Transcript MERLIN-DASH and Recent Development of AASHTO LRFD …

MERLIN-DASH
Design and Analysis
of
Steel and
Reinforced
Concrete
Straight Highway
Bridge Systems
MERLIN-DASH Development
• Began in 1975
• Cooperative effort between Maryland
State Highway & University of Maryland
• Basic program completed in 1978
• Microcomputer version in 1985
• FHWA DP-81 began in 1988
• SI version in 1994
• WINDOWS version in 1995
• LRFD version in 1996
• WINDOWS/NT & Network version in 1997
FHWA DP-81 SHORT
COURSE HOST STATES
MERLIN-DASH Program
Functions
•
•
•
•
•
Steel & Reinforced Concrete
English & SI Units
DL, SDL & LL + I
WSD, LFD & LRFD
Analysis, Design, Code Checking,
Rating & Staging
MERLIN-DASH Banner Page
MERLIN-DASH Input Utility
MERLIN-DASH Input Verification
MERLIN-DASH Execution Utility
MERLIN-DASH Graphic Utility
MERLIN-DASH Print Utility
New Alternations in LRFD
•
•
•
•
•
•
•
•
•
New Dynamic Load Allowance
New Distribution Factors
New HL-93 Truck
New Limit States
New Load Combinations
New Fatigue Consideration
New LRFD Specifications
New Design Considerations
New Rating
Auto Generation
of
LRFD New Distribution Factors
• By Force: Moment & Shear
• By Geometry: Skewed & Non-skewed
• By Zoning: Positive & Negative Moment
Areas
• By Limit State: Strength & Fatigue Limit
States
LRFD Limit States
Strength I
rp1DC + rp2DW + 1.75(LL + I)
Strength II rp1DC + rp2DW + 1.35(LL + I)
Strength IV rp3(DC + DW)
rp1 = 1.25 - 0.9, rp2 = 1.50 - 0.65, rp3= 1.5
LRFD Limit States (cont.)
Service I
(DC + DW) + (LL + I)
Service II
(DC + DW) + 1.3(LL + I)
Fatigue
0.75(LL + I)
DASH Code Check Output
• Web Depth and Thickness Ratio
• Strength Category
• Strength Bending Capacity
• Strength Shear Capacity
• Serviceability
• Fatigue
• Shear Connector (Fatigue)
• Shear Connector (Strength)
• Splice Design
BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
TABLE
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
50
1.2.22.5 =DEPTH/THICKNESS RATIOS (N = n)
*******************************
SP IN D FROM
NO NO L SUPT
Lo Co
fc
Web
Web
ng mp (ksi)
depth thick
2Dcp/tw
2Dc/tw
Category
[1]
[2]
[3]
[4]
[5]
------------------------------------------------------------------------------1
0
1
1
1
2
1
3
1
4
1
5
1
6
1
7
1
8
1
9
1 10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
0
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
0
0
0
.08
13.30
22.24
26.85
27.17
23.21
14.99
2.50
20.57
39.36
63.59
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.500 214.10
.500 214.10
.500 214.10
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
93.23
93.23
93.23
93.23
93.23
93.23
93.23
93.23
94.71
94.71
94.71
.00
316.13
244.45
222.49
221.18
239.32
297.81
729.50
254.20
183.77
144.58
0
0
0
0
0
0
0
0
2
2
2
2
0
2
1
2
2
2
3
2
4
2
5
2
6
2
7
2
8
2
9
2 10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
63.59
39.36
20.57
2.50
14.99
23.21
27.17
26.85
22.24
13.30
.08
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
36.00
.500 214.10
.500 214.10
.500 214.10
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
.438
.00
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
90.55
94.71
94.71
94.71
93.23
93.23
93.23
93.23
93.23
93.23
93.23
93.23
144.58
183.77
254.21
729.34
297.80
239 .32
221.18
222.49
244.45
316.14
316.14
2
2
2
0
0
0
0
0
0
0
0
Note:
[1]
[2]
[3]
[4]
[5]
Factored DL+LL stress
For positive and negative flexure, use Eq.(6.10.3.1.4b -1)
and (4b-2),respectively.
Note: If the plastic N.A. is not in the web, Dcp = 0
(see AASHTO LRFD 6.10.3.1.4b)
Use Eq.6.10.4.1.2-1 (or Eq. 6.10.4.1.6A-1)
Depth of the web in compression in the elastic range.
Use Eq.(6.10.2.2-1) for section without longitudinal stiffener
(Long = 0; see the 4th column)
Use
Eq.(6.10.2.2-2) for section with longitudinal stiffener
(Long = 1; see the 4th column)
5th Col.= 1, Pos. Moment, Compr. flange on the top
5th Col.= 0, Neg. Moment, Compr. flange on the bottom
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
INPUT
PAGE
59
1.2.22.9=SUMMARY OF STRENGTH CATEGORY OF CROSS SECTION
*********************************************
S T R E N G T H
C A T E G O R Y,
Category
-----------------------------------------------------SP IN D FROM Section
Noncomposite
Composite
NonComp.
NO NO L SUPT Region
Web Flange Brac.
Web Ductility
Comp.
(ft)
[1]
[2]
[3]
[4]
[5]
--------------------------------------------------------------------------1
1
1
1
1
1
1
1
1
1
1
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
1
1
1
1
1
1
1
1
0
0
0
2
2
2
2
2
2
2
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
3
3
3
3
3
3
3
3
3
3
0
0
0
0
0
3
3
3
3
0
0
2
2
2
2
2
2
2
2
2
2
2
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
0
0
0
1
1
1
1
1
1
1
1
0
0
0
2
2
2
2
2
2
2
2
0
0
0
0
0
0
0
0
0
0
0
3
3
3
3
3
3
3
3
3
3
2
0
0
3
3
3
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
3
0
0
0
0
0
0
0
0
--------------------------------------------------------------------------NOTE: * P.M.R. = positive moment region
*
N.M.R.
=
negative
moment
*
Strength
Category
of
section
region
Cross
0
=
compact
2
=
braced
3
=
lateral-torsional
4
=
transversely
stiffened
5
=
transversely
and
Section
....................
non-compact
section
buckling
AASHTO
LRFD
Art.6.10.4.2.1
.........
AASHTO
LRFD
Art.6.10.4.2.4
section
.
AASHTO
LRFD
Art.6.10.4.2.6
......
AASHTO
LRFD
Art.6.10.7.3
girder
longitudinally
BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
66
TABLE 1.2.22.14=MAXIMUM STRENGTH FOR COMPOSITE SECTION
**************************************
POS. MOM. NEG. MOM. POS. MOM. NEG. MOM.
BENDING
SP IN D FROM
ID
BEF. DIST BEF. DIST AFT. DIST AFT. DIST
CAPACITY
NO NO L SUPT ----- --------- --------- --------- --------- <=> ---------(ft)
(k-ft)
(k-ft)
(k-ft)
(k-ft)
(k-ft),Note
-------------------------------------------------------------------------1
0
1
1
1
2
1
3
1
4
1
5
1
6
1
7
1
8
1
9
1 10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
0
0
0
0
0
0
0
0
3
0
0
.0
1614.4
2714.5
3323.5
3501.9
3257.5
2620.6
1578.5
-971.8
-1924.8
-3275.3
.0
593.0
992.2
1197.7
1209.4
1027.4
651.5
-1016.9
-2004.1
-3501.4
-5632.2
.0
1670.7
2827.2
3492.4
3727.2
3539.1
2958.5
1972.7
-971.8
-1924.8
-3275.3
.0
649.3
1104.9
1366.7
1434.7
1309.0
989.5
-622.7
-1553.5
-2994.5
-5069.0
<
<
<
<
<
<
<
<
<
<
<
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
4871.5
5535.4
5535.4
P
P
P
P
P
P
P
P
N
N
N
2
0
2
1
2
2
2
3
2
4
2
5
2
6
2
7
2
8
2
9
2 10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
0
0
3
0
0
0
0
0
0
0
0
-3275.3
-1924.7
-971.7
1578.5
2620.6
3257.4
3501.9
3323.4
2714.5
1614.3
.0
-5632.2
-3501.3
-2004.0
-1016.9
651.6
1027.4
1209.4
1197.7
992.2
593.0
.0
-3275.3
-1924.7
-971.7
2038.6
3046.2
3648.7
3858.8
3645.9
3002.6
1868.0
.0
-5069.0
-2972.5
-1509.5
-556.9
1077.2
1418.6
1566.3
1520.2
1280.3
846.7
219.3
<
<
<
<
<
<
<
<
<
<
<
5535.4
5535.4
4871.5
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
4349.9
N
N
N
P
P
P
P
P
P
P
P
-------------------------------------------------------------------------NOTE : REDISTRIBUTION IS DONE IF PIER SECTION IS COMPACT
IF NONCOMPACT, MAXIMUM MOMENTS ARE ADJUSTED.
ADJUSTMENT IS BASED ON THE FORMULA SHOWN ON THE FOOT NOTE
OF TABLE 1.2.22.1
BRIDGE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
68
TABLE
1.2.22.15=UNSTIFFENED SECTION SHEAR CAPACITY
**********************************
SP
NO
IN
NO
D
L
1
1
1
1
1
1
1
1
1
1
1
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
82.3
82.3
82.3
82.3
82.3
82.3
82.3
82.3
72.0
72.0
72.0
.672
.672
.672
.672
.672
.672
.672
.672
.854
.854
.854
456.8
456.8
456.8
456.8
456.8
456.8
456.8
456.8
522.0
522.0
522.0
306.9
306.9
306.9
306.9
306.9
306.9
306.9
306.9
445.5
445.5
445.5
2
2
2
2
2
2
2
2
2
2
2
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
59.2
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
73.9
72.0
72.0
72.0
82.3
82.3
82.3
82.3
82.3
82.3
82.3
82.3
.854
.854
.854
.672
.672
.672
.672
.672
.672
.672
.672
522.0
522.0
522.0
456.8
456.8
456.8
456.8
456.8
456.8
456.8
456.8
445.5
445.5
445.5
306.9
306.9
306.9
306.9
306.9
306.9
306.9
306.9
FROM
Fy
k
Art.6.10.7.2
C
Vp
SHEAR CAPACITY
SUPT ----- ----- -------------- D/tw
----- ----- ----- -Eq.6.10.7.2-(ft)
(ksi)
[1]
[2]
[3]
[4]
(ksi)
Vn = C x Vp
------------------------------------------------------------------------------
-----------------------------------------------------------------------------NOTE: [1] k= buckling coefficient = 5+5/((d0/D)**2)
= 5 for unstiffened beams and girders
= 5 for stiffened girders when (d0/D) > 3, or
(d0/D) > (260/(D/tw))**2
[2]
=
2.46*sqrt(E/Fyw)
[3]
=
3.07*sqrt(E/Fy)
[4]
C
=
ratio
For
D/tw
For
[2]
For
D/tw
<
of
[2],
.LE.
>
nominal
Vn
D/tw
[3],
C
=
shear
and
plastic
shear
force,
Vp
Vp
.LE.
=
resistance
[3],
C = 1.48tw^2*sqrt(E*Fyw)
..... AASHTO LRFD Eq.6.10.7.2 -2
4.5*tw^3*E/D
.....
AASHTO
LRFD
Eq.6.10.7.2 -3
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
73
1.2.22.21=LRFD SERVICE II CHECK
*********************
SECTION RESULTANT STRESS
REGION
DUE TO (DL1+DL2)
COMPO. N.COMP
FLAG
SP IN D FROM
Fy
------+beta(LL+I)
------ ------ -------NO NO L SUPT ----- 1=COMP. -----(ksi)------ <=> 0.95Fy 0.80Fy
0=OK
(ft)
(ksi) 0=N.COMP
TOP
or
BOT
(ksi)
(ksi)
1=NG
---------------------------------------------------------------------1
1
1
1
1
1
1
1
1
1
1
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
1
1
1
1
1
1
1
1
0
0
0
.00
20.73
34.98
43.01
45.46
42.43
34.24
20.76
11.76
25.73
43.84
B
B
B
B
B
B
B
B
B
B
B
<
<
<
<
<
<
<
<
<
<
<
2
2
2
2
2
2
2
2
2
2
2
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
0
0
0
1
1
1
1
1
1
1
1
43.84
25.73
11.76
20.76
34.24
42.43
45.46
43.01
34.98
20.73
.00
B
B
B
B
B
B
B
B
B
B
B
<
<
<
<
<
<
<
<
<
<
<
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.50
47.5 0
47.50
47.50
47.50
47.50
47.50
47.50
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
------------------------------------------------------------ ---------NOTE:
AASHTO
**
LRFD
Load
Art.
6.10.10.2
Combination
Service
--II
SERVICE
in
LIMIT
STATE
Table
3.4.1 -1
shall
D
+
beta*(L+I)
.LE.
0.95RhFfy
for
composite
D
+
beta*(L+I)
.LE.
0.80RhFfy
for
non-composite
where
beta
=
1.3
or
the
user
specified
apply
sections
value
sections
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
1.2.22.23A=FATIGUE STRESS RANGE FOR TRUCK
******************************
(1)
(2)
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
76
(UNFACTORED)
Main (Longitudinal) Load Carrying Members
Road Type = I --- Rural Interstate
---------
TOP OF TOP FLANGE
BOTTOM OF BOTTOM FLANGE
----------------------------- ----------------------------SP IN D FROM
GOVERN. STRESS
ACCEPTABLE
GOVERN. STRESS
ACCEPTABLE
NO NO L SUPT
LOADING RANGE
STRESS
LOADING RANGE
STRESS
(ft)
(ksi)
CATEGORY
(ksi)
CATEGORY
------------------------------------------------------------------------1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
2
2
0
1
2
3
4
5
6
7
8
9
10
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
63.74
63.00
72.00
81.00
90.00
.00
9.00
18.00
26.26
27.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
TR
TR
TR
TR
TR
TR
TR
POC
I:C
TR
TR
POC
TR
I:C
TR
TR
TR
TR
TR
TR
TR
.0
.1
.2
.3
.3
.3
.3
.3
A
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
D
D
D
D
D
D
D
D
E
E
E
E
E
E
E
E
E^
E^
E^
E^
E^
E^
E^
E^
TR
TR
TR
TR
TR
TR
TR
TR
1.2 A B B^C^C D E E^
-1.0 A B B^C^C D E E^
.9 A B B^C^C D E E^
.9 A B B^C^C D E E^
-1.0 A B B^C^C D E E^
1.2 A B B^C^C D E E^
.0
2.4
4.0
5.1
5.6
5.6
5.6
5.0
A
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B
B^C^C D
B^C^C D
B ^C^C
B^C^
B^C^
B^C^
B^C^
B^C^
E
E^
TR
TR
TR
2.9 A B B^C^C D
-2.5 A B B^C^C D E
2.2 A B B^C^C D E
E^
TR
TR
TR
2.2 A B B^C^C D E
-2.5 A B B^C^C D E
2.9 A B B^C^C D
E^
.3
A
B
B^C^C
D
E
E^
TR
5.0
A
B
B^C^
.3
.3
.3
.3
.2
.1
.0
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
B^C^C
D
D
D
D
D
D
D
E
E
E
E
E
E
E
E^
E^
E^
E^
E^
E^
E^
TR
TR
TR
TR
TR
TR
TR
5.6
5.6
5.6
5.1
4.0
2.4
.0
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B^C^
B^C^
B^C^
B^C^
B^C^C
B^C^C
B^C^C
D
D
E
E^
------------------------------------------------------------------------NOTE: TR = Truck loading
NOTE:
ITEM
;
INT
SCG
POC
=
=
=
Span interval point
Section-change point
Dead load point of contraflexure
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
77
1.2.22.24=SHEAR CONNECTOR (FATIGUE CRITERIA) (UNFACTORED)
******************************* ***
AASHTO E6.10.7.4.1b AASHTO LRFD Eqn. SHEAR CONN.
MAX. ALLOW.
FROM ---------------------6.10.7.4.2-1,2
PER TRANS.
SHEAR CONN.
SUPT
Vsr
Q/I
Sr
---------------SECTION
---PITCH---(ft)
[1]
[2]
[3]
[4],Zr <--Input [5], input
(in),[6]
-----------------------------------------------------------------------------SP
NO
IN
NO
D
L
1
1
1
1
1
1
1
1
1
1
1
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
43.6
37.3
33.2
31.2
29.8
30.7
32.6
36.0
39.0
41.9
44.8
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.18990E-01
.18990E-01
.18990E-01
1.1
.9
.8
.8
.8
.8
.8
.9
.7
.8
.9
TR
TR
TR
TR
TR
TR
TR
TR
TR
TR
TR
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
3
3
3
3
3
3
3
3
3
3
3
5.72
6.69
7.51
7.98
8.38
8.11
7.64
6.9 2
8.52
7.95
7.42
2
2
2
2
2
2
2
2
2
2
2
0
1
2
3
4
5
6
7
8
9
10
.00
9.00
18.00
27.00
36.00
45.00
54.00
63.00
72.00
81.00
90.00
44.8
41.9
39.0
36.0
32.6
30.7
29.8
31.2
33.2
37.3
43.6
.18990E-01
.18990E-01
.18990E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.25335E-01
.9
.8
.7
.9
.8
.8
.8
.8
.8
.9
1.1
TR
TR
TR
TR
TR
TR
TR
TR
TR
TR
TR
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
2.11
3
3
3
3
3
3
3
3
3
3
3
7.42
7.95
8.52
6.92
7.64
8.11
8.38
7.98
7.51
6.69
5.72
------------------------------------------------------------------------------NOTE: [1] Vsr = range of shear due to live loads and impact in Kips; at any
section, the range of shear shall be taken as the difference
in the minimum and maximum shear envelopes (excluding dead
loads); AASHTO LRFD Eqn.6.10.7.4.1b -1
[2]
Q/I
:
Q=
statical moment about the neutral axis of the comp osite
section of the transformed compressive concrete area or
the area of reinforcement embedded in the concrete for
negative moment, in cubic inches; AASHTO LRFD
Eqn.6.10.7.4.1b-1
I=
moment of inertia of the transformed composite girder in
positive moment regions or the moment of inertia provided
by the steel beam including or excluding the area of
reinforcement embedded in the concrete in negative moment
regions, in inches to the fourth power.
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
79
1.2.22.24A=SHEAR CONNECTOR (STRENGTH LIMIT STATE)
**************************************
MOMENT
REGION
V1
V2
V3
NO OF SHEAR
SEE NOTE
STATUS
SP IN D FROM ------ ----- ----- -----CONNECTOR
-------- -------NO NO L SUPT 1=POS.
(k)
(k)
(k)
---- N ---- <=>
N1
N2
BLANK=OK
(ft)
0=NEG.
LRFD 6.10.7.4.4b
FATIG. CRI.
CHECK=**
------------------------------------------------------------------------1
4
36.00
1
1
10
90.00
0
2
2
0
6
.00
54.00
0
1
1937.5
1937.5
1937.5
1937.5
2611.2
2611.2
2008.8
261
168
138
>
>
>
2008.8
2611.2
2611.2
138
261
168
>
>
>
60
60
62
62
60
60
------------------------------------------------------------------------Strength Limit State (Article 6.10.7.4.4)
[1]
The number of shear connectors provided between the
section of maximum positive moment and each adjacent
point of 0.0 moment, or between each adjacent point
of 0.0 moment and centerline of an interior support
shall be checked to ensure that adequate connectors
are provided for Strength Limit State.
[2]
The number of shear connectors required
the number given by the formula :
N1
(N2)
=
Vh
/
Qr
-
-
-
-
-
-
equal
(Eq.
or
exceed
6.10.7.4.4a-2)
Where
N1 =
Number of connectors between points of maximum
positive moment and each adjacent point of 0.0 moment
N2 = number of connectors between each adjacent point of
0.0 moment and the centerline of an interior support
Vh = nominal horizontal shear force
Qr = factored shear resistance of one shear connector
= (Phi)sc Qn
- - - - - - (Eq. 6.10.7.4.4a-1)
Qn = nominal resistance
(Phi)sc = resistance factor for shear connectors
[3]
The total horizontal shear force between the point of
maximum positive moment and each adjacent point of 0.0
shall be the lesser either:
V2
=
0.85
V1
=
Fyw
f'c
b
ts
tw
+
Fyt
-
-
-
-
-
-
(Eq.
Fyc
bc
moment
6.10.7.4.4b-1)
or
D
bt
tt
+
tc
(Eq.
6.10.7.4.4b -2)
BRIDGE
TABLE
ENGINEERING SOFTWARE & TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF MARYLAND
CENTER
MERLIN V 7.2
COMPOSITE
LRF -- 1998
CODE CHECK
PAGE
82
1.2.22.29A=SPLICE DESIGN AT SPLICE NO 1
*****************************
SPLICE
FROM
LEFT
PL
=
16.00
FORCE FOR THE TOP PLATE
&
FOR THE BOTTOM PLATE
DESIGN SHEAR FOR THE WEB PLATE
& MOMENT FOR THE WEB PLATE
& ECCENT FOR THE WEB PLATE
& HORIZ. FORCE FOR THE WEB
BOLT SPACING
BOLT EDGE DISTANCE
CONTROL FLANGE IS ON BOTTOM
COMPRESSION FLANGE IS ON BOTH
=
=
=
=
=
=
=
=
TOP
NO.
PL
1
=
AT
SPAN
12.00
X
1
DISTANCE
.750,
BOTTOM
DESIGN
(A)
WEB
SPLICE
WEB
PLATE
SIZE:
WEB
PLATE
BOLTS:
END
IS
X
63.0
.875,
331.88
472.50
263.82
237.69
3.4
263.6
3.0
1.5
FEET
WEB
PL
=
36.00
DESIGN:
2
PLATES
.3750
USE
2 COLUMNS
(TOTALS ARE
4
X
30.00
OF
10 BOLTS
COLUMNS WITH
FOR
40
EACH COL
BOLTS)
(SIZE
.875"
FORCE
SO, THE
41.5 KIPS < THE SHEAR
WEB BEARING IS OK
RESISTANCE
OF
THE
BOLT
43.9
SHEAR
FORCE
SO, THE
263.8 KIPS
WEB SPLICE
RESISTANCE
OF
THE
PLATE
652.5
BOLT
HORIZ.
SO,
THE
SHEAR
ADEQUACY
< THE
PLATE
SHEAR
IS OK
FORCE
25.17
OF
WEB
TOP
KIPS
BOLTS
<
IS
WEB
SPLICE BENDING STRESS
37.07 KSI < THE
SO, THE ADEQUACY OF WEB SPLICE PLATES
(B)
TOP
TOP
PLATE
SIZE:
TOP
PLATE
BOLTS:
(C)
BOTTOM
SPLICE
.438
KIPS
KIPS
KIPS
K-FT
IN
KIPS
IN
IN
SHEAR
TOP
X
THE
DUE
OK
MAX. SHEAR FORCE
TO FLANGE FORCE
ALLOWABLE
IS OK
STRESS
DIA.)
KIPS
KIPS
32.22
50.00
KIPS
KSI
DESIGN:
1
PLT
USE
SPLICE
.3750
2 ROWS
(TOTALS
X
12.00
OF
ARE
4
2
&
2
PLTS
.3750
X
5.25
BOLTS FOR
ROWS WITH
EACH ROW (SIZE
16 BOLTS)
16.00
2
.875"
DIA.)
DESIGN:
BOTTOM
PLATE
SIZE:
BOTTOM
PLATE
BOLTS:
1
PLT
.3750
X
USE 4 ROWS OF
(TOTALS ARE
4
&
PLTS
.3750
3 BOLTS FOR EACH ROW
ROWS WITH
24 BOLTS)
X
(SIZE
7.25
.875"
DIA.)