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General Notes
1.) Frepare all Soil for landoca ped areao with 2 parts black
hum muo, I part brick nand tilled into or mixed with native`
50ilo to a 6-10" depth, and crowned 6" to center of bed.
Top with 2" thick hardwood Shredded mulch.
Z) All Steel edging, where inidicated, ohall be 4" Ryeroon or 6 ual
3) All areas will be covered b an autornatio irrigation m
y i rlgation 5y5te�n
that lo protected with a Freooure Vacuum breaker. The
backflow preventer will be inotalled and testedp er City
Ordinance 2394.
4:) Areao disturbed during construction Shall be repaired and
overoceded to return turf coverage.
5y) 100% coverage of groundcover, decorativeavin or turf
p g
graoo io required its parking islands, owaleo and drainage
areas, parking lot 6etback, rights-of-way and adjacent
property disturbed by Gomotruction.
6.) All areas not otherwise noted shall be 0olid ood with 419`
Tiff 6ermuda Craoo - -
7) where Shrub beds abut turfgra6o, beds with are lined with
oteel edging (oee plan fnr exact location of edging).
•
Landscape Reqwrements
Site Area points
16,341.45 of/1000 x 30 = 490.24 poi nto required
TOTAIL POINTS REQUIRED — 490 POINTS
Landscape Points Provided and Plant' Kev
(3) Live Oak
Quercuo virginiana
.0"+ ca 1,
Min. 45 Gallon
150 pto each = 450
5 Cra `e M
rile
'Tuoca r' 30
gal. 40
b° Lag rStromia
in
ica Min. 3
trunks, 1.21-
(30) Compact Nandina dal.
Nandina compacta
(64) Indian Hawthorn � gal
Raphieolepio indica 'Clara`
(26) Dwarf [3urford Holly. 5 61al.
Ilex cornuta 'Durfordii• Nana'
o (78) Dwarf Dottl,e Brush 5 cial.
e�� 's ams • �' / �
Aw(177) Lantana
Lantana opp. 'New Gold'
(18?1)
10 ,/-
Liriope
(46) African Iris
Moraoa iridoiJe!5
R
im
10
?to each = 20(
' cal. each
ro each = 300
ea c h 640
tach � 2�0
10 pto each 390
0 pts each :t 0
0 pts each 0
oto 0 pts each 0
1 Gal. 0 pts each 0
TOTAL POiNTS PROVIDED 2,240 f OINTS
PL
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SCALE: 0 s' 16' 24'nninq
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A. General Notes:
1. The utilities shown are taken from the most
recent available survey and do not necessarily
represent all underground utilities adjacent to or
upon the premises shown on the plan.
2. The Contractor shall be responsible to verify the
horizontal and vertical location of all utilities in the
project areas prior to commencement of
construction.
3. If any unidentified utilities are discovered or
damaged during construction, the Engineer shall be
notified immediately for further direction with
regards to the project.
4. These general notes shall apply unless otherwise
specifically noted on plans and details. The
Contractor shall verify all dimensions prior to
beginning construction.
5. The Engineer shall be notified of any significant
discrepancies prior to beginning construction.
6. The Contractor shall coordinate with the Owner
and the Engineer as to access to the site, the
method by which materials and equipment are
brought into the facility, and the sequencing of
construction. This coordination shall be in an effort
to minimize damage during construction and to
avoid scheduling conflicts.
B. Soils Notes (Including New Fill, Existing Soils,
Base Material and Stabilized Fill.)
1. Remove existing top soil from areas to be paved
and replace with suitable compact fill. Stockpile for
future use if material is deemed usable for
landscape topsoil.
2. Remove all existing debris and obsolete
structures.
3. Stockpile base material on site as directed by the
Owner. The stockpile location shall be coordinated
with the Owner.
4. All areas to be paved shall be stripped to a depth
of 6 inches to remove all vegetation and roots. The
exposed subgrade shall be proof -rolled to the
satisfaction of the Owner and Engineer. Any soft
spots identified during proof -roll shall be
over -excavated to a sufficient depth to provide a
stiff subgrade. Excavated areas shall be backfilled
with crushed limestone base material.
C. Excavation, Trenching & Backfill for Utilities
Notes
1.Excavation/trenching and backfill operation shall
be coordinated such that no more than 200 linear
feet of trench are open at any one time. Backfilling
shall be scheduled so there is a minimum amount
of excavation. left open during non -working hours.
7. The Contractor shall be responsible for
p excavation shall be properly fig -heed and
and/or replacing those items -or mate`rial-a damaged barricaded while the Contractor is not on site.
The
during construction. opera ends of all utility lines shall be temporarily
Y
sealed at the end of each working day.
8. The Contractor shall be responsible for the
containment and proper disposal of all liquid and
solid waste associated with this project. The
contractor shall use all means necessary to prevent
the occurrence of wind blown litter from the
project site.
9. The waste generated by this site is considered
normal domestic wastewater.
10. Should any standards depicted in these
drawings conflict with standards set forth by the City
of College Station, preference shall be given to the
standards of the City unless noted and approved by
the City.
11. The Contractor shall extend all existing utility
manholes, hydrants, etc. which are affected by
re -grading for the project.
12. The Contractor shall call the City of College
Station Public Works Department at (979) 764-
3690 to locate water and wastewater lines.
13. The Contractor shall call DIG-TESS to locate all
relevant utilities a minimum of 2 working days prior
to commencement of construction. DIG-TESS can
be contacted at (800) 344-8377.
2. Adequate measures shall be taken to prevent
runoff water from entering trenches. These
measures shall not cause damage to surrounding
facilities and properties.
3. De -watering systems shall be provided as
required for excavation and backfill activities and to
allow the installation of utility lines and embedment
envelope on dry, stable trench bottoms. Discharge
from the de -watering systems shall be directed to
drainage facilities of adequate capacity in a manner
that will not damage or interfere with the use of
adjoining facilities or properties.
4. The embedment zone for a utility line extends
from 6 inches below the bottom of that line to 12
inches above its top. Embedment material for
water, sanitary sewer, and storm sewer lines shall
be fine gravel with a maximum diameter of 3/4 inch.
Electrical duct bank shall be encased in red
concrete and installed on the undisturbed trench
bottom.
5. Maintain TCEQ requirements for separation
between public sanitary sewer lines and public
water lines at all times.
6. Backfill above the embedment zone for trenches
in areas under existing or proposed pavement or
structures shall be cement stabilized sand (1-1/2
sacks of cement per cubic yard of sand) compacted
in maximum 8 inch loose lifts to 95% maximum dry
density as per ASTM D-698 (Standard Proctor), as
tested in accordance with ASTM D-2922. Backfill
above the embedment zone shall be native material
compacted in 8 inch loose lifts to 90% maximum dry
density as per ASTM D-2922. Consolidation of
trench backfill by flooding/jetting is not allowed.
7. An excavation/trench safety program shall be
implemented which complies with OSHA Trench
Safety Standards, Subpart P. A trench safety plan
shall be prepared and sealed by a Texas licensed
Professional Engineer and submitted to the Owner
and Engineer prior to start of construction.
D. Pavement Notes
1. No pavement is asociated with this project.
2. The developer has installed all parking and
access sidewalks as denoted on the plans.
E. Concrete Notes
1. Concrete for all flatwork shall have a minimum
compressive strength of 3000. psi at 28 days and
shall have an approved air entrainment agent.
Concrete- for structural items shall have a minimum
compressive strength as denoted on the plans.
2. All reinforcement shall be ASTM A-615 Grade 60.
The flatwork shall be reinforced as denoted in the
plans.
3. All reinforcement shall be supported with chairs
at not more than 6 foot on centers.
4. Reinforcing bars will be secured at every other
intersection.
5. Laps and splices in reinforcing bars will be a
minimum of 36 bar diameters.
6. A 2 -inch pervious sand or granular layer may be
placed under all concrete flatwork.
7. Any unusual conditions encountered shall be
brought to the attention of the Engineer prior to
concrete placement.
8. All select fill placed below the sidewalk slab shall
have a plasticity index between 5 and 20. All fill
shall be placed in maximum loose lift thicknesses of
6 inches. Each lift shall be compacted to 95% of
Standard Proctor Density (ASTM D-698) at a
moisture content of ±2% of optimum moisture
content.
9. Detailing of reinforcing shall be in accordance
with ACI 315, latest ed. Placing of reinforcement
shall be in accordance with CRSI, latest ed.
10. Concrete shall be not be placed if ambient air
temperature is less than or equal to 50 degrees
Fahrenheit and falling. Concrete shall not be placed
if ambient air temperature is greater than or equal to
95 degree Fahrenheit and rising.
11. Concrete slump testing is required. The
concrete slump shall be between 2 and 6 inches.
Concrete test cylinders shall be cast for every 100
cy. or daily fraction thereof. Cylinder compression
tests are required at 7 and 28 days; 1 cylinder shall
remain in storage as a reference.
12. Coarse aggregate shall be graded from 1. inch
or smaller.
13. All concrete shall be adequately cured by
protecting it against moisture loss for a period of not
less than 72 hours beginning immediately upon
completion of finishing operations and initial set of
concrete.
14. All construction materials and methods shall
conform with the standards and specifications of the
City of College Station for all public infrastructure.
COMPLIAN
APR 1 200
V
OL"EGE STATION
IINGINESAING
HVIEIN�P FQFt
COMPLIANCE
APR 1 3 2005�,(
COLLEGE- STATION
DEVELOPMENT SERVICES
Lessner
Engineering
1712 Southwest Pky, Ste 105
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
gyp.• .. . Fags
3*
ALT G. R4GERS
50833
FOR BID &
PERMIT
Issue Date:
03/16/06
Project Number:
05-0233
Drawn By:
DAL
Checked By:
AGR
Revision:
O
A
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GENERAL NOTES
Amalk
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Sheet: 1 of 4
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II a ��CONSTRUCT 5"
�WL.jt i; — — — — — —
7-AWj Y-. CONCRETE
FIRE LANE
_. EXISTIN - SIDEWALK
/ s S
PAVE MEN
/ 4
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EXISTIN
/ It PAVEMENT
/'!
INSTALL SILT \ \
PROJECT AREA
(EXIST. VACANT PAD SITE) : ' ENCS. REF. B/C1.1 \
EXISTING EXISTING -
PAVEMENT
VEMENT ( PA
GJ� / XI IN
f 1 AVE E PROJECT
f ;
LIMITS /
fi
it +' 5" CONCRETE FLATWORK FOR _ �JQ ----- ---
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ATiC? AREA
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CONSTRUCT 5" CONCRETE
FUTURE
BUILDING
(NOT IN CONTRACT)
FAMMMIMMM
FUTURE
DETENTION
(NOT IN CONTRACT)
CONSTRUCT 5" CONCRETE
SIDEWALK, TYP. REF. C/CIA
EXTRA STRENGTH FILTER FABRIC
NEEDED WITHOUT WIRE MESH SUPPORT
STEEL OR
\
ATTACH FILTER FABRIC WOOD POST
\
SECURELY TO UPSTREAM \
SIDE OF POST \ r�
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12
NOTES:
1. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING
EFFICIENCY.
2. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE
SEDIMENT WHEN NECESSARY. 9" MAX. RECOMMENDED STORAGE HEIGHT.
3. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT
CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE PERMANENTLY STABILIZED.
r. - SEDIMENT FENCE DETAIL
NTS
VARIES
5' 5'
---1:50 MAX
d CLASS "A" CONCRETE
(3,000 psi) (5" THICK MIN.)
#3 BARS @ 12" O.C.E.W. OR
#4 BARS @ 16" O.C.E.W.
N\\ SAWED OR FORMED, SEAL W/
XPANSION JOINT MATERIAL,
\ / MIN. DEPTH 2"
\ ,'y 1 i• + •fid d' 7
La
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d•
A
SIDEWALK CONTROL JOINT
4 SMOOTH DOWEL BAR
(�\ \ 1/2" 0 @18" C -C (COATED
3/4" W/ HEAVY GREASE)
\ \ SEAL WITH JOINT MATERIAL
<A d aM4
°d -
t to
\ yp� NON -EXTRUDING JOINT FILLER METAL OR PLASTIC CAP, INSIDE
\ -.0 DIAMETER TO BE 1/16" GREATER
THAN DIAMETER OF DOWEL BAR
96
FUTURE
PAVEMENT
(NOT IN CONTRACT)
-� n
_ 3i
NOW—
mat
IAI�10 �dlS�]_�AlNn
A SITE PLAN_
SCALE 1" = 30'
NOTE:
EXPANSION JOINT SEALANT TO BE SONOBORN SLA OR APPROVED EQUAL.
EXPANSION JOINTS TO BE PLACED AT 25' MAX SPACING
OR AS DENOTED ON PLANS
SIDEWALK EXPANSION JOINT
NOTES:
1) SIDEWALK PLACEMENT VARIES WITH EACH PROJECT
AND WILL BE DETERMINED BY THE ENGINEER.
2) DOWEL IN AND TIE TO ANY CONCRETE STRUCTURES
ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB,
TC) W/ #3x12" BARS @ 12" C -C OR #4x12" BARS @ 18" C -C.
/ ) LIGHT BROOM FINISH, CONTRACTION JOINTS TO BE TOOLED
T' DEEP @ 5' INTERVALS. EXPANSION JOINTS @ 25' C -C.
TYP. SIDEWALK
VICINITY MAP
SCALE: NTS
LEGEND
EXISTING PROPOSED
Curb -
Edge of Pavement -
R.O.W. --- r- - - -
Curve Number/Line Number C1 L1 C1 L1
Teleptaone/Fiberopticline-o-Q-o-o-o-o-p--o-o-o-o-o-o-o-
Curb Inlet/Grate Inlet 1-'--- --
Sanit�;_ry Sewer
San. Sewer MH/Cleanout SS con SS co*
Water Line/Fire Hydrant -v —v —v —„ - —w —w —w +
Water Valve/ Water Meter ogv[m] +gv[jm
Gas
Power Line/Pole/Light P P--L'�nohj�K— P P P—«
Fence - — -__X__ X X X A
Drainage
x---X---
Drainage Flow 40 140
Slope - _1%
%
Top of Pavement TP 242.25 TP 242.25
Top of Curb TC 242.25 TC 242.25
Finish Floor Elevation FFE=242.25
Expansion Joint EJ--- EJ-- U--- VJ
Control Joint CJ — CJ — CJ — C,,
Vehicle Lay of Hose --------------
Storm Sewer/Manhole -- s7G�,+--��Gw+--siu— 5T--�+--+�M•--""'"---�
Unknown Utility (Buried) mu—m-uw -- "GU— LW_ UW_
Detail Number 5
Detail Sheet Number
SITE NOTES:
SITE NOTES:
1. LEGAL DESCRIPTION (SUBJECT LOT):
4, SURVEYOR OF RECORD:
BOSTON PIZZA LEASE TRACT
UNIVERSITY TOWN CENTER
KLING ENGINEERING & SURVEYING
NORTH AMERICA PIZZA SOLUTIONS
4101 TEXAS AVENUE, SUITE A
RICHARD CARTER SURVEY, A-8
BRYAN, TEXAS 77802
COLLEGE STATION, BRAZOS COUNTY, TEXAS
(979} 846-6212
0.33Ac.
5. ARCHITECT OF RECORD:
2. LEGAL DESCRIPTION (PARENT TRACT):
CAMARGO COPELAND ARCHITECTS, LLP.
UNIVERSITY TOWN CENTER
14755 PRESTON ROAD, SUITE 845
SAHARA REALITY GROUP, LTD.
DALLAS, TEXAS 75254
VOL. 6078, PG. 247
7.263 Ac. NEVIMED IF
(979) 934
REVIEWED FOR
OM I-I},.N
COMPLIANCE
3. CLIENT CONTACT INFORMATIO :
NORTH AMERICA PIZZA SOLUT NS APR 19 200
APR 1 8 2006
MR. HORACE CALVERT
7770 JEFFERSON STREET NE, U!
�
COLLEGE STATION
ALBUQUERQUE, NM 87109
� MR-PnI1�
DEVELOP ENT SEWICES
Lessner
Enerlneeri�
1712 Southwest Pky, Ste 105
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
�P�� ae rfk
ALT G. ROGERS
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Issue Date:
03/31/06
Project Number:
05-0233
Drawn By:
DAL
Checked By:
AGR
Revision:
a
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IA\
SITE PLAN
Sheet: 2 Of 4
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A. General dotes:
1. The utilities shown are taken from the most
recent available survey and do not necessarily
represent all underground utilities adjacent to or
upon the premises shown on the plan.
2. The Contractor shall be responsible to verify the
horizontal and vertical location of all utilities in the
project areas prior to commencement of
construction.
3. If any unidentified utilities are discovered or
damaged during construction, the Engineer shall be
notified immediately for further direction with
regards to the project.
4. These general notes shall apply unless otherwise
specifically noted on plans and details. The
Contractor shall verify all dimensions prior to
beginning construction.
5. The Engineer shall be notified of any significant
discrepancies prior to beginning construction.
6. The Contractor shall coordinate with the Owner
and the Engineer as to access to the site, the
method by which materials and equipment are
brought into the facility, and the sequencing of
construction. This coordination shall be in an effort
to minimize damage during construction and to
avoid scheduling conflicts.
B. Soils Notes (Including New Fill, Existing Soils,
Base Material and Stabilized Fill.)
1. Remove existing top soil from areas to be paved
and replace with suitable compact fill. Stockpile for
future use if material is deemed usable for
landscape topsoil.
2. Remove all existing debris and obsolete
structures.
3. Stockpile base material on site as directed by the
Owner. The stockpile location shall be coordinated
with the Owner.
4. All areas to be paved shall be stripped to a depth
of 6 inches to remove all vegetation and roots. The
exposed subgrade shall be proof -rolled to the
satisfaction of the Owner and Engineer. Any soft
spots identified during proof -roll shall be
over -excavated to a sufficient depth to provide a
stiff subgrade. Excavated areas shall be backfilled
with crushed limestone base material.
C. Excavation, Trenching & Backfill for Utilities
Notes
1. Excavation/trenching and backfill operation shall
be coordinated such that no more than 200 linear
feet of trench are open at any one time. Backfilling
shall be scheduled so there is a minimum amount
of excavation, left open during non -working hours.
7. The Contractor shall be responsible for repairing All open excavation shall be properly lighted and
and/or replacing those items or materials damaged barricaded while the Contractor is not on site. The
during construction. open ends of all utility lines shall be temporarily
sealed at the end of each workin da
8. The Contractor shall be responsible for the
containment and proper disposal of all liquid and
solid waste associated with this project. The
contractor shall use all means necessary to prevent
the occurrence of wind blown litter from the
project site.
9. The waste generated by this site is considered
normal domestic wastewater.
10. Should any standards depicted in these
drawings conflict with standards set forth by the City
of College Station, preference shall be given to the
standards of the City unless noted and approved by
the City.
11. The Contractor shall extend all existing utility
manholes, hydrants, etc. which are affected by
re -grading for the project.
12. The Contractor shall call the City of College
Station Public Works Department at (979) 764-
3690 to locate water and wastewater lines.
13. The Contractor shall call DIG-TESS to locate all
relevant utilities a minimum of 2 working days prior
to commencement of construction. DIG-TESS can
be contacted at (800) 344-8377.
IV Y•
6. Backfill above the embedment zone for trenches
in areas under existing or proposed pavement or
structures shall be cement stabilized sand (1-1/2
sacks of cement per cubic yard of sand) compacted
in maximum 8 inch loose lifts to 95% maximum dry
density as per ASTM D-698 (Standard Proctor), as
tested in accordance with ASTM D-2922. Backfill
above the embedment zone shall be native material
compacted in 8 inch loose lifts to 90% maximum dry
density as per ASTM D-2922. Consolidation of
trench backfill by flooding/jetting is not allowed.
7. An excavation/trench safety program shall be
implemented which complies with OSHA Trench
Safety Standards, Subpart P. A trench safety plan
shall be prepared and sealed by a Texas licensed
Professional Engineer and submitted to the owner
and Engineer prior to start of construction.
D. Pavement Notes
1. No pavement is asociated with this project.
2. The developer has installed all parking and
access sidewalks as denoted on the plans.
E. Concrete Notes
1. Concrete for all flatwork shall have a minimum
compressive strength of 3000 psi at 28 days and
shall have an approved air entrainment agent.
Concrete for structural items shall have a minimum
compressive strength as denoted on the plans.
2. All reinforcement shall be ASTM A-615 Grade 60.
The flatwork shall be reinforced as denoted in the
plans.
2. Adequate measures shall be taken to prevent
runoff water from entering trenches. These 3. All reinforcement shall be supported with chairs
measures shall not cause damage to surrounding at not more than 6 foot on centers.
facilities and properties.
3. De -watering systems shall be provided as
required for excavation and backfill activities and to
allow the installation of utility lines and embedment
envelope on dry, stable trench bottoms. Discharge
from the de -watering systems shall be directed to
drainage facilities of adequate capacity in a manner
that will not damage or interfere with the use of
adjoining facilities or properties.
4. The embedment zone for a utility line extends
from 6 inches below the bottom of'
hat line to 12
inches above its top. Embedment material for
water, sanitary sewer, and storm sewer lines shall
be fine gravel with a maximum diameter of 3/4 inch.
Electrical duct bank shall be encased in red
concrete and installed on the undisturbed trench
bottom.
5. Maintain TCEQ requirements for separation
between public sanitary sewer lines and public
waterlines at all times.
4. Reinforcing bars will be secured at every other
intersection.
5. Laps and splices in reinforcing bars will be a
minimum of 36 bar diameters.
6. A 2 -inch pervious sand or granular layer may be
placed under all concrete flatwork.
7. Any unusual conditions encountered shall be
brought to the attention of the Engineer prior to
concrete placement.
8. All select fill placed below the sidewalk slab shall
have a plasticity index between 5 and 20. All fill
shall be placed in maximum loose lift thicknesses of
6 inches. Each Lift shall be compacted to 95% of
Standard Proctor Density (ASTM D-698) at a
moisture content of ±2% of optimum moisture
content.
Wn
9. Detailing of reinforcing shall be in accordance
with ACI 315, latest ed. Placing of reinforcement
shall be in accordance with CRSI, latest ed.
10. Concrete shall be not be placed if ambient air
temperature is less than or equal to 50 degrees
Fahrenheit and falling. Concrete shall not be placed
if ambient air temperature is greater than or equal to
95 degree Fahrenheit and rising.
11. Concrete slump testing is required. The
concrete slump shall be between 2 and 6 inches.
Concrete test cylinders shall be cast for every 100
cy. or daily fraction thereof. Cylinder compression
tests are required at 7 and 28 days; 1 cylinder shall
remain in storage as a reference.
12. Coarse aggregate shall be graded from 1 inch
or smaller.
13. All concrete shall be adequately cured by
protecting it against moisture loss for a period of not
less than 72 hours beginning immediately upon
completion of finishing operations and initial set of
concrete.
14. All construction materials and methods shall
conform with the standards and specifications of the
City of College Station for all public infrastructure.
` is
P ii.�
REVIEWED FOR
COMPLIANCE
APR 1 8 2006 J'
COLLEGES 1Ai NUN
DEVELOPWNT SiICES
1712 Southwest Pky, Ste 105
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
*0
ALT G. RO ERS
50833
•
=_
Issue Date:
03/16/06
Project Number:
05-0233
Drawn By:
DAL
Checked By:
AGR
Revision:
a
1S
0
GENERAL NOTES
C AO%L
Sheet: 1 of 4
04 -(k 0
qi-31G1
10 co
-�
F1
RE LANE PMFCONSTRUCT 5" CONCRETE
EXISTIN Y71 SIDEWALK
PAVEMENF s SP - n
RF LANE -N0 P A"Cg&%.# L'.Wrlft
Nit "I IY
ISTIN�7
PAVEMENT
A'.
PROJECT AREA INSTALL SILT
-FENCE. REF. B/C1.1 Dom[](EXIST. VACANT PAD SITE)
EXISTING EXISTING
PAVEMENT EMENT
�/cXIIN
AVE E
PROJECT
LIMITS
5" CONCRETE fLATWORK FOR
XAT16
r7r
EX11-0JG F -
PAVE NT
MWA W-59A1I
•NSTRUCT 5" CONCRETE
SIDEWALK
CONSTRUCT 5" CONCRETE
SIDEWALK, TYP. REF. C/C1.1
FUTURE
DETENTION
(NOT IN CONTRACT)
FUTURE V -
BUILDING
(NOT IN CONTRACT)
0
0
66 66
FUTURE
PAVEMENT
d-
n n
*low"
Ulm"
NNW
IAI�10 )\11S��AlNn
A SITE PLAN
SCALE T' = 30'
EXTRA STRIFINGTH FILTER FABRIC
NEEDED WITHOUT WIRE MESH SUPPORT
STEEL OR
ATTACH FILTER FABRIC WOOD POST
SECURELY TO UPSTREAM
SIDE OF POST
FLOW
1 O'MAX. SPACING W/ WIRE
SUPPORT FENCE. 6'MAX.
SPACING WITHOUT WIRE
SUPPORT FENCE.
PDRDING HE HT
FLOW
/-3/4" MIN. DRAIN ROCK
911 MAX.
STOR. HT.
NOTES:
1. SILT FENCE SVALW.Y-qeiL-,h.*=9#
EFFICIENCY.
2. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE
SEDIMENT WHEN NECESSARY. 9" MAX. RECOMMENDED STORAGE HEIGHT.
3. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT
CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE PERMANENTLY STABILIZED.
SEDIM
ENT FENCE DETAIL_
NTS
—J:50 MAX
A CLASS "A" CONCRETE
(3,000 psi) (5" THICK MIN.)
#3 BARS @ 12" O.C.E.W. OR
#4 BARS @ 16" O.C.E.W.
SAWED OR FORMED, SEAL W/
XPANSION JOINT MATERIAL,
MIN. DEPTH
A
SIDEWALK CONTROL JOINT
SMOOTH DOWEL BAR
1/2" 0 @18" C -C (COATED
3/411 W/ HEAVY GREASE)
SEAL WITH JOINT MATERIAL
A A A
4 -A
•
L0
NON -EXTRUDING JOINT FILLER
METAL OR PLASTIC CAP, INS
DIAMETER TO BE 1/16" GREA
THAN DIAMETER OF DOWEL
NOTE:
EXPANSION JOINT SEALANT TO BE SONOBORN SLA OR APPROVED EQUAL
EXPANSION JOINTS TO BE PLACED AT 25' MAX SPACING
OR AS DENOTED ON PLANS
SIDEWALK EXPANSION JOINT
NOTES:
1) SIDEWALK PLACEMENT VARIES WITH EACH PROJECT
AND WILL BE DETERMINED BY THE ENGINEER.
2) DOWEL IN AND TIE TO ANY CONCRETE STRUCTURES
ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB,
TC) W/ #3x12" BARS @ 12" C -C OR #4x12" BARS @ 18" C -C.
LIGHT BROOM FINISH, CONTRACTION JOINTS TO BE TOOLED
T DEEP Ca) VINTERVALS. EXPANSION JOINTS @ 26'C -C.
TYP. SIDEWALK
NTS
BRYAN
U)
3: SPFIV40
0)
C\1
SUBJECT PROPERTY Gessner
Engineering
PROPOSED SITE 1712 Southwest Pky, Ste 105
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
0
COLLEGE STATION z
ELFtmnm I -y
CERTIFICATE
ALT G. ROGERS
............. G. ............
SCALE: NTS
C3 REQUIRED 8
Cl +11'
E3 +21 L
0. +3'
C3 +41
NOT REQUIRED
FOR BID &
PERMIT
A�
30 0 30 60 90
SCALE IN FEET U)
LEGEND 0
EXISTING PROPOSED
Curb D
Edge of Pavement Z J
R.O.W. 0 U)
Curve Number/Line Number S (0 0 @ 0 U)
Telephone/Fiberoptic line UL D < W
Curb Inlet/Grate Inlet U)
N
Sanitary Sewer 0. Z
San. Sewer MH/Cleanout co'.� coo W < 0
—W —V —W >
7
Water Valve/ Water Meter 9 v Frn] *gvnm W
> N C( . <
Gas
Power Line/Pole/Light P P P P P c1f
Fence
Drainage Flow
IDE
ER Slope
BAR
W
Top of Pavement TP 242.25 TP 242.25 0 0 0
Top of Curb TC 242.25 TC 242.25 00 z
Finish Floor Elevation FFE=242.25
Expansion Joint rj— EJ- EJ- EJ- Issue Date:
Control Joint —CJ —CJ —Ci —CJ — .033106
Vehicle Lay of Hose — --- — — — — — — --- — — Project Number:
05-0233
Storm Sewer/Manhole
0 Drawn By:
Unknown Utility (Buried) UW— UW— UW-- DAL
Detail Number Checked By:
Detail Sheet Number G5 0 AGR
Revision:
SITE NOTES: SITE NOTES:
1. LEGAL DESCRIPTION (SUBJECT LOT): 4. SURVEYOR OF RECORD:
BOSTON PIZZA LEASE TRACT
UNIVERSITY TOWN CENTER KLING ENGINEERING & SURVEYING
NORTH AMERICA PIZZA SOLUTIONS 4101 TEXAS AVENUE, SUITE A
RICHARD CARTER SURVEY, A-8 BRYAN, TEXAS 77802
COLLEGE STATION, BRAZOS COUNTY, TEXAS (979) 846-6212 LJ
0.33Ac.
5. ARCHITECT OF RECORD:
2. LEGAL DESCRIPTION (PARENT TRACT): CAMARGO COPELAND ARCHITECTS, LLP.
UNIVERSITY TOWN CENTER 14755 PRESTON ROAD, SUITE 846
SAHARA REALITY GROUP, LTD. DALLAS, TEXAS 75254
VOL. 6078, PG. 247 SITE PLAN
7.263 Ac. IEWED REVIEWED FOR
MPLIA COMPLIANCE
3. CLIENT CONTACT- INFORMATION:
NORTH AMERICA PIZZA SOLUTIO S . APR 1 8 200 VJ APR 1 8 2006
MR. HORACE CALVERT
7770 JEFFERSON STREET NE, Sul rEd&LF.GE STATION COLLEGE 81 A I! UN
ALBUQUERQUE, NM 87109 ENGINEERING -DEVELOPWNTSEWICES C1 M 1
Sheet: 2 Of 4
. �,
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