DASH-Verif-manual_06..

108 Pages·2004·1 MB·English

VERIFICATION MANUAL

for

MERLIN-DASH
(LFD and LRFD Steel)

Computer Program for
Design and Analysis of Straight Highway Bridge System

THE BRIDGE ENGINEERING SOFTWARE AND TECHNOLOGY (BEST) CENTER

DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING

UNIVERSITY OF MARYLAND

COLLEGE PARK, MD 20742

November 2006
I. Introduction

In order to fully verify the LFD and LRFD versions of MERLIN-DASH (Design, Analysis, and
Rating of Straight Highway Bridge System), three examples from “Four LRFD Design Examples
of Steel Highway Bridges” published by AISC was adopted. In this publication only one
verification problem (Examples 2: Two-Span Continuous Composite I-Girder 90 ft – 90 ft) is
listed.

Section II – Bridge Information presents the following four subsections, with the information
adopted from the AISC publication:

1. Bridge description
2. Bridge cross section, framing plan and elevation
3. AISC LRFD Dead- and live-load moment envelopes & Dead- and live-load shear
envelopes
4. AISC LRFD Fatigue-load moment & Fatigue-load shear

For verification, graphs and calculations based on MERLIN-DASH and hand calculations are
given for both LFD and LRFD.

Section III – LRFD Verifications presents

1. LRFD unfactored moments and the graph
2. LRFD factored moments and the graph
3. LRFD unfactored shears and the graph
4. LRFD factored shears and the graph
5. Verification of LRFD code checks

Section IV – LFD Verifications presents

1. LFD moments and the graph
2. LFD shears and the graph
3. Verification of LFD code checks

Appendix A lists the LRFD output and Appendix B lists the LFD output.

2
II. Bridge Information

1. Bridge description

Ref: AISC “Four LRFD Design Examples of Steel Highway Bridges,” U.S. Unit

Example: Two-Span Continuous Composite I Girder

Specifications: (1) AASHTO Standard Specifications (17th Edition with 2003 Interim)

(2) AASHTO LRFD Bridge Design Specifications (2nd Edition 1998 with
2003 Interim)

Structural steel: AASHTO M270, Grade 50W, F =50 ksi
y

Concrete: f Z = 4.0 ksi; modular ratio n=8
c

Reinforcing steel:
AASHTO M31, Grade 60, F =60 ksi
y

DC1: Slab = 1.063 K/ft (DL1 for LFD)

Concrete Haunch = 0.033 K/ft (DL1 for LFD)

Stay-in-place forms = 0.135 K/ft (DL1 for LFD)

Detail factor = 1.12 (to match the steel weight)

DC2: Barriers = 0.268 K/ft (DL2 for LFD)

DW: Wearing surface = 0.213 K/ft (DL2 for LFD)

Live load: HL-93 (HS20 for LFD)

Design factor: η = 0.95 (default; LRFD only)
3
2. Bridge cross section, framing plan and elevation

4
3. AISC LRFD Dead- and live-load moment envelopes & Dead- and live-load shear
envelopes

5
4. AISC LRFD Fatigue-load moment & Fatigue-load shear

6
III. LRFD Verifications
1. LRFD unfactored moments and the graph
Span No Increm NoDist from Left DC1 DW DC2 LL+ LL- LL + LL - LL Range
tr tr
(ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft)
1 0 0.00 0 0 0 0 0 0 0 0
1 1 9.00 342.4 53.7 67.6 583.6 -87.4 189 -27 215
1 2 18.00 572.2 90.1 113.4 984.2 -174.7 309 -54 362
1 3 27.00 689.4 109.3 137.6 1214.7 -262.1 383 -81 464
1 4 36.00 694 111.3 140 1310 -349.4 402 -108 510
1 5 45.00 586 96 120.7 1274.3 -436.8 382 -135 517
1 6 54.00 365.4 63.4 79.8 1125.2 -524.1 350 -162 512
1 7 63.00 32.2 13.6 17.1 855.2 -611.5 270 -188 459
1 8 72.00 -413.6 -53.5 -67.3 510.2 -674.8 152 -215 367
1 9 81.00 -971.9 -137.8 -173.4 194 -1064.5 66 -242 308
1 10 90.00 -1642.9 -239.4 -301.2 0 -1633.9 0 -269 269
2 0 90.00 -1642.9 -239.4 -301.2 0 -1633.9 0 -269 269
2 1 99.00 -971.9 -137.8 -173.4 194 -1064.5 66 -242 308
2 2 108.00 -413.6 -53.5 -67.3 510.2 -674.8 152 -215 367
2 3 117.00 32.2 13.6 17.1 855.1 -611.5 270 -188 459
2 4 126.00 365.4 63.4 79.8 1125.2 -524.1 350 -162 512
2 5 135.00 586 96 120.7 1274.3 -436.8 382 -135 517
2 6 144.00 694 111.3 140 1310 -349.4 402 -108 510
2 7 153.00 689.4 109.3 137.6 1214.7 -262.1 383 -81 464
2 8 162.00 572.2 90.1 113.4 984.2 -174.7 309 -54 362
2 9 171.00 342.4 53.7 67.6 583.6 -87.4 189 -27 215
2 10 180.00 0 0 0 0 0 0 0 0
LRFD Unfactored Moment
1500
1000
DC1
500
DW
nt 0 DC2
e
m Panel LL+
o -500
M Pt LL-
-1000 LLtr+
LLtr-
-1500
-2000
Distance
7
2. LRFD factored moments and the graph
Span No Increm NoDist from Left Service I Service II Strength I Strength II Strength IV Fatig Range
(ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft)
1 0 0.00 0 0 0 0 0 0
1 1 9.00 1047.3 1222.4 1614.4 1380.9 695.5 161.6
1 2 18.00 1759.9 2055.2 2714.5 2320.9 1163.6 271.8
1 3 27.00 2151 2515.4 3323.5 2837.6 1404.5 347.7
1 4 36.00 2255.3 2648.3 3502 2978 1417.9 382.6
1 5 45.00 2077.1 2459.4 3257.5 2747.8 1204.1 387.6
1 6 54.00 1633.8 1971.3 2620.6 2170.6 762.9 383.9
1 7 63.00 918.1 1174.6 1578.5 1236.5 94.3 344.1
1 8 72.00 -1209.1 -1411.5 -1862.1 -1592.2 -801.5 275.4
1 9 81.00 -2347.7 -2667 -3501.3 -3075.5 -1924.7 231
1 10 90.00 -3817.4 -4307.6 -5648.6 -4995 -3275.3 201.9
2 0 90.00 -3817.4 -4307.6 -5648.6 -4995 -3275.3 201.9
2 1 99.00 -2347.7 -2667 -3501.3 -3075.5 -1924.7 231
2 2 108.00 -1209.1 -1411.5 -1862.2 -1592.2 -801.5 275.4
2 3 117.00 918 1174.6 1578.5 1236.5 94.3 344.1
2 4 126.00 1633.8 1971.3 2620.6 2170.6 762.9 383.9
2 5 135.00 2077 2459.3 3257.5 2747.7 1204.1 387.6
2 6 144.00 2255.3 2648.3 3502 2978 1417.9 382.6
2 7 153.00 2151 2515.4 3323.5 2837.6 1404.4 347.7
2 8 162.00 1759.9 2055.2 2714.5 2320.9 1163.6 271.8
2 9 171.00 1047.3 1222.4 1614.4 1380.9 695.5 161.6
2 10 180.00 0 0 0 0 0 0
LRFD Factored Moment
4000
3000
2000
Service I
1000
Service II
t 0
n
e Strength I
m -1000 1 3 5 7 9 11 13 15 17 19 21
o Strength II
M -2000
Strength IV
-3000
Fatigue Range
-4000
-5000
-6000
Panel Pt
8
3. LRFD unfactored shears and the graph

Span No Increm NoDist from Left DC1 DW DC2 LL+ LL- LL + LL - LL Range
tr tr
(ft) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip)
1 0 0.00 44.3 6.9 8.7 102.6 -13.1 39 -4 44
1 1 9.00 31.8 5 6.3 86 -13.5 33 -4 37
1 2 18.00 19.3 3.1 3.9 70.5 -19.1 27 -6 33
1 3 27.00 6.8 1.2 1.5 56.1 -29.9 21 -10 31
1 4 36.00 -5.7 -0.7 -0.9 43.1 -43.3 16 -14 30
1 5 45.00 -18.3 -2.7 -3.3 31.6 -57 12 -19 31
1 6 54.00 -30.8 -4.6 -5.8 21.6 -70.6 7 -25 33
1 7 63.00 -43.3 -6.5 -8.2 13.1 -83.8 5 -31 36
1 8 72.00 -55.8 -8.4 -10.6 7.2 -96.6 3 -36 39
1 9 81.00 -68.3 -10.3 -13 2.8 -108.8 1 -41 42
1 10 90.00 -80.8 -12.2 -15.4 0 -120.3 0 -45 45
2 0 90.00 80.8 12.2 15.4 120.3 0 45 0 45
2 1 99.00 68.3 10.3 13 108.8 -2.8 41 -1 42
2 2 108.00 55.8 8.4 10.6 96.6 -7.2 36 -3 39
2 3 117.00 43.3 6.5 8.2 83.8 -13.1 31 -5 36
2 4 126.00 30.8 4.6 5.8 70.6 -21.6 25 -7 33
2 5 135.00 18.3 2.7 3.3 57 -31.6 19 -12 31
2 6 144.00 5.7 0.7 0.9 43.3 -43.1 14 -16 30
2 7 153.00 -6.8 -1.2 -1.5 29.9 -56.1 10 -21 31
2 8 162.00 -19.3 -3.1 -3.9 19.1 -70.5 6 -27 33
2 9 171.00 -31.8 -5 -6.3 13.5 -86 4 -33 37
2 10 180.00 -44.3 -6.9 -8.7 13.1 -102.6 4 -39 44
LRFD Unfactored Shear
150
100
DC1
50 DW
DC2
r
a
e 0 LL+
h
S r- LL-
-50
LLtr+
LLtr-
-100
-150
Panel Pt
9
4. LRFD factored shears and the graph
Span No Increm No Dist from Left Service I Service II Strength I Strength II Strength IV Fatig Range
(ft) (kip) (kip) (kip) (kip) (kip) (kip)
1 0 0.00 162.6 193.3 256.2 215.2 89.9 32.7
1 1 9.00 129.1 154.9 205.7 171.2 64.6 28
1 2 18.00 96.7 117.9 156.9 128.7 39.4 24.9
1 3 27.00 65.5 82.4 110.3 87.8 14.1 23.4
1 4 36.00 -50.7 -63.7 -85.2 -67.9 -11.1 22.3
1 5 45.00 -81.2 -98.3 -130.7 -107.9 -36.4 23.1
1 6 54.00 -111.7 -132.8 -176 -147.8 -61.7 24.5
1 7 63.00 -141.7 -166.9 -220.7 -187.2 -86.9 27
1 8 72.00 -171.4 -200.3 -264.6 -226 -112.2 29.3
1 9 81.00 -200.4 -233 -307.5 -264 -137.4 31.4
1 10 90.00 -228.8 -264.9 -349.2 -301 -162.7 33.6
2 0 90.00 228.8 264.9 349.2 301 162.7 33.6
2 1 99.00 200.4 233 307.5 264 137.4 31.4
2 2 108.00 171.4 200.3 264.6 226 112.2 29.3
2 3 117.00 141.7 166.9 220.7 187.2 86.9 27
2 4 126.00 111.7 132.8 176 147.8 61.7 24.5
2 5 135.00 81.2 98.3 130.7 107.9 36.4 23.1
2 6 144.00 50.7 63.7 85.2 67.9 11.1 22.3
2 7 153.00 -65.5 -82.4 -110.3 -87.8 -14.1 23.4
2 8 162.00 -96.7 -117.9 -156.9 -128.7 -39.4 24.9
2 9 171.00 -129.1 -154.9 -205.7 -171.2 -64.6 28
2 10 180.00 -162.6 -193.3 -256.2 -215.2 -89.9 32.7
LRFD Factored Shear
400
300
200 Service I
100 Service II
r
a Strength I
e 0
h Strength II
S Panel
-100
Strength IV
Pt
-200 Fatigue Range
-300
-400
Panel Pt
10