Villas at LV 2-LR121211 Center-finical 2209 Wisconsin Street TeL 9:2.620.8911
ALPHA /�T E S T I N G Construction Materials Suite 100 Far:972.620.1302
Environmental Dallas,Texas 75229 www.alphatescing.com
TBPE Firm No.813
WHERE IT ALL BEGINS
December 11, 2012
JBGL BF Development,LLC
3131 Harvard Avenue, Suite 103
Dallas,Texas 75205
Attention: Mr. Scot Whitwer
Re: Pavement Recommendations
Villas at Lake Vista,Phase Two
Lake Vista Drive
Coppell,Texas
ALPHA Report No. 121732-7
Recent laboratory test results on pavement subgrade soils for the referenced project indicated
relatively high level of soluble sulfates (see ALPHA Report No. 121732-5 dated December 6,
2012). On December 10, 2012, we attended a project meeting with you,the City of Coppell, the
paving contractor, and a representative of Dowdey, Anderson & Associates (the Engineer) to
discuss pavement subgrade preparation alternatives. This letter summarizes our opinions as a
result of that meeting.
The design pavement section for the project generally consists of 6 inches of Portland cement
concrete(PCC) over 6 inches of lime stabilized subgrade soils. Due to the high levels of'soluble
sulfates measured in the pavement subgrade, we recommend eliminating the lime treatment of
the pavement subgrade and increasing the PCC thickness. It is our opinion that increasing the
PCC thickness by 1.5 inches as discussed at the project meeting should provide a pavement
section that is equal to or superior to the original pavement section. The Engineer-of-Record for
the pavement design (Dowdey Anderson) should review this letter and make any required
changes to the pavement design if they are in concurrence.
ALPHA TESTING,INC. appreciates the opportunity to be of service on this project. If you have
any questions regarding this letter,please contact our office.
Sincerely,
ALPHA TESTING,IN
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Theodore A. (Tonyi DORE A.•JANISH ' "' '• E•
Principal g lice President
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Copies: (1) Client
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WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Rigid Design Inputs
Agency:
Company:
Contractor:
Project Description: 7 inches of Concrete on Raw Subgrade
Location:
Rigid Pavement Design/Evaluation
PCC Thickness 7.00 inches Load Transfer,J 3.20
Design ESALs 1,705,800 Mod.Subgrade Reaction,k 150 psi/in
Reliability 80.00 percent Drainage Coefficient,Cd 1.00
Overall Deviation 0.35 Initial Serviceability 4.50
Modulus of Rupture 630 psi Terminal Serviceability 2.00
Modulus of Elasticity 4,252,500 psi
Modulus of Subgrade Reaction(k-value)Determination
Resilient Modulus of the Subgrade 0.0 psi
Resilient Modulus of the Subbase 0.0 psi
Subbase Thickness 0.00 inches
Depth to Rigid Foundation 0.00 feet
Loss of Support Value(0,1,2,3) 0.0
Modulus of Subgrade Reaction 150.00 psi/in
Friday, December 7,2012 2:01:57PM Engineer:
Win PAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Rigid Design Inputs
Agency:
Company:
Contractor:
Project Description: 6 inches of Concrete with Lime Stabilized Subgrade
Location:
Rigid Pavement Design/Evaluation
PCC Thickness 6.00 inches Load Transfer,J 3.20
Design ESALs 1,089,400 Mod.Subgrade Reaction,k 300 psi/in
Reliability 80.00 percent Drainage Coefficient,Cd 1.00
Overall Deviation 0.35 Initial Serviceability 4.50
Modulus of Rupture 630 psi Terminal Serviceability 2.00
Modulus of Elasticity 4,252,500 psi
Modulus of Subgrade Reaction fk-value)Determination
Resilient Modulus of the Subgrade 0.0 psi
Resilient Modulus of the Subbase 0.0 psi
Subbase Thickness 0.00 inches
Depth to Rigid Foundation 0.00 feet
Loss of Support Value(0,1,2,3) 0.0
Modulus of Subgrade Reaction 300.00 psi/in
Friday, December 7,2012 2:00:12PM Engineer: