HomeMy WebLinkAboutCT 06-24; BRESSI RANCH VILLAGE CENTER; SANITARY SEWER REPORT; 2007-12-17I
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SANITARY SEWER REPORT
BRESSI RANCH
COMMERCIAL
GARLSBAD, CA
December 17, 2007
CT OCo~0'1
Prepared For:
LNR Property Corporation
Jeff Williams
4275 Executive Square, Suite 210
La Jolla, CA 92037
PROJECT DESIGN CONSULTANTS
Planning I Landscape Architecture I Environmental I Engineering I Survey
PDC Job No. 3219.00
Norman L. Sakara RCE 46166
Registration Expires 12/31108
701 B Street. Suite 800 .... -l. •• ~ •. , ~ ,
San Diego. CA92101 ~
619.235.6471 Tel . l;
619.234.0349 Fax !;;
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Prepared By: MJJ~
Checked By: MHr
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TABLE OF CONTENTS
1.0 INTRODUCTION .......................................................................................... .
2.0 DESCRIPTION OF STUDY AREA ................................................... : ......... .
3.0 PROPOSED SANITARY SEWER IMPROVEMENTS ................................ .
4.0 ESTIMATED SEWAGE FLOW .......................................... ' .......................... .
5.0 DESIGN CRITERIA ............ : .......................................................................... .
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS ............................ .
7.0 CONCLUSION ............................................................................................... .
FIGURES
1 Vicinity Map ................................................................................................... .
TABLES
1 Sewer System Design Flows & Calculations .................................................. .
APPENDICES
A Design Use Values of Manning's Coefficient
B Unit Flow and Peaking Generation Factors
C Handbook of Hydraulics Tables
ATTACHMENTS
Exhibit A -Bressi Commercial Sewer System
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1.0 INTRODUCTION
This sanitary sewer report has been prepared to present the design and supporting calculations
for the sanitary sewer facilities associated with development of the Bressi Ranch Commercial
Site, CT 06-24 within the City of Carlsbad, California. This study has been performed in
accordance with City of Carlsbad design standards.
2.0 DESCRIPTION OF STUDY AREA
The Commercial portion of Bressi Ranch is approximately 13.72 acres with 122,092 square feet
(SF) of proposed commercial building space. The site is an irregularly shaped piece of property
bordered by Gateway Road to the North, El Fuerte Street on the North-East, Bressi Ranch Way
on the South-East, Paradise Road on the south and the Bressi Ranch Residential development
(DWG. No. 415-3C) serves as the Westerly border. Please see Figure 1: Vicinity Map on page 2.
3.0 PROPOSED SANITARY SEWER IMPROVEMENTS
The proposed sewer system for Bressi Ranch Commercial is divided into two separate collection
systems. Sanitary Sewer System 1 collects waste water from lots 1 and 2 utilizing the existing 8"
public sewer in Finnilla Place and Town Garden Road per drawing number 415-3b. One
proposed lateral from lot 1 connects to the existing sewer in Finnila Place. Another proposed
lateral from lot 2 connects to the existing line in Town Garden Road near the beginning of
system 1. The 8" main line of Sanitary Sewer System 2 begins at an existing access hole (No.
12) in EI Fuerte road per drawing number 400-8E and extends south easterly into the Bressi
Ranch commercial site. There are four 6" branches off of System 2 that collect the waste water
from lots 3-7 please see Exhibit' A' for the layout of both systems as well as pipe sizes, lengths
and slopes.
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PROJECT SITE
Figure 1: Vicinity Map
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MELROSE
DRIVE
BRESS/
FUERTE
STREET
WAY
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4.0 ESTIMATED SEWAGE FLOW (DEMAND)
There is approximately 122,092 S.F. of proposed commercial building area within the Bressi
Ranch Commercial site. System 1 will provide sewer service to lots 1 and 2, which contains
17,000 S.F. of building space. System 2 will collect from approximately 105,092 S.F. of building
space on lots 3-7. The Carlsbad Standard Sewer System Design Criteria manual states that
sewage demand is approximated as 220 gallons per dwelling unit for an average day. According
to The Carlsbad Municipal Water District Sewer Master Plan (Vol. 1 Chapter 6 2004 edition)
every 1,800 SF of office space is equivalent to 1 dwelling unit (EDU). Therefore an average
sewage demand is equated by dividing the total square feet of office space by 1,800 and
multiplying this number by 220 gallons per day. See Table 1 for quantities.
5.0 DESIGN CRITERIA
The criteria used in the design of these sewer systems were established within the City of
Carlsbad design standards, design criteria for gravity sewer lines and appurtenances, 2004. The
following is a brief summary from the above-mentioned standards:
Where D = Flow Depth and d = pipe diameter:
4-,6-, and 8-inch diameter pipe:
1. Maximum Depth at Peak Flow = Yz pipe diameter (0.33 feet); or Did.:::; 0.50
2. Minimum Pipe Slope = 0.40%; desirable = 0.50% (8" inch pipe)
3. Minimum Sewage Flow Velocity = 2 feet/second
4. Peaking Factor = 2.5
5. Unit Flow Generation Factor = 1 EDU/1,800 SF of Office Space *
6. Sewage Generated = 220 gallonslEDU/day
7. Pipe Roughness Coefficient 'n' = 0.011 for PVC pipe **
Note: Maximum sewer depth shall be 15 feet. Depths greater than 15 feet require approval from
the City Engineer.
* See Appendix A for Table 5-1, Unit Flow Generation Factors per the Carlsbad Municipal
Water District Sewer Master Plan, 2004.
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** See Appendix A for Design Use Values of Manning's n for Open Channel Flow taken from
Civil Engineering Reference Manual, 6th Ed., by Michael Lindeburg; and Roughness Values,
Manning's Formula taken from Haestad's FlowMaster Hydraulic Software.
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS
The estimated flow in each reach of pipe that will serve Bressi Ranch Commercial Site is shown
in Table 1. See Exhibit A for proposed sewer alignment and access hole and clean out
designation.
7.0 CONCLUSION
It was determined that a combination of 8-inch and 6 inch PVC pipe was suitable to carry the
service flow without exceeding the criteria of depth of peak flow:::; Yz pipe diameter or Did:::; 0.5.
Due to the relatively flat topography of the Bressi Ranch Commercial site, the low service flow
from the buildings and the existing conditions it was impossible to maintain a minimum velocity
of2 feet per second throughout the proposed sanitary sewer systems. However, all of the pipes
proposed in this study maintain a minimum slope of 2%. Please refer to Table 1 for Sewer flow
calculations. Sewer depths range from 4.5 to 22 feet for the proposed sewer systems analy~ed in
this report. Portions that exceed 15 ~ are specified to be C-900.
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Table 1: Sewer System Design Flows and Calculations (See Exhibit A)
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I' Table 1: 'Sewer System Design Flows Calculations for Bressi Ranch Commercial !
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SYSTEM 1 PEAKING FACTOR DETERMINATION: TABLE 1
DWELLING UNITS FLOW TOTAL TOTAL PEAK/AVERAGE ' P~AK DESIGN FLOW LINE DESIGN VELOCITY'
I FROM TO IN-LINE TOTAL PERD.U. FLOW POP. FLOW RATIO G.P.D. C.F.S. SIZE (in) SLOPE(%) d n (ft) dnlD INLlN!;: CFS Q(cfs) , n a (rad> P (ft) A (ft2) (f.p.s.) COMMENTS I
SP1 C014 2.78 2.78 220 612 612 2.50 1529 0.002~ , 6.00 2.00 0.0,196 0.04 0.0024 0.0027 0.011 0.40 I 0.20 0.00 1.05
C014 C013 0.00 0.00 220 0 0 2.50 0 0.0000 6.00 2.00 0.0196 0.04 0.0000 0:0027 0.011 0.40 \ 0.20 0.00 1.05
C013 C015 0.00 0.00 220 0 0 2.50 0 0.0000 6.00 2.00 0.0196 0.04 ,0.0000 0.0027 0.011 0.401/ 0.20 0.00 , 1.05 Connect to Existing 8" per O"",g. 415-38
13 "14 0.00 , 0.00 220 0 0 2,50 0 0.0000 '8.00 1.60 0.0194 0.03 0.0000 0.0027 0.011 0.34 I, 0.23 0.00 0.93 Existin!l 8" per OW!l. 415-38
I 14 15 0.00 0.00 220 0 0 2.50 0 0.0000 8.00 1.00 0.0099 0.01 0.0000 0:0005 0.011 0.24 : 0:16 0.00 0.47 Existing 8" per Owg. 415-38
15 16 6.67 6.67 220 1467 1467 2.50 3669 0.0057 8.00 . 4.50 0.0255 ' 0;04 0.0057 0:0082 0.011 0.39 ) 0.26 0.00 1.87 Existin'g.8" per Owg. 415-38
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SYSTEM 2 PEAKING FACTOR DETERMINATION.: TABLE I
I DWELLING UNITS FLOW TOTAL TOTAL PEAK/AVERAGE PEAK DESIGN FLOW, LINE DESIGN ',VELOCITY
IN-LINE TOTAL FLOW POP. i,
d n (ftl a (rad) A (ft2) FROM TO PERD.U. FLOW RATIO G.P.D. C.F.~. SIZE (in) SLOPE (%) dn/D INLlNE.CFS q (cfs) n P (ft) (f;p.s.) COMMENTS
C05 C04 2.33 2.33 220 513 51'3 2.50 1282 0.0020 6.00 2.00 0.0186 0.04 0.0020 0.0024 0.011 0.39 { 0.19 0.00 1.01
I C04 8 0.00' 2.33 220 513 513 2.50 1282 0.0020 6.00 2.00 0.0186 0.04 0.0020 0.0024 0.011 ' 0.39 { 0.19· 0.00 1.01
7 8 4,70 4.70. 220 1034 1034 2.50 2585 0.0040' 6.00 2.00 0.0260 0.05 0.0040 0.0049 0.011 0.46 r 0.23 0.00' 1.26
8 1 7.03 14.06 220 3093 3093 2.50 7733 0.0120 6.00 2.00 0.0401 0.08 0.0120 0.0123 0.011 0.57 i 0.29 0.01 1.66
C03 CO2 2.50 2.50 220 550 550 2.50 1375 0.0021 6.00 2,00 0.0186 0.04 0.0021 0.0024 ' 0.01"1 0.39 I 0.19 0.00 1.01
CO2 C01 2.87 '5.37 220 1.181 1181 '2.50 2954 0.0046 6.00 2.20 0.0268 0.05 0.0046 0.0055 0.011 0.47 I 0.23 0.00 1.35
I C01 6 6.14 11.51 220 2532 2532 2:50 6331 0.0098 6.00 2.00 0.0365 0.07 0.0098 0.0101 0.011 0.55 \ 0.27 0.01, 1.57
6 1 0.00, 11.51 220 2532 2532 2.50 6331. 0.0098 6.00 2.00 0.0365 0.07 0.0098 0.0101 0.011 0.55 I 0.27 0.01 1.57
1 2 2.78 28.35 220 6237 6237 2.50 15593 0.0241 8.00 2.00 0.0514 0:08 0.0241 0.0244 0.011 0.56 i 0.38 0.01 1.97
C09 C08 2.66 2.66 220 585 585 2.50 1463 . 0.0023 6.00 2.00 0.0192 0.04 0.0023 0.0026 0.011 0.39 I 0.20 0.00 1.03
C08 9 0.00 2.66 220 585 585 2.50 1463 0.0023 6.00 2.00 0.0192 0.04 0.0023 0.0026 0.011" 0.39 0.20 0.00 1.03
I C06 C07 3.33 3.33 220 733 733 2.50 1832 0.0028 6.00 2.00 0.0172 0.03 0,0028 0.0020 0.011 0.37 0.19 0.00 Q.96
C07 9 0.00 3.33 220 733 733 2.50 1832 0.0028 6.00 2.00 0.0172 0.03 0.0028 0.0020 0.011 0.37 . 0.19 0.00 0.96
9 2 0.00 5.99' 220 1318 1318 2.50 3295 0.0051 6.00 2.00 0.0282 0.06 0.0051 0.0058 0.011 0.48 0.24 0.00 1.33
2 3 0.00 34.34 220 7555 7555 2.50 18887 0.0292 8.00 2.00 0.0565 0.08 0.0292 0.0297 0.011 0.59 0.39 0.01 2.09
3 11 0.00 34.34 220 7555 7555 2.50 18887 0.0292 8.00 2.00 0.0565 0.08 0.0292 0.0297 0.011 0.59 0.39 0.01 2.09 C-900
I 11 4 0.00 34.34 220 . 7555 7555 2.50 18887 0.0292 8.00 2.00 0.0565 0.08 0:0292 0.0297 0.011 0.59 .0.39 0.01 2.09 C-900
C012 C011 23.59 23.59 220 5190 5190 2.50 12975 0.0201 6.00 2.00 0.0510 0.10 0.0201 0.0204 0.011 0.65 0.33 0.01 1.94 C-900
C011 C010 0.00 23.59 220 5190 5190 2.50 12975 0.0201 6.00 2.00 0.0513 0.10 0.0201 0.0207 0.011 0.65 0.33 0.01 1.95 C-900
C010 4 0.00 23.59 220 5190 5190 2.50 12975 0.0201 6.00 62.50 0.0228 0.05 0.0201 0.0207 0.011 0.43 0.22 0.00 6.46 C-900
4 5, 0.00 57.93 220 12745 12745 2.50 31862 '0.0493 . 8.00 18.69 0.0424 0.06 0.0493 0.0495 0.011 0.51 0.34 0.01 5.31 C-900
I 5 12 0.00 57.93 220 12745 12745 2.50 31862 0.0493 ' 8.00 4.27 0.0602 0.09 0.0493 0.0496 0.011 0.61 0.41 0.02 3.18 C-900
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I P:\3219\ENGR\REPORTS\SWR\4th\Table 1.xLS 5
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I APPENDIX A
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DESIGN USE VALUES OF
I MANNING'S COEFFICIENT
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1
I· Roughness Values, Manning's Formula
Commonly used roughness values for different materials are: t Channel Type and Description Minimum Normal Maximum
I A. Closed Conduits Flowing Partly Full
A-i. Metal
a Brass, smooth 0.009 0.010 0.013 I b.Steel
1. Lockbar and welded 0.010 0.012 0.014
I 2. Riveted and spiral 0.013 0.016 0.017
c. Cast iron
1. Coated 0.010 0.013 0.014
I~ 2. Uf1coated 0.011 0.014 0.016
d. Wro~ght iron
1. Black 0.012 0.014 0.015
I 2. Galvanized 0.013 0.016 0.017
e. Corrugated metal
1. Subdrain 0.017 0.019 0.021
I . 2. Storm drain 0.021 0.024 0.030
A-2. Nonmetal ..
a Lucite 0.008 0.009 0.010
I b.Glass 0.009 0.010 0.013
c. Cement
1. Neat, surface 0.010 0.011 0.013
I 2. Mortar 0.011 0.013 0.015
d. Concrete
1. Culvert, straight and free of debris 0.010 0.011 0.013
I 2. Culvert with bends, connections, and 0.011 0.b13 0.014
some debris
3. Rnished 0.011 0.012 0,014
4. Sewer with manholes, inlet, etc . .' straight 0.013 0.015 0.017 I 5. Unfinished, steel form 0.012 0.013 0.014
6. Unfinished, smooth wood form 0.012 0.014 0.016
I 7. Unfinished, rough wood form 0.015 0.017 0.020
e.Wood
1. Stave 0.010 0.012 0.014
I 2. Laminated, treated 0.015 0.017 0.020
f. Clay
1. Common drainage tile 0.011 0.013 0.017
I 2. Vitrified sewer 0.011 0.0~:4 0.017 ,.. ....
3. Vitrified sewer with manholes, inlet, etc. 0.013 ~. 0.015 0.017
0.014 '.......-... 4. Vitrified subdrain with open jOint 0.016 0.018
I g. Brickwork
1. Glazed 0.011 0.013 0.015
2. Uned with cement mortar 0.012 0.015 0.017
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I h. Sanitary sewers coated with sewage 0.012 0,013 0.016
slimes, with bends and cbnnections
t i. Paved invert, sewer, smooth bottom 0.016 0.019 0.020
j. Rubble masonry, cemented 0.018 0.025 0.030
I<. PVC 0.007 0.009 c§>
I B. Uned or Built-up Channels
B-1. Metal
a Smooth steel surface
I 1. Unpainted 0.011 0.012 0.014
2. Painted 0.012 0.013 0.017
b. Corrugated 0.021 0.025 0.030
I B-2. Nonmetal
a Cement
1. Neat, surface 0.010 0.011 0.013
I~ 2. Mortar 0.011 0.013 0.015
b. WoOd
1. Planed, untreated 0.010 0.012 0.014
2. Planed, creosoted 0.011 0.012 0.015 I 3. Unplaned 0.011 0.013 0.015
4. Plank with battens 0.012 0.015 0.018
5. Uned with roofing paper 0.010 0.014 0.017
I c. Concrete
1. Trowel finish 0.011 0.013 0.015
2. Float firyish 0.013 0.015 0.016
I 3. Rnished, with gravel on bottom 0.015 0.017 0.020
4. Unfinished 0.014 0.017 0.020
5. Gunite, good section 0.016 0.019 0.023
6. Gunite, wavy section 0.018 0.022 0.025
I 7. On good excavated rock 0.017 0.020
8. On irregular excavated rock 0.022 0.027
d. Concrete bottom float finished with sides of
I 1. Dressed stone in mortar 0.015 0.017 0.020
2. Random stone in mortar 0.017 0.020 0.024
3. Cement rubble masonry, plastered. 0.016 0.020 0.024
4. Cement rubble masonry 0.020 0.025 0.030
I 5. Dry rubble or riprap . 0.020 0.030 0.035
e. Gravel bottom with sides of
1 . Formed concrete 0.017 0.020 0.025
I 2. Random stone in mortar 0.020 0.023 0.026
3. Dry rubble or riprap 0.023 0.033 0.036
f. Brick
1. Glazed 0.011 0.013 0.015
I 2. In cement mortar 0.012 0.015 0.018
g. Masonry
1 . Cemented rubble 0.017 0.025 0.030
I 2. Dry rubble 0.023 0.032 0.035
h. Dressed ashlar 0.013 0.015 0.017
i. Asphalt
I ,. Smooth 0.013 0.013
2. Rough 0.016 0.016
j. Vegetal lining 0.030 0.500
C. Excavated Or Dredged
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APPENDIXB
UNIT FLOW AND
PEAKING GENERATION FACTORS
POOR
QUALITY
ORIGINALS ..
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'. I· i '. I Iff '. '., '. ',. '.,
I. 111M ,fill .
Jf
Geller-al
To convert Equivalent Dwelling Units to flow assume 220
gallons per day a.verage flow.
CGmmen:.[al P~operty
To convert raw land to square feet ofbu'iJding space aSSUlIle
30 per-cent coverage~
To convert improved pads to square feet of building space
assume 40 percent coverage.
To convert square feet ora building to Equivalent Dwelling
Units assume 1,&-00 'square feet per ED U.
IadvstriaI Property
To convert raw land to square feet of building space assume
30 percent coverage.
To convert !mproved pads to square feet of buildin'g space
assu.me 40 pereen t coverage.
To convert square feet of building to Equivalent Dwelling
Units assume 60 .percent of space is warehouse and 40
percent is office. For warehouse ~pace 5.000 square feet
equals one EDU and for office 1.800 square feet equals one
EDU~
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I APPENDIXC
I HANDBOOK OF HYDRAULICS TABLES
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CMWD Sewer System Design Criteria
Standards & Specifications
2
4. Sewer Main Slope, Flow and Demand:
5.
a. M:inimum velocity of 2 F.P.S .. shall be maintained.
b.
c.
d.
:Minimum slopes:
1. 8" min ....•.. B.40% Desirable ....... 0.50%
2. 1011 min. •.•... O.28% Desirable ....... O.40%
3. 12" min ....... O.21 % Desirable ....... O.30%
10" and smaller ..... depth of peak flow ..... Y2 diameter
. 12'1 and above ....... depth of peak flow •.... % diameter
Domestic Demands:
1)
2)
Residential area: 220 gallons per dwelling unit for
average day = 1 E.D.U.
Maximum flow based on ratio -peak to average flow of 2.5
unless otherwise approved by District Engineer.
3) Industrial and commercial demands require special design and
approval by District Engineer.
Horizontal and Vertical Layout:
1)
.2)
3)
4)
Street: See City of Carlsbad Standard Drawing
#GS-6 for location.
AIley: Main to centerline shall be mjnjrnum of
three feet (3~) offset.
Private Street: Shall require special design and conditions.
Desirable easement width 20 feet,
minimum 15 feet.
Horizontal Curve: Radius shall be approved by District
Engineer.
5(11/93 Rev.
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'-'.. ""
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7-64 HANOBOOK .OF' HYOnAULICS
Table 7-13. Values o( I( for Circular Channels in Lhe Formula '"f{-''' ......
D
d .00
----
.0
" 4.411 :2 2.110
.3 2.26
,f· 1.80
.5 1.470
.0 1.216
.7 1.004
.8 .• 821
.11 .654
1.0 .483
Q--DJf,H n
D -deplh 0/ wahr rI -dlamehr 01 Ob.DAII
.01 .02 .03 .0. .05 .06 .01 .08 --------------16.02 10.&8 8.57 7.38 11.63 3.116 6.47 6.08 4.26 4.04 3.811 3,811 3.S4 3.41 3.28 3.17 !I.B7 !I.TV 2.71 2.~3 2.611 2.411 2.411 2.30 !I.20 2." 2.011 2.03 2.00 1.90 I.U I.B7 1.70 I.U 1.011 1.00 1.62 1.611 . 1.66 1.53
I.H2 1.416 1.3BB 1.382 1.330 1.311 1.289 1.262 1.1112 1.170 1.148 1,120 1.105 1.08f 1,004 1.043 .V84 .1105 .1147 .028 .1110 .8111 .874 .888 .S04 .7117 .770 .763 .736 .720 .703 .687 ,637 .621 .004 .588 .571 .6&3 .636 .616
.011
--
•• 70
3.00
2.30
1.84
1.30
1.238
1.023
.831
.67'
.4116
Table 7-14. Values of K' (or Ciroular Channels in the Formula
K' Q - -dU,lS /I.
D -dep\" O/'WMer d -dlamehr 01 obaDD.1
D .00 I '.01 .02 .03 I '.06 .I .07', .os .03 .04 J .011 --'--'---'_1 __ 1 __ '-. __ . __ ._-._,--
.1 .001167.0118 .• 0UIi .0187 ,Ol~5 .0223 ,0257 .02111 .0321 .0388 ':~-I' /.00001 .000a'j.000!.4j.00138 .0022~ .00328 .0~4rNi '00.I!.04'j'007"76.
:2 ·.040.6 .OH8 .040':' .0537 •• 05111) .0034 .• 0086 .0138 .07V3· .08411.
.3 .OP01 ,01166 .1021 ,IO~g :11113' .1218 .IllB4 .1352 .1420 .14110
.4 ,1661 .1633 .1705 .17711 .I,~,1I4 .111211 .20011 .2082 .2,lqo .2238 ,','" r" /''' ,'" ,'" r' ,'" ,'or r' r .6 .311 .3111 .321 :336-.3431 .:i&0 ' •• 338' .3~0 .373 .380. ••. 1 .~88,.' ~1I5 .402 .4011 .411t> .422 . ,UtI .d4 .HI ••• 7 .8 .413-.4118 .409. .408 .413 .4TT :481 .UII. .48t!', •• ". .11 •• V4 .4110 .4D7: .4118 .4118, ,filS .4110 .4114 .i89 .483 -1.0 I.~oo -.-
----UJJl ----..,
STEADY UNIFOnM FLOW IN OPEN CHAN'NELS 7-65
Table 7-15. Valuos or K ror Parabollo ChannelB In ~he Formula
K Q - -DU,l' It
D .. depLh 01 wale, T .. lOl' wldlh 01 ohaRn.1
.. '
D .00 T .01 .02 .03 .04 .06 .00 .07 .01 .011
r----------------------
.0 75.60 37.TT 211.18 11.85 IS.OII I!M2 \0.71 ".911 8.28
.1 7.43 0.73 o.n 5.611 &.23 4.80 4.113 4.24 3.IIV 3:tl'-.2 3.1111 3.30 a.1V 3.04 Uti .,11,70 'IU4 11.112 lI.n 2.32
.3 ~.230 2.140 2.0GO J.lJ84 l.I12 1.8411 UB2 '.72!) 1.0011 1.0ll
.4 Uoo 1.611 1.4011 1.421 1.37V 1.3311 1.301 1.2011 1.230 1.1117
.& 1.10& 1.134 1.1011 J0.077 1.0110 1.024 .1IV11 .117& .11112 .929
.0 .008 .887 .807 .848 .830 .811 .7114 .777 .701 .746
.7 .130 .7111 .701 .087 .OH .001 .848 .030 .024 .613
.8 .001 ' ,&VO .680 .570 .1100 .&60 .1140 .&31 .&22 .&U
.V .1106 .4D7 .4111 .481 .413 .460 .418 •• 4&1 .444 .m
1.0 .431
Table 7-16. Values or K' ror Parabollo Channelllin ~ho Formula
'K' Q _ -n$,U
It
D .. doplh 01 ",ahr T -~op wldlb 01 ohaDDel
D
T .00 .01 .02 .03 .04 .OS .00 .07 .08 .0"
r------------------I
.0 .000311 .00111 .00219 .00313 .001111 .006" .001,. .01110 .01347
.1 .0100 .01117 .Ollla .024& .ono .0308 .olln .0370 .041:1 .0 .. 1
.2 .0480 .OS24 .0503 .01103 .0043 .011114 .ono .0108 .01111 .0814
.3 .08118 ,01142 .OD87 .1032 .IOTT .1123 .1108 .11111 .1201, .1301,
.4 .13115 .14011 .1480 .14111 .11141 .ISD3 .1041 .10111 .1791 .lTle
.11 .183 .188 .1113 .1V8 .2Q3 .208 .213 .21B .!l23 .228
.0 .232 .~37 .2411 .247 .2112 .2117 .20l1 .11117 .272 .277
.7 .2U .2111 .2U .2'7 .302 .307 .312 .317 ,322 ,321
.8 .932 .331 .3U .347 .3&2 .917 .~Ol .386 .371 .370
,11 .381 .380 .3111 .3V6 .'01 : .. 06 :411 .UO .421 .420
1.0 .431
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EXHIBIT A
BRESSI RANCH COMMERCIAL SEWER SYSTEM
/-----
---~~Y=~~~';:,~-,;;;;;::::=>~. ===::~::.:;:L....... :: --.-----
~
BEGIN SANITARY ---+Hf'
SEWER SYSTEM 1
I
\ ~
\ I
\
( .. ~\
Pin: 6" PVC
51.37' 0 2.0%
\ \ ~---
@-ACCESS HOLE ® -CLEANOur
®-LOTNO.
\ \
\1
\
~ 'oJJ:.J:¥._"-' ... _2>l1.
='-1:>."10 __ _
VLLAGE'pP~==1
DEVELOPMENT
PER DWG. No. 415-38 ,
2.33
IE N 396.91
IE OUT 396.71
\ \ i i
o 25 50 100
GRAPHICAL SCALE
SCALE: I" = 50'
, i
If IN 383:67
IE OUT 383.47
150
. , . " . / . .
CD
PROPOSED
MAJOR "A"
42,460 MARKET SF
1,370 FOYER SF
43,830 TOTAL SF 23.59 EDD
BEGIN SANITARY
SEWER SYSTEM 2
PROJECT DESIGN CONSULTANTS EXHIBIT 'A':
N
C
Planning I Landscape ArcMecture I Environmental I Engineering I Survey
701 8 Street, Suite 800
619.235.6471 Tel
San Diego, CA 92101
619.234.0349 Fax
BRESSI RANCH COMMERCIAL