Central U.S. Earthquake Consortium (CUSEC) State Geologists’Procedures for New Madrid Catastrophic Planning Initiative Phase II
8-State Soil Site Class, Liquefaction Susceptibility, and Soil Response MapsCUSEC Association of the State Geologists (2008)
The CUSEC State Geologists produced a regional Soil Site Class map (NEHRP Soil Profile
Type Map), a Liquefaction Susceptibility Map and a Soil Response Map for the 8 states to be
used in the FEMA New Madrid Catastrophic Planning Initiative Phase II work. The USGS
Geologic Investigation Series I-2789 Map of Surficial Deposits and Materials in the Eastern andCentral United State (East of 102 degrees West Longitude) by David S. Fullerton, Charles A.
Bush and Jean N. Pennell (2003) was the base map used for this work. Each State Geological
Survey produced its own state map version of the Soil Site Class and Liquefaction Susceptibility
maps.
Soil Site Classification Map
The procedures outlined in the NEHRP provisions (Building Seismic Safety Council, 2004) andthe 2003 International Building Codes (International Code Council, 2002) were followed toproduce the soil site class maps. Procedures start with the simple assignment of areas forliquefiable soils, thick soft clay and no or thin soil areas:
Liquefiable - Soil Site Class F Soils: Checked for the four categories of Site Class F. If thesite corresponds to any of these categories, classified the site as Site Class F.
Categories for Site Class F are:Any profile containing soils having one or more of the following characteristics:
1. Soils vulnerable to potential failure or collapse under seismic loading such asliquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils.
2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clays
where H = thickness of soil)
3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75)
4. Very thick soft/medium stiff clay (H > 120 feet)
Note: All but the Kentucky Geological Survey mapped F soils.
Thick Soft Soils: Checked for the existence of a total thickness of soft clay > 10 ft (3 m) wherea soft clay layer is defined by w ≥ 40 percent and PL > 20. If these criteria were satisfied,classified the site as Site Class E.

Thin Soils International Building Codes exclude soils less than 10 feet thick between the top of
bedrock and building foundations for consideration in the soil site class maps. Therefore, ifmaps exist showing thickness of surficial materials, another area of the state can be eliminatedfor further consideration and classified according to the bedrock properties.
Typically soil site class maps are produced using “local” site conditions based on the average
shear wave velocity of the upper 30 meters of the “local” site geology. CUSEC State Geologists
used the entire column of soils material down to bedrock and did not include any bedrock inthe calculation of the average shear wave velocity for the column, since it is the soil column andthe difference in shear wave velocity of the soils in comparison to the bedrock which influencesmuch of the amplification. Using these procedures along with the Fullerton et al., (2003) map a
Soil Site Class Map was produced for eight states (figure 1).

Figure 1. Soil Site Class Map produced by the CUSEC State Geologists using Fullerton et al.,(2003) map as a base and shear wave velocity data of soils in the Central U.S.

Liquefaction Susceptibility Map
For HAZUS, the liquefaction susceptibility is based on the Youd and Perkins (1978) paper andtable 4.10 below from the HAZUS Manual (table 1). It was matched with the Fullerton et al.,(2003) map and additional interpretations of the state geological survey staff to produce the eightstates Liquefaction Susceptibility Map (figure 2).

Figure 2. Liquefaction Susceptibility Map produced by the CUSEC State Geologists using theFullerton et al., (2003) geologic base map and Youd and Perkins (1978) classification.

Table 1. Liquefaction susceptibility classification as presented by Youd and Perkins (1978) andtable 4.10 in the HAZUS Manual.

Soil Response Map
The Central U.S. Earthquake Consortium (CUSEC) State Geologists originally produced a Soil
Site Classification Map for the eight CUSEC states as outline above. The HAZUS computer
program uses the Soil Site Class Map along with an earthquake magnitude and location tocalculate the surface ground motions based on amplifications assigned to each soil site class. But
the HAZUS program does not perform the analysis outside of 200 km from the earthquake
source. To overcome this limitation one needs to produce a ground motion map for the area tobe analyzed based on the scenario earthquake event(s) and incorporate it into the HAZUS
program.
The project team decided that the ground motion map would be produced by Dr. Chris Cramer of
the University of Memphis (previously of USGS) using the methodology outlined in Cramer(2006). The Cramer (2006) methodology used earthquake events on all three segments of theNew Madrid faults along with ground motions modified by soil site amplification based on a“soil response map” and reference shear wave velocity profiles for each soil type. Cramer(2006) used the method of Toro and Silva (2001) which produced a soil response map (figure 3)
and the Soller and Packard (1998) national scale map of Quaternary (glacial materials)
characteristics and thicknesses and embayment/Memphis area reference shear wave velocity
profiles to generate soil amplification values at grid points. The amplification distribution per
grid point was calculated with intense computer computation for various input parameters using
Shake91. In 2006, Dr. Cramer used this method and resources in order to have the samerepresentation of materials and thicknesses across the 8 states and not a patch work of soil related
maps of different characteristics from each state.

Figure 3. Toro and Silva (2001) soil response map and soil types.
Phase II project constraints required that the complete eight state soil response map be produced
within two months. The Phase II Earthquake Scenario Subcommittee decided that for the eightstate analyses a simple approach would be to have all three fault segments going off “at once” asin the Cramer (2006) analysis. It was pointed out that this approach would produce a lower loss

estimate than if each of the three segments go off individually in succession since partiallydamaged structures from one event could be greatly affected by the second and third events. But,
the estimated impact from such an occurrence can not be modeled without an impossible task ofchanging the fragility characteristics of the damaged inventory after each event and then running
the next event! For the Phase II project, the 7.7 magnitude earthquake events were associatedwith the Southwest segment, Reelfoot thrust segment and the Northeast segment of the New
Madrid seismic zone defined by the decades of recorded seismic activity.
The short time frame required a simple new soil response map covering the entire eight states
and continued use by Dr. Cramer of shear wave velocity profiles defined in Toro and Silva(2001) and used in Dr. Cramer’s previous ground motion map production (2006). These profiles
with detailed information of dynamic properties, density, etc. were ready for use in the Shake91
analysis by Dr. Cramer. The Toro and Silva (2001) profiles are defined as Lowlands, Uplands,and Glacial Till. The Toro profiles were matched to the shear wave reference profiles previously
used for the soil site classification mapping of the CUSEC State Geologists and a new eight statesoil response map was produced with provinces defined by the Toro and Silva (2001) shear wave
reference profiles of Lowlands, Uplands and Glacial Till (figure 4).

Figure 4. Eight state soil response map produced with provinces defined by the Toro and Silva(2001) shear wave reference profiles of Lowlands, Uplands and Glacial Till.
The new soil response map adds more detail than the Toro and Silva map and covers the entire
eight states. A comparison between the Toro and Silva (2001) soil response map and theCUSEC State Geologists’ soil response map is shown in figure 5.

Figure 5. Comparison between soil response maps produced by Toro and Silva (2001) and theCUSEC State Geologists’ map for Phase II of the FEMA New Madrid Catastrophic Planning
Initiative.

References
Building Seismic Safety Council, (2004), NEHRP recommended provisions for seismic
regulations for new buildings and other structures, 2003 edition, Part 1 Provisions. Federal
Emergency Management Agency, FEMA 450, 355 pp.
Cramer, C.H., (2006), Quantifying the Uncertainty in Site Amplification Modeling and Its
Effects on Site-Specific Seismic-Hazard Estimation in the Upper Mississippi Embayment andAdjacent Areas. Bulletin of the Seismological Society of America, Vol. 96, No. 6, pp. 20082020.
Fullerton, David S., Charles A. Bush and Jean N. Pennell (2003), Map of Surficial Deposits andMaterials in the Eastern and Central United State (East of 102 degrees West Longitude), USGS
Geologic Investigation Series I-2789.
International Code Council, (2002), 2003 International Building Code, 668 pp.
Soller, D.R. and P.H. Packard, (1998), Digital representation of a map showing the thickness andcharacter of quaternary sediments in the glaciated United States east of the Rocky Mountains,U.S. Geological Survey, Digital Data Series, DDS#38.
Toro, G.R. and W.J. Silva, (2001), Scenario Earthquakes for St. Louis, MO, and Memphis, TN,and Seismic Hazard Maps for the Central United States Region Including the Effect of SiteConditions. Final Technical Report, USGS External Grant 1434-HQ-GR-02981, 248 pp.
Youd, T.L. and D.M. Perkins, (1978), Mapping of Liquefaction Induced Ground Failure
Potential. Journal of the Geotechnical Engineering Division, ASCE, Vol. 104, No. 4, pp. 433446.