 25

SEISMIC FORCES


AXIA

L FO

RCE


STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

AXIA

L FO

RCE

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

E M

OM

ENT

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

0.00 -1.33 0.00 0.00 0.00 0.00 114.86 0.00 0.00 114.46 0.00

0.00 1.23 0.00 0.00 0.00 0.00 72.95 0.00 0.00 72.54 0.00

0.00 0.34 -0.01 0.06 0.00 0.00 -34.33 -0.02 0.00 -34.00 -0.01

0.02 -2.09 -0.08 5.44 -0.02 0.06 -201.70 -0.34 0.02 -200.87 -0.35

0.02 -0.86 -0.08 3.47 -0.02 0.04 66.41 -0.23 0.02 66.15 -0.21

0.01 0.91 -0.08 0.51 -0.03 0.01 -62.96 0.10 -0.01 -62.65 0.12

0.01 -0.86 -0.07 0.51 -0.02 0.01 47.97 0.05 -0.01 47.65 0.07

0.00 -0.13 -0.01 0.22 0.00 0.00 -20.95 0.00 0.00 -20.90 0.00

0.00 -16.00 0.06 0.01 0.01 0.01 -37.98 0.00 0.00 -19.98 0.00

0.00 -3.71 0.19 -0.01 0.02 0.00 -21.89 0.00 0.00 -15.54 0.02

31 of 55

CALCULATION SHEET


Member Design

1

MEM


VERTICALS

_FIRSTVERTICAL

_UPPERVERTICAL1

_LOVERVERTICAL1

_UPPERVERTICAL

_LOVERVERTICAL

_LONGVERTICAL

TOP CROSS MEMBER

_TOPENDCROSSBEAM

_TOPCROSSBEAM1

TOP BRACINGS

26

t/cm2

C FORCES

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

0.00

0.00

0.00

0.06

-0.04

-0.01

-0.01

0.00

0.01

0.00

32 of 55

CALCULATION SHEET


Member Design

1

MEM


VERTICALS

_FIRSTVERTICAL

_UPPERVERTICAL1

_LOVERVERTICAL1

_UPPERVERTICAL

_LOVERVERTICAL

_LONGVERTICAL

TOP CROSS MEMBER

_TOPENDCROSSBEAM

_TOPCROSSBEAM1

TOP BRACINGS

27 28 29 30 31 32 33 34 35 36 37 38 39



MEM

. TYP

E

PRI+

SEIS

NRT

AREA

REQ

UIR

ED

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

PRI

+ W

IND

(30

% in

crea

sed

GRO

SS A

REA

PRO

VID

ED

PRI+

WIN

D

PRI+

SEIS

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

NET

AREA

(T)

/ U

SEFU

L AR

EA (

C )

L

1.50 1.13 1.47 1.58 C 0.00 100.19 78.26 72.41 100.19 195.35 195.35 6.22

1.50 1.16 1.50 1.62 C 0.00 61.64 48.51 44.79 61.64 134.82 134.82 6.22

1.50 1.39 1.95 2.10 T 22.44 0.00 17.60 16.19 22.44 134.82 130.54 4.500

1.50 1.40 1.95 2.10 T 132.52 0.00 103.44 95.65 132.52 236.66 201.64 4.500

1.50 1.35 1.76 1.89 C 0.00 48.26 37.76 34.93 48.26 236.66 236.66 4.500

1.50 1.37 1.95 2.10 T 41.16 0.00 32.29 29.83 41.16 162.69 150.12 4.500

1.50 1.37 1.78 1.91 C 0.00 34.24 27.01 24.91 34.24 162.69 162.69 4.500

1.50 1.14 1.95 2.10 T 13.85 0.00 10.74 9.95 13.85 134.82 130.54 9.000

1.50 0.18 1.95 2.10 T 2.65 0.00 19.48 9.51 19.48 82.86 84.09 9.300

1.50 0.18 1.95 2.10 T 7.89 0.00 11.23 7.40 11.23 82.86 83.02 9.300

33 of 55

CALCULATION SHEET


Member Design

1

MEM


VERTICALS

_FIRSTVERTICAL

_UPPERVERTICAL1

_LOVERVERTICAL1

_UPPERVERTICAL

_LOVERVERTICAL

_LONGVERTICAL

TOP CROSS MEMBER

_TOPENDCROSSBEAM

_TOPCROSSBEAM1

TOP BRACINGS

40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

cm4 cm4 cm cm t/cm2 t/cm2 t/cm2 cm2 tZ

- O

UT

OF

PLAN

E

r -

IN P

LAN

E

r -

OU

T O

F PL

ANE




WTx

(NO

. OF

MEM

.)

PRI

+ W

IND

PRI

+ S

EISM

IC

MAX

RAT

IO<

1

TOTA

L AR

EA

PRI.

AXI

AL

PRI

+ W

IND

PRI

+ S

EIS

PRI.

AXI

AL

RES

ULT

MIN

L/r

Z -

IN P

LAN

E

NO

. OF

MEM

.

69.09 3998.43 654.46 24.78 7.66 0.58 0.59 0.59 0.51 0.40 0.37 0.51 195.3 8 7.64 OK

66.31 3057.57 490.46 26.08 7.98 0.53 0.54 0.54 0.46 0.36 0.33 0.46 134.8 12 7.90 OK

39.48 286.1 5241.5 8.0 26.1 0.26 0.26 0.26 0.17 0.13 0.12 0.17 134.8 4 1.91 OK

38.63 524.7 8663.0 8.2 25.3 0.99 1.00 1.00 0.66 0.51 0.47 0.66 236.7 8 6.69 OK

45.30 381.4 8663.0 7.0 25.3 0.28 0.28 0.28 0.20 0.16 0.15 0.20 236.7 8 6.69 OK

43.37 286.1 6505.4 7.3 26.5 0.41 0.42 0.42 0.27 0.22 0.20 0.27 162.7 12 6.90 OK

43.37 286.1 6505.4 7.3 26.5 0.29 0.29 0.29 0.21 0.17 0.15 0.21 162.7 12 6.90 OK

68.35 381.8 5241.5 9.2 26.1 0.16 0.16 0.16 0.11 0.08 0.08 0.11 134.8 2 1.91 OK

293.13 1013.0 111.2 19.2 3.2 0.05 0.45 0.24 0.03 0.23 0.11 0.23 82.9 2 1.21 OK

293.13 1013.0 111.2 19.2 3.2 0.14 0.26 0.19 0.09 0.14 0.09 0.14 82.9 9 5.44 OK

34 of 55

CALCULATION SHEET


Member Design

1 2 3 4 5 6 7 8 9 10 11 12 13 14

FORCES DUE TO

PRIMARY FORCES

WIND FORCES

MEM


AXIA

L FO

RCE

DL+

SID

L

LL

(MAX

+VE

)

LL

(MAX

-VE

)

TOTA

L D

L +

LL

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

IN P

LAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

_TOPBRACING 16.44 4.47 0.00 20.91 20.91 -0.10 0.00 -0.01 0.00 11.34 0.02 -0.01 0.00

_TOPBRACING 16.44 4.47 0.00 20.91 20.91 -0.10 0.00 -0.01 0.00 11.34 0.02 -0.01 0.00

PORTAL BRACINGS

_PORTALBRACING 2.97 1.44 0.00 4.41 4.41 -0.59 0.00 -0.08 0.00 46.65 -0.04 -0.04 -0.01

35 of 55

CALCULATION SHEET


Member Design

1

MEM

_TOPBRACING

_TOPBRACING

PORTAL BRACINGS

_PORTALBRACING

15 16 17 18 19 20 21 22 23 24 25

SEISMIC FORCES


AXIA

L FO

RCE


STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

OU

T O

F PL

ANE

MO

MEN

T

AXIA

L FO

RCE

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

AXIA

L FO

RCE

IN P

LAN

E M

OM

ENT

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRE

SS D

UE

TO I

N P

LAN

E M

OM

ENT

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

0.00 5.10 0.29 -0.05 0.04 -0.02 32.25 -0.01 0.00 26.01 0.03

0.00 5.10 0.29 -0.05 0.04 -0.02 32.25 -0.01 0.00 26.01 0.03

-0.02 21.50 0.22 -0.26 0.03 -0.13 51.06 -0.09 -0.02 25.90 -0.05

36 of 55

CALCULATION SHEET


Member Design

1

MEM

_TOPBRACING

_TOPBRACING

PORTAL BRACINGS

_PORTALBRACING

26

t/cm2

C FORCES

STRES

S D

UE

TO O

UT

OF

PLAN

E M

OM

ENT

-0.02

-0.02

-0.13

37 of 55

CALCULATION SHEET


Member Design

1

MEM

_TOPBRACING

_TOPBRACING

PORTAL BRACINGS

_PORTALBRACING

27 28 29 30 31 32 33 34 35 36 37 38 39



MEM

. TYP

E

PRI+

SEIS

NRT

AREA

REQ

UIR

ED

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

PRI

+ W

IND

(30

% in

crea

sed

GRO

SS A

REA

PRO

VID

ED

PRI+

WIN

D

PRI+

SEIS

PRIM

ARY

(TEN

SIO

N)

PRIM

ARY

(CO

MP.

)

NET

AREA

(T)

/ U

SEFU

L AR

EA (

C )

L

1.50 0.83 1.08 1.16 C 0.00 25.13 29.82 22.34 29.82 69.18 69.18 6.333

1.50 0.83 1.08 1.16 C 0.00 25.13 29.82 22.34 29.82 69.18 69.18 6.333

1.50 1.19 1.55 1.67 C 0.00 3.69 32.91 15.51 32.91 69.18 69.18 3.400

38 of 55

CALCULATION SHEET


Member Design

1

MEM

_TOPBRACING

_TOPBRACING

PORTAL BRACINGS

_PORTALBRACING

40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

cm4 cm4 cm cm t/cm2 t/cm2 t/cm2 cm2 tZ

- O

UT

OF

PLAN

E

r -

IN P

LAN

E

r -

OU

T O

F PL

ANE




WTx

(NO

. OF

MEM

.)

PRI

+ W

IND

PRI

+ S

EISM

IC

MAX

RAT

IO<

1

TOTA

L AR

EA

PRI.

AXI

AL

PRI

+ W

IND

PRI

+ S

EIS

PRI.

AXI

AL

RES

ULT

MIN

L/r

Z -

IN P

LAN

E

NO

. OF

MEM

.

96.82 715.0 196.1 6.5 4.6 0.30 0.47 0.38 0.36 0.43 0.32 0.43 69.2 10 3.44 OK

96.82 715.0 196.1 6.5 4.6 0.30 0.47 0.38 0.36 0.43 0.32 0.43 69.2 10 3.44 OK

62.68 715.0 196.1 6.5 4.6 0.06 0.74 0.37 0.05 0.48 0.22 0.48 69.2 4 0.74 OK

39 of 55

CALCULATION SHEET


Design STRINGER

6.0 DESIGN OF STRINGERS

Span 4.75 m

Total Span, L = 4.75 m

Spacing of girders = 2.200 m

Fc = 35 N/mm2

Es = 211000 N/mm2

Yield Strength fy = 250 N/mm2

Total depth, D = 550.00 mm ISMB 550Actual width of Deck = 2200 mm

Effective Depth of Web = 511.4 mm

Thickness of Web = 11.2 mm

Area of Web= 5727.68 mm2

Flange Width = 190 mm

Flange Thickness = 19.3 mm

END SPAN BM (T-m) Shear Force (T)

0 END MID END MID

DL. 0.754 -9.378 5.210 0

SIDL 0.706 -2.773 2.131 0

LL1 6.028 -10.362 14.698 0

(a) Steel section

1 2

Sectional Properties

END MID

Type of Action = Steel Action Composite Action

Es = 2.11E+05 N/mm2 2.11E+05 N/mm2

Area of girder = 13211.00 mm2 13211.00 mm2

NA from top yt = 275.00 mm 275.00 mm

NA from bottom yb = 275.00 mm 275.00 mm

Ixx of full section = 6.49E+08 mm4 6.49E+08 mm4

Iyy of full section = 1.83E+07 mm4 1.83E+07 mm4

Zt = 2.36E+06 mm3 2.36E+06 mm3

Zb = 2.36E+06 mm3 2.36E+06 mm3

Weight = 103.71 kg/m 103.71 kg/m

Composite Action Steel Action

40 of 52

CALCULATION SHEET


Design STRINGER

Add 10% for connections = 10.37 kg/m 10.37 kg/m

Total weight = 114.08 kg/m 114.08 kg/m

END MID

Check Arrangement of Section No intermediate stiffners are required

Outstand of Flange 89.40 Safe

Top fibre 0.20 Safe 0.24 Safe

Bottom fibre 0.20 Safe 0.42 Safe

Concrete stresses 0.08 Safe 0.15 Safe

Check for Shear 0.41 Safe 0.00 Safe

(b) Concrete Section:-

Fc = 35 N/mm2

Modulus of Elasticity of Conc.Ec= 5000*(fck)^0.5

= 3.0E+04 N/mm2

m = Es/Ec = 7.13

Effective width

Max span = 4750 mm

b1 = 2200 mm

b2 = 676.2 mm

beff = min(b1,b2) 676.2 mm

C.G. from bottom of the haunch:-

Rect haunch ri. haunch(2 Nos Slab

Width mm 190 200 676

Depth mm 200 200 200

Area mm2 38000.00 40000.00 135240.00

Y mm 100.00 133.33 300.00

AY mm3 3.80E+06 5.33E+06 4.06E+07

(yc -y) mm 133.10 99.76 66.90

A(yc -y)2 mm4 6.73E+08 3.98E+08 6.05E+08

Iself mm4 1.27E+08 8.89E+07 4.51E+08

Ixx mm4 8.00E+08 4.87E+08 1.06E+09

Gross area of concrete slab with haunch = 213240.00 mm2

41 of 52

CALCULATION SHEET


Design STRINGER

NA from top yt = 166.90 mm

NA from bottom yb = 233.10 mm

Ixx of full section = 2.34E+09 mm4

(c) Composite section with 1

Transformed area of concrete in terms of steel = 2.99E+04 mm2

Moment of inertia (MI) of concrete in terms of steel = 3.28E+08 mm4

from Bottom of the Steel Girder Ybc= 627.37 mm

CG from top of the Steel Girder Ytc= -77.37 mm

CG from top of the Slab Ycc= 322.63 mm

Moment of inertia of the composite section= 3.34E+09 mm4

Zbc = 3342693455 / 627.37 5.328E+06 mm3

Ztc = 3342693455 / -77.37 -4.320E+07 mm3

Zcc (in terms of concrete) = 3342693455x7.13 / 322.63 = 7.391E+07 mm3

Composite section with K = 2



from Bottom of the Steel Girder Ybc= 544.71 mm

CG from top of the Steel Girder Ytc= 5.29 mm



Zbc = 2623598691 / 544.71 4.816E+06 mm3

Ztc = 2623598691 / 5.29 4.962E+08 mm3

Zcc (in terms of concrete) = 2623598691 x 7.13 x 2 / 405.2 9.235E+07 mm3

Check Arrangement of Secti(As per Cl: 508.2.1 of IRC-24)

Permissible web depth / thickness = 85.00

Web depth / thickness of web = 45.66

< 85.00

No intermediate stiffners are required

Outstand of Flange

for Mild Steel 16*t , for HTS 14*t

Permissible outstand = 16 * 19.3 = 308.80 mm

Outstand of flange = 0.5 * (190 - 11.2 - 19.3 *2) = 89.40 mm

42 of 52

CALCULATION SHEET


Design STRINGER

Safe

Allowable Compression Bending (As per IRC 24)

Leff = 4.75 m

β = 0.500

(As per table 8.4 of IRC-24) K2 = 0.000

te = 19.3 mm

For compression flange

ry = 221.632 mm

Leff /ry = 21.432

A = 5850.332

B = 5769.323

fcb =K1 (A + K2 * B) * yc / yt = 5850.332 N/mm2

for no certail condition K1 = 1

1344/sqrt(fy)= 85

te /t =19.3 / 11.2 1.72 <2

d1 /t =511.4 / 11.2 45.66 <85

Hence, increase the value of fcb by 20 %

fcb = 7020.399 N/mm2

Permissible Stresses

Steel

(As per table 6.2 IRC-24) Basic permissible stress

Tension 155 N/mm2

Comperation 155 N/mm2

(As per table 8.2 IRC-24) Bending compression 164.000

Hence, design permissible stresses

Bending tensile stress = 155.000 N/mm2

Bending compression stress = 155.000 N/mm2

(As per table 6.2 IRC-24) Shear stress (Average)= 95 N/mm2

Shear stress (Max)= 107.5 N/mm2

Concrete



43 of 52

CALCULATION SHEET


Design STRINGER

Bending Moment & Shear force

END MID

Bending Moment

Mdl = 0.75 Tm -9.38 Tm

MSIDl = 0.71 Tm -2.77 Tm

Mll,1 = 6.03 Tm -10.36 Tm

Shear Force

Vdl = 5.21 T 0.00 T

VSIDl = 2.13 T 0.00 T

Vll = 14.70 T 0.00 T

Actual Stresses for Bending (+ tension, - compression)

Top fibre END MID

SteelBending stress (DL) = σdl = Mdl/ Zt = 3.2 N/mm2 -39.7 N/mm2

Composite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Zt = 3.0 N/mm2 -0.1 N/mm2

Composite (K=1)

Bending stress (LL) = σll = Mll/ Zt = 25.5 N/mm2 2.4 N/mm2

σmax = σdl + σsidl + σll,1 = 31.7 N/mm2 -37 N/mm2

σmin = σdl + σsidl = 6.2 N/mm2 -40 N/mm2

Stress ratio = 0.20 0.24

Safe Safe

Bottom fibre

SteelBending stress (DL) = σdl = Mdl/ Zb = -3.2 N/mm2 39.7 N/mm2

Composite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Zb = -3.0 N/mm2 5.8 N/mm2

Composite (K=1)

Bending stress (LL) = σll = Mll/ Zb = -25.5 N/mm2 19.4 N/mm2

σmax = σdl + σsidl + σll,1 = -31.7 N/mm2 64.9 N/mm2

σmin = σdl + σsidl = -6.2 N/mm2 45.5 N/mm2


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CALCULATION SHEET


Design STRINGER

Safe Safe

Concrete stressesComposite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Zcc3 = 0.1 N/mm2 -0.3 N/mm2

Composite (K=1)

Bending stress (LL) = σll,1 = Mll/ Zcc1 = 0.8 N/mm2 -1.4 N/mm2

σmax = σdl + σsidl + σll,1 = 0.9 N/mm2 -1.7 N/mm2Stress ratio = 0.1 N/mm2 0.1 N/mm2

Safe Safe

Check for ShearShear stress Shear Force / Area of Web = 38.5 N/mm2 0.0 N/mm2

Stress ratio = 0.4 N/mm2 0.0 N/mm2

Safe Safe

Check for Diflection

Max displacement data from staad output

Beam Max Disp mm Location m L/C L/Displ

From DL and SIDL analysis

901 0.981 1.188 102 4842

From LL analysis

941 0.506 2.375 558 9383

Total 1.487 3194

>600

Safe

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CALCULATION SHEET


Design End floor Girder

7.0 DESIGN OF BOTTOM CROSS GIRDERS

7.1 End Corss Girders

7.1.1 SERVICE CONDITION

Span 9.9 m

Total Span, L = 9.90 m

Spacing of girders = 4.750 m 2375

Fc = 35 N/mm2

Es = 211000 N/mm2

Yield Strength fy = 250 N/mm2

Total depth, D = 800.00 mmActual width of Deck = 4750 mm

Effective Depth of Web = 744 mm

Thickness of Web = 25 mm

Area of Web= 18600 mm2

Flange Width = 400 mm

Flange Thickness = 28 mm

END SPAN BM (T-m) Shear Force (T)

0 END MID END MID

DL. 0.000 -29.418 12.25 0

SIDL 0.000 -9.767 3.78 0

LL1 0.699 -58.126 22.42 0

(a) Steel section

1 1

Sectional Properties

END MID

Type of Action = Composite Action Composite Action

Area of girder = 41000.00 mm2 41000.00 mm2

NA from top yt = 400.00 mm 400.00 mm

NA from bottom yb = 400.00 mm 400.00 mm

Ixx of full section = 4.20E+09 mm4 4.20E+09 mm4

Iyy of full section = 3.00E+08 mm4 3.00E+08 mm4

Zt = 1.05E+07 mm3 1.05E+07 mm3

Zb = 1.05E+07 mm3 1.05E+07 mm3

Weight = 321.85 kg/m 321.85 kg/m

Composite Action Composite Action

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CALCULATION SHEET



Add 10% for connections = 32.19 kg/m 32.19 kg/m

Total weight = 354.04 kg/m 354.04 kg/m

END MID

Check Arrangement of Section No intermediate stiffners are required

Outstand of Flange 159.50 Safe

Top fibre 0.0001 Safe 0.1866 Safe

Bottom fibre 0.0023 Safe 0.3964 Safe

Concrete stresses 0.0025 Safe 0.2315 Safe

Check for Shear 0.2176 Safe 0.0000 Safe

(b) Concrete Section:-

Fc = 35 N/mm2

Modulus of Elasticity of Conc.Ec= 5000*(fck)^0.5

= 3.0E+04 N/mm2

m = Es/Ec = 7.13

Effective width

Max span = 9900 mm

b1 = 2375 mm

b2 = 1411 mm

b = min(b1,b2) 1411 mm

C.G. from bottom of the haunch:-Rectangular

haunchTri. haunch(2

Nos)Slab

Width mm 400 200 1411

Depth mm 200 200 200

Area mm2 80000.00 40000.00 282200.00

Y mm 100.00 133.33 300.00

AY mm3 8.00E+06 5.33E+06 8.47E+07

(yc -y) mm 143.64 110.31 56.36

A(yc -y)2 mm4 1.65E+09 4.87E+08 8.96E+08

Iself mm4 2.67E+08 8.89E+07 9.41E+08

Ixx mm4 1.92E+09 5.76E+08 1.84E+09

Gross area of concrete slab with haunch = 402200.00 mm2

47 of 52

CALCULATION SHEET



NA from top yt = 156.36 mm

NA from bottom yb = 243.64 mm

Ixx of full section = 4.33E+09 mm4

(c) Composite section with K = 1



CG from Bottom of the Steel Girder Ybc= 772.66 mm




Zbc = 14638327039 / 772.66 1.895E+07 mm3

Ztc = 14638327039 / 27.34 5.355E+08 mm3

Zcc (in terms of concrete) = 14638327039 x 7.13 / 427.34 2.443E+08 mm3

Composite section with K = 2



CG from Bottom of the Steel Girder Ybc= 662.25 mm




Zbc = 11421146157 / 662.25 1.725E+07 mm3

Ztc = 11421146157 / 137.75 8.291E+07 mm3

Zcc (in terms of concrete) = 11421146157 x 7.13 x 2 / 537 3.030E+08 mm3

Check Arrangement of Section (As per Cl: 508.2.1 of IRC-24)

Permissible web depth / thickness = 85.00

Web depth / thickness of web = 29.76

< 85.00

No intermediate stiffners are required

48 of 52

CALCULATION SHEET



Outstand of Flange

for Mild Steel 16*t , for HTS 14*t

Permissible outstand = 16 * 28 = 448.00 mm

Outstand of flange = 0.5 * (400 - 25 - 28 *2) = 159.50 mm

Safe

Allowable Compression Bending (As per IRC 24)

Leff = 9.5 m

β = 0.500

(As per table 8.4 of IRC-24) K2 = 0.000

te = 28 mm

For compression flange

ry = 319.945 mm

Leff /ry = 29.693

A = 3085.813

B = 3005.724

fcb =K1 (A + K2 * B) * yc / yt = 3085.813 N/mm2

for no certail condition K1 = 1

1344/sqrt(fy)= 85

te /t =28 / 25 1.12 <2

d1 /t =744 / 25 29.76 <85

Hence, increase the value of fcb by 20 %

fcb = 3702.976 N/mm2

Permissible Stresses

Steel

(As per table 6.2 IRC-24) Basic permissible stress

Tension 165 N/mm2

Comperation 165 N/mm2

(As per table 8.2 IRC-24) Bending compression 162.406

Hence, design permissible stresses



(As per table 6.2 IRC-24) Shear stress (Average)= 95 N/mm2

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CALCULATION SHEET



Shear stress (Max)= 107.5 N/mm2

Concrete



Bending Moment & Shear force

END MID

Bending Moment

Mdl = 0.00 Tm -29.42 Tm

MSIDl = 0.00 Tm -9.77 Tm

Mll,1 = 0.70 Tm -58.13 Tm

Shear Force

Vdl = 12.25 T 0.00 T

VSIDl = 3.78 T 0.00 T

Vll = 22.42 T 0.00 T

Actual Stresses for Bending (+ tension, - compression)

Top fibre END MID

SteelBending stress (DL) = σdl = Mdl/ Zt = 0.00 N/mm2 -28.0 N/mm2

Composite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Ztc3 = 0.00 N/mm2 -1.178 N/mm2

Composite (K=1) Bending stress (LL) = σll = Mll/ Ztc1 = 0.01 N/mm2 -1.1 N/mm2

σmax = σdl + σsidl + σll,1 = 0.01 N/mm2 -30.3 N/mm2

σmin = σdl + σsidl = 0.00 N/mm2 -29.2 N/mm2


Safe Safe

Bottom fibre

SteelBending stress (DL) = σdl = Mdl/ Zb = 0.00 N/mm2 28.0 N/mm2

Composite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Zbc1 = 0.00 N/mm2 5.7 N/mm2

Composite (K=1) Bending stress (LL) = σll = Mll/ Zbc2 = -0.37 N/mm2 30.7 N/mm2

σmax = σdl + σsidl + σll,1 = -0.37 N/mm2 64.4 N/mm2

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CALCULATION SHEET



σmin = σdl + σsidl = 0.00 N/mm2 33.7 N/mm2


Safe Safe

Concrete stressesComposite (K=2)

Bending stress (SIDL) = σsidl = Msidl/ Zcc3 = 0.00 N/mm2 -0.322 N/mm2

Composite (K=1) Bending stress (LL) = σll,1 = Mll/ Zcc1 = 0.03 N/mm2 -2.379 N/mm2

σmax = σdl + σsidl + σll,1 = 0.03 N/mm2 -2.701 N/mm2Stress ratio = 0.00 N/mm2 0.23

Safe Safe

Check for Shear

Shear stress =Shear Force / Area of Web = 20.7 N/mm2 0.000 N/mm2Stress ratio = 0.22 0.0000

Safe Safe

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CALCULATION SHEET


STUDS FOR CROSS GIRDER

8.0 DESIGN OF STUD CONNECTORS

8.1 STUDS CONNECTORS FOR FLOOR BEAMS

Specification of Material for Studs (IRC:22-1986)

Tensile Strength = 460 MPaYield Strength = 350 MPaElongation = 20%

Range of Shear at Various Sections (For live load with impact and Centrifugal Force)For k =1 For k=2Transient Permanent

Transformed area of conc = 537.77 cm2 268.8872281 cm2

CG of conc. from CG of se= 58.78 cm 48.11299294 cmMoment of Inertia = 1070095 cm4 858646.16 cm4

A x y / I = 0.03 t/cm 0.02 t/cmRange of Hor. Shear = 0.0295 x Range of Vertical Sh0.0151 x Range of Vertical Shear

(Range of Hor. Shear is calculated in Table 1.)

Shear Strength of Shear Stud Connectors

Dia of stud = 25 mmHeight of stud = 150 mm top flange width 400 mmH/d for stud = 6.00 spacing of stud 100 o.k.Area of stud A = 490.87 mm2 0.7*depth of slab 140 mmno of stud in a x= 4

fck= Compressive strength of concrete 35 N/mm2

Q = shear strength of connector as per Cl: 611.4.1.3 of IRC22:1986For Mild Steel Shear Connector Q if h/d < 4.2 = 1.49 h.d. sqrt(fck)

Q if h/d >= 4.2 = 6.08 d.d sqrt(fck)Q = 2.248 t

Allowable stress of cross section = 8.992 t

Spacing of Stud Shear Connectors

Location shear for

Total Vertical ShearTotal

horizontal Shear (t/cm)

Required Spacing (mm)

SIDL LL Permanent TransientMidspan 2.61 17.77 2.61 17.77 0.56 159

at End 6.53 22.21 6.53 22.21 0.75 119

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truss design80m 1

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