HomeMy WebLinkAboutDrawingsMOREAU FAMILY /NWSWEWS, L 17J
LOT 9, BLOCK 1 ROCK PRAIRIE* WFST
BUMNESS DEVELOPMENT
- _ -- 2.4 ACRES Q• -� /
BLDG. SETBAGYC ]� J \
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1 8 }�fl':: ::::::':'.....:....... 67.51
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2,000 SF OPEN.12.9' \ 20.0'
COVERED STORAGE
324
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SCALE: 1"=30'
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CEDAR CREEK GROUP LLC I co \ / / :.►rs. PROPOSED 14,000 4 I r.
.::.:.:.:TRACT 384 CRAWFORD .SF WAREHOUSE ::.r.
NBURNETT (/CL)
7366 ACRES FFE 324.52
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i'- o� 25' BLDG �sE1BA 7 .4 AND 18' AISLE = 7333.0' - �� `P�'4 \'' 30.T I I I
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219.1'
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314 w ❑E --j-- ❑E -�1= - - ❑E _ _�- - _ nT� BIKE RACK DETAILS
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>�ELD-l699Y-SIZE AND
\ 321
G AHAM RD.
-
(A,SPRAL T PAVEMENT)
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2s
SITE PLAN NOTES:
1. CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE PLANS AND ONSITE FIELD CONDITIONS OR SPECIFICATIONS OF OTHER DISCIPLINES
2. THE CONTRACTOR IS REQUIRED TO OBTAIN ALL NECESSARY PERMITS, AS WELL AS INSPECTION APPROVALS.
3. A COPY OF APPROVED CONSTRUCTION PLANS SHALL BE KEPT ON SITE AT ALL TIMES THROUGHOUT CONSTRUCTION. THE CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS
TO RECORD AS -BUILT CONDITIONS.
4. REFER TO ARCHITECTURAL PLANS FOR COMPLETE BUILDING DIMENSIONS.
5. REF. ARCHITECTURAL PLANS FOR PROPOSED SITE SIGNAGE AS APPLICABLE.
6. THE DUMPSTER LOCATED ON THE ADJACENT SITE (BRAZOS VALLEY FLOOR & DESIGN) WILL BE UTILIZED FOR SOLID WASTE DISPOSAL.
7. 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.
8. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN AN ORDERLY PROJECT SITE. THE CONTRACTOR SHALL CLEAN AND REMOVE ANY SURPLUS OR DISCARDED MATERIALS,
TEMPORARY STRUCTURES, AND DEBRIS FROM THE PROJECT SITE.
9. SITE IS REQUIRED TO PROVIDE CONTAINMENT FOR WASTE PRIOR TO AND DURING DEMOLITION/ CONSTRUCTION. SOLID WASTE ROLL OFF BOXES AND / OR METAL DUMPSTERS SHALL BE
SUPPLIED BY THE CITY OF COLLEGE STATION OR CITY PERMITTED CONTRACTOR(S) ONLY.
10. THE CONTRACTOR IS RESPONSIBLE FOR STORAGE AND SAFE -GUARDING OF ALL MATERIALS AND EQUIPMENT AT THE PROJECT SITE TO MAINTAIN A SAFE AND SECURE PROJECT.
11. THE CONTRACTOR SHALL COORDINATE SITE STORAGE WITH THE OWNER TO NOT OBSTRUCT DRIVES, ACCESS, OR OTHER OPERATIONAL REQUIREMENTS.
12. ANY ADJACENT RIGHT-OF-WAY (R.O.W.) OR PROPERTY AFFECTED DURING CONSTRUCTION, SHALL BE RETURNED TO PRE -CONSTRUCTION CONDITION AT THE CONTRACTOR'S EXPENSE.
13. THE CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTATION, BENCHMARKS, AND MARKERS DURING CONSTRUCTION.
14. THE CONTRACTOR MUST PROVIDE CONSTRUCTION STAKING SERVICES BASED ON THE INFORMATION PROVIDED IN THE PLANS.
15. ALL ROOF AND GROUND -MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREENED FROM VIEW OR ISOLATED SO AS NOT TO BE VISIBLE FROM ANY PUBLIC RIGHT-OF-WAY OR
RESIDENTIAL DISTRICT WITHIN 150' OF THE SUBJECT LOT, MEASURED FROM A POINT FIVE FEET ABOVE GRADE. SUCH SCREENING SHALL BE COORDINATED WITH THE BUILDING
ARCHITECTURE AND SCALE TO MAINTAIN A UNIFIED APPEARANCE
16. 100% COVERAGE OF GROUNN`DCOVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWALES AND DRAINAGE AREA, THE
PARKING LOT SETBACK, RIGHTS-OF-WAY, AND ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION.
17. IRRIGATION SYSTEM WILL BE PROTECTED BY EITHER A PRESSURE VACUUM BREAKER, A REDUCED PRESSURE PRINCIPLE BACK FLOW DEVICE, OR A DOUBLE-CHECK BACK FLOW DEVICE.
18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES OR SERVICE LINES DURING THE CONSTRUCTION PROCESS. WHERE EXISTING UTILITIES OR
SERVICE LINES ARE DAMAGED, THE CONTRACTOR SHALL REPAIR OR REPLACE THE UTILITY OR SERVICE LINE WITH THE SAME TYPE OF MATERIAL AND CONSTRUCTION, OR BETTER. ALL
MATERIAL AND LABOR SHALL BE AT THE CONTRACTOR'S EXPENSE.
19. THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL STATE AND FEDERAL REGULATIONS REGARDING CONSTRUCTION ACTIVITIES NEAR ENERGIZED OVERHEAD ELECTRIC
LINES.
20. THE CONTRACTOR ACKNOWLEDGES THAT THE LOCATION AND/OR ELEVATION OF THE EXISTING UTILITIES SHOWN ON THE PLANS IS BASED ON RECORDS OF VARIOUS UTILITY
COMPANIES, CITY MAPS AND, WHEN POSSIBLE, FIELD MEASUREMENTS. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE.
21. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE UTILITY COMPANY 48 HOURS PRIOR TO EXCAVATION, AND SHALL NOTIFY THE ENGINEER OF ANY CONFLICTS.
22. ALL BACK FLOW DEVICES WILL BE INSTALLED AND TESTED UPON INSTALLATION.
23. wATER SERVICE PROVIDED BY WELLBORN SPECIAL UTILITY DISTRICT (SUD).
24. ALL WATER LINES TO BE CL 235 DR 14 PVC, MEETING AWWA C-900 OR C-909 STANDARDS.
25. SANITARY SEWER SERVICE PROVIDED BY ON-SITE SEWAGE FACILITY (OSSF) TO BE DESIGNED AND INSTALLED BY OTHERS.
26. ALL SANITARY SEWER LINES TO BE SDR -26 PVC.
27. SANITARY SEWER LINES SHALL BE CONSTRUCTED IN ACCORDANCE WITH TCEQ REQUIREMENTS FOR SEPARATION AND CROSSINGS, AND IN ACCORDANCE WITH THE 2012
INTERNATIONAL PLUMBING CODE.
28. METERS TO BE IN A VAULT AND TOUCH -READ. ALL METERS TO BE LOCATED WITHIN THE P.U.E.
29. FIRE SUPPRESSION LINE VALVES SHALL HAVE A LOCKABLE LID TO BE AMP OR USA LL562 LOCKING LID. ALTERNATE LOCKING LIDS SHALL BE APPROVED BY COLLEGE STATION UTILITIES
DIRECTOR.
30. ALL UTILITY LINES ARE PRIVATE UNLESS NOTED OTHERWISE.
BUILDING DATA SUMMARY
EXISTING USE:
RETAIL STORE
PROPOSED USE:
RETAIL STORE
NO. OF STORIES:
1
PROPOSED
BUILDING:
TOTAL SF HEIGHT (FT) TYPE
15,000
BUILDING SPRINKLER
m
FIRM MAP NO:
48041C0310E, REVISED MAY 16, 2012
(Not located in 100 year floodplain or floodway)
PARKING TABULATION
PARKING REQUIREMENT: WAREHOUSE: 1/1000 SF, RETAIL: 1/350 SF,
OFFICE 1/250 SF
TOTAL SF REQUIREMENT. 15,000 SF WAREHOUSE, 6,935 SF RETAIL,
2,255 OFFICE
TOTAL PARKING REQUIRED: 44 SPACES
TOTAL PARKING PROVIDED: 44 SPACES (42 STANDARD, 2 ADA)
UTILITY
DEMANDS
Maximum Water
Average Water
.,.sl it a -y
(Peak Flow =Avg. Daily Flow* 4)
Max. Sewer Load
4ucr F:u,a k„
(Based on 16 hour day usage)
Fire Flow
Requirement
" 'p
(Based on Fire Code Tables B105.1 &
C105.1)
CAUTION: CONTACT THE TEXAS EXCAVATION
SAFETY SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
LEGEND:
PROPOSED BUILDING
PROPERTY LINE
- - ADJACENT PROPERTY LINE
BUILDING SETBACK LINE
- - - - - -- EXISTING PAVEMENT EDGE
FIRELANE (RED CURB WITH 4" WHITE LETTERS:
"FIRELANE NO PARKING TOW -AWAY ZONE")
- - 340--- EXISTING MAJOR CONTOURS
- - 341- - - EXISTING MINOR CONTOURS
340 PROPOSED MAJOR CONTOURS
341 PROPOSED MINOR CONTOURS
EXISTING WATER LINE
- - PROPOSED WATER LINE
*FH EXISTING FIRE HYDRANT
(�\ PROPOSED HANDICAP PARKING
1 PROPOSED WATER VALVE
® PROPOSED WATER METER
�
FDC PROPOSED FIRE DEPT. CONNECTION
ROC
q4
SITE PLAN
LOT 10, BLOCK
COLLEGEPRAIRIE WEST BUSINESS
PARK
-2900 OLD WELLBORN ROAD
•TEXAS
l� 2.38 ACRES
ZONING:0, BLOCK 1, ROCK PRAIRIE WEST
BUSINESS PARK
-ED DEVELOPMENT DISTRICT (PDD.)
OWNER:
CHUCK MOREAU
MOREAU FAMILY INVESTMENTS, LTD.
1834 HARRIS DRIVE
COLLEGE STATION, TX 77845
(979) 218-8835
CHUCK@BVCARPETOUTLET.COM
OF
MEL! THOMAS
E NSE NG\r�
0% / ONAL
MAY 29, 2014
GE PROJECT#: 11-0355
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
14.142-
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LOCATION
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SITE PLAN
LOT 10, BLOCK
COLLEGEPRAIRIE WEST BUSINESS
PARK
-2900 OLD WELLBORN ROAD
•TEXAS
l� 2.38 ACRES
ZONING:0, BLOCK 1, ROCK PRAIRIE WEST
BUSINESS PARK
-ED DEVELOPMENT DISTRICT (PDD.)
OWNER:
CHUCK MOREAU
MOREAU FAMILY INVESTMENTS, LTD.
1834 HARRIS DRIVE
COLLEGE STATION, TX 77845
(979) 218-8835
CHUCK@BVCARPETOUTLET.COM
OF
MEL! THOMAS
E NSE NG\r�
0% / ONAL
MAY 29, 2014
GE PROJECT#: 11-0355
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
14.142-
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LOCATION
MAP
NTS
ROC
q4
SITE PLAN
LOT 10, BLOCK
COLLEGEPRAIRIE WEST BUSINESS
PARK
-2900 OLD WELLBORN ROAD
•TEXAS
l� 2.38 ACRES
ZONING:0, BLOCK 1, ROCK PRAIRIE WEST
BUSINESS PARK
-ED DEVELOPMENT DISTRICT (PDD.)
OWNER:
CHUCK MOREAU
MOREAU FAMILY INVESTMENTS, LTD.
1834 HARRIS DRIVE
COLLEGE STATION, TX 77845
(979) 218-8835
CHUCK@BVCARPETOUTLET.COM
OF
MEL! THOMAS
E NSE NG\r�
0% / ONAL
MAY 29, 2014
GE PROJECT#: 11-0355
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
14.142-
tt.4'i�
q3-0
(E EXISTING BRUSH,
VERIFY WITH OWNER
MOREAU fM/L Y INVESTMENTS, L TD.
LOT 9, BLOCK 1 ROCK PRAIRIE WEST
BUSINESS DEVELOPMENT
2.4 ACRE
7. 5' BLDG. SETBACK
VDEMO 74 LF DEMO 85 LF
CONCRETE CURB CONCRETE CURB
O
C
10.0' PUE
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I
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CEDAR CREEK GROUP LLC Ilk
TRACT 38.4 CRAWFORD
BURNETT (ICL)
7.366 ACRES I �
DEMO EXISTING 1,950
SF METAL CANOPY
I
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-
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— — — _ p 25' BLDG. SETBACK
C
DEMO 190 LF FENCE
❑EE
LU
20 LF FULL
DEPTH SAWCUT
❑E—/OE DE DE
- -
---- DEMO CMP CULVERT
MOREAU FA MIL Y INVESTMENTS, L TD.
LOT 10, BLOCK 1 ROCK PRAIRIE WEST
BUSINESS DEVELOPMENT
2.39 ACRES
DEMO EXISTING 1,120 DEMO 18 SF
SF METAL AWNING CONCRETE
111 LANDING
EX/ST/NG ;
.'... EX/STING METAL .... METAL
CANOPY
...;. ..................AWN/NG; ;
DEMO 97 LF WATER LINE
2,255 SF BUILDING, TO
REMAIN, USE CAUTION
— DEMO CONCRETE
STAIRS
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(
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20.0' PUE
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DEMO 23,800 SF
ASPHALT PAVEMENT
38 LF FULL
DEPTH SAWCUT
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"""""""""""""' """"""" DEMO 265 SF DEMO CMP CULVERT
............................ .'.'.'.'.'.'.'.'.' 'r
....... CONCRETE SIDEWALK
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............ .................
..............
..........................
.............
........................... .............. . .
i
DEMO 3'X3' CONCRETE A/C UNIT PAD,
— DE DE
. W W W W W W— W
F//ST.
(FIELD VE-RIFY SI.
80 LF FULL
DEMO 335 SQFT DEPTH SAWCUT
ASPHALT PAVEMENT
GRAHAM RD.
(ASPHAL T PA WM£NT)
RELOCATE A/C UNIT BEHIND BUILDING
oo I '
DEMO EXISTING OVERHEAD ELECTRIC i
TO BUILDING, TO BE REPLACED BY /^104
UNDERGROUND ELECTRIC LINE
— DE DE DE pE
----------11E—� p�AML DE ❑E ❑E
�— DEMO CMP CULVERT
_ 30 LF FULL
DEPTH SAWCUT
PA
20 40
SCALE: 1 "= 20'
CAUTION: CONTACT THE TEXAS EXCAVATION
3AFET SYSTEM (DIG-TESS) AT 1-800-344-8377
TO L 1i CATE EXISTING UTILITIES PRIOR TO
CO STRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
;4 t
, n
E in
60 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
BBM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
DEMOLITION NOTES:
1. AREAS BENEATH REMOVED PAVEMENT SHALL BE CLEARED OF ALL
LOOSE OR DISTURBED MATERIAL OR WATER. THE AREA SHALL BE
MANUALLY COMPACTED AND REPLACED WITH SIMILAR MATERIALS
PRIOR TO NEW CONCRETE (PLACEMENT.
2. CONTRACTOR TO PROTECT ALL EXISTING TREES TO REMAIN DURING
DEMOLITION AND CONSTRUCTION ACTIVITIES.
LEGEND:
DEMOLITION AREA
U4
PRELIMINARY
NOT FOR
CONSTRUCTION
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Issue Date:
05/29/2014
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
JNP
Revision:
A
A
0
A
50
MW
DEMOLITION
PLAN
PROPERTY LINE
SAWCUT LINE
■
I
- QE
44.7'
8.01
o cam.►■
N 3.0' DRAINAGE SWALE, -
REF C9.0 `6
3.0' DRAINAGE SWALE, REF C9.0 1.0' -) --_
-~ 13.5' �- 14.0' -{ .............."....................................... ..":.......
��6 80.0'.'. 12.9' 67.5' -
Rq p� :...:.:...:.......:...;...:...:.'.'.'.....'.'.'.'.'.'.'.'.'.'.......'...........
.......:... 2,000 SF OPEN :... .
... . .
COVERED STORAGE
........... ................ .' .......... , .'.'.'.'.' 132 LF 12" WIDE ih
..........................................
:':':':':':':':'::':'::':':':':':':':':':':':':':':':':':':':':':':':':':':':':':':':':':':....:':':':': TRENCH DRAIN, `o
.'.'.'.'.'.'.'.'.'.'..'.'..'.'..'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'........... REF C6.0 (6
18.0', TYP. � �
'.'.'.'.'.'.'.'.'.'.'...........................................................................................• PROPOSED 6,935 SF 30.0' DRIVE
OUTDOOR DISPLAY AREA AISLE
'''''''''''.............................. ...........................................:.....
.................................................................i
'
.:.:.:.:.:.:.:.:.:.:.::.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..".:.:.:.:.:.:.:.:.:.:.:':':'.. R I®�
....................................................'.','.'.'.'.'.'. 4. p•
20.0' a
N�
..............:.:.....:..............."........_........."..........'.:...........:...:.'.....'.'.'. 8.0' J1714.0' ►�
.................25...' PROPOSED 14,000 SF ................. ........
.....'.'.'.�ci'.'.'.' .
r,..... WAREHOUSE ...... : 14.0
:':':':':':':':':':':' :' METAL BUILDING ......................... ........
in .. .'.'.'.'... FFE = 324.52'
.'.'.'.'..'.'..'.'.' . .'.'.'..
u'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.','.'.'.'.'.'.
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......................................................
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o �••••••••••••••••• : 11.0
ui-
'L6
..'.'.'.'.'.'.'.'.'.'.'.','.. Q: 18.0' o '
9
4 SPA, 2 ADA SPA @ 9',
CA 79.4' - I AND 18' AISLE = 73.0'
Fy J �� >./�
G
llk
N o, 30.7' -�
4.0' i 14.0'
219.1'
-
QE QE ❑E,A�� '
QE QE QE QE QE QE QE QE
s £ ; »: 0 QE El E
30.0 �''0 QQE QE QE -
- W -gip, G✓ W -- �Hi - - , G/ - W W W -W -W -W W - 'W -- W `w' - W - W W W - �;✓ - W W -
�,,� EXIST. J WA TER
2� � (FIFLD VERIFY SIZE ANDL00AT/ONS
GRAHAM RD.
(ASPHAL T PA VEMENT)
Na
20 40
SCALE: 1 "= 20'
CAUTION: CONTACT THE TEXAS EXCAVATION
SAFET SYSTEM (DIG-TESS) AT 1-800-344-8377
TOLOCATE EXISTING UTILITIES PRIOR TO
CO STRUCTION. CONTACT GESSNER
EN 3INEERING IF CONFLICTS OCCUR.
wq
`r
En&eering
60 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
B BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
Revision:
A
A
DIMENSION CONTROL NOTES: A
1. THE CONTRACTOR MAY OBTAIN AN ELECTRONIC COPY OF PROJECT PLANS FOR CONSTRUCTION A
PURPOSES, WITH THE PERMISSION OF THE OWNER. THE ELECTRONIC FILE AND INFORMATION Q
GENERATED, BY GESSNER ENGINEERING, FOR THIS PROJECT IS CONSIDERED BY GESSNER
ENGINEERING, TO BE CONFIDENTIAL. WHEN ISSUED, IT'S USE IS INTENDED SOLELY FOR THE Q
INDIVIDIUAL OR ENTITY TO WHICH IT IS ADDRESSED. THE MATERIAL IS INTENDED FOR USE BY THE
RECIPIENT NAMED, ONLY, AND PERMISSION IS NOT GRANTED TO THE RECIPIENT FOR DISTRIBUTION
OF THIS DOCUMENTS IN ANY FORM OR FASHION. THE RECIPIENT UNDERSTANDS THAT THIS DATA IS
AUTHORIZED "AS IS" WITHOUT ANY WARRANTY AS TO ITS PERFORMANCE, ACCURACY, FREEDOM ---- FROM ERROR, OR AS TO ANY RESULTS GENERATED THROUGHOUT ITS USE. THE RECIPIENT ALSO DIMENSION CONTRC
UNDERSTANDS AND AGREES THAT GESSNER ENGINEERING, UPON RELEASE OF SUCH DATA, IS NOT PLAN
LONGER RESPONSIBLE FOR THEIR USE OR MODIFICATION. THE USER AND RECIPIENT OF THE
ELECTRONIC DATA ACCEPTS FULL RESPONSIBILITY AND LIABILITY FOR ANY CONSEQUENCES -- ----- ---
ARISING OUT OF THEIR USE.
2. ALL DIMENSIONS SHOWN ARE TO BE USED IN CONJUNCTION WITH THE PLANS FOR LOCATING ALL
IMPROVEMENTS AND SHALL BE FIELD VERIFIED BY THE CONTRACTOR FOR WORKABILITY PRIOR TO
CONSTRUCTION OF THE IMPROVEMENTS.
3. UNLESS NOTED OTHERWISE, ALL DIMENSIONS ARE TO BACK OF CURB. C2mO
4. REFER TO ARCHITECTURAL PLANS FOR DETAILED BUILDING DIMENSIONS.
PRELIMINARY
NOT FOR
CONSTRUCTION
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DIMENSION CONTROL NOTES: A
1. THE CONTRACTOR MAY OBTAIN AN ELECTRONIC COPY OF PROJECT PLANS FOR CONSTRUCTION A
PURPOSES, WITH THE PERMISSION OF THE OWNER. THE ELECTRONIC FILE AND INFORMATION Q
GENERATED, BY GESSNER ENGINEERING, FOR THIS PROJECT IS CONSIDERED BY GESSNER
ENGINEERING, TO BE CONFIDENTIAL. WHEN ISSUED, IT'S USE IS INTENDED SOLELY FOR THE Q
INDIVIDIUAL OR ENTITY TO WHICH IT IS ADDRESSED. THE MATERIAL IS INTENDED FOR USE BY THE
RECIPIENT NAMED, ONLY, AND PERMISSION IS NOT GRANTED TO THE RECIPIENT FOR DISTRIBUTION
OF THIS DOCUMENTS IN ANY FORM OR FASHION. THE RECIPIENT UNDERSTANDS THAT THIS DATA IS
AUTHORIZED "AS IS" WITHOUT ANY WARRANTY AS TO ITS PERFORMANCE, ACCURACY, FREEDOM ---- FROM ERROR, OR AS TO ANY RESULTS GENERATED THROUGHOUT ITS USE. THE RECIPIENT ALSO DIMENSION CONTRC
UNDERSTANDS AND AGREES THAT GESSNER ENGINEERING, UPON RELEASE OF SUCH DATA, IS NOT PLAN
LONGER RESPONSIBLE FOR THEIR USE OR MODIFICATION. THE USER AND RECIPIENT OF THE
ELECTRONIC DATA ACCEPTS FULL RESPONSIBILITY AND LIABILITY FOR ANY CONSEQUENCES -- ----- ---
ARISING OUT OF THEIR USE.
2. ALL DIMENSIONS SHOWN ARE TO BE USED IN CONJUNCTION WITH THE PLANS FOR LOCATING ALL
IMPROVEMENTS AND SHALL BE FIELD VERIFIED BY THE CONTRACTOR FOR WORKABILITY PRIOR TO
CONSTRUCTION OF THE IMPROVEMENTS.
3. UNLESS NOTED OTHERWISE, ALL DIMENSIONS ARE TO BACK OF CURB. C2mO
4. REFER TO ARCHITECTURAL PLANS FOR DETAILED BUILDING DIMENSIONS.
DRAINAGE CHANNEL,
REF C9.0
STANDARD 6" CURB
AND GUTTER
6' WIDE CURB CUT WITH 3'
CURB TAPER ON EACH SIDE
5' CURB TAPER
5' CURB TAPER
PAVING AND JOINT NOTES:
1) SUBGRADE:
A. EXISTING TREES, STUMPS, AND ROOTS SHALL BE GRUBBED AND REMOVED. VEGETATION SHALL BE REMOVED AND THE TOP 6" OF
TOPSOIL AND SUBGRADE STRIPPED FROM THE AREAS TO BE COVERED BY PROPOSED IMPROVEMENTS.
B. PAVING AREAS SHALL BE PROOFROLLED WITH A 15 TON COMPACTOR AND, IF REQUIRED AT THE TIME OF CONSTRUCTION, THE
CONTRACTOR SHALL STABILIZE WEAK AREAS BY OVER EXCAVATING AND BACKFILLING.
C. FILL MATERIAL SHALL BE PLACED IN 8" LOOSE LIFTS, MAXIMUM, WITH EACH LIFT AT A MOISTURE CONTENT OF +/- 2% OF OPTIMUM,
AND COMPACTED TO A UNIFORM DENSITY OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR
(ASTM D698).
D. COMPACTION TEST SHALL BE CONDUCTED FOR EVERY 4,000 SF OF FILL PLACED, WITH A MINIMUM OF ONE TEST PER LIFT.
2) CONCRETE PAVEMENT:
A. CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4,000 PSI.
B. ALL CONCRETE SHALL BE VIBRATED WHEN PLACED.
C. PAVEMENT CONTRACTION JOINTS SHALL BE INSTALLED PER DETAIL C9.0, WITH A MAXIMUM SPACING OF 12' FOR 6" PAVEMENT, A
MAXIMUM OF 10' FOR 5" PAVEMENT, AND A MAXIMUM OF 8' FOR 4" SIDEWALKS. CONTRACTION JOINTS SHALL BE INSTALLED
BETWEEN 2 AND 6 HOURS OF CONCRETE PLACEMENT AS CONCRETE CURING ALLOWS. AN EARLY ENTRY SAW IS PREFERRED.
D. PAVEMENT EXPANSION JOINTS SHALL BE SPACED AS SHOWN ON THE PLANS AND INSTALLED PER DETAIL C9.0. CONSTRUCTION
SHALL BE STOPPED AT EXPANSION JOINTS. IF CONDITIONS REQUIRE, CONSTRUCTION TO BE STOPPED AT OTHER LOCATIONS, A
COLD JOINT SHALL BE CONSTRUCTED.
E. ISOLATION JOINTS SHALL BE PLACED AT ALL IN -PAVEMENT OBJECTS INCLUDING INLETS, LIGHT POLE FOOTINGS AND CLEANOUTS.
F. ALL JOINTS SHALL BE SEALED PER DETAIL C9.0.
G. REFERENCE C9.0 FOR PAVEMENT AND SIDEWALK CONSTRUCTION DETAILS.
H. TRANSPORTATION AND PLACEMENT OF THE CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301. A TEST SET CONSISTING OF 3
CYLINDERS SHALL BE TAKEN EVERY 75 CUBIC YARDS OF CONCRETE.
3) REINFORCING STEEL:
A) ALL REINFORCEMENT SHALL BE ASTM A-615, GRADE 60. THE PAVEMENT REINFORCEMENT SHALL BE #4 BARS, 16" OCEW, AND THE
SIDEWALK SHALL BE REINFORCED WITH #4 BARS, 16" OCEW OR #3 BARS, 12" OCEW.
B) LAPS AND SPLICES IN REINFORCING BARS SHALL BE A MINIMUM OF 30 BAR DIAMETERS IN LENGTH. BARS SHALL BE SECURED AT
EVERY OTHER INTERSECTION.
GRAHAM RD.
(ASPHAL T PA muzivr)
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STANDARD 6" CURB
AND GUTTER
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CAUTION:
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SAFETY SYSTEM
(DIG-TESS) AT 1-800-344-8377
TO LOCATE
EXISTING UTILITIES PRIOR TO
CONSTRUCTION.
CONTACT GESSNER
ENG
NEERING IF CONFLICTS OCCUR.
11
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BBM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
7 "11
POSED 6" CONC. PAVEMENT
5" CONC. PAVEMENT
4" CONC. SIDEWALK
)PERTY LINE
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'ANSION JOINT
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2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
PRELIMINARY
NOT FOR
CONSTRUCTION
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GRAHAM RD.
(ASPHAL T PA VEMENT)
PAVING AND JOINT NOTES:
1) SUBGRADE:
A. EXISTING TREES, STUMPS, AND ROOTS SHALL BE GRUBBED AND REMOVED. VEGETATION SHALL BE REMOVED AND THE TOP 6" OF
TOPSOIL AND SUBGRADE STRIPPED FROM THE AREAS TO BE COVERED BY PROPOSED IMPROVEMENTS.
B. PAVING AREAS SHALL BE PROOFROLLED WITH A 15 TON COMPACTOR AND, IF REQUIRED AT THE TIME OF CONSTRUCTION, THE
CONTRACTOR SHALL STABILIZE WEAK AREAS BY OVER EXCAVATING AND BACKFILLING.
C. FILL MATERIAL SHALL BE PLACED IN 8" LOOSE LIFTS, MAXIMUM, WITH EACH LIFT AT A MOISTURE CONTENT OF +/- 2% OF OPTIMUM, AND
COMPACTED TO A UNIFORM DENSITY OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR (ASTM
D698).
D. COMPACTION TEST SHALL BE CONDUCTED FOR EVERY 4,000 SF OF FILL PLACED, WITH A MINIMUM OF ONE TEST PER LIFT.
2) CONCRETE PAVEMENT:
A. CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4,000 PSI.
B. ALL CONCRETE SHALL BE VIBRATED WHEN PLACED.
C. PAVEMENT CONTRACTION JOINTS SHALL BE INSTALLED PER DETAIL C9.0, WITH A MAXIMUM SPACING OF 12' FOR 6" PAVEMENT, A
MAXIMUM OF 10' FOR 5" PAVEMENT, AND A MAXIMUM OF 8' FOR 4" SIDEWALKS. CONTRACTION JOINTS SHALL BE INSTALLED BETWEEN
2 AND 6 HOURS OF CONCRETE PLACEMENT AS CONCRETE CURING ALLOWS. AN EARLY ENTRY SAW IS PREFERRED.
D. PAVEMENT EXPANSION JOINTS SHALL BE SPACED AS SHOWN ON THE PLANS AND INSTALLED PER DETAIL C9.0. CONSTRUCTION SHALL
BE STOPPED AT EXPANSION JOINTS. IF CONDITIONS REQUIRE, CONSTRUCTION TO BE STOPPED AT OTHER LOCATIONS, A COLD JOINT
SHALL BE CONSTRUCTED.
E. ISOLATION JOINTS SHALL BE PLACED AT ALL IN -PAVEMENT OBJECTS INCLUDING INLETS, LIGHT POLE FOOTINGS AND CLEANOUTS.
F. ALL JOINTS SHALL BE SEALED PER DETAIL C9.0.
G. REFERENCE C9.0 FOR PAVEMENT AND SIDEWALK CONSTRUCTION DETAILS.
H. TRANSPORTATION AND PLACEMENT OF THE CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301. A TEST SET CONSISTING OF 3
CYLINDERS SHALL BE TAKEN EVERY 75 CUBIC YARDS OF CONCRETE.
3) REINFORCING STEEL:
A) ALL REINFORCEMENT SHALL BE ASTM A-615, GRADE 60. THE PAVEMENT REINFORCEMENT SHALL BE #4 BARS, 16" OCEW, AND THE
SIDEWALK SHALL BE REINFORCED WITH #4 BARS, 16" OCEW OR #3 BARS, 12" OCEW.
B) LAPS AND SPLICES IN REINFORCING BARS SHALL BE A MINIMUM OF 30 BAR DIAMETERS IN LENGTH. BARS SHALL BE SECURED AT
EVERY OTHER INTERSECTION.
11/
20 40
SCALE: 1"= 20'
CAUTI N: CONTACT THE TEXAS EXCAVATION
3AFET SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CO INSTRUCTION. CONTACT GESSNER
ENGINEERING INEERING IF CONFLICTS OCCUR.
WA a &, -A U&C, , I m-111 I k, "I = 11 M&m k r
60 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763,77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
j< Firm Registration Number:
F-7451
BBM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
PROPOSED 6" CONC. PAVEMENT
PROPOSED 5" CONC. PAVEMENT
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(RED CURB W/ 4" WHITE LETTERS:
"FIRELANE NO PARKING TOW -AWAY ZONE")
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JOINT
PLAN
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PRELIMINARY
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05/29/2014
Project Number:
11-0335
Drawn By:
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Checked By:
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Revision:
A
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5,
JOINT
PLAN
C3.1
321.43 FL
320.13 FL
N11
319.35 FL
L
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GRADING NOTES:
'322— SME 321.83
1. ALL UNPAVED AREAS SHALL BE ADEQUATELY GRADED TO DRAIN AT A MINIMUM OF 2.0% SLOPE, UNLESS OTHERWISE NOTED, SO THAT NO
PONDING OCCURS.
2. WHEN TOP OF CURB ELEVATIONS ARE SHOWN, THE CURB IS A STANDARD 6" CURB, UNLESS OTHERWISE NOTED.
3. THE CONTRACTOR SHALL FOLLOW THE GENERAL INTENT OF THE GRADING PLANS. MINOR ADJUSTMENTS TO THE ACTUAL ELEVATIONS SHOWN
ON THE GRADING PLAN MAY BE REQUIRED TO MATCH EXISTING GROUND ELEVATIONS AND STRUCTURES. CONTRACTOR SHALL NOTIFY THE
ENGINEER PRIOR TO ANY MODIFICATIONS.
4. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION AND ANY DRAINAGE DITCH OR STRUCTURE DISTURBED
DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER.
5. THE APPROVAL OF THE PLANS IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT OFF-SITE
GRADING, PERMISSION MUST BE OBTAINED FROM AFFECT PROPERTY OWNER(S). ANY ADJACENT PROPERTY OR RIGHT-OF-WAY DISTURBED
DURING CONSTRUCTION WILL BE RETURNED TO EXISTING CONDITIONS OR BETTER.
6. UNLESS OTHERWISE DETERMINED BY APPLICABLE GEOTECHNICAL REPORT, UNDER PROPOSE STREETS, PAVEMENT, AND STRUCTURES
(INCLUDING SIDEWALKS), BACKFILL SHALL BE FINELY DIVIDED SOIL OR LIME TREATED SOIL AND SHALL BE COMPACTED IN LIFTS NO GREATER
THAN 8" LOOSE THICKNESS TO A DENSITY OF AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR
(ASTM D698) WITH A MOISTURE CONTENT OF +/- 2% OF OPTIMUM.
7. TREATMENT SHALL BE ACCOMPLISHED SUCH THAT A UNIFORM SUBGRADE MIX IS OBTAINED. PRIOR TO THE APPLICATION OF LIME TO THE
SUBGRADE, THE OPTIMUM PERCENTAGE TO BE ADDED SHOULD BE DETERMINED BASED ON TEX-121-E LABORATORY TESTS CONDUCTED ON
MIXTURES OF THE SUBGRADE SOILS WITH VARYING PERCENTAGES. SUBGRADE SOIL SAMPLES SHOULD BE OBTAINED FROM THE PAVEMENT
AREA AT THE PROPOSED FINAL SUBGRADE ELEVATION. THE LIME SHOULD INITIALLY BE BLENDED WITH A MIXING DEVICE SUCH AS
PULVERMIXER AND SUFFICIENT WATER ADDED.
8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL MANHOLES, CLEANOUTS, VALVE BOXES, FIRE HYDRANTS, ETC.
WITHIN THE AREA OF CONSTRUCTION. THEY MUST BE ADJUSTED TO PROPER GRADE BY THE CONTRACTOR PRIOR TO AND AFTER THE PLACING
OF PAVEMENT AND GRADING.
9. SIDEWALKS SHALL HAVE A SLOPE NO GREATER THAN 5% AND A CROSS SLOPE NOT GREATER THAN 2%, UNLESS OTHERWISE NOTED.
10. HANDICAP ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL HAVE A MAXIMUM OF 2% SLOPE IN ALL DIRECTIONS.
11. ALL SPOTS ARE TOP OF CURB ELEVATIONS, UNLESS OTHERWISE NOTED.
12. CONTRACTOR SHALL CONTACT GESSNER ENGINEERING IF DISCREPANCIES EXIST AT EXISTING GRADE TIE-INS.
13. CONTRACTOR TO VERIFY WITH ADJACENT PROPERTY OWNER WHEN GRADING ON ADJACENT PROPERTY.
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SCALE: 1"= 80'
CAUTION': CONTACT THE TEXAS EXCAVATION
SAFETY SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
WD
e BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
En�nee�iawe
ng
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
26
PRELIMINARY
NOT FOR
CONSTRUCTION
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05/29/2014
Project Number:
11-0335
Drawn By:
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LEGEND:
Checked By:
— — — — 340— — — —,- — EXISTING MAJOR CONTOURS JNP
— — — — 341— — — -- — EXISTING MINOR CONTOURS Revision:
340 PROPOSED MAJOR CONTOURS 0
341 PROPOSED MINOR CONTOURS 0
PROPERTY LINE
PROPOSED SWALE WITH
O O
DIRECTION OF FLOW ARROWS
0
TC PROPOSED TOP OF CURB
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TG PROPOSED TOP OF GRATE
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FL FLOWLINE ELEVATION OF C4mO
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FLOW TYPE: CHANNEL
(A 4V. V. A VEMENT)
OUTFALLSTUDY
LOCATION
I STORM
(YR)
I EXISTING PEAK RUNOFF
(CFS)
GRAHAM DITCH
2
5.6
5
8.4
10
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SCALE: 1"= 20'
CAUTION: CONTACT THE TEXAS EXCAVATION
SAFETY SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
o BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
C
l rve Numbers Utilized*
Description
Condition Curve Number
Open Space
Fair 84
Impervious Areas (Roof/Pavement)
N/A 98
* NSG D, Antecedent Moisture Content - I I
N*ff#llq
salmogesum mum DRAINAGE AREA BOUNDARY
DRAINAGE AREA MAP NOTES:
1) THIS SHEET IS FOR SITE PLANNING PURPOSES ONLY. IT IS NOT TO BE USED AS A DOCUMENT FOR DRAINAGE AREA LABEL AND FLOW
M DIRECTION
CONSTRUCTION.
WERE PREFORMED UTILIZING THE NRCS SCS METHOD.
TIONS W
2
DRAINAGE CALCULATIONS (SCS)
BE MAINTAINED BY THE OWNER.
DRAINAGE FACILITIES SHALL _ _
3 ALL ONSITE NATURAL AND IMPROVED _ _ _ _ _ _ _
4) USGS WEB SOIL SURVEY INDICATES HSG "D" AT THIS SITE.
EXISTING CONTOURS
5) CALCULATIONS FOR THE RUNOFF WAS DETERMINED UTILIZING THE SCS RUNOFF CURVE NUMBER METHOD
—�-�`
340 PROPOSED CONTOURS
DESCRIBED IN TR -55.
6) CALCULATIONS FOR THE TIME OF CONCENTRATION WERE DETERMINED UTILIZING THE METHOD DESCRIBED
PROPERTY LINE
IN TR -55.
7) MINIMUM TIME OF CONCENTRATION UTILIZED = 0.1 HR.
8) REF. DRAINAGE REPORT FOR FULL LIST OF ASSUMPTIONS AND CALCULATIONS.
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
PRELIMINARY
NOT FOR
CONSTRUCTION
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
Revision:
0
0
0
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EXISTING DRAINAGE
AREA PLAN
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Date:
05/29/2014
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
Revision:
0
0
0
ra
n
EXISTING DRAINAGE
AREA PLAN
OUTFALL STUDY
LOCATION
STORM
(YEAR)
PRE -DEVELOPED PEAK 'OST -DEVELOPED PEAK
RUN-OFF (CFS) RUN-OFF (CFS)
0 0.1
0 _ 0.1
0 0.2
NORTH OUTLET
2
10
25
50
0 0.2
100
0 0.2
NORTH OUTLET
STUDY POINT
"--�\
GRAHAM DITCH (SOUTHWEST
OUTLET) STUDY POINT
FLOW TYPE: CHANNEL
OUTFALL STUDY
LOCATION
STORM
(YEAR)
PRE -DEVELOPED PEAK
RUN-OFF (CFS)
POST -DEVELOPED PEAK
RUN-OFF (CFS)
SOUTHWEST
OUTLET
2
5.6
5.5
10 10.4
10.2
25 12.5
12.1
50 14.1
13.7
100 16.3
15.7
DRAINAGE AREA MAP NOTES:
1) THIS SHEET IS FOR SITE PLANNING PURPOSES ONLY. IT IS NOT TO BE USED AS A DOCUMENT FOR
CONSTRUCTION.
2) DRAINAGE CALCULATIONS WERE PREFORMED UTILIZING THE NRCS (SCS) METHOD.
3) ALL ONSITE NATURAL AND IMPROVED DRAINAGE FACILITIES SHALL BE MAINTAINED BY THE OWNER.
4) USGS WEB SOIL SURVEY INDICATES HSG "D" AT THIS SITE.
5) CALCULATIONS FOR THE RUNOFF WAS DETERMINED UTILIZING THE SCS RUNOFF CURVE NUMBER METHOD
DESCRIBED IN TR -55.
6) CALCULATIONS FOR THE TIME OF CONCENTRATION WERE DETERMINED UTILIZING THE METHOD DESCRIBED
IN TR -55.
7) MINIMUM TIME OF CONCENTRATION UTILIZED = 0.1 HR.
8) REF. DRAINAGE REPORT FOR FULL LIST OF ASSUMPTIONS AND CALCULATIONS.
Al
POST - Al
GRAHAM RD.
(ASPHAL T PA VFMENv
4
POST -A2
77777 0.01 ACRES
CN = 98
Tc=6MIN
16
\32
6
\326
\326
32S
0
�3
�s
s
3
POST - A3
\0.88 ACRES
CN = 91.2
Tc 12 MIN
Q
\�2
324 I�
..,,_324 `\
STORM PRE -DEVELOPED PEAK
(YEAR) RUN-OFF (CFS)
POST -DEVELOPED PEAK RUN-OFF (CFS)
SOUTHWEST
OUTLET
NORTH
OUTLET
TOTAL
2 5.6
5.5
0.1
5.6
10 10.4
10.2
0.1
10.3
25 12.5
12.1
0.2
12.3
50 14.1
13.7
0.2
13.9
100 16.3
15.7
0.2
15.9
P
20 40
SCALE: 1"= 20'
CAUTI 'N: CONTACT THE TEXAS EXCAVATION
SAFE SYSTEM (DIG-TESS) AT 1-800-344-8377
TOL CATE EXISTING UTILITIES PRIOR TO
CO�STRUCTION. CONTACT GESSNER
EN 1 INEERING IF CONFLICTS OCCUR.
.e
oBM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
CUR��
NUMBERS UTILIZED*
DESCRIPTIONCONDITION
(D
CURVE
NUMBER
IMPERVIOUS AREA (ROOF/ PAVE
AENT/DETENTION)
N/A
98
OPEN SPACE
I GOOD CONDITION
80
* HSG D, ANTECEDENT MOISTURE
ONTENT- II
DRAINAGE AREA BOUNDARY
DRAINAGE AREA LABEL AND FLOW
DIRECTION
- EXISTING CONTOURS
PROPOSED CONTOURS
�7�1�•rt'I�I�F�
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
LIN
PRELIMINARY
NOT FOR
CONSTRUCTION '.
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
Revision:
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05/29/2014
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
Revision:
A
0
0
0
0
FA
AREA PLAN
C5.1
K) ce) CO Cy
P'WIDE PILOT CHANNEL,
REF C9.0
POND #2 OUTLET CONTROL
STRUCTURE, REF C9.0
C'4
co C', co
co
co
C-4
C\1
co
co . I I
� M�WIML�ffi��
ZEDHEADWALL
FL 24" = 321.20
CONTINUE AS NEEDED TO
DAYLIGHT DITCH, MINIMUM
SLOPE = 0.50%
PROPOSED SET,
6:1 SLOPE
FL 18" = 319.68
STORM PLAN NOTES:
1. THE CONTRACTOR ACKNOWLEDGES THAT THE LOCATION AND/OR
ELEVATION OF THE EXISTING UTILITIES SHOWN ON THE PLANS IS BASED
ON RECORDS OF VARIOUS UTILITY COMPANIES, CITY MAPS AND, WHEN
POSSIBLE, FIELD MEASUREMENTS. THE INFORMATION IS NOT TO BE
RELIED UPON AS BEING EXACT OR COMPLETE.
2. ALL STORM LINES TO BE HIGH-DENSITY POLYETHYLENE PIPE, MEETING
ASTM F2648 SPECIFICATIONS
3. CONTRACTOR SHALL PROVIDE A MINIMUM OF 12 INCH CLEARANCE AT
STORM SEWER AND WATER LINE CROSSINGS AND A MINIMUM OF 6 INCH
CLEARANCE AT STORM AND SANITARY SEWER CROSSINGS.
4. ALL STORM SEWER IS PROPOSED, UNLESS OTHERWISE NOTED.
56 LF OF 24"-
RCP
4"-RCP @ 0.32%
6' WIDE CURB CUT
POND #1 OUTLET CONTROL
STRUCTURE, REF C9.0 XWIDE PILOT CHANNEL,
FL 24" (OUT) = 321.38 REF C9.0
<
325
324
323
322,H _ � e
-
322�
323
................................. 324 ..........................
........ ........ .......
.............................. ....................
.............
................................................................
................ PROPOSED HEADWALL
................................................................
............................. .................................
.................... ...................... ...
...... FL TRENCH DRAIN 322.58
................... 2,000 SF OPEN
....................•
COVERED STORAGE
..
.................................................................................
130 LF TRENCH DRAIN, ACO
...............................................................
...............................................................
................................................................ POWERDRAIN S300K OR
........................................................................................................................ APPROVED EQUIVALENT
...
...............................................................
...............................................................
.................................
...............................................................
...............................................................
................................................................
............................................................... PROPOSED 6,135 SF
...............................................................
... OUTDOOR DISPL AY AREA
............................................................
................................................................
...............................................................
................................................................
.........................................................
................................................................
...............................................................
................................................................
...............................................................
................................................................
............................................................. a .
........................ I .......................................
...............................................................
................................................................
...............................................................
................................................................
...............................................................
................................................................
...............................................................
................................................................
................... PROPOSED 14,000 SF
................. ....................
WAREHOUSE
..................
..................
....................
.................. METAL BUILDING
.....................
.................. FFE = 324.52'
...............................................................
................................................................
...............................................................
.......................................................
...................................... *** ......................
................................................................
..................................... ....................
................................................................
...................................... ***''* ...................
................................................................ . . . . . . . . . . . . . .
..................................... *** .......................
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L� L�
6' WIDE CURB CUT WITH 3'
CURB TAPER ON EACH SIDE
323
DE
LEGEND:
DE
V
W
EXISTING PAVEMENT EDGE
48 LF OF 18"
RCP @ 0.50%
6' WIDE CURB CUT WITH 3' 6' WIDE CURB CUT WITH 3'
CURB TAPER ON EACH SIDE CURB TAPER ON EACH SIDE
322—
OE OE DE
DE DE
DE OE 11E
DE
0 E 0 E El E
W W
V1 TT
(FIELD Y SIZE A tO L PRAP, TYP AS SHOWN
SMOOTHLY TRANSITION TO
GRAHAM RD. EXISTING DITCH FLOWLINE
PROPOSED SET, (A SPHA L T PA VEMENT)
6:1 SLOPE
FL 18" = 319.93
F11
01 so iffilm
SCALE: V= 90'
CAUTION, - CONTACT THE TEXAS EXCAVATION
SAFETY 6YSTEM (DIG-TESS) AT 1-800-344-8377
TO LO ATE EXISTING UTILITIES PRIOR TO
CON TRUCTION. CONTACT GESSNER
EN NEERI NG IF CONFLICTS OCCUR.
BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
AftAlk Ask, Moak
N I
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
STORM DRAINAGE
MAP
LEGEND:
PROPERTY LINE
EXISTING PAVEMENT EDGE
EXISTING WATER LINE
EXISTING SANITARY SEWER LINE
EXISTING GAS LINE
PROPOSED WATER LINE
PROPOSED SANITARY SEWER LINE
PROPOSED WATER VALVE
PROPOSED WATER METER
+FH
PROPOSED FIRE HYDRANT
PROPOSED FIRE DEPT. CONNECTION
FDC
(FDC)
0
PROPOSED SS CLEANOUT
8
PROPOSED SS DOUBLE CLEANOUT
PROPOSED RIPRAP
Deo = 0.5', MAX = 1.0', MIN = 0.1'
AftAlk Ask, Moak
N I
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
STORM DRAINAGE
MAP
I
20.0' PUE
o� I
❑E ❑E ❑E ❑E n�
-�- �OE E
-- 7-- v, -- W ' J W W W
PRELIMINARY
EXIST. 3- WA TER
CONSTRUCTION
I
I
20.0' PUE
o� I
❑E ❑E ❑E ❑E n�
-�- �OE E
-- 7-- v, -- W ' J W W W
0
V
s0 'SID
SCALE: V'= 80'
CAUTION: CONTACT THE TEXAS EXCAVATION
3AFETY''SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
Cut
.
Ea'aurin, ff
3D 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
e BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
LEGEND:
PROPERTY LINE
EXISTING PAVEENT EDGE
EXISTING WATERT LINE
- EXISTING SANITARY SEWER LINE
EXISTING GAS LI E
PROPOSED WATER LINE
PRELIMINARY
EXIST. 3- WA TER
CONSTRUCTION
(FIELD VERIFY SIZE ARID LOCA TION
V
VJ
W
STA 0+00, W -DOM
GRAHAM RD.
BEGIN 1" PVC WATER
(ASPHALT PAVEMENT) /
- - -
INSTALL:
Z
- _ - -
X" WATER METER
- - - - -
Lim
1" GATE VALVE
U
O
3"
GATE VALVE ON EX. LINE
®
GENERAL UTILITY NOTES:
V.OTER
NOTES!
W
1.
ALL NEWLY INSTALLED PIPES AND RELATED PRODUCTS MUST CONFORM TO AMERICAN NATIONAL STANDARDS INSTITUTE/NATIONAL SANITATION FOUNDATION (ANS/NSF) STANDARD 61 AND MUST BE CERTIFIED BY AN ORGANIZATION
1.
THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL STATE AND FEDERAL
ACCREDITED BY ANSI.
Z
REGULATIONS REGARDING CONSTRUCTION ACTIVITIES NEAR ENERGIZED OVERHEAD
2.
ALL PLASTIC PIPE FOR USE IN PUBLIC WATER SYSTEMS MUST ALSO BEAR THE NATIONAL SANITATION FOUNDATION SEAL OF APPROVAL (NSF -PW) AND HAVE AN ASTM DESIGN PRESSURE RATING OF AT LEAST 150 PSI OR A STANDARD
ELECTRIC LINES.
DIMENSION RATION OF 26 OR LESS.
2.
THE CONTRACTOR ACKNOWLEDGES THAT THE LOCATION AND/OR ELEVATION OF THE
3.
NO PIPE WHICH HAS BEEN USED FOR ANY PURPOSE OTHER THAN THE CONVEYANCE OF DRINKING WATER SHALL BE ACCEPTED OR RELOCATED FOR USE IN ANY PUBLIC DRINKING WATER SUPPLY.
EXISTING UTILITIES SHOWN ON THE PLANS IS BASED ON RECORDS OF VARIOUS UTILITY
4.
THE USE OF POPES AND PIPE FITTINGS THAT CONTAIN MORE THAN 8.0% LEAD OR SOLDERS AND FLUX THAT CONTAINS MORE THAN 0.2% LEAD IS PROHIBITED.
VJ
COMPANIES, CITY MAPS AND, WHEN POSSIBLE, FIELD MEASUREMENTS. THE INFORMATION
5.
WHEN NEW POTABLE WATER DISTRIBUTION LINES ARE CONSTRUCTED, THEY SHALL BE INSTALLED NO CLOSER THAN NINE FEET IN ALL DIRECTIONS TO WASTEWATER COLLECTION FACILITIES. ALL SEPARATION DISTANCE SHALL BE
O
IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE.
0
MEASURED FROM THE OUTSIDE SURFACE OF EACH OF THE RESPECTIVE PIECES.
3.
THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE UTILITY COMPANY 48 HOURS PRIOR
6.
POTABLE WATER DISTRIBUTION LINES AND WASTEWATER MAINS OR LATERALS THAT FORM PARALLEL UTILITY LINES SHALL BE INSTALLED IN SEPARATE TRENCHES.
c)O
TO EXCAVATION, AND SHALL NOTIFY THE ENGINEER OF ANY CONFLICTS.
7.
NO PHYSICAL CONNECTION SHALL BE MADE BETWEEN A DRINKING WATER SUPPLY AND A SEWER LINE. ANY APPURTENANCE SHALL BE DESIGNED AND CONSTRUCTED SO AS TO PREVENT ANY POSSIBILITY OF SEWAGE ENTERING THE
4.
SANITARY SEWER SERVICE TO BE PROVIDED BY OSSF TO BE DESIGNED BY OTHERS.
�
DRINKING WATER SYSTEM.
5.
ALL WATER LINES TO BE CL 235 DR 14 PVC, MEETING AWWA C-900 OR C-909 STANDARDS.
8.
WHERE THE NINE -FOOT SEPARATION DISTANCE CANNOT BE ACHIEVED„ THE FOLLOWING CRITERIA SHALL APPLY:
05/29/2014
6.
PER CITY OF CS LIDO, "DI FITTINGS SHALL BE USED WITH PVC PIPE. FITTINGS SHALL BE
A. WHERE A NEW POTABLE WATERLINE PARALLELS AN EXISTING, NON -PRESSURE OR PRESSURE RATED WASTEWATER MAIN OR LATERAL AND THE LICENSED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF TEXAS IS ABLE TO
11-0335
WRAPPED WITH EIGHT -MIL POLYWRAP AND SEALED ON THE EDGES WTIH AN APPROVED
Drawn By:
DETERMINE THAT THE EXISTING WASTEWATER MAIN OR LATERAL IS NOT LEAKING, THE NEW POTABLE WATERLINE SHALL BE LOCATED AT LEAST TWO FEET ABOVE THE EXISTING WASTEWATER MAIN OR LATERAL, MEASURED VERTICALLY,
TAPE."
AND AT LEAST FOUR FEET AWAY, THE MEASURED HORIZONTALLY, FROM THE EXISTING WASTEWATER MAIN OR LATERAL. EVERY EFFORT SHALL BE EXERTED NOT TO DISTURB THE BEDDING AND BACKFILL OF THE EXISTING WASTEWATER
Checked By:
7.
PER CITY OF CS UDO, "SEPARATION OF PUBLIC WATER AND WASTEWATER MAINS SHALL
MAIN OR LATERAL.
BE CONSISTENT WITH THE CURRENT RULES & REGULATIONS FOR PUBLIC WATER
B.
WHERE A NEW POTABLE WATERLINE CROSSES AN EXISTING, NON -PRESSURE RATED WASTEWATER MAIN OR LATERAL, ONE SEGMENT OF THE WATERLINE PIPE SHALL BE CENTERED OVER THE WASTEWATER MAIN OR LATERAL SUCH THAT
Revision:
SYSTEMS OF THE TCEQ."
0
THE JOINTS OF THE WATERLINE PIPE ARE EQUIDISTANT AND AT LEAST NINE FEET HORIZONTALLY FROM THE CENTERLINE OF THE WASTEWATER MAIN OR LATERAL. THE POTABLE WATERLINE SHALL BE AT LEAST TWO FEET ABOVE THE
8.
PER CITY OF CS LIDO, "SEPARATION OF PUBLIC WATER AND WASTEWATER MAINS FROM
WASTEWATER MAIN OR LATERAL. WHENEVER POSSIBLE, THE CROSSING SHALL BE CENTERED BETWEEN THE JOINTS OF THE WASTEWATER MAIN OR LATERAL. IF THE EXISTING WASTEWATER MAIN OR LATERAL IS DISTURBED OR SHOWS
A
OTHER UNDERGROUND UTILITIES (STORM, GAS, ETC.) SHALL BE A MINIMUM OF THREE (3)
SIGNS OF LEAKING, IT SHALL BE REPLACED FOR AT LEAST NINE FEET IN BOTH DIRECTION S(18 FEET TOTAL) WITH AT LEAST 150 PSI PRESSURE RATED PIPE.
0
FEET LONGITUDINALLY."
9.
ALL SECTIONS OF WASTEWATER MAIN OR LATERAL WITHIN NINE FEET HORIZONTALLY OF THE WATERLINE SHALL BE ENCASED IN AN 18 -FOOT (OR LONGER) SECTION OF PIPE. FLEXIBLE ENCASING PIPE SHALL HAVE A MINIMUM PIPE STIFFNESS
9.
WATER SERVICE LINES SHALL MAINTAIN A MINIMUM COVER OF FOUR (4) FEET AND A
0
OF 115 PSI AT 5.0% DEFLECTION. THE ENCASING PIPE SHALL BE CENTERED ON THE WATERLINE AND SHALL BE AT LEAST TWO NOMINAL PIPE DIAMETERS LARGER THAN THE WASTEWATER MAIN OR LATERAL. THE SPACE AROUND THE
MAXIMUM COVER OF FIVE (5) FEET UNLESS OTHERWISE SPECIFIED ON PLANS AND/ OR
CARRIER PIPE SHALL BE SUPPORTED AT FIVE-FOOT (OR LESS) INTERVALS WITH SPACERS OR BE FILLED TO THE SPRINGLINE WITH WASHED SAND. EACH END OF THE CASING SHALL BE SEALED WITH WATERTIGHT NON -SHRINK CEMENT
REQUIRED FOR UTILITY CROSSINGS.
GROUT OR A MANUFACTURED WATERTIGHT SEAL. AN ABSOLUTE MINIMUM SEPARATION DISTANCE OF SIX INCHES BETWEEN THE ENCASEMENT PIPE AND THE WATERLINE SHALL BE PROVIDED. THE WASTEWATER LINE SHALL BE LOCATED
10.
METERS TO BE IN A VAULT AND TOUCH -READ. ALL METERS TO BE LOCATED WITHIN THE
BELOW THE WATERLINE.
P.U.E.
10.
AFTER THE PIPE HAS BEEN LAID AND BACKFILLED, BUT PRIOR TO THE REPLACEMENT OF PAVEMENT, EACH VALVED SECTION OF NEWLY LAID PIPE SHALL BE SUBJECTED TO A HYDROSTATIC PRESSURE TEST. FOR ANY SECTION BEING
11.
FIRE SUPPRESSION LINE VALVES SHALL HAVE A LOCKABLE LID TO BE AMP OR USA LL562
TESTED, THE PRESSURE APPLIED SHALL BE 150 POUNDS PER SQUARE INCH. ADJUSTMENT SO REQUIRED SHALL BE MADE FOR DIFFERENTIAL IN ELEVATION BETWEEN THE LOWPOINT OF THE SECTION BEING TESTED AND THE CENTERLINE OF
LOCKING LID OR ALTERNATE LOCKING LIDS SHALL BE APPROVED BY COLLEGE STATION
THE PRESSURE TEST GAUGE.
UTILITIES DIRECTOR.
11.
EACH VALVED SECTION OF PIPE SHALL BE SLOWLY FILLED WITH WATER, AND THE SPECIFIED TEST PRESSURE, MEASURED TO THE POINT OF LOWEST ELEVATION, SHALL BE SUPPLIED BY MEANS OF A PUP CONNECTED TO THE PIPE IN A
12.
ALL SANITARY SEWER LINES TO BE SDR -26 PVC.
SATISFACTORY MANNER. THE PUMP, PIPE CONNECTION, AND ALL NECESSARY APPARATUS, INCLUDING GAUGES AND METERS SHALL BE FURNISHED BY THE CONTRACTOR. THE DURATION OF EACH PRESSURE TEST SHALL BE FOUR (4)
13.
SANITARY SEWER LINES SHALL BE CONSTRUCTED IN ACCORDANCE WITH TCEQ
HOURS.
REQUIREMENTS FOR SEPARATION AND CROSSINGS, AND IN ACCORDANCE WITH THE 2009
12.
NO PIPE INSTALLATION WILL BE ACCEPTED UNTIL THE LEAKAGE IS LESS THAN A RATE EQUAL TO TWENTY-FIVE (25) GALLONS PER INCH OF NOMINAL DIAMETER OF PIPE LINE PER MILE OVER A TWENTY-FOUR (24) HOUR PERIOD.
INTERNATIONAL PLUMBING CODE.
13.
THE LINE SHALL BE THOROUGHLY STERILIZED. CHLORINE WILL BE INJECTED INTO THE SECTION OF LINE BEING STERILIZED SO THAT ITS ENTIRE CAPACITY WILL BE FILLED WITH WATER CONTAINING CHLORINE IN THE AMOUNT OF 50 P.P.M OR
14.
ALL UTILITY LINES ARE PRIVATE UNLESS NOTED OTHERWISE.
IN SUCH OTHER QUANTITY AS DETERMINED BY THE ENGINEER. THE STERILIZING AGENT SHALL BE INTRODUCED AT ONE END OF THE SECTION AND THE WATER RELEASED FROM THE OPPOSITE END UNTIL THE STERILIZING AGENT IS
PRESENT AT THE DISCHARGE END IN SUCH QUANTITY AS TO INDICATE A RESIDUAL CHLORINE OF 50 P.P.M. OR AS OTHERWISE DETERMINED BY THE ENGINEER. ALL VALVES SHALL THEN BE CLOSED AND THE STERILIZING SOLUTION
PERMITTED TO REMAIN IN THE PIPE SECTION FOR NOT LESS THAN 24 HOURS. ALTERNATELY, DRY TREATMENT MAY BE CONDUCTED DURING INSTALLATION. FOR 6" WATER LINE 0.061 LBS OR 100% CHLORINE PER 100 LINEAR FEET OF LINE IS
REQUIRED, AND FOR THE 4" WATER LINE IN 0.027 LBS. OF 100% CHLORINE PER 100 LINEAR FEET OF LINE IS REQUIRED. THE REQUIRED AMOUNTS OF SOLUTION SHALL BE ADDED AT THE BELL OF EACH PIPE AS IT IS INSTALLED.
0
V
s0 'SID
SCALE: V'= 80'
CAUTION: CONTACT THE TEXAS EXCAVATION
3AFETY''SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
Cut
.
Ea'aurin, ff
3D 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
e BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
LEGEND:
PROPERTY LINE
EXISTING PAVEENT EDGE
EXISTING WATERT LINE
- EXISTING SANITARY SEWER LINE
EXISTING GAS LI E
PROPOSED WATER LINE
MW
PRELIMINARY
NOT FOR
CONSTRUCTION
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Issue
Date:
05/29/2014
Project Number:
11-0335
Drawn By:
JVW
Checked By:
JNP
Revision:
0
A
A
0
0
0
MW
SILT FENCE, REF.
B/CS STANDARD
DETAIL SHEET SWPP
a
321-
322-
-323
21.322--323
N
M
\ L321
322-
323 -
322 -
�-- 321---'
V.,
MN
24.
/liil Ill
EROSION CONTROL NOTES:
1. THE CONTRACTOR SHALL PROVIDE EROSION PROTECTION AT ALL LOCATIONS OF
CONSTRUCTION.
2. THE CONTRACTOR WILL REMOVE ALL EXCESS SOIL FROM CONSTRUCTION
VEHICLES PRIOR TO EXITING THE SITE.
3. THE CONTRACTOR SHALL UNDERTAKE PROPER METHODS TO REDUCE DUST
GENERATION FROM THE SITE.
4. THE CONTRACTOR MUST COMPLY WITH FEDERAL, STATE, AND LOCAL
REGULATIONS REGARDING SEDIMENTS AND EROSION CONTROL.
5. A COPY OF THIS PLAN MUST BE KEPT AT THE CONSTRUCTION FACILITY DURING
THE ENTIRE CONSTRUCTION PERIOD.
6. ALL FINISHED GRADES ARE TO BE HYDRO -MULCHED, SPOT SODDED OR SEEDED
AND WATERED UNTIL GROWTH IS ESTABLISHED.
N
Q
326
C� ' 7
324
323--
-322
___-- -----322----
N
..................................
2,000 SF OPEN ; ; ;
.................. COVERED STORAGE •"•'
................................................................
................................................................
...............................................................
................................................................
...............................................................
................................................................
PROPOSED 14,000 SF ".;.
WAREHOUSE
....................
.'. METAL BUILDING ... .. .
FIFE = 324.52'
...............................................................
...................
CONSTRUCTION ENTRANCE, REF.
B/CS STANDARD DETAIL SHEET CXXX
N
M
PROPOSED 6, 35 SF
OUTDOOR DISPLAY AREA
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a' B/CS STANDARD
DETAIL SHEET SWPP
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0I 20 40
SCALE: V= 20'
CAUTION: CONTACT THE TEXAS EXCAVATION
SAFETY SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
60 2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
a BM PROJECT BENCHMARK:
1. 60d NAIL IN POWER POLE (SE)
ELEVATION = 322.02'
2. 60d NAIL IN POWER POLE (NE)
ELEVATION = 325.47'
A I
U10
PRELIMINARY
NOT FOR
CONSTRUCTION
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Issue
Date:
05/29/2014
Project Number:
11-0335
Drawn By:
KMZ
Checked By:
JNP
Revision:
0
0
0
0
LEGEND: 0
SILT FENCE, 0
INSTALLED PER DETAIL
SHEET CXXX
CONSTRUCTION ENTRANCE, EROSION CONTROL
INSTALLED PER DETAIL PLAN
O O�CO SHEET CXXX
— — 340— —'I= EXISTING CONTOURS
340 PROPOSED CONTOURS
C8mO
PROPERTY LINE
12"x18" 0.80 GA.
RETRO-REFLECTORIZED
ALUMINUM SIGN
INTERNATIONAL SYMBOL OF
ACCESSIBILITY. BORDER AND
LETETRING IN WHITE ON BLUE
—��
BACKGROUND
ADDITIONAL "VAN
ACCESSIBLE SPACE" SIGNAGE—�
1 Y2" RADIUS, TYP-1
2" R. GALVANIZED SIGN POST SET
IN 3" DIA. PIPE BOLLARD. PAINT
YELLOW & FILL W/ CONCRETE
Y2" EXPANSION JT:
PROP. PAVEMENT--\
12"
FaTAINvIND
VAN
ACCESSIBLE
W
LL b
0 0 W
o0�C`1
'W W
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03:
ca
J
36" DEEP x 9"
CONCRETE FOOTING
ACCESSIBLE PARKING SIGN POST
NTS
3'
CONCRETE PILOT CHANNEL
NTS
NOTE: CONCRETE SHALL HAVE A 18", 3/4" DOWELS @ 12" C -C
MINIMUM 28 -DAY COMPRESSIVE SLIP COVER ONE END
STRENGTH OF 4,000 psi
#4 BARS @ 16" OCEW
d. D
W STABILIZE SUBGRADE PER
W GEOTECHNICAL ENGINEER'S
RECOMMENDATIONS
CONCRETE PAVEMENT
NTS
1/2" BITUMINOUS
EXPANSION JOINT
FILLER OR OTHER
APPROVED MATERIAL
WITH GREENSTREAK
G -SEAL 605 EXPANSION
JOINT COVER OR EQUIVALENT
1/2" DROP TO SIDEWALK
#4 BARS @
#4 BARS @ 16" OCEW _
MINIMUM
EXPANSION JOINT
NTS
REFERENCE STRUCTURAL18" OCEW
k
IV
12" #5 BAR 14"
BELOW SUBGRADE 18" C -C
/ #4x18" DOWELS @ 16" C -C
SLIP COVER ONE END
SIDEWALK TIE-IN TO BUILDING
NTS
Q
0
O
X
W
Q
a
O
z
F-
W
X,
�I
A -MATCH EXISTING GRADE
1/2" BITUMINOUS
EXPANSION JOINT
FILLER OR OTHER
APPROVED MATERIAL
WITH GREENSTREAK
G -SEAL 605 EXPANSION
JOINT COVER OR EQUIVALENT
\//\\//\\//\`
%/% m
M
-o
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SAW CUT PAVEMENT 1/4 OF
PAVEMENT THICKNESS
#4 BARS @ 16" O.C.E.W NOTES:
MINIMUM 1. AT EXISTING CURB, DOWEL TO CURB WITH 3/4" DOWELS
AT 24" C -C.
dD DD
. ° #4 BARS @ 16" OCEW
i�j\•
Q a d.
THE SAW CUT OPERATION SHALL W
e ()I=cWn
BEGIN WITHIN 2 TO 6 HR
CONCRETE PLACEMENT
CONTROL JOINT
NTS
NOTES:
1. SEE PLAN FOR THICKNESSES OF CONCRETE PAVEMENT
2. CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE
STRENGTH OF 3,500 PSI
3. ISOLATION JOINTS SHALL BE PLACED AS SHOWN ON THE
JOINT PLAN
a. AT INTERSECTIONS
b. AT SMALL IN -PAVEMENT OBJECTS
4. BOX OUT INLETS AND MANHOLES
GRATED TOP FOR
EMERGENCY OVERFLOW
_ 51
MANUALLY COMPACTED SUBGRADE
SIDEWALK SECTION
NTS
SLOPE FLUME WALLS 4:1 TO
MATCH POND SLOPES
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323.0 ELEVATION
(TOP OF POND)
e.
SLOPE FLUME WALLS 4:1 TO
MATCH POND SLOPES
��ssr�r
Evneering
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
1
XCE
D /aNAL E
d
D'
e D
D °
° PRELIMINARY
D NOT FOR
CONSTRUCTION
D Z
D D
IV
°
D °
D W0
GRATED TOP FO D° Q
EMERGENCY OVERFLO
100 YR WSEL - 323.08' f 1.5' 21 ----I-- 1.5' --{
50 YR WSEL- 322.98'
25 YR WSEL- 322.88'
10 YR WSEL- 322.78' id , e °
2 YR WSEL- 322.581 -
i D n
D �.D d. r
I D
A D D
FL- 321.38'
D D
p D d D
V d
6" MIN. DEPTH STONE (ASTM D448. 6" WIDE BY
_ 4" TO 5" DIAMETER) OVER 9" HIGH
U 100 YR WSEL -322.30'
�- GEOTEXTILE FABRIC WITH
o SAME SQUARE FOOTAGE 25, 50 YR WSEL- 322.10'
POND OUTLET 1 - PROFILE VIEW 10 YR WSEL- 321.90'
2 YR WSEL- 321.60'
NTS
w FL- 320.50'
CV �
.0
Z Z
W
W
v
`—TEMPORARY PIPE CULVERT AS NEEDED
NOTES: 50'-100'
1. SHALL BE FULL WIDTH OF SITE ENTRANCE OR FOUR TIMES THE CIRCUMFERENCE OF
THE LARGEST CONSTRUCTION VEHICLE TIRE, WHICHEVER IS GREATER.
2. CONSTRUCT SEDIMENT BARRIER AND CHANNELIZE RUNOFF TO SEDIMENT TRAPPING
DEVICE.
3. DRESS WITH ADDITIONAL STONE AS NEEDED. STONE IS TO BE MAINTAINED SO AS TO
PREVENT CONSTRUCTION TRAFFIC FROM TRACKING MUD ONTO ADJACENT PUBLIC
STREETS.
CRUSHED AGGREGATE GREATER
/— THAN 3" BUT SMALLER THAN 6"
)TEXTILE FABRIC
BGRADE
SECTION A -A
CONSTRUCTION ENTRANCE
NTS
METAL T -POST AS
A REQ'D TO MAINTAIN. –
SPACED 6' APART
SILT FENCE AND/OR
HAY BALES TO BE USED
IN AREAS OF DRAINAGE
FLOW
NATURAL GROUND
4"X4" MIN. TRE
SILT CONTROL FENCE
TS
2"X4" WIRE MESH
FASTENED TO T -POST
SEDIMENT CONTROL FABRIC
- FASTENED SECURELY TO
T -POST & WIRE MESH
0
N
8" OF FILTER FABRIC TO EXTEND INTO
A TRENCH AND BE ANCHORED W/
COMPACTED BACKFILL
ALLOW 2.5' TO TAT TOE OF
SLOPE FOR SEDIMENT TO
ACCUMULATE. ALIGN FENCE
ALONG SLOPE CONTOURS
DIRECTION
OF FLOW
D D
D
D D Z
D Q
V J
POND 2 OUTLET - PLAN VIEW ® G�
NTS X
W
1.1' 9" 1.1'
Mo Z
W0
—7— W
I• D ° D- �
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d D _L D
D.
p D.
it p
d
D
5" WIDE BY ® ® V
5" HIGH_ W
N p
O J
POND OUTLET 2 - PROFILE VIEW O
NTSL
Issue Date:
05/29/2014
Project Number:
11-0335
Drawn By:
HAC
Checked By:
JNP
Revision:
0
0
0
A
FAI
MA
CIVIL
DETAILS
d .D
e
e
°p
° pp
D
323.0 ELEVATION
(TOP OF POND)
e.
SLOPE FLUME WALLS 4:1 TO
MATCH POND SLOPES
��ssr�r
Evneering
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
1
XCE
D /aNAL E
d
D'
e D
D °
° PRELIMINARY
D NOT FOR
CONSTRUCTION
D Z
D D
IV
°
D °
D W0
GRATED TOP FO D° Q
EMERGENCY OVERFLO
100 YR WSEL - 323.08' f 1.5' 21 ----I-- 1.5' --{
50 YR WSEL- 322.98'
25 YR WSEL- 322.88'
10 YR WSEL- 322.78' id , e °
2 YR WSEL- 322.581 -
i D n
D �.D d. r
I D
A D D
FL- 321.38'
D D
p D d D
V d
6" MIN. DEPTH STONE (ASTM D448. 6" WIDE BY
_ 4" TO 5" DIAMETER) OVER 9" HIGH
U 100 YR WSEL -322.30'
�- GEOTEXTILE FABRIC WITH
o SAME SQUARE FOOTAGE 25, 50 YR WSEL- 322.10'
POND OUTLET 1 - PROFILE VIEW 10 YR WSEL- 321.90'
2 YR WSEL- 321.60'
NTS
w FL- 320.50'
CV �
.0
Z Z
W
W
v
`—TEMPORARY PIPE CULVERT AS NEEDED
NOTES: 50'-100'
1. SHALL BE FULL WIDTH OF SITE ENTRANCE OR FOUR TIMES THE CIRCUMFERENCE OF
THE LARGEST CONSTRUCTION VEHICLE TIRE, WHICHEVER IS GREATER.
2. CONSTRUCT SEDIMENT BARRIER AND CHANNELIZE RUNOFF TO SEDIMENT TRAPPING
DEVICE.
3. DRESS WITH ADDITIONAL STONE AS NEEDED. STONE IS TO BE MAINTAINED SO AS TO
PREVENT CONSTRUCTION TRAFFIC FROM TRACKING MUD ONTO ADJACENT PUBLIC
STREETS.
CRUSHED AGGREGATE GREATER
/— THAN 3" BUT SMALLER THAN 6"
)TEXTILE FABRIC
BGRADE
SECTION A -A
CONSTRUCTION ENTRANCE
NTS
METAL T -POST AS
A REQ'D TO MAINTAIN. –
SPACED 6' APART
SILT FENCE AND/OR
HAY BALES TO BE USED
IN AREAS OF DRAINAGE
FLOW
NATURAL GROUND
4"X4" MIN. TRE
SILT CONTROL FENCE
TS
2"X4" WIRE MESH
FASTENED TO T -POST
SEDIMENT CONTROL FABRIC
- FASTENED SECURELY TO
T -POST & WIRE MESH
0
N
8" OF FILTER FABRIC TO EXTEND INTO
A TRENCH AND BE ANCHORED W/
COMPACTED BACKFILL
ALLOW 2.5' TO TAT TOE OF
SLOPE FOR SEDIMENT TO
ACCUMULATE. ALIGN FENCE
ALONG SLOPE CONTOURS
DIRECTION
OF FLOW
D D
D
D D Z
D Q
V J
POND 2 OUTLET - PLAN VIEW ® G�
NTS X
W
1.1' 9" 1.1'
Mo Z
W0
—7— W
I• D ° D- �
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d D _L D
D.
p D.
it p
d
D
5" WIDE BY ® ® V
5" HIGH_ W
N p
O J
POND OUTLET 2 - PROFILE VIEW O
NTSL
Issue Date:
05/29/2014
Project Number:
11-0335
Drawn By:
HAC
Checked By:
JNP
Revision:
0
0
0
A
FAI
MA
CIVIL
DETAILS
NOTE: NOTE: 12'
TYPE "G" EXPANSION JOINTS IN CURB & GUTTER TYPE "G" EXPANSION JOINTS IN CURB & GUTTER 11MIN. TO
SHALL BE SPACED AT A MAXIMUM DISTANCE OF SHALL BE SPACED AT A MAXIMUM DISTANCE OF 6•, MAX
40' APART AND AT ALL RADIUS POINTS, P.T.'S AND 40' APART AND AT ALL RADIUS POINTS P.T: S AND #4 BARS @ 18" O.C.E.W.
P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB & P.C: S. TYPE "B" CONTRACTION JOINTS IN CURB & (MID SLAB)
GUTTER SHALL BE SPACED AT A MAXIMUM GUTTER SHALL BE SPACED AT A MAXIMUM '- ••"" 6"
DISTANCE OF 10' APART. DISTANCE OF 10' APART.
R3 SMIONA A
- W
24" 6"T II'' #4 BARS @ 18" C/C
24" 1/4.. 6„ 15,. 3" I`� 24' R. . W.
12" 12" 3-
1/4"R
" A 12E A
1 /4"R E (i
VARIES
3/4"R 114"R 12" 3 .Q- 1" I / r s h. \ 40
a 4..QO
:...: .
I I 6" 7" 6112.. �s ALLEY,:;, Q Q
10-112" 3/4..R I 1�• 3„ 3., • 2.. • _ #4 BARS 'P / o �f �y
1-1/2" a 1'° 6" 2.. '.
" J
#4 BARS CONTINUOUS•. t
AND 3" CLEAR TYP. 4„ • _ #4 BARS DOWELLED IN CURBS
0 = 314" X 18" SMOOTH
EXPANSION DOWELS DETAIL ��-
ITYPE "G" EXPANSION JOINT
24" LAY DOS TYPICAL COMBINED%
GUTTER SECTION 'ITER SECTION
CURB & GU SEC IO
STI -00 STl-01 STl-02 ALLEY PAVING
NOTE:
NOTE: 1. TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE STI -06
TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL
SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL RADIUS POINTS, P.T.'s, AND P.C.'s. TYPE "B" CONTRACTION
RADIUS POINTS, &.GU�'TER SHALL
BE SPACED AT A MAXIMUM PT: s AND P TYPE "B" CONTRACTION
JOINTS IN CURB JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM GENERAL NOTES •
DISTANCE OF 10' APART DISTANCE OF 10' APART
2. PIPE EXTENDED 1"-2" FROM BOC TO BE COVERED WITH FABRIC ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER
HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY
AND TIED IN PLACE
112" CHAMFER BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL
#4 BAR (TYPICAL) GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS
IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS
24" SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF
LAST DISTURBANCE.
6„ 15" APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED
a
DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY
3„ 24"
6„ _ V a - 9 a o a • , - a , CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE
VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS
COMPLETE AND THEN REMOVED BY CONTRACTOR.
3
• Q 6" ALL R OSIER EVERY KAON MEASURES SHOULD BE CLEANED OF
3
ALL TRAFFIC SIGNALS AND APPURTENANCES, AND ALL PAVEMENT
24 12" 3" 114"R NI NA)2% • `� o� 6" MARKINGS AND MARKERS SHALL BE IN ACCORDANCE WITH TXDOT
SLOPE STANDARDS
lI� __ ___ 114"R
0 0 f(f 4" 6- 6314" 12 -- - ADDITIONSPEC
L LOCAL REQUIREMENTS NT MARKINGS) FOR
2„ 3" 3.. 3" 2 • 3 0
28 -DAY CONCRETE 2.. 3 3" 3" • �'
STRENGTH=3500 psi. 2"
4" 3"
4"
_ 3"
TYPI Cl T • = #4 BARS • _ #4 BARS
j 0= 314" X 18" SMOOTH 0= 3/4" X 18" SMOOTH
RIBBON CU" EXPANSION DOWELS EXPANSION DOWELS
Z,YPICAL COMBINED TYPICAL WEEPHOLE CURB
SPILL, CURB
STI -031 FST1-04 I ST1-05
118" SEAL WITH JOINT MATERIAL
p Q D
•
6- MIN.
METAL KEY WAY PLATE DEFORMED TIE BARS
#4 X 18",18" O.C.
TYPE "D"
LONGITUDINAL MINT
LONGITUDINAL JOINTS SHALL BE REQUIRED ONLY ON THE
CENTERLINE OF THE PAVEMENT & IN INTERSECTIONS AS DETAILED
SEAL W/EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR
314"0X18",18"O.C.
(COATED WITH HEAVY
1!4" R --\l 3/4„ GREASE)
6" MIN.
D
RECYCLED MATERIAL, 314"
THICK AS MANUFACTURED 3" LONG METAL OR PLASTIC CAP,
BY J.D. RUSSELL CO. OR INSIDE DIAMETER TO BE 1/16" GREATER
APPROVED EQUAL THAN DIAMETER OF DOWEL BAR. CAP
MUST BE LONG ENOUGH TO COVER OF DOWEL AND HAVE STOP SO END OF
CAP IS 1" FROM THE END OF BAR.
TYPE "G„
EXPANSION & CONSTRUCTION JOINT
SAWED OR FORMED, SEAL
WITH JOINT MATERIAL.
SEALING NOT REVD IN
CURBS
3/8" R F1/8" TO 3/16"
314"
6" MIN.
t7 7
#4 BARS, 18" O.C.E.W.
TYPE "B"
CONTRACTION JOINT
) I M >- 314" DOWEL BARS
Cad 18" C.C.(TYPI
'L-#4 TIE BARS 18" LONG
TYPE"G"JOINT
20' MPU
(TYP)
r CURB
BARS @ 18" C.C.
REB RS AT EV
°RSECTION SHI
i 10 PER CENT
TYPE "B" JOINT
TYPE "G" JOI NT -
SEE DETAIL
TYPE "D" JOINT
SEE DETAIL
CURB
TYPICAL JOINT & REINFORCEMENT LAYOUT
FOR CONCRETE PAVEMENT
5-1/2"
3/4' 7/8"
"c e• 1-5/8"
3!4'• ' ° 1-112"
3"
METAL KEY WAY PLATE
NOTE:
EXPANSION JOINTS AS SHOWN AND AT
EACH RADIUS POINT. CURB EXPANSION
JOINTS SHALL BE AT 60' CENTERS. CURB
VARIES CONTROL JOINTS SHALL BE AT 10' CENTERS.
TYPE "B" JOINT
(TYP)
LONGITUDINAL JT. @ 90°
TO CHORD OF RADIUS (TYP)
cyO
1'-6'
(TYP.) TYPE "D"JOI )T m
w
TYPE "G" JOINT AT ALL >
RADIUS POINTS AND
MAX. DISTANCE OF 1'-6"
300' ON TANGENTS
BACK OF CURB
TYPE "B" JOINT
TYPE "G" JOINT AT FUTURE
EXTENSION OR AT PROPOSED
WORK (TYP)
'EPICAL JOINT LAYOUT AT
CONCRETE INTERSECTION
TYPE "G" EXPANSION EXISTING CU%1B & GUTTER I KEEP 6" RISE TO w
JOINT. ELEV. + TO E REMOVED E TYPE "G" EXPANSION NOTES: w
TIC ELEV. = 3" PROPERTY LINE JOINT. ELEV. + �+-� CURB RETURN RADIUS + 2' � CURB RETURN RADIUS + 2'
MATC-#H LOF I I OF- 1. IF THERE IS A VALLEY u-3
KEEP 6" RISE TO EXISj'ING GUTTER i TIC ELEV. = 3" �� GUTTER, THEN TRANSITION Ot
y I z� CURB RETURN RADIUS 1'-6" CROWN AT VALLEY GUTTER F -a CURB RETURN RADIUS 1'-6"
TCI G G 7RTY� EXISTING PVMT. � � � O� TO FULL CROWN',IN 50'. Z�
STING GUTTER ( �4" aUACCESSIBLE ROUTE (4' MIN) Oi - (OPTIONAL) 2. TYPE "G" EXPANSION JOINTS G U ACCESSIBLE ROUI(B' MIN.)
EXISTING , '-lOT�� IN CURB &GUTTER SHALL BE (OPTIONALIPVMT.4.. E -� 3 OTE OF 40'APART AND AT ALLSPACED AT A MAX. NCE OTEXISTING BASE RISE N 6.. �& P.C.'S. NOTE 3 OEMIN DRIVEWAY APRON SHALL BE 4" RADIUS POINTS, P T S(28 -DAY CONCRETE STRENGTHTYPE "B" CONTRACTION
3000 psi) W/ #4 BARS Cad 18" �'- JOINTS IN CURB I& GUTTER 6"
WAY APRON SHALL BE 4" DEFORMED TIE BAR O.C.E.W. ASPHALT AP ONS W/O 1-1/4" SHALL BE SPACED AT A MAX.
EXISTING DISTjVCE OF 10'APARTBASEY CONCRETE STRENGTH #4 X 18" O.C. FOR TIE CURB AND GUTTER SHALL BE TYPE "D" LONGITUDINAL 3. 2% MAX SLOPE. TYPE "D" 1-1/4" psi) WI #4 BARS 018" TOCONCRETETO ALLOWEDON OPEN DITCHED JOINT LONGITUDINAL JOINT
.W. ASPHALTAP ONS W/O CONCRETE PAVEMENT STREET SECTIONS ONLY. 4. WMIN TRANSITION TO LAY
DEFORMED TIE BAR AND GUTTER SHALL BE ONLY DOWN CURB BEGIN AT P.T.
#4 x 18" O.C. FOR TIE ALLOWEDON OPEN DITCHED SECTIONA A SECTIONA A
TO CONCRETE TO STREET SECTIONS ONLY. SECTIONA A
CONCRETE PAVEMENT SLOPING AWAY FROM INTERSECTION SLOPING TOWARD INTERSECTION
ONLY
SECTIONA A SIDE STREET WIDTH
WITHLAYDOWN CURB
p�
A TYPE "G" EXPANSION JOINT SpNP�-� II'
PROPERTY LINE (6" THICK CONCRETE p *MAINTAIN 2% MAX
NOTE: RAMPS ONLY WHEN 3500 PSI) WITH #4 BARS A POINT OF
28 DAY STRENGTH = CROSS SLOPE
THE LONGITUDINAL SLOPE IS - -------- AT 18" O.C.E.W. WITH CURVATURE
GREATER THAN 1:20 RAMPS DOWEL INTO EXISTING SIDEWALK 6" LSSB TO 2' BEYOND
SHALL COMPLY WITH TAS (VARIES) WITH #4 BARS @ 18" O.C. BACK OF CURB
REQUIREMENTS BACK OF CURB
* MAINTAIN 2% MAX CROSS TYPE "G" EXPANSION JOINT EXISTING CURB & GUTTER TO
RETURN CURB TO HAVE
(TYPE C OR D)
• • • —_ ... —_ • - -
• • • -
1- • • • - • • • —► - - -
i-+ H-i+l
SIDEWALK *y, ,
1.i-i-�� `t
A ROLL FACE DIMINISHING
T RADIUS POINT
C,=
EXPANSION JT. &
SMOOTH DOWEL BAR
1J2" 0 X 16", WITH CAP
12" O.C. (COATED
I
TYPE "D"
LONGITUDINA7�1L
25' RAD. (MIN.)
1
**
5' R. (MIN.) BACK OF CURB
WITH HEAVY GREASE)
I i
JOINT
ESSIBLE RAMP
(SEE RAMP DETAIL)
EXPANSION JOINT (TYP.) J
SEL APPROVED
MAY REMAIN IN PLACE. RESIDENTIAL
T
DRIVEWAY
SAW CUT
12
(-
,77
OTHERWISE SIDEWALK MUST
"�
2" HOT MIX
y1ACCESSIBLE ROUTE
``•'
NEAT SAW CUT NEAT
SAW OUT A
NEAT SAW CUT
1•
--------
---- i -'I
I
I
-----------
POINT OF
TANGENCY
* MAINTAIN 2% MAX CROSS TYPE "G" EXPANSION JOINT EXISTING CURB & GUTTER TO
BORING OF STREETS FOR
UTILITY PIPE IS THE CITY
(TYPE C OR D)
• • • —_ ... —_ • - -
• • • -
1- • • • - • • • —► - - -
SLOPE. 5' MIN. WIDTH.
SBE URFACING REMOVED. REPLACE NEEDED STREET
STANDARD. OPEN CUTTING
OF STREETS SHALL BE BY
APPROVAL OF THE CITY
SAW CUT
W
>
a� 18" O.C.
EXISTING CONCRETE
/
**EXISTING SIDEWALKS, (A MIN.
OF 4' BEHIND BACK OF CURB)
o �o o., oo•o•, o'o:o.e o p o
ENGINEER ONLY.
EES A
s=�
EXPANSION JOINT (TYP.) J
SEL APPROVED
MAY REMAIN IN PLACE. RESIDENTIAL
T
DRIVEWAY
SAW CUT
12
(-
EXPANSION JOINT MATERIAL
OTHERWISE SIDEWALK MUST
"�
2" HOT MIX
�'%°
``•'
=
BE REMOVED.
E
VARIES
tu<
COMPACTED CEMENT
STABILIZED SAND
TYPICAL STREET CONCRETE
APRON
0.Om
-`t•
I
ST2-00
.
I
FLEX SE
1 1/2"/FT.
ST2-01
H
REFER TO HMAC SPECIFICATION
~
12
Lu
>
TYPE "D" EXPANSION
JOINT.
A
FOR LIFT AND COMPACTION
REQUIREMENTS
SLOPE
U DRIVEWA 114" PER
ELEV. + TIC ELEV.
EXISTING CURB &
GUTTER KEEP 6" RISE TO
BE
= W
I
SEE BEDDING DETAIL FOR
APPROPRIATE PIPE TYPEENGINEER
�TYPE"G" EXPANSION JOINT
FT MIN'
/--DRIVEWAY
REMOVED PROPERTY LINE
- - -
STANDARD. OPEN CUTTING
OF STREETS SHALL BE BY
APPROVAL OF THE CITY
ONLY.
PROPERTY LINE
zm!t2nmnt11 WIDTH
APPROX.12" ARIE
/
MATCH IEOF I'
EXISTING GUTTER I
EXISTING PVMT. I �3,�
i
i
AtIES
UNDISTURBED SOIL
VARIES
118"
VARIES
BORING OF STREETS FOR
UTILITY PIPE IS THE CITY
6„
* MAINTAIN 2% MAX
CROSS SLOPE
OF STREETS SHALL BE BY
OPEN CUT SEAL COAT/ STANDARD. OPEN CUTTING
APPROVAL OF THE CITY
RETURN CURB TO HAVE
DIA. PIPE)
A
ENGINEER ONLY.
_
CONCRETE
STREET
GRAVEL STREET
A ROLL FACE DIMINISHING
(MIN
___ _- ______
ST4-00
�
AT RADIUS POINT
SECTIONA A _ - -
{—
PROPERTY
- —LINE
3• S �)
TYPE "D"
AMBULATORY RAMP
EXISTING BASE MIN.
DRIVEWAY APRON SHALL
25' MIN. R.
REMOVE CUR
THRU RAMP
LONGITUDINAL
JOINT
SLOPE 1:12 MAX
- —
NOTE:
— -
DEFORMED TIE BAR
#4 X 18" O.C.
BE 6" 28 -DAY CONCRETE
STRENGTH = 3000 psi)-
_I
- - - - - - - - _
-- - - - - - - - - - -
� T
1. LENGTH OF DRAINAGE PIPE FOR
RESIDENTIAL DRIVES IS 36' MAX DRAINAGE
_
EDGE PVMT.
FOR TYING NEW
CONCRETE TO EXISTING
W/ #4 BARS 0(�18" O.C.E.W.
ASPHALT APRONS W/O CRB SIDEWALK--L,i
& GUTTER SHALL
F Ca
& 20' MIN. CULVERT
CONCRETE PAVEMENT
BE ALLOWED
ON OPEN DITCHED STREET
- - - - - -
I -
2. ALL DRIVEWAY PIPES WITHIN
ROW MUST HAVE CONCRETE
��
ONLY
SECTIONS ONLY.
NEAT
SAW CUT
_ I NEAT
SAW CUT
PED END
SLOPEDSECTIONS A
_ _ _
=zz� ,�
_
- - -' - /%, ;
(6:1 VED
UAL.
SECTIONA-A
TYPE "G" A
NEAT EXISTING CURB &GUTTER TO
ICAL DRI V 1�WAY ENTRANCE
EXPANSION JOINT
SAW CUT BE REMOVED. REPLACE STREET
SURFACING AS NEEDED
WITH CULVERT
COMMERCIAL
DRIVEWAY
ST2-02
T2-03
S 3
#4 BARS, 18" O.C.E.W. 28 -DAY CONCRETE
FLEX BASE * STRENGTH = 3500 si
NOTES:
1. RURAL SECTIONS WILL NOT REQUIRE 16'
EASEMENTS PARALLEL TO ROW WITHIN
CITY LIMITS.
2. WITHIN ETJ AREA, RURAL SECTIONS SHALL
FOLLOW COUNTY SPECS AND STANDARDS
16' UTILITY
BORING OF STREETS FOR
UTILITY PIPE IS THE CITY
(TYPE C OR D)
EXISTING SEAL COAT/ HMAC
DOWEL #5.
8" INTO EXIST.
BARS, 16" LG.,
PVMT.),
P
EXISTING
GRAVEL STREET 6"
STANDARD. OPEN CUTTING
OF STREETS SHALL BE BY
APPROVAL OF THE CITY
SAW CUT
W
>
a� 18" O.C.
EXISTING CONCRETE
R.O.W WIDTH
COMPACTED CEMENT
STABILIZED SAND
o �o o., oo•o•, o'o:o.e o p o
ENGINEER ONLY.
0
STREET
�6"
Q
SAW CUT
12
R
STD. RIBBON
Ga
"�
2" HOT MIX
�'%°
``•'
=
COMPACTED CEMENT
STABILIZED SAND OR
12"
E
VARIES
tu<
COMPACTED CEMENT
STABILIZED SAND
12
0.Om
-`t•
I
.
I
FLEX SE
1 1/2"/FT.
SLOPE--,-.
REFER TO HMAC SPECIFICATION
~
12
12'
OR 6" CRUSHED
12"
FOR LIFT AND COMPACTION
REQUIREMENTS
LIMESTONE BASE
BORING OF STREETS S EE S FOR
LI E E
6„ UTILITY PIP IS THE CITY
SEE BEDDING DETAIL FOR
APPROPRIATE PIPE TYPEENGINEER
-'..,':•.':
SEE BEDDING DETAIL FOR
APPROPRIATE PIPE TYPE
O.D
STANDARD. OPEN CUTTING
OF STREETS SHALL BE BY
APPROVAL OF THE CITY
ONLY.
UNDISTURBED SOIL k
UNDISTURBED SOIL
VARIES
VARIES
BORING OF STREETS FOR
UTILITY PIPE IS THE CITY
SEE BEDDING DETAIL FOR
APPROPRIATE PIPE TYPE
OPEN CUT
OF STREETS SHALL BE BY
OPEN CUT SEAL COAT/ STANDARD. OPEN CUTTING
APPROVAL OF THE CITY
UNDISTURBED
SOIL
VARIES
ENGINEER ONLY.
OPEN CUT
CONCRETE
STREET
GRAVEL STREET
OVERLAY STREET
ST4-00
ST4-0l
ST4-02
E
100' ROW
L''
_I
NOTES:
1. RURAL SECTIONS WILL NOT REQUIRE 16'
EASEMENTS PARALLEL TO ROW WITHIN
CITY LIMITS.
2. WITHIN ETJ AREA, RURAL SECTIONS SHALL
FOLLOW COUNTY SPECS AND STANDARDS
16' UTILITY
RESIDENTIAL
COLLECTOR
SECTION
SECTION
PAVEMENT
24
30
WIDTH
W
>
R.O.W WIDTH
70
100
NOTES:
1. RURAL SECTIONS WILL NOT REQUIRE 16'
EASEMENTS PARALLEL TO ROW WITHIN
CITY LIMITS.
2. WITHIN ETJ AREA, RURAL SECTIONS SHALL
FOLLOW COUNTY SPECS AND STANDARDS
16' UTILITY
EASEMENT
EASEMENT
(SEE NOTE 1)
12•
(SEE NOTE 1)
w
W
>
a
0
Q
�.j
�
R
STD. RIBBON
Ga
2" HOT MIX
Z
=
ASPHALTIC
tu<
CONC. PVMT.
0.Om
w
U
1 1/2"/FT.
SLOPE--,-.
w
~
MIN. 4' HMAC BASE
OR 6" CRUSHED
LIMESTONE BASE
12'
co
w
EASEMENT
(SEE NOTE 1)
W
>
�
R
STD. RIBBON
CURB -\
U
1 1/2"/FT.
SLOPE--,-.
w
~
A MOISTURE CONTENT BETWEEN 0 AND
+4% OF OPTIMUM
TYPICAL RURAL ROAD RIBBON CURB SECTION
jFS-T4-03
NOTES: NOTES:
1. ALL SUBGRADES SHALL BE STABILIZED. 5. REFER TO BICS UNIFIED DESIGN GUIDELINE MANUAL FOR 1. REFER TO BICS UNIFIED DESIGN GUIDELINE MANUAL 2. COLLECTOR STREETS WILL BE REQUIRED TO USE 8"
2. FOR SUBGRADES WITH PI > 15 AND % PASSING THE #200 ACCEPTED RIGHT OF WAY AND PAVEMENT WIDTH. FOR ACCEPTED RIGHT OF WAY AND PAVEMENT WIDTH. REINFORCED CONCRETE (28 DAY STRENGTH = 3500 PSI)
SIEVE >- 35%, USE LIME STABILIZATION. 6. COLLECTOR STREETS WILL BE REQUIRED TO USE 5" HMAC
3. FOR SUBGRADES WITH PI < 15 AND %PASSING THE #200 BASE OR 8" CRUSHED LIMESTONE BASE AND STABILIZED
SUBGRADE IN ACCORDANCE WITH THE BICS UNIFIED DESIGN
SIEVE < 350/6, USE PORTLAND CEMENT STABILIZATION. GUIDELINE MANUAL OR AS DIRECTED BY CITY ENGINEER. VARIABLE R -O -W (SEE NOTE 1)
4. SIDEWALK PLACEMENT VARIES WITH EACH LOCATION AND
WILL BE DETERMINED BY THE ENGINEER.
VARIABLE B/C TO''B1C (SEE NOTE 1 j
ie VARIABLE R -O -W (SEE NOTE 5) -I
R R
2 VARIABLE BIC TO BIC (SEE NOTE 5)
MONOLITHIC CURB
SEE W CONCRETE 6" REINFORCED SII', SEE W CONCRETE
SEE 6' CONCRETE 2" HOT MIX ASPHALTIC STD. CURB &GUTTER SEE 5' CONCRETE I SIDEWALK DETAIL
SIDEWALK DETAIL CONCRETE PAVEMENT SIDEWALK DETAIL ' I SIDEWALK DETAIL CONCR
STRENGTH (28 D PSI) TYPE "D" JOINT
11 3% SLOPE—a
3% SLOPE - _>
22
MIN. 4" HMAC BASE o LIMIT OF MEASUREMENTS 2' #4 BARS 18" O.C.E.W. 6" COMPACTED STABILIZED SUBGRADE 98% STANDARD
LIMIT OF MEASUREMENT 2' 6" COMPACTED STABILIZED SUBGRADE (98 /o STANDARD
FOR ROADWAY EXCAVATION OR 6"CRUSHED LIMESTONE ASTM D 698 AT A MOISTURE CONTENT BETWEEN FOR ROADWAY EXCAVATION (MID SLA ASTM D-698 AT A MOISTURE CONTENT BETWEEN
AND STABILIZATION BASE (95% MOD. ASTM -D1557) 0 AND +4%OF OPTIMUM. & STABILIZATION 0 AND +40/o OF OPTIMUM)
(LOCA` STREETS)
TYPICAL STREET SECTION TYPICAL STREET SECTION
ASPHAMC CONCRETEPA VEMENT FST -4-04 I REIWORCED COANCRETT, PATVEMENT r ST4-0 5
cn
z
0
w
Qf
CITY OF BRYAN
The Good Life, Teras *Je.-
DRAWN BY: C.L.M.
DATE: 08-01-12
SCALE - N T S
APPROVED: W. P. K.
FIGURE=
SHEET 1 OF 1
SAND BAG
CINDER BLOCK-
.
O•I'.
r�QQol
NOTE:
TEMPORARY DEVICES AROUND STORMS DRAINS ARE USED TO DETAIN
AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS
SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET
OR CATCH BASIN.
SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO
ATMOSPHERIC CONDITIONS.
SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION.
NOTE:
HAY BALES ARE USED TO DETAIN AND/OR
FILTER SEDIMENT -LADEN RUNOFF. THE
PROTECTION ALLOWS SEDIMENT TO
SETTLE PRIOR TO DISCHARGE INTO A
STORM DRAIN INLET OR CATCH BASIN.
FILTER FABRIC NOT TO
COVER DRAIN INLET
ROCK SIZE
3/4" TO 1-1/2"
4,
FILTER
FABRIC
SAND BAG
RM DRAIN INLET PR
0 P5 r�
0
p..1
III III' ---
11�',=�-
METAL T-POSTAS—
REQ'D
ASREQ'D TO MAINTAIN III III
III
VS
HAY BALE II u =
III III
A.
III III �
III III
III III
III III
EROSION CONTROL ALONG DITCH
SWPPI-01
2"X4" WIRE MESH
FASTENED TO T -POST
rSEDIMENT CONTROL FABRIC
FASTENED SECURELY TO
T-POST & WIRE MESH
METAL T -POST AS 8" OF FILTER FABRIC TO EXTEND
REQ'D TO MAINTAIN INTO A TRENCH AND BE ANCHORED
SPACED W APART WITH COMPACTED BACKFILL
ALLOW 2.5' TO 5' AT TOE OF
SILT FENCE AND/OR SLOPE FOR SEDIMENT TO
HAY BALES TO BE ACCUMULATE. ALIGN FENCE
USED IN AREAS OFALONG SLOPE CONTOURS.
DRAINAGE FLOW
NATURAL GROUND I DIREC�N OF FLOW
„
4"
4"X4" MIN. TRENCH 4"
20"
SILT FENCE ASSEMBLY
SWPPI=o
V)
z
0
cn
w
vv
con
HAY BALES I ~
METAL T -POST AS�
REQ'D. TO MAINTAIN '
ON
SWPPI-00
*MINIMUM 12' SHALL BE FULL
WIDTH OF SITE ENTRANCE
6" MIN. DEPTH STONE—
VARIES
o w
(ASTM D448, 3" TO 5"
7
DIAMETER) OVER
w�
�p0'
GEOTEXTILE FABRIC
Wo
WITH SAME SQUARE
a�
o r�
c� x
z r.�
wA
vv
con
HAY BALES I ~
METAL T -POST AS�
REQ'D. TO MAINTAIN '
ON
SWPPI-00
*MINIMUM 12' SHALL BE FULL
WIDTH OF SITE ENTRANCE
6" MIN. DEPTH STONE—
VARIES
(ASTM D448, 3" TO 5"
7
DIAMETER) OVER
�p0'
GEOTEXTILE FABRIC
WITH SAME SQUARE
FOOTAGE�.�OU
wA
— EXIS
ING STREET_—_
NOTE:
DRESS WITH ADDITIONAL
k y
MIN.
STONE AS NEEDED. STONE
IS TO BE MAINTAINED SO AS
TO PREVENT CONSTRUCTION
TRAFFIC FROM TRACKING
MUD ONTO ADJACENT PUBLIC
STREETS.
GEOTEXTILE
FABRIC
SECTIONA-A
SUBGRADE
CONSTRUCTION
EXIT SILT CONTROL
SWPPI-02
GENERALINOTES:
ALL AREAS WHERE! EXISTING VEGETATION AND GRASS COVER
HAVE BEEN BARED,'BY CONSTRUCTION SHALL BE ADEQUATELY
BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL
GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS
IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS
SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF
LAST DISTURBANCE.
APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED
DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY
CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE
VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS
COMPLETE AND THEN REMOVED BY CONTRACTOR.
ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF
CITY OF BRYAN
l be Cxood Life, 1 eras Sl3le.
DRAWN BY: C.L.M.
DATE: 08-01-12
SCALE N T S l
APPROVED: W. P. K.
FIGUREl:
D D
SHEET 1 F 1
3'-6.. NORMAL TRAVERSE SLOPE
6"
5,-0„ O.D. + 1'_0"
MIN. V-0"
6.. TYP.
BARS B
FRONT= VATION
BARS B 6"
BARS wHERIEREQUIFOOTING
AIrsiSHOWN
IN.
V.
E.
EXTENSION _ _ 6" TYP.
ON
FOOTING SHALL BE ADDED TO TOTAL
A -
�
12" MIN.
ALL PAVED AREAS (SIDEWALKS, STREETS,
�,
>
10._0.. —
. s0
13'RADIUS I—�---- - - -
I 6..
SIDE ELEVATION
DEPRESSED
GUTTER SLOPE •.-
/ /; !. ���- T /
RADIUS / 2' -Of
MATERIAL EXCAVATED FROM THE DITCH WHICH IS FREE OF
TWO
I
28 -DAY CONCRETE
6"
G`F
B/C P
V-6'
5'
I I
I�
. ! ; / /• /
NORMAL FACE OF CUR 2'-0"
/
Q ��
MIN. 2'-6" STRENGTH = 30 0 Esi
SQUARE P
ASTM D MOF 90% OFMAXIMUM A MOISTURE CO CONTENT WITHIN
1
MATCH RECEIVING -
BARS V
MAXIMUM DRY DENSITY AS PER ASTM 0698
THROAT DETAIL
WARP PAVEMENT SURFACE TO THROAT OF INLET -/SEE D4-01
SEE D1-05
6„
PLAN
PLAN VIEW
—
VARIES
BARS S
CURB LINE WHEN 28 -DAY CONCRETE STRENGTH = 3000 psi
24•
P
#4 BARS 6" O.C.E.W.
CONCRETE RECESSED INLET
BARS E
'"
WALLS, BOTTOM SLAB,
TOP SLAB
GUTTER
BARS, 6" O.C.E. A CAST IRON MANHOLE COVER
12" O C E.W.
SECTIONA A
4"
/-STD.
TOP OF CURB TOP SLAB AND FRAME
SIDEWALLS
f6" TOP SLAB
BARS Ai -Ax
i-Vx
---
24"
g�-
1._3..t62 _ 1,-5 2" I
I
O.D.
PROIDE RP -RAP
(MINv 0LB IPIECES)OCK
�-- — — — T _ \
NORMAL GUTTER LINE
- + 6"MIN.
'
:..;w.
�I -�`
#4 BARS 12" O.C.E.W. � r:'.: �' �..:� �� .,--:.::'::� ::•:
SIDEWALLS & BOTTOM EXTENSION -r.__� -'u - ` -'
y y
DEPRESSED GUTTER LINE
INSTALLED AS SHOWN IN
' I
SLAB
8" BOTTOM
(E 6" SIDE WALLS
I 6
8" TYP.
I
INVERT SHAPING
CONCRETE FILL A #4
BARS 12" O.C.E.W.
SLAB
#4 BARS 8" O.C.E.W.
BOTTOM SLAB
SIDEWALLS & BOTTOM
SLAB
(SEE NOTES 1 & 2)
SECTIONA A
SECTIONA A SECTIONS B
ELEVATION 1 & 2)
REINFORCING STEEL SHALL BE PLACED WITH THE
SINGLE
GRATE INLET
RB INLET W EXTENSION
SINGLE RECESSED CURB INLET & CU /
THE SURFACE OF THE CONCRETE. TOTAL QUANTITIES
-1-01
D1-00
I
FD
28 -DAY CONCRETE
STRENGTH = 3000 psi
GRATE SHALL BE
BICYCLE PROOF.
PEDESTRIAN GRATES
SHALL BE INSTALLED
A
_ _ _ _ _ y - - - -� - -
3116" 7/16"
F314"
2„
��
IN SIDEWALK AREA.
I I
1
/
A ����������������� A
2
------I --"-
VIE WAA'
Q
A ` r ' `
I
I
HUBBUB
4-#4 BARS I I
DIAGONAL _ _ I OQ�O I 28 -DAY CONCRETE
STRENGTH=3000 psi
Q�QOoO�
( 2 3/4" DIA HOLES
FLOW i + MAIN
LINE
i I
i I
-
I u I
F�R RE -ROD
MIN. 3'
PLS
I
(2) 3/4"
COVER ANFRAMENHOLE
SQUARE (30" DIA.)
A
CROSSSECTION
PLAN
O.D.+6" MIN.
6" TOP SLAB E
PLAN MINIMUM DISTANCE BETWEEN
TWO PIPES
18" TO 36" -12" APART
1/2" FLAT FACED GOTHIC
W/APPROPRIATE CITY TITLE
CITY OF BRYAN
DONT A
A P°A UR DRAINS RS A
#4 BARS, 12" O.C.E.W. 6" TOP SLAB
#4 BARS 6" O.C.E.W. 48" OR LARGER -18" APART
SIDE WALLS —F
#4 BARS, 12" O.C.E.W. I
SIDEWALLS
TOP SLAB
No ABU.
I
O.D.+6" MIN.
5.
LARGE MOUTH BASS LOG
�8"
8" BOTTOM WALLS I
j f 6" TOP
MIN+3 •� j O VARIES O SLAB
NOTE
3/4" FLAT FACED GOTHIC
(2) PLACES
3" MIN. EACH SIDE �-6" SIDE BOTTOM
.' ;1• = — — — —
j SEE
#q BARS
WALLS SLAB
T T T T T T T -1 12" O.C.E.W.
SECTIONA A #4 BARS, 8" O.C.E.W.
#4 BARS 8" 0 C.E.W.
IV* SIDEWALLS
3"BOTTOM
DONT CITY OF COLLEGE STATION
A POLLUTE DRAINS Rs
BOTTOM SLAB
(SEE NOTES 1 & 2)
6" SIDE WALLS BOTTOiWSLAB
NOTES 1 & 2)
SLAB �� II 6" SIDE WALLS
N08ASURA
(SEE
SECILONAA #4 BARS 8" O.C.E.W.
BOTTOM SLAB
1l2" FLAT FACED GOTHIC
(SEE NOTES 1 & 2)
w/APPROPRIATE CITY TITLE
]�
STORM SEWER l'7� �R
IN STREETS 28 -DAY SECTIONA A
CONCRETE STRENGTH = 3000 psi
BASS LOGO
DOUBLE BARREL
TUNCTION BOXGRATE
FD -1-7021
INLET
D 1-03
PLATE Dl -05
INLET
D 1-04
ELEV AS SHOWN
ON THE PLANS
#3 "U" BARS --_A I 9"
1 PER BLOCK
DISSIPA TOR BL 0 CK L 0 CA TION
fV
BARS G_
�a
BARS B
FRONT= VATION
BARS B 6"
BARS wHERIEREQUIFOOTING
AIrsiSHOWN
IN.
+
r
ON
FOOTING SHALL BE ADDED TO TOTAL
A -
�
12" MIN.
ALL PAVED AREAS (SIDEWALKS, STREETS,
�,
tV
O
12"
SIDE ELEVATION
r
I
MATERIAL EXCAVATED FROM THE DITCH WHICH IS FREE OF
TWO
I
28 -DAY CONCRETE
AND SHALL
LINE. STRUCTURALBACKFILL SHALL BE
G`F
B/C P
V-6'
5'
I I
STRENGTH = 3000 psi
APRON SLOPE TO O
CEMENT STABILIZED (OPTION N0.2IN W402)
OR EXCAVATED SOIL COMPACTED TO 98%
Q ��
ASTM D MOF 90% OFMAXIMUM A MOISTURE CO CONTENT WITHIN
1
MATCH RECEIVING -
BARS V
MAXIMUM DRY DENSITY AS PER ASTM 0698
co
FLOWLINE SLOPE
OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL
6„
BARS C
ONLY . SPADE BY LIFTS INTO
ALL VOIDS AROUND
—
VARIES
BARS S
AREAS (le YARDS, PASTURES, EASEMENTS AND TO A
24•
P
#4 BARS 12" O.C.E.W--'
CONSTRUCTION
BARS E
'"
WALLS, BOTTOM SLAB,
JOINT
BARS Ai -Ax
P
BARS Di-Dx
& TOE
SECTIONA A
Z' MAX
DISSIPATOR
BLOCK
28 -DAY CONCRETE STRENGTH = 3000 psi MINIMUM DISTANCE BETWEEN
TWO PIPES
18" TO 36" -12" APART
48" OR LARGER -18" APART
- -
�I���iIMI
BARS G__7BARS Bi-Bx
BARS G_
1 BARS E
BARS B
FRONT= VATION
BARS B 6"
BARS wHERIEREQUIFOOTING
AIrsiSHOWN
IN.
ORIGINAL GROUND OR
COVER FOR PIPES. CONCRETE FOR
ON
FOOTING SHALL BE ADDED TO TOTAL
SELECT MATERIA
QUANTITIES SHOWN.
12" MIN.
ALL PAVED AREAS (SIDEWALKS, STREETS,
�,
°.p•° .
. • a; �.°•:..:.,.,
SIDE ELEVATION
I
MATERIAL EXCAVATED FROM THE DITCH WHICH IS FREE OF
TWO
I
28 -DAY CONCRETE
AND SHALL
LINE. STRUCTURALBACKFILL SHALL BE
G`F
B/C P
I I
5'
I I
STRENGTH = 3000 psi
�6"_
CEMENT STABILIZED (OPTION N0.2IN W402)
OR EXCAVATED SOIL COMPACTED TO 98%
Q ��
ASTM D MOF 90% OFMAXIMUM A MOISTURE CO CONTENT WITHIN
1
BARS F
BARS V
MAXIMUM DRY DENSITY AS PER ASTM 0698
co
OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL
PIPE O.
BARS C
ONLY . SPADE BY LIFTS INTO
ALL VOIDS AROUND
—
BAR W
BARS S
AREAS (le YARDS, PASTURES, EASEMENTS AND TO A
�—
P
;; ::
=
CONSTRUCTION
BARS E
'"
B RSB
JOINT
BARS Ai -Ax
P
BARS Di-Dx
s>.;.
PIPE. MANUALLY CONSOLIDATE AT
OPTIMUM MOISTURE
30°
ARS BARS S
BARS Ai -Ax
i-Vx
---------
--- -
SECTIONA A
BARS G
s�
PLAN VIEW
PROIDE RP -RAP
(MINv 0LB IPIECES)OCK
DISSIPATOR BLOCKS TO BE
INSTALLED AS SHOWN IN
DETAIL D3-00
GENERAL NOTES:
Q Q 0O Q IL
/
ALL EXPOSED CORNERS SHALL BE CHAMFERED 314".
Q Q 00O Q
REINFORCING STEEL SHALL BE PLACED WITH THE
CENTER OF THE OUTSIDE LAYER OF BARS 2" FROM
THE SURFACE OF THE CONCRETE. TOTAL QUANTITIES
24"
INCLUDE ONE 20 DIAMETER LAP FOR ALL BARS OVER
6'-0" IN LENGTH.
BARS Ai -Ax BARS B BARS Bi-Bx I BARS C BARS DI-Dxj BARS E BARS F I BARS G I BARS S I BARS Vi-Vx I BARS W
#4@12"± #3@18"± #3@18"± #4@12"± #3@12"1 1 #5 1 #4 #3 #4 #4@12"± 1 #5
TYPICAL CONCRETE HEADWALL
& END WALL WITH WINGSD3-oo CONCRETE HEADWALL FOR 2 PIPES D3-01
O JG I
BY ASTM OPTIMUM TO D69a4S OF OPTIMUM RD) ATUNDER NEW STO
AREAS IN UN BEL ) PE
�C yC PAVEMENT AREAS AND STREETS TO BE RECONSTRUCTED. PIP THE TRENCH BOTTOM SHALL BE
GRADED SO AS TO PROVIDE
O.D. UNIFORM CONTINOUSE SUPPORT
7 A77BIC FOR THE PIPE BARREL BETWEEN
_ x PE MUST DESIGN TRENCH DETAIL 8" MIN./12" MAX. BELL HOLES
'SIQEyYALK. SITE SPECIFIC FOR HDPE PIPE.
5' HDPE PIPE IS NOT TO BE
USED UNDER PUBLIC STREET
PAVEMENT
CEMENT STABILIZED SAND AS BEDDING AND TRENCH FOR REINFORCED
REQUIRED. IMUM WILL ALWAYS BE
STRUCTURAL BACKFILL AREA
REQUIRED.
D3 - CONCRETE PIPE AND BOX CULVERTS
02 D3-03
THICKNESS AS DESIGNATED
ON PLANS
OR AS DESIGNATED ON PLANS
#3 BARS @ 18" O.C.E.W. j
11
OTE: WEEP HOLE
MIN. 18" TOE WALL TO BE CONSTRUCTED �. MATCH rLELEV. 1/3 HEIGHT
AT BEGINNING & ENO OF CONCRETE—TT---- —�^
DITCH CHANNEL & RIP -RAP SECTIONS.
5' 5' 5' 2"0 VARIES -' CLOTH 1/4/
H/3 WHEN WITH GRAI
H=4' OR MORE MATERIAL
{PHOLEDETAIL 28 -DAY CONCRETE STRENGTH:3000 p
CONCRETE CHANNEL LINING
MINIMUM WIDTH DRAINAGE EASEMENT
15' MIN. I5'MIN.
2
�I 1 1' MAX.
1 %2
1' MIN 1
MAXIMUM SLOPE 4' MIN.
n'TICAL LINED CHANNEL SECTION
BLOCK SOD OR ENKAMAT W/HYDRO-MULCH
STANDARD CHANNEL SECTION
D2-02
GENERAL NOTES:
1. BASE THICKNESS AND FOUNDATION SHALL BE AS FOLLOWS:
INLET DEPTH (FT.) BASE
(tMEASURED FROM FLOWLINE THICKNESS
t0 FINAL GRADE)
0-12---------• 8-
12 AND OVER --------12"
2. DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF
REINFORCING STEEL IN THE BASE.
3. ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER
HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY
BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL
GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS
IS PRESENT, BLOCK SOD WILL BE REQUIRED.
4. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED
DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY
CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE
VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS
COMPLETE AND THEN REMOVED BY CONTRACTOR.
#3 BARS @ 12"
V-6"
HEIGHT
VARIES
THICKNESS AS DESIGNA
ON PLANS
#3
OR AS DESIGNATED
ON PLANS I 1
MATCH
11 X2
WEEP HOLE
113 HEIGHT
18" TO 36" AS
DEON PLANSED I rv- (L
NOTE:
MIN. 18" TOE WALL TO BE CONSTRUCTED
AT BEGINNING & END OF CONCRETE
DITCH CHANNEL & RIP -RAP SECTIONS.
•.— E
. 0.
T-6"
HEIGHT
VARIES
12"X12" GALV. HWD.
CLOTH 114" MESH
WITH GRANULAR
MATERIAL
��- 28 -DAY CONCRETE
STRENGTH = 3000 psi
WEEP HOLE DETAIL
CONCRETE RIP -RAP
D2-01
THICKNESS AS DESIGNATED HANDRAIL
ON PLANS
#3 BARS @ 18" O.C.E.W. N1'-0"
� SIDEWALK
P �� �-
OR AS DESIGNATED
\__x'd .....
ON PLANS
MATCH ILELEV.
18" TOE DOWN
S'
18" TO 36" AS
(ALSO AT FLUME ENDS)
ORIGINAL GROUND OR
STRUCTURAL BACKFILL AREA INCLUDES
ON
SELECT MATERIA
•,.;.;°..
BOTTOM OF SUB -GRADE
ALL PAVED AREAS (SIDEWALKS, STREETS,
�,
°.p•° .
. • a; �.°•:..:.,.,
ALLEYS, DRIVEWAYS,AND PARKING AREAS)
EXTEND 5' BEYOND THE CURB
MATERIAL EXCAVATED FROM THE DITCH WHICH IS FREE OF
TWO
a • °:o•o :ao:� �:
°
AND SHALL
LINE. STRUCTURALBACKFILL SHALL BE
G`F
B/C P
5'
ROCKS, LUMPS CLODS, OR DEBRIS LARGER THAN (2)
INCHES IN THE LARGEST DIMENSION, COMPACTED TOA
E°:°. °.. •°. °
CEMENT STABILIZED (OPTION N0.2IN W402)
OR EXCAVATED SOIL COMPACTED TO 98%
Q ��
ASTM D MOF 90% OFMAXIMUM A MOISTURE CO CONTENT WITHIN
1
2"MIN ... •
TE CEME Y STABILIZED
SAND, COMPACTED
MAXIMUM DRY DENSITY AS PER ASTM 0698
Q-
P
OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL
PIPE O.
ONLY . SPADE BY LIFTS INTO
ALL VOIDS AROUND
°
WITHIN OPTIMUM TO +4/° WET OF OPTIMUM
6
AREAS (le YARDS, PASTURES, EASEMENTS AND TO A
,.
/
;; ::
=
PLACTO FILL
(OPTION NO.1 IN W4-02)
QJ Qy
.� Q-
...
MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED
g
4" MIN
s>.;.
PIPE. MANUALLY CONSOLIDATE AT
OPTIMUM MOISTURE
O JG I
BY ASTM OPTIMUM TO D69a4S OF OPTIMUM RD) ATUNDER NEW STO
AREAS IN UN BEL ) PE
�C yC PAVEMENT AREAS AND STREETS TO BE RECONSTRUCTED. PIP THE TRENCH BOTTOM SHALL BE
GRADED SO AS TO PROVIDE
O.D. UNIFORM CONTINOUSE SUPPORT
7 A77BIC FOR THE PIPE BARREL BETWEEN
_ x PE MUST DESIGN TRENCH DETAIL 8" MIN./12" MAX. BELL HOLES
'SIQEyYALK. SITE SPECIFIC FOR HDPE PIPE.
5' HDPE PIPE IS NOT TO BE
USED UNDER PUBLIC STREET
PAVEMENT
CEMENT STABILIZED SAND AS BEDDING AND TRENCH FOR REINFORCED
REQUIRED. IMUM WILL ALWAYS BE
STRUCTURAL BACKFILL AREA
REQUIRED.
D3 - CONCRETE PIPE AND BOX CULVERTS
02 D3-03
THICKNESS AS DESIGNATED
ON PLANS
OR AS DESIGNATED ON PLANS
#3 BARS @ 18" O.C.E.W. j
11
OTE: WEEP HOLE
MIN. 18" TOE WALL TO BE CONSTRUCTED �. MATCH rLELEV. 1/3 HEIGHT
AT BEGINNING & ENO OF CONCRETE—TT---- —�^
DITCH CHANNEL & RIP -RAP SECTIONS.
5' 5' 5' 2"0 VARIES -' CLOTH 1/4/
H/3 WHEN WITH GRAI
H=4' OR MORE MATERIAL
{PHOLEDETAIL 28 -DAY CONCRETE STRENGTH:3000 p
CONCRETE CHANNEL LINING
MINIMUM WIDTH DRAINAGE EASEMENT
15' MIN. I5'MIN.
2
�I 1 1' MAX.
1 %2
1' MIN 1
MAXIMUM SLOPE 4' MIN.
n'TICAL LINED CHANNEL SECTION
BLOCK SOD OR ENKAMAT W/HYDRO-MULCH
STANDARD CHANNEL SECTION
D2-02
GENERAL NOTES:
1. BASE THICKNESS AND FOUNDATION SHALL BE AS FOLLOWS:
INLET DEPTH (FT.) BASE
(tMEASURED FROM FLOWLINE THICKNESS
t0 FINAL GRADE)
0-12---------• 8-
12 AND OVER --------12"
2. DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF
REINFORCING STEEL IN THE BASE.
3. ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER
HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY
BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL
GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS
IS PRESENT, BLOCK SOD WILL BE REQUIRED.
4. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED
DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY
CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE
VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS
COMPLETE AND THEN REMOVED BY CONTRACTOR.
#3 BARS @ 12"
V-6"
HEIGHT
VARIES
THICKNESS AS DESIGNA
ON PLANS
#3
OR AS DESIGNATED
ON PLANS I 1
MATCH
11 X2
WEEP HOLE
113 HEIGHT
18" TO 36" AS
DEON PLANSED I rv- (L
NOTE:
MIN. 18" TOE WALL TO BE CONSTRUCTED
AT BEGINNING & END OF CONCRETE
DITCH CHANNEL & RIP -RAP SECTIONS.
•.— E
. 0.
T-6"
HEIGHT
VARIES
12"X12" GALV. HWD.
CLOTH 114" MESH
WITH GRANULAR
MATERIAL
��- 28 -DAY CONCRETE
STRENGTH = 3000 psi
WEEP HOLE DETAIL
CONCRETE RIP -RAP
D2-01
THICKNESS AS DESIGNATED HANDRAIL
ON PLANS
#3 BARS @ 18" O.C.E.W. N1'-0"
� SIDEWALK
P �� �-
OR AS DESIGNATED
\__x'd .....
ON PLANS
MATCH ILELEV.
28 -DAY CONCRETE STRENGTH = 3000 psi I
STANDARD FLUME SECTION /�
EXPANSION JOINTS AT 60' O.C. D2-04
1-112" LETTERING
LETTERING STYLE:
BOOKMAN OLD STYLE
RECESSED FLUSH
6" (TYP.)
NOTE:
STORM SEWER LIDS TO BE
USED FOR PUBLIC STORM
SEWER SYSTEMS ONLY.
NOT TO BE USED ON PRIVATE
STORM SEWER SYSTEMS.
1" LETTERING
(RECESSED FLUSH)
r:�i�r.��riIya
m
' u u
BOTTOM VIEW
COVER FACE
NOTE:
STORM SEWER LIDS TO BE
USED FOR PUBLIC STORM
SEWER SYSTEMS ONLY.
NOT TO BE USED ON PRIVATE
STORM SEWER SYSTEMS.
OF COVER
-1/2"
1 8' HEIGHT
1 �2 �� VARIES
1C 28 -DAY CONCRETE
STRENGTH = 3000 psi
_ NOTE:
18" TOE WALL TO BE CONSTRUCTED
AT BEGINNING & END OF CONCRETE
6J I- DITCH LINING & RIP -RAP SECTIONS.
IE SIDE 3LOPE PROTECTION
D2-03
33-1/4" DIA
G0
OF S� 32-3116" DIA
q — o Z [�NEOPRENE GASKET
J
- 7116"
- V ® 1-1/2" LETTERING
LETTERING STYLE: 30" DIA
BOOKMAN OLD STY L E 2-9/16" �33-15/16" DIA
s 2 RECESSED FLUSH
TO R M —S E`I 40-3/4" DIA
FRAME SECTION
J MACHINED SURFACE
32" DIA 3-13/16"
5/8 1
-112"
® 2-7116"
718"
R 1-3I4" H.R S ROD G
COVER SECTION PICKBAR DETAIL
- 9/16"
_I 4-1/2"
5/16"
STANDARD MANHOLE RING AND COVER
3211DI4. DUC, I MEIRON V-1432-3
D4-00
25-318" DIA (2)1" HOLES
24-1/4" DIA 180 APART
1" LETTERING 22-1/8" DI
(RECESSED FLUSH) 2"
A
i
`o 5„
SH)
COI TR FACE
/ � E
�J 1342-A
r-1 YN°YMP ��
BOTTOM T TEW
OF COVER
1" LETTERING
LETTERING STYLE:
BOOKMAN OLD STYLE
(RECESSED FLUSH)
Mi
24"
2-1/4'. 2"
COVER SECTION
j-- 31-7/8"
FRAME SECTION
BEARING SURFACE 1-3/8"
EE
PICK HOLE DETAIL
STANDARD MANHOLE RING AND COVER
24"DIA. DUCTILEMON V-13I2A
D4-01
cn
z
0
cn
w
ws�ss
CITY OF BRYAN
I he Goad Life, 7" . I . Style.—
DRAWN BY: C. L. M.
DATE: 08-01-12;
SCALE: N T S
APPROVED: W. P. K.
FIGURE=
D
SHEET 1 „;OF 1
18" TOE DOWN
S'
18" TO 36" AS
(ALSO AT FLUME ENDS)
DESIGNATED
ON
CONCREr
28 -DAY CONCRETE STRENGTH = 3000 psi I
STANDARD FLUME SECTION /�
EXPANSION JOINTS AT 60' O.C. D2-04
1-112" LETTERING
LETTERING STYLE:
BOOKMAN OLD STYLE
RECESSED FLUSH
6" (TYP.)
NOTE:
STORM SEWER LIDS TO BE
USED FOR PUBLIC STORM
SEWER SYSTEMS ONLY.
NOT TO BE USED ON PRIVATE
STORM SEWER SYSTEMS.
1" LETTERING
(RECESSED FLUSH)
r:�i�r.��riIya
m
' u u
BOTTOM VIEW
COVER FACE
NOTE:
STORM SEWER LIDS TO BE
USED FOR PUBLIC STORM
SEWER SYSTEMS ONLY.
NOT TO BE USED ON PRIVATE
STORM SEWER SYSTEMS.
OF COVER
-1/2"
1 8' HEIGHT
1 �2 �� VARIES
1C 28 -DAY CONCRETE
STRENGTH = 3000 psi
_ NOTE:
18" TOE WALL TO BE CONSTRUCTED
AT BEGINNING & END OF CONCRETE
6J I- DITCH LINING & RIP -RAP SECTIONS.
IE SIDE 3LOPE PROTECTION
D2-03
33-1/4" DIA
G0
OF S� 32-3116" DIA
q — o Z [�NEOPRENE GASKET
J
- 7116"
- V ® 1-1/2" LETTERING
LETTERING STYLE: 30" DIA
BOOKMAN OLD STY L E 2-9/16" �33-15/16" DIA
s 2 RECESSED FLUSH
TO R M —S E`I 40-3/4" DIA
FRAME SECTION
J MACHINED SURFACE
32" DIA 3-13/16"
5/8 1
-112"
® 2-7116"
718"
R 1-3I4" H.R S ROD G
COVER SECTION PICKBAR DETAIL
- 9/16"
_I 4-1/2"
5/16"
STANDARD MANHOLE RING AND COVER
3211DI4. DUC, I MEIRON V-1432-3
D4-00
25-318" DIA (2)1" HOLES
24-1/4" DIA 180 APART
1" LETTERING 22-1/8" DI
(RECESSED FLUSH) 2"
A
i
`o 5„
SH)
COI TR FACE
/ � E
�J 1342-A
r-1 YN°YMP ��
BOTTOM T TEW
OF COVER
1" LETTERING
LETTERING STYLE:
BOOKMAN OLD STYLE
(RECESSED FLUSH)
Mi
24"
2-1/4'. 2"
COVER SECTION
j-- 31-7/8"
FRAME SECTION
BEARING SURFACE 1-3/8"
EE
PICK HOLE DETAIL
STANDARD MANHOLE RING AND COVER
24"DIA. DUCTILEMON V-13I2A
D4-01
cn
z
0
cn
w
ws�ss
CITY OF BRYAN
I he Goad Life, 7" . I . Style.—
DRAWN BY: C. L. M.
DATE: 08-01-12;
SCALE: N T S
APPROVED: W. P. K.
FIGURE=
D
SHEET 1 „;OF 1
CROSS SLOPE
2% MIN.
CROSS SLOPE
CROSS SLOPE° SIDEWALK
2% to 4% 2/o MAX.,1%MIN.
8' TYP.
NOTE:
THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE
REQUIREMENTS - BERMS MAY BE REQUIRED
OUTSIDE OF THE SIDEWALK.
a
y
� � W
ro
h itl ewr
PER TAS
4_ STANDARDS
NOTES:
1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES.
2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED 1" DEEP AT AN INTERVAL EQUAL TO THE SIDEWALK WIDTH. ).XPANSION JOINTS
@ 40' O.C.,CONTRACTION JOINTS @ 4' O.C.
3. DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.)
WITH #3 x 12" BARS @ 12" O.C. OR #4 x 12" BARS @ 18" O.C.
4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS
DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD) AND SHALL BE 04% WET OF THE OPTIMUM MOISTURE CONTENT
5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK.
SEAL WITH EXPANSION
JOINT MATERIAL SMOOTH DOWEL BAR
IL'
11121"0X 18",12" O.C.
114" R 314" (COATED
D WITH HEAVY
T 3'-0" MIN. 5'-0" VARIES-�
4" � 2% MAX.
RECYCLED MATERIAL 112"J SEE NOTE 4
THICK AS MANUFACTURED
BY J.D. RUSSELL CO. OR Z3-ONG METAL OR PLASTIC CAP, INSIDE
APPROVED EQUAL DIAMETER TO BE 1116" GREATER -THAN
DIAMETER OF DOWEL BAR. CAP MUST #3 BARS @ 12" O.C.E.W. OR 28 -DAY CONCRETE
BE LONG ENOUGH TO COVER 2"OF #4 BARS @ 18" O.C.E.W. STRENGTH = 3000 PSI
DOWEL AND HAVE STOP SO END OF (4" THICK MIN.)
CAP IS 1" FROM END OF BAR. SEE FINISH NOTE
SIDEWALK EXPANSION ALONG LOCAL STREETS
SIDEWALK SLOPE REQUIREMENTS Swl-oo & CONSTRUCTION JOINT
4"x4"x3/16" STRUCTURAL STEEL TUBING SAWED OR FORMED,
8' O.C. MAXIMUM 8' O.C. MAXIMUM 12" O.C. 1/8" TO 3116" SEAL WITH EXPANSION
JOINT MATERIAL, MIN.
318" R-\
SIDEWALK CONTRACTION JOINT
4"x2"x3116" STRUCTURAL STEEL TUBING
4"x4"x3116" STRUCTURAL 1 "x1 "x3116" STRUCTURAL STEEL TUBING
STEEL TUBING
SEE CONNECTION DETAIL SWEEP SAND
MIN 8" iFiNTOALLJOINTS
4„ MAX 24"
CONC. SIDEWALK
6" '' 3-112"
e
3'-0" MIN. _ 6'-0"VARIES--J,
I
�-
2% MAX.
\SEE NOTE 4
#3 BARS @ 12" O.C.E. W. OR 28 -DAY CONCRETE
#4 BARS @ 18" O.C.E.W. STRENGTH = 3000 PSI
(4" THICK MIN.
SEE FINISH NOTE
ALONG MINOR COLLECTORS
TYPICAL PEDESTRIAN 112" DIA. BOLT
7.5" ACCEPTABLE-
CONNECTIONDETAIL1
GUARDRAILo:o > -
TRAFFIC RATED
SWI -Old ° , a ° ° ° PAVER MATERIAL
GENERAL NOTES:
ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION
SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS
ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED.
BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 DAYS OF LAST DISTURBANCE.
APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS
BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS
ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR.
ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN.
ALL TRAFFIC SIGNALS AND APPURTENANCES, AND ALL PAVEMENT MARKINGS AND MARKERS SHALL BE IN
ACCORDANCE WITH TXDOT STANDARDS
REFER TO SPEC 31 17 23.23 (PAVEMENT MARKINGS) FOR ADDITIONAL LOCAL REQUIREMENTS.
6"
1" MAX. SAND LAYING COURSE
ACCEPTABLE
TRAFFIC RATED
PAVER MATERIAL
SIDEWALK PAVER SECTION
CONCRETE SIDEWALK
- 8'-0"__T
VARIES -3
E- 2%MAX.
SEE NOTE 4
' SEE NOTE 3
28 -DAY CONCRETE
#3 BARS @ 12" O.C.E.W. OR STRENGTH = 3000 PS
#4 BARS @ 18" O.C.E.W. SEE
THICK MIN.)
EE FINISH NOTE
.ALONG MINOR COLLECTORS
i f / i U 0YI\\
SWI -02
CROSSWALK DIMENSIONS,
CROSSWALK DIMENSIONS,
DETECTABLE WARNINGS
CROSSWALK
MARKINGS, AND
CROSSWALK MARKINGS, AND
DETECTABLE
STOP LINE LOCATIONS SHALL
STOP LINE LOCATIONS SHALL
z WARNING SURFACE
BE AS SHOWN ELSEWHERE IN
4• BE AS SHOWN ELSEWHERE IN
ow U
4' THE PLANS.
1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING
THE
PLANS.
SURFACE THAT CONSISTS OF RAISED TRUNCATED
DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS
** VARIES
WELL AS INFORMING DRIVERS WHERE PEDESTRIANS
MAYBE PRESENT. NOT ALL LOCATIONS NEED THE
** VARIES
w�� (
al -o E
3/16" NOMINAL VARIES NEENAH GRATE BOLTED
IN PLACE OR APPROVED
CONTRAST VISUALLY WITH ADJOINING SURFACES,
INCLUDING SIDE FLARES. FURNISH DARK BROWN OR
4" MAX.
AND USUAL
IN THE TMUTCD, AN ENGINEERING STUDY SHOULD BE
PERFORMED BEFORE CROSSWALKS ARE INSTALLED AT
DARK RED DETECTABLE WARNING SURFACE ADJACENT
UNCOLORED CONCRETE, UNLESS SPECIFIED ELSEWHE
ANNULAR SPACE EQUAL
3' y I GREEN SPACE
•{?'• L90
IN THE PLANS.
SIDEWALK °. 'swA%' LggO�
THE CITY OF BRYAN'S PREFERENCE FOR MARKING
�/1�` :; A,
CROSSWALKS IS THE LONGITUDINAL (OR "LADDER"
•°
STYLE). THE CITY OF COLLEGE STATION'S
°a °
y FGS
° a s
DETECTABLE
WARNING
6' SIDEWALK
SURFACE
'
No.
PEDESTRIAN CROSSINGS THE LONGITUDINAL ((OR
APPROXIMATE LOCATION FOR THE DETECABLE WARNIN
"LADDER" STYLE)) IS PREFERRED. DEVIATION FROM
- MPS DETECTABLE
TYPICAL PLACEMENT OF DETECTABLE WARNING
f-
\ G j AMP }s;
\
5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUI
24" IN DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVE
Typ VARIES
( )
\ i ( 12:1 Vis.
WARNING
PROPERTY LINE �'l� A -
AND EXTEND THE FULL WIDTH OF THE CURB RAMP OR
LANDING WHERE THE PEDESTRIAN ACCESS ROUTE ENI
OTHERWISE, PROVIDE FLARED SIDES.
PROPERTY LINE - SURFACE
:RS
\
THE STREET.
TRENCH GRATE MAY ONLY BE
ALLOWED WITH PRIOR APPROVAL
X90
OF TWO WADE LINES SEPARATED BY 6 FEET
'P
90�
FOUND THE CURRENT EDITION OF THE TEXAS
ACCESSIBILITY STANDARDS (TAS) AND 16 TAC 68.102.
FROM THE CITY ENGINEER AND
6
THAT THE EDGE NEAREST THE CURB LINE IS A MINIMUM
6" ANDA MAXIMUM OF 10" FROM THE EXTENSION OF THI
\
GS+ °
z
WHERE THERE IS NO OTHER
STORM SEWER SYSTEM
p
z LANDING
Oy ° •
CURVED ALONG THE CORNER RADIUS.
AVAILABLE.
** 23' (10' CURB RADIUS) y9 ' ° '•
7, ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFI
9�J °
CAN BE FOUND IN THE TMUTCD.
POLYMER COMPOSITE, PRECAST POLYMER CONCRETE,
21.6' (20' CURB RADIUS)'>
CROSSWALKS WITH BRICK PAVERS, STAMPED ASPHALT,
AND CONCRETE.
a. -G
B
DETECTABLE WARNING SURFACE
F
STAMPED CONCRETE, ETC., SHALL ALSO REQUIRE
RETRO -REFLECTIVE, THERMOPLASTIC TRANSVERSE
W
16.5' (25' CURB RADIUS) ��Q \ O
(DOMES RUN PARALLEL
Y
PEDESTRIAN TRAVEL)
s z
23' (10' CURB RADIUS) p
CROSS SLOPE NOT TO EXCEED \ w w
2% OR BE LESS THAN 1% ON ANY
21.5'20' CURB RADIUS \
16.5' �25' CURB RADIUS))
DIRECTED BY THE ENGINEER.
PORTION OF RAMP OR TRANSITION co
9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN
IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS.
TO STREET
10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE
CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES
CROSS SLOPE NOT TO EXCEED ° '
(PENETRATES) A CURB.
"•' F; '
11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT
2% OR BE LESS THAN 1% ON ANY °
SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR
PORTION OF RAMP OR TRANSITION
THE ENGINEER.
TO STREET
12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS
5' 3'
CONNECT TO THE STREET.
8'
13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG
CURB LINE.
Isometric View
5'/6' SIDEWALK AMBULATORY
8' SIDEWALK AMBULATORY
SIDEWALK DRAINAGE
RAMP AT STREET INTERSECTION
RAMP AT STREET INTERSECTION
TRENCH GRATE
SW3-02
SW3-00
SW3-01
* CROSS SLOPE NOT TO EXCEED
CROSS SLOPE NOT TO EXCEED
* CROSS SLOPE NOT TO EXCEED
2% OR BE LESS THAN 1% ON ANY
2% OR BE LESS THAN 1% ON ANY
20/6 OR BE LESS THAN 1% ON ANY
PORTION OF RAMP OR TRANSITION
TO STREET /
PORTION OF RAMP OR TRANSITION
TO STREET /
PORTION OF RAMP OR TRANSITION
TO STREET /
$
/
by
/
h
.QP�`�
1 y
{ 1'
h
�1
/ �+
1'
Y
PROPERTY
PROPERTY
/
PROPERTY
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LINE / DETECTABLE
LINE / DETECTABLE
LINE / DETECTABLE
WARNING
i WARNING
/ WARNING
SURFACE
8' SIDEWALK 1
_ - SURFACEII
1 1 1 1'
- --- SURFACE
1 11
y
z RAMP* +°a�:a
Z AMP* �°:.Sa
6' SIDEWALK 1:1 e& <`
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SLOPE
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& SIDEWALK SLOPE 4p4;
T
d
1:12
SLOPE MAX.
3• EXPANSION JT. &
3' EXPANSION JT. &
SMOOTH DOWEL BAR,
1/2" DIA. X 16", WITH
SMOOTH DOWEL BAR,
F9 1/2" DIA. X 16", WITH
EXPANSION JT. &
BACK-/'
CURB X016
CAP @ 12" O.C.
(COATEDE) W/HEAVY
CURB
CAP (T�' 12" O.C. .
(COATEDW/HEAVY
BACK OF
1 2" DIA. EWIITH
OF 6' MIN. GREASE)
CURB 6' MIN.
6' MIN. CAP 12" O.C.
GCOATED W/HEAVY
REASE)
8' SIDEWALK AMBULATORY RAMP
6' SIDEWALK AMBULATORY RAMP
5' SIDEWALK. AMBULATORY RAMP
AT STREET INTERSECTION & DRIVES
AT STREET INTERSECTION & DRIVES
AT STREET INTERSECTION & DRIVES
SW3-03
SW3-04
I SW3-05
R:a:k:°%t�t+n o:�`: SIDE FLARE
C4 u4�, 10isAr (TYP.)
`-6" MIN FACE OF
10" MAX CURB
TYPICAL PLACEMENT OF DETECTABLE
WARNING SURFACE ON SLOPING RAMP RUN
SW2-01
z
PEDESTRIAN FACILITIES
DETECTABLE WARNINGS
z5'x5'
CROSSWALKS:
it o
DETECTABLE
LANDING
GE i RAL NOTES:
z WARNING SURFACE
CROSSWALK MARKINGS ARE IMPORTANT TRAFFIC
ago
ow U
CONTROL DEVICES AT CONTROLLED INTERSECTIONS.
THESE DEVICES IDENTIFY THE APPROPRIATE LOCATION
1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING
t; LANDING
FOR PEDESTRIANS TO CROSS THE INTERSECTION AS
SURFACE THAT CONSISTS OF RAISED TRUNCATED
DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS
tnw�'
W W
WELL AS INFORMING DRIVERS WHERE PEDESTRIANS
MAYBE PRESENT. NOT ALL LOCATIONS NEED THE
ACCESSIBILITY STANDARDS (TAS). THE SURFACE MUS -7
w�� (
al -o E
CROSSWALKS MARKED; HOWEVER, TYPICALLY
COLLECTOR AND ARTERIAL STREETS DO. AS STATED
CONTRAST VISUALLY WITH ADJOINING SURFACES,
INCLUDING SIDE FLARES. FURNISH DARK BROWN OR
4" MAX.
AND USUAL
IN THE TMUTCD, AN ENGINEERING STUDY SHOULD BE
PERFORMED BEFORE CROSSWALKS ARE INSTALLED AT
DARK RED DETECTABLE WARNING SURFACE ADJACENT
UNCOLORED CONCRETE, UNLESS SPECIFIED ELSEWHE
LOCATIONS OTHER THAN CONTROLLED INTERSECTIONS.
IN THE PLANS.
THE CITY OF BRYAN'S PREFERENCE FOR MARKING
2. DETECTABLE WARNING SURFACES MUST BE SLIP
RESISTANT AND NOT ALLOW WATER TO ACCUMULATE.
CROSSWALKS IS THE LONGITUDINAL (OR "LADDER"
coa
STYLE). THE CITY OF COLLEGE STATION'S
3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF
PREFERENCE IS THE TYPICAL "TRANSVERSE" STYLE;
PEDESTRIAN TRAVEL WHEN ENTERING THE STREET.
6" MIN. FACE OF
HOWEVER, IN THE NORTHGATE AREA, ADJACENT TO
10" MAX. CURB
SCHOOL OR SCHOOL ZONES, AND OTHER HIGH
4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE
PEDESTRIAN CROSSINGS THE LONGITUDINAL ((OR
APPROXIMATE LOCATION FOR THE DETECABLE WARNIN
"LADDER" STYLE)) IS PREFERRED. DEVIATION FROM
SURFACE FOR EACH CURB RAMP TYPE.
TYPICAL PLACEMENT OF DETECTABLE WARNING
THESE PREFERENCES WILL BE
THE APPROVAL OF THE CITY ENGINEER.ALLOWED ONLY WITH
5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUI
24" IN DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVE
OF
SURFACE ON LANDING AT STREET EDGE
THE LONGITUDINAL STYLE MARKING SHALL BE 24"
WIDE AND 8 FEET IN LENGTH, SPACED 48 -INCHES
AND EXTEND THE FULL WIDTH OF THE CURB RAMP OR
LANDING WHERE THE PEDESTRIAN ACCESS ROUTE ENI
OTHERWISE, PROVIDE FLARED SIDES.
:RS
THE TRANSVERSE MARKINGS SHALL CONSIST
THE STREET.
7C TQAPART.
S
DESIGN LIGHT RELECTIVE VALUE AND TEXTURE MAY BE
IN
OF TWO WADE LINES SEPARATED BY 6 FEET
6. DETECTABLE WARNING SURFACES SHALL BE LOCATED
FOUND THE CURRENT EDITION OF THE TEXAS
ACCESSIBILITY STANDARDS (TAS) AND 16 TAC 68.102.
Y �+-00
OF UNMARKED ALL CROSSWALK PAVEMENT
MARKINGS SHALL ALWAYS MEET TXDOT'S SPECIFICATION
THAT THE EDGE NEAREST THE CURB LINE IS A MINIMUM
6" ANDA MAXIMUM OF 10" FROM THE EXTENSION OF THI
z
FOR TYPE 1 MARKINGS UNLESS OTHERWISE APPROVED
BY THE CITY ENGINEER.
FACE OF CURB. DETECTABLE WARNING SURFACES MA)
z LANDING
SHOULD BE A MINIMUM OF 5' WIDE. MEDIANS SHOULD BE
CURVED ALONG THE CORNER RADIUS.
ADDITIONAL INFORMATION ABOUT CROSSWALK MARKINGS
7, ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFI
u~iwU
CAN BE FOUND IN THE TMUTCD.
POLYMER COMPOSITE, PRECAST POLYMER CONCRETE,
W> W
wirIr
I
CROSSWALKS WITH BRICK PAVERS, STAMPED ASPHALT,
AND CONCRETE.
a. -G
B
DETECTABLE WARNING SURFACE
F
STAMPED CONCRETE, ETC., SHALL ALSO REQUIRE
RETRO -REFLECTIVE, THERMOPLASTIC TRANSVERSE
(DOMES RUN PARALLEL
STRIPING.
PEDESTRIAN TRAVEL)
IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK
MAX
AN
UD
R:a:k:°%t�t+n o:�`: SIDE FLARE
C4 u4�, 10isAr (TYP.)
`-6" MIN FACE OF
10" MAX CURB
TYPICAL PLACEMENT OF DETECTABLE
WARNING SURFACE ON SLOPING RAMP RUN
SW2-01
z
PEDESTRIAN FACILITIES
2-318
z5'x5'
1'
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4"-F000ff
0000 �'
LANDING
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8"
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ow U
SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE
ui W
WARNING PA 1'TR
AND USL
A
cn
CL a
2% SLOPE IN ANY DIRECTION.
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E
3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS
�
J
cn
THE CROSSWALK AND WHOLLY OUTSIDE THE PARALLEL
o
w
coa
:1
4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND
1 10 SLOP
T
CURB RAMP IS 2%.
MAX.
5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY
(TYPICAL)
6' -��--� I E 6' FACE OF
(TYPICAL) 4' TMP
(TYPICAL) (TYPICAL) CURB
TYPICAL AMBULATORY RAMP W/
FLARED WINGS _
I I I
PEDESTRIAN FACILITIES
2-318
1'
it o
4"-F000ff
0000 �'
w>v LAN
W
8"
ago
DETECTABLE
SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE
4„ MAX
WARNING PA 1'TR
AND USL
A
DETECTABLE WARNING
PAVER WITH TRUNCATED
DOME SURFACE
EXPANSION JOIN -
AS REQUIRED
(TOP) LAKE (TDPjFLARE
FACE OF
CURB
TRUNCATED DOME PATTERN
CURB RAJ11P
2 DETECTABLE WARNING PAVER
No. 3 REBAR AT
18" (MAX,) ON -C
FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL
REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO
UNIT BASKET WEAVE PATTERN OR AS DIRECTED.
LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS
CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT
DETECTABLE WARNING PAVER UNITS USING A POWER SAW.
FNO* 3 REBAR AROUND PAVER INSET
DETECTABLE WARNING PAVER WITH
TRUNCATED DOME SURFACE
1" MORTAR BED - SHALL CONFORM TO
APPLICABLE SPECIFICATIONS
CONTROL JOINT PERMISSIBLE
cm'='
MIN. 4"
ER
CLASS A CONCRETE - SHALL CONFORM
TO APPLICABLE SPECIFICATIONS
SECTIONA A
SW2-03
CITY OF BRYAN
The Good Life, iwas Sole.'
DRAWN BY: C.L.M.
DATE 08-01-12
SCALE N T S
APPROVED: W. P. K.
FIGURE
SHEET 1 011 F
I
I
PEDESTRIAN FACILITIES
GENERAL NOTES:
1. ALL SLOPFS ARE MAXIMI IM Al I OWARI F THE LEAST
POSSIBLE SLOPE THAT WILL STILL DRAIN PROPERLY
SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE
OF APPROACH SIDEWALKS AS DIRECTED.
2. LANDINGS SHALL BE A 5'X 5' MINIMUM WITH A MAXIMUM
cn
rO
2% SLOPE IN ANY DIRECTION.
z
E
3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS
O
SHALL BE A MINIMUM OF 4'X 4' WHOLLY CONTAINED WITHIN
cn
THE CROSSWALK AND WHOLLY OUTSIDE THE PARALLEL
VEHICULAR TRAVEL PATH.
4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND
CURB RAMP IS 2%.
5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY
WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS
THE RAMP, EITHER BECAUSE THE ADJACENT SURFACE IS
PLANTING OR OTHER NON -WALKING SURFACE OR BECAUSE
OF
THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
OTHERWISE, PROVIDE FLARED SIDES.
:RS
6. ADDITIONAL INFORMATION ON CURB RAMP LOCATION,
DESIGN LIGHT RELECTIVE VALUE AND TEXTURE MAY BE
IN
0
FOUND THE CURRENT EDITION OF THE TEXAS
ACCESSIBILITY STANDARDS (TAS) AND 16 TAC 68.102.
IF
7. TO SERVE AS A PEDESTRIAN REFUGE AREA, THE MEDIAN
3E
SHOULD BE A MINIMUM OF 5' WIDE. MEDIANS SHOULD BE
DESIGNED TO PROVIDE ACCESSj8LE PASSAGE OVER OR
THROUGH THEM.
D
8. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS AND
STOP BAR LOCATIONS SHALL BE AS SHOWN ELSEWHERE
IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK
MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE
ALIGNED WITH THEORETICAL CROSSWALKS, OR AS
DIRECTED BY THE ENGINEER.
9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN
IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS.
10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE
CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES
(PENETRATES) A CURB.
11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT
SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR
BOARD JOINT OF 3/4" UNLESS OTHERWISE DIRECTED BY
THE ENGINEER.
12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS
CONNECT TO THE STREET.
13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG
CURB LINE.
DETECTABLE WARNING
PAVER WITH TRUNCATED
DOME SURFACE
EXPANSION JOIN -
AS REQUIRED
(TOP) LAKE (TDPjFLARE
FACE OF
CURB
TRUNCATED DOME PATTERN
CURB RAJ11P
2 DETECTABLE WARNING PAVER
No. 3 REBAR AT
18" (MAX,) ON -C
FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL
REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO
UNIT BASKET WEAVE PATTERN OR AS DIRECTED.
LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS
CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT
DETECTABLE WARNING PAVER UNITS USING A POWER SAW.
FNO* 3 REBAR AROUND PAVER INSET
DETECTABLE WARNING PAVER WITH
TRUNCATED DOME SURFACE
1" MORTAR BED - SHALL CONFORM TO
APPLICABLE SPECIFICATIONS
CONTROL JOINT PERMISSIBLE
cm'='
MIN. 4"
ER
CLASS A CONCRETE - SHALL CONFORM
TO APPLICABLE SPECIFICATIONS
SECTIONA A
SW2-03
CITY OF BRYAN
The Good Life, iwas Sole.'
DRAWN BY: C.L.M.
DATE 08-01-12
SCALE N T S
APPROVED: W. P. K.
FIGURE
SHEET 1 011 F
I
I
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BURNETT (/CL) w \ / I METAL BUILDING ::.. N
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SITE PLAN NOTES:
1. CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE PLANS AND ONSITE FIELD CONDITIONS OR SPECIFICATIONS OF OTHER DISCIPLINES
2. THE CONTRACTOR IS REQUIRED TO OBTAIN ALL NECESSARY PERMITS, AS WELL AS INSPECTION APPROVALS.
3. A COPY OF APPROVED CONSTRUCTION PLANS SHALL BE KEPT ON SITE AT ALL TIMES THROUGHOUT CONSTRUCTION. THE CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS
TO RECORD AS -BUILT CONDITIONS.
4. REFER TO ARCHITECTURAL PLANS FOR COMPLETE BUILDING DIMENSIONS.
5. REF. ARCHITECTURAL PLANS FOR PROPOSED SITE SIGNAGE AS APPLICABLE.
6. THE DUMPSTER LOCATED ON THE ADJACENT SITE (BRAZOS VALLEY FLOOR & DESIGN) WILL BE UTILIZED FOR SOLID WASTE DISPOSAL.
7. 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.
8. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN AN ORDERLY PROJECT SITE. THE CONTRACTOR SHALL CLEAN AND REMOVE ANY SURPLUS OR DISCARDED MATERIALS,
TEMPORARY STRUCTURES, AND DEBRIS FROM THE PROJECT SITE.
9. SITE IS REQUIRED TO PROVIDE CONTAINMENT FOR WASTE PRIOR TO AND DURING DEMOLITION/ CONSTRUCTION. SOLID WASTE ROLL OFF BOXES AND / OR METAL DUMPSTERS SHALL BE
SUPPLIED BY THE CITY OF COLLEGE STATION OR CITY PERMITTED CONTRACTOR(S) ONLY.
10. THE CONTRACTOR IS RESPONSIBLE FOR STORAGE AND SAFE -GUARDING OF ALL MATERIALS AND EQUIPMENT AT THE PROJECT SITE TO MAINTAIN A SAFE AND SECURE PROJECT.
11. THE CONTRACTOR SHALL COORDINATE SITE STORAGE WITH THE OWNER TO NOT OBSTRUCT DRIVES, ACCESS, OR OTHER OPERATIONAL REQUIREMENTS.
12. ANY ADJACENT RIGHT-OF-WAY (R.O.W.) OR PROPERTY AFFECTED DURING CONSTRUCTION, SHALL BE RETURNED TO PRE -CONSTRUCTION CONDITION AT THE CONTRACTOR'S EXPENSE.
13. THE CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTATION, BENCHMARKS, AND MARKERS DURING CONSTRUCTION.
14. THE CONTRACTOR MUST PROVIDE CONSTRUCTION STAKING SERVICES BASED ON THE INFORMATION PROVIDED IN THE PLANS.
15. ALL ROOF AND GROUND -MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREENED FROM VIEW OR ISOLATED SO AS NOT TO BE VISIBLE FROM ANY PUBLIC RIGHT-OF-WAY OR
RESIDENTIAL DISTRICT WITHIN 150' OF THE SUBJECT LOT, MEASURED FROM A POINT FIVE FEET ABOVE GRADE. SUCH SCREENING SHALL BE COORDINATED WITH THE BUILDING
ARCHITECTURE AND SCALE TO MAINTAIN A UNIFIED APPEARANCE
16. 100% COVERAGE OF GROUNDCOVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWALES AND DRAINAGE AREA, THE
PARKING LOT SETBACK, RIGHTS-OF-WAY, AND ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION.
17. IRRIGATION SYSTEM WILL BE PROTECTED BY EITHER A PRESSURE VACUUM BREAKER, A REDUCED PRESSURE PRINCIPLE BACK FLOW DEVICE, OR A DOUBLE-CHECK BACK FLOW DEVICE.
18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES OR SERVICE LINES DURING THE CONSTRUCTION PROCESS. WHERE EXISTING UTILITIES OR
SERVICE LINES ARE DAMAGED, THE CONTRACTOR SHALL REPAIR OR REPLACE THE UTILITY OR SERVICE LINE WITH THE SAME TYPE OF MATERIAL AND CONSTRUCTION, OR BETTER. ALL
MATERIAL AND LABOR SHALL BE AT THE CONTRACTOR'S EXPENSE.
19. THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL STATE AND FEDERAL REGULATIONS REGARDING CONSTRUCTION ACTIVITIES NEAR ENERGIZED OVERHEAD ELECTRIC
LINES.
20. THE CONTRACTOR ACKNOWLEDGES THAT THE LOCATION AND/OR ELEVATION OF THE EXISTING UTILITIES SHOWN ON THE PLANS IS BASED ON RECORDS OF VARIOUS UTILITY
COMPANIES, CITY MAPS AND, WHEN POSSIBLE, FIELD MEASUREMENTS. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE.
21. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE UTILITY COMPANY 48 HOURS PRIOR TO EXCAVATION, AND SHALL NOTIFY THE ENGINEER OF ANY CONFLICTS.
22. ALL BACK FLOW DEVICES WILL BE INSTALLED AND TESTED UPON INSTALLATION.
23. WATER SERVICE PROVIDED BY WELLBORN SPECIAL UTILITY DISTRICT (SUD).
24. ALL WATER LINES TO BE CL 235 DR 14 PVC, MEETING AWWA C-900 OR C-909 STANDARDS.
25. SANITARY SEWER SERVICE PROVIDED BY ON-SITE SEWAGE FACILITY (OSSF) TO BE DESIGNED AND INSTALLED BY OTHERS.
26. ALL SANITARY SEWER LINES TO BE SDR -26 PVC.
27. SANITARY SEWER LINES SHALL BE CONSTRUCTED IN ACCORDANCE WITH TCEQ REQUIREMENTS FOR SEPARATION AND CROSSINGS, AND IN ACCORDANCE WITH THE 2012
INTERNATIONAL PLUMBING CODE.
28. METERS TO BE IN A VAULT AND TOUCH -READ. ALL METERS TO BE LOCATED WITHIN THE P.U.E.
29. FIRE SUPPRESSION LINE VALVES SHALL HAVE A LOCKABLE LID TO BE AMP OR USA LL562 LOCKING LID. ALTERNATE LOCKING LIDS SHALL BE APPROVED BY COLLEGE STATION UTILITIES
DIRECTOR.
30. ALL UTILITY LINES ARE PRIVATE UNLESS NOTED OTHERWISE.
GAJ
0 30 60 90
SCALE: 1"=30'
BUILDING DATA SUMMARY
EXISTING USE: RETAIL STORE
PROPOSED USE: RETAIL STORE
NO. OF STORIES: 1
PROPOSED TOTAL SF HEIGHT (FT) TYPE
BUILDING: 15,000
BUILDING SPRINKLER
FIRM MAP NO:
48041C031OE, REVISED MAY 16, 2012
(Not located in 100 year floodplain or floodway)
Fire Flow
Requirement
PARKING TABULATION
PARKING REQUIREMENT: WAREHOUSE: 1/1000 SF, RETAIL: 1/350 SF,
OFFICE 1/250 SF
TOTAL SF REQUIREMENT: 15,000 SFWAREHOUSE, 6,935 SF RETAIL,
2,255 OFFICE
TOTAL PARKING REQUIRED: 44 SPACES
TOTAL PARKING PROVIDED: 44 SPACES (42 STANDARD, 2 ADA)
UTILITY
DEMANDS
Maximum Water
Average Water
(Peak Flow =Avg. Daily Flow* 4)
Max. Semr Load
(Based on 16 hour day usage)
Fire Flow
Requirement
(Based on Fire Code Tables B105.1 &
C105.1)
_
isr 4min r
IN
r� 76„
ti
5,
t
24�
BIKE RACK DETAILS
CAUTION: CONTACT THE TEXAS EXCAVATION
SAFETY SYSTEM (DIG-TESS) AT 1-800-344-8377
TO LOCATE EXISTING UTILITIES PRIOR TO
CONSTRUCTION. CONTACT GESSNER
ENGINEERING IF CONFLICTS OCCUR.
LEGEND:
LOCATION MAP
NTS
SITE PLAN
B_OT 10, LOCK
■
I& UO 4CON WOM MON MW MI& _H w�
1
112900 • , WELLBORN
• • ,
I'COLLEGE STATION, TEXAS
2.38 ACRES
/ O ROCK
PRAIRIE
BUSINESS PARK
PLANNED DEVELOPMENT DISTRICT (PDD)
PROPOSED BUILDING
PROPERTY LINE
ADJACENT PROPERTY LINE
BUILDING SETBACK LINE
...... ______ EXISTING PAVEMENT EDGE
FIRELANE (RED CURB WITH 4" WHITE LETTERS:
"FIRELANE NO PARKING TOW -AWAY ZONE")
---340--- EXISTING MAJOR CONTOURS
- -
341--- EXISTING MINOR CONTOURS
340 PROPOSED MAJOR CONTOURS
341 PROPOSED MINOR CONTOURS
EXISTING WATER LINE
PROPOSED WATER LINE
♦FH EXISTING FIRE HYDRANT
PROPOSED HANDICAP PARKING
1 PROPOSED WATER VALVE
® PROPOSED WATER METER
�
FDC PROPOSED FIRE DEPT. CONNECTION
OWNER:
CHUCK MOREAU
MOREAU FAMILY INVESTMENTS, LTD.
1834 HARRIS DRIVE
COLLEGE STATION, TX 77845
(979) 218-8835
CHUCK@BVCARPETOUTLET.COM
;N
MAY 2912014
GE PROJECT #: 11-0355
PREPARED BY:
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
130
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• • ,
I'COLLEGE STATION, TEXAS
2.38 ACRES
/ O ROCK
PRAIRIE
BUSINESS PARK
PLANNED DEVELOPMENT DISTRICT (PDD)
PROPOSED BUILDING
PROPERTY LINE
ADJACENT PROPERTY LINE
BUILDING SETBACK LINE
...... ______ EXISTING PAVEMENT EDGE
FIRELANE (RED CURB WITH 4" WHITE LETTERS:
"FIRELANE NO PARKING TOW -AWAY ZONE")
---340--- EXISTING MAJOR CONTOURS
- -
341--- EXISTING MINOR CONTOURS
340 PROPOSED MAJOR CONTOURS
341 PROPOSED MINOR CONTOURS
EXISTING WATER LINE
PROPOSED WATER LINE
♦FH EXISTING FIRE HYDRANT
PROPOSED HANDICAP PARKING
1 PROPOSED WATER VALVE
® PROPOSED WATER METER
�
FDC PROPOSED FIRE DEPT. CONNECTION
OWNER:
CHUCK MOREAU
MOREAU FAMILY INVESTMENTS, LTD.
1834 HARRIS DRIVE
COLLEGE STATION, TX 77845
(979) 218-8835
CHUCK@BVCARPETOUTLET.COM
;N
MAY 2912014
GE PROJECT #: 11-0355
PREPARED BY:
2501 Ashford Drive, Suite 102
College Station, Texas 77840
P.O. Box 10763, 77842-0763
979.680.8840 (Phone)
979.680.8841 (Fax)
www.gessnerengineering.com
Firm Registration Number:
F-7451
130