COS Lutheran-AG 890808Rev. ~-24-89
AGENDA R. E ?EST FORM
c'rI~z COUNCTr. August 8~ 1989
II
ITEM CAPTION:
Discussion and 6onsideration of approval of a variance from Appendix A page Z1
Subdivision Ordinance and Appendix A page 44 B of the Subdivision Ordinance which concern
parking lot paving requirements and sidewalk requirements. The variance is requested by
Don Beverlin, President of Christ Our Savior Lutheran Church, for the property located
at 150 I~eartz Road.
SUBMITTED BY: ~,_,~--~'~ ~.
(Dire~or' g ~tgnature) -
EVALUATION OF ITEM:
STAFF R. EP.:
OTMER REP.:
D.ale Jackson~ Chief, Building Official
DATE: July 31~ 1989 ,. ,
Don Beverlin, President of Christ Our Savior Lutheran Church, is requesting 3 variances from the
Subdivision Ordinance for the new Christ Our Savior Lutheran Church building. The variances are:
1~/~ The parking area will be 5 inches thick concrete rather than 6 inches of concrete.
Z.~/~Ah::erti;onfOcfotnh; PtruTt~ionngtlhOet Wicru~shbe~CfocmkPOwS;~ ;ef rC~l~;~dr~;~r~~j;:~;te. During
./~'~. Delay the insta~of a sidewalk along Heartz Road until phase Z conStruCtion is begun.
BasEd on 'the letter f~nnessey En§ineerin§ and the report from AlPha.teSting' Staff d°es-.:
not object t° the reduction in concrete thickness from 6 inches to 5 inches.
Staff recommends that if the Council approves the third variance request, the City should reserve the
right to require a sidewalk to be installed at any time the City determines that a sidewalk is needed
for pedestrian safety.
BI.GET AMT.:
COMJWENTS:
AMT. ESTIMATED:
AMT. +/- BUDGET:
FINANCIAL REVlE~ BY:
LEGAL REVIEW BY:
AGEndA REQ FORM. 0588DS
REVI~'ED BY CB:
Item:
CITY MANAGERS COMMENTS/RECOMMENDATIONS
Council Meeting:
8-8-89
Initially, this request was made and based purely on the
desire to save money. They were advised that this was an
insufficient reason, and unless there was some justification
from an engineering firm how this could be accomplished
without causing a degradation in the durability of the
parking lot, staff would not support the request. There was
some initial concern over staff's position; however, the
church has now secured an engineering report which supports
that the variance could be granted without causing a
structural problem. We, therefore, recommend your approval.
July 24, 1989
Mr. Dale Jackson
CITY OF COPPELL
Chief Building Official
616-A South Coppell Road
Coppell, Texas 75019
SUBJECT: Construction Variance Request
Dear Mr. Jackson,
It is requested that the City of Coppell consider and approve certain
variances for the construction of Christ Our Savior Lutheran Church
the 100 Block of Heartz Road. These variances are cost cutting
measures necessary to get the project within our approved District
budget. Therefore, we formally request the following variances:
in
(1) Pour concrete firelane paving five (5) inches thick versus six
(6) inches thick.
(2) Substitute crushed rock for five (5) inch concrete paving in
parking lot area bounded by firelane. Five (5) inch concrete paving
of parking lot will be scheduled for Phase II construction.
(3) Omit installation of 410 linear feet of sidewalk along Heartz
Road. Sidewalk will be scheduled for Phase II construction.
It is our understanding thatthese itemswill be
addressed at the City Council meeting scheduled for
August 8, 1989. Your consideration and approval of
these items will greatly assist our budget and building
efforts. We look forward to your favorable reply.
Blessings,
CHRIST OUR SAVIOR LUTHERAN CHURCH
D~n~ld C. B~v~rlin
President
DCB/kb
August 3, 1989
Mr. Dale Jackson
CITY OF COPPELL
Chief Building Official
616-A South Coppell Road
Coppell, Texas 7,5019
SUBJECT: Phase II Construction
REFERENCE: Phone Conversation August 3,1989, 10:00 am
Dear Mr. Jackson,
Per our phone conversation this morning, this will establish Christ Our
Saviors time table regarding Phase II Construction. Based on current
growth trends, we anticipate Phase II Constructiion for Fourth Quarter
1993.
B_Jessings,
X~HRIST OUR SAVIOR LUTHERAN CHURCH
u-"Donald -C. Beverlin President
DCB/jr
HENNESSEY ENGINEERING, INC.
1409 THIRD STREET " CARROLI..TON, TEXAS 75006 · (214) 245-9478
August 2, 1989
Mr. Dale Jackson, Chief Building Official
City of Coppell, Texas
616-A South Coppell Road
Coppell, Texas 75019
Re: Christ Our Savior Lutheran Church - File No. 8594
Dear Mr. Jackson:
The Church has requested that we review the drawings and
specifications for a more cost effective program for building the
Church. The following revision to the original design is requested:
1. Based on the subbase of the soil improved with 6" of 6% lime
stabilization, 5 inches of concrete at 3,000 P.S.I. with reinforcing
at 24" c.c. will perform as well as 6 inches of concrete at 3,000
P.S.I. with reinforcing at 24" c.c. The fire lane has adequate slope
for drainage and the Church plans to maintain the surface well, so
that good fire protection can be provided for the facility.
We look forward to your acceptance of this construction cost
reduction, and the Church does plan to pave the parking areas in Phase
2 to ensure the site functions well for the congregation.
Yours sincerely,
President
PH/j h
D.101:35
c.c. Mr. Russell Doyle, City Engineer, City of Coppell
STRUCTURAL CIVIL PLANNING SURVEYING
I
I
I
I
I
ALPHA TESTING, INC.
An AIl~no ~'¥ices Grou~ Compony
2209 Wisconsin St.. Suite I00
Dalla~ Texos 75229
214/620-8911
Metro 263.4937
June 13, 1988
Christ Our SaviOr Lutheran Church
Building Committee
20g East Sandy Lake Road
Coppell, Texas 75019
Attention: Mr. Jim Olsen
Re: Geotechntcal Investigation
SANCTUARY & EDUCATION BUZLDING
COPPELL, TEXAS
ALPHA Report Ho. 88152
Gentlemen:
Submitted herewith is the report of our geotechnical investigation at the site
of the referenced project. This study was authorized by Mr. Olsen on May 16,
1988.
This report contains the results of our findings and an interpretation of the
subsurface conditions disclosed with respect to developing geotechnical
:?~' 'engineering design parameters for the project. Reconmmndations to aid design
* ' r" and construction of foundations and other earth connected phases of this project
.. ~._ are also addressed.
· . We appreciate the opportunity to be of service to you on this project. If we
Im can be of further assistance, such as providing our materials testing services
during construction, please contact our office.
AK/DAL: gt
Copies: (1) Client
(3) Clifton E. Owens
Very truly yours,
ALPHA TESTING, INC.
Ali Khalilian, P.E.
Geotechnical Engineer
Manager of Engineering vices
& Associates
!
!
!
!
!
!
Ii
!
for design of the post-tensioned slab. The edge moisture variation
distance (em) for post-tensioned slabs constructed at this site would
be about 5 ft according to information published by the Post Tension
Institute.
The slab should be designed with exterior and interior grade beams
rigid enough for the foundation system used. A net allowable soil
bearing pressure of 2 kips per sq ft may be used for design of all
grade beams bearing in natural soils. In cases where grade beams bear
on fill soils placed as recommended in Section 7~3, a reduced net
allowable soil bearing pressure of 1.5 kips per sq ft should be used
in selecting grade beam sizes. Also a moisture barrier of
polyethylene sheeting or similar material should be placed between the
slab and subgrade soils to retard moisture migration through the slab.
6.4 Pavements
The clay soils encountered near the existing ground surface will
probably constitute the subgrade for most of the parking and drive
areas. Therefore, it is recommended that these soils be improved
prior to construction of pavements.
It is recommended that the existing clay soils in drive and parking
areas be overexcavated to a depth equal to the thickness of the
pavement section (asphaltic concrete or reinforced concrete). The
exposed surface of the clays should be scarified to a depth of at
least 6 inches and mixed with an estimated 6 to 8 percent of hydrated
15
lime (by dry unit weigh.t) in conformance with Texas Highway Department
Item 260. The actual amount of lime required should be determined by
additional laboratory tests. The soil-lime mixture should then be
compacted to at least 98 percent of Standard Proctor maximum dry
density (ASTM D 698) at or slightly above the optimum moisture
content. ~In all areas where hydrated lime is used to stabilize the
subgrade soils, routine Atterberg-limit tests should be performed to
assure that the resulting plasticity index of the soil-lime mixture is
at or below 12. The City of Coppell, lexas requires that plasticity
index of lime stabilized subgrade should be below 12.
California Bearing Ratio (CBR) tests have not been performed for this
specific project, but our previous experience with similar soils
indicates that the CBR value for lime stabilized clay will be in the
range of 25 to 30. The CBR value for the natural untreated clay will
be on the order of 3 to 4. Using the above CBR values, and assuming
normal traffic for a 15-year project life, we provide the following
pavement recommendations for the parking and drive areas.
An asphaltic concrete pavement section constructed upon a lime
stabilized subgrade could consist of at least 5.0 inches of asphaltic
concrete, composed of 3.5 inches of binder under 1.5 inches of surface
course in light duty (automobile) traffic areas. In areas where heavy
truck traffic is expected, 6 inches of asphaltic concrete (4.5 inches
of binder and 1.5 inches of surface course) should be adequate.
In the event concrete pavements are used, the above recommended
procedure for mechanical lime stabilization would also be required.
Pavements could then consist of 5 inches of adequately reinforced
concrete in both light duty and heavy truck traffic areas. All
concrete for pavements should have a 28-day design strength of at
least 3,000 psi.
The calculations used to determine the required pavement thickness are
based on only physical and engineering properties of the materials and
conventional thickness determination procedures. Related civil design
factors such as subgrade drainage, shoulder support, cross-sectional
configurations, surface elevations, reinforcing steel, joint design
and environmental factors will significantly affect the service life
and must be included in the preparation of the constructed drawings
and specifications.
6.5
Drainage
Adequate drainage should be provided at the site to reduce seasonal
variations in moisture content of the foundation soils. All pavements
or sidewalks should be sloped away from the building to prevent
ponding of water around the foundation.
In order to enhance the performance of slabs underlain by select fill
at this site, it is essential that every reasonable precaution be
taken to inhibit infiltration of groundwater and surface water into
the select fill. Past problems have been noted with slabs underlain
by even extensive select fill thicknesses when poor drainage caused
saturation of the select fill. In this instance the select fill can
· , 17