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CE 362 (LAB) : Engr. Franklin M. Salas Bsce (Cit), M.Eng. (Ait, TH)

This document provides design criteria and specifications for analyzing loads and designing structural members of a mill bent. It specifies design codes, material properties, and loadings including dead load from roofing, live load from rain/snow, and wind load. Load combinations of dead load, live load, and wind load are also defined. Load and tributary area calculations are shown for roof dead and live loads as well as wind loads on different members.

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Jonice Batingal
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329 views4 pages

CE 362 (LAB) : Engr. Franklin M. Salas Bsce (Cit), M.Eng. (Ait, TH)

This document provides design criteria and specifications for analyzing loads and designing structural members of a mill bent. It specifies design codes, material properties, and loadings including dead load from roofing, live load from rain/snow, and wind load. Load combinations of dead load, live load, and wind load are also defined. Load and tributary area calculations are shown for roof dead and live loads as well as wind loads on different members.

Uploaded by

Jonice Batingal
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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CE 362 (LAB) L-1

DESIGN OF MILL BENT

1. DESIGN CRITERIA
2. LOADS AND ANALYSIS
2.1 DEAD LOAD (DL)
2.2 ROOF LIVE LOAD (LL)
2.3 WIND LOAD (WL)
2.4 LOAD COMBINATION
3. DESIGN OF PURLINS
4. DESIGN OF SAG RODS
5. DESIGN OF GIRTS
6. DESIGN OF BOTTOM CHORD
7. DESIGN OF TOP CHORD
8. DESIGN OF WEB MEMBERS
9. DESIGN OF KNEE BRACE
10. DESIGN OF COLUMNS
11. RIVETS AT THE JOINTS
12. DESIGN OF SPLICE PLATE AT BOTTOM CHORD

ENGR. FRANKLIN M. SALAS


BSCE(CIT), M.ENG.(AIT,TH)
1. DESIGN CRITERIA L-2

1.1 DESIGN CODES


1.1.1 National Structural Code of the Philippines (NSCP), Vol.1, 2001 Ed.
1.1.2 American Institute of Steel Construction (AISC)
1.2 MATERIAL SPECIFICATIONS
a.) Min. thickness - 1/4 in. or 6.35 mm
b.) Min. depth of purlin - 1/40 of span
c.) Use 3/8 in. (10 mm) gusset plate
d.) Use 3/4 in. (20 mm) diameter rivets
e.) Yield strength of A36 steel, Fy - 250 MPa (36 ksi)
f.) Allowable stress in bending & tension, Fb or Ft - 0.6 Fy
g.) Allowable stress in shear, Fv - 0.4 Fy
h.) Roofing - corrugated G.I. sheets
i.) Siding - corrugated G.I. sheets
1.3 DESIGN LOADINGS (NSCP 2001)
1.3.1 DEAD LOAD (DL)
Wt. of Roofing - 0.19 kPa
1.3.2 ROOF LIVE LOAD (LL) - 0.75 kPa
(Rain or Snow)
1.3.3 WIND LOAD - 1.90 kPa
(V=200 kph)

STRUCTURAL ENGINEER: ENGR. FRANKLIN M. SALAS


PRC REG. NO.: PTR NO.:
DATE: DATE:
TIN: PLACE:

ENGR. FRANKLIN M. SALAS


BSCE(CIT), M.ENG.(AIT,TH)
2. LOADS & ANALYSIS L-3

Bracing

Roofing
Top chord
L.T.C.
Purlins
rise = 2.4 m
Panel length q

Siding 45O Bottom chord


Knee brace

H = 6.6 m

Girts (spacing = 1.12 m)

Bay = 5.2 m
Data:
Span = 12 m Bay (m)
Bay = 5.2 m
H (m)
2.1 DEAD LOAD (DL) Fy (MPa)
q = tan-1 2.4 / 6 = 21.8O
2 2
L.T.C. = 6 +(2.4) = 6.46 m. ; L.T.C. = Length of Top Chord
Panel length = L.T.C.
4
Spacing of purlins = L.T.C.
8
Dead Load (D.L.) = wt. of roofing + wt. of purlin
T.A. = Tributary Area
= (Panel length)(Spacing of bay)
= ( L.T.C. ) (Spac. of bay)
4
Wt. of roofing = 0.19 kPa (T.A.)
Wt. of purlin = (wt. in kN/m)(Spac. of bay)(2) ; 2 purlins per panel
DL
DL DL
DL DL
DL DL
DL / 2 DL / 2

2.2 ROOF LIVE LOAD (LL)


LL
LL LL
LL LL
LL LL
LL / 2 LL / 2

LL = 0.75 kPa (T.A.)

ENGR. FRANKLIN M. SALAS


BSCE(CIT), M.ENG.(AIT,TH)
2.3 WIND LOAD (NSCP 2001) L-4

WLW WLL
Windward Leeward
0.20 2 2 0.60

WLW WLL
Wind WLW WLL
2 2
q

WLG1 WLG2

0.80 0.50

For q > 10O , 0.20 inward (Windward)


, 0.60 outward (Leeward)

WLW = (1.90 kPa)(T.A.)(0.20) = _____ kN


WLL = (1.90 kPa)(T.A.)(0.60) = _____ kN
WLG1 = (1.90 kPa)(T.A.G.)(0.80) = _____ kN
WLG2 = (1.90 kPa)(T.A.G.)(0.50) = _____ kN

T.A.G. = Tributary Area for Girts


= (Spacing of girts)(Bay)

2.4 LOAD COMBINATION


LC1 = DL + LL Choose bigger
LC2 = 0.75(DL + LL + WL) value

LC1 = Load Combination 1


LC2 = Load Combination 2

ENGR. FRANKLIN M. SALAS


BSCE(CIT), M.ENG.(AIT,TH)

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