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Case Noa:2-L13
Date Submitted
DEVELOPMENT PERMIT
MINIMUM SUBMITTAL REQUIREMENTS sm 6 h(olYirn PJ.
$200.00 Development Permit Application Fee. \..../
//\Drainage and erosion control plan, with supporting Drainage Report two (2) copies each O~/A Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres
LEGAL DESCRIPTION La± 11 BlocJC I J 6-tatha m -Vrc±avt'"" 6c , bA11i Bl<M
APPLICANT (Primary Contact for the Project):
Name ~ ~~,a vi/!YIJ)6: E-Mail _________ _
Street Address "2 (£.._5"/ /I-~X4 ? !bve-S -
City C:., I~ .:5±o. J:) o VJ State I x Zip Code 778_4~0~--
Phone Number "~ 3-6"36}' X zzk Fax Number __________ _
PROPERTY OWNER'S INFORMATION:
Name ~ 1k+o IA>oY'/\"6 /B; Jf #/A. tde //\ E-Mail __________ _
Street Address .51\9 (}~ ~~
City lolle¥-SkJ-foV\ state lX Zip Code 77846=----
Phone Number h '1 cJ -,3o B 2-Fax Number ~ -~=-----------
ARCHITECT OR ENGINEER'S INFORMATION:
Name rn .D6-E-Mail ____________ _
Street Address ~ Wldl Gt.? C<.h<::>ve:r
City ____________ State ______ _ Zip Code _______ _
Phone Number Fax Number ------------
App Ii cation is hereby made for the following development specific site/waterway alterations:
P.ec.(}1"-c.ti'"'-G.+10 n PIA.f krc.J0 k 1--
ACKNOWLEDGMENTS:
J -004 s ~ t},(~w. 5
I, ~ design engineer/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the
current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage
Policy and Design Standards.
As a condition of approval of this permit application, I agree to construct the improvements proposed in this
application according to these documents and the requirements of Chapter 13 of the College Station City
Code ~~ ~~~--7k 1~~"' <=--b
Property Owner(s) Contractor
1-Aug-02 1 of 2
..
'I ~IA
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
A. I, __ , certify that any nonresidential structure on or proposed to be on this site as part of this
application is designated to prevent damage to the structure or its contents as a result of flooding from
the 100 year storm.
Engineer Date
B. I, __ , certify that the finished floor elevation of the lowest floor, including any basement, of any
residential structure, proposed as part of this application is at or above the base flood elevation
established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended.
Engineer Date
C. I, __ , certify that the alterations or development covered by this permit shall not diminish the flood-
carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or
development are consistent with requirements of the City of College Station City Code, Chapter 13
concerning encroachments of floodways and of floodways fringes.
Engineer Date
D. I, __ , do certify that the proposed alterations do not raise the level of the 100 year flood above
elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Engineer Date
Conditions or comments as part of approval: -----------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities. All development shall be in accordance with the plans · and specifications
submitted to and approved by the City Engineer for the above named project. All of the applicable codes and
ordinances of the City of College Station shall apply.
1-Aug-02 2 of2
CME TESTING AI~~D -·ENGINEERING, INC.
1806 WELSH.1\-VENUE, SUITE C • COLLEGE STATION, TEXAS 77840
November 2, 200 I
Mr. Bill Marden
Autoworks
)_,, 979.764.8700 • FAX 979.764.6900
4000 Victoria Avenue
College Station, TX 77845
Re: Report of Pavement Investigation (Coring and Soil Testing)
Autoworks Facility; 4000 Victoria A venue; College Station, Texas
Dear Mr. Marden:
CME Testing and Engineering, Inc. (CME) is pleased to submit this letter report of the results of our
investigation of the existing pavement system in the drive and parking areas of the Autoworks facility
located at 4000 Victoria Avenue in College Station, Texas. The Autoworks facility is also known as
B&J Autoworks and is situated at the northwestern corner of the intersection of Victoria Avenue and
Graham Road.
Purpose of Investigation
The purposes of our investigation were to determine the different types and thicknesses of the material
laye rs comprising the pavement system at the Autoworks facility and to obtain samples of the subgrade
soils to determine the classification characteristics of the soils.
To accomplish these purposes we conducted both a field investigation and a laboratory testing program.
Field Investigation
The fi eld investigation was performed on October 23 , 200 l and October 24, 200 I and consisted of
initially coring the existing pavement at the four locations indicated on the attached figure. Four inch
diameter cores of the surface coarse layer of hot mix asphaltic concrete (HMAC) were obtained and taken
to the laboratory. The underlying base course consisting of crushed rock and the sub-base course
consisting of gravel were also cored or hand augered to determine the extent of each layer. The thickness
of the surface course layer, the base course layer, and the sub-base course layer were then measured at
each core/bore hole location. Finally, disturbed samples of the underlying subgrade soils were obtained
by hand augering. The soils samples were removed from the auger and visually classified in the field . The
disturbed samples of subgrade soils were packaged in plastic bags and taken to the laboratory for
classification testing. Logs of boring are attached to this letter and indicate the thickness of each layer of
the pavement section at the specific core/boring location.
Laboratory Testing Program
The classification tests were performed in order to classify the subgrade soils in accordance with the
Unified Soil Classification System (ASTM D 2487). The classification tests included the liquid limit (LL)
and th e plastic limit (PL) of the soils. The LL and the PL are often collectively referred to as the Atterberg
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CME TESTING AND ENGINEERING, INC .
.............. T ...... T ........ .. .................. ·tTWP ·····T·rr ···T ····· '''")'"""" ........................................ ..
Report of Paving Investigation
Au toworks Facility; College Station, Texas
limns. These limits distinguish th e boundaries of the several consistency states of plastic soils . The LL
represents th e moisture content at which the soil is on the ve rge of being a viscous fluid (i e., a "ve ry wet"
co ndition), and th e PL represents the moisture content at which the soil behaves as a non-plastic materi al
(te ., a .. slightly moist" condition) The plasticity index (PI) of soil is defined as the range of moisture
co nt ems at which th e soil behaves as a plastic material and is described as the difference between th e
liquid limit and th e plastic limit (LL -PL = PI) The magnitude of the PI of a soil is typical ly considered
to be: :in in dicatio n of the cla y cont ent and th e vo lumetric change (shrink-swell) potential of the soils
\3 th ough th e vo lumetric change can als o vary with the type of clay mineral and the nature of the ions
adsorbed on the clay surface). Soils possessing high values of PI are said to be "highly plastic " or "fat"
and those with low values are described as "slightly plastic" or "lean ." Pure granular materials, su ch as
S3Ilds or gravels , are typically nonplastic and have a PI value of 0. The Atterberg limit determinations
were pe rformed in general accordance \Vith the procedures outlined in ASTM D 43 18 .
In addition to the se lected Atterberg limit tests, grain-size distribution tests were also performed. Th e
pc.:rcenr of soil particl es passing the U.S. Standard sieve size No. 200 (ASTM D 1140) was determined.
Th e so il fractions passing the o. 200 sieve size are the silt-and clay-size particles and are general ly
refared to as .. fin es " The natural moisture content of individual samples was determined in accordance
11·ith th e procedures outlined in ASTM D 2216.
Res ults of the laboratory tests are indicated on the logs of boring. The soil and pavement samples will be
stored fo r at least 30 days following th e date of this report . At the end of the 30-day storage period, the
sam ples wil l be discarded unless written communication is received from the owner requesting that th e
sampl es be stored for a longer period .
Presentation of Results
Thl· r-:s u Its of the fi eld measurements and th e laboratory classification tests are summari ze d in Table I.
The total thickness of the surface course, base course, and sub-base course comprising the pavement
sec uons vari ed from l 0.5'' to l l . 75" at the fo ur core/boring locations and averaged approximately 11 .0"
Thicknesses of the HMAC surface course ranged from 0.5" to 0.9" and averaged 0.73 ". Thicknesses of
the cru shed rock base course ranged from 6 05 " to 6.25" and averaged 6.15". Thicknesses of the gravel
sub-base co urse ranged from 3.75 " to 5" and averaged 4.13". The subgrade soils could be descri bed as
gra~. fa t cla ys, with sand. The subgrade soils exhibited plasticity index values ranging from 43 to 50 an d
J\erag rn g 47.5.
2
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CME TESTING AND ENGINEERING I INC .
R.:p orc of Pa ving In vestigation
A.utO \\Orks Facility; College Station, Texas
\\' · s111ccrcly ap preciate the opportunity to have performed this investigation Please do not hesitate ro
i..:omact us should you require any additional information or if we may be of further assistance.
Kind es t regards,
CME TESTING AN D ENGINEE RI NG, INC.
m..~~~
M. Fr.:dcrick Conlin. Jr. P.E
Sc:rn or Engrnccr
.\1FC re
:rnachmcnts
'13 H3nd Del iver\·
cc !VI r. Rabon Metcalf, P. E.
1\fon1c1pal Deve lopment Group
3
12/ol! Eu-/
Pau l L Evans
Laboratory Manager
CME TESTING AND ENGINEERING I INC . . ... .. ... ·················"'.'········· ......................................................................................................................... r ................................................................ .
Report of Paving Investigation
Autoworks Facility; College Station, Texas
Table I. Summary of Pavement Layer Thickness Measurements and Laboratory Test Results for Subgrade Soils
Measured Thickness of Cumulative Laboratory Test Results
Corel Pavement Layers, inches Thickness for Subgrade Soils Comments
Boring Surface Crushed Gravel of Moisture Percent or
Number Course Rock Base Sub-base Pavement Content, F. 2 an es, Liquid Plasticity Observations
HMAC1 Course Course Layers, percent percent Limit Index
inches
CB-I 0.9" 6.1" 3. 75" 10.75" 25 75 71 49 Location of thickest surf.ace course
CB-2 0.5'' 6.25" 5" 11.75" 25 78 73 50 Location of thickest total pavement
CB-3 0.7" 6.05" 3.75" 10.5'' 28 78 70 48
CB-4 0.8" 6.2" 4" 11 . O" 24 76 64 43
-~~.~~-~~--........ 9.:.?.T~ ................ ~:.~Y.~ ................ ~:.1 .. ~~-~---···· ......... }}.:9.'..'. .................. ~?..::?. .................. ?.~:.~ .................. ~?..::?. .................. ~?.::?. .......... ~Y.~.~~-.Y.~~-~~---················································
Notes:
1 -HM.AC =Hot Mix Asphaltic Concrete
2 -Particles Passing #200 Sieve
3 -Average thickness of pavement layer for the four (4) core/boring locations.
4
Oct. 19 0 1 0 2 :0 3p MDG ( 9 7 9 ~
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LOG OF BORING NO. CB-1
B &: J Autoworks
Pavement Investigation
College Station, Texas
DRILLER: S. TrawMk
DUCRIPTIO)l 01 MATERW..
IUJl1' ACE II.IV A TlO)l: Not Kn own
LOCATION: S.. Plan af Boring•
• --POCKET PENETROMETER
0 --UNCONFINED COMPRESSION TEST
t. --lRIAIXIAL SHEAR TEST
COHKSIO)l, TON/SQ. rr.
0.25 0.50 0.75 1.00 1.25 1.50 1.75 2
Pl.ut.lo 'Irate L1Qu1d
LimJt Content, X LimJt
~--------·--------~ 10 20 30 40 so 60 70 .~==--~~Hot==-=Kll==,==-~ .. =.~=,_=eonar.te=====Surf==ace===~=llJ'll===,o=.e==i~=:;:.==~==r====r===;:===::;::====;==::::::;::==::::;::::~I .3191 Czoulhld Um..tana llock Bue Courie (1.1")
-... u;-,____ ,_____ ,_____ ,_____ ,_____ ,___ ----20---,_____ ,___ ,_____
---2s---,_____ --,___ ,_____ ,_____ -so----
Gruel Sulrllue Coune (3. ?6 j
COMPLETION DEPTH: 14"
OAn:: 10/2'4/01
DEPTH TO WATER IN BORING: No wat• during dr1111ng
DAn:: 10/24/01
----CME TESTING AND ENGINEERING
LOG OF BORING NO. CB-2
B & J Autoworks
Pavement Investigation
College Station, Texas
TWE: 4"f Corej\-tand Auger DRlll.ER: S. Traweek LOCATION: S.. Plan af Boring•
• --POCKET PENETROMETER
0 --UNCONFlNED COMPRESSION TEST
t· A --TRIAJXIAL SHEAR TEST
j DUCRIPTIQ)( 01 M.A.TEIUAL ~ .. 1:: COHBSIO>l, TON/SQ. "·
0 ~ .E'gP 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2 ! l J "" ":--PlutJa 'l'at.r Liquid ~ I IUU'ACI ~J.TlOJi': Nat Known j ~!!t Umit Contant, ll: Umit
l ~--------·--------~ 10 20 30 40 so 60 70 ~~ Hot-Kil j-"-~-Concnte Surface Coune lo.Iii
C'.raDd LtmllLcme llack Bue Coune (Uli1
~~
ir Gnftl Slib-bue Coune (4.01 -~ ,_____
.... 10-~~ ,_____ -~ --~ Gr&J, tat CUT Su}pdl Soill --+.-------------+ ,_____
,_____
.... 16-,_____ ,___ -----..____ ..____
>-20-,___ ,___ ,___ ------.... 25-,_____ ,_____ --------so -----
COMPIET10N DEPTH: 14" DEPTH TO WA TIER IN BORING: No wat• dur1n g dr111n g
DATE: 10/2J/01 DATE: 10/23/01
I CME TESTING AND ENGINEERING I
LOG OF BORING NO. CB-3
B & J Autoworks
Pavement Investigation
College Station, Texas
TYPE: 4".Core/}iand Au9• DRlll.fR: S. TrawMk LOCATION: S.. Plan af Barln9a
• --POCKET PENETROMElER
0 --UNCONFlNED COMPRESSION TEST .. /l --TRIAJXIAL SHEAR TEST
I DUCIIPTIOX or WATElillAL ~ it COHBSION, TON/SQ. FT.
j ~ ~go 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2
l I ii.. "i-Plut1a Yater L1rtu1d
:S I ~5 Umit Cont.ant, X Umit
& ~--------·--------~ IUJU'ACI ~l.TIOM: Nat l<nawn 10 20 30 40 so eo 70 -,_ R..t.-Vhr !.nhaltle Concrltl Surface Co\11'11 C0.71
:~ Crwlbed limalt.cm.e Rock Bue Coune (11.05j -
-N .___ ;:;:=.
.___ ~ ,.___
- 6 ---
r Graft! Sub-Nie CoUlll (3.76j
le:
-10-~~· .___ ... --..
~ Qn7, fat <UY ~ 9oill --~ ,.___ .___ +....------->------
--us------....__ ....__ ....__ ....__
--20-....__
>----
>----------~26-.___ .___ --------so----
COMPL£TIOH DEPTH: 14 • DEPTH TO WATER IN BORING: Na wat• during dr1111ng
DATE: 10/24/01 DATE: 10/24/01
I CME TESTING AND ENGINEERING I
LOG OF BORING NO. CB-4
8 & J Autoworks
Pavement Investigation
College Station, Texas
T"IPE: '4 ".ccn,'1;and Auger ORlll.fR: S. Tra...ic LOCATION: S.. F'tan of Borln;a
• --POCKET ~ETROMETER
0 --UNCONFlNEO COMPRESSION TEST
i · t. --lRIAIXIAL SHEAR TEST ..... 1 Ill8CKIPTIOX or MATDW. c: .. t COBISIOX, TON/SQ. n.
~ .-e D 0.25 0.50 0. 75 1.00 1.25 1.50 1.75 2
l I Plutlo Wat.r LtquiAI i I j~ Ll.m1t Content, X Ll.m1t
IUU'A.CI lllnAnOll: Not Known ~--------·--------~ 10 20 30 '40 so 110 70
§ft Hot-IOI •-i...iw. CoDcnte Surf1e1 Coune (0.8°)
CniaW UmMtana laak Bue Coune (U1 -N -:::::::: --~ -- 6 ------~~-Gnwl SulrMll Coar. (•.01 -~~ ~
... 10-II! -~ -Cny, fat <UY ~ llolll ---~ +e--------,_ __
-+ -
~ f-16--~ --------ao-----------2ti----------so------
COMPl£llON DEPlH: 14" DEPTH TO WATER IN BORING: No wotr durfn; drllln;
CATE: 10/2J/01 DA TE: 10/2.3/01
I CME TESTING AND ENGINEERING I
DP-GRAHAM-VICTORIA SUB, LOT 1 BLK 1 (02-00100043)
ENGINEERING REVIEW
COMMENTS No. 1
1. Provide missing detail sheet (3/3).
2. Include erosion control notes and details.
3. Provide detail of how water will move from parking area into area grate inlet
(presently separated by curbing).
4. Show relationship of proposed top of curb to adjacent existing grade and
address any perimeter grading/drainage issues.
5. Show location of grade break needed in driveway to prevent runoff from
entering Victoria.
6. Show grading at upstream end of private line above headwall.
Reviewed by: Brett Mccully Date: September 11 , 2002
NOTE: Any changes made to the plans, that have not been requested by the City
of College Station, must be explained in your next transmittal letter and "bubbled"
on your plans. Any additional changes on these plans that have not been pointed
out to the City of College Station will constitute a completely new review.