HomeMy WebLinkAboutPE 2.89.12; DONAHOE RESIDENCE; HYDROLOGY AND HYDRAULIC CALCULATIONS; 1989-10-17NOV 15 1909
SDE 3644
0176 .MIS
OCTOBER 17, 1989
vo
CITY OF CARLSBAD
DEVELOP. PROC. SERV. DIV.
HYDROLOGY & HYDRAULIC CALCULATIONS
FOR
THE DONA}IOE RESIDENCES
DESCRIPTION: PARCELS 3 & 4 OF P.M. 12016
CITY OF CARLSBAD PERMIT NO.
DRAWING NO. 299-8 & 299-9
ENGINEER OF WORK
49
R.C.E. #28479
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CD tao. 28479
OCTOBER 17, 1989
PAGE 2
CLoF
HYDROLOGY STUDY
PARCELS 3 & 4, P.M. 12016
DRAWING NO. 299-8 & 9
ASSUMPTIONS
BASED UPON A SITE INVESTIGATION, IT IS MY DETERMINATION THAT
AN OVERALL HYDROLOGY STUDY WOULD BE THE MOST EFFICIENT WAY
TO ANALYZE THESE PROPERTIES. THE COUNTY "DESIGN & PROCEDURE
MANUAL" WAS EMPLOYED, BASED ON THE FOLLOWING CRITERIA:
—SOIL TYPE - GROUP D (WORST CASE)
—LAND USE - SINGLE FAMILY RESIDENTIAL
C=0.55
II. DESCRIPTION OF LAND & HISTORY
THE MAJORITY OF THE DRAINAGE BASIN CONSISTS OF GENTLY ROLL—
ING TERRAIN WITH A MIXTURE OF BOTH OLDER AND NEWER HOMES.
THE VEGETATION SEEMS TO BE CONSISTENT WITH SOUTHERN CALIFOR—
NIA, ie, SCRUBS, GRASS LAWNS, MIXTURE OF IMPERIOUS SURFACES
TREES ETC.
EXPLANATIONS OF CALCULATIONS
THE DRAINAGE BASIN IN QUESTION WAS DIVIDED INTO SUB—
WATERSHEDS. THESE WATERSHEDS WERE DETERMINED WITH CON—
SIDERATION GIVEN TO THE TOPOGRAPHY OF THE AREA AND THE
PRESENSE OF STREETS AND "GUTTER" FLOW. (NOTE THAT BOUND—
ARIES FOR THE WATERSHEDS NOT LYING ON EXISTING STREETS CROSS
THE TOPOGRAPHICAL LINES AT RIGHT ANGLES.
THE DRAINAGE BASIN HAS BEEN DIVIDED INTO FIVE MAIN SECTIONS
A—E. SECTION A HAS BEEN SUBDIVIDED INTO SIX AREAS TO CALCU—
LATE THE APPROPRIATE Tc, TIME OF CONCENTRATION AND Q FLOW
FOR THE AREA.
ALL CALCULATIONS TO FIND Tc AND Q FOR AREAS Al - A6 —E WERE
DONE IN FOLLOWING MANNER. THE RESULTS ARE PRESENTED IN
TABULAR FORM.
S
SDE 3644
OCTOBER 17, 1989
PAGE 3
EXAMPLE: AREA Ac
AREA (A2) = 2.4 Ac
DELTA H = MAX HEIGHT - MIN HEIGHT
= 320' - 245'
= 75'
OVERLAND LENGTH = DISTANCE FROM MAX HEIGHT TO MIN HEIGHT
L =650'
% SLOPE = DELTA H/L (100%)
= 751 /650' (100%)
= 11.5%
USE URBAN DRAINAGE CHART. WITH % SLOPE ABOVE AND OVERLAND LENGTH
TO FIND OVERLAND TRAVEL TIME
5
USE INTENSITY-DURATION DESIGN CHART WITH DURATION, T TO FIND IN-
TENSITY.
I = 3.4 IN/HR
USE RATIONAL METHOD Q = CIA WHERE C = 0.55
Q100 = 0.55 X 3.4 X 2.4 = 4.5 cfs
CHECK FOR GUTTER FLOW AND GUTTER FLOW APPLIES FOR THIS AREA.
S
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SDE 3644
OCTOBER 17, 1989
PAGE 4
GUTTER FLOW:
DELTA H = MAX STREET HEIGHT - MIN STREET HEIGHT
= USE ELEVATION @ INLET FOR MIN STREET HEIGHT
= 2451 -. 205'
= 40'
GUTTER LENGTH = 1100'
% STREET SLOPE = DELTA H/L (100%)
= 40/1100 (100%)
= 3.6%
USE Q100 = 4.5 cfs (FROM OVERLAND PART), THE GUTTER AND ROADWAY
DISCHARGE - VELOCITY CHART INCLUDED AND THE % STREET SLOPE TO
FIND THE VELOCITY OF Q.
V = 4.4 fps
TIME = DISTANCE/VELOCITY
= 11001 /4.4 fps
= (244 SEC) /60
= 4 MIN.
Tc = Toverland + Tgutter
= 15 MIN. + 4 MIN.
= 19 MIN.
2.9 IN/HR
Q100 = CIA
=0.55X 2.9X2.4 = Q100=3.8cfs
C
• . . -o
1
u1
OVERLAND FLOW: GUTTER FLOW . CONCENTRATED FLOW . .
SUBAREA AREA H I S I I Q100 APPLIES H .1 S V I Ic Ic Q100
(Ac) (Fl) (Fl) (*) (KIM) (IN/HR)(cfs) (YES,NO) (Fl) (Fl) (%) (fps) (MIN) (MIN) (IH/HR) (CFS)
Al 2.9 . 40 750 5.3 18 3.1 4.9 NO - : 18 3.1 4.9 .
A2 2.4 75 650 11 5 15 3.4 4.5 YES 40 1100 3.6 4.4 4 19 2.9 3.8
A3 8.5 97 1000 9.7 19 . 3 14 YES 15 400 3.8 5.5 1.2 20 2.8 13 .
A4 5.7 65 350 18.6 10 4.5 14 YES. . 55 1800 3.1 . . 5 6 . 16 3.4 10.7 . . . .
AS 4.1 65 450 14.4 11 4.2 9.5 YES 60 2500 2.4 4.5 9. 19 3 6.8 . . . . S .
A6 3.1 30 .550 5.6 16 3.4 5.9 YES 55 800 6.9 . 6 . 2.2 18 3.1 5.3 S ..
TOTAL 44.5 cfs
B 4 40 1000 4 23 2.6 5.7 YES . 15 400 3.8 4.6 1.4 24 2.6 5.7 . .
5• C 2.6 25 600 4.2 8 4.5 6.4 HO - - - - - 8 4.5 6.4 REGIS,
D 0.35 10 250 4 11 4.1 0.8 NO . -. . - - 11 4.1 0.8
5 STEA,
E 0.8 10 250 4 11 4.1 1.8 NO - - - - - 11 4.1 1.8
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COJUTY OF SAU DIEGO
DEPARTMENT OF SANITATION
1BOYEP -1U PtflECRP t.LTT1Jc% FLOOD COMM
,..20.-' ISOPLUVIALS OF 100-YUfl 6-110011
PRECIPi'ATION IN EiT{S O AN ICU
lilt I-
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30
H
_
SAN 30
10
CL h (NIL
If lk
15 1
25
25 NCOIIUIDO 1.0
so
45
gc'A' ;;o
U.S. DEPARTMEN r or COMMERCE
=
IZR C
20' 1
20 0251 ~35 3
64 1151 30' 15' 117 15 30' 15' 116'
JI1rNSITY-.DUMT ION DESIGN. CHART . 11
. . i..i.i•iiini:hr. Directions for Application: j Equation: I 7,44 p D
1) From precipitation naps, determine 6 hr. and
Intensity (Xn /)tr ) 24 hr. amounts lot' the selected frequency.
.
These maps are printed in the County Hydrology
I II P6 6 Hr. Procipitation (In.) Manual (10, 50 And 1 00 yr. maps Included In the
i'
Iin
FlIJ''r... D Duration (Min.).
Design and Procedure tanual).
40 Adjust 6 hr. prec1p1tation (If necessary) so
thin* the range of 45% to 65% of that it is wt
3.
to Dos t
Cn
) Plot 6 hr. precipi-tation-on the rig~t Ode
of the chart.
J.
If
: Draw a line through the point parallel to tha ro
,
plotted lines.
' I NtIIIi1 Li!IIiiI1 1 '11 I ort 5) This line Is the Intensity-duration curve for
.
th location being analyzed.
: .•
i,, ii; •' 5,0 r rLJll 1'iII'J 0 Application Form.
35fl '
- I IN.... Il1-... •i: N*II ;. ' 0) Selected Frequency (oc _yr.
3.0 .2.. • . *
1 ih4L .!:!i:J..hiiJltI 1 .
1) a 2.p jfl p24k 4
24 0 2) Adjusted *p ____i n
7-
M _7 l1fI1.5 3)
- 4) 1 u _______
'H . *fl ' Region
'
:::::•::': . P ..................................
-- - •..• - .. . ---. ....... . c
15 20 30 40 50 .1 2 • 3 4. 5 6 . ' PPENDIX XI
Minutes '
Hours • . . . Revised 1/8S
RUNOFF COEFFICIENTS (RATIONAL. METHOD)
LAND USE Coefficient, C
Soil Group (1)
A C .
Undeveloped .30 .35 .40 .45
PResidential:
Rural .30 .35 .40 .43
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobile Homes (2) .45 .50 .55 .65
Commercial (2) .70 .75 .80 .35
80% Impervious
Industrial (2) .60 .85 .90 .95
90% Impervious .
NOTES:. S
(1) Obtain soil group from maps on file with.the Department of Sanitation
and Flood Control. . • •
(2) Where actual conditions deviate significantly from the tabulated
imperviousness values of 80% or 90%, the values given for coefficient
C, may be revised by multiplying 80% or 90% by the ratio of actual
imperviousness to the tabulated imperviousness. However, in n0 case
shall the final coefficient be less than 0.50; For example: • ConscJer
commercial property on D soil group. •
• ::::t:::::::::ess = 3%
Revised C = X 0 85 =
P.
• • •t (.M-0-
APPENDIX IX
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EXAMPLE:
Given' Q=iO 5= 2.5'/.
Chart DeØh: 0.4, Velocity . SAN DIEGO COUNTY IGUTTER AND ROADWAY
DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE—VELOCITY CHART
DESIGN MANUAL L .
APP ROVE D_________________________ DATE __________ APPENDIX X-D,
S SDE 3644
OCTOBER 17, 1989
PAGE 12
ESS,
No. 28479
tp ow-
HYDRAULIC CALCULATIONS '
PARCEL 3, P.M. 12016
DRAWING NO'. 299-8
ASSUMPTIONS
THE FLOW ONTO THIS PROPERTY IS VIA AN EXISTING 18" CMP CULVERT
SYSTEM, COLLECTING. DRAINAGE FROM AREAS A & B AND OVERLAND FLOW
FROM AREA C.
AREA A'S FLOWS 'COLLECT INTO THE RIGHT GUTTER OF PARK DRIVE AND
AREA B'S FLOWS 'COLLECT INTO THE LEFT GUTTER OF PARK DRIVE.
CALCULATIONS
AREAS A, B &.0
THE FOLLOWING CALCULATE THE DEPTH OF FLOW AND CAPACITIES ALONG
PARK DRIVE TO DETERMINE THE FLOWS ENTERING THE 18" CMP AND TO
DETERMINE IF THERE IS ANY OVERFLOW FROM PARK DRIVE ABOVE THE SUB—
JECT PROPERTY THAT WOULD AFFECT THE FLOWS ONTO THE SUBJECT
PROPERTY. .' '. . ' .• '
FIVE SECTIONS, WERE CHOSEN - ABOVE' THE. INLETS, AT THE UPPER INLET,
ONE BETWEEN THE INLETS, AT THE LOWER INLET. AND AT THE DRIVEWAY
WITH THE LOWEST --- BELOW THE STATION INLETS.
STATION 9+00 -.UPSTREAM OF INLETS
fITS..: '20-1. Os .' , / 0.0' 01.t4
-5
'LEFT GUTTER=. 5.7 CFS
'WATER DEPTH= 0.33 FT
WATER SURF= 207.38 ELV
w.s.201.015
O '. *5 *%0 -5 +2-0
SLOPE 3.0% ,
'RIGHT GUTTER= 39.6 CFS
WATER DEPTH=. , 0.63 FT
WATER SURF= 207.05 ELV
•
SDE 3644
OCTOBER 17, 1989
PAGE 13
ii ha O. 28479
Vk
t j;
STATION 8+10 - INLET ON RIGHT
ov
—SO. —,t5 —IC --5 0 *5 10 +15
SLOPE 2.3%
LEFT GUTTER=. 5.7CFS RIGHT GUTTER= 44.5 CFS
WATER DEPTH= 0.40 FT WATER DEPTH= 0.63 FT
WATER SURF= 205.29 ELy WATER SURF= 205.27 ELV
THE INLET CAPACITY IS CALCULATED FROM THE "CAPACITY OF GRATE IN-
LET IN SUMP" CH.ARTAS
S P 2(a+b) = 2(1.6+3.0) = 9.2 •
= p*3.0*H(3/2) 9.2*3.0+(0.63)312 = 13.8 CFS
* THIS IS THE MAXIMUM FLOW INTO THIS INLET, NOT DEDUCTING ANY-
THING FOR THE cMP PIPE BLOCKING FLOW FROM THE 2 SIDES.
THE FLOW-REMAINING IN THE LEFT GUTTER IS 44.5 - 13.8 OR 30.7 CFS
STATION 8+00 - BETWEEN INLETS
O5.18 -
05. +146 0.0
2.04-11 204.6Z
S to 15 10 5 +0 +5 410 +15
••
SLOPE = 2.3%
LEFT GUTTER= 5.7.CFS • • RIGHT GUTTER= 30.7 CFS
WATER DEPTH= 0.4 FT • • WATER DEPTH 0.51 FT
WATER SURF= 205.11 ELV, WATER SURF= 205.17.FT
S
SINCE THE FLOW IN THE RIGHT GUTTER IS DEEPER THAN THE CENTERLINE
•, OF PAVEMENT, WATER FLOWS FROM THE RIGHT GUTTER TO THE LEFT GUT-
• TER. THE CAPACITY OF THE RIGHT GUTTER AT THIS POINT IS 22.2 CFS.
THEREFORE 8.5 CFS FLOWS INTO THE LEFT GUTTER, BRINGING THE TOTAL
FLOW IN THE LEFT GUTTER TO 13.2 CFS.
SDE 3644
OCTOBER17, 1989
PAGE 14
S -
STATION 7+85 INLET ON LEFT
0.0
-10 -5 0 +5 +10 k t5 4Z0
SLOPE = 2.3%
LEFT GUTTER= 13.2 CFS RIGHT GUTTER= 22.2 CFS
WATER DEPTH= 0.37 FT WATER DEPTH 0.45 FT_
WATER SURF. 204.25 ELV WATER SURF= 204.73 ELV
- THE INLET: CAPACITY OF THE. LEFT INLET CALCULATED FROM THE
"CAPACITY. OFGRATE INLETS IN SUMP" CHART IS:
•P-=-2(M-b) = 2(2.2+3.6)= 11.60 FT
Q= p.*3.0*H(3/2) = 11.6*3.0*(0.37)3/2 = 7.8 CFS
-THE FLOW REMAINING IN THE LEFT GUTTER IS 13.2 -7.8 CFS OR 5.4
CFS. -
-.
'S. '•
THE LOWEST DRIVEWAY CREST IS AT STATION 7+55 BELOW THE -INLETS,
THEREFORE THE.'-WATER DEPTHS ARE CALCULATED AT THIS POINT.
STATION 7+55 • •
• :
•
SLOPE = 2.15V
LEFT GUTTER= 5.4 CFS •. RIGHT GUTTER= 22.2 CFS
WATER DEPTH= 0.26 FT -. WATER DEPTH= 0.45 FT
WATER SURF= 203.42 -ELV WATER SURF= 204.15 ELV
GUTTER CAP= 45.7 CFS GUTTER CA= 14.6 CFS
40
EVEN THOUGH THE RIGHT GUTTER CAPACITY IS DECREASED AS THE SLOPE
FLATTENS, THE LEFT GUTTER HAS AMPLE CAPACITY TO RETAIN THE FLOWS
WELL PAST THE SUBJECT PROPERTY. • -
S
E Ssì,
No. 28479
SDE 3644
OCTOBER 17, 1989
PAGE 15
THE TOTAL FLOW IN THE 18" CMI' SERVING THE INLETS IS THE SUM OF
THE FLOW FROM THE 2 INLETS PLUS AREA C OR
Q100= 13.8 CFS + 7.8 CFS +6.4 CFS =28 CFS
THE FLOW ENTERING THE PROPOSED 24" CMI' IS 28 CFS. THE HYDRAULIC
CALCULATION FOR THE FLOW IS:
DIAMETER (INCHES)... 24 MANNINGS N ....'... .013
SLOPE'(FT/FT) ........S 0.0175 Q(cfs) ...........28
DEPTH (FT) ...........' 1.53 DEPTH/DIAMETER.,.. 0.77
VELOCITY (fps) ........
,
10 .82 ' VELOCITY HEAD.....1 .82
AREA (Sq> Ft.) 2.59
CRITICAL DEPTH.......1.83 CRITICAL SLOPE.... 0.0133
CRITICAL VELOCITY 9.30 FROUDE NUMBER.....1.54
THE CAPACITY OF THE 24" AT' THIS SLOPE IS 37.5 CFS WHICH IS
GREATER THAN THE REQUIRED CAPACITY.
AREA D5 ', Q100'= 1.8cfs - FROM HYDROLOGY STUDY
THIS FLOW IS FROM ALTHEA LN AND ENTERS PROPOSED CURB, OUTLET PER
IMPROVEMENT PLAN DWG. NO. 29274
-CAPACITY OF TYPE "A" (D-25) '
CURB OUTLET
A=0.75S.F.
R= 0.75/6.5 = 0.115 ' N =0.014 S .017
Qcap 1.486 X 0.75 X 0.115 X .017= 2.43 CFS
0.014
Q cap > Q100 O.K. S
-THE FLOW EXITING 'THE 24" CMP INTO THE ENERGY' DISSAPATER HAS A
VELOCITY OF 10.8 FPS. BASED UPON S.C.S. TABLE 200-1.6.1 SELEC-,
TION OF RIPRAP AND FILTER BLANKET MATERIAL, A ROCK CLASS OF
"LIGHT" IS REQUIRED.
0
No. 28479
V
SDE 3644 lvk
OCTOBER 17, 1989
PAGE 16A •
CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE ALONG THE EAST
PROPERTY LINE OF PARCEL 3 TO VERIFY BERMUDAGRASS AS BEING A
SUITABLE SLOPE PROTECTION. THE SWALE EMPTIES INTO CATCH BASINS
AT THE NORTH AND SOUTH ENDS OF PARCEL 3 AND THE MOST CRITICAL
SLOPE IS 7.07%. 0
TRIANGULAR CHANNEL TIME: 12:46:08
INVERT WIDTH (feet) 0.00 MANNINGS n 1..035
SLOPE (feet/foot) .0707 Q (cfs) .......... 0.80.
LEFT SIDE . RIGHT SIDE
0 SLOPE (X to 1) .........4.0 SLOPE (X to 1)... 2.00
DEPTH (feet) ...........0.30 TOP WIDTH (feet.). i.78
VELOCITY (fps). .........3.02 VEL. HEAD (feet). 0.14
AREA (square feet) 0.26 P + H (pounds)... 6 • . •
CRITICAL DEPTH ........ .0.34 CRITICAL SLOPE... 0.0344
CRITICAL VELOCITY 2.32 • FROUDE NUMBER.... 1.38
THE VELOCITY FOR THE EARTHEN SWALE AT A SLOPE OF 7.07% IS 3.0
F.P.S. WHICH IS LESS THAN THE 8.0 F.P.S. ALLOWABLE FOR BUR-
MUDAGRASS, THEREFORE IT IS SUITABLE TO BE USED FOR SLOPE PROTEC-
TION. 0 • .
10
SDE 3644 '
OCTOBER 17, 1989
PAGE 16B
CHECK CAPACITY AND VELOCITY OF D-75 (TPYE A) BROW DITCH AT - SOUTHEAST CORNER OF PARCEL 3 AND WHICH EMPTIES INTO PROPOSED DIS-.
SIPATOR BOX. USE Q100= 0.8 C.F.S. AND A SLOPE OF 20%.
BROW DITCH D-75 (TYPE A)
DIAMETER (inches)...... 24 IV1ANNINGS N......., .013
SLOPE (ft/ft) .........0.O20. Q(cfs) ........... 0.80
DEPTH (ft) . . ........0.22 DEPTH/DIAMETER.... 0.11
VELOCITY (fps) ........4.31 VELOCITY HEAD.....
AREA (Sq.Ft.) ........0.19
CRITICAL DEPTH........ 0.31 CRITICAL SLOPE.... 0.0048
CRITICAL VELOCITY 2.62 FROUDE NUMBER..... 1.97
THE CAPACITY AND VELOCITY IS SIGNIFICANTLY LESS THAN THE MAXIMUM
ALLOWABLE, THEREFORE THE BROW DITCH DESIGN IS SUITABLE. *
SDE 3644
OCTOBER 17, 1989
PAGE 17
HYDRAULIC CALCULATIONS
PARCEL 4 P.M. 12016
DRAWING NO. 299-9
CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE AT NORTH SIDE OF
PARCEL 4 TO VERIFY BERMUDAGRASS AS BEING A SUITABLE SLOPE PROTEC-
TION. THE MOST-CRITICAL SLOPE OF THE SWALE IS 14%.
TRIANGULAR CHANNEL
INVERT WIDTH (feet)..... 0.00 MANNINGS n....., .035
SLOPE(feet/foot) ........1400 Q,(cfs) ........, 1.80
'LEFT SIDE ' RIGHT SIDE
SLOPE..(X to 1) ..........2.00, SLOPE (X to 1).. 2.00
DEPTH (feet) .............0.42 TOP WIDTH (feet) 1.67
VELOCITY (fps) ........... 5.18 , VEL. HEAD (feet) 0.42
AREA (square feet) ......0.35 ,. P + M. (pounds).. 21
CRITICAL DEPTH...........0.55 CRITICAL SLOPE.. 0.0319
CRITICAL VELOCITY......: 2.98' FROUDE NUMBER... 2.00
THE VELOCITY FOR THE EARTHEN SWALE AT A SLOPE OF 14% IS 5.18
F.P.S. WHICH IS LESS THAN THE 6.0 F.P.S. ALLOWABLE FOR BUR-
MUDAGRASS, THEREFORE IT IS SUITABLE TO BE USED FOR SLOPE PROTEC-
TION. . •H.
. No. 2473
OCTOBER 17, 1989
PAGE 18 OF CAIA
CHECK VELOCITY AND Q @ PROPOSED CURB OUTLET @ SOUTHWEST CORNER OF
PROPERTY. :
DIAMETER (INCHES) 24 MANNINGS N ........ .016
SLOPE (FT/FT) .........0.0150 Q (cfs) ..........1.8
DEPTH (FT) ...........0.38 DEPTH/DIAMETER 0.19
VELOCITY (fps) 4.29 VELOCITY HEAD .....0.29
AREA.(Sq> Ft.) .42
S CRITICAL .46 DEPTH.........• CRITICAL SLOPE 0.0068
CRITICAL VELOCITY 3.25 FROUDE NUMBER.. . 1.46
BASED ON CURB OUTLET CALC FOR D.P. #3
Qcap = 2.43 > Q100 = 2 (0.9) = 1.8 CFS
1 'V
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j_•_ • .I t i s • . • ,I..• :I•. ii. • I. .!.j...i I
ç ' .t • •..' • .G . .U.0 Co
UUTEtJ Or Ll. no,'.rs CAPACITY OF GRATE INLET IN SUMP
c6 tJ DW:SCHTV1O • WASH., D.C. • WATER POIIDED ON GRATE
S.:. •:. :4
1+00.00, 191.1000
CL Park & Tamarac
2+00.00, 192.5900
3+00.00. 194.5300 .
4+00.00. 196.5500
5+00.00. 198.5800
6+00.00, 2005200 . . .
.3'
lid* \ 7+00.00, 20.29200
0
P•11 I-I
tT1
7+85.50, 203.88 Rim Elev Grate Inlet, 13 9 Lt
\ 8+00.00, 205.0600
\8+10.00, 204.64. Rim Elev Open Inlet, 14.6' Rt
.3'
9+00.00. 207.3800
\+0o.00.21o.37oo
. •
IN
It It •
• ':°°°'
215.4200
\11+80.50, 219.9700 ci Park & Monroe