YMCA-CS01103110/6'1/01 16:48 FA2[ 214 303__1_$1_2. _GO.OD FULTON & FARI{IELL [~]001/011
(~){) }LjI <~'. ~, }a~"<L",L
TRANSMITTAL
Kenneth M. Griffin, P.E.
Director of Engineering & Public Works
The City of Coppel[
255 Parkway
P.O. Box 475
Coppell, Texas 75019
Project Number: 01122
Voice; 972.462.0022
Fax: 972.304.3673
Date: 10.31.01
Re: Lime Stabilization
Via: Fax
Dear Mr. Griffin,
Please grant the Coppell YMCA permission to not use llme stabilization per the
recommendations of the Geotechnical Report no. 94015374 dated September 10b, 2001 and
performed by HBC Engineering. The thickness of concrete for this parking lot will also follow the
recommendations of that reporC
Additional information requested on the site retaining wall is attached.
Please don't hesitate to call with any questions.
Thank you.
Scott A. Sower, AIA
Good Fulton & Farrell Architects
PH: (214) 303.1500 x207
FX: (214) 303.1512
MO: (214) 986.8102
E: ssower@gff, com
CC:
Curt Hazelbaker
Bill Anderson
Todd Baker
Lanny Huggins
(972) 393.5947
(972) 931.9538
(214) 871-3014
(214) 299.44A4
214 503 1512
10/~1/01 15:45 FAX 214 303 1512 GOOD FULTON & FARRELL ~002/011
September 10, 2001 ]~fG~, INC.
Coppell YMCA
c/o Mr. Scott Allen Wegener
Good Fulton & Farrell Architects
2808 Fairmount, Suite 300
Dallas, Texas 75201
Re;
Geotechnical Engineering Report
Proposed Coppell YMCA Additions
Coppell, Texas
HBC Report No.tg40153741 7~
Gentlemen:
In accordance with your authorization, HBC has completed its Geotechnical Engineering Report
at the above referenced site. The work was accomplished in accordance with the general scope
outlined in HBC's Proposal No. 01941245 dated August 15, 2001. The results are presented in
the attached report.
Please do not hesitate to contact us if there are any questions. We stand ready to assist in any
way during the design or construction phase of' the project,
We appreciate the opportunity to provide these services.
~--. ?.' % ~ -,
HBC ENGINEERING. IN~;
.
ProJect En ,neer
~roJec~ ~1 ~
Principal
Houston DaHa.~ Forl Worth Austin
11555 Chy Road 8901 Carpenter Pr-wy, 2~1 Grav~ ~vc 53~ Indus~ig Blvd.
Ho~. TX ~3 D~. ~ 75247 (817) 268-8~
013) 6~8989 (214) 630-1010 F~ (81~ ~ (512) ~2-t!22
214 30~ 1512
10/31/01 16:49 FAX 214 303 1512 GOOD D'~TLTON & FARRELL ~003/011
Area Pavinq
Subgrade materials at this site is anticipated to consist of clayey soils. These soils are subject
to loss of support with the moisture increases which occur beneath paving. They react with
hydrated lime, which serves to improve and maintain their support value. Lime stabilization is
recommended beneath flexible (asphalt) pavement sections. __Rigid ~oncrete) pavements mav
_be p, la?d o_n an unstabjlized compa_cted s_ub_~qr_ade._
A minimum of 7 percent hydrated lime (TxDOT Item 264), by dry weight, should be used. The
lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT,
Item 260). Stabilization should extend a minimum of one foot beyond the edge of the pavement.
Prior to lime stabilization or compaction, the subgrade should be proof-rolled with heavy
pneumatic equipment. Any soft or pumping areas should be undercut to a firm subgrade and
properly backfilled as described in the Site Gradinq section of this report. The subgrade,
stabilized or unstabilized, should then be uniformly compacted to a minimum of 95 percent of
ASTM D698 near, -1 to +3 percent, the optimum moisture content determined by that test. It
should then be protected and maintained in a moist condition until the pavement is placed.
Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture
on or adjacent to the pavement subgrade surface.
Both asphalt and concrete pavement sections are presented below. They are not considered
equal. Over the fife of the pavement, concrete sections would be expected to require less
maintenance.
Five inches of asphaltic concrete should be adequate in parking lots serving only automobile
traffic. This should be increased to 6 inches for drives subject to more frequent automobile
traffic. The section should consist of a two inch surface course similar to TxDOT Type D and a
base course similar to Type A or lB. The coarse aggregate in the surface course should be
crushed limestone rather than gravel. ;
Portland cement concrete is recommended in areas subject to truck and dumpster traffic and
should provide excellent service for other pavement areas. Five inches,, of concrete is
recommended for automobile parking lots and drives with 6 or more inches, depending on traffic
mix and volume, in areas subject to truck or dumpster traffic. The concrete should have a
minimum 28 day compressive strength of 3,000 PSI in automobile lots and 3,500 PSi in truck
areas. Jt should contain a minimum of 6 ± 1.5 percent entrained air. As a minimum, the section
should be reinforced with No. 3 bars on 18 inch centers in both directions.
The pavement will be subject to some movements due to volume changes in the clayey soils.
Flat grades should be avoided with positive drainage provided away from the pavement edges.
Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water.
9401~37~ j-
-9-
I.IBC ENGINEERING
214 30~ 1512
~ 10/~1/01 16:49 FAX 214 303 1512 GOOD FULTON & FARRELL ~004/011
GFF PROJECT NO. 0t 122
PART 1 GENERAl
1.1 SUMMARY
A. Section Includes
1,
COPPELL FAMILY YMCA
OCTOBER 19, 2001
SECTION 02276
RETAINING WALL SYSTEM
Work includes furnishing and installing concrete segmental retaining wall units to the
lines and grades designated on the construction drawings and as specified herein.
Related Sections
1. Section - Geosynthetic Wall Reinforcement
2. Section - Backfill
3. Section - Drainage Fill
4. Section - Landscaping Turf
5. Section - Drain Tile
1,2 REFERENCES
Ao
American Society of Testing and Materials 1. ASTM C1372-97; Standard Specification for Segmental Retaining Wall Units
2. ASTM C 1262-95; Standard Test Method for Evaluating the Freeze-Thaw Durability
of Manufactured Concrete Masonry Units and Related Concrete Units
3. ASTM C698-91; Standard Test Methods for Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures Using 5.5-1b Rammer and 12-in. Drop, (Standard Proctor)
4. ASTM D1557-91; Standard Test Methods for Moisture-Density Relations of Soiis and
Soil-Aggregate Mixtures Using 10-lb Rammer and 18-in. Drop, (Modified Proctor)
5. ASTM D448-86; Standard Classification for Sizes of Aggregate for Road and Bridge
Construction
6. ASTM C 140-96; Standard Test Methods of Sampling and Testing Concrete Masonry
Units
7'. ASTM D 2922-91; Standard Test Method for Density of Soil and Soil-Aggregate In
Place by Nuclear Methods (Shallow Depth)
8. ASTM D 155~-90; Standard Test Method for Density of Soil In Place by the Sand
Cone Method
9. ASTM D 2488 Standard Practice for Description and Identification of Soils, Visual-
Manual Procedure (USCS; Unified Soil Classification System)
1.3 SUBMITTALS
Submit the fo[lowing in accordance with Section 01300: 1. Manufacturer's literature: Materials description
2. Shop drawings: Retaining wall system design, including wall heights, geosynthetic
reinforcement layout and drainage provisions. The shop draw__i_ng_s shall.be $iened bv
_ a registered prof_e.ssional,,engineer licensed !n t~e state of wall installati_on.
3. Samptres-
a. Furnish one (1) unit in the color and face pattern specified if requested by the
Architect. If approved, unit may be used in the finished work.
b. 12 inches square or larger piece of the geosynthetic reinforcement specified.
4. Test reports from an independent laboratory stating moisture absorption and
compressive strength properties of the concrete wall units meet the project
specifications when tested in accordance with ASTM C 140-96, Sections 6, 8 and 9.
214 ~O~ 1512
' 10/~1/01 16:49 FAX 214 303 1512 GOOD FI, TLTON & FARRELL ~005/011
GFF PROJECT NO. 01122
COPPELL FAMILY YMCA
OGTOBER 19, 2001
1.4
A.
1.5
A.
1.6
A.
1.7
A.
DELIVERY, STORAGE AND HANDLING
The Contractor shall check the materials upon delivery to assure that proper material has
been received,
Deliver and handle materials in such manner as to prevent damage. Store above ground on
wood pallets or blocking, Remove damaged or otherwise unsuitable material, when so
determined, from the site,
1. Faces of the concrete wall units shall be substantially free of chips, cracks and stains.
2. The Contractor shall prevent excessive mud, wet cement, epoxy and like material, which
may affix themselves, from coming in contact with the materials.
EXTRA MATERIALS
Furnish Owner with three (3) replacement units identical to those installed on the Project.
DEFINITIONS
Geosynthetic reinforcement is a material specifically fabricated for use as a soil
reinforcement.
Concrete retaining wall units are as detailed on the drawings and are specified under Section
02276: Anchor Diamond Pro Retaining Wall Units.
Drainage aggregate is a material used around and directly behind the concrete wall units.
Backfill is the soil which is used as fill behind the drainage aggregate, and within the
reinforced soil mass if applicable.
Foundation soil is the soil mass supporting the leveling pad and reinforced zone of the
retaining wall system.
DISCREPANCIES
Should discrepancies exist between the plans and spec'~cations, the plan shall take
precedence over the specifications.
PART 2 PRODUCTS
2.1 MATERIALS
A. Concrete Retaining Wall Unit: "Anchor Diamond Pro Retaining Wall Units" as manufactured
under license from Anchor Wall Systems.
1. Concrete wall units shall meet requirements of ASTM C1372-97 except the maximum
water absorption shall be limited to 7.0 percent and unit height dimensions shall not vary
more than +/- 1/t6 inch from that specified.
2. Concrete wall units are required to have a minimum of 0,67 square foot face area.
3. Color es selected by Architect from manufacturers standard selections.
4. Face pattem: Geometry: Beveled.
5. Texture: Hard-Split Rock Face, Striated Bevel.
6. The concrete units shall include an integral concrete shear connection flange\locator.
B. Geosynthetic reinforcement: Polyester fiber geogrid, polyethylene expanded sheet geogrid,
or polypropylene woven geotextile for use as soil reinforcement.
214 30~ 1512
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GFF PROJECT NO. 01122
COPPELL FAMILY YMCA
OCTOBER 19, 2001
Base: Material shall consist of drainage aggregate, sand and gravel and/or concrete as
shown on the construction drawings. A minimum of 6 inches of compacted base is required.
Drainage aggregate: Fill between units shall consist of free*draining, crushed coarse
aggregate that meets the gradation requirements of ASTM 448-86; Standard Classification
for Sizes of Aggregate for Road and Bridge Construction, designation 57, 67, 6, 7 or 8.
Backfill: Materials are suitable non-organic soils at a moisture content which enables
compaction to the specified densities. Unsuitable soils are organic soils and those soils with
the USCS classification symbol of CH, OH, MH, OL, or PT. CL soils with a Plasticity Index
(PI) greater than 25 are also considerad unsuitable soils.
Drain tile: The drainage collection pipe shall be a perforated or slotted PVC or corrugated
HDPE pipe. The pipe may be covered with a geotextile filter fabric to function as a filter.
PART 3 EXECUTION
3.1
A.
EXAMINATION
The contractor shall examine the areas and conditions under which the retaining wall is to be
erected and notify the Architect or Civil Engineer in writing of condiUons detrimental to the
proper and timely completion of the work. Do not proceed with the work until unsatisfactory
conditions have been corrected. The contractor shall promptly notify the wail design
engineer of any site conditions which may affect wall performance or may require a
reevaluation of the wall design.
3.2
A.
EXCAVATION
The Contractor shall excavate to the fines and grades shown on the construction drawings.
Over-excavation not approved by the owner or duly appointed owner's representative shall
not be paid for and replacement with compacted fill and/or wall system components will be
required at the Contractor's expense. The Contractor shall be careful not to disturb base
beyond the lines shown. The Contractor shall be responsible for the stability of the
excavation and it's influence on adjacent properties and structures.
3.3
A.
FOUNDATION PREPARATION
Foundation soil shall be excavated as required for footing or base dimension shown on the
construction drawings, or as directed by the Engineer.
Foundation soil shall be examined by the project geotechnicaI engineer to ensure that the
actual foundation soil strength meets or exceeds that required on the construction drawings.
Soil not meeting the required strength shall I~e removed, sufficiently oversized from the front
of the block and the back of the reinforcement and backfilled with suitable material.
C. Over-excavated areas shall be filled with suitable compacted backfill.
3.4 BASE COURSE PREPARATION
A. Base materials shall be placed as shown on the construction drawings with a minimum
thickness of 6 inches.
B. Base materials shall be installed upon undisturbed soils, or foundation soils prepared in
accordance with Section 3.03
214 303 1512
GFF PROJECT NO. 01122
COPPELL FAMILY YMCA
OCTOBER 19,2001
3.5
A.
B.
Material shall be compacted so as to provide a level, hard surface on which to place the first
course of units.
Base materials shall be prepared to ensure complete contact of retaining wall unit. Gaps
shall not be allowed.
Base materials shall be to the depths and widths shown on the plans. The Contractor may
opt for using reduced depth of sand and gravel and replacement with a 1" to 2" concrete
topping. Concrete shall be lean, unreinforced and a maximum of two inches thick. Where a
reinforced footing is required, place below the frost line.
ERECTION
Erect units as specified herein.
First course of concrete wall un[ts shall be placed on the prepared base material. Units shall
be checked for level and alignment. The top of all units in base course shall be at the same
elevation.
Ensure that concrete wall units are in full contact with base.
Concrete wall units shall be piaced side by side for full length of wall alignment. Alignment
may be done by using a string line or offset of wall line.
E. Fill all voids between and within concrete wall units with drainage aggregate.
F. ^ minimum of 12 inches of drainage aggregate shall be placed behind the concrete wall
units.
3.6
A.
Orainfile shall be installed at the lowest elevation possible to maintain gravity flow of water to
outside of the reinforced zone. The drainage collection pipe shall be daylighted to an
appropriate location away from the wall system at each Iow point or at 50 foot intervals along
the wall.
Remove all excess fill from top of units and install next course. Ensure drainage aggregate
and backfill are compacted before installation of next course.
Install each succeeding course. Backfill as each course is completed. Pull the units forward
unU! the locating surface of the unit contacts the locating surface of the units in the preceding
course. Pull the units forward as far as possible.
Install geosyntheti~ reinforcement in accordance with geosynthetic manufacturer's
recommendations and the design drawings.
Backfill Placement
Reinforced backfill shall be placed, spread and compacted in a manner that will minimize
slack in the reinforcement.
Fill in the reinforced zone shall be placed and compacted in lifts not to exceed 6 to 8 inches
in loose thickness where hand operated compaction equipment is used and not exceeding 12
inches loose thickness where heavy, self-propelled compaction equipment is used.
GFF PROJECT NO. 01122
COPPELL FAMILY YMCA
OCTOBER 19, 2001
C. All fill placed in the reinforced zone must be compacted to a minimum of 95 percent of the
soil's standard Proctor density (ASTM D 698-gl) or as recommended by the project
geotechnical engineer.
D. Only lightweight hand-operated equipment shall be allowed within 4 feet of the back of the
retaining wall units, or one-half of the wall height, whichever is greater.
3.7 CAP UNIT INSTALLATION (If Applicable)
A. Apply construction adhesive to the top surface of the unit below and place the cap unit into
desired position.
B. Cap units may need to be cut to obtain the proper fit.
C. Backfill and compact to finish grade.
3.8 ADJUSTING AND CLEANING
A. Damaged units should be replaced with new units during constnJction.
B. Contractor shall remove debris caused by this construction and leave adjacent paved areas
broom clean.
3.9 Quality Control
A. The wail installation contractor is responsible for quality control of installation of all materials.
The contractor should enlist the assistance of a qualified independent third party to verify the
correct installation of all materials according to these specifications and the construction
drawings.
B. The Owner, at his own expense, should retain a qualified professional to perform random
quality assurance checks of the contractor's work
C. Work found to be deficient according to these specifications or the construction drawings
must be corrected at the contractor's expense.
D. The retaining wall will not be considered comple{e until excepted by the engineer or duly
appointed owner's representative.
3.10 Measurement and Payment
A. Measurement of segmental retaining wall shall be on an installed square foot basis computed
on the total face area of wall installed. Wail face area is taken from the bottom of the base
course to the top of the wall.
B. Payment for the wall will be made on a square foot basis at the contract unit price.
1. Payment should be considered full compensation for all labor, materials, equipment and
testing required to install the wall in accordance with these specifications and the
construction drawings,
2. Quantities may vary from that shown on the construction drawings depending on existing
topography. Change to the total quantity of wall face area will be paid or withheld at the
contract unit bid price.
END OF SECTION
214 ~O3 1512
10/31/01 16:51 FAX 214 303 1512 GOOD FIJL~ON & F~RELL ~009/011
COPPELL FAMILY
GOOD FULTON & FARIt~- A~~
2808 FAIRMOUNT
Su2e 500
0ollo$, Texos 75201
214 / 303--1500
FAX 2]4 / 303-1512
YMCA
Sheet No. Al.01
Sheet Title .SITE PLAN
Project No ...... 01.~ 22
lssue Dote 1.1./1/01
File Nome
$cole AS SHOWN
NEW CONCRETE
PARKING EXPANSION
EXPANSION
Drown By SAW
__ Revisions __
O4/A2.0[
Expo ns'Ion
24'-0" (51 spoces)
TYP,
Existing 8,8,6,16'"
cai, hackberry/
to be removed &:
reptaced os
indicot'ed4g'_8 1/2..
01 ARCHITECTURAL
File Nome: M-SITE01-dw9
/ /I ' '~
IN'
SITE PLAN ~'~
Scale: 1 "~-20' ~7~N
214:303 1512
10/3!._/_01 16:51 FAX 2.14 303 1512 GOOD FULTON & FARRELL
010/011
COPPELL FAMILY
GOOD F~_.TON & FARRIR2., ARCI-IITF. C~
2808 FAIRMOUNT
Suite ,300
Dallas. Texas 7,5201
2!4 / 5o,~..15o0
FAX 214 / 305-1512
YMCA EXPANSION
Sheet No. A2.OO Drawn By SAW
Sheet Title RETAINING WALL Revis;ons
Project No, O1122
issue Dote .. 11/1/O1 ............
File Nome .
Scole AS SHOWN
489.91
PARKING' LOT
O4
File Nome: M-Pl.dwg
4" CAP
BLOCK
494.21'
T.0. RETAINING
I
PAVESTONE ~.~
STACK
I I~..
RETAINING WALL SECTION
_ m Il Ii
Scale: 3/8~ = l'-O"
~14 303 1512
1033.1/01 16:51 FAX 214 303 1512 GOOD FULTON & FARRE:LL
011/011
COPPELL FAMILY
GOOD FULTON & F~ ARCf-nTI~'I~
250B ~AIRMOUNT
Suite 300
DolIo,~. Texas 75201
214 / 303-1.500
FAX 21,~ / 303-1512
YMCA EXPANSION
I
Sheet NO. . A2.00 . .__ Drown By_SAW
Sheet Title _..RETAINING WALL Revisions
Project No. O!.!2.2
Issue Date 11/!./01
File Name
Scale AS SHOWN
PARKINI
4" CAP-
BLOCK
494.21'
T.O. RETAINING
PAVESTONE DRY
STACK
03
File Nome: M-Pl.dwcj
"e 497.88'
T.O. CO"RB -
2 INCHES OF FREE
DRAINING AGGREGATE
DRAIN
RETAINING WALL SECTION