DIR-2008-07b
CITY OF CUPERTINO
10300 Torre Avenue, Cupertino, California 95014 (408) 777-3308
To: Mayor and City Council members
Chairman and Planning Commissioners
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From: Steve Piasecki, Director of Community Developm~
Prepared by: Piu Ghosh, Assistant Planner
Date: May 5, 2008
Subject: Director's Minor Modification (DIR-2008-07) to a Use Permit (29-U-85) for a
parking lot addition and a trash enclosure at an existing churcl1
Chapter 19.132 of tl1e Cuperti110 Municipal Code allows for admi11istrative
approval of minor changes i11 a project. The Director reports l1is decision
to the City Council and Planning Commission in time to allow an appeal
of the decision within fourteen calendar days.
BACKGROUND:
The applicant, Cupertino First Baptist Church, is proposing to add a parking lot and a
new trash e11closure 011 church property in a BQ (Quasi-Public Buildings) zone.
Tl1e subject property is located on Miller Avenue. The property is surrounded by tl1e
Creekside Park to the north a11d tl1e west and by single-family residential homes to the
east and the south. T11e new parking lot will be adjace11t to three single-family homes
and tl1e pastor's home.
DIR - 2008-07
Page 2
May 5,2008
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DISCUSSION:
The church is proposing to add a new parking lot at the south side of the property and
connecting the existing north parking lot to the south parking lot with a driveway
extending along the western property line. The applicant IS also proposing to add a new
trash enclosure in the southwestern corner of the property.
Since the parking lot is located close to the three residential homes along the southern
property line of the church, the parking lot has been set back 18 feet from the property
line in order to provide as much of a buffer to the residences as possible. Additionally,
trees and landscaping have been proposed for this location. The applicant is proposing
to plant Sawleaf Zelkova, a deciduous, non-native tree, in a IS-gallon size in the
planting strip between the residential properties and the parking area. Staff is adding a
condition of approval to require that these trees be evergreen and native to Northern
California in a 24" box size. Additionally, the applicant is proposing to plant IS-gallon
size Jacarandas in the landscaping strips between the parking stalls. Staff is adding a
condition of approval to increase the size of these trees to be 24" box.
The applicant is also proposing to plant one or two Crape Myrtle trees under the
canopy of the large avocado tree next to the proposed pathway to the Main Sanctuary.
Staff is adding a condition of approval to disallow this.
There is a concrete sidewalk shown under the canopy of the large Avocado tree. Staff is
adding a condition of approval to require that no grading and excavation occur under
the avocado tree. Staff is adding a condition of approval requiring that the sidewalk
under the canopy of the tree follow the natural grade.
The parking lot lighting proposed for the project is 20 feet tall. Staff feels that these
lights are overly tall as parking lot lights. Pedestrian scale lighting between 12-1S feet
tall would be adequate for this area. Staff is adding a condition of approval requiring
that the parking lot lights be changed to be between 12 -15 feet in height and meet the
requirements of Chapter 19.100.050, Parking Regulations.
APPROVAL:
The Director approves the parking lot reconfiguration plan with the following
conditions:
~ An updated landscaping plan shall be provided prior to issuance of building
permits showing the following:
o Five (S) evergreen, native to Northern California trees shall be planted
within the landscaping buffer between the church and the residential
properties. These trees shall be 24" box in size.
o The size of the nine (9) Jacaranda trees proposed shall be increased to a
24" box size.
DIR-2008-07
Page 2
May 5,2008
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o No trees shall be planted under the canopy of the existing avocado tree
shown on the plans.
~ The grading plan submitted with the building permit application shall show that
there is no grading or excavation under the Avocado tree.
~ The building plans shall also show a revised plan for the sidewalk installed
under the avocado tree requiring no grading or excavation under the canopy of
the tree.
~ A new parking lot light detail shall be submitted for review and approval by the
Planning Department staff. The height of the light shall be limited to between 12
and 15 feet and shall be directed away and screened from the residences to the
south.
~ A letter from the City's Arborist shall be provided at the end of the construction
confirming that the existing and new trees are in good health.
~ Any future intensification of the campus including but not limited to additional
square footage and/ or significant parking lot reconfiguration associated with the
addition of users may require a comprehensive traffic study at the discretion of
the Director of Community Development.
~ The applicant is responsible to consult with other departments and/or agencies
with regard to the proposed project for additional conditions and requirements.
Any misrepresentation of any submitted data may invalidate an approval by the
Community Development Department.
Enclosure:
Plan Set
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10505 Miller Avenue
Cupertino, CA 95014
APN 369-16-026
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CITY OF CUPERTINO
RECEIPT NUMBER: BS000004353
RECEIVED BY: PIU GHOSH PAYOR: 1ST BAPTIST CHURCH
TODAY'S DATE: 04/03/08 REGISTER DATE: 04/03/08
TIME: 14:45
4
DR CH & SITE APPROVAL 1.000 @ $2982.00 $2
REFUND DEPOSIT/RETAIN 10505 MILLER AVE $400.00
CATEGORICAL MPTION 1.000 @ $206.00 $206.00
COUNTY FILING FE 1.000 @0 $50.00
�TOTAL*UUE: $3,638.00
CHECK
3 , 6 3 8`LL REF NUM
$3,638.00
Bk of West #17633
CHANGE
$.00
RECEIVED BY: BETH
TODAY'S DATE: 04/04/08
TIME: 14:45
7
CITY OF CUPERTINO
RECEIPT NUMBER: BS000004353
PAYOR: 1ST BAPTIST CHURCH
REGISTER DATE: 04/03/08
DRC ARCH & SITE APPROVAL 1.000 @ $2982.00
REFUNDABLE DEPOSIT/RETAIN 10505 MILLER AVE
CATEGORICAL EXEMPTION 1.000 @ $206.00
COUNTY FILING FEES 1.000 @ $50.00
DRC ARCH & SITE APPROVAL 1.000 @ $2982.00
DIRECTOR --MINOR MODIFICAT 1.000 @ $1041.00
REFUNDABLE DEPOSIT/RETAIN 10505 MILLER AVE
TOTAL DUE:
CHECK $3,638.00 REF NUM: 17633
TENDERED
$3,638.00
$2,982.00
$400.00
$206.00
$50.00
-$2,982.00
$1,041.00
$1,941.00
$3,638.00
CHANGE
$.00
369 15 002
CUPERTINO CITY OF
CUPERTINO CA 95014
369 16 027
CHU PETER C AND CHEN PATRICIA
19503 HOWARD CT
CUPERTINO CA 95014
369 16 030
DUGGAN PETER L AND BRIERLEY BE
19520 HOWARD CT
CUPERTINO CA 95014
369 15 009
CUPERTINO CITY OF
10461 MILLER AV
CUPERTINO CA 95014-3427
369 16 028
WOO VICTOR O AND CINDY Y TRUST
19507 HOWARD CT
CUPERTINO CA 95014
375 05 037
BIALOGLOVSKI ELIZABETH M
10466 MILLER AV
CUPERTINO CA 95014-3428
369 16 026
FIRST BAPTIST CHURCH OF CUPERT
10505 MILLER RD
CUPERTINO CA 95014
369 16 029
MA JINGYING AND WU BILI
19511 HOWARD CT
CUPERTINO CA 95014
375 42 013
TRAN DAVID NGAN DANG
660 MILLER AV
CUPERTINO CA 95014-4640
375 42 014 375 42 015 375 42 016
BELL SEAN AND PEREZ-BELL ADRIA WINBY IVOR W S AND JANE TRUSTE JAN SEAWAY AND HUNG CHIA YING
642 MILLER AV 622 MILLER AV 604 MILLER AV
CUPERTINO CA 95014-4640 CUPERTINO CA 95014-4640 CUPERTINO CA 95014-4640
Freeways
Annotation
Abc Street Names
Street Centerline
(� ParcelOutline
Right -of -Way
Parcels
Q City Boundary
C.,y of Cupert,10
_9
SCALE 1 :5,437
200 0 200 400 600
FEET
http://gissvr/cupertinoassessor/home/mapFile.aspx Monday, May 05, 2008 4:28 PM
■ Storm Water Management Plan (SWMP)
■ Storm Water Pollution Prevention Plan (SWPPP)
■ Soils Report
■ Cost Estimate of the proposed grading necessary and the proposed
storm drainage system.
■ An analysis of the reduction of impervious surface versus the
proposed pervious area.
- Three sets of plans are required for submittal. One copy of the remaining items.
- Public Works review process (response time) will take 3 weeks for the 1"
submittal and approximately 1 to 2 weeks for the 2nd submittal.
- Once plans have been approved. The city requires a stamped and signed mylar set
for their records. The original mylars are required to be kept by the consultant. The
city only wants copies of the mylars. During the final process (the preparation of
mylars). The city requires a $1,000 deposit PRIOR to submitting mylars. The city
will take our original mylars, sign them and then send then out to get duplicate
mylars using the deposit money to pay for the cost of the duplication. The city will
refund any outstanding fee deposit.
- The complete civil plans (Cover Sheet, Grading Plan, Utility Plan, and Civil
Details) will need to be included in the Building Department submittal.
• Prior to pulling the Grading Permit
- Proof of insurance
- A Performance bond will need to be paid for the cost of the improvements
proposed.
0 Other reviews that will be necessary
- The Sanitary Sewer District will review the plans. Public Works indicated
that they will route the plans.
- The Fire Department will review the plans. Public Works indicated that
they will route the plans.
- Santa Clara Water District will need to review the plans if there is any
impact to their property to the north. An example of an impact: removing
or replacing the property line fencing. Public Works will not route the
plans to the Santa Clara Water District. This will need to be
independently submitted to the Water District for their review.
- PG&E will need to review the civil on-site plans. Public Works will not
route plans to PG&E. The plans will need to be independently routed to
PG&E.
- The Telephone Company will need to review the civil plans. . Public
Works will not route plans to the Telephone Company. The plans will
need to be independently routed to the Telephone Company.
Exhibit B
CITY OF CUPERTINO
STORM WATER TREATMENT REQUIREMENTS
IMPERVIOUS SURFACE CALCULATION WORKSHEET FOR PROJECTS 10,000 SF OR LARGER
What is an Impervious Surface?
An impervious surface prevents the infiltration or passage of water into the soil. Examples of
impervious surfaces include building rooftops, paved patios, plazas, covered patios,
driveways, parking lots, walkways, and streets.
Which Projects Apply?
New and significant redevelopment projects adding or replacing 10,000 square feet or more
of impervious surface are required to comply with storm water treatment requirements.
Complete this worksheet to determine if these requirements apply to your project.
3-31-08
Date:
Baptist Church Project Project Name: APN # 369 _ _ 16_ _ 026
Cupertino Baptist Church,(JK ARCHITECTS
Applicant Name: kone: 916-933-7633
Project Location: 10505 Miller Avenue, Cupertino, CA
(address)
A. General Project Information:
❑ Residential ❑ Commercial ❑ Industrial ❑ Public Z Institutional
1. Project Description: Parking Lot Grading PLan
2. Lot size 1-,0-240 (sq. ft.)
3. Existing Impervious Surface on Project Site 53,090 (sq, ft.)
4. Total area of land disturbance 30,227 (sq. ft.)
B. Impervious Surface Area Calculation:
Determine the impervious surface area that will result from the project by adding the following
surfaces that will be newly constructed or added.
1. Building roof area 0.0 (sq. ft.)
2. Parking lot, including driveways + 17 , 217 (sq. ft.)
103
3. Walkways + 4,(sq. ft.)
4. Plazas, patios, and courtyards + 0.0 (sq ft.)
5. Other (specify ) + 0.0 (sq. ft.)
6. Total new and added impervious surfaces = 21,320 (sq. ft.)
Projects with greater than 10, 000 square feet of total new or added impervious surface area, as
indicated in B.6 above, may be subject to storm water treatment requirements. Contact the
Public World Department at (408) 777-3354 for further guidance. Return completed form to the
Public Works Department.
Public Works Dept.
� y Revised 3/08
Street, P.O.
NMILTON ENGINEERING INC. or and, CA 95963 Box 978
530 228-1580
Civil Engineering brien@hamiltonengineering.net
Cupertino Public Works Department
Cupertino City Hall
10300 Torre Avenue
Cupertino, CA 95014-3202
Santa Clara County
(408) 777-3354
Date: March 31, 2008
Subject: Cupertino Baptist Church Hydrology Report for the Proposed Parking Improvements
We have completed the engineering plans for the proposed parking lot of the Baptist Church located
between Creekside Drive and Howard Court off of Miller Avenue.
Please note that on March 25, 2008 a 4 inch diameter hole was bored 17 feet below the surface and no
indication of ground water was found.
Find enclosed the following:
1. Percolation test results
2. A. Swale Sizing based on the Santa Clara Valley Urban Runoff Pollution Prevention program —
Flow based Treatment Control based on factored flow approach.
B. Post development runoff calculations for each swale area
C. Swale design per BMP Calculator Wizard at http://df3.datafield.comlbmp/wizardscreenl.htm
3. Summery of Pipe Sizing Calculations for the peak flow
4. Individual Pipe Calculations for pipe.
The percolation tests results from the March 25, 2008 percolation tests indicate that the soil is capable of
absorbing water at 2.83 inches per minute, (of 0.35 Minute per inch). We used a conservative number of 2
inches per minute, (0.5 Minutes per inch, 1 minute per 2 inches, or 0.17 feet per minute).
With the length of the swale determined by the BMP Calculator Wizard at http://df3.datafield.com/bmi)
/wizardscreenl..htm, and the percolation height equal to the depth from the BMP calculator, it was found
that the there was no net inflow into the drainage system due to the model showing that all the runoff
entering into the swale system get absorbed.
Regardless, the pipes were all checked to see that they can receive the peak runoff. This was checked
using manning's equation with AutoCad Hydrology, Pipe function, (See attached paperwork). All the
pipe were graded to be able to pass the peak flows as determined with the Flow Based Treatment work
sheet, as well as an Excel Spread sheet Rational Calculator, (See attached paperwork).
We are proposing to discharge any runoff that happens to enter the pipe system, (percolation tests and
modeling of the swales indicate that this will not happen), into an existing storm drain system
Page 1
NMILTON ENGINEERING INC. land, CStreet,963 Box 978
530 228-1580
Civil Engineering brien@hamiltonengineering.net
approximately 44 feet due west of the project site. This existing system is comprised of 6 inch diameter
PVC pipe flowing due north into a 15 inch diameter PVC system that eventually discharges into the
nearby creek.
Please review the Engineers report and the construction plans and provide comment.
Sincerely yours,
Brien G. Hamilton, For Hamilton Engineering Inc.
R.C.E. 67133
Page 2
Hamlton Engineering Inc.
P.O. Box 978, 710 4th Street
Orland, CA 95963
Hamilton Engineering Inc.
Location :
BabUst Church In Cupertno, CA
Date Perc Test Done:
25 -Mar -08
This percolation test was performed in the area of where the leach trench is to be proposed
for the parking lot drainage system. A 4" hole was bored 17 feet below the surface and no
water was encountered.
Weather Conditions: Partly Cloudy, Warm
Dopar M Pare Hole A: 48inches
Depth of Pam Hole B:
Depth of Pere Hole C:
PRESOAK DATA 2 Hours
Measurments In Inches
1
START TIME
.11:39
~ Time Of
D"' Dan
it Mark
Change
Cherrge Th- Or Oepth frac
Reteranae Mark
Charge
Cherrpe Depth hon
DM Time Ol Dry RYara * Mark
Charge
Change DM
MY
(Imb")
Del Day 0 -has)
(i-haa)
Star
11:39
1.00
6.50
Check
- 11:41
7.50
Refilled to
11:42
1.00
8.00
Check
y. 11:45
9.00
Refilled to
11:48
5.00
3.00
Check
11:47
8.00
..
Refilled to
11:49
0.50
2.00
Check
11:50
2.50
Refilled to
11:50
2.50
1.50
Check
11:51
4.00 -
Refilled to
11:51
4.00
4.00
Check
11:52
8.00
Refilled to
11:53
0.75
2.75
Check
- 11:55
3.50
Refilled to
11:56
7.00
3.00
Check
--1157
10.00
Refined to
12:00
1.25
2.50
Check
12:01
3.75
Refilled to
12:01
3.75
3.25
Check
12:02
7.00
Refilled to
12:02
7.00
3.00
Check
12:03
10.00
Refilled to
•: 12:04
0.50
2.63
Check
12:05
3.13
Refilled to
12:05
3.13
3.13
Check
12:06
6.25
Refined to
12:06
6.25
2.75
Check
12:07
0.00
d
Rate
inches per mkxlte '
2-8
minutes"
Av a Rate:
Average
r in
0'
l he that
abo d
e
►. No. 67133
B n Ca. Hemifton
E. 87133 Expins:09f30f08
�Q
�l�Tco
(WET STAMP AREA ABOVE)
Phone(530)865-8551
Fox(530)257-8347
Santa Clara Valley C.3 Stormwater Handbook
Urban Runoff
Pollution Prevention Program
This method uses the Rational Method equation to determine the design flow, using a design intensity
that is 10 % of the intensity for the 50 -year return period found on the local intensity -duration -
frequency (IDF) curve:
Q=CI
Where:
Q is the design flow in cubic feet per second (cfs),
C is the drainage area runoff coefficient,
I is the design intensity (in/hr), and
A. is the drainage area for the BMP (acres)
Step 1. Determine the drainage area for the BMP, A = 0. 0
Step 2 Determine the runoff coefficient. C = = from Table 3a or 3b 0, 33
It is more accurate to compute an area -weighted "C -factor" based on the surfaces in the
drainage area (Table 3a), if possible, than to assume a composite "C -factor" such as those in
Table 3b, especially for small drainage areas.
Step 3 Find the time of concentration (Q for the site (i.e. the travel time from the most remote portion
of the BMP drainage area to the BMP). (Check with local agency's Engineering Department for
standard or accepted methods of computing Q.
4 = Time of overland flow + time in drainage pipe: .1-1 C t U vh I n,
Step 4 Using the time of concentration as the duration, use Figure 4 to determine the intensity for the
50 -year storm (IDF curve) (in/hr).
intensity for the 50 -year storm = 3 , UO
Step 5 The design intensity (I) will be 10% of the intensity obtained from the IDF curve (intensity for
the 50 -year storm).
I = (Step 4 * 0.10) = = .3
Step 6 Determine the design flow (0) using the Rational Method equation:
Q = C*I*A
Q = (Step 2) *(Step S) * (Step 1)
Q = ().t)p9 acres-in/hr
Design Flow, Q= o.001
5 No conversion factor for correct units is needed for the rational formula because (1 acre-in/hr) * (43,560 s.f/acrc) * (lft/12 in)
* (l hr/3600 sec) w 1 ft / sec or cfs.
IV. Treatment Control Sizing Criteria Attachment IV -1- Page 9 FINAL
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11 .1 f
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0.052
ft3 / s
V =
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ft3 / s
F =
min
L10 =
55.95
ft
Flow Parameters
Qbmp =
0.0094
ft3 / s
Qswale =
0.052
ft3 / s
V =
0.093
ft3 / s
F =
min
L10 =
55.95
ft
F100 =
17.87
min
Geometric Parameters
d =
0.250
ft
b =
2
ft
Z =
1 : 1
S =
0.002
ft / ft
D =
NaN
ft
T =
2.500
ft
L=
ft
Other Parameters
n =
0.25
V =
NaN
ft
f =
NaN
ft
arc
,QC,) AI r 1+/
Santa Clara Valley
Urban Runoff
Pollution Prevention Program
C.3 Stormwater Handbook
:'»� ~l"''& ..x«,k��`+`4,' "�akv.ew:.�"•'sr'au,;u:i"4 _ _J
This method uses the Rational Method equation to determine the design flow, using a design intensity
that is 10 % of the intensity for the 50 -year return period found on the local intensity -duration -
frequency (IDF) curve:
Q=CIA
Where:
Q is the design flow in cubic feet per second (cfs),
C is the drainage area runoff coefficient,
I is the design intensity (in/hr), and
A is the drainage area for the BMP (acres)
Step 1. Determine the drainage area for the BMP, A = 0,102
Step 2 Determine the runoff coefficient, C = gM from Table 3a or 3b 0,-5 Ll
It is more accurate to compute an area -weighted "C -factor" based on the surfaces in the
drainage area (Table 3a), if possible, than to assume a composite "C -factor" such as those in
Table 3b, especially for small drainage areas.
Step 3 Find the time of concentration (Q for the site (i.e. the travel time from the most remote portion
of the BMP drainage area to the BMP). (Check with local agency's Engineering Department for
standard or accepted methods of computing Q.
t, = Time of overland flow + time in drainage pipe: .1-7 ��+-�IO,n�,•.�
Step 4 Using the time of concentration as the duration, use Figure 4 to determine the intensity for the
50 -year storm (IDF curve) (in/hr). -,00
intensity for the 50 -year storm = °' 3.05
Step 5 The design intensity (I) will be 10% of the intensity obtained from the IDF curve (intensity for
the 50 -year storm).
I = (Step 4 * 0.10) _ = O , 3 D
Step 6 Determine the design flow (Q) using the Rational Method equation:
Q = C*I*A
Q = (Step 2) *(Step 5) * (Step 1)
Q = acres-in/hr C),01 Q
Design Flow, Q =
5 No conversion factor for correct units is needed for the rational formula because 0 acre-in/hr) * (43,560 s.f/acre) * (Ift/l2 in)
* 0 hr/3600 sec) P- 1 W/ sec or cfs.
IV. Treatment Control Sizing Criteria Attachment IV -1 — Page 9 FINAL
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j
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V =
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�
min
t
!
ft
S
1
i
s
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!7t�yWi VAL {rtlii;
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Flow Parameters
Qbmp =
0.018
ft3 / s
Qswale =
0.027
ft3 / s
V =
0.074
ft3 / s
F =
min
Lio =
44.25
ft
Fioo =
22.60
min
Geometric Parameters
d =
0.167
ft
b =
2
ft
Z =
1 : 1
s =
0.002
ft / ft
D =
NaN
ft
T =
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ft
L =
ft
Other Parameters
n =
0.25
V =
NaN
ft
f =
NaN
ft
. . 4<7.. IN 1 T --C -2-
Santa Clara Valley C.3 Stormwater Handbook
'Urban Runoff
Pollution Prevention Program
4.1 �i$'L n IF p „,� .�C•s:mw+,V
1....
This method uses the Rational Method equation to determine the design flow, using a design intensity
that is 10 % of the intensity for the 50 -year return period found on the local intensity -duration -
frequency (IDF) curve:
Q=CIA
Where:
Q is the design flow in cubic feet per second (cfs),
C is the drainage area runoff coefficient,
I is the design intensity (in/hr), and
A is the drainage area for the BMP (acres)
Step 1. Determine the drainage area for the BMP, A = 0
Step 2 Determine the runoff coefficient, C =ffin from Table 3a or 3b (7 S3
It is more accurate to compute an area -weighted "C -factor" based on the surfaces in the
drainage area (Table 3a), if possible, than to assume a composite "C -factor" such as those in
Table 3b, especially for small drainage areas.
Step 3 Find the time of concentration (t j for the site (i.e. the travel time from the most remote portion
of the BMP drainage area to the BMP). (Check with local agency's Engineering Department for
standard or accepted methods of computing tr). `
t� = Time of overland flow + time in drainage pipe: , I % ►2 g l Ci v++-^)
Step 4 Using the time of concentration as the duration, use Figure 4 to determine the intensity for the
50 -year storm (IDF curve) (in/hr).
intensity for the 50 -year storm =
?"00
Step 5 The design intensity (I) will be 10% of the intensity obtained from the IDF curve (intensity for
the 50 -year storm).
I = (Step 4 * 0.10) _ = I Oil ISO= (a, 3 O
Step 6 Determine the design flow (Q) using the Rational Method equation:
Q = C*I*A
Q = (Step 2) *(Step S) * (Step 1) 0 , U ,2
Q = acres-in/hr
Design Flow, Q =
0.012
5 No conversion factor for correct units is needed for the rational formula because (I acre-in/hr) * (43,560 s.f/acre) * (1 ft/12 in)
* 0 hr/3600 sec) = 1 ft3/ see or cfs.
IV. Treatment Control Sizing Criteria Attachment IV -1 - Page 9 FINAL
-- _ . - - j— 2o..& -May 20, 2004
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SWAL L 7—F!2;IL �L'AL�V-
yo
T
WE VAAFS WM?0Nrf4
ap"m or 9M* M.,
0 WN 'e"* 011
WWA1*4
Flow Parameters
Qbmp =
0.018
ft3 S
Qswale =
0.027
ft3 S
V =
0.074
ft3 S
F =
min
1-10 =
44.25
ft
F100 =
22-60
min
Geometric Parameters
d =
0.167
ft
b =
2
ft
Z =
1 : 1
s =
0.002
ft ft
D =
NaN
ft
T =
2.333
ft
L =
ft
Other Parameters
n =
0.25
V =
NaN
ft
f =
NaN
ft
<, t, j Ai Iz -
Santa Clara Valley C.3 Stormwater Handbook
Urban Runoff
Pollution Prevention Program
This method uses the Rational Method equation to determine the design flow, using a design intensity
that is 10 % of the intensity for the 50 -year return period found on the local intensity -duration -
frequency (IDF) curve:
Q=CIA
Where:
Q is the design flow in cubic feet per second (cfs),
C is the drainage area runoff coefficient,
I is the design intensity (in/hr), and
A is the drainage area for the BMP (acres)
Step 1. Determine the drainage area for the BMP, A = O , ;� 1 -
Step 2 Determine the runoff coefficient, C =ME from Table 3a or 3 b 0,"f
It is more accurate to compute an area -weighted "C -factor" based on the surfaces in the
drainage area (Table 3a), if possible, than to assume a composite "C -factor" such as those in
Table 3b, especially for small drainage areas.
Step 3 Find the time of concentration (t j for the site (i.e. the travel time from the most remote portion
of the BMP drainage area to the BMP). (Check with local agency's Engineering Department for
standard or accepted methods of computing t,,).
t� = Time of overland flow + time in drainage pipe:
Step 4 Using the time of concentration as the duration, use Figure 4 to determine the intensity for the
50 -year storm (IDF curve) (in/hr).
intensity for the 50 -year storm = {'F�� 3.O O
Step 5 The design intensity (I) will be 10% of the intensity obtained from the IDF curve (intensity for
the 50 -year storm).
I = (Step 4 * 0.10) = =
v.3v
Step 6 Determine the design flow (Q) using the Rational Method equation:
Q = C*I*A
Q = (Step 2)*(Step S) * (Step 1) o 3 s
Q = acres-in/hr
5 No conversion factor for correct units is needed for the rational formula because (I acre-in/hr) * (43,560 s.f/acre) * (16/12 in)
* 0 hr/3600 see) c 1 W/ see or cfs.
IV. Treatment Control Sizing Criteria Attachment IV -1— Page 9 FINAL
20, 2004
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Qbmp =
Qswale =
V=
F=
L10 =
F100 =
Geometric Parameters
d =
b=
Z=
S=
D =
T=
L=
Other Parameters
n=
V=
f=
— M t"e
/(t
i Set 'WaiS t$EinaQNTitt C. a"lA�.i.6. ! ik �J
0.1
0.038 ft3 / s
0.039 ft3 / s
0.084 ft3 / s
min
50.41 ft
19.84 min
0.208 ft
2 ft
11
0.002 ft / ft
NaN ft
2.417 ft
ft
0.25
NaN ft
NaN ft
t
':L,J ALF- -* y
Santa Clara Valley C.3 Stormwater Handbook
Urban Runoff
Pollution Prevention Program
This method uses the Rational Method equation to determine the design flow, using a design intensity
that is 10 % of the intensity for the 50 -year return period found on the local intensity -duration -
frequency (IDF) curve:
Q=CIA
Where:
Q is the design flow in cubic feet per second (cfs),
C is the drainage area runoff coefficient,
I is the design intensity (in/hr), and
A is the drainage area for the BMP (acres)
Step 1. Determine the drainage area for the BMP, A = Ve I pj W. -
Step 2 Determine the runoff coefficient, C = from Table 3a or 3b
It is more accurate to compute an area -weighted "C -factor" based on the surfaces in the
drainage area (Table 3a), if possible, than to assume a composite "C -factor" such as those in
Table 3b, especially for small drainage areas.
Step 3 Find the time of concentration (tc) for the site (i.e. the travel time from the most remote portion
of the BMP drainage area to the BMP). (Check with local agency's Engineering Department for
standard or accepted methods of computing tc).
t� = Time of overland flow + time in drainage pipe: MW o' 1'"Zt 10
Step 4 Using the time of concentration as the duration, use Figure 4 to determine the intensity for the
50 -year storm (IDF curve) (in/hr). _I. ao
intensity for the 50 -year storm = Z-00
Step 5 The design intensity (I) will be 10% of the intensity obtained from the IDF curve (intensity for
the 50 -year storm).
I = (Step 4 * 0.10) = = a Z t N/h2
Step 6 Determine the design flow (0) using the Rational Method equation:
Q = C*I*A
Q = (Step 2) *(Step S) * (Step 1)
Q = acres-in/hr
Design Flow, Q = 010 3 S
5 No conversion factor for correct units is needed for the rational formula because (1 acre-in/hr) * (43,560 s.f/acrc) *(I ft/12 in)
* (1 hr/3600 sec) a 1 ft3/ sec or cfs.
IV. Treatment Control Sizing Criteria Attachment IV -1— Page 9 FINAL
FASc42%&42-:1%AnWb me . rainy t*wte n..J-2oa.+ May 20, 2004
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Vegetated Swale
Flow Parameters
Qbmp =
Qswale =
V=
F=
1-10 =
F100 =
Geometric Parameters
d =
b=
Z=
S=
D=
T=
L=
Other Parameters
n=
V=
f=
� U I"r
r
C - 001"'O f &V'r! (h;
8
WE SLGP; $ itnW0►:JX C OYICP!'re % 7 (fid .
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0.035 ft3 / s
0.039 ft3 / s
0.084 ft3 / s
min
50.41 ft
19.84 min
0.208 ft
2 ft
11
0.002 ft / ft
NaN ft
2.417 ft
ft
0.25
NaN ft
NaN ft
J;;� (" ►, I E --a--
Hamilton Engineering Inc. Storm Drain Pipe Calculation Summary, Cpertino Baptist Church Project 710 4th Street
P.O. Box 978
Orland, CA 95963
SD Pipe #
Diameter
Total
Flow
Length
Grade
Chane
Sloe
Calculated
0.51
0.53
0.45
Flow
cfs
cfs
ds
Upstream Downstream
1 6 inches
0.09 cfs --4'1.16
feet
99.90 99.75
0.0036 ft/ft
0.0039 ft/ft
2 6 inches
0.18 cfs
0.18 cfs
0.38 cfs
0.35 ds
0.44 cfs
0.62
36 feet
40 feet
17.24 feet
45.62 feet
153.231 feet
99.62 99.48
3 6 inches
99.00 98.85
0.0038 ft/ft
0.0638 ft/ft
0.0044 ft/ft
0.0041 ft/ft
0.0099 ft/ft
4 6 inches
99.00 97.90
1.69
ds
5 6 inches
99.95 99.75
1 0.57
ds
6 6 inches
99.70 99.48
1 0.551
ds
7 6 inches
III feet
99.43 98.85
1 0.991
cfs
81
6 inches
1 0.801
1 1.181
cfs
cfs
80.33
feet
98.80
97.90
1 0.0112
ft/ft
0.90
cfs
91 61 inches
1
132.371feet 1--F-97.851
97.20
1 0.0201 ft/ft
1 1 1.421
cfs
Check
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
SD-1.txt
Manning Pipe calculator
Given Input Data:
shape...........................
solving for .....................
Diameter ........................
Depth...........................
slope.........................
Manning's n .....................
computed Results:
Flowrate ........................
Area..........................
wetted Area .....................
wetted Perimeter ................
Perimeter .......................
velocity ........................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0036 ft/ft
0.0090
0.5119 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
2.6165 fps
1.6288 in
98.3333
0.4863 cfs
2.4767 fps
SD-2.txt
Manning Pipe Calculator
Given Input Data:
Shape...........................
Solving for .....................
Diameter .... ..... ............
Depth..................... ......
Slope.........................
manning's n .....................
Computed Results:
Flowrate ........................
Area...........................
wetted Area .....................
wetted Perimeter ................
Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0039 ft/ft
0.0090
0.5328 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
2.7233 fps
1.6288 in
98.3333
0.5061 cfs
2.5778 fps
SD- 3.txt
Manning Pipe calculator
Given Input Data:
shape...........................
.Solving for .....................
Diameter ........................
Depth...........................
slope.........................
Manning's n .....................
computed Results:
Flowrate ........................
Area..........................
wetted Area ......................
wetted Perimeter ................
Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0038 ft/ft
0.0090
0.5259 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
2.6882 fps
1.6288 in
98.3333
0.4996 cfs
2.5445 fps
SD-4.txt
Manning Pipe calculator
Given Input Data:
Shape...........................
Solving for .....................
Diameter ........................
Depth...........................
Slope.........................
manning's n .....................
computed Results:
Flowrate ........................
Area...........................
wetted Area .....................
wetted Perimeter ................
Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
circular
Flowrate
6.0000 in
5.9000 in
0.0638 ft/ft
0.0090
2.1549 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
11.0148 fps
1.6288 in
98.3333
2.0472 cfs
10.4262 fps
SD-5.txt
Manning Pipe Calculator
Given Input Data:
Shape...........................
Solving for .....................
Diameter ........................
Depth............................
Slope.........................
manning's n .....................
Computed Results:
Flowrate ........................
Area. ..........................
wetted Area .....................
Wetted Perimeter ................
Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0044 ft/ft
0.0090
0.5659 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
2.8926 fps
1.6288 in
98.3333
0.5376 cfs
2.7381 fps
SD-6.txt
Manning Pipe Calculator
Given Input Data:
Shape...........................
Solving for .....................
Diameter ........................
Depth...........................
Slope.........................
manning's n .....................
Computed Results:
Flowrate ........................
Area...........................
wetted Area .....................
wetted Perimeter ................
.Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0041 ft/ft
0.0090
0.5463 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
2.7923 fps
1.6288 in
98.3333
0.5190 cfs
2.6431 fps
SD-7.txt
Manning Pipe Calculator
Given Input Data:
shape
Circular
...........................
solving for
Flowrate
.....................
Diameter ........................
6.0000
in
Depth ...........................
5.9000
in
slope .........................
0.0099
ft/ft
Manning's n .....................
0.0090
Computed Results:
Flowrate ........................
0.8489
cfs
Area ..........................
0.1963
ft2
wetted Area .....................
0.1956
ft2
wetted Perimeter ................
17.2960
in
Perimeter .......................
18.8496
in
velocity ... ...................
4.3389
fps
Hydraulic Radius ................
1.6288
in
Percent Full ....................
98.3333
Full flow Flowrate ..............
0.8064
cfs
Full flow velocity ..............
4.1071
fps
Page 1
SD-8.tXt
Manning Pipe Calculator
Given Input Data:
shape...........................
solving for .....................
Diameter ........................
Depth...........................
Slope.........................
Manning's n .....................
Computed Results:
Flowrate ........................
Area..........................
wetted Area .....................
Wetted Perimeter ................
Perimeter .......................
velocity ... ...................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Flowrate
6.0000 in
5.9000 in
0.0112 ft/ft
0.0090
0.9029 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
4.6150 fps
1.6288 in
98.3333
0.8577 cfs
4.3684 fps
SD-9.txt
Manning Pipe Calculator
Given Input Data:
shape...........................
solving for .....................
Diameter ........................
Depth...........................
Slope.........................
manning's n .....................
Computed Results:
Flowrate ........................
Area. ..........................
wetted Area .....................
wetted Perimeter ................
Perimeter .......................
Velocity .... ...................
Hydraulic Radius ................
Percent Full ..............�.....
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Ci rcul ar
Flowrate
6.0000 in
5.9000 in
0.0201 ft/ft
0.0090
1.2095 cfs
0.1963 ft2
0.1956 ft2
17.2960 in
18.8496 in
6.1825 fps
1.6288 in
98.3333
1.1491 cfs
5.8521 fps
-"County of Santa Clara
Office of the County Clerk -Recorder
Business Division
County Government Center
70 West Hedding Street, E. Wing, I" Floor
San Jose, California 95110 (408) 299-5665
ENVIRONMENTAL DECLARATION
For CLERK -RECORDER'S USE ONLY
POSTED ON f UN 2 5 209ROUGH rJUL 2 5 2
IN THE OFFICE OF THE COUNTY CLERK -RECORDER
REGINA ALCOMENDRAS, COUNTY CLERK
BY DEPUTY
b1d
NAME OF LEAD AGENCY:
NAME OF APPLICANT:
CLASSIFICATION OF ENVIRONMENTAL DOCUMENT:
1 ( ) NOTICE OF PREPARATION
2• V NOTICE OF EXEMPTION
50.00 COUNTY CLERK FEE REQUIRED
3. NOTICE OF DETERMINATION:
C
FOR CLERK -RECORDER FILE STAMP
ENDORSED
JU64 5 2008
REGINA ALCOMEND AS, C Rccordo
Santa Clara County Deputy
By
CLERK -RECORDER FILE NO.
E-14883
/_
CA Dept. of Fish and Game Receipt #
?>"0q0-1
NEGATIVE DECLARATION PURSUANT TO PUBLIC RESOURCES CODE 4 21080(C)
1926.75 REQUIRED ($1876.75 STATE FILING FEE AND $50.00 COUNTY CLERK FEE)
( ) A COMPLETLD "CEQA FILING FEE NO EFFECT DETERMINATION FORM" FROM THE DEPARTMENT OF FISH &
GAME, DOCUMENTING THE DFG'S DETERMINATION THAT THE PROJECT WILL HAVE NO EFFECT ON FISH,
WILDLIFE AND HABITAT, OR AN OFFICIAL, DATED RECEIPT / PROOF OF PAYMENT SHOWING PREVIOUS
PAYMENT OF THE DFG FILING FEE FOR THE SAME PROJECT IS ATTACHED:
50.00 COUNTY CLERK FEE REQUIRED i
ENVIRONMENTAL IMPACT REPORT PURSUANT TO PUBLIC RESOURCES CODE q 21152
( ) 2656.75 REQUIRED ($2606.75 STATE FILING FEE AND $50.00 COUNTY CLERK FEE)
( ) A COMPLETED "CEQA FILING FEE NO EFFECT DETERMINATION FORM" FROM THE DEPARTMENT OF FISH &
GAME, DOCUMENTING THE DFG'S DETERMINATION THAT THE PROJECT WILL HAVE NO EFFECT ON FISH,
WILDLIFE AND HABITAT, OR AN OFFICIAL, DATED RECEIPT / PROOF OF PAYMENT SHOWING PREVIOUS
PAYMENT OF THE DFG FILING FEE FOR THE SAME PROJECT IS ATTACHED:
50.00 COUNTY CLERK FEE REQUIRED
NOTE: "SAME PROJECT MEANS NO CHANGES. IF THE DOCUMENT SUBMITTED IS NOT THE SAME (OTHER THAN DATES), A -NO EFFECT
DETERMINATION" LETTER FROM THE FISH AND GAME FOR THE SUBSEQUENT FILING OR THE APPROPRIATE FEES ARE REQUIRED.
4. Other:
NO PROJECT SHALL BE OPERA77M ,, VESTED, OR F/NAL, NOR SHALL LOCAL GOVERNMENT PERMITS FOR 7HE PROJECT BE VALID, UNTIL THE FILING
FEES REQUIRED PURSUANT TO THIS SEC77ON ARE PA/D.'
FISH 8 GAME CODE SECTION 711.4(C)(3)
NOTICE TO BE POSTED FOR 3-) DAYS.
THIS FORM MUST BE COMPLETED AND ATTACHED TO THE FRONT OF ALL ENVIRONMENTAL DOCUMENTS LISTED ABOVE
(INCLUDING COPIES) SUBMITTED FOR FILING.
CHECKS SHOULD BE MADE PAYABLE TO: SANTA CLARA COUNTY CLERK -RECORDER.
Board of Supervisors: Donald F. Gage, Blanca Alvarado, Pete McHugh, Ken Yeager, Liz Kniss
County Executive: Peter Kutras, Jr.
01-01-2008
Notice of Exemption
To: County Clerk -Recorder
70 W. Hedding Street, 1" Floor
East Wing—Business Division
San Jose, CA 95110
Project Title: D1R-2008-07
Project Location - (be specific): 10505 Miller Avenue
City of Cupertino
10300 Torre Avenue
Cupertino, CA 95014
E-14883
Project Location - (City): Cupertino Project Location - (County): Santa Clara
Description of Project: Director's Minor Modification to a Use Permit (29-U-85) for a parkin
lot addition and a trash enclosure at an existing church
Name of Public Agency approving project: City of Cupertino
Name of Person or Agency carrying out project: Cupertino First Baptist Church
Exempt Status: (check one)
Ministerial (Sec. 21080(b)(1); 15268);
Declared Emergency (Sec. 21080(b)(3); 15269(a));
Emergency Project (Sec. 21080(b)(4); 15269(b)(c));
x Categorical Exemption. State type and section number: 15304 (a) & 15304 (b)
_Statutory Exemption. State code number:
Reasons why project is exempt: project is for the addition of a parking lot and trash enclosure
at an existing church. Landscaping is also being stalled as part of this project
Lead Agency
Contact Person: Piu Ghosh Area code/telephone number (408) 777-3277
Signature: Date: June 18, 2008 Title: Assistant Planner
Jam.
G: IPlann ingIERCIExempt12008exemptl dir200807. doc