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Moment Connections Project: Cherat Cement Co. Ltd. Department: Coal Mill. Elevation: MEMBER #: A1 (Typical Connection)

This document provides details on moment connections for a coal mill project, including section properties, design values, and stress checks. It analyzes the flange and web connections, checking requirements for bolts, plate sizes, stresses, and shear capacities. It also considers alternative shear connections using cleat angles or welded plates.

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Salman Rafiq
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© © All Rights Reserved
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69 views2 pages

Moment Connections Project: Cherat Cement Co. Ltd. Department: Coal Mill. Elevation: MEMBER #: A1 (Typical Connection)

This document provides details on moment connections for a coal mill project, including section properties, design values, and stress checks. It analyzes the flange and web connections, checking requirements for bolts, plate sizes, stresses, and shear capacities. It also considers alternative shear connections using cleat angles or welded plates.

Uploaded by

Salman Rafiq
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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MOMENT CONNECTIONS

PROJECT : CHERAT CEMENT CO. LTD.


DEPARTMENT : COAL MILL.
ELEVATION :
MEMBER # : A1 (Typical Connection)

SECTION PROPERTIES: NOTE: Cells in to be input by the user.


inches mm All units are FPS except mentioned.
Total Depth h 10.827 275
Width of Flange bf 5.315 135
Flange Thickness tf 0.394 10
Web Thickness tw 0.236 6
Gross Moment of Inertia Ig 133.856 55715062.5

VALUES FOR ANALYSIS: M = 52.88 KN-m


V = 35.58 KN
Moment M 39.00
Shear V 8.00 if Vu < 6 k, use Vu = 6 k
Allowable Stresses Ft 19.14
Shear Capacity (Single) V (cap) 7.51 refer. 'AISC' Table I-D
Ultimate Tensile Stress Fu 58

CHECK FOR STRESSES:

FLANGE
Diameter of bolts (req.) d 0.79 Diameter of bolts (provided) = 0.75
Gross Area of Flange Af (gross) 2.09250419
Net Area of Flange Af (net) 1.43974828
% Loss %L 31.19
Excess Loss from 15% L 16.19 refer. 'AISC' Manual P5-30
Net Moment of Inertia I (net) 115.412589
Section Modulous S (net) 21.32
Stresses fb 21.95 SAFE!
Tension in Flange T 43.2250735

FLANGE PLATE

Area of Plate (required) A(req.) 2.26 Thickness of Plate (pro.) = 1


Width of Plate (required) b(req.) 3.88 Width of Plate (prov.) = 5.315
Area of Plate (net) A(net) 3.69 Area of Plate (provided) = 5.31

check for 15% reduction due to holes: 4.52 SAFE!

CONNECTIONS:

a) Flange connection

No. of Bolts (required) n 5.76

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b) Web connection Shear cap.(Double) = 15 ref. 'AISC' Table I-D
Single bolt load cap.= 29.4 ref. 'AISC' Table I-F
No. of Bolts (required) n 0.53 Diameter of Bolts = 0.75
No. of Bolts (prov.) = 2

Load cap. = No.of bolts prov.x tw xsingle bolt load cap.= 13.89 SAFE!

IF SHEAR CONNECTION PROVIDED WITH CLEAT ANGLES:


ANGLE LEG LENGTH:

a) for leg connected with beam web


Edge distance = 1.5
leg length = gauge + edge distance = 4 Gauge length = 2.5 ref. 'AISC' Table
Angle th. = 0.3125 II-A & II-C
Nut th. = 0.75
b) for outstanding leg connected to col. Flange

leg length = angle th. + washer th. + nut th. + bolt projection + wrench clearance +edge dist. = 4.4375

Check Allowable Shear Force in connection Angles:

From AISC Table II-C :


Allowable Shear Force = 194 SAFE!

If beam is coped :

From AISC Table I-G : C1 = 1.7


C2 = 2.96

Rbs = 63.8456693 SAFE!

IF SHEAR CONNECTION PROVIDED WITH WELDED PLATE:

DESIGN OF PLATE WELDED AT ONE END & BOLTED AT OTHER:

Thickness of Plate:
tp (req.) = (tw + 1/16)/2 = 0.149 tp (provided) = 0.394

Length of Plate:

0.3 x Fu x A (net) > Vu (max) (i)


where,
A (net) = Ag (plate) - Ag (holes)

Ag1 (holes) = 0.296 for one bolt only


Ag2 (holes) = 0.591 for two bolts
Ag3 (holes) = 0.591 for no. of bolts

Ag (plate) = bp x tp
using above relation ( i ) , we have
A (net) = 0.230
That is
bp x tp - Ag(holes) = 0.230
therefore,
bp1 = 1.333 use this length when only single bolt is in shear plane
bp2 = 2.083 use this length when two bolts are in shear plane
bp3 = 2.083 use this length when all bolts are in shear plane

Therefore, providing two plates of

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