Allan Block MSE Modular Block Wall System

ADOT Specific Requirements for Allan Block MSE Modular Block Wall Systems

of 7

ADOT Vendor AZ Block Company; 9311 N Casa Grande Hwy, Tucson, AZ 85743 General Information ADOT Pride #: 09111

Approval Date: 12/15/2009 Re-evaluaton due: 12/15/2014

Design Standards More stringent of the following:

1. 2008 ADOT Standard Specifications for Road and Bridge Construction. 2. Latest ADOT MSE Wall LRFD Based Special Provisions. [Contact ADOT

for latest version at the time of the application of the system to a given project.]

3. FHWA (2009), “Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes; Publication No. FHWA-NHI-09-083; Authors: Berg, R. R., Christopher, B. R., and Samtani, N. C.

4. AASHTO (2007 with Latest Interims) LRFD Bridge Design Specifications. HITEC Evaluation Highway Innovative Technology Evaluation Center (HITEC) evaluation is not

available for this system. Blocks Evaluated • AB Three (3° setback)

• AB Classic (6° setback) • AB Rocks (6° setback) • AB Stone (12° setback)

Geogrid Connector • “Rock-Lock” connection which relies on friction interaction of rock infill

between blocks. See Figure 2 for gradation of rock infill. Geogrids Evaluated • Huesker “Fortrac” Series: 20/9-20; 35/20-20; 55/30-20; 80/30-20

• Mirafi “XT” Series: 2XT, 3XT, 5XT, 7XT, 8XT, 10XT • Stratagrid “SG” Series: SG150, SG200; SG350; SG500

Block Geogrid Connection Strength

• For Huesker “Fortrac” Series see Tables 1.1 and 1.2 • For Mirafi “XT” Series see Tables 2.1 and 2.2 • For Stratagrid “SG” Series see Tables 3.1 and 3.2

Notes/Constraints In addition to the general design requirements provided in the Design Standards

listed above, the following specific requirements apply: • For any project, use of the system evaluated herein is subject to ADOT

approval based on project- and site-specific evaluation. • Only the system components evaluated as noted above are to be used.

Tolerances shall be the more stringent of those noted in the attached drawings and the Design Standards listed above.

• Connection strength, for a given geogrid, greater than that corresponding to the maximum normal load noted in Tables 1.1, 1.2, 2.1, 2.2, 3.1 and 3.2 shall not be used even if normal load greater than maximum noted in the table for a given geogrid is estimated. This may limit the height of the wall based on specific geogrid being used.

• The long-term nominal connection strength, Talc, in Tables 1.2, 2.2 and 3.2 shall be multiplied by the resistance factor for connection strength as


of 7

specified in the latest AASHTO specification (Design Standard 4 listed above) to obtain the long-term factored connection strength.

• Reinforcement pullout shall be calculated based on the default values for geogrids provided in the latest AASHTO specification (Design Standard 4 listed above).

• Soil reinforcement length shall be measured from the back of the facing block.

• This system is not permitted for load bearing bridge abutment applications (no data provided for evaluation).

• Block rock infill shall be in accordance with gradation shown in Figure 2. • All details for penetration of culverts or other objects through the wall face

shall be evaluated on a project- and site-specific basis. • All details for penetration of vertical and horizontal obstructions through the

reinforced soil zone shall be evaluated on a project- and site-specific basis. Examples of these obstructions include foundation elements, catch basins, slotted drains, etc.

• Drainage details shall be modified as appropriate to meet project- and site-specific requirements.

Assumptions • Vendor submittals shall be in accordance with the design standards and other

requirements listed herein. • ADOT and its design representatives will evaluate the project- and site-

specific application of the Allan Block system and review submittals for approval consideration in strict accordance with the design standards, limitations, and requirements listed herein. Typical details in this package may not be applicable to a given project and will be modified, based on site-specific considerations, as necessary by the designer in consultation with the vendor.

• During construction of the Allan Block system, ADOT and it's representatives will enforce project- and site-specific acceptance requirements in accordance with the plans and specifications.


of 7

Figure 1: AB Classic series unit geometry. See www.allanblock.com for geometry of other blocks.

Figure 2: Gradation of rock infill within Allan Blocks.


of 7

Table 1.1

Short-term Ultimate Connection Strength Requirements for Huesker “Fortrac” Series Geogrid Reinforcements

Geogrid Short-term Ultimate Connection Strength Equation (N = Normal Load/ft)

Maximum Normal Load, N

20/9-20 Tu = 726 lb/ft + Ntan(3°) 2,429 lb/ft35/20-20 Tu = 1,313 lb/ft + Ntan(8°) 2,415 lb/ft

55/30-20 Tu1 = 1,373 lb/ft + Ntan(41°) for N < 1,411.5 lb/ft 2,449 lb/ftTu2 = 2,600 lb/ft for N > 1,411.5 lb/ft

80/30-20 Tu1 = 680 lb/ft + Ntan(57°) for N < 1,133.6 lb/ft 3,020 lb/ftTu2 = 2,143 lb/ft + Ntan(14°) for N > 1,133.6 lb/ft

Table 1.2 Long-term Nominal Connection Strength Requirements for Huesker “Fortrac” Series Geogrid

Reinforcements

Geogrid Long-term Nominal Connection Strength Equation (N = Normal Load/ft)


20/9-20 Talc = 302.5 lb/ft + 0.022N 2,429 lb/ft35/20-20 Talc = 547.1 lb/ft + 0.059N 2,415 lb/ft

55/30-20 Talc1 = 542.7 lb/ft + 0.344N for N < 1,411.5 lb/ft 2,449 lb/ftTalc2 = 1,028 lb/ft for N > 1,411.5 lb/ft

80/30-20 Talc1 = 268.8 lb/ft + 0.609N for N < 1,133.6 lb/ft 3,020 lb/ftTalc2 = 847 lb/ft + 0.099N for N > 1,133.6 lb/ft


of 7

Table 2.1

Short-term Ultimate Connection Strength Requirements for Mirafi “XT” Series Geogrid Reinforcements



2XT Tu1 1,371.6 lb/ft for N < 918.6 lb/ft 1,371.6 lb/ftTu2 for N > 918.6 lb/ft 3XT Tu 2,422 lb/ft 2,422 lb/ft5XT Tu 2,340.9 lb/ft 2,340.9 lb/ft7XT Tu 3,080.9 lb/ft 3,080.9 lb/ft

8XT Tu1 2,910 lb/ft for N < 2,155.9 lb/ft 2,910 lb/ftTu2 for N > 2,155.9 lb/ft

10XT Tu1 2,869 lb/ft for N < 1,067.3 lb/ft 2,869 lb/ftTu2 = 1,426 lb/ft + Ntan(23°) for N > 1,067.3 lb/ft

Table 2.2 Long-term Nominal Connection Strength Requirements for Mirafi “XT” Series Geogrid

Reinforcements



2XT Talc1 = 49.6 lb/ft + 0.0644N for N < 918.6 lb/ft 1,371.6 lb/ftTacl2 = 641.7 lb/ft for N > 918.6 lb/ft 3XT Talc = 561.3 lb/ft + 0.077N 2,422 lb/ft5XT Tacl = 470.8 lb/ft + 0.128N 2,340.9 lb/ft7XT Talc = 421.1 lb/ft + 0.190N 3,080.9 lb/ft

8XT Talc1 = 420.1 lb/ft + 0.332N for N < 2,155.9 lb/ft 2,910 lb/ftTalc2 = 1,135 lb/ft for N > 2,155.9 lb/ft

10XT Talc1 = 202.8 lb/ft + 0.506N for N < 1,067.3 lb/ft 2,869 lb/ftTalc2 = 563.6 lb/ft + 0.168N for N > 1,067.3 lb/ft


of 7

Table 3.1

Short-term Ultimate Connection Strength Requirements for Stratagrid “SG” Series Geogrid Reinforcements


Maximum Normal Load. N

SG150 Tu = 930 lb/ft + Ntan(24°) 1,534 lb/ftSG200 Tu = 951 lb/ft + Ntan(24°) 2,291 lb/ftSG350 Tu = 929 lb/ft + Ntan(25°) 2,291 lb/ftSG500 Tu = 848 lb/ft + Ntan(30°) 2,298 lb/ft

Table 3.2

Long-term Nominal Connection Strength Requirements for Stratagrid “SG” Series Geogrid Reinforcements



SG150 Talc = 387.5 lb/ft + 0.186N 1,534 lb/ftSG200 Talc = 396.3 lb/ft + 0.186N 2,291 lb/ftSG350 Talc = 387.1 lb/ft + 0.194N 2,291 lb/ftSG500 Talc = 353.3 lb/ft + 0.241N 2,298 lb/ft


of 7

TYPICAL DETAILS (10 pages)

Typical details submitted to ADOT as part of the product approval process are attached. These represent generic details that must be evaluated by the

designer based on project- and site-specific requirements. The designer shall also be responsible for ensuring conformance to the details in Figures 1 and 2

as well as the constraints and design standards noted in this evaluation.

Allan Block MSE Modular Block Wall System

Documents

Transcript of Allan Block MSE Modular Block Wall System