20130780 Ver 1_Site Plan_20130726

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UTILITIES & INFRASTRUCTURE
REFER TO STANDARD CITY OF GREENSBORO
COVER SHEET FOR ADDITIONAL CONTACTS
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
ERNIE WILSON - DIVISION OF HIGWAYS
1584 YANCEYVILLE STREET
P.O. BOX 14996
GREENSBORO, NC 27415
PHONE: [phone]
FAX: [phone]
DUKE ENERGY
P.O. BOX 1090
CHARLOTTE, NC 28201 -1090
PHONE: [phone]
AT &T
BUTCH BURTON
PHONE: [phone]
CENTURYLINK COMMUNICATIONS
PHONE: [phone]
TIME- WARNER CABLE
PHONE: [phone]
LEVEL3 COMMUNICATIONS
PHONE: [phone]
WILLIAMS PIPELINE
PHONE: [phone]
PIEDMONT NATURAL GAS
PHONE: [phone]
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0 a NOTE: ALL WORK SHALL BE DONE IN
ACCORDANCE WITH THE CURRENT
STANDARDS, SPECIFICATIONS AND
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POWER TRANSMISSION /DISTRIBUTION
TELEPHONE
TELEPHONE
CABLE TV
FIBER OPTICS
GAS TRANSMISSION
GAS DISTRIBUTION
SITE LOCATION
OWNER — DEVELOPER:
NATIONAL HERITAGE ACADEMIES
3850 BROADMOOR AVE SE, STE 201
GRAND RAPIDS, MI 49512
JEFF CHAMBERLAIN
(616) 222 -1700
ENGINEER:
WADE TRIM, INC.
46 HAYWOOD STREET
SUITE 334
ASHEVILLE, NC 28801
828.255.1197
FAX [phone]
PROJECT LOCATION:
4049 BATTLEGROUND AVE
GREENSBORO, NC 27408
CENTER GROVE TOWNSHIP, GUILFORD COUNTY
SITE LOCATION: LAT /LONG: 36° -9.19 N / 79° -52.4° W
PIN: 7847254314 -000
PARCEL #: 0080374
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LOCATION MAP
SCALE: 1 "— 2000'
LAND DESCRIPTION
1989 ALTA /ASCM SUPVEY, DB 3499 — PG 1304, LESS TRACTS DEEDED TO NCDOT BK R7142 — PG 3041 -3043, RESULTING LAND CONTAINING
17.319 ACRES.
SHEET INDEX
GENERAL SHEETS
SHEET N0.
STANDARD CITY OF GREENSBORO COVER SHEET
C -0.0
COVER SHEET
C -0.1
GENERAL NOTES
C -0.2
EXISTING SITE
C -0.3
OVERALL SITE PLAN
C -1.0
PARKING LOT DEMOLITION
C -1.1
PARKING LOT MODIFICATIONS
C -1.2
DAM CROSSING DETAIL
C -1.3
SITE DETAILS
C -1.4
SITE DETAILS
C -1.5
GRADING PLAN
C -2.0
ROAD PROFILE
C -2.1
DRAINAGE PLAN
C -2.2
BUFFER AND STREAM CROSSING
C -2.3
GRADING DETAILS
C -2.4
STORM WATER POLLUTION PREVENTION PLAN — PHASE I
C -3.0
STORM WATER POLLUTION PREVENTION PLAN — PHASE II
C -3.1
SWPPP NOTES
C -3.2
SWPPP DETAILS
C -3.3
SWPPP DETAILS
C -3.4
UTILITY PLAN
C -4.0
LANDSCAPE AND TREE PRESERVATION PLAN
C -5.0
NOT VALID FOR CONSTRUCTION ? ??
UNLESS SIGNED AND DATED: ??/??/2013 • •
JOB NO. SHEET
EDD2079.01
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828.255.1197
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PIN: 7847254314
PARCEL #: 0080374
DB 4856 — PAGE 1071-1073
SITE ACREAGE = 17.319 AC. AFTER NCDOT DEDICATIONS
SINGLE FAMILY
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LAUREL RUN P.B. 131, PG.
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SITE DATA
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ZONING REQUIREMENT
PROPOSED SITE
LOT SIZE
12,000 SFT
17.319 ACRES
LOT WIDTH
75'
787'
-
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R -3
R -3
BUILDING SETBACKS
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FRONT: 62'
SIDE: 10'
SIDE: 49'
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REAR: 466'
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REGULAR SPACE _
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SPACES PROVIDED = 110
1 PER 300 SFT OFFICE /ADMIN.
32 CLASSES X 3 = 96
3 PER CLASSROOM
TOTAL REQUIRED = 106
HANDICAP PARKING SPACES
-
H.C. SPACES PROVIDED = 6
INCLUDING 1 VAN SPACE
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BUILDING HEIGHT
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BUILDING COVERAGE (% OF LOT)
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22.06%
BUILDING AREA (GFA)
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COUNTY, PUBLIC
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SITE INFORMATION
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SITE GRADING NOTES
1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR
ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS 'IS BASED ON
RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE,
MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE
RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR Ir UST CALL
THE APPROPRIATE UTILITY COMPANIES AT LEAST 3 BUSINESS DAYS BEFORE
ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL
EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS
SHOWN ON THE PLANS.
2. ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE
NOTED, REFER TO PLAN AND CROSS SECTIONS.
3. ALL EXISTING CATCH BASINS AND PIPES TO REMAIN IN SERVICE SHALL BE
CLEANED OUT TO REMOVE ALL SILT AND DEBRIS, REGARDLESS OF WHETHER
OR NOT THEY WERE MODIFIED AS PART OF THIS PROJECT.
4. CONTRACTOR SHALL CONSTRUCT 'POSITIVE' OR 'NEGATIVE' CURB PROFILES
AS APPROPRIATE TO ENSURE POSITIVE DRAINAGE. THIS SHALL BE
DETERMINED IN THE FIELD BY THE CONTRACTOR AT THE TIME OF
CONSTRUCTION.
5. EXISTING AND PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT
INTERVALS.
6. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING
CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR
AND /OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT
TO EXISTING CONDITIONS OR BETTER.
7. ALL STORM PIPE ENTERING STRUCTURES SHALL BE SEALED WITH
NON- SHRINK GROUT TO ENSURE CONNECTION AT STRUCTURE IS WATERTIGHT.
8. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH
PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING & COVERS. MANHOLES
IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE
LABELED "STORM SEWER ". ALL CASTINGS SHALL MATCH SLOPE OF
PAVEMENT.
9. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS
OUTLINED IN THE N.P.D.E.S. PERMIT FOR STORM WATER DISCHARGE
ASSOCIATED WITH CONSTRUCTION ACTIVITIES.
10. CONTRACTOR SHALL ADJUST AND /OR CUT EXISTING PAVEMENT AS
NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE.
11. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM B'JIL.DINGS FOR
ALL NATURAL AND PAVED AREAS.
12. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE
A MINIMUM 3 INCHES OF TOPSOIL, CONTRACTOR SHALL APPLY EROSION
CONTROL MATTING TO ALL SLOPES 3H:1 V AND STEEPER. CONTRACTOR
SHALL STABILIZE DISTURBED AREAS IN ACCORDANCE WITH GOVERNING
SPECIFICATIONS UNTIL A HEALTHY STAND OF VEGETATION IS OBTAINED.
13. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNINP3 CODES
AND BE CONSTRUCTED TO THE SAME.
14. CONTOURS ARE FOR INFORMATION ONLY. USE SPOT GRADES AND ENGINEER
PROVIDED DTM FOR CONSTRUCTION.
15. CONTRACTOR IS TO CONTACT ENGINEER IMMEDIATELY UPON DIS�,'OVERING ANY
DISCREPANCIES BETWEEN HARD COPY PLANS AND DIGITAL FILES,
16. COPIES OF THE JULY 11, 2013 "REPORT OF SUBSURFACE EXPLOFATION AND
GEOTECHNICAL ENGINEERING ANALYSIS" COMPLETED BY ECS, LLP CAROLINAS
ARE MADE PART OF THESE CONTRACT DOCUMENTS BY REFERENCE.
CONTRACTOR SHALL ADHERE TO THE RECOMMENDATIONS OF THIS REPORT.
17. THE CONTRACTOR SHALL EXCAVATE AND REMOVE ALL ORGANIC MATERIAL AND
OTHER UNSUITABLE MATERIALS FROM GRADING LIMITS. ALL FILL SHALL BE AS
APPROVED BY THE GEOTECHNICAL ENGINEER AND PLACED IN ACCORDANCE
WITH RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. WASTE /BORROW
AREAS ARE INDICATED WEST OF THE CREEK. IF UTILIZED, THE CONTRACTOR
SHALL RESTORE THESE AREAS TO ORIGINAL CONDITION.
18. REFER TO SHEET C -2.1 FOR ROAD PROFILE.
19. SEE SHEET C -2.4 FOR DETAILS ON STORM SYSTEM.
20. REFER TO SHEETS C -1.4, C -1.5, & C -1.6 FOR SITE DETAILS.
21. SEE THIS SHEET FOR STORM STRUCTURE TABLE.
22. REFER TO SHEET C -4.0 FOR UTILITY PLAN.
23. REFER TO SHEETS C -3.0 THROUGH C -3.4 FOR SWPPP PLANS AND DETAILS.
24. WASTE- BORROW AREAS ARE SHOWN ON THE PLAN. THE CONTRACTOR SHALL
CLEAR AND RESTORE THESE AREAS AS NECESSARY.
25. CONTRACTOR SHALL NOT BURN ANY WOOD MATERIALS ON- SITE, CLEARED
VEGETATION SHALL BE CHIPPED AND /OR LOGGED AND HAULED :AWAY. NO
MATERIALS SHALL BE BURIED ON -SITE.
26. AREA OUTSIDE OF DISTURBANCE LIMITS ARE TO BE LEFT UN- DSTURBED.
27. SEE ECS CAROLINAS, LLP REPORT OF WETLAND DELINEATION DATED
3/12/2013 FOR DELINEATION OF STREAM AND WETLANDS.
40 20 0 40 80
SCALE IN FEET
STORM STRUCTURE AND PIPE TABLE
I.D.
TYPE
RIM
INV. OUT
I INV. IN
I INV. IN
I LENGTH
SLOPE
COMMENTS
OP #1
24"
SEE SHEET C -2.4
FLARED END SECTION
PIPE #1
24" CMP
WRAP JOINTS
RISER #1
24"
SEE DETAIL
OP #2
24"
801.75
r
FLARED END SECTION
PIPE #2
24" CMP
30
0.50%
WRAP JOINTS
CB #1.0
2' X 3'
806.75
801.90
802.70 12"
802.50 15"
405 GRATE
PIPE #3
12" CMP
34'
0.50%
WRAP JOINTS
CB #1.1
2' X 3'
806.99
802,:.:87
405 GRATE
PIPE #4
15" CMP
73'
2.16%
WRAP JOINTS
CB #2.0
2' X 3'
808.33
804.'8
804.28 12"
405 GRATE
PIPE #5
12" CMP
34'
0.50%
WRAP JOINTS
CB #3.0
2' X 3'
808.57
80445
405 GRATE
STM MH #4
7' DIA
805
790..40
790.50
SOLID TOP
PIPE #6
60" CMP
57'
2.46%
WRAP JOINTS
OP #3
60"
78S.00
FLARED END SECTION
BOX CULVERT
3'X6'
604:.50
604.50
0
BROAD CRESTED WEIR
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70
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PROTECTIVE
FENCE LIMITS
C\
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807.1`
807.85
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1 / Rey
7 / / SINGLE FAMILY / RIW
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27 PHASE 2, MAP 1 NOW /
/ 1 OR FORMERLY / 1
11 1 1 1 r
I r
s02 l r
x _ r
�
...k_ C3 = �- -CLEARING
EXISTING BUILDING
F.E.E. 813.53
ROOF PEAK ELEV. 845.22
AREA OF
DISTURBANCE LIMITS,
�_2.09 ACRES. _-
MATCH EXISTING
EDGE OF PAVEMENT.
II
OPOSED 7' DIA. /
ECAST MANHOLE,
A MH #4
)" CMP EXTENSION
PE #6
PROTECTIVE
FENCE LIMITS
STONE
CHANNEL
0
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850
SCALE: 1" =10'
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0
0
BOX CULVERT NOTES: CA
1. REFER TO GEOTECHNICAL REPORT FOR EXCAVATION AND BEDDING REQUIREMENTS.
1 00.00
0v c
0
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848
2. ALL JOINTS TO BE SEALED WITH JOINT SEALANT AND WRAPPED WITH 2' WIDE FILTER
845
FABRIC.
3. WING WALLS AND BOX CULVERT END OPENING SHALL HAVE A CUT OFF WALL EXTENDING A
C5
MINIMUM OF 24" BELOW GRADE ELEVATION OF 804.50. JOINTS SEALED WITH JOINT
SEALER AND WRAPPED WITH FILTER FABRIC. e14
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4. BOX CULVERT SHALL BE DESIGNED FOR 70,000 EMERGENCY VEHICLE LOADING. elms 0IR-*0
fir
5. CONTRACTOR SHALL SUBMIT PRELIMINARY SHOP DRAWINGS ALONG WITH HIS BID. #008 J.
840
6. ALTERNATE DESIGNS WILL BE CONSIDERED.
0
7. CONTRACTOR SHALL SUBMIT FULL DESIGN AND FABRICATION DRAWINGS TO ENGINEER FOR
0
0
8.97%
C5
0
+
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REVIEW AND APPROVAL.
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812.27
808
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GRADE 13REAK
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ELEV =
809.28
j
INVERT ELEV. 804.50
805
100
YR POND ELEVATION 804.37
805
802
802
24�
E.S. INV, E
861,75\j�
800
00
8
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798
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5+39.94
6+39.94
7+47.82 7+64.54 7+71.95
8+94.62
10+42.96
11+92.96
12+83.06
807,30_-�'� /-807.28 809.09 8 9.30 816.46-\
830.86-\
840.437�
846.15-\
846.33� /-846.35
841.25
829,44-\
818.52
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DRAINAGE CALCULATIONS
TOTAL SITE AREA 17.319 ACRES
TOTAL ON -SITE AREA DRAINING TO EXISTING POND = 9.95 AC
IMPERVIOUS = 166,238 SFT (3.82 AC)
IMPERVIOUS PERCENTAGE, IA = 0.38
TOTAL OFF -SITE AREA DRAINING TO EXISTING POND = 26.72 AC
IMPERVIOUS = 40% MAXIMUM BUA (10.69 AC)
TOTAL AREA DRAINING TO POND = 36.67 AC
IMPERVIOUS = 14.51 AC
IMPERVIOUS PERCENTAGE, IA = 0.40
RV = 0.50 + 0.90 X IA = 0.50 + 0.90 X 0.40 = 0.41
WQV = 3630 X RD X RV X A = 3630 X 1" X 0.41 X 36.67 = 54,•576 CFT
POND STORAGE BETWEEN WATER QUALITY ORIFICE AND TOP OF PRIMARY SPILLWAY =
72,801 CFT (REFER TO HYDROCAD REPORT). THEREFORE ADEQUATE WQV IS PROVIDED.
TEMPORARY POOL SURFACE AREA = 33,580 SFT
PERMANENT POOL AVERAGE DEPTH = 4.24'
INTERPOLATING TABLE 10 -1, NCDENR STORMWATER BMP MANUAL, SA /DA RATIO = 1.45
REQUIRED WQS = 1.45 / 100 X 36.67 AC = 0.53 AC (23,087 SFT) < SURFACE AREA
PROVIDED OF 33,580 SFT, THEREFORE WQS IS ADEQUATE.
REFER TO HYDROCAD REPORT FOR OPERATING CONDITIONS OF THE EXISTING WET
DETENTION POND AND SPILLWAYS FOR THE 1YR, 2YR, 5YR, 10YR, 25Y'R, 50YR, AND
100YR, 24 HOUR STORM EVENTS. MAXIMUM WATER ELEVATION FOR 1 GOYR -24HR STORM
EVENT = 804.34.
SEE SHEET C -2.4 FOR DESIGN OF OUTLET PROTECTION.
BOX CULVERT EMERGENCY OVERFLOW:
PEAK DISCHARGE DURING 100YR -24HR STORM EVENT = 201.88 CFS ( HYDROCAD REPORT)
DISCHARGE THROUGH PRINCIPAL SPILLWAY = 163.34 CFS ( HYDROCAD REPORT)
DIFFERENCE TO BE HANDLED BY BOX CULVERT (BROAD CRESTED WEIR)
201.88 - 163.34 = 38.54 CFS
3' X 6' BOX CULVERT WITH 2 END CONTRACTIONS,
EFFECTIVE LENGTH, L = L1 - (0.1 X N X h)
L1 =6 FT
N = 2 CONTRACTIONS
h = HEAD OF WATER = 2FT
L= 6 -(0.1 X2X2) =5.6FT
FLOW THROUGH BOX CULVERT, OVER BROAD CRESTED WEIR, Q = CLH' (3/2).
C = 2.8
Q = 2.8 X 5.6 X 2 -1.5 = 44.35 CFS > 38.54 CFS, THEREFORE ADEQUATE.
INVERT OF BOX CULVERT = 804.50, 2 FEET OF WATER = ELEVATION 806.50, LOWEST
POINT OF PROPOSED ROAD IS AT STATION 2 +16.10, ELEVATION 807.53, > 1 FT OF
FREEBOARD PROVIDED.
DISCHARGE FLOW DOWN RIP -RAP CHANNEL-
DISCHARGE TO BE HANDLED = 35.84 CFS
ROUGHNESS OF RIP -RAP, n = 0.35
SLOPE OF RIP -RAP CHANNEL = 16.11%
SIDES OF CHANNEL, 1:1
AREA OF FLOW, A = 9 SFT
HYDRAULIC RADIUS OF FLOW, R = 20.544
0= (1.486/n) X A X R"0.66 X S"0.50
0= (1.486/0.35) X 9 X 20.544'0.66 X .1611'0.50 = 115 CFS, THEREFORE ADEQUATE.
GUTTER FLOW AND CURB INLET DESIGN:
CB #1.0 DRAINAGE AREA = 0.24 AC, 0.717. IMPERVIOUS
CB #1.1 DRAINAGE AREA = 0.01 AC, 0.64% IMPERVIOUS
CB #2.0 DRAINAGE AREA = 1.35 AC, 0.37% IMPERVIOUS
CB #3.0 DRAINAGE AREA = 0.61 AC, 0.09% IMPERVIOUS
RUNOFF FLOW BY RATIONAL FORMULA, Q =CIA, 1 = 0.45" (2YR- 5min.J
RUNOFF COEFFICIENT, C = 0.90 (CONSERVATIVE)
CB #1.0, Q = 0.10 CFS, MINIMUM CURB SLOPE = 0.10%
CB #1.1, Q = 0.01 CFS, MINIMUM CURB SLOPE = 0.107.
CB #2.0, Q = 0.55 CFS, MINIMUM CURB SLOPE = 4.00%
CB #3.0, Q = 0.25 CFS, MINIMUM CURB SLOPE = 4.007o
STORM WATER NOT TO EXTEND MORE THAN 8 FEET INTO THE TRAVELED LANE. GIVEN
THE TYPICAL BITUMINOUS CURB DETAIL ON SHEET C -1.4, THE FOLL046NG IS DETERMINED:
A = 0.68 SFT
P = 8.48 FT
R= A /P= 0.0801
n = 0.015
Q= (1.486/n) X A X R -0.66 X S"0.50
CURB CAPACITY AT 0.107. = 0.4 CFS
CURB CAPACITY AT 4.00% = 2.5 CFS
CAPACITY OF 405 GRATE WITH 1" HEAD = 1.4 CFS
STORM PIPE ANALYSIS:
CB #1.0 DRAINAGE AREA = 0.24 AC
CB #1.1 DRAINAGE AREA = 0.01 AC
CB #2.0 DRAINAGE AREA = 1.35 AC
CB #3.0 DRAINAGE AREA = 0.61 AC
RUNOFF FLOW BY RATIONAL FORMULA, Q =CiA, i = 4.82" (10YR -24HR)
RUNOFF COEFFICIENT, C = 0.90 (CONSERVATIVE)
FLOW TO:
CB #3.0, Q = 2.65 CFS, PIPE #5, 12" ® 0.50% HAS A CAPACITY OF 2.8 CFS
CB #2.0, Q = 5.86 CFS, PIPE #4 TOTAL FLOW = 2.65 +5.86 = 8.51, 15" ® 2.16%
HAS A CAPACITY OF 9.40 CFS.
CB #1.1, Q = 0.04 CFS, PIPE #3, 12" ® 0.50% HAS A CAPACITY OF' 2.8 CFS
CB #1.0, Q = 1.04 CFS, PIPE #2 TOTAL FLOW = 2.65 +5.86 +0.04 +1,;34 = 9.59 CFS
24" 0 0.50% HAS A CAPACITY OF 16 CFS
Know what's below.
Call before you dig.
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LEGEND
DESCRIPTION
EXISTING
PROPOSED
MAJOR C )NTOURS
123
123
MINOR C(G)NTOURS
123
123
EXISTING IMPERVIOUS,
DRAINING! OFFSITE,
5 SFT
\ \ \\\
EXISTING [IMPERVIOUS,
131,3 eZ SFT
I
I
• •
PROPOSED ]IMPERVIOUS,
34,855 SFT
LO
•
r s.:
SINGLE FAMILY
ZONED CD -R -3
LAUREL RUN P.B. 131, Pb.
/ J , �7 PHASE 2, MAP 1 NOW /
/
OR FORMERLY
/DRAINAGE AREA BOUNDARY
/FOR POND
O
f "M c B #2.0 D.A.
�o. - 1
r °s T
83 - J10
CB#3.0 D.A.
' i DRAINAGE AREA BOUNDARY
- 30 8 --- -_ -- - .,, fi FOR POND
50 25 0 50 100
r
SCALE IN FEET \__. _ - - - - -- - - -- -- -- --�`� 828? , -,- .. k'.....•. _ `S On - - -
OFF SITE DRAINAGE AREA TO
POND PER ORIGINAL
CALCULATIONS
BLOCK BLO(_K 835
VACANT' /WOODED
ZONI` G R -3
TAX LOT 31
D.B. 1407, PG. 247
WALTER G. BARHAM NOW
OR FORMERLY
DRAINAGE AREA #3 - SIDE YARD
31,376 SFT
DRAINS TO YARD I FILET
IP RIM. = 806.07 \ \\`\
/ 24" RCP IN= 799.34 60" INV.= 792.04
f / �,,,, ��� 4" RCP OUT= 799.10 5" 0 FICE =79 .7 8
/// X. 12" CPP �� PVC IN= 802.80
NV. 807.60 X12" fN- 799.30 '
4" RCP
\� NV.= 799.39
\CB #1.0
07.85- D.A = 10,337SFT
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OFF SITE DRAINAGE AREA TO
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CALCULATIONS
BLOCK BLO(_K 835
VACANT' /WOODED
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TAX LOT 31
D.B. 1407, PG. 247
WALTER G. BARHAM NOW
OR FORMERLY
DRAINAGE AREA #3 - SIDE YARD
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DRAINS TO YARD I FILET
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/ 24" RCP IN= 799.34 60" INV.= 792.04
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