Mansions Phase 1-CS 971202 817 ~EB~ ~106
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Odginel Oispositton: o Return. o COl~ and mail. o F;le .'_ ·
SOO Q~AeE~nNB HWY, SurrE 375 -Htmm', T~XAs 7ao~4 - Ma'mo 817/498-3o77 o FAX 817/4811410t
~RSHINGTON 8, RSSOE INE TEL:817-485-4~.06 Dec ~2,97 17:40 No.OOd P.02
ROne Engineers. Inc. .,1 North Rayner Street Tel. (817) 831-bL, 1 RoneEn ineers
· 'F°rt Wo~tn/Oeau Fort Worth. Texas 76111 Metro (817) 429-4328
Fax (817) 834-4833
November 20, 1997
Western Rim Services
2400 North Highway 121, Suite 107
Euless, Texas 76039
Al:tn: Mr. Richard E. Simmons
RE: ADDENDUM #2 TO REPORT 513-6-237-01
PAVEMENT RECOMMENDATIONS
THE MANSIONS BY THE LAKE
COPPELL, TEXAS
Dear Mr. Simmons:
The following confirms our conversation of November 20, 1 997 regarding pavement
and subgrade preparation for the above referenced project. Rone Engineers Inc.
performed the geotechnical investigation for this project with results presented In
Report No. 513-6-237-O1 dated July 16, 1997.
An alternate pavement option, compared to that presented in the above referenced
report, consists of thickening the Portland cement concrete pavement by one inch and
thereby eliminating the lime stabilized subgrade. This would thereby cause the
concrete thickness in channelized traffic areas would be 7 inches. The existing
subgrade would still be required to be scarified and recompacted, in accordance' with
the recommendations in the report. To reduce the potential for subgrade pumping,
it Is recommended that construction Joints have a geotextile belOw the joint itself.
Assuming the width of the geotextile to be 8 feet, the actual joint should be on the
centerline of the 8-foot width, allowing 4 feet of geotextile on each aide of the Joint.
The owner may wish to utilize a Contach Construction Products, Inc. geotextile called
Contech C-60 NW or equivalent.
It is important that the owner i:)rovlde aggressive maintenance of the pavement in the
future. This will include periodic observation of the pavement for cracking and proper
sealing of cracks to prevent/abate moisture migration below the pavement structure.
Oeotechnical & EnvirO~mentBI OOnKJitlnt~. Mlte~ll Engineering and Enviroflme~tld Ex .........
[dRSHINGTON & RSSOC INC TEL:817-485-4106 Dec ~2,97 17:40 No.O04 P.05
Western Rim Services
Report No. 513-6-237-01
November 20, 1997
Page 2
We appreciate the opportunity to provide this letter. Please contact us should further
questiOnS arise on information contained herein.
Very truly yours,
RONE ENGINEERS, INC.
Charles M. Jacksor{, P.E.
Vice President
Texas No. 46088 , ] ~ )9'~
CMJ/cms
Copies submitted: (2) Mr. Richard E. Simmons; Western Rim Services
(1) Mr. Joseph Reue; Washington & Associates, Inc.
IflRSHINGTDN 8~ FISSOC INC TF_J_:SJ.?-~,85-~,'I06 Dec-~2,cfl? '17:~,0 No.O0~, P.O~,
Lake planning also may Include measures to provide a relatively constant lake level,
relatively free of excessive surface water infiltration surges and/or evaporation.
Fluctuations of the lake level will cause the soils above the normal lake pool to
saturate for a temporary period of time and thereby loose strength. Fluctuation8 in
the normal lake water level can be concerned in any areas of soft 8oil where the
potential for rapid drawdown slope sloughing or failure might occur. Detailed analyses
of slope stability can be performed in the future by providing additional samples,
detailed direct shear or trlaxlal testing,- and computer generated analyse8 based on the
planned slope angles and lake levels.
8.0 PAVEMENTS
Organic materials and any vegetation should be removed from the construction areas
to achieve final subgrade elevation. The exposed surface then should be scarified and
mixed with 6 percent of hydrated lime (by dry unit weight). The amount of lime
required to stabilize the subgrade should be on the order of 27 pounds per square yard
for a 6-inch depth. The soil and lime mixture then should be compacted to between
95 and 100 percent of the maximum dry density as defined by ASTM D 698
(Standard Proctor Test) at a moisture content between optimum and 4 percentage
points above the optimum moisture value. The following pavement sections are a
minimum recommended for this project (20-year life design):
I
Report No. 513-6-237-01 RONE ENGINEER~, INC.
18
[dASHINGTON B ASSOC INC TEL:817-d85-410B
.~ Dec ~q2,97 17:z]2 No.O04 P.O5
Area of Light Vehicular Traffic
5.0 inches Portland Cement Concrete
(flexural s~rength = 550 psi)
(15-foo~ Joint spacing)
6.0 inches Compacted Lime Stabilized Subgrede
Area' of Channelized Traffic
6.0 inches Portland Cement Concrete
(flexural strength = 550 psi)
(15-foot Join~ spacing)
6.0 inches Compacted Lime S~bilized Subgrade
The above recommendations are based on one equivalent 18-kip single axle load per
day over a 20-year design life and on our experience with similar pavement loadings
in similar subgrade conditions. A California Bearing Ratio or other strength teats were
not Performed because they were not within the scope of our services on this project.
A subgrade modulus of 1 O0 pcl was considered appropriate for the near-surface soils.
if heavier vehicles are planned, the above pavement section should be Increaaed
within specifically loaded areas. The pavement cross sections can be confirmed by
performing strength tests on the subgrade materials once the traffic characteristics
are. established. Periodic maintenance of pavement structures normally improves the
durability of the overall pavement and enhances its expected life.
WASHINGTON g ASSOC INC TE~:817-dSS-d106 Dec m2,97 17:d$ No.OOd P.06
47
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THE MANSIONS BY THE LAKE - PHASE I
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