HomeMy WebLinkAboutDrainage Study
I
I
'I
'.
I
, .
.
.
I
I
I
I
I
I
.
-,
J
I
I
Preparedfor:
DRAINAGE STUDY
REPORT
Tract 29639-1: Harveston Infrastructure
City of Temecula, California
March 20, 2002
RBF CONSULTING
27555 Ynez Road, Suite 400
Temecula, California 92591-4679
909.676,8042 telephone
909,676.72400 fax
Report History
Date Comment
9/20/01 Original submittal
11/26/01 Second submittal per
comments City of
Temecula
3120/02 Third submittal per
comments City of
Temecula & RCFCD
Lennar
24800 Chrisanta Drive
Mission Viejo, California
Prepared by:
Rf:If
CONSULTING
Contact Person:
Ejaz Mohammad, RCE 58580
RBF IN 15-100181.002
\
I
I
I
I
I
I
1
I
I
1
1
I
I
I
I
I
I
I
'I
~
TABLE OF CONTENTS
STUDY SUMMARY,. ...... . . , . . , , . . , . . . . . . . . . , . , . . , . . . . . . . . . . , . . . . . . , . . . . . . . 1
1 1 Background. . . . . . . . . , . . . . . . . .. . 1
. . ...............................
1.2 Drainage Pattern. . , . . . . , , . . . . . . . . . . . . . . , . ,. . . . , . . . . , . . . .. . . . . . . . 1
1,3 Hydrology. . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . , . . . . . . . . , . . . . . . , 2
1.4 Hydraulics, . . . . . . . . . . . . , . . , . . . . . . . . . . . , . . . . . . . . . , . . , . . . . . . . . . . . 4
TABLE OF APPENDICES
Appendix A .., . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . , , . . . . . . . . . . . . . . . . . Figures
Appendix B ...... . _ . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ., Exhibits
Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Hydrologic Calculations
Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Hydraulic Calculations
Appendix E ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Stormdrain Improvernent Plans
TABLE OF FIGURES
Figure 1 . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . , . . . . . . . Harveston Vicinity Map
Figure 2 . . . . . . . . . . . , . . . . . . . . . . , . . . , . . . . . , . . . . . . . . . . . . .. Infrastructure Storrn Drain
Figure 3 . . . . . , . . . . . . . . . . . . , . . . . . . , . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map
TABLE OF EXHIBITS
Exhibit A ....... .
Proposed Condition
.......................................... .
WPDA TA\15100181\DWG\hydroIOgy\COn181InfO01.wpd
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN i
rx:H:'
I~
2-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
'I
STUDY SUMMARY
1.1 Background
The proposed tract (Tract 29639) is located in the County of Riverside within the corporate
boundary of the City of Temecula. The tract is a master community development plan project
known as Harveston. The project consists of about 520 acres of commercial, business park and
residential uses. The site is currently undeveloped and is bounded by Interstate 15 to the west,
the Winchester Highlands Business Park and Santa Gertrudis Creek to the South, Warm Springs
Creek and the Warm Springs Specific Plan area to the north and east. Figure 1 indicates the site
vicinity and its relationship to the surrounding area.
Overall land gradients are moderate, averaging from about 1 to 5 percent in stream courses.
Ground cover is indigenous grass with fair coverage, and erosion does not appear to be a problem
in the streams or on the adjacent hillsides. Over 70 percent of the site is tributary to Santa
Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by local
storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek. Runoff
from a majority of the site passes beneath Interstate 15 to local facilities in the Northstar Business
Park and the Signal Landmark Business Park which ultimately discharge to either Santa Gertrudis
Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis
Creek and Warm Springs Creek.
An infrastructure storm drain system was designed that carries drainage water from the Phase I
of the project. The largest drainage is carried by the infrastructure system that carries drainage
through closed pipes to the existing 84" diameter pipe at the north end of Ynez Road. The design
and analysis of part of this system, that was to be maintained by the Riverside County Flood
Control & Water Conservation District (RCFC & WCD,) was presented earlier in a report to the
RCFC & WCD, The other infrastructure pipes and inlets, which are to be maintained by the City
of Temecula, is presented in this report. This includes drainage pipes on Harveston Way, Village
Road, and at the Intersection of Date Street with Lakeview Road. Figure 2 identifies the
infrastructure stormdrain system that is being designed and analyzed in this report. The purpose
of this report is to report the hydrologic analysis, and preliminary pipe sizes for the pipes and inlets
identified in Figure 2.
1.2 Drainage Pattern
The infrastructure storm drain system designed in this study drain to different systems. They are
being discussed here, for each system. Exhibit A shows each of the storm drain system in detail
with outlet nodes and drainage areas,
A. Drainage system starting from West end of Township Road: Stormdrain system line-I.
Drainage from south side of Ysabel Barnett Elementary School is picked up by a
catchbasin and is transported through RCP pipe (line-I) southerly on Village Road and
Westerly on Landings Road. The two inlets on the north and south side of Landings Road
catch flows from the lots 8 & 9 and carry flow through RCP pipes to outlet into RCP pipe
in Landings Road, Finally, the pipe drain to drainage pipes (line-H) in Tract 29929-1, which
~
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 1
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
STUDY SUMMARY
drains to infrastructure stormdrain system on Harveston Drive. The infrastructure
stormdrain system on Harveston Drive join the existing drainage pipe at the north end of
Ynez Road.
B. Stormdrain system located at the east end of Harveston Way: Stormdrain system line-J.
Flow is captured by riser inlet at the upstream end of line-J (hydrology node 343.) Flow
from laterals J-1 and J-2 captured by catch basin inlets join line-J. The flow finally joins to
the existing stormdrain system in Margarita Road near Harveston Way. This flow
eventually drains to Santa Getrudis Creek.
C. Stormdrain system starting at the north side of Village Road near west end of Harveston
Way: Stormdrain system line K. This stormdrain system captures flows from the tracts at
the west side of Village Road, and outlets to an existing ditch south of Harveston Way. It
captures flow by riser pipes in laterals K-1 and K-2 and connects to line-K. Line-K at the
most upstream end is designed to accept from lot-35 of tract 29639. Outlet Point is node
410. Flow from streets (drainage basin 411 and 414) in future will be captured by inlets at
a low point. In the interim this flow will be drained to open space at the line-K outlet.
D. Drainage system at the intersection of Date Street and Lakeview Road drain westerly to
southwest end of Lakewview Road: Stormdrain system line M. Flow is captured by curb
inlets on line-M and lateral M-1 and drained to hydrology node 504.
E. Drainage system on Date Street about 800 feet southwest of Margarita Rd: Stormdrain
system Line N. This system catches flow from Date Street (drainage basin 196) by a
catchbasin (Node 196, Inlet 12) and delivers to the infrastructure storm drain system Line-
A.
1.3 Hydrology
The total drainage area is less than 300 acres, therefore Rational Method was used in estimating
the peak flow per Riverside County Flood Control Hydrology Manual.
Discharges have been computed for 1 O-year and 1 OO-year hypothetical storm return frequencies.
Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the
"Murrieta - T emecula and Rancho California" areas. The hydrologic soils group was based on Plate
C-1.52 of RCFC & WCD Hydrology Manual. Figure 3 shows the hydrologic soils group over the
project site. Basic assumptions and criteria for use in runoff computations are:
. Soil Group B;
. Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet.
Appendix C includes a summary report of hydrology calculations performed for the basins in this
study. Exhibit A shows the basins along with 100-year peak f1ciws. Hydrology for stormdrain
system line-I was performed with tract 29639 infrastructure stormdrain analysis submitted to the
RCFC&WCD. A copy of that hydrology report is included for reference.
Table A, B, C, D and E show the 10 and 1 OO-year peak flows with time of concentration for each
sub-basins.
<\
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 2
~
I
I
I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
STUDY SUMMARY
Table A: Drainage System Starting at the West End of Township Road
Peak Flow Summary for the Proposed Condition (Line-I System)
Drainage Time of Opeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min,) 10-Year 100-Year
161 1.9 8,4 4.2 6,3
162 0,8 7.8 1.9 2.8
163 2,3 8.9 5.0 7.3
164 0.7 10,8 1.4 2.1
166 0.8 11.6 1.5 2.3
167 5,7 9.7 12.1 17.8
Table B: Drainage System Starting at the East End of Harveston Way at Margarita Rd
Peak Flow Summary for the Proposed Condition (Line-J System)
Drainage Time of Opeak (cis)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
343 15.9 10.3 32.5 47.8
347 2,4 11.5 4.6 6.8
349 0.8 6.5 2.1 3.1
Table C: Drainage System Starting at Village Road at the West End of Harveston Way
Peak Flow Summary for the Proposed Condition (Line-K System)
Drainage Time of Opeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
411 0.5 9.7 1.1 1.6
413 0.7 7.5 1.7 2.5
414 0,4 10.2 0.8 1.2
415 2.6 8.1 6.1 8.9
416 1.7 8.3 3.9 5.8
418 0,4 7.5 1.0 1.4
-
~
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 3
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
STUDY SUMMARY
Table D: Drainage System on Date Street
Peak Flow Summary for the Proposed Condition (Line-M System)
Drainage Time of Qpeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
501 0.3 5.7 0.9 1,3
502 1,5 9.4 3.2 4.7
Table E: Drainage System on Date Street
Peak Flow Summary for the Proposed Condition (Line-N System)
Drainage Time of Qpeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min,) 10-Year 100-Year
196 2.8 13.0 5.0 7.4
1.4 Hydraulics
Pipe hydraulic calculations for 1 OO-yearflowwere performed using WSPG computer program. The
hydraulic result is attached in Appendix. I nlet sizes were calculated for the calculated 100-year
flows and are included in Appendix-D.
G
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 4
~
I
I
I
n
I
I
II
I I
I
I
I
,
"
I
!I
i I
I
I
I
.
I
Appendix A:
Figures
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
o
<::
I :
"
:i
I ~
~
~
II
,
~
I ~
;;;-
~
<
o
~
I %
~ PLANNINGI . DEStON . CONSTRUCTION
27555 YIEZ ROAD, SUTE 400
· · · 1BAECllLA. CAl.FOANIA. 92591-4679
CON S U L. TI N G 909.676.8042 . FAX 909.676.7240 . www.RBF.com
~.
~--'-'-~
----.-----
II
II
~~,,~..q^;--..,-
.---..-'-,
.,
I
I TRACT 28184
I M.B. 26174-80
II
II
II
I
ItRACT 29111-1
I
II
II
II
II
II
II ,
I TRACT 29111 _/
I CO. OF RIVERSIDE
I cITY OF TEMECULA
I
II
II
i
i ,
i I'.'
f I
A~~N" S;~EET n
/"-"~-"
. I
}
./
!
~N;iN
IL-
I J
I :!-
I )
--~
TRAFALGA~~~,
, L...+
\
\
)
;
-'
KINGWOOD ROAD
/'-'--'
1 :
i
DJ
LINE
i
!
!
I
I
j
/
'-=--=---=---"7.::.~'
-==-=---~=-=::::--=-._~
-MARGARITA ROAD
-~---'-
-- -----
--------_._-----~_.-
----
,/----~-----\
i
i' \
I( r--
I f-"'-~, \
! !
I. .
~----
i
i
i
I
-.----
'\--T-r-7\--~
! ITRAc:T
1
.1
f-.
1
w
w
..
>-
Ul
W
...
<
L-
l;
j i
i
i ~._
\ i
TRACT 29639-1
LOT 12
,'/'-'-
TRACT 29639
11i-.ri
I,ll" i
\>~- -
LINE K
FIGURE 2
INTRASTRUCTURE STORM DRAIN
PROJECT NAME: HARVESTON
PROJECT NO.: 15-100181
,
,
>
,
,
,
o
~
,
\
,
..--
/"
------------
LOT ]3
LOT 17
LOT 15
MAN MADE LAKE
~
27555 ThEZ ROAD, Sl..I1'E 400
l'Et.ECUlA,CAL.FOfltIIAfl2591-467'9
909.676.8042 . FAX 909.676.n40. _PSF.com
PLANNING . Df:$IGN . CONSTRUCTION
,
,
,
,
CONSULTING
I,
-----------------
-
o
o
(Xl,
/"
o
::;;:
C")
/"
OJ
)>
(f)
rTl
s:
)>
-0
~
o
:3
1000
~
"'~
""",
J~i;
CONSULTING
a
27555 YNEZ ROAD. SUITE 400
TEMECULA, CALIFORNIA 92591-4679
909.676.8042 . FAX 909.676.7240 . www.ABF.com
FIGURE 3
HYDROLOGIC SOILS
HARVESTON MASTER
GROUP
PLAN
MAP
RI:1f
PLANNINIl . DESIGN . CONSTRUCTION
SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
II
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
Appendix B:
Exhibits
\\
I
I
I
I
I
I Appendix C:
I
I Hydrologic Calculations
I
I
I
I
I
I
I
I
I
I
I \~
I
I. I
I
I
I
I
I
I
II
I
I
I
I
I
I
I
I
I
I
10-YEAR
PROPOSED CONDITION
HYDROLOGY CALCULATIONS
SUMMARY
\~
I
I
I
I
I
I
I
I
I
I
I
I I
I I
II
I
I
I
I
I
81INF10,RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(e) Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. I.SA Release Date: 01/01/2000 License 10 1264
Analysis prepared by:
RBF & Associates
14725 Alton Parkway
Irvine, CA 92618
FILE NAME: 81INF10.DAT
TIMEIDATE OF STUDY: 17:04 02/12/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE{INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION SLOPE 0.55
IO-YEAR STORM IO-MINUTE INTENSITY (INCH/HOUR) ; 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR); 0.880
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) ; 3.480
lOO-YEAR STORM 60-MINOTE INTENSITY (INCH/HOUR) ; 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE; 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE; 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT; 10.00 I-HOUR INTENSITY(INCH/HOUR) = 0.889
SLOPE OF INTENSITY DURATION CURVE; 0.5506
RCFC&WCD HYDROLOGY MANUAL "Cn-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GOTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- 1 OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) 1FT) SIDE 1 SIDEI WAY (FT) 1FT) 1FT) (FT) In)
1
30.0
0.018/0.018/0.020
2.00 0.0313 0.167 0.0150
20.0
0.67
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth; 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth) * (Velocity) Constraint; 6.0 (FT*FT/S)
*SIZE pIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE OPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NOOE
502.50 TO NODE
502.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC ; K*[ (LENGTH**3) 1 (ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 552.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1116.54
ELEVATION DIFFERENCE = 5.79
TC = 0.303*[( 552.00**3)/( 5.79))**.2 9.424
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.463
USER-SPECIFIED RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 3.23
TOTAL AREAIACRES) = 1.50 TOTAL RUNOFFICFS) = 3.23
****************************************************************************
FLOW PROCESS FROM NODE
502.00 TO NODE
503.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
f~
Page 1 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.78
ESTIMATED PIPE DIAMETERIINCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.23
PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 9.64
LONGEST FLQWPATH FROM NODE 502.50 TO NODE 503.00 = 602.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 9.64
RAINFALL INTENSITY(INCH/HR) = 2.43
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23
****************************************************************************
FLOW PROCESS FROM NODE
501. 50 TO NODE
501.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 140.00
UPSTREAM ELEVATION = 1115.17
DOWNSTREAM ELEVATION = 1114.00
ELEVATION DIFFERENCE = 1.17
TC = 0.303*[( 140.00**3)/{ 1.17)]**.2 5.697
10 YEAR RAINFALL INTENSITY lINCH/HOUR) = 3.249
USER-SPECIFIED RUNOFF COEFFICIENT - .8781
SOIL CLASSIFICATION IS nBn
SUBAREA RUNOFF (CFS) 0.86
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF (CFS) = 0.86
****************************************************************************
FLOW PROCESS FROM NODE
501. 00 TO NODE
503.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1113.90 DOWNSTREAM (FEET) 1113.70
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.04
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME{MIN.) = 0.33 Tc(MIN.) = 6.02
LONGEST FLOWPATH FROM NODE 501.50 TO NODE 503.00 180.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
1
503.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 6.02
RAINFALL INTENSITY (INCH/HR) = 3.15
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.23
2 0.86
INTENSITY
( INCH/HOUR)
2.432
3.151
AREA
(ACRE)
1.50
0.30
Tc
IMIN.)
9.64
6.02
\'5
Page 2 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
TABLE **
Tc
(MIN. I
6.02
9.64
INTENSITY
( INCH/HOORI
3.151
2.432
FLOW RATE
RUNOFF
(CFS)
2.87
3.89
COMPUTED CONFLUENCE
PEAK FLOW RATE{CFS)
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
AS FOLLOWS:
Tc (MIN.) =
9.64
ESTIMATES ARE
3.89
1.80
NODE
503.00
602.00 FEET.
502.50 TO NODE
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
504.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM{FEET) = 1113.50 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH (FEET) = 150.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.89
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.28
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 504.00 752.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
504.00 TO NODE
504.00 IS CODE: 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
416.50 TO NODE
416.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 250.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1117.00
ELEVATION OIFFERENCE = 1.00
TC = 0.303*(( 250.00**3)/( 1.00)]**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
8.324
2.637
3.92
1. 70
3.92
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
416.00 TO NODE
410.90 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1117.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.89
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPE-FLOW{CFS) = 3.92
1113.00
1
\~
Page 3 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
PIPE TRAVEL TIME(MIN.): 1.80 Tc(MIN.)
LONGEST FLQWPATH FROM NODE 416.50 TO NODE
10.12
410.90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
1
410.90 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.12
RAINFALL INTENSITY (INCH!HR) = 2.37
TOTAL STREAM AREA{ACRES) = L 70
PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 3.92
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE ~ 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl}**.2
INITIAL SUBAREA FLOW-LENGTH = 410.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION ~ 1110.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[( 410.00**3)/< 5.00)J**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS nBn
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRESI ~
8.118
2.674
6.08
2.60
6.08
TOTAL RUNOFF(CFSI ~
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
410.90 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SOBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1110.00 DOWNSTREAM (FEET) 1109.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.73
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFSI ~ 6.08
PIPE TRAVEL TIME(MIN.) = 0.15 Tc{MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 415.50 TO NODE 410.90 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
1
410.90 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS ~ 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 8.26
RAINFALL INTENSITY (INCH/HR) = 2.65
TOTAL STREAM AREA (ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.08
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFSI
1 3.92
2 6.08
Tc
(MIN.)
10.12
8.26
INTENSITY
(INCH/HOURI
2.367
2.647
AREA
(ACRE)
1. 70
2.60
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
\1
Page 4 of 18
I
I 81INF10.RES
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
9.28
9.36
TABLE **
Tc
(MIN.)
8.26
10.12
INTENSITY
( INCH/HOUR)
2.647
2.367
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
LONGEST FLOW PATH FROM
ESTIMATES ARE
9.28
4.30
NODE
AS FOLLOWS:
TC(MIN.) =
8.26
416.50 TO NODE
410.90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.80 IS CODE' 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) . 1110.00 DOWNSTREAM (FEET) 1106.00
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.99
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFSl = 9.28
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.62
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
413.50 TO NODE
413.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 300.00**3l/( 3.00l}**.2 7.455
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.802
USER-SPECIFIED RUNOFF COEFFICIENT = .8755
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.72
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF (CFS) =
1.72
****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 IS CODE: 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1110.65 DOWNSTREAM (FEET) 1110.00
FLOW LENGTH (FEET) = 30.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.57
LONGEST FLOWPATH FROM NODE 413.50 TO NODE 412.00 330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
\'2>
Page 5 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 7.57
RAINFALL INTENSITY(INCH/HR); 2.78
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72
****************************************************************************
FLOW PROCESS FROM NODE
418.50 TO NODE
418.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 300.00**3)/( 3.00)]**.2 7.455
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.802
USER-SPECIFIED RUNOFF COEFFICIENT = .8755
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 0.98
TOTAL AREA{ACRES) = 0.40 TOTAL RUNOFF(CFS) =
0.98
****************************************************************************
FLOW PROCESS FROM NODE
418.00 TO NODE
412.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1110.60 DOWNSTREAM (FEET) 1109.90
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.98
PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 7.62
LONGEST FLOWPATH FROM NODE 418.50 TO NODE 412.00 335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) c 7.62
RAINFALL INTENSITY (INCH/HR) = 2.77
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.98
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1. 72
2 0.98
Tc
(MIN.)
7.57
7.62
INTENSITY
( INCH/HOUR)
2.778
2.768
AREA
(ACRE)
0.70
0.40
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
2.69
2.69
TABLE **
Tc
(MIN.)
7.57
7.62
INTENSITY
( INCH/HOUR)
2.778
2.768
\~
Page 6 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) = 2.69
TOTAL AREA (ACRES I ~ 1.10
LONGEST FLOWPATH FROM NODE
AS FOLLOWS:
Tc (MIN.) =
7.57
412.00
335.00 FEET.
418.50 TO NODE
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
410.80 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET) 1105.00
FLOW LENGTH (FEET) = 45.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.83
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 2.69
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.73
LONGEST FLOWPATH FROM NODE 418.50 TO NODE 410.80 380.00 ~EET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK i 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS I (MIN. I (INCH/HOURI
2.69 7.73 2.747
FLOWPATH FROM NODE 418.50 TO
AREA
(ACREI
1.10
NODE 410.80
380.00 FEET.
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN. I (INCH/HOURI
9.28 8.62 2.586
FLOWPATH FROM NODE 416.50 TO NODE
** MEMORY
STREAM
NUMBER
1
LONGEST
AREA
(ACREI
4.30
410.80
820.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK
STREAM
NUMBER
1
2
TABLE **
Tc
(MIN.I
7.73
8.62
FLOW RATE
RUNOFF
(CFSI
11. 01
11.81
INTENSITY
( INCH/HOUR)
2.747
2.586
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
11. 81
5.40
AS FOLLOWS:
Tc (MIN.) =
8.62
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 12
>>>>>CLEAR MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE
410.00 IS CODE = 31
410.80 TO NODE
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1097.65 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.08
ESTIMATED PIPE DIAMETER(INCH) = 21.00
PIPE-FLOW (CFS) = 11.81
PIPE TRAVEL TIME (MIN.) =
LONGEST FLOWPATH FROM NODE
1093.00
NUMBER OF PIPES
1
0.79 Tc(MIN.) =
416.50 TO NODE
9.42
410.00
20
1110.00 FEET.
Page 7 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
FLOW PROCESS FROM NODE
410.00 TO NODE
****************************************************************************
410.00 IS CODE: 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
---------------~------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE
414.50 TO NODE
****************************************************************************
414.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=======================================================z====================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1107.00
ELEVATION DIFFERENCE = 8.00
TC = 0.303*[( 700.00**3)!( 8.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8723
SOIL CLASSIFICATION IS "Bn
SUBAREA RUNOFF(CFS)
TOTAL AREAIACRES) ;
0.82
0.40
10.187
2.359
TOTAL RUNOFF (CFS) =
0.82
FLOW PROCESS FROM NODE
414.50 TO NODE
****************************************************************************
414.50 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
FLOW PROCESS FROM NODE
411. 50 TO NODE
****************************************************************************
411.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1106.00
ELEVATION DIFFERENCE = 10.00
TC = 0.303*[( 700.00**3l!( 10.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8728
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
1.06
0.50
9.742
2.418
TOTAL RUNOFF{CFS) =
1. 06
FLOW PROCESS FROM NODE
411.50 TO NOOE
****************************************************************************
411.50 IS CODE = 13
--------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
FLOW PROCESS FROM NODE
349.50 TO NODE
****************************************************************************
349.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 525.00
UPSTREAM ELEVATION = 1115.80
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303*[ (525.00**3)!( 32.30)]**.2
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8769
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
2.12
0.80
6.484
3.026
TOTAL RUNOFF(CFSl =
2.12
2-\
Page 8 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
****************************************************************************
FLOW PROCESS FROM NODE
349.00 TO NODE
345.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
======~=====================================================================
ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM (FEETj 1082.00
FLOW LENGTH (FEET) = 70.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITYIFEET/SEC.I 4.45
ESTIMATED PIPE DIAMETER{INCH) : 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) : 2.12
PIFE TRAVEL TIME(MIN.): 0.26 Tc(MIN.) = 6.75
LONGEST FLOWPATH FROM NODE 349.50 TO NODE 345.00 595.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
==:=========:========~:==~==================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 6.75
RAINFALL INTENSITY (INCH/HR) = 2.96
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
****************************************************************************
FLOW PROCESS FROM NODE
347.50 TO NODE
347.00 IS CODE: 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SOBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SOBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1097.00
DOWNSTREAM ELEVATION - 1084.00
ELEVATION DIFFERENCE = 13.00
TC : 0.303*[1 1000.00**31/1 13.001)**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8711
SOIL CLASSIFICATION IS "E"
SUBAREA RUNOFF(CFS}
TOTAL AREA (ACRES) =
11.450
2.212
4.63
2.40
TOTAL RUNOFF (CFS) =
4.63
****************************************************************************
FLOW PROCESS FROM NODE
347.00 TO NODE
345.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE INON-PRESSDRE F10WI<<<<<
===================~========================================================
ELEVATION DATA: UPSTREAM (FEET) = 1084.00 DOWNSTREAM (FEET)
FLOW LENGTHIFEETI = 25.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) :: 4.63
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1083.50
NUMBER OF PIPES
1
0.08 Tc(MIN.) =
347.50 TO NODE
11.53
345.00
1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
===================::======::===================::===================::::========
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.53
RAINFALL INTENSITY(INCH/HR) 2.20
TOTAL STREAM AREA(ACRES) = 2.40
2.1--
Page 9 of 18
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
PEAK FLOW RATE(CFS) AT CONFLUENCE
4.63
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 2.12
2 4.63
Tc
(MIN. )
6.75
11. 53
INTENSITY
( INCH/HOURI
2.960
2.204
AREA
(ACREI
0.80
2.40
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFSI
4.83
6.21
TABLE **
Tc
(MIN, I
6.75
11. 53
INTENSITY
( INCH/HOUR)
2.960
2.204
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFSl 6.21 TC(MIN.): 11.53
TOTAL AREA(ACRES) - 3.20
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00
1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
341.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET)
FLOW LENGTH{FEET) = 30.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFSI = 6.21
PIPE TRAVEL TIME (MIN.) =
LONGEST FLOWPATH FROM NODE
1083.00
NUMBER OF PIPES
1
0.09 TC(MIN.) =
347.50 TO NODE
11. 62
341. 00
1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION{MIN.) 11.62
RAINFALL INTENSITY (INCH/HRj = 2.19
TOTAL STREAM AREA(ACRESI = 3.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21
****************************************************************************
FLOW PROCESS FROM NODE
343.50 TO NODE
343.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/{ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*(( 1000.00**3)/( 22.00)]**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8722
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
10.306
2.344
32.51
15..90
TOTAL RUNOFF(CFS) =
32.51
****************************************************************************
'$
Page 10 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
FLOW PROCESS FROM NODE
343.00 TO NODE
341.00 IS CODE
31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1096.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITYIFEET/SEC.) 9.39
ESTIMATED PIPE DIAMETER (INCH) = 30.00
PIPE-FLOW(CFS) = 32.51
PIPE TRAVEL TIMEIMIN.) =
LONGEST FLOWPATH FROM NODE
1095.00
NUMBER OF PIPES
1
0.07 TC(MIN.) =
343.50 TO NODE
10.38
341.00
1040.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 10.38
RAINFALL INTENSITY (INCH/HR) = 2.34
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.51
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 6.21
2 32.51
TC
(MIN. )
11. 62
10.38
INTENSITY
I INCH/HOUR)
2.194
2.335
AREA
(ACRE)
3.20
15.90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
38.05
36.75
TABLE **
Tc
IMIN. )
10.38
11. 62
INTENSITY
I INCH/HOUR)
2.335
2.194
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 38.05 TC(MIN.) = 10.38
TOTAL AREA (ACRES) = 19.10
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 341.00
1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341,00 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
167.50 TO NODE
167.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1115.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[( 550.00**3)/( 5.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
9.683
2.426
2A
Page 11 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
SUBAREA RUNOFF{CFSj
TOTAL AREA (ACRES j =
12,07
5.70 TOTAL RUNOFF (CFS) =
12,07
****************************************************************************
FLOW PROCESS FROM NODE
167.00 TO NonE
165.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.00 DOWNSTREAM (FEET) 1111.00
FLOW LENGTH(FEET) = 378.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 12.07
PIPE TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 10.87
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
==========================================================e=================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.87
RAINFALL INTENSITY (INCH/HR) = 2.28
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.07
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.30
DOWNSTREAM ELEVATION = 1111.20
ELEVATION DIFFERENCE = 4.10
TC = 0.303*[( 700.00**3)/( 4.10)J**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8709
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
11. 644
2.192
1.53
0.80
TOTAL RUNOFF(CFS) =
1. 53
****************************************************************************
FLOW PROCESS FROM NODE
166.00 TO NODE
165.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1111.20 DOWNSTREAM (FEET) 1110.80
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 2.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.53
PIPE TRAVEL TIME (MIN.) = 0.55 Tc(MIN.) = 12.20
LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 780.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLOENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.20
RAINFALL INTENSITY(INCH/HR) = 2.14
z:5
Page 12 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE (CFS) AT CONFLUENCE =
1.53
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 12.07
2 1. 53
Tc
(MIN.)
10.87
12.20
INTENSITY
( INCH/HOUR)
2.276
2.137
AREA
(ACRE)
5.70
0.80
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
13.43
12.86
TABLE **
Tc
IMIN.)
10.87
12.20
INTENSITY
( INCH/HOUR)
2.276
2.137
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 13.43 Tc(MIN.) = 10.87
TOTAL AREA(ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00
928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1110.80 DOWNSTREAM (FEET) 1109.80
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.51
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 13.43
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 11.01
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 983.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK . 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
164.50 TO NODE
164.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[{LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 6.00
TC = 0.303*[{ 700.00**3)/( 6.00)]**.2 10.790
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.286
USER-SPECIFIED RUNOFF COEFFICIENT = .8717
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 1.39
TOTAL AREA (ACRES) = 0.70 TOTAL RUNOFF{CFS) = 1.39
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
ZIP
Page 13 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 10.79
RAINFALL INTENSITY (INCH/HR) = 2.29
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39
****************************************************************************
FLOW PROCESS FROM NODE
163.50 TO NODE
163.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=============~==============================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)l**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*(( 400.00**3)/{ 4.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8474
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
8.905
2.541
4.95
2.30
TOTAL RUNOFF (CFS) =
4.95
****************************************************************************
FLOW PROCESS FROM NODE
163.00 TO NODE
164.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1115.80
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 4.18
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 4.95
PIPE TRAVEL TIME (MIN.) = 0.08 Tc(MIN.) = 8.98
LONGEST FLOWPATH FROM NODE 163.50 TO NODE 164.00 = 420.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NOOE
164.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 8.98
RAINFALL INTENSITY (INCH/HR) = 2.53
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE{CFS) AT CONFLUENCE = 4.95
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1. 39
2 4.95
Tc
(MIN.)
10.79
8.98
INTENSITY
( INCH/HOUR)
2.286
2.528
AREA
(ACRE)
0.70
2.30
*********************************WARNING**********************************
IN THIS COMPUTER PROG~, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
6.11
5.87
TABLE **
Tc
(MIN. )
8.98
10.79
INTENSITY
( INCH/HOUR)
2.528
2.286
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
~1
Page 14 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
PEAK FLOW RATE (CFS) :
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
6.11 TC{MIN.)
3.00
NODE 164.50 TO NODE
8.98
164.00
700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.80 DOWNSTREAM (FEET) 1115.60
FLOW LENGTH (FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.} 4.33
ESTIMATED PIPE DIAMETER(INCH) : 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) :::: 6.11
PIPE TRAVEL TIME(MIN.):::: 0.08 TC(MIN.): 9.06
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 720.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK * 1 WITH THE MAIN-STREAM MEMORY<<<<<
====c========:::::=====::::==:===============:====:=================:=============
** MAIN
STREAM
NUMBER
1
LONGEST
** MEMORY
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
6.11 9.06 2.516
FLOWPATH FROM NODE 164.50 TO
AREA
(ACRE)
3.00
NODE 160.00
720.00 FEET.
BANK' 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
13.43 11.01 2.260
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
6.50
160.00
983.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
17 .17
18.92
TABLE **
Tc
(MIN.)
9.06
11. 01
INTENSITY
( INCH/HOUR)
2.516
2.260
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
18.92
9.50
AS FOLLOWS:
TC{MIN.) =
11. 01
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK . 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
=========================================:==================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
==:=====================:=================:=================================
****************************************************************************
FLOW PROCESS FROM NODE
162.50 TO NODE
162.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Zi>
Page 15 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 270.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1110.80
ELEVATION DIFFERENCE = 1.70
TC = O.303*[{ 270.00**3)/( 1.70)]**.2
10 YEAR RAINFALL INTENSITY{INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8750
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
7.840
2.725
1.91
0.80
TOTAL RUNOFF (CFS) =
1.91
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 7.84
RAINFALL INTENSITY (INCH/HR) = 2.73
TOTAL STREAM AREA (ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91
****************************************************************************
FLOW PROCESS FROM NODE
161.50 TO NODE
161.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 365.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*[( 365.00**3)/( 4.00)]**.2 = 8.429
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.619
USER-SPECIFIED RUNOFF COEFFICIENT = .8486
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 4.22
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.22
****************************************************************************
FLOW PROCESS FROM NODE
161. 00 TO NODE
162.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) =
FLOW LENGTH (FEET) = 15.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 13.34
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) = 4.22
PIPE TRAVEL TIME (MIN.) =
LONGEST FLOWPATH FROM NODE
1112.00
NUMBER OF PIPES
1
0.02 Tc(MIN.) =
161. 50 TO NODE
8.45
162.00
380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 8.45
RAINFALL INTENSITY (INCH/HR) = 2.62
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22
Page 16 of 18
z$\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1. 91
2 4.22
Tc
(MIN. )
7.84
8.45
INTENSITY
( INCH/HOUR)
2.725
2.616
AREA
(ACRE)
0.80
1. 90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 5.83 7.84 2.725
2 6.05 8.45 2.616
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE{CFS) 6.05 TC(MIN.) = 8.45
TOTAL AREA (ACRES) = 2.70
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PI"PE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM (FEET) = 1112.00 DOWNSTREAM (FEET) 1110.00
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY (FEET/SEC.) 10.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 6.05
PIPE TRAVEL TIME (MIN.) = 0.03 Tc(MIN.) = 8.48
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
6.05 8.48 2,610
FLOWPATH FROM NODE 161.50 TO
AREA
(ACRE)
2.70
NODE 160.00
400.00 FEET.
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
18.92 11.01 2.260
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
9.50
160.00
983.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (eFS) (MIN. ) ( INCH/HOUR)
1 20.62 8.48 2.610
2 24.17 11. 01 2.260
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
24.17
12.20
AS FOLLOWS:
Tc (HIN.) =
11.01
'3:P
Page 17 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF10.RES
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
153.80 IS CODE' 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET)
FLOW LENGTH (FEET) . 540.00 MANNING'S N' 0.015
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l 5.50
ESTIMATED PIPE DIAMETER(INCH) = 33.00
PIPE-FLOW(CFS) ~ 24.17
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOW PATH FROM NODE
1102.00
NUMBER OF PIPES
1
1.64 Tc(MIN.) ~
167.50 TO NODE
12.65
153.80
1523.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
153.80 TO NODE
153.80 IS CODE' 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
=========================================================================%==
****************************************************************************
FLOW PROCESS FROM NODE
196.50 TO NODE
196.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl)**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1115.60
ELEVATION DIFFERENCE = 6.73
TC = 0.303*[( 1000.00**3)/( 6.73)J**.2 13.061
10 YEAR RAINFALL INTENSITY (INCH/HOUR) . 2.058
USER-SPECIFIED RUNOFF COEFFICIENT = .8696
SOIL CLASSIFICATION IS nBn
SUBAREA RUNOFF (CFSl = 5.01
TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.01
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
2.80 TC(MIN.) .
5.01
13.06
============================================================================
======================================:=====================================
END OF RATIONAL METHOD ANALYSIS
1
3\
Page 18 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(el Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. I.SA Release Date: 01/01/2000 License 10 1264
Analysis prepared by:
RBF & Associates
14725 Alton parkway
Irvine, CA 92618
FILE NAME: 81INFIOO.DAT
TIME/DATE OF STUDY: 16:49 02/12/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE 0.55
IO-YEAR STORM la-MINUTE INTENSITY (INCH/HOUR) = 2.360
la-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
lOa-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF lO-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF lOO-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 I-HOUR INTENSITY{INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. 1FT) 1FT) SIDE 1 SIDEI WAY 1FT) 1FT) 1FT) 1FT) In)
1
30.0 20.0 0.018/0.018/0.020
0.67
2.00 0.0313 0.167 0,0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE
502.00 IS CODE = 21
502.50 TO NODE
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 552.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1116.54
ELEVATION DIFFERENCE = 5.79
TC = 0.303*[( 552.00**3)/( 5.79)]**.2 9.424
100 YEAR RAINFALL INTENSITY (INCH/HOURj = 3.595
USER-SPECIFIED RUNOFF COEFFICIENT = .8797
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 4.74
TOTAL AREA (ACRES) = 1.50 TOTAL RUNOFF (CFS) = 4.74
****************************************************************************
FLOW PROCESS FROM NODE
502.00 TO NODE
503.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
~
Page 1 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.14
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 4.74
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.l = 9.62
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 503.00 602.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
1
503.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 9.62
RAINFALL INTENSITY{INCH/HR) = 3.55
TOTAL STREAM AREA (ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74
****************************************************************************
FLOW PROCESS FROM NODE
501.50 TO NODE
501.00 IS CODE: 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH: 140.00
UPSTREAM ELEVATION = 1115.17
DOWNSTREAM ELEVATION: 1114.00
ELEVATION DIFFERENCE: 1.17
TC = 0.303*[( 140.00**3)/( 1.17)]**.2 = 5.697
100 YEAR RAINFALL INTENSITY(INCH/HOUR) : 4.741
USER-SPECIFIED RUNOFF COEFFICIENT: .8837
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.26
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF (CFS) =
1.26
****************************************************************************
FLOW PROCESS FROM NODE
501. 00 TO NODE
503.00 IS CODE: 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) : 1113.90 DOWNSTREAM (FEET) 1113.70
FLOW LENGTH (FEET) : 40.00 MANNING'S N: 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 2.28
ESTIMATED PIPE DIAMETER(INCH): 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) - 1.26
PIPE TRAVEL TIME(MIN.): 0.29 Tc(MIN.): 5.99
LONGEST FLOWPATH FROM NODE 501.50 TO NODE 503.00 180.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS CODE:
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 5.99
RAINFALL INTENSITY (INCH/HR) : 4.61
TOTAL STREAM AREA{ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CrS)
1 4.74
2 1.26
Tc
(MIN. )
9.62
5.99
INTENSITY
( INCH/HOUR)
3,554
4.612
AREA
(ACRE)
1. 50
0.30
?lJ
Page 2 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ..
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 4.21 5.99 4.612
2 5.71 9.62 3.554
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 5.71 Tc(MIN.) = 9.62
TOTAL AREA (ACRES) = 1. 80
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 503.00 602.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
504.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEETl =
FLOW LENGTH (FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 4.29
ESTIMATED PIPE DIAMETER (INCH) = 18.00
PIPE-FLOW (CFS) = 5.71
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1112.00
NUMBER OF PIPES
1
0.58 Tc(MIN.) =
502.50 TO NODE
10.21
504.00
752.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
504.00 TO NODE
504.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
416.50 TO NODE
416.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [{LENGTH**3l ! (ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 250.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1117.00
ELEVATION OIFFERENCE = 1.00
TC = 0.303*[( 250.00**3)!( 1.00)]**.2 8.324
100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.849
USER-SPECIFIED RUNOFF COEFFICIENT = .8807
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF{CFS) 5.76
TOTAL AREA (ACRES) = 1.70 TOTAL RUNOFF(CFS} = 5.76
****************************************************************************
FLOW PROCESS FROM NODE
416.00 TO NODE
410.90 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: OPSTREAM(FEET) = 1117.00 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH (FEET) = 420.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 4.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.76
PIPE TRAVEL TIME{MIN.) = 1.67 Tc(MIN.) ~ 9.99
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.90 670.00 FEET.
30'\
Page 3 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.90 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION{MIN.) 9.99
RAINFALL INTENSITY (INCH/HR) = 3.48
TOTAL STREAM AREA (ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.76
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 410.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[( 410.00**3)/( 5.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8810
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
8.118
3.902
8.94
2.60
TOTAL RUNOFF(CFS) =
8.94
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
410.90 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1110.00 DOWNSTREAM (FEET) 1109.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.14
ESTIMATED PIPE DIAMETERIINCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.94
PIPE TRAVEL TIME (MIN.) = 0.14 Tc(MIN.) = 8.25
LONGEST FLOWPATH FROM NODE 415.50 TO NODE 410.90 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
1
410.90 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 8.25
RAINFALL INTENSITY (INCH/HR) = 3.87
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 5.76
2 8.94
Tc
(MIN. )
9.99
8.25
INTENSITY
( INCH/HOUR)
3.482
3.867
AREA
(ACRE)
1. 70
2.60
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
~~
** PEAK FLOW RATE TABLE **
Page 4 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
STREAM
NUMBER
1
2
RUNOFF
(CFS)
13.70
13 .81
Tc
(MIN. )
8.25
9.99
INTENSITY
(INCH/HOUR)
3.867
3.482
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
LONGEST FLQWPATH FROM
ESTIMATES ARE
13.70
4.30
NODE
AS FOLLOWS:
TC(MIN.) =
8.25
416.50 TO NODE
410.90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.80 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1110.00 DOWNSTREAM (FEET) 1106.00
FLOW LENGTH (FEET) : 150.00 MANNING'S N: 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.l 7.72
ESTIMATED PIPE DIAMETER{INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) : 13.70
PIPE TRAVEL TIME(MIN.) = 0.32 Tc{MIN.): 8.58
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK . 1 <<<<<
=======~:===================================================================
****************************************************************************
FLOW PROCESS FROM NODE
413.50 TO NODE
413.00 IS CODE = 21
>>>>>RATIONAL METROD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)!(ELEVATION CHANGEl]**.2
INITIAL SUBAREA. FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 300.00**3l!( 3.00l]**.2 .7.455
100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 4.090
USER-SPECIFIED RUNOFF COEFFICIENT = .8816
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 2.52
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF (CFS) = 2.52
****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1110.65 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) = 4.70
ESTIMATED PIPE DIAMETER{INCHl = 18.00
PIPE-FLOW(CFS) 3 2.52
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1110.00
1
NUMBER OF PIPES
0.11 Tc(MIN.) =
413.50 TO NODE
7.56
412.00
330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
1
412.00 IS CODE ~
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 7.56
RAINFALL INTENSITY (INCH/HR) : 4.06
o/P
Page 5 of 18
I
I
I
I
I
II
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
TOTAL STREAM AREA(ACRES): 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE =
2.52
****************************************************************************
FLOW PROCESS FROM NODE
418.50 TO NODE
418.00 IS CODE ~ 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC ~ 0.303*[( 300.00**3)/( 3.00IJ**.2 7.455
loa YEAR RAINFALL INTENSITY (INCH/HOURl = 4.090
USER-SPECIFIED RUNOFF COEFFICIENT = .8816
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.44
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF (CFSl = 1.44
****************************************************************************
FLOW PROCESS FROM NODE
418.00 TO NOOE
412.00 IS CODE'" 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1110.60 DOWNSTREAM (FEET) 1109.90
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFSI ~ 1.44
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.60
LONGEST FLOWPATH FROM NODE 418.50 TO NODE 412.00 335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE ~
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 7.60
RAINFALL INTENSITY(INCH/HR) = 4.05
TOTAL STREAM AREA (ACRES) = 0.40
PEAK FLOW RATE{CFS) AT CONFLUENCE = 1.44
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2.52
2 1. 44
Tc
(MIN.)
7.56
7.60
INTENSITY
( INCH/HOUR)
4.058
4.045
AREA
(ACRE)
0.70
0.40
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ..
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 3.96 7.56 4. 058
2 3.96 7.60 4.045
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRESj =
ESTIMATES ARE AS FOLLOWS:
3.96 Tc(MIN.) =
1.10
7.56
?1
Page 6 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
LONGEST FLOWPATH FROM NODE
418.50 TO NODE
412.00 =
335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
410.80 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET) 1105.00
FLOW LENGTH (FEET) = 45.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 3.96
PIPE TRAVEL TIME{MIN.) = 0.14 Tc{MIN.) = 7.70
LONGEST FLGWPATH FROM NODE 418.50 TO NODE 410.80 380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK * 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN
STREAM
NUMBER
1
LONGEST
** MEMORY
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOURI
3.96 7.70 4.017
FLOWPATH FROM NODE 418.50 TO NODE
AREA
(ACREI
1.10
410.80
380.00 FEET.
BANK * 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFSI (MIN. I (INCH/HOURI
13.70 8.58 3.786
FLOWPATH FROM NODE 416.50 TO NODE
AREA
(ACRE I
4.30
410.80
820.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
16.26
17.43
TABLE **
Te
(MIN.)
7.70
8.58
INTENSITY
( INCH/HOOR)
4.017
3.786
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
17 .43
5.40
AS FOLLOWS:
Tc (MIN.) =
8.58
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE = 12
>>>>>CLEAR MEMORY BANK * 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1097.65 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.67
ESTIMATED PIPE DIAMETER(INCH) = 24.00
PIPE-FLOW (CFS) = 17.43
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1093.00
NUMBER OF PIPES
1
0.72 Tc(MIN.) =
416.50 TO NODE
9.30
410.00
1110.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410,00 TO NODE
?;$
410.00 IS CODE = 13
Page 7 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
811NF100.RES
:::=========================================================================
FLOW PROCESS FROM NODE
414.50 TO NODE
****************************************************************************
414.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1107.00
ELEVATION DIFFERENCE = 8.00
TC = 0.303*[( 700.00**3)/( 8.00lJ**.2
100 YEAR RAINFALL INTENSITY(INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8790
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
1.21
0.40
10.187
3.445
TOTAL RUNOFF{CFS) =
1.21
FLOW PROCESS FROM NODE
414.50 TO NODE
****************************************************************************
414.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
FLOW PROCESS FROM NODE
411.50 TO NODE
****************************************************************************
411.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)!(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1106.00
ELEVATION DIFFERENCE = 10.00
TC = 0.303*[( 700.00**3)!{ 10.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8794
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
1.55
0.50
9.742
3.530
TOTAL RUNOFF(CFS) =
1.55
FLOW PROCESS FROM NODE
411.50 TO NODE
****************************************************************************
411.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
FLOW PROCESS FROM NODE
349.50 TO NODE
****************************************************************************
349.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[{LENGTH**3)!{ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 525.00
UPSTREAM ELEVATION = 1115.80
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303*[( 525.00**3)!( 32.30)]**.2
100 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8827
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES} =
3.12
0.80
6.484
4.416
TOTAL RUNOFF{CFS) =
3.12
FLOW PROCESS FROM NODE
349.00 TO NODE
****************************************************************************
345.00 IS CODE = 31
~'\
Page 8 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF1DD.RES
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET) 1082.00
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFSj = 3.12
PIPE TRAVEL TIME(MIN.) = 0.24 Tc{MIN.) = 6.72
LONGEST FLOWPATH FROM NODE 349.50 TO NODE 345.00 595.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 6.72
RAINFALL INTENSITY(INCH/HR) = 4.33
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12
****************************************************************************
FLOW PROCESS FROM NODE
347.50 TO NODE
347.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1097.00
DOWNSTREAM ELEVATION = 1084.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 1000.00**3)/( 13.00)]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8780
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
11.450
3.230
6.81
2.40
TOTAL RUNOFFICFS) =
6.81
****************************************************************************
FLOW PROCESS FROM NODE
347.00 TO NODE
345.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1084.00 DOWNSTREAM (FEET) = 1083.50
FLOW LENGTH I FEET) = 25.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 5.87
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.81
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.52
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00 1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
1
345.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLOENCE VALUES OSED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.52
RAINFALL INTENSITY (INCH/HR) = 3.22
TOTAL STREAM AREA (ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.81
** CONFLUENCE DATA **
STREAM RUNOFF Tc
AREA
A{)
INTENSITY
Page 9 of 18
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
NUMBER
1
2
(MIN.)
6.72
11.52
(INCH/HOUR)
4.330
3.220
(ACRE)
0.80
2.40
ICFS)
3.12
6.81
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
TABLE **
Tc
IMIN. )
6.72
11. 52
INTENSITY
(INCH/HOUR)
4.330
3.220
FLOW RATE
RUNOFF
ICFS)
7.09
9.13
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 9.13 Tc(MIN.) = 11.52
TOTAL AREA (ACRES) = 3.20
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00
1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
341.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET) 1083.00
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 5.90
ESTIMATED PIPE DIAMETER{INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 9.13
PIPE TRAVEL TIME{MIN.) = 0.08 TC(MIN.) = 11.61
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 341.00 1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 11.61
RAINFALL INTENSITY(INCH/HR) = 3.21
TOTAL STREAM AREA(ACRES) = 3.20
PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.13
****************************************************************************
FLOW PROCESS FROM NODE
343.50 TO NODE
343.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*[( 1000.00**3)/{ 22.00)]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
10.306
3.423
47.83
15.90
47.83
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
343.00 TO NODE
341.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
A.\
Page 10 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
81INF1DD.RES
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1096.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l 10.23
ESTIMATED PIPE nIAMETER(INCH) = 33.00
PIPE-FLOW (CFS) = 47.83
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1095.00
NUMBER OF PIPES
1
0.07 Tc(MIN.) =
343.50 TO NODE
10.37
341.00
1040.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 10.37
RAINFALL INTENSITY (INCH/HRl = 3.41
TOTAL STREAM AREA(ACRESI ~ 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.83
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFSI
1 9.13
2 47.83
INTENSITY
( INCH/HOUR)
3.207
3.411
AREA
(ACRE)
3.20
15.90
Tc
(MIN.I
11. 61
10.37
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
TABLE * *
Tc
(MIN. )
10.37
11. 61
INTENSITY
(INCH/HOURl
3.411
3.207
FLOW RATE
RUNOFF
(CFS)
55.99
54,09
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 55.99 Tc{MIN.) = 10.37
TOTAL AREA(ACRESI ~ 19.10
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 341.00
1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
167.50 TO NODE
167.00 IS CODE ~ 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1115.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[( 550.00**3}/( 5.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8795
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS}
TOTAL AREA (ACRES) =
9.683
3.542
17.76
5.70
17.76
TOTAL RUNOFF(CFS} =
****************************************************************************
-\z.
Page 11 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
FLOW PROCESS FROM NODE
167.00 TO NODE
165.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.00 DOWNSTREAM (FEET) 1111.00
FLOW LENGTH(FEET) = 378.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l 5.80
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1
PIPE-FLQW(CFS) = 17.76
PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 10.77
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE '"
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 10.77
RAINFALL INTENSITY (INCH/HR) = 3.34
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.76
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.30
DOWNSTREAM ELEVATION = 1111.20
ELEVATION DIFFERENCE = 4.10
TC = 0.303*{( 700.00**3)!( 4.10)]**.2
100 YEAR RAINFALL INTENSITYIINCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "Bn
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
11.644
3.201
2.25
0.80
TOTAL RUNOFF(CFS) =
2.25
****************************************************************************
FLOW PROCESS FROM NODE
166.00 TO NODE
165.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: OPSTREAM(FEET) = 1111.20 DOWNSTREAM (FEET) 1110.80
FLOW LENGTHIFEET) = 80.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) '" 2.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 2.25
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 12.15
LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 780.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.15
RAINFALL INTENSITY(INCH!HR) = 3.13
TOTAL STREAM AREA (ACRES) =< 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25
** CONFLUENCE DATA **
A.?
Page 12 of 18
I
I
I
I
I
I
I
~
.J
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
STREAM
NUMBER
1
2
RUNOFF
(CFS)
17.76
2.25
Tc
(MIN.)
10.77
12.15
INTENSITY
( INCH/HOUR)
3.341
3.128
AREA
(ACRE)
5.70
0.80
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 19.75 10.77 3.341
2 18.87 12.15 3.128
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 19.75 Tc (MIN.) = 10.77
TOTAL AREA (ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 IS CODE = 31
165.00 TO NODE
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1110.80 DOWNSTREAM (FEET) 1109.80
FLOW LENGTH (FEET) : 55.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.38
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 19.75
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.89
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 983.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE
164.50 TO NODE
164.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 6.00
TC = 0.303*[( 700.00**3)/( 6.00)]**.2 10.790
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.338
USER-SPECIFIED RUNOFF COEFFICIENT = .8785
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 2.05
TOTAL AREA (ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.05
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
1
164.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 10.79
RAINFALL INTENSITY (INCH/HR) 3.34
TOTAL STREAM AREA(ACRES} = 0.70
M.
Page 13 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
PEAK FLOW RATE(CFS) AT CONFLUENCE =
2.05
****************************************************************************
FLOW PROCESS FROM NODE
163.50 TO NODE
163.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*[( 400.00**3)/< 4.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT: .8604
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF{CFS)
TOTAL AREA (ACRES) :
8.905
3.709
7.34
2.30
TOTAL RUNOFF(CFS) =
7.34
****************************************************************************
FLOW PROCESS FROM NODE
163.00 TO NODE
164.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1115.80
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.61
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 7.34
PIPE TRAVEL TIME(MIN.) = 0.07 Tc{MIN.) = 8.98
LONGEST FLOWPATH FROM NODE 163.50 TO NODE 164.00 420.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION{MIN.) = 8.98
RAINFALL INTENSITY (INCH/HR) = 3.69
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.34
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2.05
2 7.34
Tc
(MIN. )
10.79
8.98
INTENSITY
( INCH/HOUR)
3.338
3.693
AREA
(ACRE)
0.70
2.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
9.05
8.69
TABLE **
Tc
(MIN.)
8.98
10.79
INTENSITY
( INCH/HOUR)
3.693
3.338
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
9.05
3.00
NODE
AS FOLLOWS:
Tc(MIN.) =
a.98
164.50 TO NODE
164 .00
700.00 FEET.
~~
Page 14 of 18
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
811NF100.RES
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.80 DOWNSTREAM (FEET) 1115.60
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 4.79
ESTIMATED PIPE DIAMETER {INCHI = 21.00 NUMBER OF PIPES 1
PIPE-FLOWICFS) = 9.05
PIPE TRAVEL TIME(MIN.) = 0.07 Tc{MIN.l = 9.05
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 720.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
===ZD==================_====================================================
1f* MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
ICFS) IMIN.) lINCH/HOUR)
9.05 9.05 3.677
FLOWPATH FROM NODE 164.50 TO
AREA
IACRE)
3.00
NODE 160.00
720.00 FEET.
* * MEMORY
STREAM
NUMBER
1
LONGEST
BANK * 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
ICFS) IMIN.) (INCH/HOUR)
19.75 10.89 3.320
FLOWPATH FROM NODE 167.50 TO NODE
AREA
IACRE)
6.50
160.00
983.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
ICFS)
25.45
27.92
TABLE **
Tc
IMIN.)
9.05
10.89
INTENSITY
lINCH/HOUR)
3.677
3.320
COMPUTED CONFLUENCE
PEAK FLOW RATE{CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
27.92
9.50
AS FOLLOWS:
Tc (MIN.) ::
10.89
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK i 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 1 <<<<<
---------------------------------------------------------~------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
162.50 TO NODE
162.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TC
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
K*((LENGTH**31/(ELEVATION CHANGE)]**.2
/J(p
Page 15 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
L
v
811NF100.RES
INITIAL SUBAREA FLOW-LENGTH = 270.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1110.80
ELEVATION DIFFERENCE = 1.70
TC = O.303*{( 270.00**3)/( 1.70)J**.2 7.840
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.978
USER-SPECIFIED RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS nB"
SUBAREA RUNOFF(CFS) 2.80
TOTAL AREA(ACRES) : 0.80 TOTAL RUNOFF (CFS) ~ 2.80
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE'
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 7.84
RAINFALL INTENSITY (INCH/HR) = 3.98
TOTAL STREAM AREA{ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80
****************************************************************************
FLOW PROCESS FROM NODE
161. 50 TO NODE
161.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 365.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*[( 365.00**3)/( 4.00)]**.2 8.429
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.823
USER-SPECIFIED RUNOFF COEFFICIENT = .8613
SOIL CLASSIFICATION IS "S"
SUBAREA RUNOFF(CFS) 6.26
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF (CFS) = 6.26
****************************************************************************
FLOW PROCESS FROM NODE
161.00 TO NODE
162.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.94
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.26
PIPE TRAVEL TlME(MIN.) = 0.02 Tc(MIN.) = 8.45
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 8.45
RAINFALL INTENSITY (INCH/HR) = 3.82
TOTAL STREAM AREA (ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.26
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2.80
Tc
(MIN. )
7.84
INTENSITY
( INCH/HOUR)
3.978
AREA
(ACRE)
0.80
Al
Page 16 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
2
6.26
8.45
3,819
1. 90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
ICFSI
8.61
8.95
TABLE **
Tc
IMIN.I
7.84
8.45
INTENSITY
( INCH/HOUR)
3.978
3.819
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) ::
LONGEST FLOWPATH FROM
ESTIMATES ARE
8.95
2.70
NODE
AS FOLLOWS:
TC(MIN.) =
8.45
161. 50 TO NODE
162.00
380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) - 1112.00 DOWNSTREAM (FEET) 1110.00
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 11.55
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOWICFSI = 8.95
PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.47
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK i 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** MAIN
STREAM
NUMBER
1
LONGEST
** MEMORY
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
ICFSl (MIN. I (INCH/HOURI
8.95 8.47 3.811
FLOWPATH FROM NODE 161.50 TO
AREA
(ACREI
2.70
NODE 160.00
400.00 FEET.
BANK. 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
ICFSI IMIN.) I INCH/HOURI
27.92 10.89 3.320
FLOW PATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
9.50
160.00
983.00 FEET.
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER ICFSI IMIN. I (INCH/HOUR)
1 30.67 8.47 3.811
2 35.71 10.89 3.320
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
35.71
12.20
AS FOLLOWS:
TC(MIN.) =
10.89
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
153.80 IS CODE = 31
----------------------------------------------------------------------------
AR>
Page 17 of 18
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
811NF100.RES
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEETj = 1106.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 5.95
ESTIMATED PIPE DIAMETER(INCHl = 36.00
PIPE-FLOW (CFS) = 35.71
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1102.00
NUMBER OF PIPES
1
1.51 TcIMIN,) =
167.50 TO NODE
12.41
153.80 =
1523.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
153.80 TO NODE
153.80 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
==================~=========================================================
****************************************************************************
FLOW PROCESS FROM NODE
196.50 TO NODE
196.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=====================================3m========~============================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1115.60
ELEVATION DIFFERENCE = 6.73
TC = 0.303*(( 1000.00**3)/( 6.73)]**.2 13.061
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.005
USER-SPECIFIED RUNOFF COEFFICIENT = .8767
SOIL CLASSIFICATION IS "B"
SUBAREA RONOFF(CFS) = 7.38
TOTAL AREA{ACRES) = 2.80 TOTAL RUNOFF(CFS) = 7.38
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
2.80 TC(MIN.) =
7.38
13.06
----------------------------------------------------------------------------
----------------------------------------------------------------------------
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
~
Page 18 of 18
I
'.
: I
I
I
I Appendix D:
I
i I Hydraulic Calculations
I
I
I
I
I
I
I
I
I
I
I ~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CB#
12
23
24
25
26
32
33
34
35
36
37
Catchbasin Sizes: Stormdrain System, Harveston
Node # Inlet Size (ft) Capacity (cts) Q100 (cfs) Excess Capacity (cfs)
196 7 11.5 7.4 4,1
164 7 11.5 2.1 9,4
162 7 11.5 2.8 8,7
166 7 11.5 2.3 9.2
167 21 22.0 17.8 4.2
349 7 11.5 3.1 8,4
347 7 11,5 6.8 4.7
502 7 11.5 4,7 6.8
501 7 11,5 1.3 10.2
413 7 11.5 2.5 9.0
418 7 11.5 1.4 10.1
181 Hydro,xls
3/20/2002
RBF Consultants, Inc. 5t
I
Worksheet
Worksheet for Curb Inlet In Sag
I
Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet In S;
Spread
I
I
Input Data
Discharge 11.50 cfs
Gutter Width 2.00 It
Gutter Cross Slope 9,9 %
Road Cross Slope 2.0 %
Curb Opening Len, 7.00 It
Opening Height 0.50 It
Curb Throat Type lonzontal
Local Depression 4.0 in
Local Depression \ 4.00 It
(--z.. C AfA (,"rl
;' II. S- c.-F ~
I
I
:J.'
~.----t... C;; I ;z.. '" ~ 7
I
I
Results
Spread 2.73 It
Throatlndine AA lO.OO degree
Depth 0.50 It
Gutter Depressio 1.9 in
Total Depression 5,9 in
I
I
I
I
I
I
I
I
I
I
5Z--
I
Project Engineer: Ejaz Mohammad. P.E.
h:\pdata\15100181\dwg\hydrology\181cb.fm2 Robert Beln, William Frost & Associates FlowMasler v6.0 {614b]
09/26/01 04:55:55 PM e Haestad Methods. Inc. 37 Brookside Road Water1:lury, CT 06708 USA (203) 755--1666 Page 1 of 1
I
Worksheet
Worksheet for Curb Inlet In Sag
I
Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet In S;
Spread
: I
I
I
Input Data
Discharge 15.00 cfs
Gutter Width 2,00 It
Gutter Cross Slope 9.9 %
Road Cross Slope 2.0 %
Curb Opening Len! 14.00 It
Opening Height 0.50 It
Curb Throat Type forizontal
Local Depression 4.0 in
Local Depression \ 4.00 It
,....---r.- C11f/r1 ( /"1/
;;;.- IS- C-Pi
I
~/q'
..---z- J,i.:z. E
I
I
I
Results
Spread 2.76 II
Throat Indine An lO.oo degree
Depth 0.50 It
Gutter Depressio 1.9 in
Total Depression 5.9 in
I
I
I
I
I
I
I
I
I
I
I
h:\pdata'15100181\dwg\hydrology\181cb.fm2 Robert Beln, WlIIiam Frost & Associates
09/26/01 04:56:22 PM C Haestad Methods. Inc. 37 BroOkside Road Waterbury, CT 06708 USA
5?
Projed Engineer: Ejaz Mohammad, P.E.
FlowMaster v6.0 [614b)
(203) 755-1666 Page 1 of 1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Worksheet
Worksheet for Curb Inlet In Sag
Project Description
Wori<sheet
Type
Solve For
CB in Sag
Curb Inlet In S,
Spread
Input Data
Discharge 22.00 cfs
Gutter Width 2.00 It
Gutter Cross SloPE 9.9 %
Road Cross Slope 2.0 %
Curb Opening Len, 21.00 It
Opening Height 0.50 It
Curb Throat Type lorizontal
Local Depression 4.0 in
Local Depression \ 4.00 It
'---<--
C"",PAO f/ -
2 2.. CJ~{
,
2/1
>/~IC
~
Results
Spread 2.72 It
Throat Indine An ~.OO degree
Depth 0,50 It
Gutter Oepressio 1.9 in
Total Depression 5.9 in
?\
Project Engineer: Ejaz Mohammad. P.E.
h:\pdata\15100181\dwg\hydrology\181cb.fm2 Robert Beln, William Frost & Associates FlowMaster v6.0 [614bJ
09/26101 04:56:57 PM <C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
I
II
i I
I
I
il
I.
!I
I
! I
I I
I
I
I
I
I
I
I
I
LINE I
HYDRAULIC CALCULATIONS
SUMMARY
5'5
I ,. ,.
I
I "' "' "' "'
0 0 0 0
n 0 Z Z ~ Z
n ~ ~ ~
I ,..
'" "0 "0 "0 "0
'" 0.0 0.0 0.0 0.0
~ '"
,"0 ,"0 ,"0. ,"0
,.. :ij :ij :ij z
"
I ,.,
'" "'0 "'''' "'0 "'0
..10 HN ..10 ..10
,.. 0 '" '" '" '"
Z ZO Z'" :ij0 :ijg
" ,,~
'"
~ ~
I "'0 "'0 ",0 "'0
,.. 0. ::>0 ::>0 ::>0 ::>0
H H H H
"0 "0 "0 "0
;;; ;Ii ;Ii ;Ii ;Ii
,..
I :>,.,
"'~
'" ..1
"'N
,.. 0
"'n
n
I "
~
'" ,.. N
Z
H
..
'" ,., 0
H Z
I ..1 ,..
I- '"
z '"
:;:) 0 Z "
H N 0 0. LO
q .. H
H ,.. "' -
Z H 0
I - H :>
W '" H ......
'" n " H
Z " '" , ,., ,., ,., ,., Q)
,.. " "' " n n n n
- ..1 '" Z Z "'0 "'0 ZO "'0 0)
-I '" " H H 0
o.Z 0. Z 15 ..1 .. 0 0 0 en
..... "'Z :>0 H '" a..
I n" Z'" .. .. '" H
CO "'"' H" '" '" 0. ..1
..... OU H '" H
'" ..1 ~ 0. "
'"
'" " " .. "
'" " '" "' U U
..1 " H
I H U '" '" ..
'" 2 .. Z
0 '" '" '"
'" ..1 ..1 H " . . . . . .
0. " 0. .. '" " '" .. .. .. .. ..
H H ..1 UN UN UN UN UN
'" '" .. '" ..1 '" '" '" '" '" '"
U ,.. g '" "' '" '" '"
I " "' n ..1
'" "'.. " .. . . . . . .
'" "''' '" '" Z Z '" "0 ..,., "0 ..~ ..'"
'" "H ..1 " 0 ..1 "'~ "'''' "'~ "'N "''''
'" "''' 0 H U H '" '" '" '" '"
'" '" '" :>'" :>'" :>'" :>0 :>0
'" '" g 0. " 0 "'" "", "", ,,0 ,,0
'" n'" '" 0 " '" HO HO HO Hn Hn
.. '" 0000 0. " 0 Z 0. n n n n n
I " .... OU"lOIll ..1 H
" 8~ '" ,.. '" .. '" '" '" '" ~ ,.,
MNN..... U '" ..1 ~ . '" . '" . '" . ~ . n .
i:: " '" '" Z Z . Z ",. Z
"'H Z " '" 0'" 0'" 0'" ON 0'"
"''' '" H H Z '" HO HN H~ H~ H~
'" " '" 0 '" "0 "0 "0 "n "N
'" H '" U '" "n "n "n "n "n
I '" ..1 '" .... .. .. .. ..
'" '" [;l :> '" '" "'''' '" "' '" '"
H", '" H '" '" ..1
0... .. 0. '" '" ~ ..
0 " ::>
"'H " " 0" " " " "
;c" .. .. .. ~ ..
0. 1:1:'1 " " "
"''' "''' "''' "''' '"
I '" .. U U U U U
"'''' "'''' "'" fJ~ "'" "'" "
0'" n ,.., [;l" "" "" '"
'" "'''' "'''' "'::> "'''' '"
OH '"
Zo. '" '" '" " " " " " "
H H H 0
N '" '" '" '" '" '"
I 0 '" n N ,., '" H H H H H H
0 Zo.
N "',.. """"""''''' 0 0 0 n N ,., ~ '" ~
, U.. Z Z Z
'"
n '" '" '"
'0 .. Z Z Z 0 0 0 0 0 0
Nn UO .....NMo::' H H H Z Z Z Z Z Z
I "'z ..1 ..1 ..1
'" '" .. .. .. .. .. ..
un '" '" " Z Z Z Z Z Z
'" Z Z Z '" '" '" '" '" '" ~
.. .. ,,'" H H H 1:1 1;1 " " " 1:1
,,'" "''' ~ " " '" '" '"
"" "0 0000 " " ..1 ..1 ..1 ..1 ..1 ..1
H UU UOUU '" '" '" '" '" '" '" '" '"
.. '" '" "'
I ,. ,.
I 'i' 'i'
..
I .;
lXl
'"
I ., '"
.,
'" '" '" '" '" '" '" '" '"
0 0 0 0 0 0 0 Z al
Z ~ Z ~ ~ ~ ~ ., ;;;
~ ~ U
H '"
,.,
I 0.,
"0 "0 ~a "0 ~a "0 "0 "0 "0 ZH
"'0 "'0 0 "'0 0 "'0 "'0 "'0 "'0 '"
H H U
t!>a t!>a ,"M t!>a ,"a t!>a t!>a t!>a t!>a "
Z Z "'~ ;i! '" ;i! ;i! ;i! ;i! ,.,
" " + "
I . . >
"0 .,0 Ma "0 Ma "MM .,0 .,~ "0 Z
"'0 "'0 0 ,.,0 0 ,.,,, "'0 "'M "'0 H
t!> t!> H t!> H t!> t!> t!> t!> .....0
za za '"'" za ,"a ZN za ;i!:'-l za . M .,Z
" " "'~ " "'~ ""'0 " " '"
Z > ""
., alH
I "'0 "'0 ~N "'0 ~a "'0" "'0 "'0 "'0 ,.,
00 00 1M 00 10 oat!> 00 00 00 .,.,
H H .. . H .. . H ." H H H .t!>
"0 "0 "'M "0 "'a "0'" "0 "0 "0 "''' .....
::i ::i "0 ::i ., ::i ::i ::i ::i .", .."
>M > '" "'H
ZM Z '""
H H
I . . '"
MN Ma >0 "
1M I~ "0 '"
.. .. . ,., '"
"'M "'M "0 "
"0 "0 '"
>M >M '"
ZM ZM Z
H H '" H
I M 0 6 :i!
'" 0 H U'"
~ ~ ~ H"
<:> 0 ..'"
> H"
., "'''
I ,., U
I- .,
M '" '"
::::> . . ..
'" M '" '" .,> Ll)
q M M . ., Z "'.,
<:> 0 > H 0'" '0
Z .. "'.,
H "'Z
I jjj HO N
'" "'H
Z M M M M M M M M M ,., '" >< (J)
H M H H H H '" H H H " "H "',.,
:J za za za za za za Z za za za 0 ,.,> "'., 0)
H <:> HH .,
0 0 0 0 0 0 .. 0 0 0 ., "'''H z" ro
..... '" OlXll .,'" 0..
I N N H '" "'0" '"
CO 1M 10 ,., 0 "''''Z
..... ~ .. H
:l " z .,Z,.,
'" r:i UO "
. . " "..., ,.,,,
H H U .. "''''''' .,.,
OM I~ "'''H >'"
I .. .. .. '" 0>'"
" " Z '" "''''
,., ,., ., ., "..
. . . . . '" . . . . ,., "''"U
.. .. .. .. .. .. ., .. .. .. .. t!> ., H
UN UN UN UN UN UN ,., UN UN UN UNZtfl .."'''' ,.,
., ., ., ., ., ., '" ., ., ., ., ., HH "0" .,
'" '" '" '" '" '" '" '" '" '" Z "''''''' >
'" ZZ H
I . . . . . . . . H"'" "'''
..'" ..~ ..'" ..~ ..~ "alH ., "H "H "H ~.-l(!J>1Il H
"'H "'0 "'0 "'M "'M "'~ ,., "'~ "'''' "'H P::;.-lt.]Hrl "',.,
., ., ., ., ., ., .", H ., ., ., ., oj:Q(!)Lt) ><0
>H >N >N >N >N >N '" >~ >~ >~ >~ 0 ,.,'"
zo zo za zo za zoo 0 zo zo za zoS:Zt..! "..
HH HH HH HH HH HH '" HH HH HH 1-1......00 ZZ <:>
H H H H H H'" '" H H H HZH "0
I .. U
M e- '" '" " H ., 0 '" '" "'''''' '"
H . '" . N . M . '" . 0 U . '" . M . M MH> "'''
Z . Z Z . Z Z Z " Z. Z Z . Z. ., "'0'"
OH Oe- ON OM Oe- 00 '" ON ON ON ONZ..:i "'OZ
H~ HM H~ H'" H'" HM '" Ha H~ He- t/')Hr-Ol':z:1 "'H
"M ..'" ..'" ..'" ..'" ..~ 0 .." ..'" ..'" /lI:iE-<C\1-4 ><"'..
"H "H "H "H "H "H '" "H "H "H p::;f't:riE-<tzl '" ,., .>
.. .. .. .. .. .. .. .. .. OE-< f'CU ""0 "'.,
I '" '" '" '" '" '" '" '" '" '" ~t/') E-<f'( Z,,'" .,.,
., " 0'" HHZ "'.,
~ " "'''' "''''0
., "'0 H"'U
" " Z" " Z" " '" ~ " " '"" 0'" ,.,.,
.. .. 0.. .. 0" .. .. .. .. U .,>'"
" " H" " H" " " " " "''' ,''' "'Hal '"
" '"" .." '"" .." '"" '"" '"" '"" .,,, "., "''''''' ,"0
I U U U U U U U U .. .,.. ..,.,
'" "'" Z'" "'" Z'" "'" "'" "'" "'" "'''' "''' "''''
..... .,..... 0..... .,..... 0..... .,..... [;J"2; .,..... [;J"2; ><..... .,'" .,
0 "'0 "'0 "'0 "'0 "'0 "'0 "'0 .. "..
ZI 0
" " " " " " " " " 0
O'
'" '" '" '" '" '" '" '" '" U. 0 ..
I H H H H H H H H H Z '" "'>
"N" .,.,
e- '" '" 0 H N M ~ '" H >,.,
H H H H H H '" ." Z.,
"'0 H
OZZ
0 0 0 0 0 0 0 0 0 '" "
Z Z Z Z Z Z Z Z Z "'''''''
.,z
I .. .. .. .. .. .. .. .. .. HI Z
Z Z Z Z Z Z Z Z Z ~[;i 0
., ., ., ., ., ., ., ., ., H
'" '" '" m '" m '" m '" ,,"u .. 5"1
., ., ., ., ., ., ""'0 "
,., ,., ,., ,., ,., ,., ,., ,., ,., '" ..
., ., ., ., ., ., ., ., ., 0'''' '"
Z' "
I 'i' 'i'
I
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
:J
q
jjj
z
::i
.....
co
.....
.
.
.
.
.
.
.
.
.
.
.
."
'"
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
:0
...
"'.
r."
O.
.
~:
o.
'"
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
0:'
.
.
.
.
.
"'.
,..
...
.
...
""
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O'
""
.
.
.
.
.
.
",.
"'.
".
"'.
,.
".
.
o
o
o
o
o
o
o
o
o
o
o
"'
N
M
M
o
N
o
o
o
o
'"
N
M
o
n
n
o
M
'"
o
n
M
....
~
"'
M
o
M
~
N
o
n
n
o
M
o
M
o
~
~
~
o
n
"'
'"
M
o
o
n
o
o
o
o
o
"'
N
o
N
o
n
'"
'"
....
o
o
~
~
~
o
o
o
M
o
'"
N
o
o
o
o
o
o
o
o
o
o
o
"'
N
M
M
o
N
o
o
o
~
"'
~
M
"
n
n
o
M
'"
"
n
M
....
~
"'
M
~
N
'"
N
o
n
n
~
~
o
M
M
"'
~
~
o
n
'"
'"
'"
N
"
n
"
"
o
"
o
"'
N
'"
N
o
n
'"
'"
....
o
o
o
o
"'
o
o
o
....
'"
,.,
M
"
o
o
o
o
"
o
o
"
o
o
"'
N
M
M
o
N
o
o
o
"'
M
'"
M
o
n
n
o
M
'"
o
n
M
....
'"
"'
M
"'
"
o
M
"
n
n
"'
"
M
M
"
....
'"
'"
o
n
o
o
o
o
o
"'
N
M
'"
o
n
'"
'"
....
"
o
....
'"
~
o
o
o
"'
'"
'"
"'
M
'"
o
n
'"
o
n
o
"
o
o
o
"
"
"
o
o
o
"'
N
M
M
o
N
o
o
o
....
'"
'"
~
o
n
n
o
M
'"
o
n
M
....
'"
"'
M
....
M
'"
M
o
n
n
"
"
o
"
o
"'
N
~
"'
o
n
'"
'"
....
o
o
....
'"
"'
M
~
N
"'
'"
~
o
o
o
"
o
n
n
~
~
N
....
n
n
'"
'"
o
....
o
o
o
o
o
o
o
o
"
"
"
"'
N
M
M
"
N
o
o
o
~
....
M
"'
"
n
n
o
M
'"
o
n
M
....
'"
"'
,.,
~
~
"'
~
o
n
n
o
o
"
o
"
"'
N
o
~
"
n
'"
'"
....
o
o
~
"'
'"
M
~
"'
o
o
n
n
"
o
"'
o
o
o
M
n
M
~
N
n
o
"
'"
n
n
o
o
"
"
"
o
o
o
o
o
o
"'
N
M
M
o
N
o
o
o
'"
....
N
'"
o
n
n
o
M
'"
"
n
M
....
~
"'
M
'"
~
~
"'
o
n
n
'"
'"
N
o
o
o
o
o
"'
N
"'
M
n
n
'"
'"
....
o
o
~
'"
n
n
o
n
n
~
~
~
o
o
o
M
n
~
~
n
'"
M
n
'"
....
n
o
o
"
o
"
o
o
o
o
o
o
"'
N
M
M
o
N
o
o
o
o
M
'"
....
o
n
n
"
,.,
'"
"
n
M
....
~
"'
M
"
"
'"
'"
o
n
n
"
~
....
~
'"
"
N
"
n
n
....
"'
....
M
"'
n
"
o
o
N
"
o
~
'"
'"
~
o
o
n
~
'"
o
o
"
'"'
..
'"
..
U
Z
fi
o
o
o
o
o
o
o
"
o
o
o
"'
N
'"
o
"'
n
o
o
o
....
....
o
'"
o
n
n
o
"'
N
o
n
o
~
....
'"
n
....
N
'"
....
o
n
n
o
o
o
o
N
"'
n
N
n
o
....
o
M
N
o
o
....
M
....
"'
'"
"
N
o
n
n
'"
'"
~
o
o
o
"'
N
N
~
"'
n
M
n
n
"'
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
N
'"
o
"'
n
o
o
o
"'
'"
n
,.,
n ~
o N
o '"
o
n
n
'"
o
n
n
o
"'
N
o
"' ~
'" 0
o N
N
o 0
o
n
o
~
....
'"
n
"'
~
'"
....
o
n
n
"'
o
'"
"'
~
M
N
"
n
n
"' '"
'" M
~
o N
o 0
n
o n
'"
M
'"' '"
.. '"
'"
....
.. '"
U "'
Z n
fi
M
~
"'
n
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
N
M
"'
n
n
'"
N
~
n
o
o
o
M
'" ~
o M
o '"
"
'"
'"
M ~
'" 0
'" N
n
o 0
o
M
'"
M
'"
....
n
'"
M
o
'"
o
n
'"
'"
....
'"
"'
o '"
'" '"
'"
" N
" 0
n
o n
M '"
M 0
N 0
M M
'"
n
o
o
o
o
o
o
o
o
"'
N
'"
N
~
n
o
o
o
,.,
'"
M
'"
....
n
'"
M
'"
'"
o
n
'"
'"
"'
~
"'
..
r.l
r.l
'"
Z
"'
U
H
"
N
o
o
o
"'
(9
..
'"
o
"'
n
n
(9
Z
H
..
"'Z
HO
"H
M '"
M r.lH
"'"
o HH
..OH
00]'
,",0",
"''''Z
H
f"'l rilZ~
'" Uo
Q) ,::I;E-..qil
r-l t..ocno..
o ~t:01H
Oo..O>P<
.U1t1lC::
~c::~t;
0", H
~E-<P:;O::;
"0"
"'..'"
H
"'0
H
"'''
><0
"'"'
....
::l15
u
(9
"'0
~82
"H
><....
'"' "
"",0
"0'"
HHZ
"''''0
H,",U
""'
"''''..
o a:;HP'!
l!) 0..0:0:;
"'
H
o
::l
'"
LO
-
o
C")
Q)
C>
CIl
0..
'"
0'
o
n '
OU
.0
0'"
'"
..
'"
"'~
N .
......
n .
0]
'"'
..
.;~
I
I
I '" 0 0 0
'" . 0 0 0
"' .
;;; . 0 0 0
.
.
I '" .
0" . 0 0 0 ~"'~
"H . '"'
'" . '"' '" '" '" '"
.
. 0 0 0 0 0
" ",. 0 0 0 0 0
'" "'.
I . 0 0 0 0 0
.
.
. 0 0 0
'0 . 0 0 0
.,,, .
'" . 0 0 0
"0 .
I ",H .
. .,
.
. 0 0 0 .,
, . ~ ~ ~ '"
.." .
"H . N N N '"
",0 . .,
.
I "'.
...
"'. '" 0
.,. ~ ~
CO,. H H
.
~: H H '"
I O.
".
" .
" . ~ ~ ~
"'" . N N N
H" . ~ ~ ~ .,
..'" .
H" . H H H
"'0 .
I " .
l- .
.
~ '" . 0 0 0
.,'" . 0 0 0 LO
Q "'., . ., '"
0" . 0 0 0 '0
"'., . "
I - . 0
W . H ~
. '" ~ ~'"
Z >< . '" ~ '" ~ OH '" Q)
"" . '" 0 ~ N 0'"
~ "'., "'. 'H ., '" 0>
., "'. '" 0 '" 0 ~OH '" '"
,,0 . 0 0 0", I CO
I ..... .,'" . H H HO" a...
" . H H H"'''
co . H
..... . "" "
.,. ~ ~ ~ ~ ~O
0 ",. 0 '" 0 '" 0"" ., '" "
"" ". N '" N '" N"''''
.,., . H H '''H '"
"'"' "'. 0 0 0 0 0"'''' "
I "'. 0 0 '" .,
. "..
. "''' ..,
. H "
. ~ ~ ~'"'''' '"
" . '" '" "'0" '"
., . .",,,,
'" . ~ ~ ~ H
I . "'0 "'
. H '" "
. "'''
. ><0 '"
. '" '" "'''''' H
. .".. '" U
. ~ ~ ~~5
" . H H '" H H
. U '"
I . "
. "'0 "
. "'0"
. "'0" "
. "H "
. ~ 0 Lil)-lt1.8
. '" '" 0,", "
.", . ~ ~ lXlo<(tilP H
I "'., . . ZOtll
." . '" '" OOHHZ
"'., . 0 0 o:EcnO
. H H rll....q:t:; U
. H H H""
. [;l"'''' H
. H",
'" . ~ 0 U"lCl.lP::;r;G
I "'0 . ~ ~ ~
.." . 0 ~ '" H
"'''' .
., . ~ ~ N
0'" .
0 .
. H
.
.. . H ~ H 0 H H
I "'''' . ~ H '" 0 H . H
.,., . 0 0
"''' O. ~ H ~ H '"
"., "'. 0 0 0 0 0
H . H H H
. H 0 H 0 H
. U"lNroU"lrlOO~rl~~O~MO~M~~Mm~NmU"lNOOU"lrlOO~rl
. OO~Mrlm~~Nm~U"lNOOOU"lMOOO~Mrlm~~Nm~U"lNOOO
I . 0 ~ ~ '" ~
" . ~ ~ ~ '" ~ MMMMNNNNrlrlrlrlrlOOOOmmmmoorooooo~~~~~~
0 ",. ON~~OOON~~OOON~~OOONMU"l~mrlMU"l~mrlMU"l~m
H .,. N ~ N '" N OOOOOrlrlrlrlrlNNNNNMMMMMM~~~~~U"lU"lU"lU"lU"l :5~
.. ". 0 ~ ~ N ~ rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
" .,. '" '" H ~
.. ,. H H H
'" ".
.
I
I
I
I
I ,,"" '" '" '"
"
0
I '"
., 0
"
"
., ~
.,
~ '"
~ "'
I ., 0
.,
ro
~ 0
~ "
"
I 0 '"
0
'"
C-
O
"
'" "
I '"
"
0 ~
0
H "
I "
0
I-
::J C-
" Ln
q "' -
'" 0 0
I - "
W " Ln
Z '" H Q)
- 0 0)
..J N C'll
H
I ...- ~ a..
0
CO 0 "
...- "
0
~
I N
)<
'" H
0 E-<
" 0
" "
X
.,
I H ro 0
N .,
E-<
N 1)
H 0
" H
" "'
I .,
'"
N
'" E-<
0
" Z
0
" )<
" ~
I "'
~ '"
'" Z E-< 1'::
0 H
0 H XE-<
0 E-< "tilH~
I " " ., X
" :> t>a::til[-<
tilHrilOO F:(
Z H"Z '"
o rilZH~tilO(/}
0 H:I: ZHZU Eo<
~ E-q...tilr::( HZrilZ
'" ~~~5f:n~~~~~
I '" egCl~t<.~~~~o.
0
" til:;i!~Of.!)Ufil~~
E-<U E-<><CIlti!Palc:...
P:;HP:::x::C>t.lt!)
~~~~~O~MO~M~~N~~Nm~ >OrdE-o(:i]l!lO:::>OHtI1
~M~m~~rl~~~N~~~NOm~M a:::>H[-<H(i]P::HHZ
I " " " " " . " " " " " " " " " " " " " Ulr:::CZO::F(tilZOP::FCO
~~~~~~~~~~~MMMMMNNN CfJHUS::I:tilU~S:H
rlM~~~rlM~~~rlM~~mrlM~~ .,'" E-<
~~~W~~~~~~mmmmoommmm 01111 II " " " fl . "
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl E-<H E-<
l!:lHU:3:;::r:tilXP:l)o<ft1
0 fee
I Z" N
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
lATERAL 1-1
HYDRAULIC CALCULATIONS
SUMMARY
(P\
I 'r 'r 'r
~
I .. .:
"'
..
M
'"
"'
I 0 "'
"' '"
.. '" " ..
0 z ..
M 0 Z "' i<
M ~ 0
~
'" "' '"
I 0",
"' "0 z...
'" "0 ..
" '" 0
.. "'0 "
'" z "'
" + "
I "
00 ",0 Z
",0 ...
'" '" '0
ZO 1M "'''
" '"
" ""
~ "' .....
I "0 "'
'" "0 "'"'
... .",
"0 ,," ,
i:i ... .."
~ '" "'...
"'''
'" '"
I ,,'" "0 "
",00 ",0 '"
"' "' "' ~
"'~ ",0
'" 0 '"
"M "
M "
'" '" ~
I ~
" "'
'" '" N 0 "
" ~ 0'"
... .. .....
.. ~ ....
" '" 0 ..."'
~ " "' "'"
I- "' '" "' 0
I "' "'
" '"
:J 0 " ~ ~ '"
~ N 0 '" "'" N
0 .. ... M . "' Z ..",
... '" " , " ... ""' -
z ... ... z .. "'"' 0
~ ... " ... ""
.. ~ "' "'0
I i= "' M 0 i:i '" ","'M ..--
0 " .. '" "' "" '" Q)
:5 '" .. . " "' '" M ~ "'~~ "'"'
"' " '" j z Zo ..,,, "'"' 0)
"' CO"' '" ~ " ...~"' "'
..z .. 0 " 6 .. 0 "' tlfiJi:i "0 co
~ ",z "0 zo ... , " "'''' a..
M" "'" 00 .. .. "' ~ '" "'''"' '"
I co "'''' ...0 ~ '" " .. "' 0 .."..
00 .., ... "' ... "
~ .. ... "' 1< .. 0 " ",z",
z", '" " 00' "
'" "'0 0 " .. " '" ".."' "'''
"' " ..'" '" '" 0 0 .. .."'.. "'"'
"' "''' " ... "'"'... ,,'"
... 00'" 0 '" '" .. '" ""..
I .. 0 .. z '" "''''
0 "'''' "' .. '" "' "' ",!HJ
'" "' "'.. "' ... '" . . . "'
.. " ""0 .. '" " "' .. .. .. '" "' ...
z " ... ... "' OM OM U.......ZU) .."'''' "'
"' "" .. '" "' "' "' "' "' ...... "0" "'
0 "'''"' '" 0 '" '" '" z "'..'" "
1:: '" 0"'" "' '" , ZZ ...
I "'.. " ~ .. . . ~"'.. ""
'" "''' "0" "' 6 "' "N "0 ~ot!l>lI"l ...
" "... "'0 "' " "' ",,,, ",M tz::.-1r.:lH..-l "'"'
" ..'" '" ~ 0 ~ "' "' "' -1Il{.!lU"l ,"0
..'" .. '" .. ,,'" ,,"' ,,"' 0 "'"'
"' " 0 - "' 0 0 "0 "0 Zo~Zr... "..
"' M'" "'... "' '" 0 '" '" "'M "'M H.-IOO "" "
.. "' oz", '" " 0 z '" M M MZ~ "0
" .... 0"'''' "' ~ .. 0
I " "'"' .",", "' '" .. .. "' ~ "' "''''' '"
8~ NOO 0 ~ "' 0 . '" . ~ ~..." "'0
",0 1:: "' " 1:: " " " "' "0'"
"'... "'"' " '" ON 00 QOZ...:l "'OZ
"''' 0'" "' ... ~ " '" "'0 "'N (/)1-1 N 0 Pi! "'~
" '" '" 0 " "0 "0 :':::E-<OH '"....
"'"' " ... "' 0 " "M "M 0:; !d:: ,-q--l fil '" "' ."
"' 0"' "' "' .... .. 0" "0 ""''' "'"'
I "' z... "' "' " .. '" .,,, '" "''' .." ZO'" .",
...'" "'''' "' "' ... .. "' "' " ".. ~~Z "'"'
.... "'" .. .. "' "' .. .. " "'"' "'''0
" " !ii -" " "' "'" ~",O
"'~ ",0 '" 0" " "''' 0" "'"'
,,'" ""' .. .. .. 0 "'"..
" "' .. "''' " "''' '"' "'~.. '"
Z"' ",0 "'0 "'CO 0", "'"'"' "'0
..... "' .. 0 .. "'.. .."'
I .." " "'" "" "" "''' "'..
0", ~" M '"' "" '"' "'''' "'
"' 0 "" "''' "" .. "..
0... 0 "' z, 0
"'" "''' '" '" " " " " "
"'"' ... ~ ~ 0 O.
N .. " '" '" O' 0 ..
0 "' "'"' M N '" .. ... ... ~ " '" "'"
I 0 "'" "" ",N", "'"'
N "''" ~"O 0 0 0 M N '" ~ ,,"'
, 0" 0 Z " Z '" ." Z"'
'" "' ",0 ...
M "'0 "' "' "' 0""
'''' .. ""' " " " 0 0 0 :;1",;:5
NM 00 M"" ~ ~ ~ " " Z
",Z "'0 "' "' "' "'''
00 '" "' .. .. .. ..., "
I "M "'0 '" '" '-' Z " Z ~~ 0
"' H Z Z " "' "' "' ...
.... CO"' "'"' H ~ ~ '" >: >: 0"0 ..
""' "''' 0" " " " "' "' "' ","'0 "
0>: "0 0",,, " " " "' .., .., '" ..
H 00 O"'Z "' "' "' "' "' "' O. '" " cp2-
.. "'... '" '" '" ". "
'r 'r 'r
I
I
I
I 0 0
. 0 0
.
. 0 0
.
.
.
I . 0 0
.
.
.
. 0 0 0
0;. 0 0 0
N' 0 0
. 0
I .
.
. 0 0
. 0 0
.
. 0 0
.
.
.
I . 0
. 0
. 0 0
.
. N N
.
.
"'.
I ....
0.. 0
"'. ~
'" ~
.
m: 0
O.
I ""
.
. ~ ~
. ~ ~
. 0 0
.
. ~ ~
.
.
I l- . '"
.
:J . 0 0'" N
. 0 0'"
Q . ..., '+-
. 0 00; 0
.
..... . 0 N
.
I t= . '" "'~ Q)
. '" M ~
. ~ 0 ~ 0)
::5 ... .'" CtJ
"'. ~ 0 ~...
. 0 oz a...
. ~ ~H
..... . ~ ~O
I CO . '"
.
..... "'. '" 0 "''''
>. M ~ M",
",. ~ '" ~O
. ~ '0
... 0 0 OZ
,,,. 0 '"
I . ...
.
. 0
. '" "'Z
. ~ ~
. ,0;
. N NO
. '"
.
I . ...
. '"
. M MO
.
. ~ ~O
. '"
. '"
.
I . 0'
.
. '"
. ...
. 0 ~::i
. M
. ~ ~'"
. 'Z
. ~ ~'"
I . 0 a"'
. ~ ~
. ~ ~...
. 0
. ..,
. 0 00.
. ~ '"
. "' ~O
I . 'Z
. ~ N
.
. .
.
. .
. N '" 0
. M 0 ~N
I . 0 'N
O. M 0 "'
"'. 0 ~ 0
. ~ ~O
. ~ 0 ~Z
.
. "'
. '" ~ "'Z
. ~ ~ ~~
I ",. ~ ,;iii
"'. N
..,. 0 ~ "''''
"'. 0 a"' lp~
,. ~ ~
..,. .
. .
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LATERAL 1-1A
HYDRAULIC CALCULATIONS
SUMMARY
~A.
I 'i- 'i- 'i-
~
I 0. .:
oo
al
~ .:
oo
I 0 '"
'" '"
'" '" '" '"
0 Z al
~ 0 Z '" ;;;
~ ::i 0
H
>< .., '"
I 0'"
'" "0 ZH
<!J "'0 '"
" m 0
'" <!JO "
>< Z ..,
" + "
:>
I '" "'0 Z
"'0 H
>< <!J '0
1ij0 n ~ "'z
'"
:> ""
~ '" alH
"'0 ..,
I >< "0 "''''
H .<!J
"0 "''' ,
~ .0. .."
'" "' <!JH
"'''
>< '"
I :>'" :>0 "
"'''' "'0 '"
oo .., .., "'
"'~ "'0 "
>< 0 '"
"'~ '"
~ Z
"' "' H
~
I Z ..,
<!J ,.. N 0 "
Z H U'"
H .. H"
.. ~ ..'"
'" '" 0 H'"
H Z '" "'''
I- .., ,.. .., U
I '" '"
Z <!J
~ 0 Z " 1;: '"
H N 0 " '" <!J "':> N
q .. H ~ . '" Z "''''
H ,.. '" , :> H ".., -
Z H H Z .. "'''' 0
<C H :> H "'Z
'" H .., HO" ..-
I '"" '" ~ " ~ '" "'H~
" " al '" .., "" ,..
i= ,.. .. " '" <!J ~ i3 "'HH <!J.., Q)
.., " '" .. Z ZO ..,:> "'''' 0)
...J '" "'" <!J " H 0 HH'" '" Ctl
"'Z '" " Z Z .., .. 0 '" ~fil~ z"
'"" ooz :>0 ZO H 0 , '" "'''' a..
~" z"' OU .. .. '" H '" "'''''' <!J
I CQ OO'" H" H '" '" '" .., 0 "''''..
OU .., H '" H "
'"" '" H .., 5: 0. " Z "'Z..,
, Z'" '" " 00' "
'" H" " ;j .. " '" "..'" ..,,,
'" " "'''' '" U U .. "''''''' "''''
.., "''' " H ","'H :>'"
H "U'" U '" "' .. '" ,,:>'"
I '" 0 .. Z '" "''''
iil ..,'" '" '" '" '" '" "..
.., "'.. .., H '" . . . .., ","'0
'" " Z"'O .. '" " '" .. .. .. <!J '" H
Z Z H H .., U~ U~ CJr-tZcn .."'''' ..,
'" "" .. '" .., '" '" '" '" H H "0" '"
U "'Z'" ,.. iil '" '" '" Z "''''''' :>
r:; '" O"<!J , .., zz H
"'.. " " .. . . H"'''' "'''
I "' "''' ""'" '" Z Z '" "0 ..oo E-<U"Jt!):>U1 H
" "H "'U .., " 0 .., "'oo "'''' cr:1.O[z]H..-l "'..,
'" al", '" H U H '" '" '" 'JJ:l01J'l ,..0
"<!J '" <!J '" :>OO :>oo :>oo 0 ..,'"
'" Z 0 '" " iil Zo zo zos:z~ "..
'" ~'" <!JH '" '" 0 <!J H~ H~ H..-lOO ~6 0
.. '" oz", '" "' 0 Z '" ~ ~ ~ZH
~ .... OH'" .., H .. U
I "'''' .",,,, '" ,.. '" .. '" 0 m m",,, <!J
8~ NUU U '" .., U . 0 . ~ ~H:> "'''
"'0 r:; " '" " r:; Z Z Z '" "'O<!J
"'H "'"' Z " '" 00 O~ O'<l'Z~ ",OZ
"''' U'" '" H H 15 '" HO H~ CI'lH..-iOl':zl "'H
" '" '" " "0 "0 ::C:E-<OH ,.."'..
"'''' '" H '" U '" ,,~ ,,~ a::f'(r-IE-<l':zl '" .., .:>
"' u.., .., '" .... .. OE-< <U ""''' "''''
'" ZH "' ~ :> '" '" "'''' '" "'''' .." Z"'" ...,
I H'" "'''' '" H al '" .., " "'" HHZ "''''
"'.. ""' .. '" '" '" .. .. " "'''' "''''0
" 0 " " " '" "''' H"'U
"'H "''' "' "' 0" " "''' 0'" ..,'"
:>"' "'''' .. .. .. U "':>'"
" '" '" "''' " ~:3 '''' "'Hal "'
Z'" "''' "''' "'" "''''''' "'0
H" oo .. U .. ~~ ....,
I "'''' Z "'''' "'" "'''' "''''
0'" ~" ~ ,.., ~;; ,.., "'"' '"
'" 0 , , "''' "''' .. "'"
OH U oo Z' 0
Z'" "'Z '" '" '" " " " "
"'''' H H H 0 O.
N al '" '" '" U. 0 ..
0 '" "'''' ~ N '" '" H H H Z <!J "':>
0 Z'" "" "'N'" "''''
I N "',.. ~ZO 0 0 0 ~ N '" H :>..,
, 0.. U Z Z Z '" ." Z'"
m '" "'0 H
~ <!J" '" "' '" iilZ1ij
'''' .. ""' Z Z Z 0 0 0
"'oo UO ~"''' H H H Z Z Z ",<!J'"
"'Z "'U .., .., .., "'Z
~ '" '" .. .. .. H' Z
I ..~ "''' <!J <!J <!J Z Z Z ~lil 0
'" H Z Z Z '" '" '" H
.. .. "'" "'.., H H H '" '" '" ""0 ..
"'" "''' 0" " " " '" '" '" "'"'0 "
"'" "0 ""':> " " " .., .., .., '" .. ~~
H UU U"'Z '" '" '" '" '" '" O. '" '"
.. "'H '" '" '" Z. "
,. ,. ,.
I
I
I
I
1"-'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
LATERAL 1-2
HYDRAULIC CALCULATIONS
SUMMARY
~\
I ... ... ...
~
I '"
~ ..
~ '"
~ 0:
I 0 '"
.. '" 0:
0: '" '"
~ 0 0 Z '"
~ '" :>
~ v "
'" H
..1 0:
I '" 0'"
"0 ZH
" "'0 '"
" '" V
'" "0 0
'" Z ..1
" + N
I ro :>
"'0 Z
'" ..10 H
" '0
ZO . ~ "'Z
" '"
"- :> "0
'" "'H
I '" "'0 ..1
00 "''''
H ."
00 "''' ,
"' ::! .", ""
~ "H
'" 0:0
,;;
I :>"- :>0 0
"'ro "'0 '"
~ ..1 ..1 ~
"'''- "'0 0
'" 0 0:
"'~ '"
~ Z
~ ~ ~ H
I " '" 15 ..1
N "
Z H VO:
H " H"
" ~ "'"
'" ~ 0 H'"
H Z '" 0:0
I- ..1 '" ..1 V
I '" '"
Z :i!
::) 0 Z ~ 0:
H N 0 '" " "':> N
0 " H N . '" Z "''''
H '" '" , :> H 0..1 --
Z H H Z " "'''' 0
N H :> H "'Z
I .. H ~ HO
- '" ~ 0 '" HHN ..-
I- 0 " '" M ..1 "" '"
::s '" " . 0 '" " ~ " "'HH "..1 Q)
..1 " '" " Z ZO 50 ..1:> 0:'" C>
'" 0'" " " H HHH '"
"'z '" 0 Z Z ..1 " 0 '" ..O::! ZO m
- ~Z :>0 ZO H 0 , '" 0'" "'0: CL
~" Zo: ov " " '" H 0: 0:"", "
I CO ~o: HO H '" '" '" ..1 0 "''''''
OV '" H '" H "
- .. H ..1 :> '" il Z "'ZH
Z'" 0: " VO, 0
0: HO 0 " " " 0: ""'" ..1"
'" N "0: 0: 0: " V " .."'''' "''''
..1 "''' " H a::-CiIH :>0:
H OVM V 0: 0: " '" 0:>'"
I .. 0 " Z '" "'0:
0 ..1'" '" .. '" '" '" ""
0: ..1 "''' ..1 H '" . . . ..1 O:O:V
'" N Z"'O " '" 0 '" " " " " '" H
Z Z H H ..1 ,,~ ,,~ U .-q,~ (/) ,,0:0: ..1
'" "0 " '" ..1 '" '" '" '" HH "0" '"
" o:Z'" '" 0 '" '" '" Z ~..'" :>
::: 0: """ ..1 0: ZZ H
I "'.. " ~ " . . H"'''' "'0
0: "'0 00'" '" Z '" "N "0 E-<O~:>.o H
" "H 0:" ..1 0 ..1 O:M 0:0 O::;O~Hrl "'..1
'" "'~ 0: H " H '" '" '" oll'JU)U1 ,"0
"" .. " .. :>M :>~ :>~ 0 ..10:
0: Z 0 '" 0 0 Zo Zo ZO~Zrr.. ""
'" ~o: "H 0: '" 0 " 0: H~ H~ Hr-lOO ZZ "
" '" OZ'" '" ~ 0 Z '" ~ ~ ~ZH "0
" "" OH'" ..1 H " V
I ~ 0:'" .",,,, '" '" .. " '" ro M M"''' "
:::~ NVV V 0: ..1 V . M . ~ ~H:> "'''
"'0 ::: " '" 0 ::: Z Z Z '" "'0"
"'H 0:0: Z " '" ON 00 OOZ~ ~OZ
0:" "'" 0: H H Z 0: HO HM IZII-lf""JOr.l HH
0 '" '" 0 " "0 "0 :'::E-<OH '".."
"'''' '" H 0: V '" ,,~ ,,~ r:r:fCt;.-q...td 0: ..1 .:>
0: "..1 ..1 '" "" " OE-< 1<(0 ""''' "''''
I '" ZH 0: '" :> .. 0: "'''' '" :;:rn E-<i<t Z,,'" '..1
HO: "'0: '" 0: H '" '" ..1 o 0" HHZ ~'"
"''' O~ " '" 0: 0: " " " "'0: "''''0
" " " " " '" "''' HO:V
"'H "'0 '" ~ 0" " ::I:Ft: Oen ..1'"
:>~ "'''' " " " Yo: "':>..
" 0: '" "''' " "''' O:H'" '"
Z'" "'0 0:" "''' "'" "'0:0: 0:0
H" ~ " " " "''' "..1
I ..'" Z "'''' "'" "'''' 0:" "'..
00: "-0 ~ '"' "" '"' "'''' '"
'" 0 I , "'0 0:0 "'0 " "..
OH V ~ Z, 0
Z'" o:Z '" '" '" " " " 0
"'''' H H H 0 O.
N '" '" '" '" ". 0 "
0 '" "'''' ~ N M .. H H H Z " 0::>
I 0 z'" "" "'N'" "''''
N 0:," ~ZO 0 0 0 ~ N M H :>..1
, V" V Z Z Z '" ." Z'"
'" '" 0:0 H
~ lHl '" '" '" ~Z::1
,~ " ,,0: Z Z Z 0 0 0
N~ "0 ~"''' H H H Z Z Z 0:"",
"'Z "'V ..1 ..1 ..1 "'Z
I ro '" '" " " " H' Z
..~ "''' " " " Z Z Z ~1i1 0
'" H Z Z Z '" '" '" H
" .. "'" 0:..1 H H H '" '" '" """ "
"'" 0:0 0" " " " '" '" '" "'~O "
"'" "0 "0::> " " " ..1 ..1 ..1 '" "
H "" "O:Z '" '" '" '" '" '" O. '" '"
" "'H 0: 0: 0: Z. " IP~
I ... ... ...
I
I I
I 0 0
. 0 0
.
. 0 0
.
.
.
I . 0 0
.
.
.
. 0 0 0
0:. 0 0 0
N'
. 0 0 0
I .
.
. 0 0
. 0 0
.
. 0 0
.
.
I .
.
. 0 0
. 0 0
.
. N N
.
.
0:.
I ,,,
""' 0
Ol. '"
Q. ~
.
~: 0
o.
I ".
.
. '" '"
. m m
. 0 "
.
. ~ n
.
.
I l- .
. 0]
:::>> . 0 00] N
. 0 00l
q . .,., -
. 0 0 0
. 0:
N . 0 N
I .
i= . m ~,.,
. 0 "' "' Q)
:5 . 0 0 0 0>
... .0]
0:. " 0 ".. CO
. 0 0" a..
..... . ~ nH
. ~ ~O
I CO . '"
.
..... Ol. m ~ mo:
:> . ,., N ,.,'"
",. ~ ~ ~O
. n .0
... 0 0 0"
'''' 0 Ol
I .
. ..
. 0
. m m"
. m m
. .0:
. N NO
.
I . '"
. ..
. '"
. ~ ~Q
.
. m m"
. '"
. '"
.
I . "
.
. Ol
. ..
. 0 ~~
. ~
. " mOl
. ."
I . ~ ~Ol
. 0 0'"
. ~ ~
. ~ ~..
. 0
. ,.,
. 0 ,,'"
. "' ~
. "' mO
I . ."
. ~ N
.
.
. .
. .
. N m 0
. ,., '" ON
I . m 'N
O. ,., ~ ~
'''' 0 0 0
. ~ ~O
. ~ 0 ~"
.
. '"
. " ~ ,.,,,
. ,., 0 ~ H
~ ",. ."
Ol. N '" 00:
,.,. 0 N ,.,'"
Ol. 0 03
,. ~ ~
,.,. . ~~
. .
I
I
i I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
lATERAL 1-2A
HYDRAULIC CALCULATIONS
SUMMARY
10
I I 1- 1- 1-
~
I '"
'"
on
al
~
'"
on
I 0 "'
"' '"
'" "' '" '"
~ 0 z ..
0 z "' ;;
~ :>i U
>< H
I .., '"
"' 0",
f<0 ZH
" "'0 '"
'" '" U
'" "0 "
>< Z ..,
'" + ~
I 00 "
",0 Z
"'0 H
>< " '0
ZO . ~ "'Z
'" '"
" " "'''
"' alH
I "'0 ..,
>< "0 "'"'
H ."
"0 "'''' ,
'" ::i .", f<'"
" "H
>< ",0
U;
I "N "0 0
"'''' ",0 '"
on .., .., ~
",,, ",0
>< 0 "'
"'~ '"
~ Z
" " H
I ~
" Z ..,
>< N 0 '"
Z H U"'
H f< Hf<
f< '" f<'"
'" M 0 " H",
H Z "' "'0
I I- .., >< .., U
"' "'
Z "
~ 0 Z '" ~ '"
H N 0 '" '" " "'" N
0 f< H N . "' Z "'"'
H >< '" , " H ".., '0
~ Z H H Z f< "'"'
H " H "'Z
I '" H .., HO'"
"' ~ 0 ::i '" "'HN ..-
0 '" .. M .., "" ><
!:i >< f< " " "' " ~ '" ",HH ".., Q)
.., '" '" f< Z zo 8 ..,,, "'"' 0)
"' ""' " '" H HH'" "'
"'Z '" " Z Z .., f< 0 "' "'''::i z" ctI
...... onz "0 zo H 0 , '" Oal "'''' a..
I ~'" z'" Ou f< f< "' H '" "',,"' "
co on", H" H '" '" '" .., 0 "''''f<
OU f<' H "' H '"
...... '" H .., Ii: '" " ~ "'z..,
z'" '" uo' "
'" H" " '" f< '" "' "'f<", ..,'"
"' ~ "'''' '" "' U U f< "''''''' "'"'
.., "'''' '" H "'",H ,,"'
H "UM U '" '" f< '" ",,'"
I '" 0 f< Z '" "''''
0 ..,'" "' '" '" "' "' "'f<
'" .., ",f< .., H '" . . . .., "'"'U
'" ~ Z"'O f< '" " "' f< f< f< " "' H
Z Z H H .., U~ U~ UrlZtI) f<"'''' ..,
"' "''' f< '" .., "' "' "' "' HH "'Of< "'
U "'Z"' >< 0 '" '" '" Z ""'''' "
~ "' U"'" , .., '" ZZ H
I ",f< '" '" f< . . H",'" "'''
'" "''' ""'" "' Z Z "' f<0 f<on E-<1f'l(!)>Ul H
" "'H "'U .., '" 0 .., "'on "'~ O::\OrdHrl "'..,
'" .." "' H U H "' "' "' '~(!)ll"I ><0
f<" '" " '" "on "on "on 0 ..,'"
'" Z 0 '" " 0 ZO ZO ZO~ZI1l "'f<
"' ~'" "H '" '" 0 " '" H~ H~ HrlOO ZZ 0
f< "' OZ'" '" " 0 Z '" ~ ~ ~ZH "'0
I !i! f<f< OH'" .., H f< U
"'"' .",", "' >< '" f< "' 0 '" "''''''' "
8~ N~g U '" .., U . 0 . " "H" "'0
'" '" "' " '" Z . Z Z. "' "'0"
",H "'''' '" Z " '" '" 00 O~ Oo::rZ~ "OZ
"''' U'" '" H H Z '" HO H~ CIlH......Orsi "'H
" '" '" 0 " f<0 f<0 ::.r::r.<OH ><"'f<
"'"' '" H '" U '" "'~ "'~ o::a:.-q....rd '" .., ."
'" U.., .., "' f<f< f< Of< ",u "'"''' "'"'
I "' ZH '" "' " '" '" "'''' '" "'" f<'" ZO'" ...,
H'" "'"' "' '" H al "' .., 0 "'" HHZ ""'
"'f< "" f< '" '" '" f< f< '" "'''' "''''0
" 0 '" !i! " "' "''' H"'U
",H "''' " 0'" '" "'''' 0'" ..,"'
" " "'"' f< f< f< U "',,'"
'" '" '" "'''' '" "'''' ,'" "'Hal "
Z"' "''' "''' "''' ""' "''''''' ",0
I Hf< on f< U f< ",f< f<..,
"'''' Z "'''' "'''' "'''' "'''' "''''
0'" "" ~ ><, ",' ><, "''' "'
"' 0 I "''' "'" <n" f< "'"
OH U on S' 0
Z'" "'Z '" '" '" '" '" '"
"'"' H H H 0 O.
N .. '" '" '" U. 0 f<
0 "' "'"' ~ N M '" H H H Z " "'"
I 0 z'" "" ",N", "'"'
N "'>< ~ZO 0 0 0 ~ N M H "..,
, Uf< U Z Z Z '" ." Z"'
'" "' "'0 H
~ "" "' "' "' OZZ
'0 f< "'''' Z Z Z 0 0 0 '" '"
M UO ~"'''' H H H Z Z Z "'''''''
"'Z "'U .., .., .., "'z
I N '" "' f< f< f< H' Z
..~ "'0 " " " Z Z Z ~:;! 0
"' H Z Z Z "' "' "' H
f< .. 0", "'.., H H H '" '" '" "",u f<
"'"' "'0 0'" 0 " 0 "' "' "' ","0 '"
0'" "'0 ""',, '" '" '" .., .., .., '" f<
H UU U"'Z "' "' "' "' "' "' O. '" '"
f< ",H "' "' "' Z. '"
I 1- 1- 1- 1\
I
I
1 0 0
. 0 0
.
. 0 0
.
.
I .
. 0 0
.
.
.
. 0 0 0
." 0 0 0
,,.,.
I . 0 0 0
.
.
. 0 0
. 0 0
.
. 0 0
.
I .
.
.
. 0 0
. 0 0
.
. '" '"
.
.
I ",.
".
"'. 0
"'. ~
". ....
.
~: 0
I O.
z.
.
. 0 0
. " "
. '" '"
.
. 0 0
.
I l- .
.
. '"
::J . 0 0'"
. 0 0'"
0 . .,., N
. 0 0
<C . 0: 15
I . 0
.
N . '" "'M N
. 00 " 0
- . '" 0 0 <1>
I- ... .",
..J "'. .... 0 00" 0)
. 0 oz CO
..... . " " H
I . " "0 a..
CO . '"
.
..... "'. '" " "''''
,.. '" '" "''-'
". 0 00 00
. 0 .0
... 0 0 oZ
I "'. 0 '"
.
. "
. 0
. 0 oZ
. " "
. '0:
. '" "'0
I .
. "
. "
. "
. '" "'''
.
. '" "'''
. "
. 00
I .
. cl
.
. '"
. "
. 0 ~~
. '"
. '" "''''
I . 'Z
. .... ....'"
. 0 0'-'
. " "
. " ""
. 0
. ,.,
. 0 M'"
. '" 00
I . ~ "'0
. 'Z
. '" '"
.
.
. .
. .
. 0 ~ '"
I . '" " "''''
. 0 .",
O. '" n '"
,,,. 0 0 0
. n nO
. n 0 nZ
.
. '-'
I . 0 '" "'Z
. 0 .... ....H
",. 'Z
"'. 0 ~ ~o:
,.,. 0 n n"
"'. 0 0,",
,. n n
,.,. .
. . 1Z.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LATERAL 1-3
HYDRAULIC CALCULATIONS
SUMMARY
1'?>
I 'i' 'i' 'i'
~
I '" .:
~
'"
.-<
'"
~
I 0 "'
"'
.. '" '" '" '"
0 0 0 "
.-< 0 " " ~ "'
.-< ~ ~ U
~
I >< ,.,
"' "0 "0 "0
~ "'0 "'0 "'0
'" u
'" "0 "0 "0 0
>< " '" ::!
'" '" +
I >
'" ",0 ",0 ",0 '"
"'0 "'0 "'0 ~
>< " " "
",0 "'0 "'0 11.-<
'" "'''' '"
>
.... "'
I "'0 "'0 "'0 ,.,
>< 00 00 00 "'"'
H H H ."
00 00 00 "''''
~ ~ ~ .",
'" ,.
>< ",'
I >~ >0 0
",0 ",0 '"
~ ,., H ~
",,,, .,0
>< 0 '"
"'.-< '"
.-< '"
,. ,. H
I ~
'"
" >< N 0
" H
H ..
.. :;
'" M 0
H '" "'
I ,., >< ,.,
I- "' "'
6 "
~ " '" ..
H N 0 '" '" M
q .. H M . "'
H >< '" , > -
" H H " 0
C"') H > H
I .. H ,.,
i= "' .-< 0 ~ '" ..-
0 '" '" M M M ,., Q)
::s >< .. " 0 "' " .-< .-< .-< '"
,., '" '" .. " "'0 "'0 "0 0 0)
., 0" " '" H 0
"''' '" 0 " 6 ,., .. 0 0 0 ., ctl
.... ~" >0 "0 H , '" a..
I :;;;i "'" ou .. .. ., H '"
CO HO H '" '" '" H 0
ou .., H ., H
.... .. H ,., i< '" 0 "
"'" '" '"
'" HO 0 '" .. '" '"
., ~ ..'" '" '" u u ..
,., .,'" '" H
H "UM U '" '" .. '"
I .. 0 .. " '"
~ ,.,'" ., .. '" ., .,
,., .,.. ,., H '" . . . . . ,.,
'" ~ ""'0 .. '" 0 ., .. .. .. .. .. "
~OZ H H ,., U'-< U.-< U.-< U'-< U....ZCtl
., .. '" ,., ., ., ., ., ., ., HH
U ",,,,", >< ~ '" '" "' '" '" "
~ '" U"'" ,., "''''
I .,.. '" '" .. . . . . H"'"
'" "'0 00'" ., " " ., "0 "0 "N "0 80l!):>1I"l
0 "'H "'U ,., '" 0 ,., "'''' "'.... "'''' "'''' j:t;m[i]H.-l
'" "''' '" H U H ., ., ., ., ., -alt!lU"l
.." .. " .. >M >M >M >M >M 0
'" '" 0 '" 0 ~ "'0 ",0 ",0 "'0 ZOSZr...
., .-<'" "H '" '" 0 " H'-< H'-< H'-< H'-< H..-IOO
.. ., 0",,,, '" ,. 0 " '" .-< .-< .-< .-< '-<"H
I !i .... ~H'" ,., H ..
"'., .",., ., i;: .. .. ., M N '" '" "'''''''
g:\i '-<UU U ,., U . '" . '" . M . .-< .-<~>
.,0 ~ '" ., 0 ~ " " '" '" . " .,
"H "'''' '" 0 '" OM OM 0.... o~ O~Z...:l
"'0 U'" '" H H " '" HO HN H~ H'" (flHI.OO[i]
0 " '" 0 0 "0 "0 "0 "0 ~~~~[i]
.,., '" H '" U '" "'.-< "'.-< "'.-< "'.-<
'" U,., ,., ., .... .. .. .. OE-< ,::CU
I ., "H '" ., > .. '" .,'" '" '" '" 3:Ul 8<
H'" .,'" ., '" H '" ., H o 0"
"'.. 0" .. '" '" '" .. .. '" "''''
" 0 '" '" 0 ., "'0
"H .,0 ,. ,. 0'" '" '" '" "'''' 0'"
>,. "'., .. .. .. .. .. U
'" '" '" "'''' '" '" '" "'''' ,'"
"'., "0 "'0 "'0 "'0 .,,, 0.,
I H" ~ .. U U U .. .,..
..'" '" "'''' "'''' "'''' "'''' "'''' "''''
0'" ....0 .-< ><, ." ." ." ><, .,,.
., 0 "'0 "'0 "'0 "'0 ",0 ..
OH U ~ '"
"'0. "'''' "' '" '" '" '" '" '" '" 0
.,., H H H 0 O.
N '" '" '" '" '" "' U. 0
0 ., "'., .-< N M .. H H H H H " "
I 0 "'" 00 "N"
N "'>< ~"o 0 0 0 .-< N M ~ ~ H
, U.. U " " " '" '0
'" ., "'0
.-< "0 ., ., ., 0"'"
'''' .. "'''' '" '" " 0 0 0 0 0 '" '"
N'-< UO .-<"'''' ~ H H '" " '" '" '" "''''''
.,,, enu ,., ,., ,., "''''
I '" '" ., .. .. .. .. .. H'
...-< "'0 " " " '" '" '" '" '" ..'"
., H '" '" '" ., ., ., ., ., H'"
.... 0" "',., H H H '" '" '" '" '" O"'U
"'., "'0 0'" 0 0 0 ., ., ., ., ., .,,,0
0'" "'0 B~~ '" '" '" H H ,., H ,., '"
H UU ., ., ., ., ., ., ., ., O. '"
.. "H '" '" '" "'. '"
I 'i' 'i' 'i' 1A.
I
I
I '" 0 0 0 0
'" . 0 0 0 0
"' .
:> . 0 0 0 0
" .
.
I '" .
0" . 0 0 0 0
,,~ .
'" , '" '"
.
, 0 0 0 0 0 0 0
" "'. 0 0 0 0 0 0 0
N N'
I . 0 0 0 0 0 0 0
,
. ., .,
, 0 0 0 0 ,. ,.
'0 , 0 0 0 0
.,,, .
'" . 0 0 0 0
"0 .
"'~ .
I .
.
. 0 0 0 0
, . "' "' "' "'
.." ,
"'~ , ~ ~ ~ ~
,"0 .
.
I '",
..,
"" 0 0 0
." r- r- <D
O. "' "' "'
,
~: 0 0 0
I o.
",
" ,
" . '" '" '" '"
0'" , r- r- r- r-
~.. . "' "' "' "'
..'" .
~., . 0 0 0 0
"'0 .
I .... 0 .
.
,
=>> '" . 0 0 0 0
'" .,:> , 0 0 0 0 C")
0 " "'., .
~ 0" . 0 0 0 0 '0
M .. "'., . "
I "''' . 0
~o . ~'"
~ ,,~'" . '" '" ~ "'''' , N
'" , >0 . '" ~ r- ~ '" ~ "'~~ Q)
.,~~ "''' , 0 0 0 0 0 0 0:>
,,:> "'., .., .~ " 0)
..J ~~" ., ,", <D 0 "' 0 "' 0 ",0 Iii
foiillii "0 , 0 0 0 0", ro
~ .,'" , ~ ~ ~ ~o., a..
I "'0" '" , ~ ~ ~ ~"'..
CO "''''.. , "
" . ""
~ .,,,,, ." '" '" '" '" '" '" "'0'
00' 0 :>. N r- N r- N r- N""
"..., "" ". 0 ~ 0 ~ 0 ~ 0"''''
.."'''' .,., . 0 0 0 ,., ~
"'.,~ ""'" ... 0 0 0 0 0 0 0,,"'"
I 0,,"'" "" 0 0 0 '"
"'''' . !:1tl
".. ,
"''"0 , ~
., ~ , 0 0 0 0"''''
.."'''' " . '" '" '" ,"0"
"0" ., . ...'"
"..'" "" , ~ ~ ~ ~ ~ '"
I ~ , "'0
"'0 . ~ '"
~ . "'''
"''' , >00
>00 . '" '" '" '""'"
"'" , ."..
".. . N N N N""
"" 0 . "0
"0 . 0
I 0 , '"
'" . "'0
"'0 . "'0'"
"'0'" . "0"
"0" , ,,~
,,~ . 0 0 "' l")>O~~
>0"" . ~ "' '" r-'" "
'" " .:> , 0 0 0 ooeCtilO
I ""0 "'., . 'ZO Ul
"0'" ." . "' "' "' OOl-ll-lZ
~~" "., . 0 0 0 o;EtI}Q
"''''0 . ~ ~ ~ rl l...."~ U 0
~"'O . ~ ~ ,~ ~".,
"., . .,:>.. 0
.,:>.. . "'~"'
"'~"' " . 0 0 "' C"la.o:;o:;
"''''''' ,"0 . ~ "' ~ r-
I .." . ~ '" N ~
"'.. .
., , ~ ~ ~ ~
0.. .
0 ,
.
. ~
.. . 0 "' 0 '" N r- 0
I "'''" . '" '" r- 0 "' r- '" . ~
.,., . ~ "' ~
:>" O. '" 0 '" 0 '" 0 '"
"., "'. 0 0 0 0 0 0 0
~ . ~ ~ ~ ~
. ~ 0 ~ 0 ~ 0 ~
. M~O~~~~O:O~~OON~~N~~M~O~~
. WO:OrlM~OOON~~mNqWmrlM~OOrlM~
. M '" N '" "' "' '"
I " . '" ~ "' "' M r- ~ Mq~~OOmrlNMq~~OOmONMq~~OOm
0 ",. OOOOaQrlrlrlrlrlrlrlrlNNNNNNNN
~ .,. M 0 M M r- '" ~ 0000000000000000000000
.. ". 0 N N N ~ ~ '" rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
" .,. 0 0 0 0
.. ,. ~ ~ ~ ~
'" ".
. 15
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
'"
'"
x
x
t-
:;:)
Q
M
~
~
co
~
0
N
C-
O
M
M
'"
C-
'"
0
M
M
0
M
'"
0
M
M
'"
ro
'"
0
M
M
O.
~
'"
'" 0
M
'" M
u
u
~
~
~qro~~roN~~N~OM~Oq~~qroM~roN~mN~
roON~~mN~~mrl~~rorlM~OOON~~mNq~mrl
ONM~~~OOmOrlMq~~OOmOrlMq~~~mOrlNq
MMMMMMMM~~~~qq~q~~~~~~~~~~mm
0000000000000000000000000000
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
o
M
ro
o
M
M
'"
'"
C-
O
M
M
M
-
o
M
C1)
C)
ctl
a..
'"
'"
><
'"'
f<
U
"
x
'"
"
'"
f<
ti
'"'
'"
'"
"'
f<
o
Z
><
!ii
~
o
M
M
"
'"
~
"
M
M
'"
"
'"
'"
6 ~ g
~ Xf<
E-< O::t.1H~
" '" x
:> :>P::l'<1E-<
[dHtilQO o:J;
Z ..4l'ilZ II:
o r>:lZH{.?li::10Ul
H::r:: Z....:lZU E-<
E-<E-dil;2 HZ(il:2;
:;~~u~:n~~~8
~Cl~~~~in~t:ip<
filHOOClUr:.:lE-<O::
I'l:;CIl zo
E-<U E-<>tCll[z]t.H...
0:: HO::::r::Cl Cil0
><tilE-<tzlClO:::>OHCll
O:::>HE-<HWO::HHZ
CIlo:(Zo::.:et>:lZOO::F:CO
[l]HU~:X::[Z]Ua:l:::H
"'''' f<
011 R n II II 11 a II I'l:
f<,", f<
t.?HU:::::r::r.:1XCO)-tCll
o
~
o
M
M
o
'"
M
o
M
M
ZM
N
1(P
I
I
I
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LINE J
HYDRAULIC CALCULATIONS
SUMMARY
11
I ~ ~
I
I '" '" '" '"
--< 0 0 0 0
~ ~ z z
--< !>! !>!
,.
I "' "0 "0 ~o "0 ..
" "'0 "'0 0 "'0 '"
'" '" H
'" "0 "0 "'~ "0 "
,. iij z "'~ :! z
'" '"
M
I .
~ ",0 ",0 MO ",0 "'
,. "'~ ",0 0 ",0 "'
0 " " H " "
Z iij~ zO "'~ zO Z
"' '" "'<- '" '"
<- "
I ,. '" "'a "'a ~'" "'a "'
'" ",0 ",0 I~ ",0 "'
H H ... H H
"0 "0 "'''' "0 "'
'" :;l :;l "'<- :;l :;l
>0
,. z--<
H
.
I >0 M~
",M ''''
~ "' ... .
"'~ "''''
,. <- "'<-
"'a >0
--< z--<
~ " H
I " ,. '"
N
Z ~
H ~
... 0
"' M 0
H Z
.... "' ,.
I '"
::) 6 " <-
z '" .
q H ~ 0 '" N r--
... H M
H ,. "' 0 .....
Z H 0
.., H >
I w r. H ..,
'" --< " I ......
Z " '" '" M M M M
,. "' Z " --< --< --< --< Q)
::i "' "' H Z ZO zo zo zo Z 0)
'" " "' H
"'Z '" z 6 .. 0 0 0 0 ~
.... ~z >0 H I "' a..
--<'" z'" ... ... '" H N
I CO ~'" H" "' "' '" "' , M
au H '" H ...
.... r. "' i;: '" " '"
'" "'
'" " '" ... '" .
'" N '" '" U U --<
"' '" H 'M
H U '" '" ... ...
I r. 0 ... z '"
0 "' r. "' '" "'
'" "' ., H " . . . . . .
'" N .. ... "' " '" ... ... ... ... ... ..
H H ., u--< u--< u--< u--< u--< U
'" ~ ... "' "' '" '" '" "' '" '" "'
u ,. 0 "' "' "' "' "' "'
'" '" --< ., '"
r. "'.. '" ... . . . . . .
I '" "''' ~ "' iij 6 '" "'0 ...~ ...'" ...--< "'M ...
"' "'H ., "' "'M "'~ "'0 "'--< "'~ '"
"' "''' 0 H U H '" "' "' '" '" "'
r. " "' >~ >~ >'" :>'" >'" :>
'" r. 0 .. " 0 z<- z<- z<- z<- z<- Z
'" --<'" '" Ul 0 to '" HO HO HO HO HO H
... "' 000 .. " 0 z .. --< --< --< --< --<
'" .... oo~ ., H
I " "'"' "' ,. "' .. "' 0 ~ ~ '" M
8:l! MN--< u '" "' u . 0 . M . '" . M . <- .
'" '" '" "' ~ z z z z . z . Z
,"H "' Z " "' 00 O~ o~ 0--< ON 0
"''' '" H H Z '" HO HN H<- H~ HN H
"' " "' 0 "' "0 "0 "0 "0 ..--< ..
"' H '" U "' "'--< "'--< "'--< "'--< "'--< '"
'" ., '" ..... .. .. .. .. ..
I "' '" "' > "' '" "'"' "' '" "' "' "'
H'" "' '" H :1 "' .,
"'.. .. .. '" ~ ...
" !ii "'
",H " 0'" '" '" z'" '" '"
>" ... .. .. 0.. .. ...
'" .. "'" '" '" H'" '" '"
'"" "''' "''' "" "''' "'''
~ .. u u u u u
I ",,,, "'"' "'"' "'"' zoo "'"' "'"'
0'" --< ,., ,"' ,"' f:;;:; '"' ,"'
'" , , "'"' "'"' "'"' "'"' "'"'
OH ~
z.. "' "' "' '" '" '" '" '" '"
H H H 0
N Ul "' "' "' '" "'
0 "' --< N M "' H H H H H H
I 0 Z'"
N "',. ~~~ 0 0 0 --< N M ~ ~ '"
, u.. z z z
'"
--< "' "' "'
,--< .. z z z 0 0 0 0 0 0
M uo --<NM H H H Z Z Z Z Z Z
",z ., ., .,
N "' .. ... .. .. ... ..
I ..--< " " " z z z z z z
'" z z z '" "' '" '" '" "'
.. .. ""' H H H " " " " " "
"'"' ",,, " " " "' "' '" '" '" "'
"" "'0 """ '" '" '" ., ., ., ., ., .,
H uu uuu "' "' "' "' '" "' "' "' '"
.. '" '" '"
I ~ ~
1~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
:J
q
..,
w
z
::i
-
co
-
o
o
o
o
o
'"
~
o
o
o
M
~
o
o
.
~
.
~
~
~
"
o
~
..~
"'0
'" .
:>"
Z"
HO
~
~
. '"
Z .
OM
H"
..~
"'~
..
'"
'"
~
00
M
~
~
'"
..
'"
0:0
U
"''''
""
"'D
'"
'"
H
"
o
z
..
z
'"
'"
'"
'"
'"
0:
o
Z
~
0:
o
Z
~
"0
"'0
'-'0
Z
'"
"0
"'0
'-'0
:i!
"'0
"'0
'-',
Zoo
"'00
"'0
"'0
'-',
Zo
'"
"'0
DO
H .
00
:li
"'0
DO
H .
00
:li
M
~
Zo
o
'"
Z
o
H
..
H
Z
H
'"
'"
o
'"
'"
Z
z
'"
0:
MU
~
ZOO
'Z
0'"
'"
'"
'"
al
5
z
z
o
H
. ..
.. U
u~'"
'" '"
'"
..
U~
'"
'"
'"
. .,
..~'"
"''''
'" . I
:>"
zoo H
HO'"
~"
H
"'..
. M Z
Z ..,
o~"
H"'H
..'"
"'~"
.. 0
'" Z
'"
..
'"
0:0
U
"''''
""
"'D
'"
'"
H
"
o
Z
..
Z
'"
'"
'"
'"
'"
:>0
"'0
H .
"'0
'"
,.
.
~
'"
'"
Z
o
H
..
"
'"
'"
..
Z
'"
"
:'i
o
'"
'"
'"
'"
H
.. '-'
{)NZtIl
'" HH
'" Z
ZZ
H"''''
E-o......t!l>U'l
P:;N~Hrl
r:zl .j:Qt!lU"l
:>" 0
zco3:Zr...
HOOD
~ZH
..
~"''''
MH:>
z. '"
O~Z~
tlJHNOtzl
:'::E-<NH
P:r:CrlE-<t.1
DE-< I<(<J
3:tIl E-ol<(
o D'"
'" "''''
'" "'D
XI<( OC/)
.. "
Z I<( 1 cr:;
tzlCl Or.:l
~Ul fi1~
>0........ tzl:';:
"'D ..
ZI
D
O.
".0
Z '-'
"'''''''
H
'" .0
"'0
OZZ
'" '"
"''-''''
"'Z
HI
..Z
H'" .
0"'''
",,.0
'"
O. '"
Z. '"
'i'
.
'"
'"
H
~
o
Z
'-'
Z
H
Z
'"
'"
,.
..
Z
'"
'"
'"
'"
'"
'i'
~
'"
al
'"
'"
'"
'"
Z
'"
"
H
'"
"
o
+
:>
Z
H
. ~
:>
'"
'"
"''''
.,-,
"''''
.",
,.
'"
o
'"
,.
o
0:
Z
H
Z
o
H
..
'"
:>
'"
'"
'"
ti
'"
:>
Z
H
'-'
Z
H
..
"'Z
HO
HH
'"
"'H
"':>
HH'>
"'0'
Oal'"
"'DZ
"''''H
'"
"'Z
"01
"'..'"
"'''''''
"''''H
D:>'"
"''''
"'..
"'o:U
'" H
.."''''
"'0"
,."''''
H
"'0
H
"''''
>00
"''''
"'..
~6
"
'-'
"'0
"'0'-'
,.OZ
"'H
>0"'''
'" H
"''''D
ZO'"
HHZ
"''''0
H"'''
"''''
"':>'"
"'Hal
"'''''''
'"
'"
t3
"
'"
'"
o
Z
'"
0:
..
'"
'"
al
:>
'"
'"
0'"
ZH
'"
'"
.,
'0
"'Z
'"
"'0
alH
,
..'"
'-'H
0:0
'"
'"
,,0:
H"
..'"
H'"
"'0
U
'"
"':>
"''''
D'"
"''''
>0 .
'-''''
"''''
., .
ZO
"''''
'-'
o
"''''
"''''
:>0:
'"
'"
:>
"
.:>
"''''
.",
,.'"
,.
0:0
..'"
"''''
'"
0"'
o
..
"':>
"''''
:>'"
Z'"
H
5
H
..
'"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
.,.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
0:'
...
"'.
"'.
o.
.
m:
o.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
0:'
.
.
.
.
.
"'.
:>.
",.
.
"'.
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o.
"'.
.
.
.
.
.
.
",.
"'.
"'.
"'.
,.
"'.
.
o
o
o
o
o
o
o
o
o
o
o
o
M
'"
M
~
'"
o
o
o
'"
~
.,.
~
"
o
~
o
~
'"
'"
'"
o
'"
~
.,.
~
'"
'"
"
~
"
"
o
~
'"
"
"
~
o
M
'"
"
o
~
o
o
o
o
o
~
o
o
o
o
M
~
'"
"
M
o
.,.
~
.,.
.,.
~
o
'"
"
~
o
o
o
"
M
'"
'"
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
M
~
o
~
'"
'"
M
.,.
'"
o
o
o
'"
~
"
~
"
o
~
"
o 0
.,. N
o 0
"
o
~
"
M
.,.
~ ~
o .,.
o '"
~
~ '"
o
N
M
'"
'"
~
.,.
~
"'
'"
"
M
"
"
o
~
"'
N
"
~
'"
'"
'"
"
"
~
" 0
~ "
o
~ '"
o "
o
o ~
"
M
'" 0
" '"
.,. 0
'" '"
o
~
'"
'"
o
~
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
M
~
o
~
'"
"'
M
.,.
N
o
o
o
M
'" ~
.,. ~
o 0
"
o
~
" ~
M 0
~ ~
"
~ '"
o
.,.
o
M
~
.,.
~
'"
'"
~
'"
"
"
o
~
.,.
~
"
~
" ~
~ 0
o
~ ~
o "
o
o ~
.,. .,.
M '"
'" '"
N "
o
~
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
M
'"
M
.,.
'"
o
o
o
~
~ '"
~ "
o ~
"
o
~
o "
~ M
" M
"
'" .,.
o
"
~
M
~
.,.
~
'"
"
'"
"
"
"
o
~
"
~
~
~
'" ~
'" ~
"
o ~
o "
o
o ~
'" ~
.. M
'"
~
.. "
" 0
Z ~
D
'>
o
o
o
o
o
o
o
o
000
000
000
o
o
o
o
o
o
o
o
o
o
M
M
o 0
" "
" "
~ ~
'"
'"
N
'"
'"
'"
'"
N
o
o
o
o
o
r-
-
o
N
Q)
0)
co
a..
o
'"
.,. '" M
~ " '"
o ~ 0
"
o
~
" ~ '"
" .,. 0
~ .,. '"
~ 0
M .,. .,.
o 0
~
"
~
~
'"
~
~
~
"
"
"
.,.
"
.,.
.,.
"
M
"
"
o
~
'"
o
~
"
"
o
~
.,.
"
'"
~
'"
~
'"
~
~ '" ~
~ ~ ~
o 0
~ ~ ~
o " 0
o
o ~ 0
" ~ 0
~ 0 M
M '" M
" ~
o
~
11\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
~
o
...,
w
z
:J
......
co
......
o
o
o
o
o
o
o
o
o
o
o
o
'"'
N
'"
N
N
o
o
o
n
m
'"'
N
00
o
n
N
m
00
~
'"
...
...
n
00
...
~
m
m
~
...
...
o
n
...
n
N
n
00
N
ro
...
o
n
ro
'"'
00
m
o
n
o
o
o
o
...
00
n
...
'"
o
'"
o
00
'"
~
o
ro
n
o
n
o
o
'"
'"
N
n
o
o
o
o
o
o
o
o
o
o
o
o
'"'
N
'"
N
N
o
o
o
'"
ro
m
N
00
o
n
o
00
'"'
oO
n
ro
00
n
00
...
~
'"
00
'"
...
...
o
n
'"
...
n
n
n
~
ro
...
o
n
n
m
o
n
n
n
o
o
o
o
...
00
n
N
ro
o
...
n
N
N
'"
o
ro
n
o
n
o
o
N
00
n
n
o
o
o
o
o
o
o
o
o
o
o
o
'"'
N
'"
N
N
o
o
o
~
00
'"
'"'
00
o
n
o
N
m
'"
'"'
oO
m
n
00
...
~
~
'"
ro
...
...
o
n
~
'"'
n
n
'"'
oO
ro
...
o
n
'"'
...
N
N
n
n
o
o
o
...
00
00
n
n
'"'
o
00
oO
,..,
...
oO
o
ro
00
m
o
o
o
~
,..,
oO
o
o
o
o
o
o
o
o
o
o
o
o
,..,
N
'"
N
N
o
o
o
,..,
00
00
,..,
00
o
n
'"
00
n
'"
ro
m
m
n
00
...
~
00
m
ro
...
...
o
n
oO
n
n
n
00
oO
ro
...
o
n
...
o
00
N
n
n
o
o
o
...
00
00
n
m
'"
o
,..,
oO
N
,..,
ro
o
'"
00
m
o
o
o
00
00
o
n
.,.
.,
.,
'"
1J
u
....
,.,
o
o
o
o
o
o
o
N
o
o
o
o
o
o
o
o
,..,
o
...
00
n
N
'"
N
N
o
o
o
00
ro
oO
~
00
o
....
....
o
00
ro
,..,
m
o
N
00
...
~
...
ro
...
...
...
o
....
...
...
o
....
m
ro
ro
...
o
....
oO
m
00
,..,
....
....
.,
"
"
'"
"
Z
....
..
"'Z
....0
,.,....
'"
.,....
,.,,,
........'"
"''''
0""
o:"Z
"''''....
,.,
~ .,Z
r--- UQI
CD 1'(E-<t.1
O'l r...tflP<
1.0 P:t.1H
Oo..O:>p..
-LOC/lo::,
.... "..
LOo:::r:O
0" ....
r...E-<P:;O::;
"0"
""''''
....
"'''
....
"',.,
><0
,.,0:
"..
ZZ
"0
U
"
"'''
"'0"
"OZ
,.,....
><"'..
0: ,.,
".,,,
Z,,'"
........Z
"''''0
....o:U
,.,.,
.,,,'"
g::;!~
o
~
o
o
"
.,
....
"
:i!
'"
,..,
....,
o
.... '
au
'0
0'"
'"
"
ro
"'~
oO'
'"
..
0:
.,.
0:
'"
..
"
"
0:
0.,
Z....
'"
,.,
N
'0
.,Z
'"
""
......
,
.."
"....
Z"
,.,
"
UZ
......
..'"
.....,
0:"
U
0:
.,,,
"'.,
",.,
"'.,
>< '
",.,
0:.,
., .
Z"
.,0:
"
"
,.,,,
.,.,
"Z
,.,
.,
"
co
."
"'.,
.,.,
".,
"
ZO
..,.,
"''''
.,
"'"
o
..
0:"
.,.,
",.,
Z.,
....
5
....
..
"
..
'"
.
.
.
.
.
.
.
.
.
.
.
0:.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
z,
...
"'.
.,.
".
.
i:i:
o.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
z.
.
.
.
.
.
.,.
".
".
.
"'.
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o.
"'.
.
.
.
.
.
.
"'.
.,.
,.,.
.,.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
o
,..,
N
oO
N
N
o
o
o
~
ro
m
~
00
o
....
o
ro
....
...
...
~
....
N
00
...
~
~
o
00
...
...
o
....
...
oO
o
....
oO
...
ro
...
o
....
....
'"
o
o
o
o
...
'"
....
'"
...
o
,..,
,..,
~
...
...
o
,..,
n
o
....
o
o
~
~
....
....
o
....
o
....
o
o
o
o
o
o
o
o
o
o
o
o
,..,
N
oO
N
N
o
o
o
o
'"
...
oO
'"
o
....
m
...
'"
...
,..,
oO
N
N
'"
...
~
....
...
'"
...
...
o
....
....
N
o
n
oO
'"
'"
...
o
n
o
o
o
o
...
'"
....
'"
00
o
....
...
,..,
'"
'"
o
,..,
....
o
....
o
o
n
...
N
'"
m
~
oO
....
n
o
o
o
o
o
o
o
o
o
o
o
o
,..,
N
oO
N
N
o
o
o
~
'"
oO
'"
'"
o
....
....
'"
'"
00
N
'"
,..,
N
'"
...
~
,..,
,..,
m
...
...
o
....
'"
'"
m
o
o
o
o
o
...
'"
....
,..,
m
o
'"
...
'"
o
o
....
oO
m
'"
...
o
....
,..,
....
o
....
o
o
,..,
,..,
'"
....
m
~
'"
n
n
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
'"'
o
....
'"
o
N
'"
N
N
o
o
o
'"
....
oO
....
,.., ~
'" n
o '"
'"
o
....
...
'"
o
....
oO
N
oO
m
N '"
oO m
'" '"
N
o 00
....
...
...
~
N
'"
r-
~
,..,
m
m
r-
r-
o
....
,..,
oO
m
o
~
o
o ...
o N
o
o '"
N r-
o
o ....
r-
r-
o
....
....
oO
~ oO
.... '"
'" m
r-
....
....
,..,
...
....
....
o
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
o
o
o
,..,
o
o
,..,
o
....
'"
o
N
oO
N
N
'"
N
N
N
o
o
o
o
o
o
t-
-
o
C")
Q)
0>
CO
a.
o
'" 0
'" '"
o '"
'"
o
n
m ....
o m
r- 0
....
m 00
o
~
m
,..,
'"
,..,
N
N
N
'"
'"
...
.,.
r-
~
oO
~
N
m
r-
o
....
m
o
...
o
'"
o
....
ro
r-
m
o
n
n
o
....
o 0
o ...
o
o m
N r-
o
o n
oO 0
n '"
r- '"
'"
....
....
~
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
=:I
o
""")
w
z
::::;
-
co
-
o
o
o
o
n
~
o
~
~
o
'"
~
'"
o
~
o
o
o
o
o
N
o
"'
~
"'
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
N
~
N
'"
~
o
n
~
"'
"'
~
~
~
n
N
~
~
~
"'
n
'"
n
~
o
n
~
~
o
n
~
~
o
~
o
n
"'
'"
N
'"
n
n
o
o
o
o
n
~
o
~
"'
o
n
~
~
o
~
o
o
o
o
o
'"
o
~
~
~
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
n
n
'"
'"
~
o
n
~
~
'"
'"
"'
~
o
N
~
~
~
~
N
'"
N
~
o
n
~
~
o
n
~
~
n
~
o
n
N
"'
~
'"
n
n
o
o
o
o
n
~
o
"'
N
o
~
"'
~
n
'"
o
o
o
o
o
N
o
N
n
~
o
o
o
o
o
o
o
o
o
o
o
o
"'
'"
"'
N
N
o
o
o
~
'"
~
'"
~
o
n
~
~
o
'"
~
~
'"
n
~
~
~
'"
~
~
'"
~
o
n
"'
N
n
n
~
'"
N
~
o
n
~
'"
n
o
N
n
o
o
o
o
n
'"
o
'"
n
o
'"
"'
n
~
"'
o
o
o
o
o
N
o
n
"'
"'
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
'"
"'
o
o
'"
o
n
"'
N
"'
"'
'"
~
'"
n
~
~
~
n
"'
"'
~
~
o
n
"'
'"
n
n
~
"'
"'
~
o
n
"'
n
"'
o
N
n
o
o
o
o
n
'"
o
~
n
o
~
o
"'
~
~
o
o
o
o
o
N
o
N
o
'"
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
'"
'"
n
o
'"
o
n
'"
N
o
"'
'"
'"
~
n
'"
~
~
~
~
n
"'
~
o
n
"'
o
'"
n
~
'"
"'
~
o
n
~
n
~
o
N
n
..
'"
'"
'"
z
'"
"
H
,.,
"'
o
o
o
'"
"
'"
'"
o
n
~
o
"
Z
H
..
"'Z
HO
"'H
'"
"'H
,.,,,
HH"
"0'
0",,,,
"'''Z
"''''~
,.,
"' "'Z
'" (.lOI
l.D F(E-<fzl
.-l ~UlJll
'<l' P::;fzlH
Oo..P:>1l<
oUlt'lP::;
n "'..
ll')p:;:x:U
0'" ~
r...E-<c:r::o::
"'0"
"..'"
~
"'0
~
"',.,
"0
,.,'"
"'..
ZZ
"'0
"
"
"'0
"'0"
"OZ
,.,~
,.....
'" ,.,
"''''''
ZO'"
~~Z
"''''0
H"'"
,.,'"
"'"..
"'~"'
"'''''''
n
n
o
o
"
'"
~
o
Z
'"
'"
o
0'
o
O.
N"
'0
0'"
'"
'"
n
"'~
N'
..
"'
'"
..
'"
'"
"'
"
'"
'"
0'"
Z~
'"
,.,
N
'-0
"'Z
'"
"'0
"'~
'-
..'"
,,~
,"0
,.,
'"
"'"
~..
..'"
~'"
"'0
"
'"
"'"
"''''
",.,
"''''
,. .
",.,
"''''
'" .
ZO
"''''
"
o
,.,'"
"''''
,,'"
,.,
'"
"
o
."
"''''
.,.,
"'"
"
,"0
..,.,
"'..
'"
0..
o
..
"'"
"''''
",.,
Z'"
~
5
~
..
'"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
'".
...
"'.
"'.
o.
.
ill:
o.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
'".
.
.
.
.
.
"'.
".
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o.
"'.
.
.
.
.
.
.
"'.
"'.
,.,.
"'.
'-.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
o
'"
N
"'
N
N
o
o
o
n
n
"'
o
'"
o
n
~
'"
"'
~
"'
n
~
n
~
~
~
"'
~
~
"'
'"
o
n
'"
~
N
n
'"
~
~
~
o
n
~
~
o
n
N
n
o
o
o
o
n
~
o
'"
o
o
N
n
'"
'"
"'
o
o
o
o
o
N
o
'"
N
N
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
'"
'"
'"
o
'"
o
n
"'
"'
n
~
"'
"'
'"
n
'"
~
~
o
~
N
'"
~
o
n
"'
'"
N
n
~
'"
~
'"
o
n
~
o
'"
n
N
n
o
o
o
o
n
'"
o
'"
o
o
'"
'"
n
N
"'
o
o
o
o
o
N
o
'"
'"
n
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
"'
o
n
'"
o
N
"'
N
N
o
o
o
"'
"'
~
o
'"
o
n
N
"' 0
o "'
o 0
'"
o
n
~
~
~
'"
'" 0
~ '"
N ~
~
N "'
o
'"
"'
"'
n
'"
~
~
n
~
'"
'"
'"
o
n
"'
~
'"
n
~
'"
"'
~
o
n
o ~
o '"
o
o "'
N ~
o
o n
o
o
n n
~ ~
n '"
n
N
n
"'
n
N
n
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
"'
o
n
~
o
N
"'
N
N
o
o
o
'"
~ '"
o "'
o 0
'"
o
n
o ~
~ n
~ n
~
N "'
o
'"
~
~
n
~
~
~
N
~
o
~
'"
o
n
"'
'"
"'
n
o ~
o '"
o
o "'
N ~
o
o n
~ ~
~ n
n ~
n
N
n
o
o
o
o
o
o
o
o
o
"'
N
"'
N
N
o
o
o
r--
-
o
"'<:t
Q)
0>
ctl
a..
~
n
~
n
~
~
~
n
N
~
~
~
o
n
'"
~
...
n
8\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::J
o
..,
w
Z
::::;
....
co
....
o
o
o
o
n
00
o
'"
o
o
n
'"
00
n
N
o
o
o
o
o
N
o
'"
N
n
o
o
o
o
o
o
o
o
o
o
o
o
'"
N
"'
N
N
o
o
o
'"
'"
"'
o
'"
o
n
'"
'"
00
N
n
"'
'"
n
00
~
.,.
'"
'"
~
~
00
o
n
n
o
"'
n
'"
N
'"
00
o
n
~
.,.
'"
n
N
n
o
o
o
o
n
00
o
N
o
o
~
~
N
'"
n
o
o
o
o
o
N
o
n
n
n
o
o
o
o
o
o
o
o
o
o
o
o
'"
N
"'
N
N
o
o
o
o
'"
"'
o
'"
o
n
00
~
"'
N
00
00
N
n
00
~
.,.
N
n
o
00
00
o
n
00
"'
"'
n
"'
.,.
'"
00
o
n
00
"'
o
N
N
n
o
o
o
o
n
00
o
N
o
"
'"
00
'"
'"
n
o
o
o
o
o
N
o
"'
'"
o
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
'"
o
n
00
o
N
"'
N
N
o
o
o
"'
o
'"
o
'"
o
n
~
n n
o '"
" 0
'"
o
n
'"
.,.
'"
00 0
00 '"
'" n
.,.
n N
o
N
00
N
N
n
00
~
.,.
N
'"
N
00
00
o
n
'"
n
'"
n
.,.
'"
'"
00
o
n
o n
o 00
o
o '"
N 00
o
o n
'"
"'
n .,.
00 '"
n
N
N
n
o N
N
N
n
o
o
o
o
o
o
o
o
o
'"
N
"'
N
N
o
o
o
n
~
n
n
00
~
.,.
~
00
.,.
00
00
o
n
N
00
'"
n
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
o
'"
o
n
00
o
N
"'
N
N
o
o
o
n
o
o
~
N n
'" 0
o 0
'"
o
n
'"
'"
N
'"
n
o
~ 0
'" 0
'" ~
n
n n
o
~
n
n
n
00
~
.,.
o
'"
'"
00
00
o
n
'"
.,.
~
n
o
o
o
o
N
o
.,. 0
'" 0
o
'" 0
00 N
o
n 0
~
'"
n '"
o "'
'" 0
N
N
n
o
'i'
'"
'"
'"
Z
'"
U
H
..,
o
o
o
o
.,.
o 0
o 0
o 0
'"
C>
o '"
o '"
o
o
o
'"
o
n
00
o
o
n
00
o
N
"'
N
N
o
o C>
Z
o H
..
"'Z
HO
.,. "'H
'" 0 '"
\J) 0 till-t
..,o.
a 0 HHIJ
0\ t<..ClI
o OalM
rl cr::OZ
"''''H
..,
rl 0 U:1Z
\J) 1.0 UOI
r- l"") <'l;E-.<fil
o ....OOlll
rl rl A::t:LlH
00..0:>0..
oLt'H/la:;
n "'..
tI'la:::z:U
U") ow H
\J) ....80:;0::;
"'0"
o 3:l1.tIl
n H
"'''
H
"'..,
00 ><0
..,'"
~ "'..
.,. ZZ
"'0
U
C>
"'''
"'OC>
,"OZ
'" .., H
r- ><tr..E-<
00 "'..,
"''''D
0::0 ZCUl
co HHZ
o :EmQ
rl Hcr;U
..,'"
"'o.'"
o 0 t:GHCQ
N l? a. a:; 0::
00 '"
H
n "
~
'"
"' 0
o 0'
o
~ o'
00 NU
o '0
n 0'"
'"
'"
~ "'
"' .,.~
'" O.
N '"
N
n <0
'"
'i'
'"
'"
<0
>
'"
'"
0'"
ZH
'"
..,
"
'0
"'Z
'"
"'''
<OH
,
..'"
C>H
0:"
..,
'"
UO:
H"
..'"
H'"
"'''
U
'"
"'o.
"''''
D..,
"''''
>< .
C>..,
"''''
'" '
Z"
"''''
C>
"
..,'"
"''''
>0:
..,
'"
>
o
.o.
"''''
...,
'"'"
'"
0:0
....,
"'..
'"
"..
o
..
"'o.
"''''
o...,
Z'"
H
Z
o
H
..
'"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
0:.
...
"'.
"'.
".
~:
o.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
0:'
.
.
.
.
.
"'.
o..
",.
.
...
,,,.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
"'.
..,.
"'.
,.
..,.
.
o 0
o 0
o 0
o 0
000
000
000
o 0
o 0
o 0
o 0
o 0
'" '"
o
n
00
o
N N
"' "'
N N
N N
o 0
o 0
o 0
Z
o
H
00 n'"
M 0 ..,.H
1.0 0 1.0::>-
.H,">
o 0 COI
0'1 0'l1Ilr.:J
o aDZ
rl rlUlH
..,
Z
.-l 0 LJ"IOI
o O'l U1E-Qil
\0 ...... """CI)Q.,
0'1 . [il H
rl 0 .--l:>a.
o '"
"'..
O:U
H
II) 00 a:; a:;
rl \.DOE-<
.",,,,
o '" H
n "'''
H
"'..,
><0
00 co...::lO::
.",..
r- r--ZZ
..,. ..,.~O
u
C>
"'''
"'Oc>
,"OZ
"'H
r- o.o>d... E-<
M coO:: H
o rlf<l;r.:10
.z Cl rJl
0'1 O'IHHZ
00 co;:E:CIlQ
o OHO::U
.--I rl,.;:jtzl
[;l;:~
Lf'l <.00..0:::0:;
'" ~
00 '"
n n
.,. 0 n
nON
o
~ 0 ~
00 N 00
o 0
nOn
N .,. '"
0"''''
.,. 0 .,.
N N
N N
n n
'"
r-
-
o
LO
Q)
0)
ell
a..
'"
0:
U
'"
. H
OLl)Otn
ONUir--
OMI.OO\
0000
0000
...-lrlrlrl
~2-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
x
~
~
~
~~
~
~
~
~
~
~
~
~
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~
~
~
~ ~
~ '>-
0
~
~ ID
~ en
ro
CL
~
~
~
~
~
~
~ ~
~ ~ ~
~
~ ~
~ 0
~ ~ 0
~ ~ 0 0
0 0
~ 0
~ 0 0
0 0
0 0
0 ~ ~
~ ~ ~ ~
~ ~
~ ~ ~
~ ~~
H
H H
H H
H H
H
H
HH
H
H
H
~
~
o
-,
w
z
~
~
00
~
rl~rl~rl~N~N~N~MOOMOOMoo~m~m~m~O~O~O~rl~rl~rl~N~N~N~NooMroMooMm~
ON~~ON~~ON~~ON~~ON~~ON~~OM~OOOM~OOOM~OOOM~OOOM~OOOM~OOOM~OO
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
MWmN~mN~~N~OON~OOrl~OOrl~OOrl~~rl~~O~~OM~OM~OM~mM~mN~mN~mN~OO
rlrlrlNNNMMM~~~~~~~~~~~~oooooommmOOOrlrlrlNNNMMMM~~~~~~~~~~~~
OOOOOOOOOOOOOOOOOOOOOOOOOOOrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
~~
I
I
I
I '" '" "'''' o:;p:;cr::o::o::o::a:
~
'"
0
I '"
'" 0
"'''' ~
"''''
'"
'" ~
'" ~
I '" '"
~
"
~
'" :c
:c
I ,...
'" ...,
:c u
,...
u ~
:c "
~
u
:c "
I u " ~
"
:c
u " '"
~
"
" ~
I I- :cu ~
~
:::> " "
..., t-
O :c u ~
~ '+-
. " ~ 0
~ ~ "
I w ~ t-
u
~
Z :c " Q)
,... 0)
::::i '"
~ ell
.... N a..
I u ~
CO " "
:c ~ ~
....
~
U " ~
~ ><
I ~ ..,
~ ..
" u
:c ~ "
"
~ '"
"
U " "
I '" '"
..
'" ..
,... 0
" ..,
~ ~ '"
.,
I " '"
,...
.., ..
0
~ Z
,...
~ " ><
~ ;)i
I 14
.., '"
'" Z .. :0
0 ~ ..,
'" ~ "..
,... .. O::rilH,:C
0 " "'''
I ~ :> :>O::OzlE-i
ril,-HilOa a:
z ..HilZ 0::
0 rilZHc.!lt:ilOcn
" H:J: Z..:IZU E-<
.., E-<E-i[z],::( HZtilZ
..., ;;~~5~~:i:g~
,... ~O~~r:2~~~P<
I "
~ ril..:lOO{!)UfilE-iO::
~rn ZO
E-<U E-<><C1l[:iltilC1.
O::HO::Xc.!l[iJc.!l
O'\'<l'O'\'<I'OlflC)Ll"lOIl'l.....\Orl\O ;>-lrilE-<Wc.!lO:::>OHUl
OM<O co rlM 1.000..... M'DOO.....M a::>HE-<HWO::HHZ
cn.:::::zo::;a:WZ::;la:..c:o
I NLOOOrltO<:I:Jrl'<l'co.....qor--......"'" (/)HU:o::r:::[iJUIllSH
(DOOOOO'lO'lcnoOOrlrl.....NN "'''' ..
rlrl.....rlrl.....NNNNNNNN O. " . " " " . . "
...............rlrl.....rlrl....................rl...... ...., ..
c.!lHU;.;::r:r.JXCO;>-<cn
0
z~ N
I ~
.../,
I I
,
I
I
,I
I
'I
'I
,I
I
I
1
I
I
.1
I
II
'I
1
LATERAL J-1
HYDRAULIC CALCULATIONS
SUMMARY
~->
I ... ... ...
I ~
0. .:
"'
'"
.-<
'"
I "'
0 .,
., '"
.. 0: '" 0.
0 Z '"
.-< 0 Z ., ;(
.-< ~ U
I H
>< .., '"
0.,
., "0 ZH
'" 0.0 0.
'" '" U
0. "'0 0
>< ~ ..,
I + "
>
'" "0 Z
"'0 H
,.. '" '0
ZO . .-< .,Z
'" '"
> "'0
I ~ ., "'H
"'0 ..,
,.. 00 .,.,
H ."
00 "'''' ,
;;; ~ '0. ..'"
" "H
0:0
I ,.. .n
>'" >0 0
.,~ "0 '"
"' .., .., "
.,~ "0 0
>< ~ 0:
"'0 '"
.-< Z
I " " H
~
Z ..,
" >< N 0 '"
Z H UO:
H .. H"
.. '" ..0.
'" M 0 > H"
I H Z ., "'0
I- .., >< .., U
., .,
=>> Z ~
0 Z ~ '"
q H ~ 0 0. " .,> "'<:t
.. H .-< . ., Z 0..,
H ,.. '" , > H 0.., .....
Z H .., Z .. "'., 0
I ...... H > H "'Z
~ .. H .., HO
., .-< 0 ~ '" "'H.-< ..-
0 '" '" M .., "" ,.. Q)
>< .. n 0 ., " .-< '" "H'" "'..,
:3 .., '" '" .. Z ZO 0 ..,> "'., 0>
., 0., OJ '" H a HH'" .,
o.z 0. 0 Z Z .., .. 0 ., ~~~ ZO Cll
I "'z >0 ZO H 0 , '" .,'" a..
...... .-<'" Z'" ou .. .. ., H '" "'0., OJ
CO "'0: HO H '" '" 0. .., 0 0."'''
au .., H ., H .'"
...... .. H .., ~ 0. 0 Z "Z'"
Z'" '" '" UO' 0
'" HO 0 '" .. '" 0: "'..., ..,'"
., " ..'" '" 0: U U .. ""'0. .,.,
I .., .,'" '" H "'''H >0:
H OUM U '" '" .. '" 0>0.
.. 0 .. Z '" "''''
:il ..,'" ., .. '" ., ., "'..
.., .,.. .., H '" . . . .., "'o:u
0. " ZO.O .. '" 0 ., .. .. .. OJ ., H
Z Z H H .., UN UN UNZUl .."'''' ..,
., "'0 .. '" .., ., ., ., ., H H "'0.. .,
U o:Z., >< 0 '" '" '" Z "..'" >
I ~ 0: U"'''' .., '" ZZ H
.,.. '" '" .. . . H"o. "'0
.M.- U) 0 000. ., Z Z ., ..~ ..'" E-<1XIt!l>1Jl H
"'H O:U .., '" 0 .., "'''' "'N O::Nt:>:1l-lrl "'..,
L-lIl:;: 0: H U H ., ., ril -1Ilt!lLf1 ><0
..OJ .. OJ .. >'" >r- >r- 0 ..,'"
0: Z g 0. 0 g Z~ Z~ Zr-S:zt..o "'..
., .-<0: OJH '" 0 OJ HO HO HOOO ~5 a
I .. ., 00:<::;(1) 0. " 0 Z 0. .-< .-< '-<ZH
~ .... OU1l-ttfl .., H .. U
0:., .",., ., >< .. .. ., "' .-< .-<"'''' "
8;]! NrlUU U '" .., u . M . r- ~H> 0.0
"0 ~ '" ., 0 ~ Z Z Z ., "'0"
"H 0:0: Z 0 '" OM 00 OOZ....:l "OZ
0:0 uo. '" H H 1l 0: HO H~ U)1...n'''Oril "'H
0 '" '" 0 "0 "0 ::Ge-<OH ><....
.,., '" H 0: U '" "'.-< "'.-< O::I'(.--lE-<ril 0: .., .>
I 0: U.., .., ., .... .. DE-< A:u ",.,0 "'.,
., ZH '" ., > .. 0: .,'" '" :;:CJ} E-<,:( ZO'" ...,
HO: "0: ., 0: H '" ., .., o 0" HHZ ".,
0." 0" .. 0. 0: 0: .. .. O'i 0.0: '""'0
0 a ~ ~ 0 ,"0 HO:U
"H .,0 0'" '" ::z::o::e Oen ..,.,
;(" "'., .. .. .. u .,>..
0: 0. '"'" '" '"'" ,0: O:H'" "
I z., .,0 0:0 .,0 0., 0."'0: 0:0
H" "' .. U .. .,.. ....,
..'" Z "'''' ~~ "'''' 0:'" 0."
00: r-o .-< ,.., ><, .,,, .,
., 0 "'0 "'0 .. 0..
OH U "' Z, 0
zo. o:z '" '" '" '" '" '" 0
.,., H H H 0 O.
N '" '" '" '" u. 0 ..
I 0 ., !Hl .-< N M .. H H H Z " 0:>
0 zo. "N" .,.,
N 0:>< qoqoZO 0 0 0 .-< N M H >..,
, u.. u Z Z Z '" .0 Z.,
'" ., 0:0 H
.-< "0 ., ., ., OZZ
,~ .. "'0: Z Z Z 0 0 0 0: '"
M UO rlNCI)o<:C H H H Z Z Z 0:"",
I .,Z "'u .., .., .., .,Z
N '" ., .. .. .. H' Z
...-< ,"0 '" '" " Z Z Z ..Z 0
., H Z Z Z ., ., ., HO: H
.. .. 0., 0:.., H H H '" ~ '" O"'u ..
"'., 0:0 0'" 0 0 0 ., ., ""0 ;'i
0," "'0 88gj~ " '" " .., .., .., '"
H UU ., ., ., ., ., ., O. '" '" ~
I .. "H 0: 0: 0: Z. "
... ... ...
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.....
=>>
q
-
~
:'5
-
co
-
.
.
.
.
.
.
.
.
.
.
.
"'.
...
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
".
....
ad
"'.
Cj<
.
~:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
".
.
.
.
.
.
"'.
>.
".
.
...
OJ<
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
OJ<
.
.
.
.
.
.
",.
"'.
>>.
"'.
,.
>>.
.
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
'"'
....
'"
,..
,..
o
~
'"'
'"
~
o
~
~
'"'
~
'"'
o
~
,..
,..
,..
o
~
o
N
00
o
~
'"
~
,..
o
~
'"
'"'
'"'
o
o
~
o
o
o
o
,..
~
o
N
o
o
N
~
,..
N
o
o
'"
o
'"
o
o
o
~
00
~
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
N
'"'
'"
,..
,..
o
~
00
~
~
o
'"
N
'"'
~
'"'
~
~
,..
,..
,..
o
~
'"
00
,..
o
,..
'"
~
,..
o
~
'"
~
o
~
o
~
o
o
o
o
,..
~
o
N
o
o
~
'"'
~
'"'
o
o
'"
o
'"
o
o
o
00
00
~
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
'"'
'"
'"
,..
,..
o
~
'"
00
~
o
'"
~
'"'
....
'"'
00
~
,..
,..
,..
o
~
'"
'"
,..
o
~
o
,..
,..
o
~
,..
o
,..
~
o
~
o
o
o
o
,..
~
o
N
o
o
'"
'"
'"
'"'
o
o
'"
o
'"
o
o
o
~
,..
'"
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
'"'
,..
'"
,..
,..
o
~
'"'
o
N
o
N
~
'"'
~
'"'
o
,..
,..
,..
,..
o
~
N
'"'
,..
o
~
o
,..
,..
o
~
00
,..
N
N
o
~
o
o
o
o
,..
~
o
'"'
o
o
o
~
o
~
o
o
'"
o
'"
o
o
o
N
~
~
o
o
o
o
o
o
o
o
o
o
o
'"
....
o
,..
~
o
o
o
o
o
o
o
00
,..
o
~
~
N
N
o
'"
,..
'"'
~
'"'
~
,..
,..
,..
,..
o
~
'"
o
,..
o
,..
o
,..
,..
o
~
o
~
'"
N
o
~
o
o
o
o
,..
~
o
'"'
o
o
'"'
'"
'"
.,.
o
o
'"
o
'"
o
o
o
'"
,..
'"
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
,..
N
o
00
,..
o
~
~
~
N
o
00
'"
'"'
....
'"'
....
00
,..
,..
,..
o
~
o
00
~
o
o
~
,..
,..
o
~
'"
~
'"
'"'
o
~
o
o
o
o
,..
~
o
'"
o
o
00
....
o
'"
o
o
'"
o
'"
o
o
o
'"'
~
o
~
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
o
o
00
,..
o
00
,..
o
~
~
'"
N
o
~
o
~
....
'"'
N
N
00
,..
,..
o
~
o
,..
~
o
'"
~
,..
,..
o
~
N
'"'
'"
~
o
~
o
o
o
o
o
o
o
o
o
o
o
o
o
o
'"
~
o
,..
~
o
o
,..
~
o
'"'
~
o
o
o
"
o
H~
~""
OH'>
N>
'H >>
~~~
00'"
~"'...
"
,,>>
~O,
"'...'"
N"''''
.", H
0>'"
'"
"...
"U
H
~"''''
00...
...'"
~ H
"'"
H
"'>>
><0
~>>'"
.",..
'"'''''
"0
u
'-'
"'''
"'0'-'
,",0"
>>H
O)-li:>..E-o
"'''' >>
O"I~[i]O
. Z Cl rn
f'HHZ
r-;EcnO
OHO::U
~>>'"
"'>..
"'Hal
OP-op:;p:::;
,..
~
o
o
,..
~
~
'"
o
o
'"
o
'"
o
o
o
00
N
,..
,..
o
~
'"
'"'
~
,..
o
,..
o
~
'"
N
'"
'"
'"
"
"
"
'"
-.::t
'+-
o
N
Q)
C)
C1:l
a...
'"
'"
'"'
'"'
'"'
u
u
u
H
H
. H
U"lNOt"--Lf'lNOf'-U"lNOr-Lf'J
l'"lf-.-l""'CON\,!)O'Ir"'lr-.-1"<l'CXl
l'"l""'\Or-COOrlN""'U"lr-COO'l
OOOOO..-l.-!rlrlrlrl.-l..-l
0000000000000
rl..-l......r-l..-l..-l........-I.....rl......-1.....
2>1.
I'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
'"
'"
'"
'"
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
0:
0:
0:
0:
'"
I-
::l
0 '"
T"" '"
~ '"
'"
::s "
T""
co
T"" "
" " "
u
u
H
H
H
H
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
NO~~N~~~Nm~~Nm~~Nm~~~mW~rlm~~rlm~~rlm~~rl
N~mM~O~OON~mM~O~OON~mM~O~OON~mM~O~OON~mM~
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
rlNM~~oomONM~~~mOrlM~~~OOOrlN~~~OOmrlNM~~~ma
NNNNNNNMMMMMMM~~~~~~~~~~~~~~~~~~W~~~~
0000000000000000000000000000000000000
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
'"
0:
H
'"
....
'"
....
o
~
o
'"
'"
....
o
~
~
..
'"
....
o
~
M
N
'"
....
o
~
..
o
""'"
-
o
C"?
Q)
0>
CO
a..
'"
....
o
~
'"
'"
....
....
o
H
'"
'"
....
....
o
~
'"
..
....
....
o
~
~
M
....
....
o
~
N
~
z ...
o H
H "...
E-< O::l':zlH
" "'''
:> >o::rq
l':zl,-HqOO
Z ...:Il':zlZ p:;
o l':zlZHl!)OOO
H:r: Z...:lZU
E-<E-+l':zl":': HZtzl
~~~o~:n:niig
~o~~~~~~
l':zl...:lOO{!)C)l':zlE-+
"'" Z
E-<U E-<><Ull':zlfzl
P:Ho::;:r:Clt.n.,
)-Il':zlE-<l':zll!)O::::>O.....
O:::>HE-<Hl':zlO::H....:l
UJ.::x;ZO::o::(l':zlZpo::a:
UlHU~:r:l':zlUCOS:
"''''
o. nUll II U U II
...'"
0HUs::r:l':zlXl!l><
o
z~
B8
....
....
o
~
..
'"
'"
....
o
~
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
:::;)
q
......
5
......
co
......
-.::t
'0
-.::t
Q)
C)
ell
a..
,..
H
E-<
U
"
"
"'
"
"'
E-<
E-<
o
H
'"
"'
'"
E-<
ji!
,..
>'i
'"
'"
i'i
"
E-<
"
'"
E-<
Z
H
o
'"
'"
o
..
'"
5
H
E-<
"
E-<
'"
N
~I\ '
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
:~
\
~
LATERAL J-2
HYDRAULIC CALCULATIONS
SUMMARY
<\0
I ,. ,. ,.
I
~
I '" .:
'" ai
~
'"
'"
0 "'
I "' '"
'" 0: '" '"
0 z '"
~ 0 z "' >
~ ~ V "
~
>< ,., '"
0",
I "' "0 z~
" "'0 '"
" '" V
'" "0 0
>< z ,.,
" + N
>
I 00 ",0 Z
"'0 ~
>< " """-0
zO " ~ ",Z
" '"
> "0
<- "' "'~
"'0 ,.,
>< "'0 "'"'
I ~ ."
00 "''' """-
::i ,'" .."
~ " ,,~
0:0
>< Ui
>00 >0 0
I "''"' ",0 '"
'" ,., ,., "
"'<- ",0 0
>< <- 0:
"'0 '"
~ z
" " ~
~
I 6 ,.,
" >< N "
Z ~ vo:
~ .. ~..
.. " ..'"
'" '"' 0 > ~"'
~ z "' "'0
I- ,., >< ,., V
"' "'
I ~ z "
0 z " ti '"
0 ~ N 0 '" " "'> M
.. ~ N . "' z "'"'
~ >< '" , > ~ "',., -
N z ~ " z .. "'"' 0
~ > ~ "'z
~ '" ~ ,., ~o
I "' ~ 0 ::i '" "'~N T"""
0 " "' '"' ,., "" >< Q)
>< .. u '" "' " ~ ~ "'~" ",.,
:5 ,., " '" .. z zo ,.,> "'"' 0)
"' 0", " " ~ <> ~~,., "'
"'z '" 0 z z ,., .. 0 "' f:::il::i zo ro
"'z >0 ZO ~ 0 , '" "'''' a..
~ ~" z'" Ov .. .. "' ~ '" "''''"' "
co "'0: ~o ~ '" '" '" ,., 0 "''''..
I ov .., ~ "' ~ "
~ '" ~ ,., i< '" 0 ~ ",z'"
z'" '" vO' 0
'" ~o 0 Ii! .. " ".."' jJt:J
"' N '"'" '" V V .. ,"",,,,
,., "''' " ~ "'"'~ >0:
~ ov,", V '" '" .. '" "'>'"
'" :;: .. z '" "''''
I 0 ,.,'" "' '" "' "' "..
'" ,., "'.. ,., ~ '" . . . ,., "'O:V
'" N Z"'O .. '" 0 "' .. .. .. " "' ~
z z ~ ~ ,., VN VN UNZtIl .."'''' ,.,
"' "0 .. '" ,., "' "' "' "' ~~ "0" "'
V o:z"' >< 0 '" '" '" z ","", >
;:; "' V"" ,., '" zz ~
"'.. " ;i! .. . . ~"'''' "'0
I '" "'0 "'0'" "' z "' ..~ ..~ E-<\Dl.!):>1O ~
'" ,,~ "'v ,., " 0 ,., 0:00 "'''' O::mtill-l.-.l "',.,
'" "''' "' ~ V ~ "' "' "' -OO{!)tO ><0
..'" '" " '" >~ >~ >~ 0 ,.,0:
'" Z 0 '" 0 0 z<- z<- zr--:=:zr... "..
"' ~'" ,,~ '" '" 0 " 0: ~o ~o HOOD ::is <>
.. "' OOZtIl '" " 0 Z '" ~ ~ ~z~
~ .... Oll)Ht/J ,., ~ .. V
"'"' .",", "' >< '" .. "' ~ 00 00"''' "
I ~~ N......UU U '" ,., V . ~ . '" "'~> "'0
"'0 ::: " "' '" " Z . z. z. "' "'0"
"'~ ",0: Z 0 '" '" O~ O~ O\DZ~ "OZ
0:0 V'" 0: ~ ~ Z 0: ~o ~~ tJ)H.-tOPil ,.,~
'" '" '" 0 '" "0 "0 ::GE-<OH ><'"..
"'"' '" ~ 0: V '" ,,~ ,,~ O:;~rlE-<[zl '" ,., .>
0: v,., ,., "' .... .. 08 ~U ""'''' "'"'
"' Z~ 0: [;l > '" 0: "'''' '" t;:cn E-<f( zo'" .,.,
I ~"' "'"' "' ~ g! "' ,., o "''" ~~Z ""'
"'.. "''' .. '" '" .. .. " "'''' "''''0
0 <> " " '" "' "'''' ~o:V
"'~ ",0 " " 0" " "''' 0'" ,.,"'
>" "'"' .. .. .. V "'>'"
" '" '" "''' " "''' ,'" g;~~ "
Z"' ",0 ",0 ",0 0", "'0
~... '" .. V .. "'.. ..,.,
,"", Z "'''' "'" "'''' "''' "''"
I 0'" ,...'" ~ ><"""- [;l~ ><"""- "''' "'
"' 0 "'''' "'''' .. 0,"
O~ V '" ZI 0
Z'" o:Z '" '" '" " " " '"
"'"' ~ ~ ~ 0 O.
N '" '" '" '" V. 0 ...
0 "' "'"' ~ N '"' '" ~ ~ ~ Z " 0:>
0 z'" "'0 ",N", "'"'
I N "'>< .,1'''<1' Z 0 0 0 0 ~ N '"' ~ >,.,
"""- V.. V Z Z Z '" .0 Z"'
'" "' "'0 ~
~ "'0 "' "' "' OZZ
"""-'" .. ,,0: Z Z Z 0 0 0 '" "
N VO rlNcn~ ~ ~ ~ Z Z Z "'''''''
"'Z "'V ,., ,., ,., "'Z
~ '" "' .. .. .. ~, 6
..~ "'0 '" '" '" Z Z Z ~ij'i
I "' ~ Z Z Z "' "' "' ~
.. .. 0", 0:,., ~ ~ ~ '" '" '" o"v ..
""' 0:0 0" 0 0 0 "' "' "' "''''0 "
0'" "0 CI 0 0:;:> " " " ,., ,., ,., '" ..
~ vv uuo::z "' "' "' "' "' "' o. '" '"
.. "'~ "' "' "' z. "
,. ,. ,.
I q\
I
I
I 0 0 0
. 0 0 0
.
. 0 0 0
.
.
.
. 0 0 0
I .
. 0:
.
. 0 " 0 0 0
0:. 0 0 0 0 0
""
. 0 0 0 0 0
.
I .
. 0 0 0
. 0 0 0
.
. 0 0 0
.
. '"
.
I . .,
. 0 0 0
. "' "' "'
.
. .-< .-< "
.
.
"'.
<<.
I ad 0 0
." "' "'
O' '" '"
.
~: 0 0
O.
z.
I .
. '" '" '"
. 0 0 0
. 0 0 0
.
. " " "
.
l- .
.
I ~ .
. 0 0 0
0 . 0 0 0 u C")
.
. 0 0 0 '0
N . z
. 0 "'
~ . HN N
I . ~ "' """ ,
. N ,... '" N "H'" Q)
. "' 0 "' 0 ~>
::s ... 'H>-1 =
"" 00 0 00 0 ~~~
. ,... ,... CO
. 0 0 00" a..
..... . " .-< '-<Ol<<
I CO . z:l
.
..... .,. " 00 "' 00 "'0'
>. " "' '" ,... ~...,
... "' ~ ~ 0 ~Olo.
. ,... ,... .., H
... 0 0 0 0 0>0.
'''' 0 0 0:
. o1lJ
I .
. H
. ~ "' 000:0:
. ,... ~ "'0"
. '''Ol
. "' "' "' H
. OlO
. H
I . Ol>-1
. ><0
. 00 00 00>-10:
. .....
. ~ ~ ~ZZ
. "0
. U
. <0
. 0.0
I . OlO<O
. ",Oz
. >-1H
. "' 00 0'1 >0 r........
. " '" ~o: >-1
. 00 00 O'\~tsJ~
. . Z 0 en
. ,... ,... r--l-lHZ
I . ,... ,... r---;Eu.JO
. 0 0 OHll:U
. " " ""'Ol
. [;!>..
. H'"
. "' ~ aHl.. It: a;
. "' ~ 0
. '" '" 0
.
I . 0 0 "
.
.
.
.
. ~ ,... "' ,... ~
. 00 '" '" '" '" 'H
. ,... ,...
I O. ~ 0 ~ 0 ~
Ol. ,... 0 ,... 0 ,...
. 0 0 0
. " 0 .-< 0 "
. ~O~~~NOOMO'\~O~~r--NroMO'\~O~~r--MOO~O'\~rlWNr--M
. ~r--O'\N~r--O'\N~r--ON~r--aN~r--OM~OOOM~OOOMWOOrlM~
. ~ N ~ N 00
. ~ 0 ~ Ul '" ~~~~~~~WWWr--r--r--r--OOOOOOOOO'\O'\O'\O'\OOOOrlrlrlrlNNN
I ",. ooooaOOOOOOOOOOOOOOOOOrlrlrlrlrlrlrlrlrlrlrl
.,. ~ '" "' "' ~ 000000000000000000000000000000000
"'. 0 " " rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
Ol. 0 0 0
,. .-< .-< "
"'.
.
I q-z.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I .
LINE K
HYDRAULIC CALCULATIONS
SUMMARY
q-\
I ~ ~
I
I
I '" '" '" '"
0 0 0
~ 0 ~ ~ z z
~ ~ ~
><
I "' 0<0 0<0 ~O 0<0 0<
" "'0 "'0 0 "'0 '"
" '" ~
'" "0 "0 ,"0 "0 "
>< z z '" z z
" " " "
'"
I .
00 ",0 ",0 "'0 ",0 "'
"'0 "'0 0 "'0 ,.,
>< 0 '" " ~ " "
z zo z~ ,"0 zo Z
" ""' '" " "
"'
.- "
" "'0 ",0 ~O "'0 "'
I >< '" "0 "0 '0 "0 "
~ ~ 0<' ~ ~
PO 00 "'A 00 P
~ ~ "' ~ ~
'" >
"
>< ~
.
I >0 "'0
",0 '0
"' ,., 0< .
",0 "'A
>< "'
"' >
"
" ~
I ~
0
" >< N
" 0
~ ~
0< "
"' '" 0
~ "
I- ,., ><
I "'
~ Z '" 0
0 Z " .
0 ~ N 0 '" 0 00
0< ~ '"
~ >< "' " -
~ " ~ 0
~ >
"' ~ '"
I w "' ~ p , ..-
p '" "' '" '" '" '"
Z >< " Z " .... ~ ~ ~ Q)
,., "' ~ " "0 "0 "0 "0 " 0)
::::i "' '" ,., ~
"''' '" Z " 0< 0 0 0 0 ctI
"'Z >0 ~ 0 , "' 0-
~ ~" ""' 0< 0< "' ~ N
I CQ "''" ~p "' "' '" ,., , 0
au ~ "' ~ 0<
~ "' ,., ii: '" p j
"'
"' p " 0< " .
"' " "' '" u u ~
,., " ~ '0
~ u "' "' 0< 0<
I "' 0 0< " "
g "' "' "' "' ,.,
,., ,., ~ '" . . . . . .
'" " '" 0< "' P "' 0< 0< 0< 0< 0< 0<
~ ~ ,., u~ u~ u~ u~ u~ u
"' "' 0< "' ,., "' "' "' "' "' "' "'
u >< g "' "' "' "' "' "'
~ '" ~ , ,.,
",0< " 0< . . . . . .
I "' ",p "' "' " " "' 0<0 0<'" 0<'" 0<'" 0<'" ~
" ,,~ ,., " 0 ,., "'a ",,,, ",,,, ",,,, "'~
"' "''' 0 ~ u ~ "' "' "' "' "' "'
" " " >'" >"' >'" >'" 5;:;; >
"' "' 0 '" p 0 "'" "'" "'" "'" "
"' ~"' "' t1l 0 '" "' ~O ~O HO HO HO H
0< "' 000 '" " 0 " '" ~ ~ ~ ~ ~
~ 0<0< "'0", '"' ~
I '""' "' >< "' 0< "' 0 '" ~ '" "'
8:i! NN~ u "' ,., t) . 0 . 00 . 0 . '" . N .
" " "' " ~ " Z " " Z . "
"'~ "' " p "' 00 O~ ON 0'" 0.- 0
,"0 "' ~ ~ " "' ~O ~~ ~"' ~"' ~"' ~
" '" "' 0 " 0<0 o<~ o<~ o<~ O<N ~
"' ~ "' u "' ,,~ ,,~ ,,~ ".... ,,~
"' ,., "' 0<0< 0< 0< 0< 0< 0<
"' "' "' > " "' "'"' "' "' "' "' "'
I ~'" "' "' ~ '" "' ,.,
"'0< 0< '" "' "' 0< 0<
P " ~ "
"'~ " 0" " " "" " "
>" 0< ~ ~ 00< 0< 0<
" '" "''' ~" " "
",p ,"p ,"p o<P ,"P ,"P
"' 0< U U U U u
I "'"' "'"' ""' ""' ""' ""' ""'
0"' ~ ><, "" "" 1;;:; ",' ""
"' "''' "''' "''' "''' "'''
OH "'
"'" "' "' "' " " " " " "
~ ~ ~ 0
N "' "' "' "' "' "'
0 "' ~ N '" "' H ~ H ~ H ~
I 0 "'"
N '">< ~~~ 0 0 0 ~ N '" ~ "' '"
, uo< z " "
'"
~ "' "' "'
'''' 0< " " " 0 0 0 0 0 0
"'"' UO ~N'" ~ ~ ~ Z " " " " Z
"''' ,., ,., ,.,
.... "' 0< 0< 0< 0< 0< 0<
I ..~ " '" " " " " " " "
"' " " " "' "' "' "' "' "'
0< .. P", ~ ~ ~ '" '" '" '" '" >:
""' O:P P P P "' "' "' "' "' "'
P>: "0 PPP " " " ,., ,., ,., ,., ,., '"' <\~
~ uu uuu "' "' "' "' "' "' "' "' "'
0< '" '" '"
~ ~
I
I .. ..
~
I "'
'"
0:
I '"
'" 0:
0: 0: 0: 0: 0: '" '"
0 0 0 0 0 0 " '"
" " " " ~ '" ;c
~ ~ ~ ~ U
H
H 0:
I 0,"
0 ~O "0 ~O "0 "0 ~O "0 "0 "H
0 0 "'0 0 "'0 "'0 0 "'0 "'0 '"
H H H U
0 0:0 00 0:0 00 00 0:0 00 00 '"
'" " '" " " '" " ~ H
" " " " + "
I . . . >
0 '"'0 "'''' '"'0 '""'"' "''' '"'0 ,"0 ,"0 "
~ 0 H<O 0 H~ HO 0 H~ HO H
H 0 H 0 0 H 0 0 '0
'"' 0:'" ,,~ 0:'" ,,~ ,,<- 0:0 ~:;; "0 . ~ '""
"'~ ,,~ "'~ ,,~O "N '" " '"
" > "'"
'" "'H
0 ~O "'0 ~O "'0," "'0 ~O "'0 "'0 H
I 0 'a 00 'a 000 00 '0 00 00 '"'"
.. H .. H ." H .. . H H .0
0 0:0 "'0 0:0 "'0'" "'0 0:0 "'0 00 "''' ,
'" ~ '" ~ ~ '" ~ ~ .", ..."
> > > " OH
" " " 0:'"
H H H Ui
. . .
I '"''"' '"''' '"'0 >0 0
'''' '" 'a "'0 '"
.. .. . .. . H "
0:" 0:'" 0:0 ,"0 '"
'"'" "'''' '" 0:
>0 >0 > '"
,,~ ,,~ " "
H H H " H
I 0'" 0 0 " H
." 0 "
00 0 0 H UO:
~ H ~ ~ .. H"
0 .. 0 0 ;; ..'"
H H,"
" '" 0:0
I- H H U
I "' '"
::> ~'" N 0
. '0 . . .. 0:
0 '"' " 0 0: 0 '"> 00
'"' H '"' '"' . '" " "''''
0 '" 0 0 > H OH '0
~ " " .. "''"
" H "'''
" HO ('oJ
I w 0: '" HH
'"' '"'U '"' '"' '"' '"' '"' '"' '"' H '" :><
Z ~ ~ ~ ~ ~ 0 ~ ~ ~ ~ " "'H OH Q)
0 "0'" "0 "0 "0 " "0 "0 "0 "0 0 H> 0:," 0)
::::i o~ H 0 HH'" '"
0 0 0 0 .. 0 0 0 0 '" ",0' "'" CO
'" 0"'," "'0: 0...
or- N '" N H N 0: 0:0" 0
I CO '00: 'a H , 0 0 "''''H
.. '" .. .. H
or- " '" " '" " ~ '""
H '" H 0: H UO' 0
. 0 . " . "..'" f;l;:i
~ " ~ U ~ .. ",,,,,,,
, '"' , '"' '0 O:",H >0:
.. " .. .. .. '" 0>'"
I " 0 " " " '" "'0:
H H H '" H '" "..
. .. . . . ~ . . . . . H O:O:U
.. U .. ... ... .. .. .. .. ... 0 '" H
~ U~'" UN UN UN H UN UN UN UN C..)(''J:Z; Ul ..0:0: H
'" '" '" '" '" '" '" '" '" '" '" '" HH "0" '"
'" '" '" '" '" '" '" '" '" " "",,,, >
'" '" "" H
. '" . . . . . . . H"'''' "''''
I '" ..,,'" .." "0 ..'"'~ '" ..~ ..<- ..~ "0 f-<O(,ll~j{} H
<0 o:~ 0:" 0:'" o:~ H 0:<- 0:<- 0:'" 0:0 O:;OtilH..-l "'H
'" . , '" '" '" .", H '" '" '" '" '" .a::IClo.n :><0
<- >" >" >" >'" .. >0 >0 >0 >~ >~ 0 HO:
'" ""'H "'" Z'" z"'o 0 zo zo ZO ZO ZOS::2:~ "..
0 HO" HO HO HO 0: H~ H~ H~ H~ H..-IOO ZZ 0
~ ~U ~ ~ ~"' '" ~ ~ ~ ~ ~"H "0
H .. U
I ~ N" '"' '"' " '" N ~ " '"' '"'''''' 0
'" . '"''' . ~ . ~ . <0 U . ~ . '"' . " . ~ ~H> "''''
Z .", Z " " " Z Z ' " " Z. '" "'00
" O~'" 0,", 0" O~ .. 0<- ON 0'" 0" OcoZ~ "OZ
" H"'H H,", H,", H~ 0: HO H~ H ~ H'" UlHIIlOtil HH
N "N ..~ ..~ ..'" 0 .." .." ..." .." l!<:OE-<COH :><....
~ "~,, ,,~ ,,~ ,,~ '" ,,~ ,,~ ,,~ ,,~ 0:; f'l: ,...IE.... ril 0: H .>
.. 0 .. .. .. ... .. .. .. OE-< J(U ""'0 "''"
I '" " '" '" '" 0: '" '" '" '" 3Ul E-t':c "0'" 'H
'" '" 0" HH" "'"
'" .. ;:i "'0: "''''0
0: " "'0 HO:U
"" " " Z" " " " "" " " ::t:Ft: OC/} H,"
0.. ~ 0.. .. .. 0.. .. ~ .. U '">"'
H" '" H" " " H" " "''' ,0: O:H'" "
..'" " 0:'" ..'" 0:'" 0:'" ..'" 0:0 0:'" ,"0 "'''' "'0:0: 0:0
U 0 U U U U U U U .. "'.. "H
I "'" H "'" "'" "'" "'" "'" "'" "'" "'''' 0:" "'..
'" .. "" 0' ,"' ,"' '" '"' ,"' :><, '"" '"
Co" U 0:0 Co" 0:" 0:" Co" 0:" 0:" "''' .. 0",
'" Z' 0
" '" " " " " " " " " "
O.
'" .. '" '" '" '" '" '" '" '" U. 0 ..
H " H H H H H H H H " 0 0:>
I '" "'N," '"'"
<- U " '" 0 ~ N '"' ~ '" H >H
;'.i ~ ~ ~ ~ ~ ~ '" '0 "'"
0:0 H
0 0""
0 " 0 0 0 0 0 0 0 0 0: "
" " " " " " Z " " 0:0'"
"'Z
.. .. .. .. .. .. .. ... .. H' "
I " 0 " " " " " " " " .." 0
'" Z '" '" '" '" '" '" '" '" HO: H
'" H '" '" '" '" '" ~ '" ~ "'''U ..
'" Ii! '" '" '" '" '" '" ,""0 "
H H H H H H H H H '" ..
'" " '" '" '" '" '" '" '" '" O. '" '" ~
" ". "
.. ..
I
I
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
:)
o
~
w
z
::::i
~
co
~
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
,..
0..
..,.
O.
.
~:
o.
z.
.
.
.
.
.
,
,
,
,
,
,
,
,
,
,
,
,
.
,
,
""
"',
,
,
,
,
,
.."
;H
"',
,
r..,
""
,
,
,
,
,
.
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
.
,
,
,
,
.
.
.
.
O.
""
,
,
,
.
,
.
".
.."
H'
..,.
"
H'
,
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
M
o
o
o
'"
"'
'"
"'
'"
o
M
o
'"
'"
M
'"
N
M
M
~
....
M
'"
....
'"
~
'"
o
M
'"
....
'"
o
o
o
~
'"
o
M
o
o
o
o
o
M
o
o
o
~
....
'"
o
....
'"
M
o
~
N
~
N
o
~
o
'"
N
o
o
'"
'"
'"
'"
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
M
o
o
o
o
~
"'
....
'"
o
M
o
~
'"
M
"'
'"
o
M
~
....
M
o
o
....
"'
'"
o
M
~
o
'"
o
o
'"
~
'"
o
M
'"
'"
'"
'"
o
M
o
o
o
~
....
'"
o
~
'"
o
~
M
"'
M
N
o
~
o
'"
N
o
o
M
"'
'"
N
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
n
~
M
o
o
o
"'
'"
M
'"
'"
o
M
~
'"
'"
M
"'
~
o
M
~
....
M
M
o
"'
'"
'"
o
M
....
~
'"
o
'"
"'
"'
'"
o
M
'"
~
'"
'"
o
n
o
o
o
~
....
'"
o
M
~
o
"'
....
'"
'"
M
o
~
o
'"
N
o
o
....
~
'"
M
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
M
o
o
o
~
....
~
'"
'"
o
M
~
M
"'
'"'
....
'"
'"
~
....
'"'
M
'"
'"
'"
'"
o
'"'
'"'
....
'"
o
'"
'"
"'
'"
o
'"'
'"
'"
~
'"'
'"'
M
o
o
o
N
....
'"
o
n
o
o
N
"'
"'
....
'"'
o
'"
o
'"
N
o
o
N
....
o
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
n
o
o
o
~
'"
~
'"
'"
o
M
N
o
"'
'"'
~
'"
'"
~
....
'"'
N
'"
'"
'"
'"
o
'"'
~
....
'"
o
'"'
o
'"
'"
o
'"'
'"
"'
"'
'"'
M
M
o
o
o
N
....
'"
o
....
'"'
o
....
'"
~
'"
'"'
o
'"
o
'"
N
o
o
....
~
o
M
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
'"'
o
o
o
~
"'
'"
'"
'"
o
'"'
"'
'"
~
'"'
....
~
'"
~
....
M
'"
'"
N
....
'"
o
M
'"
o
o
M
'"
N
'"
'"
o
M
"'
'"
"'
N
M
M
o
o
o
N
....
'"
o
'"'
M
o
N
'"
~
~
M
o
'"
o
'"
N
o
o
~
"'
....
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
~
M
o
o
o
N
'"
....
'"
'"
o
M
M
~
N
M
~
'"
'"
~
....
n
M
N
"'
....
'"
o
M
"'
~
o
M
'"
'"
'"
'"
o
M
'"
'"
~
~
'"'
M
"
o
o
N
....
'"
o
....
o
"
....
~
'"
N
M
o
'"
o
'"
N
o
o
'"
~
"'
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
'"
M
o
o
o
N
~
'"
'"
'"
o
M
'"
N
M
M
~
"'
'"
~
....
M
~
o
....
....
'"
o
M
'"
'"
o
M
N
'"
'"
'"
o
M
....
'"
'"
~
M
M
o
o
o
N
....
'"
o
"'
o
o
'"
o
M
M
M
o
'"
o
'"
N
o
o
....
M
'"
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
'"
M
o
o
o
'"
....
'"
'"
'"
o
M
'"
N
o
M
~
n
'"
'"
....
M
N
"'
'"
....
'"
o
M
'"
N
M
M
~
....
'"
'"
o
M
'"
M
~
'"
n
M
o
o
o
N
....
'"
o
~
o
o
o
'"
....
'"
o
o
'"
o
'"
N
o
o
'"
M
~
o
o
o
o
o
o
o
o
o
o
o
"'
N
N
M
'"
M
o
o
o
'"
o
'"
'"
'"
o
M
N
~
'"
o
"'
....
....
'"
....
M
'"
....
'"
....
'"
o
'"'
'"
'"
M
M
M
'"
'"
'"
o
M
'"
N
'"
'"
M
M
o
o '-'
Z
o M
,.
",Z
~O
'" H~
N '"' "'
0) 0 c.11-1
H>
iXl 0 1-t1-l::.G
m ~PJ
o OlXltil
rl eGDZ
o.",~
H
(Xl \0 rilZ
"" to VOl
00 to o::CE-ot.1
r-- fz..CI)p..
o 0 n::r.tH
Oc..O:>lll
"ll')CI)cG
M "',.
LOo:::x:U
m Oc.1 H
M t<..~a:a:
"'0..
r- s:t<.tI)
~
",0
~
OlH
'" ><0
H'"
.... "'..
M ZZ
"'0
u
'-'
0.0
OlO'-'
",OZ
M H~
00 >-ofz..E-<
o '" H
"'"'"
m ZO{/]
0'1 H H Z
o ;EV'lO
.-l I-IcGU
H",
..,>r..
o 0 O::HlIl
rl (.!) o..o::a:
N ..,
~
'"' 0
Z
'"
"'
o
o
o
o
o
o
o
N
o 0
o 0
o 0
"'
'-'
o '"
o '"
o
"
"'
N
N
....
'"
o
N
M
'"
M
N
o
o
"'
'"
"'
'"
o
o
'"
o
'"
N
o
.... '"
'" 0'
'"
'" N'
'" OU
o .0
M 0"'
"'
'"
o
~
~
N
~
"'
..,
Ol
Z
"'
U
~
H
N
....
'"
o
co
-
o
C")
Q)
0>
CO
a..
M '"
'" '" ~
'" M'
'" r..
M
M '"
'"
~
C\l
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
~
w
z
::::i
'""
co
'""
'"
'"
al
>
"
'"
0",
,,~
'"
H
"
'-0
"'''
'"
"0
al~
'-
.."
OJ~
,"0
H
"
u,"
~..
..'"
~"'
"'0
u
'"
"'>
"'"'
OH
"'"'
,. .
OJH
"'"'
"' .
"0
"''''
OJ
o
H"
"'"'
>'"
H
"'
>
o
.>
"'"'
'H
"'"'
'"
,"0
"H
"'"'
"'
0",
o
..
"'>
"'"'
>H
""'
H
"
o
H
..
"
..
'"
,
,
,
,
,
,
,
,
,
,
,
"',
'"
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,",
..,
"',
""
0'
,
~:
0'
",
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
""
'",
,
,
,
,
,
""
>,
",
,
""
""
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
0'
""
,
,
,
,
,
,
''''
""
H'
""
'-,
H'
,
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
H
~
'"
'"
'"
o
H
H
....
....
o
'"
o
....
'"
....
H
o
....
H
'"
'"
o
H
'"
"'
'"
H
H
'"
'"
'"
o
H
'"
'"
o
"'
H
H
o
o
o
'"
....
'"
o
H
o
o
~
"'
'"
'"
o
o
'"
o
'"
'"
o
o
'"
H
H
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
'"
~
'"
'"
'"
o
H
o
o
....
o
'"
....
'"
~
....
H
'"
~
'"
'"
'"
o
H
~
o
'"
H
~
'"
'"
'"
o
H
'"
~
H
"'
H
H
o
o
o
'"
....
'"
o
o
o
o
'"
'"
'"
"'
o
o
'"
o
'"
'"
o
o
'"
'"
o
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
'"
"'
'"
'"
'"
o
H
....
'"
'"
o
o
'"
'"
~
....
....
"'
H
'"
'"
'"
o
H
"'
"'
'"
....
'"
'"
'"
'"
o
H
~
o
'"
"'
H
H
o
o
o
'"
o
o
'"
"'
'"
"'
o
o
o
H
'"
o
o
o
'"
..
'"
..
u
"
o
"
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
'"
....
'"
'"
'"
o
H
'"
'"
"'
o
'"
H
'"
~
....
H
"'
'"
'"
'"
'"
o
H
"'
'"
'"
H
'"
'"
'"
'"
o
H
'"
'"
'"
"'
H
H
o
o
o
"'
'"
'"
H
o
'"
o
....
o
o
"'
o
o
'"
'"
'"
o
o
o
....
~
o
'"
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
'"
....
'"
'"
'"
o
H
'"
'"
"'
o
'"
H
'"
~
....
H
'"
'"
'"
'"
'"
o
H
"'
'"
'"
H
'"
'"
....
'"
o
H
'"
~
....
H
'"
H
o
o
o
"'
'"
'"
H
'"
o
o
'"
'"
H
"'
o
o
'"
'"
~
o
o
o
'"
H
H
H
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
....
'"
'"
'"
'"
o
H
H
'"
'"
o
'"
'"
'"
~
....
H
'"
H
....
'"
'"
o
H
'"
'"
'"
H
"'
'"
....
'"
o
H
'"
"'
'"
'"
'"
H
o
o
o
"'
'"
'"
H
'"
o
o
o
....
'"
"'
o
o
'"
'"
'"
o
o
o
'"
....
~
H
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
o
'"
~
'"
'"
o
H
'"
'"
'"
o
'"
'"
'"
'"
....
H
....
'"
....
'"
'"
o
H
....
H
'"
H
'"
'"
....
'"
o
H
'"
'"
'"
~
'"
H
o
o
o
"'
'"
'"
H
'"
o
o
H
'"
~
'"
o
o
'"
'"
~
o
o
o
....
'"
'"
H
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
~
H
o
o
o
o
H
"'
'"
'"
o
H
H
"'
....
o
"'
'"
'"
~
....
H
'"
"'
....
'"
'"
o
H
'"
'"
'"
H
'"
'"
....
'"
o
H
"'
'"
....
"'
'"
H
o
o
o
o
'"
'"
H
'"
o
o
'"
o
H
....
o
o
"'
o
"'
o
o
o
"'
'"
....
o
o
o
o
o
o
o
o
o
o
o
"'
'"
'"
H
'"
H
o
o
o
"'
'"
"'
'"
'"
o
H
"'
'"
....
o
"'
H
....
~
....
....
o
....
....
'"
'"
o
H
o
'"
'"
H
'"
"'
....
'"
o
H
o
'"
"'
'"
'"
H
o
o
o
o
'"
'"
H
o
H
o
'"
....
'"
....
o
o
"'
o
"'
o
o
o
'"
'"
'"
H
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
'"
o
'"
'"
H
'"
H
~
H
o
o
o
H
'"
'"
'"
'"
o
H
~
o '"
H ....
o '"
'"
o
H
'"
....
'"
~ '"
"' '"
'" '"
'"
o 0
o
o
o
"'
....
~
....
H
....
'"
....
'"
'"
o
H
"'
'"
H
H
'"
"'
"' "'
o '"
"'
o ....
o '"
o
o H
....
'"
o
H
'"
~
....
....
'"
H
'" H
~ '"
H '"
H '"
'"
H
"
"'
"'
'"
"
"'
u
~
H
o
o
o
o
'"
o
o
o
o
o
o
"'
OJ
"
'"
o
"'
'"
'"
H
~
H
o
o
o
....
'"
....
OJ
"
H
..
"'''
~O
H~
'" '"
o "'~
'"'>
o ~ ~
"'0
Oal
"'0
"''''
'" "'''
'" UO
o "'"
.... ",,,,
o "'"'
Oo..P:>
qO(Jl P::
H "
"'''''"
0",
"'''''''
"0
"'"'
'"
~
'"
,.
'"'
"
:i!
OJ
'"
'"
'"
,.
'"
!ii
~
'"
H
H
"'
o '"
OJ '"
"'
~
o
"
"
'"
....
""
....
'" .
au
.0
0'"
'"
","
"'~
'"
"'"'
U.
"al
~"
"
q~
00
.....
o
"'<f"
Q)
0>
ro
a..
~
....
H
'"
o
'"
'"
'"
o
H
'"
"'
H
H
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
l-
=>>
o
~
w
z
::i
....
co
....
"
,
"'
Z
H
..,
,
"'
"
H
"
...
U
H
'"
...
Ul
H
"
..,
o
'"
...
Z
o
U
"
00
OZ
"'H
"'...
..,
"'''
"Ul
HZ
UlO
"'U
'"
:>'"
H'"
"''''
'"
"
'"
:>
'"
'"
0",
ZH
"
..,
"
'0
"'Z
Ul
"'''
"'H
,
...'"
OH
"'''
..,
'"
U'"
H'"
..."
H'"
"'''
U
'"
"':>
"'"
"..,
Ul'"
,. .
0..,
"''''
",.
Z"
"''''
o
"
..,'"
"''''
:>'"
..,
'"
:>
o
.:>
Ul'"
...,
~'"
~
"'0
.....,
"'"
'"
"'"
o
...
"':>
"''''
:>..,
Z'"
H
z
o
H
...
'"
...
Ul
.
.
.
.
.
.
.
.
.
.
.
"'.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
....
".
"'.
",
.
~:
o.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
"'.
.
.
.
.
.
"'.
>.
",.
.
"'.
Ul.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
Ul'
.
.
.
.
.
.
".
"'.
..,.
0,.
,.
..,.
.
o
o
o
o
o
o
o
o
o
o
o
'"
N
o
'"
N
H
o
o
o
'"
'"
'"
'"
'"
o
....
'"
'"
~
o
"'
'"
"'
o
~
....
o
~
~
'"
'"
o
....
o
'"
N
....
00
....
'"
'"
o
....
N
'"
~
'"
N
....
o
o
o
o
o
o
o
o
o
o
o
o
N
00
~
'"
....
o
"
o
00
N
....
"
o
....
....
o
o
'"
o
N
N
'"
o
~
....
'"
N
'"
'"
'"
o
H
00
~
'"
....
'"
....
'"
'"
o
....
N
'"
~
'"
N
....
o
o
o
'"
~
~
....
~
o
o
'"
....
<-
'"
o
o
'"
o
'"
o
"
o
'"
'"
'"
o
o
o
"
"
o
o
o
o
o
o
o
N
'"
~
'"
....
o
o
o
<-
'"
H
o
o
H
....
'"
~
'"
o
'"
'"
'"
"
~
H
....
N
'"
'"
'"
"
H
<-
o
~
....
H
N
00
'"
o
....
00
'"
o
o
'"
....
o
o
o
'"
~
~
H
o
N
o
....
N
N
'"
o
o
'"
o
'"
o
o
o
N
<-
00
'"
o
o
o
o
o
o
o
o
o
o
o
o
N
00
~
'"
....
o
"
o
'"
'"
'"
"
o
....
....
<-
....
'"
o
<-
<-
'"
o
~
....
H
'"
00
'"
'"
o
....
'"
~
~
....
....
~
'"
'"
o
....
o
<-
'"
'"
'"
....
o
o
o
'"
~
~
....
<-
~
"
'"
'"
o
"'
o
o
M
"
'"
o
o
o
'"
<-
M
'"
o
o
o
o
o
o
o
o
o
o
o
o
N
'"
~
M
....
o
o
o
o
~
'"
o
o
....
....
<-
....
'"
o
<-
<-
'"
o
~
H
M
N
M
o
o
....
....
M
~
~
....
'"
'"
'"
'"
o
....
'"
~
'"
M
~
....
o
o
o
"
o
~
o
"
o
'"
...
Ul
...
U
Z
"
..,
o
o
o
o
o
o
o
o
o
o
o
o
N
....
"'
00
o
o
o
o
~
<-
o
o
o
....
....
M
~
'"
o
o
<-
~
'"
"'
....
M
<-
'"
'"
o
H
....
'"
'"
o
"
'"
'"
'"
o
....
'"
~
'"
'"
~
....
o
o
o
....
M
00
o
~
"'
o
o
~
o
"'
o
o
'"
'"
~
o
o
"
"'
N
'"
o
....
o
o
"
"
o
o
o
o
o
o
o
o
N
....
"'
'"
o
o
o
o
~
o
'"
o
o
....
....
M
~
'"
o
o
<-
~
00
'"
....
'"
N
o
o
H
....
....
M
'"
o
'"
~
'"
'"
o
....
'"
'"
~
~
'"
....
o
o
o
....
M
00
o
<-
N
....
o
~
o
'"
o
o
'"
'"
~
o
"
o
'"
M
H
'"
N
o
o
o
o
"
o
o
o
o
o
o
o
N
....
'"
'"
o
o
"
o
<-
'"
00
H
o
....
....
M
~
M
o
o
<-
~
'"
'"
~
....
'"
....
o
....
....
....
M
'"
o
00
'"
o
"
....
....
<-
o
'"
'"
<-
....
o
o
o
....
M
00
o
'"
o
"
'"
N
M
'"
o
o
'"
'"
~
o
o
o
'"
M
....
....
o
o
o
o 0
o 0
o 0
"
o "
o
o
o
o 0 0 0
o 0 0 0
o 0 0 0
o
o
o
o 0
o 0
o 0
o
o
N
o 0
o 0
N N
"
M
00
o
....
'"
'"
.... ....
'" '"
'" 00
o
o 0
o
"
o
o 0
" "
o 0
'"
....
'"
~ ....
f"'l qo qo en
o O'l ..... a
o ..... 0 N
o 0
.... ....
.... ....
....
o
....
....
H
<-
'"
o
\XI qo N qo
M '<2' l.D "'"
M MOM
"' '"
o 0 0 0
o 0
'"
00
.... ....
<- <-
~
~ ~
00
'" '"
"'
'" '"
<-
~
"'
....
o
....
....
o <-
o '"
'" <-
.... ....
o 0
.... ....
.... ....
<-
o
'"
o
o 0
'" '"
'" 00
o "
~
<-
o
o
....
H
o r-- r-- .....
rl r- 0 0'1
'" "'
000 0
o 0 a 0
H ....
o ..... 0 .....
N
~
P:: qo N l.D
E-< f"'l ..... qo
Ul
N <- '"
E-< .-l N M
U 00 00
Z.... ....
"
..,
<-
o
00
....
~
'"
'"
Ul
Z
'"
U
H
..,
"
o
o
o
" 0
o 0
o 0
o
o
o
o
o
N
o
M
00
o
....
"'
'"
o
o
"
00
-
o
LO
Q)
Ol
ro
a..
o
'"
'" ....
o ....
o N
o
....
....
~ N
~ '"
'" '"
~
o 0
o
'"
'"
~
'"
'"
....
'"
<-
....
o
....
....
....
~
'"
o
<- ~
o '"
"'
" 0
o 0
....
" ....
N 00
~ 00
'" '"
~
'"
H
q<\
I
I
I '" 0 0
'" . 0 0
'" .
:> . 0 0
" .
.
'" .
I OOJ . 0 0
"H . ~~~~~~~~~~~~~~~~~~
'" . '" '"
~ .
. 0 0 0 0
,., "'. 0 0 0 0
N N.
. 0 0 0 0
I OJ .
" .
" . 0 0
'" ___0 . 0 0
OJ" .
'" . 0 0
"" .
"'H .
I .
.
. 0 0
--- . 0 0
.." .
"H . N N
"'" .
.
",.
I ...
"'. H H
OJ. .. ~
". " "
.
~: 0 0
O.
I ".
,., .
" . H H
U'" . "' "'
H" . " "
..'" . '"
HOJ . 0 0 "''''
"''' . ",'"
I- u .
I .
::>> . OJ OJ
'" . 0 0 ::I:::I::r::I: OJ
0 " OJ:> . 0 0 "'''' OJ 00
" "'OJ . '" OJ
H 0'" . 0 0 '" -
~ .. "'OJ . " 0
"''' . 0 '" fill'illi:lt.:lfilfil UU
I HO . H OJ OJ u <0
W "'H . '" "'''' "'OJ UX~::::s:
'" >< . ~ ~ N e-H ",OJ "
Z OJH ",., . 0 H 0 H:> Q)
,.,:> "'OJ ... _H'" "'OJ U 0>
::i HH'" OJ "'. 0 N 0 N'" UUXs:
.." , "" . 0 o "'OJ UU " en
O"'OJ OJ'" . H H"" OJ U " Q..
...... "''''' " . H H"'H '" U ,,"
I CQ "''''H . ,,'"
,., . U "
...... OJ" OJ. e- N '" NO , "
UO , " :>. N '" N N"OJ U
""OJ ,.,,, ". " '" e- "''''''' OJ " H
.."'''' OJ OJ . .. .. -OJ H UU HH
"'OJH :>'" ... 0 0 0 0:>'" H
o..t:l:>o.. "'. 0 0 '" '" " H
I "''''''' . !:it
H ".. .
U")P:;:C:U . H U"" HHHH
OOJ H . '" "''''''' H H
t..E-<(:Ga:; ,., . '" ",0" H
"0" OJ . -..'" H
"..'" :> . .. .. H "
H . "''' H
I "''' . H
H . "',., U H
"',., . ><0
><0 . " ",.,'" H
,.,'" . -".. H
".. . "' "''''' OJ
"" " . "0 "'
"0 . "U
U . H
I " . "''' '"
"''' . "'0"
"'0" . "0"
",0" . "'H
"'H . e- r-l>olilE-<
><.... . H "'''' ,.,
'" ,., -:> . " a:l.,(tilO
"OJ" "'OJ . . Z orn H
I ""'" -,., . H .....HHZ
HH" "OJ . 0 o~rnO
"''''0 . H .-4HO::U U
H"'U . H H"'OJ
,.,OJ . OJ:>"
OJ:>" . "'H'"
0 re~~ " . H ....o..a:;p:;
" "'0 . .. "'
OJ ..,., . " " "
I H "'.. .
" OJ . 0 0
".. .
" 0 .
" .
'" .
.. . " " " 0
"':> . e- '" e- O -H
I OJ OJ . .. ..
:>,., O' 0 0 0 H
U "OJ "'. 0 0 0 0
0 H . H H
'" . 0 H 0 H
'" . oma)~~U"l~MNN....oma)~~U"l~MN""OmOO~~U"l
" . OO....NM~U"l~~OOmOO....NM~U"lW~a)mmO.....NM
. 0 " "' '" . . . . . . . . . . . . . . . . . . . . . . . . . . .
~ 6 . '" .. '" .. ON~Wa)ON~WOOOMU"l~m""'MU"l~m""MU"lOOON~
I ",. O....NM~w~oomONM~U"lWOOmO.-lN~U"lW~mo....
H OJ. e- '" .. " oooaoooaO.-l.-l.-lrl.-l.-l.-l.-lNNNNNNNNMM
.. .. ,.,. "' "' ......................-l.-l....................................rlrl.-l....rlrl.-l.-l.-l.-l.-l.-l
" OJ, " "
'" .. ---. H H
'" ,.,.
'" . \0)
I ,.
I
I
I
I
",f';",
",f';f';",,,,,,,
f';",
"''''
'"
I
"''''
"''''
'"
OJ
OJ
OJ OJ
OJ
"''''
U
'" "''''''
'" H H
'"
'" H H
OJ H
'"
OJ "
'" U '"
'" "'OJ
'" OJ
OJ
OJ "
I- u '"
OJ "
::>> "'U
'" H
0
~ UU
H
" H
W "
Z H
::i H
HH
......
CQ
...... H
H
I
I
I
I
I
I
I
I
I
I
I
I
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
U"l~MN.-lamOO~WU"l~MN....amOOOO~WU"l~MNrlamOO~WU"l~MNrlrlomOO~WU"l~M
~U"lW~a)mmO.-lNM~U"lW~OOOOmOrlNM~U"lW~OOOOmOrlNM~U"lW~OOoomO""NM~
I
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WOOON~WOOrlMU"l~m""MU"l~m""~WmaN~WOOON~~m.-lMU"l~m.-lMU"l~ON~WOO
NMU"lW~~mrlNM~~~~mOrlM~~~~mOrlN~~~~~OrlNM~~~OOmrlNM~~
MMMMMMM~~~~~q~~~~~~~~~~WWW~W~~W~~~~~~~~~~OO~~~
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
I
0
0
'"
0
H
H
0
0
N
0
H
H
0
0
H
0
H
H
0
0
0
0
H
H
0
0 00
'" '0
'"
0
H t-
O Q)
0 0>
en
" Q..
'"
0
H
0
0
e-
'"
0
H
0
0
'"
'"
0
H
0
0
"'
'"
0
H
0
0
..
'"
0
H
0
0
'"
'"
0
H
><
'"
"'''
'"
OJ'"
0
..,.,
'-'
0
ZH \0\
I
I
I
I
I
I
I
I
I I-
::>>
0 00
I ~ '0
w 00
z Q)
::i 0>
en
I ...... Q..
CO
......
><
I ,.,
..
u
"
'"
.,
0
I .,
..
..
0
,.,
'"
.,
I '"
..
0
z
><
~
I '"
" .. s
0 H ,.,
H "'..
.. O:::tilH,.:(
" ., '"
I :> :>O:;l'ilf-<
l'il..:lfilOO ","
6 ,.,.,,,
filZH0ri10Ul
H::I: Z..:lZU f-<
E-<E-q<l:i! HZrilZ
o::l::o..u t.:l(/)~UH
:>l'ilo::t:UCltfl ZO
I ~Cl~~~~~~o..
til..:lOOl,!)U[ilE-<O:::
Ftrn zo
f-tU E-<)-ttfltiltilCz..
tl:HP:;::Z::l!)r.Jt!)
l'ilE-<til0O::::>OHCIl
:>HE-<HtilO:::H..:lZ
ZO:::,.:(tilZPP:;,:tO
I HU~:r:tilUi:tl3'H
..
. n U U Q U . D ~
..
HU:3:;::r:tilXa:l)-ttIJ
N \c)l..
I
I
I
I
I
I
I
I
I
I
I
! I
I
I
.1-__ n
I
I
I
I
I
LATERAL K-1
HYDRAULIC CALCULATIONS
SUMMARY
\O?
I ,. ,.
I '"
"'
H
"'
I 0
.. '" '" '"
0 0 0
H 0 " ~ "
H ~ ~
><
I ., "0 "0 "0
" "'0 "'0 "'0
" '" U
'" "0 "0 "0 "
>< " " ~
" " +
" :>
I "0 "0 "0 "
>< "'0 ,.,"' "'0 H
"' " "'
"0 ~:::: "0 "
" "
:>
e- .,
"'0 "'0 "'0 ,.,
I >< "0 "0 "0 .,
H H H
"0 "0 "0 '"
'" ~ ~ ~ "'
><
'"
:>'" :>0 "
I .,e- "0 '"
"' ,., ,., "
.,'" "0 "
>< '" '"
"'0 '"
H "
"' " H
~
I "' >< N 6
" H
H ..
.. [::
'" '" 0
H " .,
I- ,., >< ,.,
., .,
I ::>> " "
0 6 " ..
q H N " '" "<t
.. H H . .,
H >< '" , :> -
...... " H '" " 0
H :> H
::.::: .. H ,.,
I ., H " ~ '" T"""
I- " " '" M '" '" ,., Q)
>< .. " ., " H H H "
:5 ,., " '" .. " "0 "0 "0 " 0>
., "., " " H "
"''' '" " " " ,., .. 0 0 0 ., en
"''' :>0 "0 H 0 , '" Q..
...... H" "'" ou .. .. ., H '"
"'''' H" H '" '" '" ,., 0
I co ou .., H ., H
...... .. H ,., ~ '" " "
"'" '" "
'" H" " " .. " '"
., ~ ..'" '" '" U U ..
,., .,,, " H
H "U'" U '" '" .. '"
.. 0 .. " '"
I 0 ,.,'" ., .. '" ., .,
'" ,., .,.. ,., H '" . . . . . ,.,
'" ~ ""'0 .. '" " ., .. .. .. .. .. "
" " H H ,., UN UN UN UN UN zen
., "" .. '" ,., ., ., ., ., ., ., HH
U "'"., >< 0 '" '" '" '" '" "
r;; '" U"" ,., '" , ""
.,.. " " .. . . . . H"
I '" "''' ""'" ., " " ., .." "H ..'" ..'" E-<\D(!)::>
" "H "'U ,., " 0 ,., "'" "'''' "'''' "'H o::;.-q;qH
'" "''' '" H U H ., ., ., ., ., .",,,
.." .. " .. :>'" :>'" :>'" :>0 :>0
'" " 0 '" " 0 "'" "'" "'" "0 ZO~Z
., H'" "H '" Ul 0 " '" HO HO HO HH H.-4QO
.. ., OOZCJl '" "' 0 " '" H H H H H"H
:i ...... OLllHU) ,., H ..
"'., .",., ., >< .. .. ., e- O 0 '" "''''''
I--~ 8;li NI""'4UU U '" ,., U . .. . e- . '" . " "H:>
.,0 r;; " ., " r;; " . " " . " " .,
"H "'''' " " '" ON Oe- 0.. 0" OOOZH
"''' U'" "' H H " '" HO HO HN H", tlJHtOO~
" '" '" 0 " "0 "0 "0 "0 ::GE-<OH
.,., '" H '" U '" "H "H "H "H p::;o:Il.-q....[i]
'" U,., ,., ., .... .. .. .. O~ FX:U
., "H '" ., :> .. '" .,'" '" '" '" "'''' .."
I H'" .,'" ., '" H '" ., ,., " "..
"'.. ""' .. '" '" '" .. .. " "''''
" " " " " ., "'''
"H .,,, " " 0" " " " "'" 0'"
" " "'., .. .. .. .. .. U
" '" '" "''' " " " "''' ,'"
"., .,,, "'0 "'" "'" .,,, ".,
H" "' .. U U U .. .,..
..'" " "'''' "'" "'" "'" "'''' "'''
I 0'" e-" H ><, ." [;l'O ." ><, .,,,
., 0 "''' "''' "''' "'0 ..
OH U "' '"
"'" "''' '" Ul '" " " " " " 0
.,., H H H 0 O.
N '" '" '" '" '" '" U.
0 ., sf:l H N '" .. H H H H H "
0 "'" "N
I N "'>< ~qoZO 0 0 0 H N M .. "'
, U.. U " " " '"
e- ., "'0
"" ., ., ., 0"
'''' .. "'" " " " 0 0 0 0 0 '"
N UO ...-lNUlo::C H H H " " " " " "'"'
.,,, "'U ,., ,., ,., .,,,
'" '" ., .. .. ... .. .. H
"H "''' "' " "' " " " " " .."
I ., H " " " ., ., '" ., ., H'"
.. .. "'" "',., H H H '" '" '" '" '" ""
"., "''' 0" " " " ., ., ., ., ., .,,,
"'" ",0 Cl 0 0:::> " " " ,., ,., ,., ,., ,.,
H UU UUO::Z ., ., ., ., ., ., ., ., O.
.. "H '" '" '" ". )0'\;
,. ,.
I
II
I
I
I
I
I
I
I
I
I
I
I
I
-I-
I
I
I
I
I
I-
::>>
q
......
~
I-
~
......
co
......
,.
~
..
..
'"
OJ
OJ
'"
"
OJ
U
H
,.,
u
"
+
:>
"
H
. H
:>
OJ
,.,
OJ OJ
."
"'''
.",
"
'"
o
..
.,
..
o
"
H
"
o
H
..
:;
OJ
,.,
OJ
~
OJ
:>
"
H
"
"
H
..
"'''
HO
"'HH
""
OJH'"
,.,:>
HH'"
a~~
"'0 OJ
"''''..
"
OJ",.,
UO'
""OJ
.."''''
"'OJH
,,:>'"
"''''
"..
"''''U
OJ H
.."''''
"0..
"..'"
" H
ble.. tIlQ
:>"' H
H.-1 UJ~
(,,!)ll"l ><0
o ,.,'"
Zr... I<l:e-<
o ""
H "0
.. U
" "
" "'''
[:L] UlOC>
~ ~OZ
OJ "'H
><....
'" ,.,
"OJO
""'"
HH"
"''''0
H"'U
"'OJ
OJ,,"
"'H'"
"'''''''
'"
,.,
"
o
"
OJ
'"
o
"
"
'"
..
'"
'"
OJ
,.,
'"
H
OJ
U
r;:
'"
"
'"
'"
OJ
..
"
'"
N
o
."
OOJ
"H
"
OJ
""
""
"''''
'"
OJ,
'"
"'U
00
"''''
"''''
OJ"
,.
'"
'"
'"
:>
"
'"
OOJ
"H
'"
,.,
N
'0
OJ"
'"
""
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
OJ:>
"'OJ
",.,
"'OJ
>< .
",.,
"'OJ
OJ .
""
OJ'"
"
"
,.,,,
OJ OJ
:>'"
,.,
OJ
"
"
.:>
"'OJ
.,.,
"OJ
"
"'0
..,.,
"'..
OJ
"..
o
..
"':>
OJ OJ
:>,.,
"OJ
H
z
o
H
..
"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
...
"'.
OJ.
".
.
~:
O.
z.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ.
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
OJ,
,.,.
OJ.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
"'
"'
H
H
o
o
o
N
H
'"
H
o
H
H
"
"
"'
o
o
H
'"
'"
"
"'
'"
o
H
o
H
H
"'
"'
H
H
"
"
'"
'"
o
H
"
~
N
o
o
H
o
o
o
o
o
"'
H
N
o
o
..
..
"
"
o
o
..
"
"'
o
o
o
H
"
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
"'
"'
H
H
o
o
o
..
'"
'"
H
o
H
H
"'
N
"'
o
H
"
"'
'"
"
'"
o
H
H
o
H
H
'"
H
N
H
o
'"
'"
'"
o
H
"
N
~
o
o
H
o
o
o
o
o
"'
H
N
o
o
N
'"
N
"
o
o
~
"
"'
o
o
o
N
..
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
~
~
H
H
o
o
o
H
~
'"
H
o
H
H
H
H
"'
o
..
"
"'
'"
"
o
..
H
H
o
H
H
o
'"
N
H
H
'"
'"
'"
o
H
o
"
"
o
o
H
o
o
o
o
o
"'
H
"
o
o
'"
"
00
'"
o
o
"'
'"
~
o
o
o
"'
o
o
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
"'
"'
H
H
o
o
o
H
N
"
H
o
H
H
"'
'"
~
o
"
~
"'
'"
"
'"
"'
N
H
o
H
H
'"
'"
N
H
'"
'"
'"
'"
o
H
"'
"
"
H
o
H
o
o
o
o
o
"'
H
"'
o
o
"'
'"
..
'"
o
o
"'
'"
~
o
o
o
"'
H
"
o
o
o
o
o
o
o
o
o
o
o
~
H
"'
~
H
H
o
o
o
"
'"
"
H
o
H
H
'"
..
~
o
"
'"
"'
'"
"
'"
H
'"
H
o
H
H
'"
N
'"
H
'"
'"
'"
'"
o
H
o
'"
~
N
o
H
o
o
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
o
o
"'
H
"'
"'
H
H
o
o
o
H
N
o
"
o
H....
N""
"H:>:
"':>
.H'"
8~~
H"OJ
H"'''
"
",.,
",0'
H"OJ
~"''''
. OJH
0:>'"
'"
"..
"'U
H
,,"''''
HO..
...'"
"' H
"'''
H
"',.,
><0
"',.,'"
."..
,,""
"0
U
"
"'''
"'0"
"0"
"'H
r-->o-r.,. E-<
"'''' ,.,
UlFtrilO
'Z CI CI)
,-II-oj H Z
O;:E:UlO
rlHO::U
H"'OJ
OJ,,"
"'H'"
r- Podl::; 0::
o
~
H
'"
o
'"
'"
o
o
o
o
"'
o
o
'"
H
o
o
H
H
o
'"
'"
M
'"
'"
"
"
"'
o
H
'"
'"
'"
. . . . . . . . . . . .
OJ
OJ
OJ
'"
'" '"
"
"
-.::t"
-
o
N
Q)
0>
en
Q..
'"
U
U
H
.H H
r-Nr-N<:D{"')CO{"'l<:D{"')CO~
'<l"IDr--O'lONMUl\DCOO'l..-l
Nf'l'<l"\l'lr-<DO'lO.-1NMll"l
OOOOOOOr-l..-l.-1......rl
000000000000
rl...........rl.-1rl,...;.-l..-lrl......r-t
\05
I
I.
I
.
I
I
.
I
1 I-
::>>
0
......
. ~
I-
:i
......
I co
......
1
I
-1---
I
I
I
I
I
'"
'"
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " rl
OJ 0
H
H
OJ
OJ
'"
'"
"
"
u
u
H
H
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~m~m~O~O~O~O~rl~rl~rl~N~N~N~Nm~OO~OOMOO~mqm
Nq~~OOONM~~mmrlNq~~OOOrlM~~~mONM~~OOmrlNq~~ro
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~oomONM~~~~OOOrlNM~~~OOmOrlNM~W~OOmOrlM~~W~OO
rlrlrlrlNNNNNNNNMMMMMMMMM~~~~~qqq~~~~~~~~~
00000000000000000000000000000000000000
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
"
'" '"
"'
H
" 0
H
H
u
H
"
'"
e-
e-
H
o
H
H
"'
'"
H
o
H
H
..
~
'<:l'"
-
o
(")
Q)
0>
en
Q..
H
o
H
H
'"
'"
o
o
H
H
N
e-
o
o
H
H
H
"'
o
o
H
~
o
'"
o
o
~
H
'"
o
o
o
H
H
" ..
o H
H '"
.. "'OJ
" OJ
:> :>"
~..HzJOO
Z ....:HdZ
o r.<lZI-lt.:)r..:l
~~r.J~..:l;:;~
:;~~EH5~~
~a~rs.CZ~~
l':zl....:looe"U[z]
"'"
E-<U E-<><rnri!
O::HP:;::I:{'!)t.1~
>OCzlE-<tzl~o::>Cl
O::>HE--tHt.lO::H
cn,:r:ZO::,:{r.<lZpo::.
UlHUS:Xl':zlUIIl
OJ'"
00" II II II U
..,.,
C)HUs:.:x:r.<lXIXl
o
,ere.
"
ro
'"
'"
o
~
ZH
I
I
I
I
I
I
i
!I
I
l-
I ::>> '<l"
q -
0
...... '<l"
I I :::.::: Q)
5 0>
en
Q..
......
I CQ
......
><
,.,
I ..
U
"
'"
.,
"
.,
I ..
..
0
,.,
'"
.,
"'
-1-- ..
0
z
><
~
I '"
'"
"
..,
..
H"
'"
.,..
"
I '"
0'"
..
.,,,
UH
zo
01'"
I ..'"
"0
.,..
,.,'"
,.,,,
"0
"H
I .. \~\
n "
..
,.'"
N
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LATERAL K-2A
HYDRAULIC CALCULATIONS
SUMMARY
\O~
I ,. ,. ,.
I ~
'" .;
"'
'"
H '"
"'
I 0 OJ
.. OJ '"
'" '" '"
0 " '"
H 0 " OJ ;(
H ~ U
>< H
I ,., '"
OJ OOJ
"0 ZH
" "'0 '"
" '" U
'" "0 "
>< Z ,.,
" + "
I " :>
OJO "
>< "'0 H
'" '0
"0 IIH OJ"
" '"
" :> ""
OJ "'H
I >< "'0 ,.,
"0 OJ OJ
H ."
"0 "''' ,
<0 ;:! .", .."
" "H
"'"
>< J;
I :>~ :>0 "
OJ'" OJO '"
"' ,., ,., "
OJH OJO "
>< 0 '"
<nH '"
H "
" " H
I ~
" >< " ,.,
N 0 "
" H U'"
H .. H"
.. :; ..'"
<n '" 0 HOJ
H Z OJ "'''
I ,., >< ,., U
I- OJ OJ
" "
::>> 0 Z " .. '"
H N 0 '" '" " OJ> LO
0 .. H N . OJ " "'OJ
H >< '" , :> H ",., -
" H '" " .. "'OJ 0
ni H :> H "'Z
I .. H ,., HO
N OJ H " ;:! '" "'HN ~
" " '" '" ,., "" >< Q)
..lr:: >< .. . 0 OJ " H :3 OJH'" ",.,
,., " '" .. Z ZO ,.,> "'OJ 0>
::: OJ "OJ " " H " HH'" OJ
"''' '" " " " ,., .. 0 OJ ;:J~~ Z" en
...... "''' :>0 ZO H 0 , '" OJ'" Q..
I CQ H" "'" OU .. .. OJ H '" "'''OJ "
"'''' H" H '" '" '" ,., 0 "''''..
...... OU .., H OJ H "
.. H ,., :> '" " " OJ,,'"
"'" '" '" " UO' "
'" H" " " .. " '" ""OJ ,.,,,
OJ " ..'" '" '" U U .. .."'''' OJ OJ
,., OJ" " H "'OJH :>'"
I H "U'" U '" '" .. '" ,,:>'"
.. 0 .. " '" "''''
0 ,.,'" OJ .. '" OJ OJ "..
'" ,., OJ.. ,., H '" . . . ,., "''"U
'" N ""'0 .. '" " OJ .. .. .. " OJ H
" " H H ,., UH UH ()..-lZtf) .."'''' ,.,
OJ "" .. '" ,., OJ OJ OJ OJ HH "0" OJ
U "'ZOJ >< 0 '" '" '" Z "..'" :>
" '" U"" ,., '" ZZ H
I .. OJ" " " .. . . HOJ'" "'''
'" "''' ""'" OJ 1l " OJ .." "0 E-oOl!>>tn H
" "H "'U ,., 0 ,., "'" "'"' O::;Lf)[:JH.-1 "',.,
'" "''' '" H U H OJ OJ OJ .c:ot!lLl"l ><0
.." .. " .. :>H :>"' :>"' 0 ,.,'"
'" " 0 '" " 0 "0 "0 ZO~Zc... "..
OJ H'" "'H '" '" 0 " "' HH HH 1-1......00 ZZ "
.. OJ 0"'" '" " 0 Z '" H H HZH "0
I " .... ",H'" ,., H .. U
" "'OJ ."'OJ OJ >< .. .. OJ '" H H"''' "
~:ii HUU U '" ,., U . ~ . N NH:> ",,,
OJO f:: " OJ 0 f:: " Z Z. "' "'0'"
OJH "'''' Z " '" ON OH O.--tZH "0"
"''' U'" '" H H " '" HO H'" tl)HMO[.] "'H
0 '" '" 0 0 "0 "0 ~~:::~t.l ><....
OJ OJ '" H '" U '" "H "H '" ,., .:>
'" u,., ,., OJ .... .. O~ I'CU "OJO "'OJ
I OJ "H '" OJ :> .. '" OJ'" '" "'" .." ""'" .,.,
H'" OJ'" OJ '" H '" OJ ,., " 0" HH" "OJ
"'.. "" .. '" '" '" .. .. " "'''' "''''0
" " ~ ~ 0 OJ "'0 H"'U
OJH OJ" 0" " "'" 0'" ,.,OJ
>" "'OJ .. .. .. U OJ:>"
" '" '" "''' " "''' ,'" "'H'" "
"OJ OJ" "'" OJ" "OJ "''''''' "'0
I H" "' .. U .. OJ" ..,.,
..'" Z "'''' "'" "'''' "''' "'..
0'" ,," H ><, OJ, ><, OJ" OJ
OJ 0 "'0 "''' "'0 .. "..
OH U "' '" 0
"'" "'Z '" '" '" " " " 0
OJ OJ H H H 0 O.
N '" '" '" '" U. 0 ..
0 OJ "'OJ H N M .. H H H " " "'>
I 0 "'" "" OJNOJ OJ OJ
N "'>< ~ZO 0 0 0 H N '" H :>,.,
, u.. U Z Z Z '" ." "OJ
N OJ "'0 H
H "" OJ OJ OJ OZ"
'''' .. "'" Z Z Z 0 0 0 '" "
NN uo H"''' H H H Z Z Z "'''''''
OJ" "'U ,., ,., ,., "'z
I " '" OJ .. .. .. H' Z
UH "''' " " " " " " .." 0
OJ H " " " OJ OJ OJ H'" H
.. .. "OJ "',., H H H '" '" '" ,,"U ..
"OJ ",,, 0" " " " OJ OJ OJ OJ"O "
"'" "0 ""':> " " " ,., ,., ,., '" ..
H UU U"'Z OJ OJ OJ OJ OJ OJ O. '" '" \01\
.. OJH '" '" '" ". "
I ,. ,. ,.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
ni
N
~
:!::
......
co
......
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
0:.
...
"'.
OJ.
".
.
~ :
O.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ.
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
OJ'
,.,.
OJ.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
M
N
"'
M
o
H
H
M
"'
"'
H
o
o
o
H
..
H
o
e-
'"
H
o
H
H
o
o
N
o
e-
e-
H
o
H
H
'"
..
N
o
o
H
o
o
o
o
o
N
o
H
~
o
H
"'
..
N
N
H
e-
"
'"
N
H
o
'"
M
M
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
~
o
o
o
o
o
'"
'"
M
o
H
H
M
"'
"'
H
o
o
o
H
..
H
e-
O
~
N
o
H
H
o
o
N
o
H
N
N
o
H
H
"'
"
"'
o
o
H
o
o
o
o
o
N
o
o
'"
o
N
N
M
'"
H
H
e-
"
'"
N
H
o
"
e-
e-
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
..
o
o
o
o
'"
'"
"
..
o
H
H
"
~
~
H
'"
'"
'"
~
H
H
N
..
M
o
H
H
"'
o
N
o
N
N
M
o
H
H
M
'"
M
H
o
H
o
o
o
o
o
N
o
"
..
o
H
'"
o
M
o
H
e-
"
'"
N
n
o
'"
'"
..
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
o
"'
M
"'
o
H
H
e-
H
M
H
H
N
'"
~
H
M
M
o
~
o
H
H
H
H
N
o
N
"
M
o
H
H
'"
N
"
H
o
H
o
o
o
o
o
N
o
"'
N
o
e-
'"
'"
'"
"
o
e-
"
'"
N
H
o
"
e-
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
H
'"
"'
"'
o
H
H
'"
"
H
H
"'
e-
"
..
H
N
o
..
..
o
H
H
'"
H
N
o
"
H
..
o
H
n
e-
O
H
N
o
n
o
o
o
o
o
N
o
'"
H
o
"
M
'"
"
e-
O
e-
"
'"
N
n
o
"
'"
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
..
..
e-
"'
o
H
H
"
e-
O
n
M
M
"
..
H
'"
'"
'"
..
o
H
H
'"
N
N
o
..
~
~
o
H
H
"'
o
M
N
o
n
o
o
o
o
o
N
o
o
H
o
'"
'"
"'
'"
'"
o
e-
"
'"
N
H
o
'"
~
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
o
"'
"
"'
o
H
n
M
"
'"
o
"'
'"
e-
~
H
e-
'"
"
~
o
H
H
M
M
N
o
M
'"
~
o
H
H
..
"'
..
N
o
H
o
o
o
o
o
N
o
e-
O
o
..
M
"
'"
"'
o
e-
"
'"
N
H
o
'"
H
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
"'
N
'"
"'
o
n
H
'"
'"
"
o
H
'"
e-
~
H
'"
N
o
"'
o
H
H
H
..
N
o
'"
e-
~
o
H
H
o
e-
"'
N
o
H
o
o
o
o
o
N
o
"'
o
o
o
'"
N
N
"'
o
e-
"
'"
N
H
o
"'
'"
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
..
o
o
o
o
M
e-
'"
"'
o
H
H
e-
H
"
o
"'
N
e-
..
H
'"
"'
H
"'
o
n
H
'"
..
N
o
H
'"
~
o
H
H
"'
'"
'"
N
o
n
o
o
o
o
o
N
o
..
o
o
H
e-
'"
"'
~
o
e-
"
'"
N
H
o
e-
e-
O
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
H
o
o
N
o
M
~
..
o
o
o
o
..
o
o
o
M M
o 0
'"
o
n
n
o '"
o
H
H
'"
M
e-
O
N H
'" e-
" '"
'"
M 0
o
o
'"
'"
~
H
"'
'"
N
"'
o
H
H
ro
"'
N
o
H
o
e- '"
" 0
'"
N "'
H 0
H
o H
"'
o
H
n
N
..
'" "
'" 0
o "
N
o
H
e-
N
o
H
,.
OJ
OJ
'"
"
OJ
U
H
,.,
o
o
o
o
N
o
o
o
o
o
o
o
"'
H
o
o
N
o
M
~
..
o
o
o
o
e-
"'
'"
~
H
'"
"'
M
"'
o
H
H
'"
'"
N
o
OJ
"
"
'"
"
Z
H
..
"'''
HO
"'HN
""
OJH'"
,.,:>
HH'"
~~~
"'OOJ
"''''..
"
N tilZ...:l
.-l UOI
CO ,,:(8[.1
qo !i.mQo
C"l a;[i]1-4
Oa.D:>o.
oU1tr.1O::;
H "..
Ll'Jp:;:x::U
OOJ H
r...E-<P:;P:;
"0"
"..'"
H
"'''
H
"',.,
,.0
,.,1>:
"..
ZZ
"0
U
"
"'''
"'OlO
"0"
"'H
,.....
'" ,.,
"OJ"
Z"'"
HHZ
"''''0
H"'U
,.,OJ
OJ:>"
"'H'"
"'''''''
LO
-
o
N
Q)
0>
en
Q..
N
o
o
o
"
OJ
H
"
"
"
'"
e-
'"
'"
N .
HU
.0
0'"
'"
"
~
"'~
o .
..
'"
'"
,.
\\0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
ni
N
.:.::
:!:::
......
CQ
......
'"
'"
'"
:>
"
'"
OOJ
ZH
'"
,.,
"
'0
OJ"
'"
""
"'H
,
.."
"H
"'''
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
OJ:>
"'OJ
",.,
"'OJ
>< .
",.,
"'OJ
OJ .
""
OJ'"
"
"
,.,,,
OJ OJ
:>'"
,.,
OJ
:>
"
.;>
"'OJ
.,.,
""'
"
0:0
..,.,
"'..
OJ
"..
o
..
"':>
OJ OJ
:>,.,
"OJ
H
Z
o
H
..
"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
...
"'.
OJ.
".
~:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ.
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
OJ.
,.,.
OJ.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
H
"'
o
'"
o
H
H
N
H
'"
o
"
N
'"
~
H
'"
M
..
"'
o
H
H
"'
e-
N
o
'"
H
"'
o
~
H
N
'"
"
N
o
H
o
o
o
o
o
N
o
H
o
o
"
M
..
o
M
o
e-
"
'"
N
H
o
'"
..
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
"'
'"
o
'"
o
H
H
'"
"'
"'
o
"
'"
"'
..
H
'"
o
"'
"'
o
H
H
"'
"
N
o
N
N
"'
o
H
H
"
o
'"
N
o
H
o
o
o
o
o
N
o
H
o
o
'"
'"
"'
'"
N
o
e-
"
'"
N
H
o
o
~
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
e-
e-
O
'"
o
H
H
e-
O
"'
o
H
e-
'"
~
H
o
e-
"'
"'
o
H
H
~
'"
N
o
"
N
"'
o
H
H
"
..
'"
N
o
H
o
o
o
o
o
N
o
H
o
o
N
N
N
M
N
o
e-
"
'"
N
H
o
~
M
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
~
"
o
'"
o
H
H
H
'"
~
o
"'
..
"'
~
H
M
N
'"
"'
o
H
H
..
o
M
o
N
M
"'
o
H
H
N
"
'"
N
o
H
o
o
o
o
o
N
o
H
o
o
"
o
M
o
N
o
e-
"
'"
N
H
o
"
N
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
"
"
o
'"
o
H
H
e-
H
~
o
'"
H
"'
~
H
H
e-
'"
"'
o
H
H
"'
H
M
o
'"
M
"'
o
H
H
o
H
o
M
o
H
o
o
o
o
o
N
o
o
o
o
o
"'
e-
e-
H
o
e-
"
'"
N
H
o
"'
N
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
~
..
o
o
o
o
M
'"
o
'"
o
H
H
o
"
M
o
"'
'"
..
~
H
M
H
e-
"'
o
H
H
"'
N
M
o
'"
M
"'
o
H
H
"'
M
o
M
o
H
o
o
o
o
o
N
o
o
o
o
'"
H
"'
"'
H
o
e-
"
'"
N
H
o
o
N
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
..
~
o
o
o
o
'"
'"
o
'"
o
H
H
"'
..
M
o
H
e-
~
..
H
H
"'
e-
"'
o
H
H
e-
M
M
o
H
..
"'
o
H
H
"'
"'
o
M
o
H
o
o
o
o
o
N
o
o
o
o
H
e-
"'
M
H
o
e-
"
'"
N
H
o
e-
H
o
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
H
o
o
N
o
M
~
~
o
o
o
o
"
'"
o
o
o 0
o ~
'"
o
H
H
o '"
o
H
H
M
H
M
o
'" "'
"' "
" N
H
H 0
o
'"
~
~
..
H
"'
"
e-
"'
o
H
H
"
~
M
o
..
~
"'
o
H
H
e- "'
" ..
'"
N "'
H 0
H
o H
N
e-
O
M
o
H
~ '"
H "
o 0
M
o
H
o 0
o 0 "
"
o 0 H
..
"'''
HO
.--l N ~H
o 0 0 0 0 U'l
o ...... 0 .--I 0 tilH
,.,:>
o 1.0 0 1.0 0 HH
o 0 c...O
.--l 1""i o I!!
r-l ...... P::;O
"''''
r- CI'l "'" \0 CO t>JZ
1.0 III 1.0 ('Ol N UO
M NON O'l f<!:;E-+
o CI'l r- Cz..rn
.-I 0 0 0 0 p::[:z1
o 0 00..0:>
'LOrJlCt:
H "
"'''''''
00 0 O{i]
Cl 0\ Cz..e-.p::;
"0
"'" M :;:c...
'"
H
'"
~ .. ><
,.,
H H "
Z
"
"
'"
'"
"
N '"
.. '" ><
" " '"
"
"' "' "
o 0 H
H H '"
H H H
,.,
OJ
N U"I 0 p::
r- (Xl {.!) a.
M M OJ
H
o 0 "
"
"
'"
o
o
o 0
o 0
o
o 0
o
o 0
M
o 0 0 0 0
o 0 0 0 0
o 0 0 0 0
o
o
o
OJ
"
00"
00'"
o 0
o
"'
H
o 0
"' "'
H H
o 0 0
o 0 0
N N N
o 0 0
M
~
..
M M
.. ..
~ ~
o
o 0
o
o
o
"
N
..
~
H
"'
H
"
"'
o
H
H
o
'"
M
o
,.
OJ
OJ
'"
Z
OJ
U
H
,.,
LO
-
o
Ct)
Q)
0>
en
Q..
r- r- r- CO r-
OO "'" 00 <:J' COl
'" '" '"
N to N tt') N.
...... 0 ...... 0 r-tU
.-l ......0
o ...... 0 ...... OUl
'"
"
N 0:) CI'l r- 1.0
...... CI'l 0 0 0,""
o 0 0 rl O.
M M ..
o 0
H H '"
'"
,.
\\\
I
I
I '" 0 0 0 0
'" . 0 0 0 0
'" .
:> . 0 0 0 0
" .
.
I '" .
OOJ . 0 0 0 0
ZH .
'" . '" '" '"
.
. 0 0 0 0 0 0 0
,., "'. 0 0 0 0 0 0 0
N N.
I . 0 0 0 0 0 0 0
.
.
. 0 0 0 0
'0 . 0 0 0 0
OJ" .
'" . 0 0 0 0
"" .
"'H .
I .
.
. 0 0 0 0
, . "' "' "' "'
.." .
"H . H H H H
"'" .
.
I "'.
...
"'. 0 0 0
OJ. 0 0 0
". N N N
.
~: 0 0 0
o.
I ".
,., .
" . M M M M
U'" . .. .. .. ..
H" . .. ~ ~ ~
..'" .
HOJ . 0 0 0 0
"''' .
I u .
l- .
.
::>> '" . 0 0 0 0
OJ:> . 0 0 0 0 LO
0 "'OJ .
0,., . 0 0 0 0 -
"'OJ . Z 0
. 0 OJ
I ns . HN "'<t
N N . N M M M""
, >< . 0 0 0 0 0 0 OH'" '" Q)
~ '" ",., . H 0 H 0 n 0 n:>
"'OJ ... . H'" 0>
::!::::: ,., OJ "'. '" 0 '" 0 '" 0 ~~C2
;ii "" . 0 0 0 en
...... OJ'" . H H n H"OJ Q..
I CO OJ " . H H H H"'''
.. . "
...... " . ",.,
,., OJ. .. "' "' M e- " 00 ,
, " :>. H M '" e- e- '" "'"OJ
OJ ,.,,, ". N '" H 0 H N H"''''
'" OJ OJ . '" '" "' .OJ H
H :>'" ... 0 0 0 0 0 0 0:>'"
I '" "H 0 0 0 '"
. ".. OJ
.. . "'U
U . H
H . H .. e- H"''''
'" ,., . e- "' M NO.. '"
.. OJ . ...'" U
'" :> . M M M M H
H . "'''
I " . H OJ
. "',.,
,., . ><0 "
iil . ~ ~ .. ~,.,,,,
. ."..
.. . H H H n~13 '"
Z " . H
0 . u
I u . "
. "'''
" . "'0"
0" . "OZ
0" . "'H
"'H . " 00 '" M>Ot&.~
.... . " 0 N ..", ,.,
,., .:> . " '" '" O"l~t>:1D
OJ" "'OJ . . Z 0 CIl
I "'" .,., . "' "' "' Ll"lHHZ U
HZ "OJ . 0 0 0 O~CIlO
"'0 . H H H rlHO::;U
"'U . H H H H"'OJ
OJ . OJ:>" "
>.. . "'H'"
H'" " . " N e- MPd:GO::;
"'''' "'0 . '" H N ..
I ..,., . M ~ .. .. U H
"'.. .
OJ . 0 0 0 0
".. .
0 .
. "
.
.. . '" e- O e- O e- O
I "':> . ~ " "' 00 "' " "' .H
OJ OJ . '" '" '"
:>,., O. "' N "' N "' N "'
ZOJ "'. 0 H 0 H 0 H 0
H . H H H H
. H 0 H 0 H 0 H
. O"lLl"lNOO~rl~MO~NOOLl"lrl~~a~MO"lLl"lNOO~
. ~O~rl~MOO~OLl"lrlmNOOMO"lLl"lO~rl~MOO~
. M "' " N 0 H H
I Z . H 0 H 0 N 0 N NMM~~Ll"lLl"l~~~OOOOO"lO"laOrlNNMM~~Ll"l
0 ",. ooooaOOOQOOOOOrlrlrlrlrlrlrlrlrlrl
H OJ. H 0 H 0 H 0 H 000000000000000000000000
.. ,., . M M M M rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
" OJ. 0 0 0 0
.. ,. H H H H
'" ,., . \\2.-
.
I
I
I
I
I
I
I
I
I
I I-
::>>
0
I cU
N
..lI::
:!:::
......
I CQ
......
I
I
I
I
I
I
I
1
'"
'"
'"
'"
"''''
a:: 0::0:: a:: a:: 0::; a::
. . . . . . . . . . . . . . . . . . . . . . . . . . .. ~
o
H
H
'"
'"
'"
'"
'"
'"
0:
'"
'"
'"
tzH.lt.:lril
OJ OJ
OJ OJ
'" OJ
OJ
U
U
OJ U
'" U "
OJ U "
U ,,"
U "
OJ U " H
'" HH
U "
H
" H
U H
"
H
H
U "
H
"
U H
H
"
U
H
"
H
. . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~M~WNOO~~~~OWMm~NOO~O~Mm~NOO~~
O~~WNOOM~~OWN~MOO~O~~~NOOMm~OWN
wW~~oooommO~~NNMM~~~WW~~oooomoo~
rlrlrlrlrlrlrlrlNNNNNNNNNNNNNNNNNMMM
0000000000000000000000000000
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
o
o
"
~
'"
o
H
H
"'
'"
"'
o
H
H
M
..
"'
o
H
H
H
'"
LO
'0
LO
Q)
0>
en
Q..
..
o
H
H
"
M
..
o
H
H
'"
"
M
o
H
H
><
,.,
..
U
"
'"
OJ
"
OJ
..
..
o
,.,
'"
OJ
'"
..
o
z
><
~
~
M
M
o
H
H
N
"
N
o
H
H
'"
N
'"
'"
Z .. 0
o H'"
H "'..
E-< P:;t.:lH~
" OJ '"
:> :>O::r.Jf-<
l'<1....:1tzlOO 0<1::
Z ...:ItilZ cr:
o f:1ZHt!HilOcn
H::I: ZHZU E-<
E-<E-<ril~ HZ(.JZ
:;~~tH:n~~:i:g8
~Cl~t>.~~~~p.
t.:l....:lPOt!)Ut.:lE...oa::
,.:Coo ZO
E-<U E-<><(f)t.:lt>:l~
0:: H 0:: ~ t.'lt.] t!)
><t.:lE-<rilt!)a:::>ClHrJl
O:::>HE-<Ht.:lO::H....:IZ
UlF:i;Zc:::.:erilZ~a::.:eO
UlHU3:::I:tilU~s:H
OJ'" ..
o U II n II II II II 1I.:e
..,., ..
\9HU3::I:t.:lXlIl><{J}
o
\\3
N
o
H
H
e-
e-
H
o
H
H
ZH
N
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LINE M
HYDRAULIC CALCULATIONS
SUMMARY
\'A
I ,. ,.
I
I 0: '" '" '" '"
0 0 0 0
H 0 Z ~ ~ " Z
H ;! ;! ;!
,.
I ., "0 "0 "0 "0 ..
" "'0 0.0 "'0 "'0 '"
" '"
0. "0 "0 "0 "0 "
,. ;:j ;:j " ;:j Z
" "
M
I " "0 "0 "0 "0 .,
"'0 "'0 "'0 "'0 ,.,
,. 0 " " " " "
" "0 "0 "0 "N "
" "" " "'" "
.,
e- "
I " ,"0 "'0 "'0 "'0 '"
,. 0. "0 "0 "0 "0 "
H H H H H
"0 "0 "0 "0 "
;0 :i! :i! :i! :i! :i!
,.
I :>0
"0
"' ,.,
"0
,.
'"
"
I ..
" ,. N
Z
H
..
'" M 0
H Z
I- ,., ,.
I .,
::>> z "
0 6 "
q H N '" .......
.. H
H ,. '" -
::2: " H 0
H :>
I .. H '"
W ., H " , ...-
" "' ., M M M M Q)
Z ,. " Z " H H H H
,., '" H " "0 ZO zO "0 " 0>
::i ., " ,., H
"'Z '" z 6 .. 0 0 0 0 en
",z :>0 H , '" Q..
...... H" "'" .. .. ., H
I CQ "'''' H" '" '" '" ,.,
ou H ., H
...... .. ,., ~ '" "
, '"
'" " " .. "
., " ;a '" U U
,., H
H U '" '" ..
I .. 0 .. "
0 OJ .. '" .,
'" ,., ,., H '" . . . . . .
'" N '" .. '" " ., .. .. .. .. .. ..
H H ,., UM UM UM UM UM U
., "' .. '" ,., ., ., ., ., ., ., .,
U ,. ~ '" '" '" '" '" '"
i:: '" H , ,.,
I .,.. " .. . . . . . .
'" "''' "' ., " " ., "0 .... "0 "0 .." ..
" "H ,., " 0 ,., "'0 "'H "'M "'"' "'''' '"
'" "''' 0 H U H ., ., ., ., ., .,
.. " .. :>N :>"' :>"' :>"' :>"' :>
'" .. 0 0. " ~ "0 "0 "0 "0 "0 z
., H'" '" '" 0 " HH HH HH HH HH H
.. ., 000 '" " 0 " '" H H H H H
" .... ",0"' ,., H
I " "'., ., ~ .. .. ., 0 0 H N M
"'" NNH U ,., U . 0 . M . e- . 0 . H .
H" i:: " ., " i:: " . " " z . z . 6
"H Z " '" 00 0'" Oe- 0" 0..
"'" '" H H Z '" HO H'" H'" HM He- H
" '" '" 0 " "0 "0 "0 ...... "H ..
'" H '" U '" "H "H "H ".... "H "
'" ,., ., .... .. .. .. .. ..
I ., '" ., :> .. '" .,'" '" '" '" '" '"
HO: ., '" H ill ., ,.,
"'.. .. '" '" .. ..
" " !ii "
"H " 0" " " " " "
:>" .. .. .. .. .. ..
" '" "''' " " " " "
.,,, "'" "'" "'" "'" 0:"
"' .. U U U U U
I ..'" "'''' ,,'" "'" "'" "'" "'"
0'" .... ,., ." ." ." ." ."
., "''' "''' "''' "''' "''' "'''
OH "'
Zo. '" '" '" " " " " " "
H H H 0
N '" '" '" '" '" '"
0 ., H N M .. H H H H H H
I 0 "'"
N "',. ..~~ 0 0 0 H N M ~ "' '"
, U.. " " "
'"
H ., ., .,
'''' ... :z z " 0 0 0 0 0 0
NM UO HNM H H H " " " " " z
.,,, ,., ,., ,.,
I ~ '" .. .. .. .. .. ..
UH " " " " " " z z "
., Z Z Z ., ., ., ., ., .,
.. U "., H H H '" '" '" '" '" '"
"., "''' " " " ., ., ., ., ., .,
"'" "0 """ " " " ,., ,., ,., ,., ,., ,., \\-)
H uu UUU ., ., ., ., ., ., ., ., .,
.. '" '" '"
1 ,. ,.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
:E
w
z
::i
......
CQ
......
o
o
o
o
.
o
"'
M
o
o
o
.
.
M
H
o
o
.
M
H
, M
..
~
.
..
UM
.,
'"
.
o
'"
"'
o
H
H
"
H
"
. N
" .
OH
HN
"N
"H
..
'"
"
H
N
H
""
0..
H"
"0
U
"'"
'"
""
"
'"
H
"
o
Z
..
Z
.,
'"
.,
,.,
.,
..0
o
H .
,"0
'"
MO
o
H .
"'"'
"'~
..0
'0
.. .
"'0
.,
:>
Z
H
M",
, "
.. .
"'"'
"0
:>H
"H
H
o
o
~
"
o
~
M
"
M
H
ZO
o
N
, 0
..
"
,.,
.
.
"00
"''''
., .
:>"'
"0
HH
H
..
. '"
Z .
ON
H~
"N
"H
..
'"
"
..
"
'""
U
"'"
."
"'''
"
'"
H
"
o
"
..
Z
.,
1Ji
,.,
.,
'"
o
~
"0
"'0
"0
"
"
"0
,.,"'
" .
"M
"'"
"'0
"0
H .
"0
::i
M
H
"0
o
.
..
UM
.,
'"
.
.."
"'M
., .
:>'"
"0
HH
H
.."
"'H
., .
5;8
HH
H
~
. 0
" .
0"
H"
"N
"H
..
'"
"
..
"
"'"
U
~~
"'''
"
'"
H
'"
o
"
..
"
.,
'"
.,
,.,
.,
'"
o
Z
~
"0
"'0
"0
::i!
"0
"'0
" .
"0
"
"'0
"0
H .
"0
::i
:>0
"0
,., .
"0
'"
"
" H
Z
o
H
..
~
.,
,.,
.,
..
'"
. .,
:>
"
H
M
H
ZO
o
'"
,.,
"
o
"
.,
'"
o
"
"
'"
..
'"
'"
.,
. ,.,
.. "
UMZCIl
., HH
'" "
""
H"'"
8r--(!):>tn
P::;.-q::ill-l...-l
tz:l . lXl C)tO
:>" 0
Z03:Zrz.
H.--lOO
HZH
..
H"'''
OH:>
". .,
Or--Z~
tIlHtoO~
l:<:08NI-I
p::;.:::'-q....t.J
OE-< I"l:U
SCIl 8Ft:
" "..
~ ~g:
:z:.<=e Oen
.. U
:E1d:: I P::;
tz:lCl 0[;;)
.. .,..
{/HI) P::; <
><....... [;;)3:
"'0 ..
'"
" "
O.
U) U-I< 0
H ""
"N"
o H
.--l en.O
"'0
ozz
o "'''
Z P::;t!Hn
"Z
.. HI
" .."
Pi! H P::; .
:E O,,:Cu
[;;) t>JS;O
,., '"
[;;) 0-1< CI)
". "
,.
..
UM
.,
'"
,.
~
..
'"
'"
.,
.,
'"
"
.,
U
H
,.,
U
"
+
:>
Z
H
" H
:>
.,
,.,
.,.,
."
"'''
.",
"
'"
"
'"
13
'"
"
Z
H
..
"'''
HO
"'H
'"
"H
,.,>
HH'"
..",
0"'''
"'''''
"''''H
,.,
.,,,
UO'
"...,
.."''''
"'''H
0:>'"
"''''
"..
"''''U
., H
.."''''
"0"
"..'"
H
"'''
H
"',.,
,.0
,.,'"
"..
z"
"0
u
"
"'''
"'0"
"oz
"'H
,.....
'" ,.,
".,,,
Z"'"
HHZ
"''''0
H"'U
,.,.,
.,:>..
"'H'"
"'''''''
'"
'"
'"
>
"
'"
0"
ZH
'"
,.,
"
'0
.,,,
'"
"0
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
H"
"'''
U
'"
.,:>
"'.,
0,.,
"'.,
>< .
",.,
"'.,
., .
""
.,'"
"
"
,.,,,
.,.,
>'"
,.,
.,
:>
"
.:>
"'.,
.,.,
".,
"
"'0
..,.,
"'..
.,
"..
o
..
"':>
.,.,
:>,.,
Z"
H
Z
o
H
..
"
..
'"
.
.
.
.
.
,
.
.
.
.
.
"'.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
...
"'.
.,.
".
.
~:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
.,.
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O'
"'.
.
.
.
.
.
.
"'.
.,.
,.,.
.,.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
"'
M
N
~
o
~
H
"
H
"
H
N
"'
o
H
"
"'
"
H
"'
N
o
H
H
"
H
"'
o
o
o
N
o
H
H
o
o
o
o
o
H
o
o
o
o
H
"'
o
"
"
o
N
M
H
M
~
o
'"
M
"
..
o
o
"
H
"
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
~
N
'"
o
o
o
o
H
N
o
"'
o
H
H
N
M
'"
H
"'
N
o
H
"
"'
'"
00
M
M
o
H
H
"
N
"'
o
'"
"
N
o
H
H
00
H
"
H
o
H
o
o
o
o
H
"'
o
o
'"
o
"
o
o
'"
M
o
'"
M
"
..
o
o
"
~
"'
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
"'
N
'"
"'
o
H
H
~
"
..
H
"
"
'"
"
"'
H
~
H
~
o
H
H
"
~
"'
o
'"
"'
M
o
H
H
'"
'"
M
M
o
H
o
o
o
o
H
"'
o
o
M
o
H
'"
H
..
M
o
'"
M
"
..
o
o
o
"
"
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
..
N
'"
"'
o
H
H
"
..
M
H
H
M
'"
"
"'
"
"
"'
~
o
H
H
'"
'"
"'
o
H
o
~
o
H
~
'"
..
N
~
o
~
o
o
o
o
H
"'
o
"
H
o
'"
"
'"
'"
N
o
'"
M
"
~
o
o
"'
"
"'
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
M
o
~
'"
o
H
H
"
N
N
H
'"
"
"
"
"'
"'
"
"
..
o
H
H
"
00
"'
o
'"
N
~
o
H
H
o
o
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
o
H
"'
o
H
N
'"
o
o
o
o
r-
-
o
N
Q)
0>
en
c....
H
H
o
~
H
N
'"
o
H
H
"
H
M
'"
N
o
..
H
H
H
"
..
"
"
"'
o
o
H
"'
o
H
H
"
o
'"
o
'"
M
"
..
o
'"
~
..
o
H
H
o
H
M
"
~
o
H
o
M
H
'"
~
N
"'
o
H
\\p
I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
:E
w
z
::i
......
CQ
......
o
o
o
o
H
"'
o
"
o
a
..
'"
o
M
N
o
'"
M
"
~
o
o
"
N
M
o
o
o
a
o
o
o
o
a
o
o
"'
H
H
N
'"
o
o
o
o
'"
"
N
'"
a
H
H
N
H
o
H
"
o
"
"
"'
"
"
N
"'
o
n
H
o
M
'"
o
"'
'"
~
o
n
H
"
"
"'
"'
o
H
o
o
o
o
H
"'
o
"'
o
o
"
"
N
o
N
o
'"
M
"
~
o
o
N
"'
N
o
o
o
o
o
a
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
H
~
M
'"
o
H
H
H
N
'"
o
o
"
"
"
"'
o
N
..
"'
o
H
n
..
"'
'"
o
"
"
~
o
H
H
o
~
ro
"'
o
H
o
a
o
o
H
"'
o
..
o
o
N
~
"
"
H
o
'"
M
"
~
o
o
N
o
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
"
"
M
'"
o
H
H
"
~
"
o
"'
M
"
"
"'
o
..
"'
"'
o
H
H
"
"
'"
o
'"
"
~
o
H
H
N
~
o
'"
o
H
o
o
o
o
H
"'
o
M
o
o
H
"
'"
"'
H
o
'"
M
"
..
o
o
H
'"
H
o
o
a
o
o
o
o
o
o
o
o
"'
H
n
N
'"
o
o
a
o
N
o
..
'"
o
H
H
H
'"
"
o
o
o
"
"
"'
H
~
'"
"'
o
H
H
M
o
"
o
..
'"
~
o
H
H
M
a
N
'"
o
H
o
o
o
o
H
"'
o
N
o
o
"'
"
"
M
H
o
'"
M
"
~
o
o
'"
N
H
,.
OJ
OJ
'"
Z
OJ
U
H
,.,
o
o
o
o
o
o
o
N
o
a
o
o
o
o
o
"'
H
o
H
"'
o
n
N
'"
o
o
o
o
'"
n
~
'"
o
H
H
N
'"
'"
o
"
'"
'"
"
"'
"
N
"
"'
o
H
n
o
M
"
o
o
o
"'
o
H
H
'"
N
~
'"
o
H
OJ
"
"
'"
"
"
H
..
"'''
HO
"'H
'"
OJH
,.,:>
~t:f
O"'OJ
"'''''
"''''H
,.,
N OJ"
M val
..... F(E-otil
N r.,.(I)p..
rl cr::r.:ll-l
00..0:;>0.
-LOCIlcr::
H "..
LOa:;:r::U
OOJ H
l%..~a:o:;
"0"
"..'"
H
"'''
H
"',.,
'"0
,.,'"
"..
::15
u
"
"'''
"'0"
"0"
"'H
,.....
'" ,.,
"OJ"
Z,,'"
HH"
"''''0
H"'U
,.,OJ
OJ:>"
"'H'"
"'''''''
H
o
o
o
"
OJ
H
"
"
"
'"
'"
M ,
"
~ .
ou
.0
0'"
'"
"
N
o~
H .
..
'"
'"
,.
'"
'"
'"
:>
"
'"
OOJ
"H
'"
,.,
'"
'0
OJ"
'"
""
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
OJ:>
"'OJ
0,.,
"'OJ
,. .
",.,
"'OJ
OJ .
""
OJ'"
"
"
,.,,,
OJ OJ
:>'"
,.,
OJ
:>
'"
.:>
"'OJ
.,.,
"OJ
"
"'0
..,.,
"'..
OJ
"..
o
..
"'>
OJ OJ
:>,.,
"OJ
H
6
H
~
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
...
"'.
OJ.
".
.
~:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ.
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o.
"'.
.
.
.
.
.
.
"'.
OJ,
,.,.
OJ,
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
M
M
~
'"
o
H
H
o
M
'"
o
"
M
'"
"
"'
M
o
"
"'
o
H
H
"
"'
"
o
"'
o
"'
o
H
H
H
M
~
'"
o
H
o
o
o
o
H
"'
o
H
o
o
'"
"
'"
o
H
o
'"
M
"
..
o
o
..
"
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
o
..
..
'"
o
H
H
N
"
"'
o
"
o
'"
"
"'
"
'"
"
"'
o
H
H
"
"
"
o
"
o
"'
o
H
H
"'
o
"'
'"
o
H
o
o
o
o
H
"'
o
H
o
o
M
N
..
'"
o
o
'"
M
"
..
o
o
"
"'
o
o
o
o
o
o
o
o
o 0
o 0
o 0
a
o
o
o
"'
n
o
H
"'
o
n
N
'"
o
o
o
o
"'
~
~
'"
o ..
o ~
o '"
o
H
H
'"
o
H
n
o
N
"'
o
n M
H "
M ..
"
o 0
o
'"
"
"'
"
'"
"'
N
'"
"'
o
n
H
"
H
"
o
H
H
'" M
M H
"
~ "'
o 0
H
o H
"'
o
H
H
M
'"
"'
'"
o
H
'" N
M 0
o '"
'"
o
H
o
o
o
o
o
a
o
o
o 0
o 0
o 0
o
o
o
o
o
a
o
"'
o
"'
H
H
o
H
"'
o
H
N
'"
o
H
N
'"
o
o
o
o
o
o
"-
-
o
C")
Q)
0>
en
Q..
o
o
o "'
o ~
o '"
o
H
H
o 0
.. M
M ~
"
o 0
o
N
"'
"'
'"
N
"'
"
"
"'
"'
'"
"
'"
"'
o
H
H
o
N
o
'"
o
H
H
'"
~
"
o
M
"
"
o
'" ..
M H
"
.. "'
o 0
H
o H
M "'
N N
o '"
'"
o
H
\\1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
:2:
w
z
::i
......
CQ
......
o
o
o
o
H
"'
o
o
o
o
"'
00
..
'"
o
o
'"
M
"
..
o
o
"'
o
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
H
"'
..
'"
o
H
H
o
'"
M
o
H
o
"'
"
"'
H
'"
o
'"
o
H
H
H
N
'"
o
..
H
"'
o
H
H
o
M
'"
'"
o
H
o
o
o
o
"
'"
o
N
o
o
"
M
"
"'
o
o
'"
o
"'
o
o
o
'"
H
..
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
..
"
..
'"
o
H
H
..
"'
M
o
"
"
..
"
"'
o
N
H
'"
o
H
H
'"
"'
'"
o
'"
H
"'
o
H
H
'"
..
o
"
o
H
o
o
o
o
"
'"
o
"'
H
o
..
'"
M
"'
o
o
'"
o
"'
o
o
o
"'
N
"
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
M
H
'"
'"
o
H
H
..
"'
M
o
"
"
..
"
"'
'"
"'
N
'"
o
H
H
'"
"'
'"
o
o
M
"'
o
H
H
~
"
"
'"
o
H
o
o
o
o
'"
'"
o
'"
H
o
o
'"
H
"'
o
o
'"
'"
..
o
o
o
"'
..
o
M
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
H
"
"
'"
o
H
H
o
M
M
o
H
'"
~
"
"'
H
~
..
'"
o
H
H
o
'"
'"
o
"'
..
"'
o
H
H
'"
H
"
N
H
H
o
o
o
o
'"
'"
o
"'
o
o
..
N
'"
~
o
o
'"
'"
..
o
o
o
'"
"
'"
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
o
N
"
'"
o
H
H
o
M
M
o
H
'"
~
"
"'
o
'"
~
'"
o
H
H
o
'"
'"
o
o
"'
"'
o
H
H
N
o
"
M
H
H
o
o
o
o
'"
'"
o
"
H
o
"
N
'"
..
o
o
"
'"
..
o
o
o
H
H
'"
M
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
o
o
o
"
o
H
H
,.
OJ
OJ
'"
"
OJ
U
H
,.,
M
o
o
o
OJ
"
"
'"
o
"
'"
o
o
M
M
o
"
"
H
..
"'''
HO
"'H
o '"
H OJH
,.,:>
o HH:E
..",
O"'OJ
"'OZ
"''''H
,.,
" OJZ
O'l UOI
0'\ i<Cf-<t.:l
'<l" [...(IlQ.,
o a;[.:lH
OP<O:>o..
q()UlC::
H "..
U'lQ:;::I;{)
OOJ H
t...8 a:; a:
"0"
"..'"
H
"'''
H
"',.,
,.0
,.,'"
"..
""
"'0
U
"
"'''
"'0"
"0"
"'H
,.....
'" ,.,
"OJ"
Z"'"
HH"
"''''0
H"'U
"'OJ
OJ:>"
o O::HlXl
l!) p"a:;p::;
OJ
H
"
;;'!
'"
H
'"
..
"
"'
o
"
'"
'"
o
H
H
o
'"
'"
o
"
'"
"'
o
H
H
H
H'
"'
O.
OU
.0
0'"
'"
"
M
H
..
"
H
H
..
"'~
'" .
H"
'"
'"
,.
'"
'"
'"
~
'"
OOJ
"H
'"
,.,
"
'0
OJ"
'"
""
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
OJ:>
"'OJ
",.,
"'OJ
'" .
",.,
"'OJ
OJ .
""
OJ'"
"
"
,.,,,
OJ OJ
:>'"
,.,
OJ
:>
"
.:>
"'OJ
.,.,
"OJ
"
"'0
..,.,
"'..
OJ
"..
o
..
"':>
OJ OJ
:>,.,
ZOJ
H
"
o
H
..
"
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
"'.
...
"'.
OJ.
".
.
~:
O.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ,
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
OJ.
,.,.
OJ,
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
~
N
'"
o
o
o
o
'"
'"
o
"
o
H
H
"
M
M
o
'"
'"
..
"
"'
N
'"
"
'"
o
H
H
o
"
'"
o
"
"
"'
o
H
H
"
o
~
'"
H
H
o
o
o
o
"
'"
o
N
H
o
"
'"
o
"'
o
o
H
H
"'
o
o
o
o
H
M
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
H
N
'"
o
o
o
o
"
H
N
"
o
H
H
"
M
M
o
'"
'"
..
"
"'
o
"
"
'"
o
~
~
o
00
'"
o
o
'"
"'
o
H
H
"
H
"
~
N
H
o
o
o
H
o
o
"
M
'"
M
o
o
H
"'
'"
H
o
o
'"
..
'"
..
U
Z
"
..,
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
"
o
M
"
o
H
H
"
"'
H
o
"
H
M
"
..
H
"'
H
"
o
H
H
H
"
H
H
"
'"
"'
o
H
H
"
N
o
o
o
o
'"
"'
o
o
o
o
"'
N
M
N
o
o
'"
..
"
H
o
o
"'
"
H
N
N
H
H
o
o
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
t-
O
"'<f"
Q)
0>
en
Q..
H
o
M
"
o
H
H
N
"
H
o
M
M
M
"
..
'"
N
H
"
o
~
H
"
H
H
H
H
o
'"
o
H
H
'"
'"
"
..,
U
H
,.,
"
i:i
"
,.
'"
\\~
N
o
M
N
N
H
I
I
,
I
I
I
II
I,
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
:E
w
z
::i
......
CQ
......
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
H
o
..
"
o
H
H
o
'"
"
o
M
H
"
"
~
H
H
'"
'"
o
H
H
'"
'"
"'
o
H
o
'"
o
H
H
N
o
M
N
N
H
o
o
o
o
'"
"'
o
..
M
o
"
"
H
"
H
o
'"
..
"
H
o
o
N
'"
'"
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
"'
..
"
"
o
H
H
"'
"'
"
o
"
'"
'"
"
..
o
'"
'"
'"
o
H
H
o
H
'"
o
"
M
'"
o
H
H
..
'"
N
~
N
H
o
o
o
o
o
'"
o
"
H
o
"
'"
H
'"
H
o
M
'"
"
H
o
o
'"
o
H
H
<>
o
o
<>
<>
o
<>
o
o
<>
o
"'
n
M
M
m
o
<>
o
o
M
N
'"
"
o
n
n
"
N
"
o
..
"
'"
"
..
'"
'"
H
"
o
H
H
"
H
'"
o
"
"'
'"
o
H
H
o
o
..
"'
N
H
o
o
<>
o
o
'"
o
o
N
o
"
H
"
~
n
o
M
'"
"
n
o
o
M
"
M
H
o
o
o
o
o
o
o
<>
o
o
o
"'
H
M
M
"
o
o
o
o
"
N
H
"
o
H
H
o
'"
'"
o
N
"'
'"
"
..
"
'"
..
"
o
H
H
H
~
'"
o
M
"
'"
o
n
n
M
"
"
'"
N
H
o
o
o
o
o
'"
o
o
H
o
M
n
o
M
H
o
M
'"
"
H
o
o
~
"'
"
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
"'
N
N
"
o
H
H
o
o
'"
o
N
N
'"
"
..
"'
N
'"
"
o
H
H
..
'"
'"
o
'"
'"
'"
o
H
H
"
M
"'
"
N
H
o
o
o
o
o
'"
o
"'
o
o
M
M
..
H
H
o
M
'"
"
H
o
o
"'
"'
..
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
o
o
o
o
"
"
N
"
o
H
H
"'
..
"'
o
M
'"
"'
"
..
N
M
"
"
o
H
H
'"
"
'"
o
..
o
"
o
H
H
N
'"
'"
"
N
H
o
o
o
o
o
'"
o
M
o
o
'"
"'
o
o
H
o
M
'"
"
H
o
o
'"
'"
N
,.
OJ
OJ
'"
Z
OJ
U
H
,.,
o
o
o
o
o
o
o
o
o
o
OJ
"
"
'"
o
o
o
o
"'
H
o
o
'"
o
M
M
"
o
o
o
o
"
o
M
"
o
H
H
'"
'"
~
o
"'
'"
"'
"
..
N
H
"
"
o
H
H
"'
H
"
o
o
H
"
o
H
H
H
'"
N
"
N
H
..
"
'"
H
..
"'''
HO
"'H
"
OJH
,.,:>
HH'"
..",
o "'OJ
"'oz
"''''H
,.,
" OJ"
"'" UOl
00 ~E-<t;;l
CO ~tIlQ.o
o cr::riIH
00..0:>0..
-U1CJlO::
H "..
UlP:;::cU
OOJ H
r...E-<O::;O:;
"0..
"..'"
H
"'''
H
"',.,
,.0
,.,'"
"..
""
"0
U
"
"'''
"'0"
"OZ
"'H
,.....
'" ,.,
"OJO
"''''''
HH"
"'''0
H"'U
,.,OJ
OJ:>"
"'H'"
"'''''''
N
o
o
o
"
OJ
H
"
~
'"
M
""
"
H .
OU
.0
0'"
'"
"
o
o ~
N.
..
'"
'"
,.
'"
'"
'"
:>
"
'"
OOJ
"H
'"
,.,
N
'0
OJ"
'"
""
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
OJ:>
"'OJ
0'"
"'OJ
,. .
",.,
"'OJ
OJ .
""
OJ'"
"
o
,.,,,
OJ OJ
:>'"
,.,
OJ
:>
"
.:>
"'OJ
.,.,
"OJ
"
0:0
..,.,
"'..
OJ
"..
o
..
"'>
OJ OJ
:>,.,
"OJ
H
"
o
H
~
..
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
N.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
0:.
...
"'.
OJ,
".
.
~:
O.
z'
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
",.
.
.
.
.
.
OJ.
>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
O.
"'.
.
.
.
.
.
.
"'.
OJ,
,.,.
OJ.
,.
,.,.
.
o
o
o
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
H
o
o
'"
o
M
M
"
o
o
o
o
"'
N
M
"
<>
H
H
"'
H M
o M
o "
o
H
H
H
"'
..
'" 0
m H
" ~
"
o <>
o
o
'"
M
"'
"
..
..
"
"
"
o
H
H
N
~
"
o
M
H
M "'
'" H
"
H "
o 0
H
o H
"
o
H
H
H
'"
" '"
N H
H '"
"
N
H
..
"
N
H
o
o
o
o
o 0
o 0
o 0
o
o
o
o
"'
H
o
o
'"
o
M
M
"
o
o
o
o
<>
o ..
o M
o m
<>
H
H
M M
'" "
" M
'"
o 0
o
..
H
"'
"
..
"'
N
'"
"
o
n
H
o
"
"
o
M "
'" H
"
H "
o 0
H
o H
"' ..
'" "
o '"
"
N
H
o
o
o
<>
o
o
o
o
o
o
o
"'
H
o
o
'"
o
M
M
"
o
o
o
t-
-
o
Ll')
Q)
0>
en
Q..
o
o
o
o
..
..
o
'"
o
o
o
'"
..
"
..
"
'"
'"
"
o
H
H
o
o
"
o
M
'"
"
H
o
o
"
H
o
\V\
I
I
I
I
I
I
I
I
I
I
II
II
I
I
I
I
I
I
I
o
o
o
o
o
o
o
o
o
o
o
"'
H
M
M
"
0
I-
::>> 0
0 0
0
~ "
0
H
W H'"
.. H
Z M:>
.H '"
::i "" ,
O"'OJ
H""
...... H"'H
CQ ,.,
"
...... "0 ,
M"OJ
M"''''
.OJH
0:>'"
'"
"..
"'U
H
"'''''''
"'0"
...'"
.. H
",,,
H
"',.,
><0
",.,'"
."..
..""
"0
u
"
"'0
"'0'-'
"oz
"'H
M><r...E-<
00: ,.,
O~tzlO
. Z a tfJ
CDHHZ
O;:E:CI)O
.-IHP:;U
H"'OJ
[;l:>"
H'"
Mo..P:;P:;
M
"
0
"
H
"
0
H
H
n
0
"
"
N
H
'"
'"
'"
'"
'"
'"
a::c::c::o::::p:;g:;p:;c::cr::a::a::p:;p:;p:;p:;
OJ
'" '"
OJ
'" OJ
::C::C:I:::E::I:Pil
"''''
'" OJ "
:I:tzltzltzltzltzltzltzl " U
OJ "OJ U
OJ'"
OJ " r--
'"
OJ " -
uuxx 0
'" uu "
OJ U " <0
u ""
'" u Q)
u "
OJ ,," 0>
u
'" H en
u " H Q..
" H
U
H H H
'" " HH H
H
H H
U "
H
H
H
"
U H
H
"
H
'"
OJ
u
'"
H
"
u
H
"
.H
OM~mM~mN~CDN~CD.-I~~.-I~~OM~OM~mN~mN~CDrl~CD.-I~~OM~OM~m
omCD~~~~~~MMNrl.-lOmmCD~~~~~~MNNrloomCDCD~~~~~~MNN.-Iom
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
OM~.-I~mM~rl~mM~.-I~CDN~O~CDN~OqOON~O~~.-I~mM~.-I~mM~rl~mN
OOO.-l.-l.-lNNMMMqq~~~~~~~~CDoommmOO.-l.-lrlNNNMM~qq~~~~~~
OOOOOOOOOOOOOOOOOOOOOOOOOO.-l.-l.-l.-l.-l.-l.-lrl.-l.-lrl.-l.-l.-l.-l.-lrl.-l.-l
.-I.-Irl.-l.-l.-l.-l.-lrl.-lrlrlrlrlrlrlrl.-l.-l.-l.-lrl.-lrl.-l.-lrl.-l.-l.-l.-l.-l.-l.-lrlrlrlrlrlrl.-lrlrl.-l.-l
\20
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
"'
'"
I")p:;a:o::
"'''''''
'"
'"
'"
'"
. . . . . . . . . . . . . . . . . . . . . . . . . .
"''''
'"
'" OJ OJ
OJ
'" OJ
'" OJ uu
"
OJ U
U ,,"
"'''''''
u "
'" OJ
'" OJ OJ
OJ U
'" " "
OJ " H
OJ H
" H
"
UUUU H
"
" U
"
U H
I-
::>> H
Q HH
~ H
H
W H
Z H
::i
......
CQ
......
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
NW~N~ro~~OOrl~~a~~O~W~M~mN~OON~OOrl
mro~~w~~~MMNrlrlOmmOO~WW~~~MNNrlOO
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WO~OONWaqOONWO~OOrl~mM~rl~mM~rl~mM~
~oooooommaaOrlrlNNNMMM~~~~~WW~~~oooo
rlrlrlrlrlrlNNNNNNNNNNNNNNNNNNNNNNN
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
"
'"
"
o
H
H
o
o
"
o
H
H
~
M
"
o
H
H
"
'"
'"
o
H
H
o
o
'"
o
H
H
r--
-
o
r--
Q)
0>
en
Q..
M
M
"'
o
H
H
"
'"
~
o
H
H
><
,.,
..
U
;':i
OJ
"
OJ
..
..
o
,.,
'"
OJ
'"
H
o
"
><
;!
o
o
..
o
H
H
M
M
~
o
H
H
"
'"
N
o
H
H
'"
'"
Z .."
o H'"
H "'..
Eo< a:t:.:l~o:C
" OJ '"
::> ::>a:t:.:lE-t
[zl....:l[:ilOO o:C
Z .-HzlZ 0:;
o t:.:lZHl!)c.1QU)
H:r: Z..::IZU E-t
E-q...r.1o:C HZ [ilZ
~p..U:r:[:il(1)o:CUH
:>r:.l,:CUQUla::;;O
~a~tr..~~iH;~~p..
t.1....:l0Ql!)Ut:.:lE-<O::
Ft:U) 2:0
E-<U E-t)-<UlCi!tzJtr..
O::;HO:;=~[:ill!)
><t:.:lE-<r."1l!)O:::>Cl....:ltll
a::>HE-tHtilO::H.....Z
m,:Cza:Ft:CilzPa::;..:eO
UlHU:>::r:t:.:lUlIl:':H
OJ'" ..
o U 11 11 g U 11 11 11 0::(
..,., ..
l!)HU~::r:til><:lIl><cn
o
\2f)
o
o
N
o
H
H
"H
N
I
I
I
1
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
LATERAL M-1
HYDRAULIC CALCULATIONS
SUMMARY
\'2-\
I ,. ,. ,.
I ~
'" .;
"'
'"
H
'"
I "'
0 OJ
OJ '"
.. '" '" '"
0 Z '"
n 0 Z OJ :>
H ~ U "
H
I ,. ,., '"
OOJ
OJ "0 ZH
" "'0 '"
" '" U
'" "0 "
,. ~ ,.,
+ N
I :>
" OJO Z
"'0 H
,. " '0
"0 IIH OJ"
" '"
:> ""
I " OJ "'H
"0 ,.,
,. 00 OJ OJ
H ."
"0 "" ,
(D ::i .", .."
" "H
"'"
,. ",'
I >"' :>0 "
OJH OJO '"
"' ,., ,., ~
OJ" OJO
,. 0 '"
"'H '"
H "
I " " H
~
Z ,.,
" ,. N 0 "
" H U'"
H .. H"
.. ~ ..'"
'" M 0 HOJ
H " OJ "'''
I I- ,., ,. ,., U
OJ OJ
::>> " "
0 6 " r;: '"
0 H c; '" " OJ:> ('")
.. H H . OJ " "'OJ
H >< '" , :> H ",., -
...... " H '" " .. "'OJ 0
I H :> H ""
:!: .. H ,., HO
OJ H " ::i '" "'HH ...-
I- " " '" M ,., "" ,. Q)
,. .. . 0 OJ " H " OJH'" ",.,
:5 ,., " '" .. " "0 0 ,.,:> "'OJ 0>
OJ "OJ " " H " HH'" OJ
"''' '" " " 6 ,., .. 0 OJ ~~~ "" en
I "''' :>0 "0 H , '" OJ'" Q..
...... n" "'" ou .. .. OJ H '" "'OOJ "
"'''' H" H '" '" '" ,., 0 "''''..
CQ ou .., H OJ H OJ"j
.. H ,., :> '" " ~
...... "'" '" '" uo' "
'" H" " " .. " '" ""OJ ,.,,,
OJ N ..'" '" '" U U .. .."'''' OJ OJ
,., OJ" " H "'OJH :>'"
I H "UM U '" '" .. '" ,,:>'"
.. 0 .. " '" "'''
g ,.,,, OJ .. '" OJ OJ "..
,., OJ" ,., H '" . . . ,., "''''u
'" " ""'0 .. '" " OJ .. .. .. " OJ H
" " H H ,., UN UN UNzen .."'''' ,.,
OJ "" .. '" ,., OJ OJ OJ OJ HH "0" OJ
U "'''OJ ,. 0 '" '" '" " "..'" :>
I r:; '" U"" , ,., " "" H
OJ.. " " .. . . HOJ'" ""
'" "''' ""'" OJ ~ " OJ .."' "N E-<N~:>lt'I H
" "H "'U ,., 0 ,., "" "'0 c::GOp.:]H..-l "',.,
'" "''' '" H U H OJ OJ OJ .tQt!)U";l ,.0
.." '" " .. :>"' :>'" :>'" 0 ,.,'"
" " 0 '" " g "0 "0 :Z;O:;:::Zc... "..
OJ H'" "H '" '" 0 " HH HH H.--IOO "" "
.. OJ OOZU} '" " 0 " '" H H n"H "0
I " .... OU')'H (/) ,., H .. U
" "'OJ ."'OJ OJ ,. .. .. OJ .. " ""''' "
~~ N......UU U '" ,., U . ~ . " "H:> "'''
OJO r:; " OJ 0 r:; Z . " . " OJ "0"
OJH "'''' " " '" OM 0" OCOZH "0"
"'" U'" '" H H Z '" HO HM IZlHl'1QCil "'H
" '" '" 0 " "0 "0 b<;;E-<OH ,.....
OJ OJ '" H '" U '" "H "H O::;~.-IE-<t.:1 '" ,., .:>
I '" u,., ,., OJ .... .. OE-< ~U "OJO "'OJ
OJ "H '" OJ :> .. '" OJ'" '" "'" .." ""'" .,.,
H'" OJ'" OJ '" H ::! OJ ,., " ".. HHZ "OJ
"'.. 0" .. '" '" .. .. " "''' "'''0
" " ~ " 0 OJ "''' H"'U
OJH OJ" " 0" " "'" 0'" ,.,OJ
:>" "'OJ .. ~ .. U OJ>"
" '" '" "''' "''' ,'" "'H'" "
I "OJ OJ" ",,, OJ" "OJ "''''''' "'0
H" "' .. U .. OJ" ..,.,
..'" " "'''' "'" "'''' "''' "'..
0'" "" H ,., OJ' ,., OJ" OJ
OJ 0 "'0 "''' "''' .. "..
OH U "' '" 0
"'" "" '" '" '" " " " "
OJ OJ H H H 0 O.
N '" '" '" '" U. 0 ..
I 0 OJ "'OJ H N M .. H H H Z " "':>
0 Z'" "" OJNOJ OJ OJ
N "',. qoqoZO 0 0 0 H N M H :>,.,
, u" U " " Z '" ." "OJ
'" OJ "'0 H
H "" OJ OJ OJ 0:<:"
'N .. "'" " Z :<: 0 0 0 " "
N" UO rlNCIlo<:l:: H H H :<: " " "',,'"
I OJZ "'u ,., ,., ,., OJZ
~ '" OJ .. .. .. H' 6
..H "''' " " " " :<: " .."
OJ H " " " OJ OJ OJ H'" H
.. .. "OJ "',., H H H '" '" '" ""u ..
"OJ "''' 0" " " " OJ OJ OJ OJ"O "
0'" "0 000:::> " " " ,., ,., ,., '" ..
H uu vao::;z OJ OJ OJ OJ OJ OJ o. '" '" \~
.. OJH '" '" '" Z' "
I ,. ,. ,.
I
I
I 0 0 0 0
. 0 0 0 0
.
. 0 0 0 0
.
.
I .
. 0 0 0 0
.
. '" 0:
.
. 0 0 0 0 0 0 0
"'. 0 0 0 0 0 0 0
N.
I . 0 0 0 0 0 0 0
.
.
. 0 0 0 0
. 0 0 0 0
.
. 0 0 0 0
. '"
I .
.
.
. 0 0 0 0
. "' "' "' "' '"
.
. ~ ~ H ~
.
.
I "'.
...
"'. 0 0 0
.,. M M M
,,. .. .. ..
.
~: 0 0 0 ., .,
" "
I o.
".
.
. " " " "
. N N N N
. .. ~ ~ ~
.
. 0 0 0 0
.
I l- .
.
::>> .
. 0 0 0 0
q . 0 0 0 0 (")
.
. 0 0 0 0 -
...... . 6 0
I .
:E . HH C'J
. 0 N .. "'''' ,
l- . '" 0 '" 0 '" 0 "'H'" Q)
. H 0 H 0 H 0 H:>
::s ... .H ,., 0>
"'. " 0 " 0 " 0 6g~
. 0 0 0 en
I . H H H H"" Q..
...... . H ~ H H"'''
. "
CQ . ",.,
...... .,. 0 '" H H N "' MO ,
:>. ~ .. H '" ~ " H""
". 0 H 0 H 0 H 0"''''
. 0 0 0 ."H
... 0 0 0 0 0 0 0:>'"
I "'. 0 0 0 0:
. "..
. "'u
. H
. 0 ~ " ~"''''
. " " " "'0"
. ...'"
. 0 0 0 0 H
I . "'''
. H
. "',.,
. ><0
. M M M M"''''
. .".. U
. H H H ~""
. "0
I . u
. " u
. "'''
. "'0"
. ~O"
. "'H
. 0 ~ N M)-tc..E-+
. "' "' "' "'''' ,.,
. H ~ H rl~WO
I . .z OUl
. " " " t'-HHZ
. 0 0 0 O;:tCflQ
. H H H rlH~U
. H H ~ H"'''
. .,:>..
. Mre~~
. 0 0 0
I . 0 M " M
. M N H H
.
. H H H H
.
. H
.
.
. "' H N H ro H N
I . " " '" " '" " 0 .H
. .. .. ..
O. "' 0 "' 0 "' 0 '"
"'. 0 0 0 0 0 0 0
. H H H H
. ~ 0 ~ 0 H 0 H
. ~~OOON~r--~rlM~~~N~~OOON~~~rlM~~~rlM
. ~rlOO~MO~~N~WMOOO~Nmr--~rlOO~Mor--~rlmW
I . .. " N " '" '" " . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. .. " N '" " " " M~~~Wr--r--oommOrlNNM~~~Wr--r--oomOOrlNNM
"'. OOOOOOOOOOrlrlrlrlrlrlrlrlrlrlrlrlrlNNNNNN
.,. M .. " N 0 " " 00000000000000000000000000000
,.,. 0 H ~ H M M rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
.,. 0 0 0 0
,. ~ H H H \ 'Z-3>
,.,.
.
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
'" '"
'"
N
"'
"
0
H
H
"'
M
"
0
H
H
'"
H
"
0
H
H
N
0
"
0
H
H
"'
" (")
'" '0
0
H
H (")
Q)
" 0>
'" en
'" Q..
0
H
H
N
"'
><
'" ,.,
0 ..
H U
H "
'"
OJ
"' "
M OJ
..
'" ..
0 0
H ,.,
H '"
OJ
'"
"
H ..
0
'" "
0
H ><
H :ii
'"
.,
"
'"
I-
::>>
o
.
......
::2:
I-
:3
......
co
......
u
u
N
o
'"
H. 0
H
H
'"
'"
~ ~ g
H "'..
8 ~[z1Ho:(
" OJ '"
::> ::>O::PilE-<
[zlH[z100 o<:t:
Z HtilZ 0:::
o [i]Zl-lt!;l[i]OU)
~~[z1~H~~rs1~
;;~~5~~~~~
~02~~~~~P<
tzlHOOt!;lUtilf-<P::;
,::ten 2:0
E-<U E-<)-oCl}[z1[z1T-..
0:: ....ux:::I:: 0 [z1 t!;I
>O[z1E-oCill!lO:::>ClHtf)
O:;::>HE-'HPilO::H...::lZ
(IlI<l;ZO::o::t[i]ZOO::Ft;O
CIlHU3::t:[i]UIIl3!:H
OJ'" ..
o II II n n II a 11 Ilo<C
..,., ..
l..!JHU3:I:r.:lXltl>oUl
o
\1--4.
H
"'
"
"'
o
. . . . . . . . . . . . . . . . . . . .. rl
H
~roON~~roOM~~mrlM~~ON~~OO
MOOO~Nm~~rlOO~NO~~rlm~MO~
~~~~~~OOmOOrlNMM~~~~~OOOO
NNNNNNNNMMMMMMMMMMMMM
000000000000000000000
rlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrlrl
"H
N
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
I
LINE N
HYDRAULIC CALCULATIONS
SUMMARY
\,,-5'
1
I
illi\,
I..c:'
c~.'
(-.~
I,..',
.'....H~.
I
I
I
I
I
I
I
I
I I
: I
I
I
I
I
I
"
..
'u'_
-
-"
I-
::>>
q
z
w
z
::i
......
CQ
......
N
o
o
N
,
"
'0
NH
H
.....
.,
.. n
".,
"'"
DH
D"
H 0
H
.,
~ ~
'"
~
H
..
'"
H
..,
"
o
H
..
H
"
H
..
.,
"
,.,
.,
~~
..
.,
..,
H
..
o
'"
'"
.,
~
gj
'"
'"
.,
~
,.
,.
"
,.
;:::
><
'"
,.
e
,.
:c
,.
M
><
~
,.
H
><
'"
E~
H"
'"
'"
..,
'"
'"
.,..
"'''
ili>:
...0:
..
....
"'.,
~~
"H
"'''
0:
.,
H'"
"'..
"
~H
,,"
..'"
00:
.,
OH
"'"
.,
iH:
u..
..
uo
.,,,
'"
[ilf'l
68
000
"'0'"
NNH
......
HNM
"""
uuu
,.
D
D
M
!il
.,
~
'"
'"
H
"'
o
..
,.
"
"
H
..
'"
H
..,
~
.,
,.,
..
H
..
..
,.,
H
..
~
0.
.,
~
..
gj
'"
0:
.,
~
'"
H
H
o
"
r:l
H
,.,
"
Z
H
~
.,
'"
"
o
H
'"
H
:>
H
"
!!l
'"
6
..
'"
~
0:
o
..
'"
H
'"
,.
~
o
0.
'"
"
><
~
H
'"
H
,.,
.,
'"
'"
'"
H
N
!il
.,
"
H
..,
~
~
'"
"
,
..
"
H
..,
,
.,
'"
H
0.
..
U
H
0:
..
'"
H
"
,.,
~
!;:
o
u
g
S
..
.,
"
H
'"
'"
.,
:>
H
'"
'"
H
M
o
"
.,
"
H
,.,
~
H
~
..
'"
,.
D
D
N
o
"
.,
~
"
"
H
..
,.,
o
'"
"
o
u
..
'"
'"
'"
'"
H
'"
o
..
,.
~
H
..
'"
H
,.,
"
~
ffi
'"
..
,.,
..
.
.
..
,.,
H
..
o
0:
'"
..
~
gj
'"
'"
.,
~
"
. ..
" .
ON
HO
"0
"H
....
.,'"
,.,
!;
0"
..
"'''
.,,,
..
"''''
,.,
"'''
"
'"
H
H
!il
!;:
.,
'"
.,
,.,
.,
:>'"
.,'"
,.,
.,,,
o
"'H
H
"
.
..
UM
.,
'"
.
"0
"'0
h
H'"
...
"
. "
" .
0'"
HN
"0
"...
..
'"
~
"'''
U
!:i~
"'''
"
'"
H
N
o
"
!;:
.,
'"
.,
,.,
.,
'"
o
~
"0
"'0
00
;;]!
"0
"'0
" .
;;]!O
"'0
"0
~O
M
H
"0
o
.
..
UM
.,
'"
.
"H
O:N
.,
~:g
HH
H
"
. '"
" .
0.,
H~
"0
"...
..
'"
"
~
"'''
U
"'"
..,
"'''
"
'"
H
M
o
"
..
"
.,
'"
.,
,.,
.,
'"
o
~
"0
"'0
00
;;]!
.,'"
..,,,
o
;;]!:::
"'0
"0
~O
M
H
"0
o
.
..
UM
.,
'"
.
"M
0:"
~~
HH
H
.."
0:"
.,
~~
HH
H
H
. "
" .
ON
H '"
"0
"H
..
'"
~
"'"
U
"'"
."
"'''
"
'"
H
~
o
"
!;:
.,
'"
..
,.,
..
,.
~
..
'"
'"
'"
o
.,
.,
'"
Z
.,
U
H
,.,
D
D
U
"
+
:>
"
H
~
"0
0.0
00
;;]!
"0
"'0
O.
;;]!O
" H
:>
.,
,.,
.,.,
.0
"'''
.",
"
"'0
"0
~O
E;i:5
,.,
"0
'"
"
'"
"
'"
"
"
'"
"
H
6
H
..
"
:>
.,
,.,
.,
..
'"
. .,
:>
"
H
LO
-
o
M
H
"0
o
'"
,.,
"
"
"
.,
'"
o
"
"
'"
..
'"
'"
.,
,.,
.. "
UMZen
., HH
'" ili"
H"'"
80\t!.J:>U'"l
Q;:,a)l's1H....
~ . o::l c.!) 1fI
" 0
os:;z;~
H.-lOO
"'''H
..
..."'"
"H:>
". .,
ON:2;H
ttlHU"lOt.:l
~E-<OH
ll::1':(.-IE-<t.:l
OE-< .ceu
"'" !;"
~ o.~
., "'''
XI':( OCll
.. U
:Eo:( 10::
l':ilC Q(4
.. ....
0000 p::o:t;
>0........ 00:0:-
:0 ~l
o.
u. 0
" "
"N"
H
'" ."
0:0
OZ:i!
::1"",
.,,,
H ,
!::ii!
,,"u
""0
'"
o. '"
". "
,.
..-
Q)
0>
co
Q..
.
..
()M
.,
'"
'"
H
'"
o
"
..
"
.,
'"
.,
..,
.,
\$
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
o
.
z
w
z
::i
......
CQ
......
co
"
H
..
"'''
HO
"'H
'"
OJH
,.,:>
HH"
..",
g~~
"''''H
.,
OJ"
UO'
".."
.."''''
"'OJH
,,:>'"
"''''
",!:it
OJ H
.."''''
"0"
"..'"
H
"'''
H
"',.,
><0
,.,'"
~~
U
~"
"'0"
"0"
"'H
,.....
~OJ!3
""'"
HH"
"''''0
H",U
"'OJ
OJ:>"
",H'"
"'"''''
'"
'"
~
"'
OOJ
"H
'"
,.,
N
'0
OJ'"
'"
""
"'H
,
.."
"H
"'"
,.,
"
U'"
H"
..'"
HOJ
"'''
U
'"
~i:i
",.,
"'OJ
>< .
co,.,
"'OJ
~.
,,~
CO
,.,~
""
:>'"
,.,
~
"
.:>
"'OJ
..,
"OJ
"
153
"'..
"
"..
o
..
"':>
"OJ
~o1
H
"
o
H
~
'"
.
.
.
.
.
.
.
.
.
.
.
",.
,,.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
15:
"'.
OJ,
".
.
iii:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
OJ,
:>.
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o.
"'.
.
.
.
.
.
.
"'.
".
.,.
OJ.
,.
,.,.
.
o
o
o
o
o
o
o
o
o
o
o
"'
H
"
"'
o
H
o
o
o
oo
'"
00
"
o
H
H
oo
"
oo
o
'"
H
"
~
"
o
'"
"'
"
o
H
H
o
'"
"'
~
o
o
M
o
H
H
"
..
oo
o
o
H
o
o
o
o
'"
..
o
H
H
o
M
'"
'"
..
o
o
"'
H
"
H
H
o
M
"'
oo
N
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
"'
o
H
o
o
o
o
"
'"
"
o
H
H
oo
"
N
o
'"
H
..
..
"
"
o
"
"
o
H
H
'"
'"
o
oo
~
'"
"'
o
H
H
o
o
"'
oo
o
H
o
o
o
~
U
H
!3
:ii
~
"
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
"'
o
H
o
o
o
..
..
H
'"
o
H
H
M
'"
'"
oo
00
00
M
H
..
"
H
"'
H
'"
o
H
H
oo
H
"'
o
~
'"
"'
o
H
H
o
o
"'
oo
o
H
o
o
o
o
'"
~
o
'"
M
o
o
M
'"
M
"
o
"'
H
"
H
H
o
"
"
..
o
o
o
o
o
o
o
o
o
o
o
"'
H
"
"'
o
H
o
o
o
oo
'"
~
'"
o
H
H
H
oo
"
oo
..
oo
M
H
..
"
H
"
"
'"
o
H
H
H
M
"'
o
H
oo
'"
o
H
H
"
"
'"
oo
o
H
o
o
o
o
'"
"
o
M
o
o
o
..
"
00
'"
o
H
o
"
H
H
o
'"
"
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
"'
o
H
o
o
o
"
"
..
'"
o
H
H
oo
'"
'"
oo
"
H
M
H
..
"
'"
'"
"
'"
o
H
H
oo
M
"'
o
'"
oo
'"
o
H
H
M
M
o
M
o
H
o
o
o
o
'"
..
o
"
oo
o
o
"'
"
M
'"
o
H
o
"
H
H
o
~
oo
..
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
"'
o
H
o
o
o
..
"'
"
'"
o
H
H
M
..
"
N
..
"'
oo
H
~
"
H
H
M
"
o
H
H
H
"'
"'
o
'"
"
'"
o
H
H
"
"'
..
M
o
H
o
o
o
o
'"
..
o
'"
H
o
"
o
'"
"'
"'
o
H
o
"
H
H
o
H
M
M
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
"'
o
H
o
o
o
"'
..
'"
'"
o
H
H
'"
oo
oo
oo
"
'"
H
H
~
"
'"
H
"
"
o
H
H
H
"
"'
o
"'
H
"
o
H
H
"
'"
"
M
o
H
o
o
o
o
'"
..
o
M
H
o
'"
"'
o
'"
"
o
H
o
"
H
H
o
"
'"
oo
o
o
o
o
o
o
o
o
o
o
o
"'
H
"
"'
o
H
o
o
o
H
"
o
o
H
H
H
'"
H
o
oo
o
"
H
H
..
"
oo
"'
o
"
o
H
H
oo
'"
"'
o
'"
"
"
o
H
H
"'
"'
o
~
o
H
o
o
o
o
'"
"
o
'"
o
o
'"
"
o
M
..
o
H
o
"
H
H
o
o
oo
oo
o
o
o
o
o
o
o
o
o
o
o
"'
H
"
"'
o
H
o
o
o
'"
'"
H
o
H
H
H
'"
M
00
H
"
"
o
H
..
"
o
M
M
"
o
H
H
M
H
'"
o
N
"
"
o
H
H
"'
"
oo
..
o
H
o
o
o
o
'"
"
o
"
o
o
H
'"
"
"
M
o
H
o
"
H
H
o
oo
"
H
o
o
o
o
o
o
o
o
o
o
o
"'
H
"
"'
o
H
o
o
o
'"
M
oo
o
H
H
H
M
"
'"
H
"
M
o
H
~
"
'"
'"
"'
00
o
H
H
'"
M
'"
o
M
'"
"
o
H
H
"
"'
~
"
o
H
o
o
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
o
'"
"
o
"
"'
o
H
o
o
o
LO
-
o
N
Q)
0>
Ctl
Q..
o
o
'"
M
N
o
H
H
H
o
"'
"'
M
"'
M
o
M
"
'"
H
00
M
o
H
..
"
'"
'"
"'
"
o
H
H
'"
M
'"
o
o
"'
'"
H
H
o
M
'"
"
o
H
H
o
o
o
"
"'
"
~
o
H
\1..1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
::>>
Q
z
w
z
::i
......
CQ
......
,.
OJ
OJ
'"
"
OJ
U
H
,.,
o
o
N
o
o
o
01
~
'"
o
'"
..
o
g
H
..
"'''
HO
"'H
"' '"
o OJH
,.,:>
o HHZ
..",
:Ui~
"''''H
..,
.. OJ"
g ~~~
M Iiornc.
:;o.~~::;:
.~ en $ f-I
If)odI! tJ
OOJ H
rz.E-<e:::e::
"0"
"..'"
H
"'''
H
"',.,
><0
,.,'"
~~
U
"
""
"'0"
:<02
"'H
,.....
~OJ5
""'"
HH"
"''''0
H"'U
"'OJ
OJ:>"
o P::HIIl
o lllc:r:e:::
OJ
H
"
~
'"
o
""
'"
H '
HU
.0
0'"
'"
"
~
"''''
H '
..
'"
'"
,.
'"
'"
~
'"
001
"H
'"
,.,
.,
'0
OJ"
'"
;liS
"-
.."
"H
""
,.,
"
U'"
H"
..'"
HOJ
Ol"
U
'"
OJ:>
"'OJ
",.,
"'OJ
,. .
",.,
Ol"
OJ .
i:iiil
"
o1~
:>'"
,.,
..
:>
"
':>
"'OJ
,,.,
"OJ
"
"'0
..,.,
"'..
OJ
"..
o
..
"':>
OJ OJ
5;01
H
"
o
H
~
'"
.
.
.
.
.
.
.
.
.
.
.
"'.
.,.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
~:
"'.
OJ.
".
~:
o.
".
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
...
"'.
.
.
.
.
.
~:
".
.
...
"'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
o .
"'.
.
.
.
.
.
.
"'.
OJ.
,.,.
"'.
,.
..,.
.
o
o
o
o
o
o
o
o
o
o
o
~
H
..
'"
o
H
o
o
o
'"
"
N
o
H
H
H
o
N
'"
H
'"
"
'"
..
"
'"
'"
"
"
o
H
H
'"
'"
'"
o
H
H
"
o
H
H
N
H
'"
..
o
H
o
o
o
o
'"
..
o
..
o
o
o
'"
H
'"
N
o
o
'"
'"
H
H
o
o
M
H
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
'"
N
M
o
H
H
H
o
"
M
H
M
..
'"
..
r-
'"
..
'"
"
o
H
H
M
"
'"
o
'"
N
"
o
H
H
N
..
"
..
o
H
o
o
o
o
'"
..
o
M
o
o
'"
M
'"
'"
N
o
o
'"
'"
H
H
o
o
H
H
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
"'
o
H
o
o
o
..
'"
M
o
H
H
H
'"
'"
N
H
'"
'"
"
~
"
'"
'"
o
'"
o
H
H
'"
o
"
o
'"
M
"
o
H
H
N
'"
"
..
o
H
o
o
o
o
'"
..
o
N
o
o
N
'"
"'
N
N
o
o
'"
'"
H
H
o
M
'"
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
'"
"
M
o
H
H
H
N
..
H
H
"
'"
"
..
"
..
M
N
'"
o
H
H
'"
M
"
o
o
~
'"
o
H
H
~
..
'"
~
o
H
o
o
o
o
'"
..
o
N
o
o
~
'"
"
'"
H
o
o
'"
'"
H
H
o
"
"
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
N
'"
M
o
H
H
H
"
M
o
H
"
H
"
..
"
..
'"
M
'"
o
H
H
..
'"
"
o
'"
'"
'"
o
H
H
M
N
o
~
o
H
o
o
o
o
'"
..
o
H
o
o
'"
'"
..
"
H
o
o
'"
'"
H
H
o
'"
'"
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
M
o
~
o
H
H
H
~
..
'"
o
o
"
"
~
"
'"
'"
..
'"
o
H
H
M
'"
"
o
"
'"
"
o
H
H
'"
"
o
'"
o
H
o
o
o
o
'"
..
o
H
o
o
N
N
..
'"
H
o
o
'"
'"
H
H
o
~
"'
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
H
H
~
o
H
H
H
"
'"
"
o
M
~
"
~
"
~
'"
'"
'"
o
H
H
..
N
"
o
M
"
"
o
H
H
M
..
H
'"
o
H
o
o
o
o
'"
..
o
H
o
o
..
H
'"
M
H
o
o
'"
'"
H
H
o
~
..
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
"
H
~
o
H
H
H
o
"
"
o
'"
o
"
~
"
"
M
'"
'"
o
H
H
"
'"
"
o
"
"
"
o
H
H
"
"
H
'"
o
H
o
o
o
o
'"
..
o
o
o
o
'"
M
o
N
H
o
o
'"
'"
H
H
o
~
M
o
o
o
o
o
o
o
o
o
o
o
o
'"
H
..
'"
o
H
o
o
o
H
N
..
o
H
H
H
'"
o
"
o
'"
"
'"
..
"
N
H
"
'"
o
H
H
N
'"
"
o
N
"
"
o
H
H
H
N
N
"'
o
H
o
o
o
o
'"
..
o
o
o
o
'"
~
'"
o
H
o
o
'"
'"
H
H
o
"
N
o
o
o
o
o
o
o
o
o
o
o
o
"'
H
..
'"
o
H
o
o
o
L{)
-
o
("")
Q)
0>
en
Q..
..
N
..
o
H
H
H
..
~
'"
o
..
..
'"
..
"
o
"
"
'"
o
H
H
"
N
'"
o
~
"
"
o
H
H
"
..
N
"'
o
H
\~
I ,.
I OJ
OJ
'"
Z
OJ
U
H
,.,
I 0 0
0 0
0 '" 0 0
0 '" . 0 0
~ .
0 . 0 0
.
.
I '" .
0 OOJ . 0 0
"H .
'" . '" "''''
M .
0 0 0 . 0 0 0
0 0 0 .., "'. 0 0 0
., .,.
0 0 0 . 0 0 0
I OJ .
~ .
0 . 0 0
0 '" '0 . 0 0
OJ" .
0 '" . 0 0
:Hl .
.
I .
.
0 . 0 0
"' "'- . "' "'
.." .
H "H . H H
"'0 .
.
I "'.
...
0 0 "'. 0 OJ
'" '" OJ. '"
.. .. ". ..
.
0 0 ~: 0
O.
I ".
,., .
.. " . .. ~
"' U'" . "' "'
0 H" . 0 0
..'" .
~ HOJ . H H
"''' .
I I- U . OJ
.
::>> . OJ
0 '" . 0 0
q 0 [;1 OJ:> . 0 0 " Ll)
"'OJ .
0 H ",., . 0 0 " -
Z .. "'OJ . " 0
Ol" . 0
I w HO . H ~
'" "'H . '" "Ol
Z 0 '" 0 Ol .. . . '" 0 NH Q)
0 .. 0 OJH ".., . .. 0 ~:> "''''
,.,:> "'OJ ... .H" 0)
::i 0 0 0 HH" '" ",. 0 0 0" , en
H "0' 1.1il . H ;::~~
H ~iHJ ~ . H Q..
...... H " . H H"'H
I CQ "''''H . ,., UU
,., . "
...... '" '" " OJ" OJ. '" '" MO ,
M ~ " UO' ..,~ :>. M .. ""OJ
.. "' M ""OJ ". "' .. "Ol'"
'" " .."'''' OJ OJ . " O~:;:
0 0 g",~~:;: :>'" ... 0 0
0 Ol. 0 h "
I .",'" ~ .
H .. .
"'''' U . H
.. OOJ H . "' ,,"''''
H ra.E-<~P::: ,., . " ",0"
"0.. OJ . ."Ol
'" "..'" :> . "' "' H HH
H . Ol"
I Ol" . H
H . "'..,
"',., . ..0
.. "0 . .. ~,.,'"
,.,'" . ."..
" ".. . ,... "1l~
::i!13 " .
. U
I U . "
" . "'''
"'0 . "'0"
"'0" . "0"
"3~ . "'H
0 . .. qo~!:1oE-< .",
.. ....<< . '" ..~ ..,
" '" ,., .:> . " '" OJO
"OJ" "'OJ . . Z P Ul
I '" ""'" .., . '" O'IHHZ
0 HH" "OJ . 0 O;:Ecno
~ "''''0 . H ...-lHP:::O U
H H"'U . H H"'OJ
f;l~.. . OJ:>"
. "'H'"
,... 0 g;~~ " . " "",p.e:::e:::
'" " "'0 . 0 "'
I '" OJ ..,., . 0 0
H "'.. .
0 " OJ . H H
".. .
1l 0 .
.
Ol .
0 ,... 0 .. . '" 0 '"
"' " "' , "':> . " "' " .H
I '" '" OJ OJ . '"
H " H i:;f;l O. " H "
H 0 HU "'. 0 H 0
~ .0 H . ~ H
0 ~ 0'" . H 0 H
'" . ~ON~mMM~mN~~OM~mMM~mN~~O
" . ~~m~m~~~~~~~mmmm~mmmOOOM
" '" N . " M H
I H '" H" " . " 0 ~ NM~m~~mmOMNM~m~~mmOMM~mW
0 "'. aoOOOaaO..-l..-l..-l..-l..-l..-l..-l..-l..-l..-lNNNNNN
0 '" 0 .: H OJ, '" 0 N 000000000000000000000000
"' ~ ,.,. "' "' MMMM..-lnMMMMMMMMMMMMMMMMMM \1..q
0 ai OJ, 0 0
H ,. H H
'" ,.,.
'" .
I ,.
I
I
I
I
I
I
I
I
II
II
II
I
I
I
I
I
I
I
I
~
~
"'''' '" '" '" p::~e::P::a:e::a::e::P::P::
r:.:ll:ill'ilrill::il
OJ OJ
OJ OJ ",'"
OJ
OJ '"
'"
OJ
",'" U
OJ U
U
'" U "
OJ OJ
"'''' U ,,"
U
'" ,,"
u
'" uu "
u " H
'" H
H
U "" H
H
"
'" U H
" H
I- HH
::>> '" u
q '" " H
H
Z U "
W u
Z H
::i ,,"
...... H
CQ
......
H H
M~~~~~~N~~OM~ro~~~~N~~OM~mM
MMMNNNNMMM~~~~~~~~~~~~~~~ro
. . . . . . . . . . . . . . . . . . . . . . . . . .
~romoMNM~~~~ro~OMNM~~~~ro~OMN
NNNMMMMMMMMMM~~~~~~~~~~mmm
00000000000000000000000000
MMMMMMMMMMMMMMMMMMMMMMMMMM
M
..
o
H
H
H
"
'"
'"
o
...
H
..
'"
"
o
...
...
o
N
'"
o
...
H
'"
..
"
o
H
H
LO
-
o
LO
Q)
0>
en
Q..
...
...
'"
o
...
H
"
'"
on
o
H
H
o
o
><
,.,
..
U
"
"
OJ
"
OJ
..
..
o
,.,
'"
"'
'"
..
o
Z
><
~
M
N
on
o
H
...
'"
..
~
o
...
...
..
"
'"
'"
~ ~ i;
H "'..
~ P:;1Z11-1~
:> rgO::~E-I
r.:I..::ltz100 a:
z ,.UilZ P::
o OJ~I-ICH::ilO{/)
H:I: HZU E-I
E-o E-dil H ~ OJ"
~C.{) filtt'l (JH
>1i:l,c;CU~'" ~O
r:<101J.< OE-< C.
,., "'.. "'''
OO...:l:::iOOUr:z:lt;:PO::
E-otStIlE-l>tooli:loo2
>-gn:~&n3~rg8..:1CfJ
"':>H"HOJ"'H,",Z
CI)~ZP::F(l':ilZOP::I"I:O
Cl)HU:3':Z:r:ilUlIl~H
OJ'" ..
E-o S " " " II " " " II ~
OOHUS::I:lJ:1XIIli><tI)
"H N
\?O
'"
o
...
...
o
o
'"
o
H
H
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Appendix E:
Storm Drain Improvement
Plan
\'?\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Stormdrain Improvement Plans included with the report for plan check.
\~