Load Rating of Segmental Bridges (2024)

Chapter: Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data

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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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APPENDIX B

Live Load Models Based on National Weigh-in-Motion Data and Permit Data

B.1 AASHTO Single-Unit Loads

Specialized hauling vehicles (SHVs) are single-unit trucks with closely spaced multiple axles. The number of axles is typically from four to seven and can be loaded up to 80-kip gross vehicle weight (GVW) without violating federal bridge formula even though they have short wheelbases.

In accordance with SHRP 2 Report: S2-R19B-RW-1, 32 WIM sites were selected (Modjeski and Masters, Inc. et al. 2015).

There are 32 WIM sites from 19 states, including Arizona, Arkansas, Colorado, Delaware, Illinois, Indiana, Kansas, Louisiana, Maine, Maryland, Minnesota, New Mexico, Pennsylvania, Tennessee, Virginia, Wisconsin, California, Florida, and Mississippi.

Lou et al. (2019) developed an algorithm to identify SHVs from the WIM data, as shown in Figure B-1. The algorithm consists of filtering out the erroneous and car readings, filtering out the overweight trucks, and screening the SHV traffic fleet based on the truck configurations (i.e., truck length and weight). Using the algorithm, the SHV’s traffic fleet is screened out from the qualified vehicle fleet. The statistics are summarized in Table B-1.

The load effects of SHVs are normalized by AASHTO’s single-unit family. However, owing to an insufficient number of seven-axle SHVs, the live load extrapolation was performed for four-axle, five-axle, and six-axle SHVs only.

The statistical live load model consists of the mean maximum bias factor (λ), V of the maximum load effects, and the distribution type of the maximum load effects.

The load effects are calculated for span lengths of 30 ft, 60 ft, 80 ft, 120 ft, and 200 ft. Figure B-3 through Figure B-7 show the normal probability paper (NPP) of the SHV gross vehicle weight (GVW) and the load effect ratios for five WIM sites (randomly selected for demonstration purposes).

The live load extrapolations were performed in two approaches, extrapolations using all SHVs’ load and the maximum daily loads, both plotted in the NPP. The Kolmogorov–Smirnov test was selected for different WIM sites and different span lengths due to its better performance than the Chi-Square test. Based on the analysis of goodness of fit, normal distribution can be used to describe all data, while generalized extreme value (GEV) distribution can be used to describe daily maximum data. However, the GEV extrapolations for some span lengths are not able to envelop the maximum observed values. In addition, the normal extrapolation gives more stable results. Therefore, the team decided to use the normal extrapolation.

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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Algorithm for identifying SHVs
Figure B-1. Algorithm for identifying SHVs.

Table B-1. SHV counts from each WIM site.

Source Site ID QV # SHV4 # SHV5 # SHV6 # SHV7 #
FHWA Data AR2 1675235 59 13 0 0
AZ1 35572 5 0 0 0
AZ2 1430424 11 8 0 0
CO2 343580 1 0 0 0
DE1 201673 50 0 0 0
IL6 854013 24 1 0 0
IN6 185263 14 17 0 0
KS2 477905 40 0 0 0
LA1 85692 10 0 0 0
MD5 328770 166 4 0 0
ME5 366488 4 0 0 0
MN5 55538 104 68 0 0
NM1 117095 1 0 0 0
NM5 608275 0 0 0 0
PA6 1495705 13 0 0 0
TN6 1622282 97 1 0 0
VA1 259180 83 18 0 0
WI1 226908 52 165 0 0
NCHRP Data CA_AEB 837667 17 2 0 0
CA_AWB 943147 51 11 0 0
CA_Bow 651090 16 2 0 0
CA_LAN 4092484 1351 6036 1 0
CA_LAS 4661287 1469 1404 0 0
CA_Lodi 2273143 59 15 0 0
FL_I10 1641480 90 14 0 0
FL_I95 2112518 4234 91 2 0
FL_US29 389164 761 1 0 0
MI_I10 1965022 132 69 5 0
MI_I55R 1333268 38 128 0 0
MI_I55U 1232223 36 95 0 0
MI_US49 1225138 200 102 0 0
MI_US61 159299 6 13 0 0
Page 211 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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The load effect extrapolations were done for various return periods and different simulated ADTTs. The return periods included 1 day, 2 weeks, 1 month, 2 months, 6 months, 1 year, 5 years, 50 years, 75 years, and 100 years; the ADTTs include 250, 1,000, 2,500, 5,000, and 10,000. After the load extrapolation for each site, the mean, V, and distribution types of the maximum load effects were determined for the reliability analysis, as tabulated in Table B-2 through Table B-46.

Table B-2. Four-axle SHV statistical parameters of live load moment for ADTT = 250.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.81 0.06 0.84 0.07 0.86 0.07 0.87 0.07 0.86 0.08
2 weeks 0.86 0.05 0.88 0.06 0.91 0.05 0.92 0.05 0.92 0.06
1 month 0.87 0.04 0.90 0.05 0.92 0.05 0.94 0.04 0.94 0.05
2 months 0.89 0.04 0.91 0.05 0.94 0.04 0.95 0.04 0.96 0.04
6 months 0.91 0.04 0.94 0.04 0.96 0.03 0.98 0.03 0.99 0.04
1 year 0.92 0.03 0.95 0.03 0.97 0.03 1.00 0.03 1.01 0.04
5 years 0.95 0.03 0.98 0.03 1.00 0.03 1.03 0.03 1.05 0.04
50 years 0.98 0.03 1.01 0.03 1.03 0.03 1.07 0.04 1.10 0.05
75 years 0.99 0.03 1.02 0.03 1.04 0.03 1.07 0.05 1.10 0.06
100 years 0.99 0.03 1.02 0.03 1.04 0.03 1.07 0.05 1.11 0.06

Table B-3. Four-axle SHV statistical parameters of live load moment for ADTT = 1,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.84 0.05 0.86 0.07 0.88 0.06 0.89 0.06 0.89 0.07
2 weeks 0.89 0.04 0.91 0.05 0.93 0.04 0.95 0.04 0.96 0.05
1 month 0.90 0.04 0.93 0.04 0.95 0.04 0.97 0.04 0.98 0.04
2 months 0.92 0.03 0.94 0.04 0.96 0.03 0.99 0.03 1.00 0.04
6 months 0.94 0.03 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.04
1 year 0.95 0.03 0.97 0.03 1.00 0.03 1.02 0.03 1.05 0.04
5 years 0.97 0.03 1.00 0.02 1.02 0.03 1.05 0.04 1.08 0.05
50 years 1.00 0.03 1.03 0.03 1.05 0.04 1.08 0.05 1.12 0.06
75 years 1.00 0.04 1.03 0.03 1.05 0.04 1.09 0.05 1.12 0.06
100 years 1.01 0.04 1.03 0.03 1.05 0.04 1.09 0.05 1.13 0.07

Table B-4. Four-axle SHV statistical parameters of live load moment for ADTT = 2,500.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.85 0.05 0.88 0.06 0.90 0.05 0.91 0.05 0.91 0.06
2 weeks 0.91 0.04 0.93 0.04 0.95 0.04 0.97 0.04 0.99 0.04
1 month 0.92 0.03 0.95 0.04 0.97 0.03 0.99 0.03 1.01 0.04
2 months 0.93 0.03 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.04
6 months 0.95 0.03 0.98 0.03 1.00 0.03 1.03 0.03 1.05 0.04
1 year 0.96 0.03 0.99 0.02 1.01 0.03 1.04 0.04 1.07 0.04
5 years 0.98 0.03 1.01 0.03 1.03 0.03 1.07 0.04 1.10 0.05
50 years 1.01 0.04 1.04 0.03 1.06 0.04 1.09 0.05 1.13 0.07
75 years 1.01 0.04 1.04 0.04 1.06 0.04 1.10 0.06 1.14 0.07
100 years 1.02 0.04 1.04 0.04 1.06 0.04 1.10 0.06 1.14 0.07
Page 212 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-5. Four-axle SHV statistical parameters of live load moment for ADTT = 5,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.87 0.05 0.89 0.06 0.91 0.05 0.93 0.05 0.93 0.05
2 weeks 0.92 0.03 0.94 0.04 0.97 0.03 0.99 0.03 1.01 0.04
1 month 0.93 0.03 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.04
2 months 0.95 0.03 0.97 0.03 0.99 0.03 1.02 0.03 1.04 0.04
6 months 0.96 0.03 0.99 0.02 1.01 0.03 1.04 0.04 1.07 0.04
1 year 0.97 0.03 1.00 0.02 1.02 0.03 1.05 0.04 1.08 0.05
5 years 0.99 0.03 1.02 0.03 1.04 0.03 1.07 0.05 1.11 0.06
50 years 1.02 0.04 1.04 0.04 1.06 0.04 1.10 0.06 1.14 0.07
75 years 1.02 0.04 1.05 0.04 1.07 0.04 1.11 0.06 1.15 0.07
100 years 1.02 0.04 1.05 0.04 1.07 0.04 1.11 0.06 1.15 0.07

Table B-6. Four-axle SHV statistical parameters of live load moment for ADTT = 10,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.88 0.04 0.90 0.05 0.93 0.05 0.94 0.04 0.95 0.05
2 weeks 0.93 0.03 0.96 0.03 0.98 0.03 1.00 0.03 1.03 0.04
1 month 0.95 0.03 0.97 0.03 0.99 0.03 1.02 0.03 1.04 0.04
2 months 0.96 0.03 0.98 0.02 1.00 0.03 1.03 0.03 1.06 0.04
6 months 0.97 0.03 1.00 0.02 1.02 0.03 1.05 0.04 1.08 0.05
1 year 0.98 0.03 1.01 0.03 1.03 0.03 1.06 0.04 1.09 0.05
5 years 1.00 0.03 1.03 0.03 1.05 0.04 1.08 0.05 1.12 0.06
50 years 1.02 0.04 1.05 0.04 1.07 0.04 1.11 0.06 1.15 0.07
75 years 1.03 0.04 1.05 0.04 1.07 0.05 1.11 0.06 1.16 0.08
100 years 1.03 0.04 1.05 0.04 1.08 0.05 1.12 0.06 1.16 0.08

Table B-7. Four-axle SHV statistical parameters of live load reaction for ADTT = 250.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.80 0.08 0.87 0.06 0.89 0.06 0.88 0.06 0.87 0.08
2 weeks 0.85 0.07 0.91 0.05 0.93 0.04 0.93 0.05 0.93 0.06
1 month 0.87 0.06 0.93 0.04 0.94 0.04 0.95 0.04 0.95 0.05
2 months 0.88 0.06 0.94 0.04 0.96 0.04 0.97 0.04 0.97 0.05
6 months 0.91 0.05 0.96 0.03 0.98 0.03 0.99 0.03 1.00 0.04
1 year 0.92 0.05 0.97 0.03 0.99 0.03 1.01 0.03 1.02 0.04
5 years 0.96 0.04 1.00 0.03 1.02 0.03 1.04 0.03 1.06 0.04
50 years 0.99 0.05 1.03 0.04 1.05 0.04 1.08 0.04 1.10 0.05
75 years 1.00 0.05 1.03 0.04 1.05 0.04 1.08 0.04 1.11 0.05
100 years 1.00 0.05 1.04 0.04 1.05 0.04 1.08 0.05 1.11 0.06

Table B-8. Four-axle SHV statistical parameters of live load reaction for ADTT = 1,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.82 0.07 0.89 0.05 0.91 0.05 0.91 0.06 0.90 0.07
2 weeks 0.88 0.06 0.94 0.04 0.95 0.04 0.96 0.04 0.97 0.05
1 month 0.90 0.06 0.95 0.04 0.97 0.03 0.98 0.04 0.99 0.04
2 months 0.91 0.05 0.97 0.03 0.98 0.03 1.00 0.03 1.01 0.04
6 months 0.94 0.05 0.98 0.03 1.00 0.03 1.02 0.03 1.04 0.04
1 year 0.95 0.04 1.00 0.03 1.01 0.03 1.04 0.03 1.05 0.04
5 years 0.98 0.04 1.02 0.03 1.04 0.04 1.06 0.04 1.09 0.05
50 years 1.01 0.05 1.04 0.04 1.06 0.05 1.09 0.05 1.12 0.06
75 years 1.01 0.05 1.05 0.04 1.06 0.05 1.10 0.05 1.13 0.06
100 years 1.02 0.05 1.05 0.04 1.07 0.05 1.10 0.05 1.13 0.06
Page 213 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-9. Four-axle SHV statistical parameters of live load reaction for ADTT = 2,500.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.84 0.07 0.91 0.05 0.92 0.05 0.92 0.05 0.92 0.06
2 weeks 0.90 0.05 0.96 0.03 0.97 0.03 0.99 0.04 0.99 0.04
1 month 0.92 0.05 0.97 0.03 0.99 0.03 1.00 0.03 1.02 0.04
2 months 0.93 0.05 0.98 0.03 1.00 0.03 1.02 0.03 1.03 0.04
6 months 0.96 0.04 1.00 0.03 1.02 0.03 1.04 0.03 1.06 0.04
1 year 0.97 0.04 1.01 0.03 1.03 0.03 1.05 0.04 1.07 0.04
5 years 0.99 0.05 1.03 0.04 1.05 0.04 1.08 0.04 1.10 0.05
50 years 1.02 0.05 1.05 0.04 1.07 0.05 1.10 0.05 1.14 0.07
75 years 1.02 0.06 1.06 0.05 1.07 0.05 1.11 0.06 1.14 0.07
100 years 1.03 0.06 1.06 0.05 1.08 0.05 1.11 0.06 1.15 0.07

Table B-10. Four-axle SHV statistical parameters of live load reaction for ADTT = 5,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.86 0.07 0.92 0.04 0.94 0.04 0.94 0.05 0.94 0.05
2 weeks 0.92 0.05 0.97 0.03 0.99 0.03 1.00 0.03 1.01 0.04
1 month 0.93 0.05 0.98 0.03 1.00 0.03 1.02 0.03 1.03 0.04
2 months 0.95 0.04 0.99 0.03 1.01 0.03 1.03 0.03 1.05 0.04
6 months 0.97 0.04 1.01 0.03 1.03 0.03 1.05 0.04 1.07 0.04
1 year 0.98 0.04 1.02 0.03 1.04 0.04 1.06 0.04 1.09 0.05
5 years 1.00 0.05 1.04 0.04 1.05 0.04 1.08 0.05 1.11 0.06
50 years 1.03 0.06 1.06 0.05 1.08 0.05 1.11 0.06 1.15 0.07
75 years 1.03 0.06 1.06 0.05 1.08 0.05 1.12 0.06 1.15 0.07
100 years 1.03 0.06 1.06 0.05 1.08 0.05 1.12 0.06 1.16 0.07

Table B-11. Four-axle SHV statistical parameters of live load reaction for ADTT = 10,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.87 0.06 0.93 0.04 0.95 0.04 0.96 0.04 0.96 0.05
2 weeks 0.93 0.05 0.98 0.03 1.00 0.03 1.02 0.03 1.03 0.04
1 month 0.95 0.04 0.99 0.03 1.01 0.03 1.03 0.03 1.05 0.04
2 months 0.96 0.04 1.00 0.03 1.02 0.03 1.04 0.03 1.07 0.04
6 months 0.98 0.04 1.02 0.03 1.03 0.04 1.06 0.04 1.09 0.05
1 year 0.99 0.05 1.03 0.04 1.04 0.04 1.07 0.04 1.10 0.05
5 years 1.01 0.05 1.04 0.04 1.06 0.05 1.09 0.05 1.12 0.06
50 years 1.03 0.06 1.06 0.05 1.08 0.05 1.12 0.06 1.16 0.07
75 years 1.04 0.06 1.07 0.05 1.08 0.06 1.12 0.06 1.16 0.07
100 years 1.04 0.06 1.07 0.05 1.09 0.06 1.13 0.06 1.16 0.08

Table B-12. Four-axle SHV statistical parameters of live load negative moment for ADTT = 250.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.87 0.12 0.88 0.06 0.88 0.06 0.86 0.08 0.85 0.09
2 weeks 0.97 0.09 0.92 0.05 0.93 0.05 0.93 0.06 0.92 0.07
1 month 1.01 0.08 0.93 0.05 0.95 0.05 0.95 0.05 0.95 0.06
2 months 1.04 0.07 0.95 0.04 0.96 0.04 0.97 0.05 0.97 0.05
6 months 1.08 0.06 0.97 0.04 0.99 0.04 1.01 0.04 1.01 0.05
1 year 1.11 0.06 0.98 0.03 1.01 0.03 1.03 0.04 1.04 0.05
5 years 1.18 0.06 1.01 0.03 1.04 0.03 1.07 0.04 1.08 0.05
50 years 1.24 0.07 1.04 0.03 1.08 0.04 1.12 0.06 1.14 0.07
75 years 1.25 0.08 1.05 0.03 1.09 0.05 1.12 0.06 1.14 0.07
100 years 1.26 0.08 1.05 0.03 1.09 0.05 1.13 0.06 1.15 0.07
Page 214 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-13. Four-axle SHV statistical parameters of live load negative moment for ADTT = 1,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.92 0.10 0.90 0.06 0.90 0.06 0.89 0.07 0.88 0.08
2 weeks 1.03 0.08 0.95 0.04 0.96 0.04 0.97 0.05 0.97 0.05
1 month 1.07 0.07 0.96 0.04 0.98 0.04 0.99 0.04 1.00 0.05
2 months 1.10 0.06 0.98 0.03 1.00 0.03 1.01 0.04 1.02 0.05
6 months 1.14 0.06 1.00 0.03 1.02 0.03 1.05 0.04 1.06 0.05
1 year 1.17 0.06 1.01 0.03 1.04 0.03 1.06 0.04 1.08 0.05
5 years 1.22 0.07 1.03 0.03 1.07 0.04 1.10 0.05 1.12 0.06
50 years 1.28 0.08 1.06 0.04 1.10 0.05 1.14 0.06 1.16 0.07
75 years 1.29 0.09 1.06 0.04 1.10 0.05 1.15 0.07 1.17 0.08
100 years 1.29 0.09 1.07 0.04 1.11 0.05 1.15 0.07 1.17 0.08

Table B-14. Four-axle SHV statistical parameters of live load negative moment for ADTT = 2,500.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.96 0.09 0.91 0.05 0.92 0.05 0.92 0.06 0.91 0.07
2 weeks 1.07 0.07 0.97 0.04 0.99 0.04 1.00 0.04 1.00 0.05
1 month 1.11 0.06 0.98 0.03 1.00 0.03 1.02 0.04 1.03 0.05
2 months 1.13 0.06 0.99 0.03 1.02 0.03 1.04 0.04 1.05 0.05
6 months 1.17 0.06 1.01 0.03 1.04 0.03 1.07 0.04 1.08 0.05
1 year 1.20 0.06 1.02 0.03 1.05 0.04 1.08 0.05 1.10 0.05
5 years 1.24 0.07 1.04 0.03 1.08 0.04 1.12 0.06 1.14 0.07
50 years 1.30 0.09 1.07 0.04 1.11 0.05 1.15 0.07 1.18 0.08
75 years 1.31 0.09 1.07 0.04 1.11 0.06 1.16 0.07 1.18 0.08
100 years 1.31 0.10 1.08 0.04 1.12 0.06 1.16 0.07 1.19 0.09

Table B-15. Four-axle SHV statistical parameters of live load negative moment for ADTT = 5,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.99 0.09 0.93 0.05 0.94 0.05 0.94 0.06 0.94 0.06
2 weeks 1.10 0.06 0.98 0.03 1.00 0.03 1.02 0.04 1.03 0.05
1 month 1.13 0.06 0.99 0.03 1.02 0.03 1.04 0.04 1.05 0.05
2 months 1.16 0.06 1.01 0.03 1.03 0.03 1.06 0.04 1.07 0.05
6 months 1.20 0.06 1.02 0.03 1.05 0.04 1.08 0.05 1.10 0.05
1 year 1.22 0.07 1.03 0.03 1.07 0.04 1.10 0.05 1.12 0.06
5 years 1.26 0.08 1.05 0.03 1.09 0.05 1.13 0.06 1.15 0.07
50 years 1.31 0.10 1.08 0.04 1.12 0.06 1.16 0.07 1.19 0.09
75 years 1.32 0.10 1.08 0.04 1.12 0.06 1.17 0.08 1.19 0.09
100 years 1.33 0.10 1.08 0.04 1.13 0.06 1.17 0.08 1.20 0.09

Table B-16. Four-axle SHV statistical parameters of live load negative moment for ADTT = 10,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 1.02 0.08 0.94 0.04 0.95 0.04 0.96 0.05 0.96 0.06
2 weeks 1.13 0.06 0.99 0.03 1.02 0.03 1.04 0.04 1.05 0.05
1 month 1.16 0.06 1.01 0.03 1.03 0.03 1.06 0.04 1.07 0.05
2 months 1.18 0.06 1.02 0.03 1.05 0.04 1.08 0.05 1.09 0.05
6 months 1.22 0.07 1.03 0.03 1.07 0.04 1.10 0.05 1.12 0.06
1 year 1.24 0.07 1.04 0.03 1.08 0.04 1.11 0.06 1.13 0.06
5 years 1.28 0.08 1.06 0.04 1.10 0.05 1.14 0.06 1.16 0.07
50 years 1.33 0.10 1.08 0.04 1.13 0.06 1.17 0.08 1.20 0.09
75 years 1.33 0.10 1.09 0.05 1.13 0.06 1.18 0.08 1.20 0.09
100 years 1.34 0.11 1.09 0.05 1.13 0.06 1.18 0.08 1.21 0.09
Page 215 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-17. Five-axle SHV statistical parameters of live load moment for ADTT = 250.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.63 0.14 0.78 0.06 0.83 0.06 0.87 0.07 0.88 0.07
2 weeks 0.71 0.12 0.83 0.05 0.88 0.05 0.91 0.05 0.92 0.05
1 month 0.73 0.12 0.85 0.05 0.89 0.05 0.92 0.05 0.94 0.05
2 months 0.76 0.11 0.86 0.05 0.90 0.05 0.93 0.05 0.95 0.05
6 months 0.80 0.11 0.89 0.05 0.93 0.05 0.96 0.04 0.98 0.04
1 year 0.82 0.11 0.91 0.06 0.94 0.04 0.97 0.04 0.99 0.04
5 years 0.88 0.11 0.94 0.06 0.97 0.04 1.00 0.03 1.02 0.03
50 years 0.94 0.11 0.97 0.07 1.00 0.05 1.03 0.03 1.06 0.03
75 years 0.95 0.12 0.98 0.07 1.00 0.05 1.03 0.03 1.06 0.03
100 years 0.95 0.12 0.98 0.07 1.00 0.05 1.04 0.04 1.07 0.03

Table B-18. Five-axle SHV statistical parameters of live load moment for ADTT = 1,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.67 0.13 0.81 0.05 0.85 0.06 0.89 0.06 0.90 0.06
2 weeks 0.75 0.11 0.86 0.05 0.90 0.05 0.93 0.05 0.95 0.05
1 month 0.78 0.11 0.88 0.05 0.92 0.05 0.95 0.04 0.97 0.04
2 months 0.81 0.11 0.90 0.05 0.93 0.05 0.96 0.04 0.98 0.04
6 months 0.85 0.11 0.92 0.06 0.95 0.04 0.98 0.04 1.00 0.04
1 year 0.87 0.11 0.93 0.06 0.96 0.04 0.99 0.03 1.02 0.03
5 years 0.91 0.11 0.96 0.06 0.99 0.04 1.02 0.03 1.04 0.03
50 years 0.97 0.12 0.99 0.07 1.01 0.05 1.04 0.04 1.07 0.04
75 years 0.97 0.12 1.00 0.07 1.02 0.05 1.05 0.04 1.08 0.04
100 years 0.98 0.13 1.00 0.07 1.02 0.05 1.05 0.04 1.08 0.04

Table B-19. Five-axle SHV statistical parameters of live load moment for ADTT = 2,500.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.69 0.12 0.82 0.05 0.87 0.05 0.90 0.06 0.92 0.06
2 weeks 0.79 0.11 0.88 0.05 0.92 0.05 0.95 0.04 0.97 0.04
1 month 0.82 0.11 0.90 0.05 0.93 0.04 0.97 0.04 0.99 0.04
2 months 0.84 0.11 0.92 0.06 0.95 0.04 0.98 0.04 1.00 0.04
6 months 0.87 0.11 0.94 0.06 0.97 0.04 1.00 0.03 1.02 0.03
1 year 0.90 0.11 0.95 0.06 0.98 0.04 1.01 0.03 1.03 0.03
5 years 0.94 0.11 0.97 0.07 1.00 0.05 1.03 0.03 1.06 0.03
50 years 0.98 0.13 1.00 0.07 1.02 0.05 1.05 0.04 1.08 0.04
75 years 0.99 0.13 1.01 0.08 1.03 0.05 1.06 0.04 1.09 0.04
100 years 1.00 0.13 1.01 0.08 1.03 0.06 1.06 0.04 1.09 0.04

Table B-20. Five-axle SHV statistical parameters of live load moment for ADTT = 5,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.72 0.12 0.84 0.05 0.88 0.05 0.91 0.05 0.93 0.05
2 weeks 0.81 0.11 0.90 0.05 0.93 0.04 0.96 0.04 0.99 0.04
1 month 0.84 0.11 0.92 0.06 0.95 0.04 0.98 0.04 1.00 0.04
2 months 0.86 0.11 0.93 0.06 0.96 0.04 0.99 0.03 1.01 0.03
6 months 0.90 0.11 0.95 0.06 0.98 0.04 1.01 0.03 1.03 0.03
1 year 0.91 0.11 0.96 0.06 0.99 0.04 1.02 0.03 1.04 0.03
5 years 0.95 0.12 0.98 0.07 1.00 0.05 1.04 0.04 1.07 0.03
50 years 1.00 0.13 1.01 0.08 1.03 0.06 1.06 0.04 1.09 0.04
75 years 1.00 0.13 1.01 0.08 1.03 0.06 1.06 0.04 1.10 0.04
100 years 1.01 0.14 1.02 0.08 1.03 0.06 1.06 0.04 1.10 0.04
Page 216 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-21. Five-axle SHV statistical parameters of live load moment for ADTT = 10,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.74 0.12 0.86 0.05 0.90 0.05 0.93 0.05 0.94 0.05
2 weeks 0.84 0.11 0.91 0.06 0.95 0.04 0.98 0.04 1.00 0.04
1 month 0.86 0.11 0.93 0.06 0.96 0.04 0.99 0.03 1.01 0.03
2 months 0.88 0.11 0.94 0.06 0.97 0.04 1.00 0.03 1.03 0.03
6 months 0.91 0.11 0.96 0.06 0.99 0.04 1.02 0.03 1.04 0.03
1 year 0.93 0.11 0.97 0.06 0.99 0.05 1.02 0.03 1.05 0.03
5 years 0.97 0.12 0.99 0.07 1.01 0.05 1.04 0.04 1.07 0.04
50 years 1.01 0.14 1.02 0.08 1.03 0.06 1.06 0.04 1.10 0.04
75 years 1.02 0.14 1.02 0.08 1.04 0.06 1.07 0.05 1.10 0.05
100 years 1.02 0.14 1.02 0.08 1.04 0.06 1.07 0.05 1.11 0.05

Table B-22. Five-axle SHV statistical parameters of live load reaction for ADTT = 250.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.72 0.12 0.84 0.05 0.86 0.05 0.87 0.06 0.88 0.07
2 weeks 0.77 0.10 0.88 0.05 0.90 0.04 0.92 0.05 0.93 0.06
1 month 0.79 0.10 0.89 0.04 0.91 0.04 0.93 0.04 0.94 0.05
2 months 0.80 0.09 0.90 0.04 0.93 0.04 0.94 0.04 0.96 0.05
6 months 0.83 0.08 0.92 0.04 0.95 0.03 0.97 0.04 0.98 0.04
1 year 0.85 0.08 0.93 0.03 0.96 0.03 0.98 0.03 1.00 0.04
5 years 0.88 0.06 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.03
50 years 0.93 0.06 0.99 0.03 1.01 0.03 1.04 0.03 1.07 0.03
75 years 0.93 0.06 0.99 0.03 1.02 0.03 1.05 0.03 1.07 0.03
100 years 0.94 0.06 1.00 0.03 1.02 0.03 1.05 0.03 1.08 0.03

Table B-23. Five-axle SHV statistical parameters of live load reaction for ADTT = 1,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.74 0.11 0.86 0.05 0.88 0.05 0.89 0.05 0.90 0.06
2 weeks 0.80 0.09 0.90 0.04 0.92 0.04 0.94 0.04 0.96 0.05
1 month 0.82 0.09 0.91 0.04 0.94 0.03 0.96 0.04 0.97 0.04
2 months 0.84 0.08 0.93 0.04 0.95 0.03 0.97 0.03 0.99 0.04
6 months 0.86 0.07 0.94 0.03 0.97 0.03 0.99 0.03 1.01 0.03
1 year 0.88 0.06 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.03
5 years 0.91 0.06 0.98 0.03 1.00 0.03 1.03 0.03 1.05 0.03
50 years 0.95 0.06 1.00 0.03 1.03 0.03 1.06 0.03 1.09 0.03
75 years 0.96 0.07 1.01 0.03 1.03 0.03 1.06 0.03 1.09 0.04
100 years 0.96 0.07 1.01 0.04 1.03 0.03 1.07 0.03 1.10 0.04

Table B-24. Five-axle SHV statistical parameters of live load reaction for ADTT = 2,500.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.76 0.11 0.87 0.05 0.90 0.05 0.91 0.05 0.92 0.06
2 weeks 0.82 0.09 0.92 0.04 0.94 0.03 0.96 0.04 0.98 0.04
1 month 0.84 0.08 0.93 0.03 0.95 0.03 0.98 0.03 0.99 0.04
2 months 0.86 0.07 0.94 0.03 0.97 0.03 0.99 0.03 1.01 0.03
6 months 0.88 0.06 0.96 0.03 0.98 0.03 1.01 0.03 1.03 0.03
1 year 0.90 0.06 0.97 0.03 0.99 0.03 1.02 0.03 1.04 0.03
5 years 0.93 0.06 0.99 0.03 1.01 0.03 1.04 0.03 1.07 0.03
50 years 0.96 0.07 1.01 0.04 1.03 0.04 1.07 0.03 1.10 0.04
75 years 0.97 0.07 1.01 0.04 1.04 0.04 1.07 0.04 1.10 0.04
100 years 0.97 0.07 1.02 0.04 1.04 0.04 1.07 0.04 1.11 0.04
Page 217 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-25. Five-axle SHV statistical parameters of live load reaction for ADTT = 5,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.78 0.10 0.88 0.04 0.91 0.04 0.92 0.05 0.93 0.05
2 weeks 0.84 0.08 0.93 0.04 0.95 0.03 0.98 0.03 0.99 0.04
1 month 0.86 0.07 0.94 0.03 0.97 0.03 0.99 0.03 1.01 0.03
2 months 0.88 0.07 0.95 0.03 0.98 0.03 1.00 0.03 1.02 0.03
6 months 0.90 0.06 0.97 0.03 0.99 0.03 1.02 0.03 1.04 0.03
1 year 0.91 0.06 0.98 0.03 1.00 0.03 1.03 0.03 1.05 0.03
5 years 0.94 0.06 1.00 0.03 1.02 0.03 1.05 0.03 1.08 0.03
50 years 0.97 0.07 1.02 0.04 1.04 0.04 1.07 0.04 1.11 0.04
75 years 0.98 0.08 1.02 0.04 1.04 0.04 1.08 0.04 1.11 0.04
100 years 0.98 0.08 1.02 0.04 1.05 0.04 1.08 0.04 1.11 0.04

Table B-26. Five-axle SHV statistical parameters of live load reaction for ADTT = 10,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.79 0.10 0.89 0.04 0.92 0.04 0.94 0.04 0.95 0.05
2 weeks 0.86 0.07 0.94 0.03 0.96 0.03 0.99 0.03 1.01 0.03
1 month 0.88 0.07 0.95 0.03 0.98 0.03 1.00 0.03 1.02 0.03
2 months 0.89 0.06 0.96 0.03 0.99 0.03 1.01 0.03 1.04 0.03
6 months 0.91 0.06 0.98 0.03 1.00 0.03 1.03 0.03 1.05 0.03
1 year 0.92 0.06 0.99 0.03 1.01 0.03 1.04 0.03 1.06 0.03
5 years 0.95 0.06 1.00 0.03 1.03 0.03 1.06 0.03 1.09 0.03
50 years 0.98 0.08 1.02 0.04 1.05 0.04 1.08 0.04 1.11 0.04
75 years 0.98 0.08 1.03 0.04 1.05 0.04 1.08 0.04 1.12 0.04
100 years 0.99 0.08 1.03 0.04 1.05 0.04 1.09 0.04 1.12 0.05

Table B-27. Five-axle SHV statistical parameters of live load negative moment for ADTT = 250.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.82 0.14 0.86 0.06 0.88 0.06 0.88 0.07 0.88 0.08
2 weeks 0.90 0.12 0.90 0.05 0.92 0.05 0.93 0.06 0.94 0.07
1 month 0.92 0.11 0.91 0.05 0.94 0.05 0.95 0.05 0.95 0.06
2 months 0.95 0.10 0.92 0.04 0.95 0.05 0.96 0.05 0.97 0.06
6 months 0.99 0.09 0.94 0.04 0.97 0.04 0.99 0.04 1.00 0.05
1 year 1.01 0.08 0.95 0.04 0.98 0.04 1.01 0.04 1.02 0.04
5 years 1.07 0.06 0.98 0.04 1.01 0.03 1.04 0.03 1.05 0.03
50 years 1.13 0.07 1.00 0.04 1.04 0.03 1.08 0.03 1.10 0.04
75 years 1.14 0.08 1.01 0.04 1.04 0.03 1.08 0.03 1.10 0.04
100 years 1.14 0.08 1.01 0.04 1.05 0.03 1.09 0.03 1.11 0.04

Table B-28. Five-axle SHV statistical parameters of live load negative moment for ADTT = 1,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.86 0.13 0.88 0.05 0.90 0.06 0.91 0.07 0.91 0.07
2 weeks 0.95 0.10 0.92 0.04 0.95 0.05 0.96 0.05 0.97 0.06
1 month 0.97 0.09 0.93 0.04 0.96 0.04 0.98 0.05 0.99 0.05
2 months 1.00 0.09 0.95 0.04 0.97 0.04 1.00 0.04 1.01 0.05
6 months 1.04 0.07 0.96 0.04 0.99 0.03 1.02 0.04 1.03 0.04
1 year 1.06 0.06 0.97 0.04 1.01 0.03 1.03 0.03 1.05 0.03
5 years 1.11 0.06 0.99 0.04 1.03 0.03 1.06 0.03 1.08 0.03
50 years 1.16 0.09 1.02 0.04 1.05 0.03 1.10 0.04 1.12 0.04
75 years 1.17 0.09 1.02 0.04 1.06 0.03 1.10 0.04 1.12 0.04
100 years 1.17 0.10 1.02 0.04 1.06 0.03 1.10 0.04 1.13 0.05
Page 218 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-29. Five-axle SHV statistical parameters of live load negative moment for ADTT = 2,500.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.89 0.12 0.89 0.05 0.92 0.05 0.92 0.06 0.93 0.07
2 weeks 0.98 0.09 0.94 0.04 0.97 0.04 0.98 0.05 0.99 0.05
1 month 1.01 0.08 0.95 0.04 0.98 0.04 1.00 0.04 1.01 0.04
2 months 1.03 0.07 0.96 0.04 0.99 0.03 1.02 0.04 1.03 0.04
6 months 1.07 0.06 0.98 0.04 1.01 0.03 1.04 0.03 1.05 0.03
1 year 1.09 0.06 0.99 0.04 1.02 0.03 1.05 0.03 1.07 0.03
5 years 1.13 0.07 1.00 0.04 1.04 0.03 1.08 0.03 1.10 0.04
50 years 1.18 0.10 1.02 0.05 1.06 0.03 1.11 0.04 1.13 0.05
75 years 1.18 0.10 1.03 0.05 1.07 0.04 1.11 0.04 1.14 0.05
100 years 1.19 0.11 1.03 0.05 1.07 0.04 1.12 0.04 1.14 0.05

Table B-30. Five-axle SHV statistical parameters of live load negative moment for ADTT = 5,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.91 0.12 0.90 0.05 0.93 0.05 0.94 0.06 0.94 0.06
2 weeks 1.00 0.08 0.95 0.04 0.98 0.04 1.00 0.04 1.01 0.04
1 month 1.03 0.07 0.96 0.04 0.99 0.03 1.02 0.04 1.03 0.04
2 months 1.05 0.07 0.97 0.04 1.00 0.03 1.03 0.03 1.05 0.04
6 months 1.09 0.06 0.98 0.04 1.02 0.03 1.05 0.03 1.07 0.03
1 year 1.11 0.06 0.99 0.04 1.03 0.03 1.06 0.03 1.08 0.03
5 years 1.14 0.08 1.01 0.04 1.05 0.03 1.09 0.03 1.11 0.04
50 years 1.19 0.11 1.03 0.05 1.07 0.04 1.12 0.04 1.14 0.05
75 years 1.20 0.11 1.03 0.05 1.07 0.04 1.12 0.04 1.14 0.05
100 years 1.20 0.12 1.04 0.05 1.08 0.04 1.12 0.05 1.15 0.05

Table B-31. Five-axle SHV statistical parameters of live load negative moment for ADTT = 10,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.93 0.11 0.92 0.04 0.94 0.05 0.95 0.05 0.96 0.06
2 weeks 1.03 0.07 0.96 0.04 0.99 0.03 1.01 0.04 1.03 0.04
1 month 1.05 0.07 0.97 0.04 1.00 0.03 1.03 0.03 1.05 0.04
2 months 1.07 0.06 0.98 0.04 1.01 0.03 1.04 0.03 1.06 0.03
6 months 1.10 0.06 0.99 0.04 1.03 0.03 1.06 0.03 1.08 0.03
1 year 1.12 0.07 1.00 0.04 1.04 0.03 1.07 0.03 1.09 0.03
5 years 1.16 0.09 1.02 0.04 1.05 0.03 1.10 0.04 1.12 0.04
50 years 1.20 0.12 1.04 0.05 1.08 0.04 1.12 0.05 1.15 0.05
75 years 1.21 0.12 1.04 0.05 1.08 0.04 1.13 0.05 1.15 0.06
100 years 1.21 0.12 1.04 0.05 1.08 0.04 1.13 0.05 1.16 0.06

Table B-32. Six-axle SHV statistical parameters of live load moment for ADTT = 250.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.37 0.03 0.46 0.09 0.47 0.13 0.47 0.16 0.48 0.18
2 weeks 0.45 0.02 0.54 0.08 0.55 0.11 0.57 0.13 0.58 0.15
1 month 0.47 0.02 0.57 0.07 0.58 0.10 0.60 0.12 0.61 0.14
2 months 0.50 0.02 0.60 0.07 0.61 0.09 0.63 0.11 0.64 0.13
6 months 0.54 0.01 0.65 0.06 0.67 0.08 0.68 0.10 0.70 0.11
1 year 0.58 0.01 0.68 0.06 0.70 0.07 0.72 0.09 0.74 0.10
5 years 0.67 0.00 0.78 0.04 0.80 0.05 0.83 0.05 0.85 0.06
50 years 0.80 0.03 0.91 0.00 0.95 0.00 0.99 0.01 1.01 0.01
75 years 0.82 0.03 0.94 0.00 0.98 0.01 1.01 0.02 1.04 0.02
100 years 0.83 0.04 0.95 0.01 0.99 0.02 1.03 0.02 1.06 0.03
Page 219 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-33. Six-axle SHV statistical parameters of live load moment for ADTT = 1,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.41 0.03 0.50 0.09 0.51 0.12 0.52 0.15 0.53 0.17
2 weeks 0.50 0.02 0.59 0.07 0.61 0.09 0.63 0.11 0.64 0.13
1 month 0.53 0.01 0.63 0.06 0.65 0.09 0.66 0.10 0.67 0.12
2 months 0.56 0.01 0.66 0.06 0.68 0.08 0.70 0.09 0.71 0.10
6 months 0.61 0.01 0.72 0.05 0.74 0.06 0.77 0.07 0.78 0.08
1 year 0.65 0.00 0.76 0.04 0.79 0.05 0.81 0.06 0.83 0.06
5 years 0.75 0.02 0.86 0.02 0.90 0.02 0.93 0.02 0.95 0.02
50 years 0.86 0.04 0.98 0.02 1.03 0.03 1.07 0.04 1.10 0.05
75 years 0.88 0.05 1.00 0.02 1.05 0.03 1.09 0.05 1.12 0.06
100 years 0.89 0.05 1.01 0.02 1.06 0.04 1.10 0.05 1.13 0.06

Table B-34. Six-axle SHV statistical parameters of live load moment for ADTT = 2,500.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.43 0.02 0.53 0.08 0.54 0.11 0.55 0.14 0.56 0.15
2 weeks 0.53 0.01 0.63 0.06 0.65 0.08 0.67 0.10 0.68 0.11
1 month 0.57 0.01 0.67 0.06 0.69 0.07 0.71 0.09 0.73 0.10
2 months 0.60 0.01 0.71 0.05 0.73 0.06 0.75 0.08 0.77 0.09
6 months 0.67 0.00 0.77 0.04 0.80 0.05 0.83 0.05 0.85 0.06
1 year 0.71 0.01 0.82 0.03 0.85 0.03 0.88 0.04 0.90 0.04
5 years 0.80 0.03 0.91 0.00 0.95 0.00 0.99 0.01 1.01 0.01
50 years 0.90 0.05 1.02 0.03 1.07 0.04 1.11 0.06 1.14 0.07
75 years 0.92 0.06 1.04 0.03 1.09 0.05 1.13 0.06 1.16 0.07
100 years 0.93 0.06 1.05 0.03 1.10 0.05 1.14 0.07 1.17 0.08

Table B-35. Six-axle SHV statistical parameters of live load moment for ADTT = 5,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.46 0.02 0.55 0.08 0.57 0.10 0.58 0.13 0.59 0.15
2 weeks 0.57 0.01 0.67 0.06 0.69 0.08 0.71 0.09 0.72 0.10
1 month 0.60 0.01 0.71 0.05 0.73 0.06 0.75 0.08 0.77 0.09
2 months 0.64 0.00 0.75 0.04 0.78 0.05 0.80 0.06 0.82 0.07
6 months 0.71 0.01 0.82 0.03 0.85 0.03 0.88 0.04 0.90 0.04
1 year 0.75 0.02 0.86 0.02 0.90 0.02 0.93 0.02 0.95 0.02
5 years 0.83 0.04 0.95 0.01 0.99 0.02 1.03 0.02 1.06 0.03
50 years 0.93 0.06 1.05 0.03 1.10 0.05 1.14 0.07 1.17 0.08
75 years 0.94 0.06 1.06 0.04 1.11 0.06 1.16 0.08 1.19 0.09
100 years 0.95 0.06 1.07 0.04 1.12 0.06 1.17 0.08 1.20 0.09

Table B-36. Six-axle SHV statistical parameters of live load moment for ADTT = 10,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.48 0.02 0.58 0.07 0.60 0.10 0.61 0.12 0.62 0.13
2 weeks 0.60 0.01 0.70 0.05 0.73 0.07 0.75 0.08 0.77 0.09
1 month 0.64 0.00 0.75 0.04 0.78 0.05 0.80 0.06 0.82 0.07
2 months 0.68 0.00 0.79 0.04 0.82 0.04 0.85 0.05 0.87 0.05
6 months 0.75 0.02 0.86 0.02 0.90 0.02 0.93 0.02 0.95 0.02
1 year 0.79 0.03 0.90 0.01 0.94 0.00 0.97 0.00 1.00 0.00
5 years 0.86 0.04 0.98 0.02 1.03 0.03 1.07 0.04 1.10 0.05
50 years 0.95 0.06 1.07 0.04 1.12 0.06 1.17 0.08 1.20 0.09
75 years 0.96 0.07 1.09 0.04 1.14 0.07 1.18 0.09 1.22 0.10
100 years 0.97 0.07 1.10 0.05 1.15 0.07 1.20 0.09 1.23 0.10
Page 220 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-37. Six-axle SHV statistical parameters of live load reaction for ADTT = 250.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.39 0.09 0.46 0.14 0.47 0.16 0.48 0.18 0.48 0.20
2 weeks 0.49 0.06 0.56 0.11 0.57 0.13 0.57 0.15 0.58 0.16
1 month 0.52 0.06 0.59 0.10 0.60 0.12 0.61 0.14 0.61 0.15
2 months 0.56 0.05 0.62 0.10 0.63 0.11 0.64 0.13 0.65 0.14
6 months 0.61 0.03 0.68 0.08 0.69 0.09 0.70 0.11 0.71 0.11
1 year 0.66 0.02 0.72 0.07 0.73 0.08 0.74 0.09 0.75 0.10
5 years 0.77 0.00 0.83 0.04 0.84 0.04 0.85 0.05 0.86 0.06
50 years 0.94 0.06 1.00 0.02 1.01 0.02 1.02 0.02 1.03 0.02
75 years 0.96 0.07 1.02 0.03 1.04 0.03 1.05 0.03 1.06 0.03
100 years 0.98 0.07 1.04 0.04 1.05 0.04 1.07 0.04 1.08 0.04

Table B-38. Six-axle SHV statistical parameters of live load reaction for ADTT = 1,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.44 0.08 0.51 0.13 0.52 0.15 0.53 0.17 0.53 0.18
2 weeks 0.55 0.05 0.62 0.10 0.63 0.11 0.64 0.13 0.64 0.14
1 month 0.59 0.04 0.66 0.09 0.67 0.10 0.68 0.11 0.68 0.12
2 months 0.63 0.03 0.70 0.08 0.71 0.09 0.72 0.10 0.72 0.11
6 months 0.70 0.01 0.77 0.06 0.78 0.07 0.79 0.08 0.79 0.08
1 year 0.75 0.00 0.82 0.04 0.83 0.05 0.84 0.06 0.85 0.06
5 years 0.87 0.04 0.93 0.00 0.95 0.00 0.96 0.01 0.97 0.01
50 years 1.02 0.09 1.08 0.06 1.09 0.06 1.11 0.06 1.12 0.06
75 years 1.04 0.09 1.10 0.07 1.12 0.07 1.13 0.07 1.14 0.07
100 years 1.06 0.10 1.11 0.07 1.13 0.07 1.15 0.07 1.16 0.07

Table B-39. Six-axle SHV statistical parameters of live load reaction for ADTT = 2,500.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.48 0.07 0.55 0.12 0.55 0.14 0.56 0.15 0.57 0.16
2 weeks 0.60 0.04 0.67 0.08 0.68 0.10 0.69 0.11 0.69 0.12
1 month 0.65 0.03 0.71 0.07 0.72 0.08 0.73 0.10 0.74 0.10
2 months 0.69 0.02 0.75 0.06 0.77 0.07 0.77 0.08 0.78 0.09
6 months 0.77 0.00 0.83 0.04 0.84 0.04 0.85 0.05 0.86 0.06
1 year 0.82 0.02 0.88 0.02 0.90 0.03 0.91 0.03 0.92 0.04
5 years 0.94 0.06 1.00 0.02 1.01 0.02 1.02 0.02 1.03 0.02
50 years 1.07 0.10 1.12 0.08 1.14 0.08 1.16 0.08 1.17 0.08
75 years 1.09 0.11 1.14 0.08 1.16 0.08 1.18 0.09 1.19 0.09
100 years 1.10 0.11 1.15 0.09 1.17 0.09 1.19 0.09 1.20 0.09

Table B-40. Six-axle SHV statistical parameters of live load reaction for ADTT = 5,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.51 0.06 0.57 0.11 0.58 0.13 0.59 0.14 0.59 0.15
2 weeks 0.64 0.03 0.71 0.07 0.72 0.09 0.73 0.10 0.73 0.11
1 month 0.69 0.02 0.75 0.06 0.77 0.07 0.77 0.08 0.78 0.09
2 months 0.74 0.00 0.80 0.05 0.81 0.05 0.82 0.06 0.83 0.07
6 months 0.82 0.02 0.88 0.02 0.89 0.03 0.91 0.03 0.91 0.04
1 year 0.87 0.04 0.93 0.00 0.95 0.00 0.96 0.01 0.97 0.01
5 years 0.98 0.07 1.04 0.04 1.05 0.04 1.07 0.04 1.08 0.04
50 years 1.10 0.11 1.15 0.09 1.17 0.09 1.19 0.09 1.20 0.09
75 years 1.12 0.12 1.17 0.09 1.19 0.10 1.21 0.10 1.22 0.10
100 years 1.13 0.12 1.18 0.10 1.20 0.10 1.22 0.11 1.23 0.11
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-41. Six-axle SHV statistical parameters of live load reaction for ADTT = 10,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.54 0.05 0.61 0.10 0.61 0.12 0.62 0.13 0.63 0.14
2 weeks 0.69 0.02 0.75 0.06 0.76 0.07 0.77 0.08 0.78 0.09
1 month 0.74 0.00 0.80 0.05 0.81 0.05 0.82 0.06 0.83 0.07
2 months 0.79 0.01 0.85 0.03 0.86 0.04 0.88 0.04 0.88 0.05
6 months 0.87 0.03 0.93 0.00 0.95 0.01 0.96 0.01 0.97 0.01
1 year 0.92 0.05 0.98 0.02 1.00 0.02 1.01 0.01 1.02 0.01
5 years 1.02 0.09 1.08 0.06 1.09 0.06 1.11 0.06 1.12 0.06
50 years 1.13 0.12 1.18 0.10 1.20 0.10 1.22 0.11 1.23 0.11
75 years 1.14 0.13 1.20 0.10 1.22 0.11 1.24 0.11 1.25 0.12
100 years 1.16 0.13 1.21 0.11 1.23 0.11 1.25 0.12 1.26 0.12

Table B-42. Six-axle SHV statistical parameters of live load negative moment for ADTT = 250.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.51 0.10 0.49 0.14 0.49 0.17 0.49 0.19 0.49 0.21
2 weeks 0.59 0.09 0.57 0.11 0.58 0.14 0.58 0.16 0.59 0.17
1 month 0.62 0.08 0.60 0.11 0.61 0.13 0.62 0.15 0.62 0.16
2 months 0.65 0.08 0.63 0.10 0.64 0.12 0.65 0.14 0.65 0.14
6 months 0.70 0.08 0.69 0.09 0.70 0.10 0.71 0.12 0.71 0.12
1 year 0.74 0.07 0.72 0.08 0.74 0.09 0.75 0.10 0.76 0.11
5 years 0.84 0.06 0.82 0.05 0.85 0.06 0.86 0.06 0.87 0.06
50 years 0.99 0.03 0.98 0.00 1.01 0.01 1.03 0.01 1.04 0.01
75 years 1.01 0.03 1.00 0.01 1.03 0.02 1.06 0.02 1.07 0.02
100 years 1.03 0.02 1.01 0.02 1.05 0.02 1.07 0.03 1.09 0.03

Table B-43. Six-axle SHV statistical parameters of live load negative moment for ADTT = 1,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.55 0.09 0.53 0.13 0.53 0.16 0.53 0.18 0.54 0.19
2 weeks 0.65 0.08 0.63 0.10 0.64 0.12 0.65 0.14 0.65 0.15
1 month 0.68 0.08 0.66 0.09 0.68 0.11 0.69 0.12 0.69 0.13
2 months 0.72 0.08 0.70 0.08 0.71 0.10 0.72 0.11 0.73 0.12
6 months 0.78 0.07 0.76 0.07 0.78 0.08 0.79 0.09 0.80 0.09
1 year 0.83 0.06 0.81 0.05 0.83 0.06 0.85 0.07 0.85 0.07
5 years 0.93 0.04 0.92 0.02 0.95 0.02 0.97 0.02 0.98 0.02
50 years 1.06 0.01 1.05 0.03 1.09 0.04 1.11 0.05 1.13 0.05
75 years 1.08 0.01 1.07 0.04 1.11 0.05 1.14 0.06 1.15 0.06
100 years 1.09 0.01 1.08 0.04 1.12 0.05 1.15 0.06 1.16 0.07

Table B-44. Six-axle SHV statistical parameters of live load negative moment for ADTT = 2,500.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.58 0.09 0.56 0.12 0.57 0.14 0.57 0.16 0.57 0.17
2 weeks 0.69 0.08 0.67 0.09 0.68 0.11 0.69 0.12 0.70 0.13
1 month 0.73 0.07 0.71 0.08 0.73 0.09 0.74 0.11 0.74 0.11
2 months 0.77 0.07 0.75 0.07 0.77 0.08 0.78 0.09 0.79 0.10
6 months 0.84 0.06 0.82 0.05 0.85 0.06 0.86 0.06 0.87 0.06
1 year 0.89 0.05 0.87 0.03 0.90 0.04 0.91 0.04 0.92 0.04
5 years 0.99 0.03 0.98 0.00 1.01 0.01 1.03 0.01 1.04 0.01
50 years 1.10 0.00 1.09 0.05 1.13 0.06 1.16 0.07 1.18 0.08
75 years 1.12 0.00 1.11 0.05 1.15 0.07 1.18 0.08 1.20 0.08
100 years 1.13 0.00 1.12 0.06 1.16 0.07 1.19 0.08 1.21 0.09
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-45. Six-axle SHV statistical parameters of live load negative moment for ADTT = 5,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.61 0.09 0.59 0.11 0.59 0.14 0.60 0.15 0.60 0.16
2 weeks 0.73 0.07 0.71 0.08 0.72 0.10 0.73 0.11 0.74 0.11
1 month 0.77 0.07 0.75 0.07 0.77 0.08 0.78 0.09 0.79 0.10
2 months 0.81 0.06 0.80 0.06 0.82 0.07 0.83 0.07 0.84 0.08
6 months 0.89 0.05 0.87 0.04 0.90 0.04 0.91 0.04 0.92 0.04
1 year 0.93 0.04 0.92 0.02 0.95 0.02 0.97 0.02 0.98 0.02
5 years 1.03 0.02 1.01 0.02 1.05 0.02 1.07 0.03 1.09 0.03
50 years 1.13 0.00 1.12 0.06 1.16 0.07 1.19 0.08 1.21 0.09
75 years 1.15 0.00 1.14 0.06 1.18 0.08 1.21 0.09 1.23 0.10
100 years 1.16 0.01 1.15 0.06 1.19 0.08 1.22 0.10 1.24 0.10

Table B-46. Six-axle SHV statistical parameters of live load negative moment for ADTT = 10,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.64 0.08 0.62 0.10 0.62 0.13 0.63 0.14 0.63 0.15
2 weeks 0.77 0.07 0.75 0.07 0.77 0.08 0.78 0.09 0.78 0.10
1 month 0.81 0.06 0.80 0.06 0.82 0.07 0.83 0.07 0.84 0.08
2 months 0.86 0.06 0.84 0.04 0.87 0.05 0.88 0.05 0.89 0.06
6 months 0.93 0.04 0.92 0.02 0.94 0.02 0.96 0.02 0.97 0.02
1 year 0.98 0.03 0.96 0.00 0.99 0.00 1.01 0.00 1.03 0.00
5 years 1.06 0.01 1.05 0.03 1.09 0.04 1.11 0.05 1.13 0.05
50 years 1.16 0.01 1.15 0.06 1.19 0.08 1.22 0.10 1.24 0.10
75 years 1.17 0.01 1.16 0.07 1.21 0.09 1.24 0.10 1.26 0.11
100 years 1.18 0.01 1.17 0.07 1.22 0.09 1.25 0.11 1.27 0.12

B.2 FAST Act Emergency Vehicles

Lou et al. (2021) developed an algorithm to identify emergency vehicles (EVs) from the WIM data, as shown in Figure B-2. The algorithm consists of filtering out the erroneous and car readings and identifying EV traffic fleet based on the axle spacings and weights. The potential EV fleet is screened based on the typical EV configurations provided by Emergency Vehicle Size and Weight Regulation Guideline (Fire Apparatus Manufacturers’ Association 2017), which is also the basis for FHWA to develop the FAST Act EV2 and EV3 (FHWA 2016). Table B-47 shows the counts of EV2 and EV3 from each WIM site.

The procedures to develop the live load statistics are the same as those described previously. For EVs, the development of the statistical live load model considered two loading scenarios: (1) single EV loading event and (2) multiple presence (MP) loading event. However, for the

Algorithm for identifying EVs
Figure B-2. Algorithm for identifying EVs.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-47. EV counts from each WIM site.

Source Site ID Qualified Truck # EV2 # EV3 #
FHWA Data AR2 1675235 146 612
AZ1 35572 40 371
AZ2 1430424 472 1403
CO2 343580 34 450
DE1 201673 403 1872
IL6 854013 92 667
IN6 185263 74 516
KS2 477905 174 583
LA1 85692 150 1073
MD5 328770 362 1856
ME5 366488 410 1032
MN5 55538 64 141
NM1 117095 139 594
NM5 608275 346 1017
PA6 1495705 169 1580
TN6 1622282 136 779
VA1 259180 233 551
WI1 226908 90 304
NCHRP Data CA_AEB 837667 180 133
CA_AWB 943147 502 1063
CA_Bow 651090 92 649
CA_LAN 4092484 945 3884
CA_LAS 4661287 820 6392
CA_Lodi 2273143 801 2134
FL_I10 1641480 1707 3537
FL_I95 2112518 23 1262
FL_US29 389164 2216 4623
MI_I10 1965022 212 649
MI_I55R 1333268 1642 7270
MI_I55U 1232223 635 3043
MI_US49 1225138 11 765
MI_US61 159299 37 224

single EV loading event, due to the fidelity of the proposed filtering criteria, the load effects of any EV candidates should fall within a certain range, which is less or equal to the load effects of the FAST Act EVs (i.e., load effect ratio is equal or less than 1.0). In contrast, the MP scenario in which an EV passes through a bridge together with other random trucks can go beyond 1.0 because the weight of the non-EV truck is essentially a random variable. This study analyzed two MP scenarios: (1) an EV and an unrestricted legal load traveling on the same lane, and (2) an EV and an unrestricted legal load traveling side-by-side.

The same 32 WIM sites were used to analyze the live load statistics of the single EV loading event. However, to identify the MP events from WIM data, the timestamp of each vehicle needed to be accurate to 0.01s. None of the 32 WIM systems satisfies this requirement. Due to this constraint, another eight WIM sites from New York were deployed for the MP cases.

For the two-lane loaded side-by-side event, the girder distribution factors were determined based on 131 existing steel girder bridges collected by the NCHRP Project 12-26 (1991). The NPP is used to extrapolate the maximum load effect for a 5-year return period. From the NPP, it is observed that for all the sites, the upper 50% tail of the load effects generally followed a straight line, indicating that a normal distribution can be used to describe the upper-tail data.

The final live load statistical models were taken as the governing value from (1) a single EV loading event, (2) an EV traveling with an unrestricted legal load on the same lane, and (3) an EV and an unrestricted legal load traveling side-by-side. Generally, on a short span (e.g., 30 ft), the single EV loading event governs; on a long span (e.g., 120 ft, 200 ft), the single-lane MP event governs.

Figure B-8 through Figure B-12 show the NPP for five sites (randomly selected). Table B-48 through Table B-77 present the live load statistics developed for different return periods and ADTTs.

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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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FHWA site MN5 SHV NPP
Figure B-3. FHWA site MN5 SHV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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FHWA site WI1 SHV NPP
Figure B-4. FHWA site WI1 SHV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site CA_LAS SHV NPP
Figure B-5. NCHRP site CA_LAS SHV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site MI_I10 SHV NPP
Figure B-6. NCHRP site MI_I10 SHV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site MI_US49 SHV NPP
Figure B-7. NCHRP site MI_US49 SHV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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FHWA site AZ2 EV NPP
Figure B-8. FHWA site AZ2 EV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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FHWA site IN6 EV NPP
Figure B-9. FHWA site IN6 EV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site CA-AEB EV NPP
Figure B-10. NCHRP site CA-AEB EV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site CA-AWB EV NPP
Figure B-11. NCHRP site CA-AWB EV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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NCHRP site MI-I10 EV NPP
Figure B-12. NCHRP site MI-I10 EV NPP.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-48. Two-axle EV statistical parameters of live load moment for ADTT = 250.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.47 0.17 0.46 0.16 0.48 0.15 0.49 0.14 0.49 0.14
2 weeks 0.61 0.13 0.58 0.12 0.59 0.11 0.60 0.11 0.63 0.29
1 month 0.65 0.12 0.62 0.11 0.66 0.06 0.64 0.10 0.74 0.27
2 months 0.69 0.10 0.65 0.10 0.73 0.06 0.67 0.09 0.83 0.25
6 months 0.74 0.09 0.70 0.08 0.83 0.08 0.76 0.26 0.98 0.21
1 year 0.77 0.09 0.73 0.08 0.89 0.09 0.85 0.22 1.07 0.18
5 years 0.83 0.08 0.81 0.07 1.00 0.11 1.02 0.15 1.25 0.14
50 years 0.90 0.09 0.93 0.08 1.13 0.14 1.23 0.14 1.45 0.13
75 years 0.91 0.10 0.95 0.08 1.15 0.14 1.26 0.15 1.48 0.13
100 years 0.92 0.10 0.96 0.08 1.16 0.15 1.28 0.15 1.50 0.13

Table B-49. Two-axle EV statistical parameters of live load moment for ADTT = 1,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.54 0.15 0.52 0.14 0.54 0.13 0.55 0.13 0.55 0.12
2 weeks 0.68 0.11 0.65 0.10 0.73 0.06 0.66 0.09 0.82 0.25
1 month 0.72 0.10 0.68 0.09 0.80 0.07 0.72 0.28 0.93 0.22
2 months 0.75 0.09 0.71 0.08 0.86 0.08 0.80 0.24 1.02 0.20
6 months 0.80 0.08 0.75 0.08 0.94 0.10 0.93 0.19 1.15 0.16
1 year 0.82 0.08 0.79 0.07 0.99 0.11 1.00 0.16 1.22 0.15
5 years 0.87 0.09 0.89 0.07 1.08 0.13 1.15 0.13 1.37 0.13
50 years 0.93 0.11 0.99 0.08 1.20 0.16 1.33 0.17 1.55 0.14
75 years 0.94 0.11 1.01 0.09 1.21 0.16 1.35 0.18 1.57 0.14
100 years 0.95 0.11 1.02 0.09 1.23 0.16 1.37 0.18 1.59 0.14

Table B-50. Two-axle EV statistical parameters of live load moment for ADTT = 2,500.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.59 0.14 0.57 0.12 0.58 0.12 0.59 0.11 0.59 0.11
2 weeks 0.73 0.09 0.69 0.09 0.81 0.07 0.73 0.27 0.95 0.21
1 month 0.76 0.09 0.72 0.08 0.88 0.08 0.82 0.23 1.05 0.19
2 months 0.79 0.08 0.74 0.08 0.93 0.09 0.91 0.20 1.13 0.17
6 months 0.83 0.08 0.80 0.07 1.00 0.11 1.02 0.15 1.24 0.15
1 year 0.85 0.09 0.85 0.07 1.05 0.12 1.09 0.14 1.31 0.14
5 years 0.90 0.09 0.93 0.08 1.13 0.14 1.23 0.14 1.45 0.13
50 years 0.95 0.11 1.03 0.09 1.24 0.17 1.39 0.19 1.61 0.14
75 years 0.96 0.12 1.05 0.09 1.25 0.17 1.41 0.20 1.63 0.15
100 years 0.97 0.12 1.06 0.10 1.27 0.17 1.43 0.21 1.65 0.15
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-51. Two-axle EV statistical parameters of live load moment for ADTT = 5,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.63 0.12 0.60 0.11 0.62 0.06 0.62 0.10 0.68 0.28
2 weeks 0.76 0.09 0.72 0.08 0.87 0.08 0.82 0.24 1.04 0.19
1 month 0.79 0.08 0.74 0.08 0.93 0.09 0.91 0.20 1.13 0.17
2 months 0.81 0.08 0.78 0.07 0.98 0.10 0.98 0.17 1.20 0.15
6 months 0.85 0.09 0.85 0.07 1.04 0.12 1.09 0.14 1.31 0.14
1 year 0.87 0.09 0.89 0.07 1.08 0.13 1.15 0.13 1.37 0.13
5 years 0.92 0.10 0.96 0.08 1.16 0.15 1.28 0.15 1.50 0.13
50 years 0.97 0.12 1.06 0.10 1.27 0.17 1.43 0.21 1.65 0.15
75 years 0.98 0.12 1.07 0.10 1.28 0.18 1.45 0.21 1.68 0.15
100 years 0.99 0.12 1.08 0.10 1.29 0.18 1.47 0.22 1.69 0.16

Table B-52. Two-axle EV statistical parameters of live load moment for ADTT = 10,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.66 0.11 0.63 0.10 0.69 0.06 0.65 0.10 0.78 0.26
2 weeks 0.79 0.08 0.74 0.08 0.92 0.09 0.90 0.20 1.12 0.17
1 month 0.81 0.08 0.78 0.07 0.98 0.10 0.98 0.17 1.20 0.15
2 months 0.84 0.08 0.82 0.07 1.02 0.11 1.05 0.14 1.27 0.14
6 months 0.87 0.09 0.89 0.07 1.08 0.13 1.15 0.13 1.37 0.13
1 year 0.89 0.09 0.92 0.08 1.12 0.14 1.21 0.14 1.43 0.13
5 years 0.93 0.11 0.99 0.08 1.20 0.16 1.33 0.17 1.55 0.14
50 years 0.99 0.12 1.08 0.10 1.29 0.18 1.47 0.22 1.69 0.16
75 years 0.99 0.13 1.09 0.10 1.31 0.19 1.49 0.23 1.72 0.16
100 years 1.00 0.13 1.10 0.11 1.32 0.19 1.51 0.24 1.73 0.16

Table B-53. Two-axle EV statistical parameters of live load reaction for ADTT = 250.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.45 0.16 0.49 0.14 0.49 0.14 0.49 0.14 0.49 0.14
2 weeks 0.58 0.12 0.60 0.11 0.61 0.10 0.61 0.11 0.78 0.29
1 month 0.62 0.11 0.64 0.10 0.69 0.10 0.64 0.10 0.88 0.27
2 months 0.65 0.10 0.67 0.09 0.76 0.10 0.71 0.31 0.98 0.24
6 months 0.70 0.09 0.71 0.08 0.87 0.10 0.84 0.27 1.12 0.21
1 year 0.73 0.08 0.73 0.08 0.94 0.10 0.93 0.24 1.21 0.19
5 years 0.78 0.08 0.83 0.08 1.06 0.10 1.11 0.18 1.38 0.17
50 years 0.84 0.08 0.96 0.07 1.20 0.10 1.32 0.17 1.57 0.18
75 years 0.85 0.09 0.98 0.06 1.22 0.10 1.35 0.18 1.60 0.18
100 years 0.86 0.09 1.00 0.06 1.23 0.10 1.37 0.18 1.62 0.19
Page 236 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-54. Two-axle EV statistical parameters of live load reaction for ADTT = 1,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.52 0.14 0.55 0.13 0.55 0.12 0.55 0.12 0.61 0.30
2 weeks 0.65 0.10 0.66 0.09 0.76 0.10 0.70 0.32 0.97 0.25
1 month 0.68 0.09 0.69 0.08 0.83 0.10 0.79 0.29 1.07 0.22
2 months 0.71 0.08 0.72 0.08 0.90 0.10 0.88 0.26 1.16 0.20
6 months 0.75 0.08 0.77 0.09 0.99 0.10 1.01 0.21 1.28 0.18
1 year 0.77 0.08 0.81 0.08 1.04 0.10 1.09 0.19 1.36 0.17
5 years 0.82 0.08 0.92 0.07 1.15 0.10 1.24 0.17 1.50 0.17
50 years 0.88 0.09 1.03 0.06 1.27 0.11 1.42 0.19 1.67 0.19
75 years 0.89 0.09 1.05 0.06 1.29 0.11 1.45 0.20 1.69 0.20
100 years 0.89 0.10 1.06 0.06 1.30 0.11 1.47 0.21 1.71 0.20

Table B-55. Two-axle EV statistical parameters of live load reaction for ADTT = 2,500.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.56 0.13 0.59 0.11 0.59 0.11 0.59 0.11 0.73 0.29
2 weeks 0.69 0.09 0.70 0.08 0.85 0.10 0.81 0.28 1.09 0.22
1 month 0.72 0.08 0.73 0.08 0.92 0.10 0.91 0.25 1.19 0.20
2 months 0.74 0.08 0.75 0.09 0.98 0.10 0.99 0.22 1.26 0.18
6 months 0.78 0.08 0.83 0.08 1.06 0.10 1.11 0.19 1.38 0.17
1 year 0.80 0.08 0.87 0.08 1.10 0.10 1.18 0.17 1.44 0.17
5 years 0.84 0.08 0.96 0.07 1.20 0.10 1.32 0.17 1.57 0.18
50 years 0.90 0.10 1.07 0.06 1.31 0.11 1.48 0.21 1.73 0.21
75 years 0.91 0.10 1.08 0.06 1.33 0.11 1.51 0.22 1.75 0.21
100 years 0.91 0.10 1.09 0.06 1.34 0.11 1.53 0.22 1.77 0.21

Table B-56. Two-axle EV statistical parameters of live load reaction for ADTT = 5,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.60 0.12 0.62 0.10 0.65 0.10 0.63 0.10 0.83 0.28
2 weeks 0.71 0.08 0.73 0.08 0.91 0.10 0.90 0.25 1.18 0.20
1 month 0.74 0.08 0.75 0.09 0.98 0.10 0.99 0.22 1.26 0.18
2 months 0.77 0.08 0.80 0.09 1.03 0.10 1.07 0.20 1.34 0.18
6 months 0.80 0.08 0.87 0.08 1.10 0.10 1.18 0.17 1.44 0.17
1 year 0.82 0.08 0.92 0.07 1.15 0.10 1.24 0.17 1.50 0.17
5 years 0.86 0.09 1.00 0.06 1.23 0.10 1.37 0.18 1.62 0.19
50 years 0.91 0.10 1.09 0.06 1.34 0.11 1.53 0.22 1.77 0.21
75 years 0.92 0.10 1.11 0.06 1.36 0.11 1.55 0.23 1.79 0.22
100 years 0.92 0.11 1.12 0.06 1.37 0.12 1.57 0.24 1.81 0.22
Page 237 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-57. Two-axle EV statistical parameters of live load reaction for ADTT = 10,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.63 0.10 0.65 0.10 0.72 0.10 0.66 0.33 0.92 0.26
2 weeks 0.74 0.08 0.75 0.07 0.97 0.10 0.98 0.22 1.26 0.18
1 month 0.77 0.08 0.80 0.09 1.03 0.10 1.07 0.20 1.34 0.18
2 months 0.79 0.08 0.85 0.08 1.08 0.10 1.14 0.18 1.40 0.17
6 months 0.82 0.08 0.91 0.07 1.14 0.10 1.24 0.17 1.50 0.17
1 year 0.84 0.08 0.95 0.07 1.18 0.10 1.30 0.17 1.55 0.18
5 years 0.88 0.09 1.03 0.06 1.27 0.11 1.42 0.19 1.67 0.19
50 years 0.92 0.11 1.12 0.06 1.37 0.12 1.57 0.24 1.81 0.22
75 years 0.93 0.11 1.13 0.06 1.39 0.12 1.59 0.24 1.83 0.23
100 years 0.94 0.11 1.14 0.06 1.40 0.12 1.61 0.25 1.85 0.23

Table B-58. Two-axle EV statistical parameters of live load negative moment for ADTT = 250.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.53 0.16 0.67 0.24 0.80 0.08 0.73 0.45 0.80 0.27
2 weeks 0.67 0.12 0.87 0.21 1.13 0.11 1.08 0.38 1.22 0.28
1 month 0.72 0.11 0.95 0.21 1.24 0.11 1.19 0.35 1.35 0.26
2 months 0.76 0.10 1.02 0.20 1.33 0.12 1.30 0.31 1.46 0.24
6 months 0.81 0.10 1.14 0.19 1.48 0.12 1.46 0.25 1.64 0.20
1 year 0.84 0.09 1.23 0.18 1.56 0.12 1.56 0.22 1.74 0.18
5 years 0.91 0.10 1.41 0.14 1.72 0.12 1.77 0.18 1.95 0.17
50 years 0.98 0.11 1.64 0.12 1.90 0.13 2.00 0.23 2.19 0.20
75 years 0.99 0.11 1.68 0.12 1.93 0.13 2.04 0.24 2.23 0.21
100 years 1.00 0.11 1.70 0.12 1.95 0.13 2.06 0.25 2.25 0.21

Table B-59. Two-axle EV statistical parameters of live load negative moment for ADTT = 1,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.60 0.14 0.77 0.22 0.96 0.09 0.91 0.41 1.01 0.28
2 weeks 0.75 0.11 1.01 0.20 1.32 0.12 1.29 0.32 1.45 0.24
1 month 0.79 0.10 1.10 0.20 1.43 0.12 1.40 0.28 1.57 0.22
2 months 0.82 0.10 1.18 0.19 1.51 0.12 1.50 0.24 1.68 0.19
6 months 0.87 0.09 1.31 0.16 1.63 0.12 1.65 0.19 1.84 0.17
1 year 0.90 0.09 1.39 0.14 1.70 0.12 1.74 0.18 1.93 0.17
5 years 0.95 0.10 1.56 0.11 1.83 0.12 1.91 0.20 2.10 0.18
50 years 1.02 0.12 1.75 0.14 2.00 0.13 2.12 0.27 2.31 0.23
75 years 1.03 0.12 1.78 0.14 2.02 0.13 2.15 0.28 2.35 0.23
100 years 1.04 0.12 1.80 0.15 2.04 0.13 2.17 0.29 2.37 0.24
Page 238 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-60. Two-axle EV statistical parameters of live load negative moment for ADTT = 2,500.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.65 0.13 0.84 0.22 1.08 0.10 1.04 0.39 1.16 0.28
2 weeks 0.80 0.10 1.11 0.20 1.45 0.12 1.42 0.27 1.60 0.21
1 month 0.83 0.09 1.20 0.18 1.54 0.12 1.53 0.23 1.71 0.19
2 months 0.86 0.09 1.29 0.17 1.61 0.12 1.63 0.20 1.81 0.17
6 months 0.91 0.10 1.41 0.14 1.72 0.12 1.76 0.18 1.95 0.17
1 year 0.93 0.10 1.49 0.12 1.78 0.12 1.84 0.18 2.03 0.17
5 years 0.98 0.11 1.64 0.12 1.90 0.13 2.00 0.23 2.19 0.20
50 years 1.04 0.12 1.81 0.15 2.05 0.13 2.19 0.30 2.39 0.24
75 years 1.05 0.13 1.84 0.16 2.08 0.14 2.21 0.31 2.42 0.25
100 years 1.06 0.13 1.86 0.17 2.09 0.14 2.24 0.32 2.44 0.26

Table B-61. Two-axle EV statistical parameters of live load negative moment for ADTT = 5,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.69 0.12 0.91 0.21 1.18 0.11 1.14 0.36 1.28 0.27
2 weeks 0.83 0.09 1.20 0.19 1.53 0.12 1.52 0.23 1.70 0.19
1 month 0.86 0.09 1.29 0.17 1.61 0.12 1.63 0.20 1.81 0.17
2 months 0.89 0.09 1.37 0.15 1.68 0.12 1.72 0.18 1.90 0.17
6 months 0.93 0.10 1.49 0.12 1.78 0.12 1.84 0.18 2.03 0.17
1 year 0.95 0.10 1.56 0.11 1.83 0.12 1.91 0.20 2.10 0.18
5 years 1.00 0.11 1.70 0.12 1.95 0.13 2.06 0.25 2.25 0.21
50 years 1.06 0.13 1.86 0.17 2.09 0.14 2.24 0.32 2.44 0.26
75 years 1.07 0.13 1.88 0.17 2.12 0.14 2.26 0.34 2.47 0.26
100 years 1.07 0.13 1.90 0.18 2.13 0.14 2.28 0.35 2.49 0.27

Table B-62. Two-axle EV statistical parameters of live load negative moment for ADTT = 10,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.73 0.11 0.98 0.21 1.28 0.12 1.24 0.33 1.39 0.25
2 weeks 0.86 0.09 1.28 0.17 1.61 0.12 1.62 0.20 1.80 0.17
1 month 0.89 0.09 1.37 0.15 1.68 0.12 1.72 0.18 1.90 0.17
2 months 0.92 0.10 1.44 0.13 1.74 0.12 1.80 0.18 1.98 0.17
6 months 0.95 0.10 1.56 0.11 1.83 0.12 1.91 0.20 2.10 0.18
1 year 0.97 0.11 1.62 0.11 1.89 0.12 1.98 0.22 2.17 0.20
5 years 1.02 0.12 1.75 0.14 2.00 0.13 2.12 0.27 2.31 0.23
50 years 1.07 0.13 1.90 0.18 2.13 0.14 2.28 0.35 2.49 0.27
75 years 1.08 0.14 1.92 0.19 2.15 0.14 2.31 0.36 2.52 0.28
100 years 1.09 0.14 1.94 0.19 2.17 0.14 2.33 0.37 2.54 0.28
Page 239 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-63. Three-axle EV statistical parameters of live load moment for ADTT = 250.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.48 0.15 0.51 0.14 0.52 0.14 0.53 0.14 0.53 0.13
2 weeks 0.64 0.11 0.65 0.10 0.66 0.10 0.67 0.10 0.67 0.09
1 month 0.69 0.10 0.69 0.09 0.69 0.09 0.70 0.09 0.71 0.09
2 months 0.72 0.09 0.72 0.08 0.72 0.08 0.73 0.08 0.74 0.08
6 months 0.77 0.08 0.76 0.08 0.77 0.08 0.77 0.07 0.78 0.07
1 year 0.80 0.08 0.78 0.07 0.79 0.07 0.80 0.07 0.80 0.07
5 years 0.85 0.07 0.83 0.07 0.84 0.07 0.84 0.07 0.86 0.09
50 years 0.92 0.08 0.89 0.08 0.90 0.08 0.90 0.08 0.98 0.09
75 years 0.93 0.08 0.90 0.08 0.91 0.08 0.91 0.08 1.00 0.10
100 years 0.94 0.08 0.91 0.08 0.91 0.08 0.92 0.08 1.02 0.10

Table B-64. Three-axle EV statistical parameters of live load moment for ADTT = 1,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.57 0.13 0.59 0.12 0.59 0.12 0.60 0.11 0.61 0.11
2 weeks 0.72 0.09 0.71 0.08 0.72 0.08 0.73 0.08 0.73 0.08
1 month 0.75 0.08 0.74 0.08 0.75 0.08 0.76 0.08 0.76 0.08
2 months 0.78 0.08 0.77 0.08 0.78 0.07 0.78 0.07 0.79 0.07
6 months 0.82 0.08 0.80 0.07 0.81 0.07 0.82 0.07 0.82 0.07
1 year 0.84 0.07 0.83 0.07 0.83 0.07 0.84 0.07 0.84 0.09
5 years 0.89 0.08 0.87 0.08 0.87 0.08 0.88 0.08 0.94 0.09
50 years 0.95 0.09 0.92 0.09 0.93 0.09 0.93 0.09 1.05 0.10
75 years 0.96 0.09 0.93 0.09 0.94 0.09 0.94 0.09 1.07 0.10
100 years 0.97 0.09 0.94 0.09 0.94 0.09 0.95 0.09 1.08 0.10

Table B-65. Three-axle EV statistical parameters of live load moment for ADTT = 2,500.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.63 0.11 0.63 0.10 0.64 0.10 0.65 0.10 0.65 0.10
2 weeks 0.76 0.08 0.75 0.08 0.76 0.08 0.76 0.08 0.77 0.07
1 month 0.79 0.08 0.78 0.07 0.78 0.07 0.79 0.07 0.79 0.07
2 months 0.81 0.08 0.80 0.07 0.80 0.07 0.81 0.07 0.82 0.07
6 months 0.85 0.07 0.83 0.07 0.84 0.07 0.84 0.07 0.86 0.09
1 year 0.87 0.08 0.85 0.08 0.86 0.08 0.86 0.07 0.90 0.09
5 years 0.92 0.08 0.89 0.08 0.90 0.08 0.90 0.08 0.98 0.09
50 years 0.98 0.09 0.94 0.09 0.95 0.09 0.95 0.09 1.09 0.10
75 years 0.99 0.09 0.95 0.09 0.95 0.09 0.96 0.09 1.10 0.11
100 years 0.99 0.09 0.96 0.10 0.96 0.10 0.97 0.10 1.12 0.11
Page 240 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-66. Three-axle EV statistical parameters of live load moment for ADTT = 5,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.66 0.10 0.67 0.09 0.68 0.09 0.68 0.09 0.69 0.09
2 weeks 0.79 0.08 0.77 0.07 0.78 0.07 0.79 0.07 0.79 0.07
1 month 0.81 0.08 0.80 0.07 0.80 0.07 0.81 0.07 0.82 0.07
2 months 0.84 0.07 0.82 0.07 0.83 0.07 0.83 0.07 0.84 0.07
6 months 0.87 0.08 0.85 0.08 0.86 0.07 0.86 0.07 0.90 0.09
1 year 0.89 0.08 0.87 0.08 0.87 0.08 0.88 0.08 0.94 0.09
5 years 0.94 0.08 0.91 0.08 0.91 0.08 0.92 0.08 1.02 0.10
50 years 0.99 0.09 0.96 0.10 0.96 0.10 0.97 0.10 1.12 0.11
75 years 1.00 0.09 0.96 0.10 0.97 0.10 0.97 0.10 1.13 0.11
100 years 1.01 0.10 0.97 0.10 0.97 0.10 0.98 0.10 1.14 0.11

Table B-67. Three-axle EV statistical parameters of live load moment for ADTT = 10,000.

Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.70 0.09 0.70 0.09 0.71 0.08 0.71 0.08 0.72 0.08
2 weeks 0.81 0.08 0.80 0.07 0.80 0.07 0.81 0.07 0.81 0.07
1 month 0.84 0.07 0.82 0.07 0.83 0.07 0.83 0.07 0.84 0.07
2 months 0.86 0.07 0.84 0.07 0.84 0.07 0.85 0.07 0.87 0.09
6 months 0.89 0.08 0.87 0.08 0.87 0.08 0.88 0.08 0.94 0.09
1 year 0.91 0.08 0.89 0.08 0.89 0.08 0.90 0.08 0.97 0.09
5 years 0.95 0.09 0.92 0.09 0.93 0.09 0.93 0.09 1.05 0.10
50 years 1.01 0.10 0.97 0.10 0.97 0.10 0.98 0.10 1.14 0.11
75 years 1.02 0.10 0.98 0.10 0.98 0.10 0.99 0.10 1.16 0.12
100 years 1.02 0.10 0.98 0.10 0.99 0.10 0.99 0.17 1.17 0.12

Table B-68. Three-axle EV statistical parameters of live load reaction for ADTT = 250.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.50 0.15 0.52 0.14 0.53 0.14 0.53 0.13 0.53 0.13
2 weeks 0.64 0.10 0.66 0.10 0.67 0.10 0.67 0.09 0.67 0.09
1 month 0.68 0.09 0.70 0.09 0.70 0.09 0.71 0.09 0.71 0.09
2 months 0.71 0.09 0.73 0.08 0.73 0.08 0.74 0.08 0.74 0.08
6 months 0.75 0.08 0.77 0.07 0.77 0.07 0.78 0.07 0.79 0.12
1 year 0.78 0.08 0.79 0.07 0.80 0.07 0.80 0.07 0.84 0.11
5 years 0.83 0.07 0.84 0.07 0.84 0.07 0.85 0.07 0.95 0.11
50 years 0.89 0.08 0.90 0.08 0.90 0.08 0.91 0.08 1.07 0.12
75 years 0.90 0.08 0.91 0.08 0.91 0.08 0.92 0.08 1.09 0.12
100 years 0.91 0.08 0.92 0.08 0.92 0.08 0.92 0.08 1.11 0.13
Page 241 Bookmark
Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-69. Three-axle EV statistical parameters of live load reaction for ADTT = 1,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.57 0.12 0.60 0.12 0.60 0.11 0.61 0.11 0.61 0.11
2 weeks 0.71 0.09 0.72 0.08 0.73 0.08 0.73 0.08 0.74 0.08
1 month 0.74 0.08 0.75 0.08 0.76 0.08 0.76 0.08 0.77 0.07
2 months 0.76 0.08 0.78 0.07 0.78 0.07 0.79 0.07 0.81 0.12
6 months 0.80 0.07 0.81 0.07 0.82 0.07 0.82 0.07 0.89 0.11
1 year 0.82 0.07 0.83 0.07 0.84 0.07 0.84 0.07 0.94 0.11
5 years 0.87 0.08 0.88 0.08 0.88 0.08 0.88 0.08 1.03 0.12
50 years 0.92 0.09 0.93 0.09 0.93 0.09 0.95 0.13 1.14 0.13
75 years 0.93 0.09 0.94 0.09 0.94 0.09 0.96 0.14 1.15 0.14
100 years 0.94 0.09 0.95 0.09 0.95 0.09 0.98 0.14 1.17 0.14

Table B-70. Three-axle EV statistical parameters of live load reaction for ADTT = 2,500.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.62 0.11 0.65 0.10 0.65 0.10 0.65 0.10 0.66 0.10
2 weeks 0.74 0.08 0.76 0.08 0.76 0.08 0.77 0.07 0.77 0.07
1 month 0.77 0.08 0.79 0.07 0.79 0.07 0.79 0.07 0.83 0.11
2 months 0.79 0.07 0.81 0.07 0.81 0.07 0.82 0.07 0.88 0.11
6 months 0.83 0.07 0.84 0.07 0.84 0.07 0.85 0.07 0.95 0.11
1 year 0.85 0.08 0.86 0.07 0.86 0.07 0.87 0.07 0.99 0.11
5 years 0.89 0.08 0.90 0.08 0.90 0.08 0.91 0.08 1.07 0.12
50 years 0.94 0.09 0.95 0.09 0.95 0.09 0.99 0.14 1.17 0.14
75 years 0.95 0.09 0.96 0.09 0.96 0.09 1.00 0.15 1.19 0.14
100 years 0.96 0.09 0.96 0.09 0.97 0.09 1.02 0.15 1.20 0.15

Table B-71. Three-axle EV statistical parameters of live load reaction for ADTT = 5,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.66 0.10 0.68 0.09 0.68 0.09 0.69 0.09 0.69 0.09
2 weeks 0.77 0.08 0.78 0.07 0.79 0.07 0.79 0.07 0.82 0.11
1 month 0.79 0.07 0.81 0.07 0.81 0.07 0.82 0.07 0.88 0.11
2 months 0.82 0.07 0.83 0.07 0.83 0.07 0.84 0.07 0.92 0.11
6 months 0.85 0.08 0.86 0.07 0.86 0.07 0.87 0.07 0.99 0.11
1 year 0.87 0.08 0.88 0.08 0.88 0.08 0.88 0.08 1.03 0.12
5 years 0.91 0.08 0.92 0.08 0.92 0.08 0.92 0.08 1.11 0.13
50 years 0.96 0.09 0.96 0.09 0.97 0.09 1.02 0.15 1.20 0.15
75 years 0.96 0.10 0.97 0.10 0.98 0.10 1.03 0.16 1.22 0.15
100 years 0.97 0.10 0.98 0.10 0.98 0.10 1.04 0.16 1.23 0.15
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-72. Three-axle EV statistical parameters of live load reaction for ADTT = 10,000.

Reaction 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.69 0.09 0.71 0.08 0.71 0.08 0.72 0.08 0.72 0.08
2 weeks 0.79 0.07 0.81 0.07 0.81 0.07 0.81 0.07 0.87 0.11
1 month 0.82 0.07 0.83 0.07 0.83 0.07 0.84 0.07 0.92 0.11
2 months 0.84 0.07 0.85 0.07 0.85 0.07 0.86 0.07 0.97 0.11
6 months 0.87 0.08 0.88 0.08 0.88 0.08 0.88 0.08 1.03 0.12
1 year 0.88 0.08 0.89 0.08 0.90 0.08 0.90 0.08 1.06 0.12
5 years 0.92 0.09 0.93 0.09 0.93 0.09 0.95 0.13 1.14 0.13
50 years 0.97 0.10 0.98 0.10 0.98 0.10 1.04 0.16 1.23 0.15
75 years 0.98 0.10 0.99 0.10 0.99 0.10 1.06 0.17 1.24 0.16
100 years 0.98 0.10 0.99 0.10 0.99 0.10 1.07 0.17 1.25 0.16

Table B-73. Three-axle EV statistical parameters of live load negative moment for ADTT = 250.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.54 0.14 0.52 0.14 0.53 0.14 0.54 0.14 0.58 0.14
2 weeks 0.70 0.10 0.66 0.10 0.72 0.05 0.71 0.27 0.87 0.14
1 month 0.74 0.09 0.70 0.09 0.79 0.06 0.78 0.25 0.95 0.13
2 months 0.77 0.08 0.73 0.08 0.85 0.06 0.84 0.23 1.03 0.12
6 months 0.81 0.08 0.77 0.07 0.95 0.07 0.95 0.20 1.15 0.12
1 year 0.84 0.08 0.79 0.07 1.01 0.07 1.02 0.18 1.21 0.12
5 years 0.89 0.08 0.88 0.10 1.13 0.07 1.16 0.14 1.35 0.13
50 years 0.96 0.09 1.05 0.06 1.26 0.08 1.32 0.15 1.50 0.16
75 years 0.97 0.09 1.07 0.06 1.28 0.08 1.35 0.16 1.52 0.17
100 years 0.98 0.10 1.09 0.06 1.29 0.08 1.36 0.17 1.54 0.17

Table B-74. Three-axle EV statistical parameters of live load negative moment for ADTT = 1,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.62 0.12 0.60 0.12 0.61 0.04 0.61 0.11 0.72 0.14
2 weeks 0.76 0.08 0.72 0.08 0.85 0.06 0.84 0.24 1.03 0.12
1 month 0.80 0.08 0.75 0.08 0.92 0.07 0.91 0.21 1.11 0.12
2 months 0.82 0.08 0.78 0.07 0.98 0.07 0.98 0.19 1.18 0.12
6 months 0.86 0.08 0.81 0.07 1.06 0.07 1.08 0.16 1.27 0.12
1 year 0.89 0.08 0.86 0.10 1.11 0.07 1.14 0.15 1.33 0.13
5 years 0.93 0.09 0.98 0.07 1.21 0.08 1.26 0.14 1.44 0.15
50 years 0.99 0.10 1.13 0.07 1.32 0.08 1.40 0.18 1.57 0.18
75 years 1.00 0.10 1.15 0.08 1.34 0.08 1.42 0.19 1.60 0.19
100 years 1.01 0.10 1.17 0.08 1.35 0.08 1.44 0.19 1.61 0.19
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-75. Three-axle EV statistical parameters of live load negative moment for ADTT = 2,500.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.68 0.10 0.64 0.10 0.69 0.05 0.67 0.27 0.83 0.14
2 weeks 0.80 0.08 0.76 0.08 0.93 0.07 0.93 0.21 1.12 0.12
1 month 0.83 0.08 0.78 0.07 1.00 0.07 1.00 0.18 1.20 0.12
2 months 0.86 0.08 0.81 0.07 1.05 0.07 1.06 0.16 1.26 0.12
6 months 0.89 0.08 0.88 0.10 1.13 0.07 1.16 0.14 1.34 0.13
1 year 0.91 0.08 0.93 0.08 1.17 0.07 1.21 0.14 1.39 0.14
5 years 0.96 0.09 1.05 0.06 1.26 0.08 1.32 0.15 1.50 0.16
50 years 1.01 0.11 1.18 0.08 1.36 0.09 1.45 0.20 1.62 0.19
75 years 1.02 0.11 1.20 0.09 1.38 0.09 1.47 0.21 1.64 0.20
100 years 1.03 0.11 1.21 0.09 1.39 0.09 1.48 0.21 1.66 0.20

Table B-76. Three-axle EV statistical parameters of live load negative moment for ADTT = 5,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.71 0.09 0.68 0.09 0.75 0.06 0.74 0.26 0.91 0.13
2 weeks 0.83 0.08 0.78 0.07 0.99 0.07 0.99 0.19 1.19 0.12
1 month 0.86 0.08 0.81 0.07 1.05 0.07 1.06 0.16 1.26 0.12
2 months 0.88 0.08 0.84 0.11 1.10 0.07 1.12 0.15 1.31 0.13
6 months 0.91 0.08 0.93 0.09 1.17 0.07 1.21 0.14 1.39 0.14
1 year 0.93 0.09 0.98 0.07 1.21 0.08 1.26 0.14 1.44 0.15
5 years 0.98 0.10 1.09 0.06 1.29 0.08 1.36 0.17 1.54 0.17
50 years 1.03 0.11 1.21 0.09 1.39 0.09 1.48 0.21 1.66 0.20
75 years 1.04 0.11 1.23 0.10 1.40 0.09 1.50 0.22 1.68 0.21
100 years 1.04 0.11 1.24 0.10 1.41 0.09 1.52 0.23 1.69 0.21

Table B-77. Three-axle EV statistical parameters of live load negative moment for ADTT = 10,000.

Negative Moment 30 ft 60 ft 80 ft 120 ft 200 ft
Bias V Bias V Bias V Bias V Bias V
1 day 0.75 0.08 0.71 0.08 0.82 0.06 0.81 0.25 0.99 0.13
2 weeks 0.86 0.08 0.80 0.07 1.05 0.07 1.06 0.17 1.25 0.12
1 month 0.88 0.08 0.84 0.11 1.10 0.07 1.12 0.15 1.31 0.13
2 months 0.90 0.08 0.90 0.09 1.14 0.07 1.18 0.14 1.37 0.14
6 months 0.93 0.09 0.98 0.07 1.21 0.08 1.26 0.14 1.44 0.15
1 year 0.95 0.09 1.03 0.06 1.25 0.08 1.31 0.15 1.48 0.16
5 years 0.99 0.10 1.13 0.07 1.32 0.08 1.40 0.18 1.57 0.18
50 years 1.04 0.11 1.24 0.10 1.41 0.09 1.52 0.23 1.69 0.21
75 years 1.05 0.12 1.26 0.11 1.43 0.09 1.53 0.24 1.71 0.21
100 years 1.06 0.12 1.27 0.11 1.44 0.09 1.55 0.24 1.72 0.22

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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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B.3 Permit Vehicles

The research team developed the live load models for Strength II limit state based on the New Jersey permit records (Lou et al. 2018). More than 208,487 permit vehicle registration records from 2010 to 2015 in New Jersey were used to develop the statistical live loads for reliability analysis. The permit data were filtered for the oversized vehicles using the federal bridge formula. The distribution of GVW is best described as a Type II extreme value distribution (Fréchet) as shown in Figure B-13. Load effects, including simple span positive moment, simple span shear force, and continuous span negative moment are calculated for different span lengths, ranging from 20 ft to 200 ft with an increment of 20 ft. The results can serve as input for the load side when performing reliability calibration. Extrapolation of the simple span positive moment for short span (40 ft), medium span (120 ft), and long span (200 ft) are shown as examples in Figure B-14(a), (b), and (c), respectively. The statistical parameters, including mean and V of bias ratio at the different levels are presented in Table B-78, Table B-79, and Table B-80 for the simple span positive moment, simple span shear, and continuous span negative moment, respectively.

GVW distribution of permit records
Figure B-13. GVW distribution of permit records.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Extrapolation of load effects (a) short span (40 ft) single-span positive moment; (b) medium span (120 ft) single-span positive moment; (c) long span (200 ft) single-span positive moment
Figure B-14. Extrapolation of load effects (a) short span (40 ft) single-span positive moment; (b) medium span (120 ft) single-span positive moment; (c) long span (200 ft) single-span positive moment.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-78. Statistical parameters of live load for simple span positive moment.

Span length (ft) 75 years 10 years 5 years 1 year
λ V λ V λ V λ V
20 1.39 18% 1.29 18% 1.25 18% 1.17 18%
40 1.43 20% 1.32 20% 1.28 20% 1.19 20%
60 1.32 20% 1.22 20% 1.18 20% 1.10 20%
80 1.19 19% 1.10 19% 1.07 19% 0.99 19%
100 1.19 19% 1.10 19% 1.07 19% 1.00 19%
120 1.25 19% 1.15 19% 1.12 19% 1.05 19%
140 1.30 19% 1.20 19% 1.17 19% 1.09 19%
160 1.33 19% 1.23 19% 1.20 19% 1.12 19%
180 1.36 19% 1.26 19% 1.22 19% 1.14 19%
200 1.38 19% 1.28 19% 1.24 19% 1.16 19%
Max 1.43 20% 1.32 20% 1.28 20% 1.19 20%
Min 1.19 18% 1.10 18% 1.07 18% 0.99 18%
Average 1.31 19% 1.21 19% 1.18 19% 1.10 19%

Table B-79. Statistical parameters of live load for simple span shear.

Span length (ft) 75 years 10 years 5 years 1 year
λ V λ V λ V λ V
20 1.14 18% 1.05 18% 1.03 18% 0.96 18%
40 1.25 20% 1.15 20% 1.12 20% 1.04 20%
60 1.13 19% 1.04 19% 1.01 19% 0.94 19%
80 1.19 20% 1.10 20% 1.07 20% 1.00 20%
100 1.26 20% 1.16 20% 1.13 20% 1.05 20%
120 1.30 20% 1.20 20% 1.16 20% 1.08 20%
140 1.24 20% 1.15 20% 1.12 20% 1.04 20%
160 1.24 19% 1.15 19% 1.11 19% 1.04 19%
180 1.26 20% 1.17 20% 1.13 20% 1.06 20%
200 1.28 20% 1.19 20% 1.15 20% 1.07 20%
Max 1.30 20% 1.20 20% 1.16 20% 1.08 20%
Min 1.13 18% 1.04 18% 1.01 18% 0.94 18%
Average 1.23 19% 1.14 19% 1.10 19% 1.03 19%
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Table B-80. Statistical parameters of live load for continuous span negative moment.

Span length (ft) 75 years 10 years 5 years 1 year
λ V λ V λ V λ V
20 1.03 18% 0.96 18% 0.93 18% 0.87 18%
40 1.06 21% 0.97 21% 0.94 21% 0.87 21%
60 1.37 21% 1.26 21% 1.22 21% 1.13 21%
80 1.42 22% 1.30 22% 1.26 22% 1.16 22%
100 1.19 21% 1.10 21% 1.06 21% 0.98 21%
120 1.08 20% 0.99 20% 0.96 20% 0.90 20%
140 1.08 20% 1.00 20% 0.97 20% 0.90 20%
160 1.10 20% 1.01 20% 0.98 20% 0.91 20%
180 1.11 20% 1.03 20% 1.00 20% 0.93 20%
200 1.13 20% 1.04 20% 1.01 20% 0.94 20%
Max 1.42 22% 1.30 22% 1.26 22% 1.16 22%
Min 1.03 18% 0.96 18% 0.93 18% 0.87 18%
Average 1.16 20% 1.06 20% 1.03 20% 0.96 20%

B.4 References

AASHTO. (2018). The Manual for Bridge Evaluation, 3rd ed. Washington, DC.

Fire Apparatus Manufacturers’ Association. Emergency Vehicle Size and Weight Guide. (2017). Ocala, FL. https://www.fama.org/wp-content/uploads/2017/12/1514564588_5a466bec19c41.pdf.

Load Rating for the FAST Act’s Emergency Vehicles. 2016. FHWA Memorandum, Washington, DC. https://www.fhwa.dot.gov/bridge/loadrating/161103.cfm.

Lou, P., Gao, D., Nassif, H., and Reddy, M. (2019). Reliability Assessment of Steel Bridges for Specialized Hauling Vehicles. Transportation Research Record: Journal of the Transportation Research Board, No. 2673(12), pp. 391–403.

Lou, P., Nassif, H., and Truban, P. (2018). Development of Live Load Model for Strength II Limit State in AASHTO LRFD Design Specifications. Transportation Research Record: Journal of the Transportation Research Board, No. 672(41), pp. 11–23.

Lou, P., Yang, C., and Nassif, H. (2021). Impact of Specialized Hauling Vehicles and Emergency Vehicles on Bridge Load Rating. Transportation Research Record: Journal of the Transportation Research Board, No. 2675(10), pp. 1012–1024.

Modjeski and Masters, Inc., University of Nebraska–Lincoln, University of Delaware, and NCS Consultants, LLC. (2015). SHRP 2 Report S-2-R19B-RW-1: Bridges for Service Life Beyond 100 Years: Service Limit State Design, Transportation Research Board, Washington, DC.

Zokaie, T., Imbsen, R. A., and Osterkamp, T. A. (1991). Distribution of Wheel Loads on Highway Bridges. Transportation Research Record: Journal of the Transportation Research Board, No. 1290, pp. 119–126.

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Abbreviations and acronyms used without definitions in TRB publications:

A4A Airlines for America
AAAE American Association of Airport Executives
AASHO American Association of State Highway Officials
AASHTO American Association of State Highway and Transportation Officials
ACI–NA Airports Council International–North America
ACRP Airport Cooperative Research Program
ADA Americans with Disabilities Act
APTA American Public Transportation Association
ASCE American Society of Civil Engineers
ASME American Society of Mechanical Engineers
ASTM American Society for Testing and Materials
ATA American Trucking Associations
CTAA Community Transportation Association of America
CTBSSP Commercial Truck and Bus Safety Synthesis Program
DHS Department of Homeland Security
DOE Department of Energy
EPA Environmental Protection Agency
FAA Federal Aviation Administration
FAST Fixing America’s Surface Transportation Act (2015)
FHWA Federal Highway Administration
FMCSA Federal Motor Carrier Safety Administration
FRA Federal Railroad Administration
FTA Federal Transit Administration
GHSA Governors Highway Safety Association
HMCRP Hazardous Materials Cooperative Research Program
IEEE Institute of Electrical and Electronics Engineers
ISTEA Intermodal Surface Transportation Efficiency Act of 1991
ITE Institute of Transportation Engineers
MAP-21 Moving Ahead for Progress in the 21st Century Act (2012)
NASA National Aeronautics and Space Administration
NASAO National Association of State Aviation Officials
NCFRP National Cooperative Freight Research Program
NCHRP National Cooperative Highway Research Program
NHTSA National Highway Traffic Safety Administration
NTSB National Transportation Safety Board
PHMSA Pipeline and Hazardous Materials Safety Administration
RITA Research and Innovative Technology Administration
SAE Society of Automotive Engineers
SAFETEA-LU Safe, Accountable, Flexible, Efficient Transportation Equity Act: A Legacy for Users (2005)
TCRP Transit Cooperative Research Program
TEA-21 Transportation Equity Act for the 21st Century (1998)
TRB Transportation Research Board
TSA Transportation Security Administration
U.S. DOT United States Department of Transportation
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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Suggested Citation: "Appendix B: Live Load Models Based on National Weigh-in-Motion Data and Permit Data." National Academies of Sciences, Engineering, and Medicine. 2024. Load Rating of Segmental Bridges. Washington, DC: The National Academies Press. doi: 10.17226/28597.
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