HomeMy WebLinkAboutCT 2017-0002; TYLER STREET RESIDENCES; HYDROLOGY AND STORM WATER STANDARD PROJECT REQUIREMENTS; 2019-01-17CT2017-0002/PUD 2017-0001
CITY OF CARLSBAD
ENGINEERING DIVISION
RECORD COPY
2§1\--}Nv(
Initial
1,/2.,J,'-
Date
··-· ----~
HYDROLOGY AND STORM WATER STANDARD PROJECT
REQUIREMENTS
FOR
TYLER STREET RESIDENCES
ENGINEER OF WORK
VINCEJt :.!tEl,:
PREPARED BY:
SAMPO ENGINEERING, INC.
171 SAXONY ROAD, SUITE 213
ENCi NiT AS, CA 92024
Tyler Street Residences
Standard Development Project
(760) 436-0660
LAND DE\ El OPMENT
E1\JG1,-...E~r 1 ;\IG
Sampo Engineering, Inc.
1/17/2019
-LL
Introduction
The subject property is located at 3337 Tyler Street in the City of Carlsbad. The lot area
is 0.34 gross acres or 14,818 square feet. The prope11y has been previously developed
with two one-story wood framed residences, porches, concrete flatwork, asphalt
pavement driveway, planters etc. The subject property is surrounded by an apartment
complex to the east and southwest, by a single-family residence to the northwest and by
Tyler Street to the northeast. A masonry wall approximately six feet in height is located
on the apartment side of the property line adjacent to the southeasterly property line of
the subject property.
Existing storm water runoff sheet flows on the surface in a southwesterly direction away
from Tyler Street and toward the southwesterly property line at an approximate slope of
two percent and ultimately toward the most westerly comer of the property. Runoff then
continues to drain to the southwest on the surface, much of which infiltrates into the soil
as it flows across of city owned land known as Coastal Rail Trial northeast of the NCTD
right-of-way. The elevation in this point area is significantly lower than the NCTD
Tracks therefore runoff ponds at this location until it infiltrates into the soil or evaporates.
No runoff from Tyler Street or adjacent properties drains onto the subject property. This
project proposes to maintain the historical drainage pattern to the southwest.
The owner proposes to demolish the existing structures and private improvements and to
subdivide and construct a one-lot eight-unit condominium subdivision with attached
garages, permeable paver driveway to serve all units, three on-site parking spaces,
permeable paver walkway and patios, permeable concrete sidewalk along the right-of-
way frontage of Tyler Street, and landscaping. The project anticipates a minor increase in
runoff due to an increase in impervious surface area. The difference in volume will be
mitigated by two Raised Planters at either end of the building that will collect roof water
and releasing runoff at the controlled rate to ensure no increase in peak runoff in a 100
year event.
Hydrology Summary
A hydrology study utilizing the Rational Method was performed for the existing and
proposed conditions and the results are as follows. The existing condition is composed of
1 hydrologic basin that includes the entire property. Existing Drainage Basin 1 has a
tributary area of 0.34 AC with a runoff coefficient of C=0.66 and an anticipated flow for
the 100-year storm of 0.83 CFS. The Proposed Drainage Basin 1 over the same area
produces a runoff coefficient of C=0. 73 and an anticipated flow for the 100-year storm of
0.91 CFS. The total site impervious surface area is increased by 1,063 SF from the
existing condition. The result being a minor increase in a 100-year event in the proposed
condition of 0.08 CFS.
Storm Water Quality Summary
The project is classified as a "Standard Project" using the City of Carlsbad Storm Water
Standards Questionnaire (E-34) and is therefore exempt from priority project
requirements. The development proposes to reduce the discharge of pollutants offsite by
utilizing Source Control and Site Design Low Impact Development (LID) BMP's to the
Tyler Street Residences
Standard Development Project
2
Sampo Engineering, Inc.
1/17/2019
Storm Water Quality Summary (Cont.)
maximum extent practical. The project soil type is B and allows for infiltration as tested
by the project soil engineer, copies of which have been submitted.
To minimize impermeable surfaces on site, the new driveway access will be constructed
entirely with permeable pavers as are the front pathway, courtyard areas and sidewalk in
the Tyler Street right-of-way. Landscaping, ground cover and vegetated swales will be
used in yard areas and assist in preventing erosion of the surface soil and slopes. Pervious
hardscape has been designed to disperse runoff away from the building to landscape areas
and vegetated drainage swales that drains on the surface to the southwesterly comer of
the site where runoff will sheet flow toward the southwest as it has historically. The
project soil engineer has recommended that impermeable liners be constructed around the
perimeter of the building foundations (acting as cut off walls) to avoid lateral migration
of infiltration under the building. Roof downspouts on the garage side of the project will
be discharged onto the new permeable paver driveway and on the South (front yard) side
of the project the roof drainage will drain on permeable pavers that will slope away from
the buildings and toward a vegetated swale around the perimeter of the project.
To avoid an increase in peak runoff from the project site in a 100-year event the design
and project plans propose to detain the increase in runoff using two above grade concrete
planters, one at the southwesterly side of the southwesterly building (unit H) and one at
the northeasterly side of the northeasterly building (unit A).
From the Rational Method the increase in runoff volume due to the development is 222
cubic feet. The basins have been sized to detain this increase in volume by directing roof
gutters and downspouts to the above grade detention basins. Together the two above
grade detention basins have a capacity of 338 cubic feet which exceeds the increase due
to development. Both detention basins systems will be integrated with the landscape
design to provide treatment to storm water runoff generated on-site before discharging
runoff in a controlled manner to the site.
Tyler Street Residences
Standard Development Project
3
Sampo Engineering, Inc.
1/31 /2019
EXISTING
•• Impervious Areas per Layer:
DESCRIPTION
BLDG
SHED
CONG
ACDRWY
PORCH
L
PROPOSED
•• Impervious Areas per Layer
DESCRIPTION
BLDG
CONG. DRWY
E:
PROPOSED tJ.
6 IMPERVIOUS (SF) :
Summary:
IMPERVIOUS AREA CALCULATIONS
V-CALC IMP
IMPERVIOUS (SF)
2552.00
125.00
2553.00
497.00
124.00
5851.00
39%
C-CALC IMP
IMPERVIOUS (SF)
6827.00
87.00
6914.00
47%
1063.00
Note: Areas from AutoCAD
+
+
••Pervious Areas per Layer:
DESCRIPTION
PLANTER
LANDS
:E:
••Pervious Areas per Layer:
DESCRIPTION
LANDSCAPING
PER. PAV. PAVERs
6 PERVIOUS (SF) :
V-CALC PER
JN: 16-136
INITIALS: AO
DATE: January 17, 2019
PERVIOUS (SF) TOTAL (SF)
104.00
8867.00
8971.00
61%
C-CALC PER
PERVIOUS (SF)
1701.00
6207.00
7908.00
53%
-1063.00
14822.00
100%
TOTAL (SF)
14822.00
100%
The project proposes an increase from 5851 sf to 6914 sf of total impervious surfaces, or an increase of 1063 sf.
171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760--436-0660 • F: 760--436-0659 • info@sampoengineering.com
DRAINAGE STUDY CALCULATOR
EXISTING HYDROLOGY
DESCRIPTION: BASIN 1 (ALL SUBJECT PROPERTY)
Area = 14,822 SF
C-Factor (Values Q.er Table 3-1 Q_er Count)(. H't,drolog_)(. Manual)
Soil Type B, % Impervious< 40% therefore Cp = 0.51
~ = (0.90)(% Impervious)+ (Cp)(1 -% Impervious) (0.9)(0.39) + (0.51 )(0.61)
Q = 220 ( Watercourse Distance, FT)
~ = 1.4 (Slope,%/
I c1 = 1.8(1.1 -Cl(D)112 1.8(1. 1-0.59)(220/'112"
(S)'" (1.4)'113
f!.1 = 1.2 ( 2-Year, 6-Hour lsopluvial)
f!. 10 = 1.6 ( 10-Year, 6-Hour lsopluvial /
f!.100 = 2.5 ( 100-Year, 6-Hour lsopluvial)
0
!1 = 7.44 P2 Dre, .0.6'5 7.44(1.2)(12.17)'(-0.645)
l 10 = 7.44 P10 Dre, .() 6'5 7.44(1.6)(12.17)'(-0.645)
l 100 = 7.44 P,00 Dre, -0.645 7. 44(2. 5)(12. 17)'(-0. 645)
g 2 = CIA (0. 66)(1. 78 INIHR)(0.34 AC)
g 10 = CIA (0.66)(2.38 INIHR)(0.34 AC)
g100 = C I A (0 66)(3.71 INIHR)(0.34 AC)
Per San Diego County Hydrology Manual 2003
JN: 16-136
INITIALS: AO
DATE: January 17, 2019
0.34 AC
0,66
12.17 MIN
1.78 IN/HR
2.38 IN/HR
3. 71 IN/HR
0.4 CFS
0.53 CFS
0.83 CFS
171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com
DRAINAGE STUDY CALCULATOR
PROPOSED HYDROLOGY
DESCRIPTION: BASIN 1 (ALL SUBJECT PROPERTY)
Area = 14,822 SF
C-Factor (Values per Table 3-1 per County Hydrology Manual)
~ =
Q =
~ =
I c1 =
I c2 =
I total =
E.2 = e 10 =
E.100 =
!2 =
!10 =
f 100 =
Q.2 =
Q. 10 =
9.100 =
Summary:
Soil Type B, % Impervious < 50% therefore Cp = 0.58
(0.90)(% Impervious)+ (Cp)(1 -% Impervious)
200
1.2
1.6
2.5
( Watercourse Distance, FT)
(Slope,%)
1.8(1.1-C)(D)112
(S)i/J
Concentrated Flow @ 2 fps
( 2-Year, 6-Hour lsopluvial)
( 10-Year. 6-Hourfsopluviaf)
( 100-Year, 6-Hour fsopluvial)
7.44 P2 Dre, -0645
7.44 P,o Dre, -0.645
7.44 P,oo Dre, -0.6◄5
CIA
CIA
C I A
Per San Diego County Hydrology Manual 2003
(0.9)(0.47) + (0.58)(0.53)
1.8(1. 1-0. 73)(200)'1/2
(1)'113
56'
2fps
7. 44(1. 2)(12. 42)'(-0. 645)
7. 44(1. 6)(12. 42)'(-0. 645)
7. 44(2.5)(12. 42)'(-0. 645)
(0.73)(1.76 INIHR)(0.34 AC)
(0. 73)(2.34 INIHR)(0.34 AC)
(0. 73)(3.66 IN/HR)(0.34 AC)
JN: 16-136
INITIALS: DB
DATE: January 17, 2019
0.34 AC
0.73
11.96 MIN
0.46 MIN
12.42 MIN
1.76 IN/HR
2.34 IN/HR
3.66 IN/HR
0.44 CFS
0.58 CFS
0.91 CFS
Total site runoff due to redevelopment will increase from 0.83 CFS to 0.91 CFS, an increase of 0.08 CFS. The increase will be
mitigated using two Detention Basins on the east and west side of the building.
171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com
DRAINAGE VOLUME CALCULATOR
EXISTING DRAINAGE BASIN # 1 VOLUME
DESCRIPTION:
e 2 e 100
.k'.100
=
=
14,822 SF
(0.90)(% Impervious)+ (Cp)(1 -% Impervious)
1. 2
2.5
( 2-Year, 6-Hour lsopluvial /
( 100-Year, 6-Hour /sopluvial)
Per San Diego County Hydrology Manual 2003
C P2 A
C P,oo A
PROPOSED DRAINAGE BASIN # 1 VOLUME
DESCRIPTION:
e 2
E.100
.k'.100
Y FB
j{ GRVL
14,822
(0.90)(% Impervious)+ (Cp)(1 -% Impervious)
1.2
25
( 2-Year, 6-Hour lsopluvial /
( 100-Year, 6-Hour lsopluvial)
Per San Diego County Hydrology Manual 2003
C P2 A
C P,00 A
j{ 100 PROPOSED -j{ 100 EXISITNG
Total Effective Area of Basins Per Grading Plan
(AeHHrneeeo•Ro oeerH)
(AeHFREEBOARD SOIL oEPTHl°Assuming 20% Voids
(AE) (HGRAVEI DEPTH)"Assuming 40% Voids•
Tributaryof roof runoff to Detention Basins from Roofs
JC 100 = C P 100 A(area of roof tributary)
Summary:
(0.9)(0.39)+(0.51 )(0.61)
(0.66/(0.1 FT/(14822 SF)
(0.66)(0.21 FT/(14822 FT)
(0.9)(0.47) + (0.58)(0.53)
(0. 73)(0. 1 FT/(14822 SF)
(0. 73)(0.21 FT)(14822 SF)
(2272.2FT)-(2054.3 FT)
(136 SF)(1.2 FT)
(136 SF)(1.1 FT)(0.2)
(136 SF/(0. 6)(0.4/
j{ TOTAL
(0.95)(0.21 FT/(1098 SF)
JN: 16-136
INITIALS: AO
DATE: 1/30/2019
14822 SF
0.66
0.10 FT
0.21 FT
978.3 CF
2054.3 CF
14822 SF
0.73
0.10 FT
0.21 FT
1082.0 CF
2272.2 CF
218 CF
136 SF
163.2 CF
29.92 CF
27 CF
220 CF
219.0 CF
Two detention basins were originally sized to each have a minimuim effective area of 136 SF/2= 68 SF, and a volume of 110 CF, for a total
volume capacity of 220 CF Detention volumes are designed to detain the increase in stormwater runoff in the 100-year peak storm event
from the new development. Per discussion with City Engineer detention basins were increased to accomodate an additional time of
concentration (Tc) equal to 12 minutes of peak flow in a 100-year event. For this, the detention basins have been increased to 83 SF each
which increases the volume by 58 CF each, for a total volume capacity of 338 CF. See detention basin calculations.
171 Saxony Road, Suite 213 •Encinitas.CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com
SAMPO
EN G I N EE R I N G, I N C.
DETENTION BASIN CALCULATIONS
DETENTION BASIN #1 {WESTERLY BASIN)
ROOF AREA TRIBUTARY TO BASIN #1= 0.013 AC
C=0.95, TC=5 MIN
1=6.59 IN/HR
Q1oo=CIA
Q100= (0.95) (6.59IN/HR) (0.013AC) =0.081 CFS ROOF RUNOFF TRIBUTARY TO
DETENTION BASIN # 1
DETENTION BASIN #2 {EASTERLY BASIN)
ROOF AREA TRIBUTARY TO BASIN #2= 0.013 AC
C=0.95, TC=5 MIN
1=6.59 IN/HR
Q1oo=CIA
Q100= (0.95) (6.59IN/HR) (0.013AC) =0.081 CFS ROOF RUNOFF TRIBUTARY TO
DETENTION BASIN #2
RUNOFF NOT TRIBUTARY TO DETENTION BASINS
Q100PROP-QTRIBUTARYTO D. BASfN I -QTRIBUTARY TOD. BASIN 2= 0.9 1 CFS-0.081CFS-0.081CFS= 0.75
CFS
DRAINAGE BASIN SUMMARY:
11W' (F caaJ/17.41IDl/ ll//)fl IMl(R' ~--11IBIWIY111fJ£1(J(Tl(J//flA9/lf) ____________________________ ~
1/t£fJ/!D/M;lf'rMT
7C=IUNlf
171 Saxony Rd #2 I 3 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengineering.com
Page ll
SAMP □
E N G I N EE R I N G, I N C.
DETENTION BASIN #1: ASSUME EFFECTIVE DIMENSIONS= 5' WIDE X 16.6'
LONG=83 SF AREA
83 SF X 0.42 ' (FREEBOARD)=34.9 FT3
83 SF X 1.2 ' (WATER LEVEL)=99.6 FT3
83 SF X 1.1 ' (FREEBOARD SOIL DEPTH X 20% VOIDS) = 18 .3 FT3
83 SF X 0.5 ' (GRAVEL DEPTH X 40% VOIDS)= 16.6 FT3
TOTAL VOLUME= 169.4 FT3
DETENTION BASIN #2 ASSUME EFFECTIVE DIMENSIONS= 4.33' WIDE X 19.25'
LONG=83 SF AREA
83 SF X 0.42' (FREEBOARD)=34 .9 FT3
83 SF X 1.2' (WATER LEVEL)=99 .6 FT3
83 SF X 1.1' (FREEBOARD SOIL DEPTH X 20% VOIDS)= 18 .3 FT3
83 SF X 0.5' (GRAVEL DEPTH X 40% VOIDS)= 16.6 FT3
TOTAL VOLUME= 169.4 FT3
VOLUME TOTAL BASIN #1 & #2= 338.8 FT3
SCHEMA TIC FIGURE FOR DETENTION BASIN #1
SCHEMATIC FIGURE FOR DETENTION BASIN #2
171 Saxony Rd #213 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengineering.com
Page 12
SAMP□
E N 13 I N E E R I N 13, I N C.
DETERMINE TIME @ PEAK FLOW FOR ALL SITE Q100YOLUME IN PROPOSED
CONDITION TO RUNOFF SITE WITHOUT DETENTION BASINS.
EQUATION= T= VOL
Q100
T= 2272.2 FT3 =2496. 9 SEC x 1 MIN = 4 1.6 MTN
0.91 CFS 60 SEC
DETERMINE TIME TO FULL STORAGE OF DETENTION BASIN #1 @ PEAK
FLOW
T= 169.4FT3 =4131.7SECx 1MIN =68.86Ml
0.041 CFS 60 SEC
DETERMINE TIME TO FULL STORAGE OF DETENTION BASIN #2 @ PEAK
FLOW
T= 169.4FT3 =4131.7SEC x lMTN =68.86MlN
0.041 CFS 60 SEC
DETERMINE TIME TO DRAIN DETENTION BASIN #1 @ PEAK FLOW
T= 169.4 FT3 =4235.0 SEC x lMIN = 0.58 MIN
0.040 CFS 60 SEC
DETERMINE TIME TO DRAIN DETENTION BASIN #2 @ PEAK FLOW
T= 169.4 FT3 =4235.0 SEC x !MIN = 170.58 MLN
0.040 CFS 60 SEC
SUMMARY:
1. THE TIME OF CONCENTRATION FOR THE PROPOSED CONDITION
EXCLUDING THE DETENTION BASINS IS Tc= 12.4 MIN.
Q100 PROPOSED = 0.75 CFS @ Tc=12.4 MIN. Q100 EXISTING= 0.83 CFS.
2. AT 41.6 MIN. THE ENTIRE STORM VOLUME HAS RUNOFF THE SITE
INCLUDING FLOW FROM THE DETENTION BASINS, UP TO THIS TIME THE
PEAK FLOW DOES NOT EXCEED Q100 MAX PROPOSED=0.75 CFS +0.04 CFS+0.04
CFS=0.83 CFS.
3. THE TIME OF CONCENTRATION FOR DETENTION BASIN#l AND #2 IS
EQUAL TO THE TIME ITT AKES TO FULL STORAGE OF THE BASIN PLUS THE
TIME TO RUNOFF TO THE WEST END OF THE SITE OR NO LESS THAN Tc=
66.86 MIN.
17 1 Saxony Rd #2 13 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengineering.com
P age 13
SAMP □
E N 13 I N E E R I N 13, I N C.
ADDITIONAL AREA AND VOLUME FOR DETENTION BASINS FOR AN
ADDITIONAL Tc= 12.4 MIN:
VOLUME = 12.4 MIN x 60 SEC x 0.08 CFS= 59 FT3
!MIN
SUMMARY:
FINAL DETENTION BASIN AREAS AND VOLUMES TO BE CONSTRUCTED ARE:
BASIN #1:
AREA: 83 SF
VOLUME: 1 JO+ 59 = 169 FT3
BASIN #2:
AREA: 83 SF
VOLUME: 1 I 0+59 FT3 = 169 FT3
171 Saxony Rd #2 13 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengi neering.com
P age 14
SAMPO
ENGINEER I N 13, I N C.
DETERMINE TIME@ PEAK FLOW FOR ALL SITE Q100VOLUME IN PROPOSED
CONDITION TO RUNOFF SITE WITHOUT DETENTION BASINS.
EQUATION= T= VOL
Q100
T= 2272.2 FT3 =2496.9 SEC x lMIN = 41.6 MIN
0.91 CFS 60 SEC
DETERMINE TIME TO FULL STORAGE OF DETENTION BASIN #1 @ PEAK
FLOW
T= 169.4 FT3 =4131.7 SEC x lMlN = 68.86 MIN
0.041 CFS 60 SEC
DETERMINE TIME TO FULL STORAGE OF DETENTION BASIN #2 @ PEAK
FLOW
T= 169.4 FT3 =4131.7 SEC x IMIN = 68.86 MlN
0.041 CFS 60 SEC
DETERMINE TIME TO DRAIN DETENTION BASIN #1 @ PEAK FLOW
T= 169.4 FT3 =4235.0 SEC x lMIN = 70.58 MIN
0.040 CFS 60 SEC
DETERMINE TIME TO DRAIN DETENTION BASIN #2 @ PEAK FLOW
T= 169.4 FT3 =4235.0 SEC x lMIN = f?0.58 MTN
0.040 CFS 60 SEC
SUMMARY:
1. THE TIME OF CONCENTRATION FOR THE PROPOSED CONDITION
EXCLUDING THE DETENTION BASINS IS Tc= 12.4 MIN.
Q100 PROPOSED = 0.75 CFS @ Tc=12.4 MIN. Q100Ex1sTING =0.83 CFS.
2. AT 41.6 MIN. THE ENTIRE STORM VOLUME HAS RUNOFF THE SITE
INCLUDING FLOW FROM THE DETENTION BASINS, UP TO THIS TIME THE
PEAK FLOW DOES NOT EXCEED Q100MAX rRorosED=0.75 CFS +0.04 CFS+0.04
CFS=0.83 CFS.
3. THE TIME OF CONCENTRATION FOR DETENTION BASIN#! AND #2 IS
EQUAL TO THE TIME IT TAKES TO FULL STORAGE OF THE BASIN PLUS THE
TLME TO RUNOFF TO THE WEST END OF THE SITE OR NO LESS THAN Tc=
68.86 MIN.
171 Saxony Rd #213 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengineering.com
P age 13
SAMP □
ENG I NEER I N G, I N C.
ADDITIONAL AREA AND VOLUME FOR DETENTION BASINS FOR AN
ADDITIONAL Tc= 12.4 MIN:
VOLUME= 12.4 MIN x 60 SEC x 0.08 CFS= 59 FT3
l MIN
SUMMARY:
FINAL DETENTION BASIN AREAS AND VOLUMES TO BE CONSTRUCTED ARE:
BASIN #1 :
AREA : 83 SF
VOLUME: 110 FT3+ 59 FT3= 169 FT3
BASIN #2:
AREA: 83 SF
VOLUME: 110 FT3+ 59 FT3 = 169 FT3
171 Saxony Rd #2 13 ♦ Encinitas, CA 92024 ♦ P: 760.436.0660 ♦ F: 760.436.0659 ♦ info@sampoengineering.com
P age 14
:)
~ ~ ("I
00
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.~'1
\
+~ ./
'v.s ~
t--<
0 '-'.'3
---=~ _,(,:__
i § ;
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1:0 N55'56'27t 213.66'
GARAGE
-~-
~
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i I -<
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~ ~
(/)
I ~~~ ::,-tr,
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¼ "'\ DRIVEWAY
4.65'~
J. l \:~'
~
~ ~-,
t ·•. • ' ~~*~=
~
. '-1 -~ 0 BASIN I l ~ t\3-~ I ~ \~ I t 1,~;i~t/HR I ~ " · ~ A=0.34 Ac
-~~ 1---1-------'l I 0100=0. 83 CFS ~ _a 16.1' ,:-.., IL4' \ 0
;,;. • 20J' ~ t ~ • . '-'-"-~--'-=~ "! ,.. ~~ 0
------~---
~, --,,~~-~ \'\_ ...;,-1,~ t----~ ~:
--~ I .D ' *I i '
J 71 11:
~.s
27.8'
JJ37 TYLER ST.
" ONE STORY ::0 ;1 ~ WOOD STRUCTURE 0 671 SQ. FT.
\
~~ ' ' ·...> cl
I\> J3J7-R m£R ST. 5.2' mA IC/ TIU/:' I e,, ONE STORY tn/1 re.I. /IMC. -
'1 io WOOD STRUCTURE O
J lm.c; • 1,881 SQ. FT. ~ -DISTANCE= 220 FEET '<9 "'FINISH FLOOR
to µ, SLOP[= ,. 4% '6' EL = 50. 1 ~ ~6' TCrorAJ..= 12.17 MIN J2.J'
I 9 ·~ ___ 51.J' ----.,-4.,.-..1-26.9' L_.___:--l---~--!--I.I--------.. < ~ ~ • I: k
ti ~ rr46 N59,V2'tif ~1J.66' i;i ,c.J£. __ .-, ~ ;ii{ r06';,
4_5•1 -"iff ;Q 11 II ~I :r: ...
n g i;i n ° !1° ~--1---I I i;i ~ k6Y ro"
LEGEND SYMBOi..
WATER COURSE ~--· ~
PROPERTY BOUNDARY
p
(/)
1)
:r:
p
r-
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c::
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CITY OF CARLSBAD : <(~ ~~
EXISllNG DRAINAGE MAP FOR "'5 -~. ,: ~ ~ ~ \
SITE
VICINITY MAd
NOi IO SCALE
0 20 40
1 • 1
TYLER RESIDENCES ,.·. '"\ ··: ~ ~
3337 TYLER STREET L ;-! ~ . -
SCALE: 1" = 20'
TIME OF CONCENTRATION
FROU DETENTION BASIN /1
TO THE DISCHARGE POINT
TC=45.1 MIN
TIME OF CONCENTRATION FROU RUNOFF
NO TRIBUTARY TO DDENTION BASIN TO
THE DISCHARGE POINT
TC=124MIN
RUNOFF OUTLET FROU ~
-0
DETENTION BASIN /1
Ot(X) =0.04 CFS
TC=44.l MIN
'Cl ~ 0
0(1
~-i-\
SITE
VICINITY MAJ
NOi 10 SCALE
---i_ __ _ _ _r-
0 20 40
I I : ~
SCALE: 1" = 20'
~
I
::f
I
I
40.00'
I
~ ~
(/) 1y-~
"'
I
11 l ~ ~ I. }
I
:E
I
I
~
~
~ .
I □U ~ ~ i ~a.-Oi~ I!] ~ I
z ~~ ~~~ ~l
-~IIJ i!i-....;:.
CITY OF CARLSBAD ~ <(~ ~~
ROOF DRAINAGE EXHIBIT f()f/ --s JR! ,; I
TYLER RESIDENCES ~ .. 1i-"i: ~! 3337 TYLER STREET __ -, ~~
.., -
,-0
-Yo ~ 0
OG
~-i-
.,__
\
SITE
VICINITY MAJ
NOi -IO SCALl
O,AI O,Ai
-7_ __ __ __r-
.,__ .,__ .,__ .,__
NOTE:
~ 1,098 SF TOTAL ROOF AREA TRIBUTARY TO DUENTION BASIN
0 20 40
I I :g
SCALE: 1" = 20'
~
.,__
~
i
M
~
I ::f.
I
I 40.00'
I
~
S:J
V') --ry-~
I ~ .......
I I!
::e. Ii
' I
I I I
~
I I ::f.
~} i II I~
"-~ a ti ~ ! i~
D.~ ~~
~~ix ;i;J -~w i!i'-'-
C/TY OF CARLSBAD ~ <(~ ~~
ROOF DRAINAGE EXHIBIT FOR -:; Jll ~ ,: !
TYLER RESIDENCES -{ ~!
3337 TYLER STREET ,,, /~ ~ ~ . E::
-0
>"0. ~ 0
~ ~
TRA~L TIME
DISTANCE= 56 FEET ,~~ 2FT/S
ii Tcz 0.46 MIN 1 _ s--
I
I . ~
LEGEND
WATER COURSE
PROPERTY BOUNDARY
\
SITE
VICINITY MAd
NOi lo SCALE
-7_ __
BASIN
C= 0.73
/t()()=166 IN/HR
A=0.34 Ac
OtfXJ=0.91 CFS
SYMBOL ---· -
O;fl
0 20
I l
SCALE: 1" = 20'
O;fl
__s---7_ __
~ I
~
i
I ~
I
~
I
40.00'
I
~ S3
V) 11-~
I Ii
I Ii ~ ~
~
TRA~ TIME ◄ I
1, : ~ w
40
~
~ I. }
I
~
I
I ~
00 $_□ti ~ z ~ "' -~1 n.ri ;,
z ~~ ~~; ~I .,_ tJC,.w ~-...:.
CITY OF CARLSBAD ~ .-t~ ~~
~------------------~ ..._._ l!I ~I
PROPOSED DRAINAGE MAP FOR Jll ~ ,~ ~
TYLER RESIDENCES .· 1\·. ;~
3337 TYLER STREET l(r . /-~ ~
I/ I 70 Swa e.,,,
5wale Q
Ana hf~,' -5
Z/3 1/z
Q "~ (0,351'F) (0.1-9) (0.013)
o/D?S
Q = 0, T~ ~
5
5 wq' e <fr.; bvto7 /) reo..
/} = /o1 410 sF -=-o,1_4q Ac.
Q-= CIA
Q = ( 0 :t 3) ( 3, /uh ; VJ/~ r ) l O , '.L 't 'I J ::: 0, 4 0 ~
-------------