HomeMy WebLinkAboutApplication
~Feb-21-01 06:12A JIM GARRISON
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DEVELOPMENT PLAN
APPLICATION (Amendment)
. Fee: $700.00 plus $35.00 per acre ($630.00)
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DATE: 2./\'1/ ~ao\
DOCKET NO.
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Checked By
Preliminary
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Amended or Changed
Name of ~ \
Project: l 0 'W4. ~ . C(Jt.v n1'"
Project {t,
Address: ~ qLtYHtJIIND ~S (J~I!mtJtt~Jf1i-"11I,~r;I"ft:-)
Legal
Description: (To be typewrittc:l on separate sbeet and attached)
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Address: lDCt1", 0 ~" -S W c.. U. A.v l.. .t4, Oc;-
Contact Person: K(,v.,'n. -C>. A\\~ Telephone: 5\'''S'''-S'~~
Name of K'
Landowner: i It. G ~~lv~ L.L~ Telephone: 3l1- $"'- 5~ 0 (:)
Address: (,(P \0 >>. :$~.. \~~J AVf.. :Ir"LQO
Plot Size: ~ Ate. Zoning ClassifICation: RIo e -9.;1
Present Use Z 0_ I <0 '2...
of Property: ~~"",.. .r~4-LP - #11 ~~~S
Proposed Use
of Property: c,_",~~L. O#V~/'n".vr
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~Feb-21-01 06: 13A JIM' GARRISON
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NOTE: This application must be fIled in duplicate and accompanied by: a) Two (2) copies of
, the development plan which the applicant will be respoosible for distribution among
T AC members; b} All necessary supporting materials.
The undersigned agrees that any construction, reconstrUction. enlargement. relocation
or alteration of structures, or any change in the use of land or structures requested by
this application will ~mply with and conform to all applicable laws of the State of
Indiana and the zomng ordinance of Carmel, Tnm~OlI, adopted under the authority of
Acts of 1979, Public Law 178. Sec. 1. et seq.. General Assembly of the State of
Indiana, an all Acts amendatory thereto.
Sign .
i/.p.
Agent
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(Typed)
(Typed)
STATE OF INDIANA
55:
County of Ma rion
Before me the undersigned. a Notary Public for Morgan
- (r;oU!lty of residence)
County. State of Indiana, personally appeared Jon Sc he 11 i ng
, (name of person)
and acknowledged the execution of the foregoing ins
?, day of February, 20 -2.2... '
My Commission Expires: 3/26/04
Michelle Troxe 11
(Printed or Typed)
s: \forms\devplan.app
Rev. Oct. 2000
01/11/01 11: 12
'0'311 843 5429
H.r\MILTON TITI.E_
~013/016
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File ND.: 2001843
EXHIBIT A
Parcell
Part of the North Half oC the Northwest Quarter oCSection 19, Township 18 North, Range 4 East
in Hamilton County, Indiana, moreparticuIarly described as fonows:
Commencing at the ~ortheast comer of the North Half of the Northwest Quarter of said Section
19; thence South 89 degrees OS minutes 16 seconds West (bearings based on NAD 83 State Plane
Coordinates - East Zone) along the North line of the said Northwest Quarter 1188.98 feet; thence
South 00 degrees 10 minutes 51 seconds West 75.47 feet to the South right of way line, 14611I
Street; thence South 89 degrees OS minutes 16 seconds West along the said South right of way
line 190.03 feet to the Point of Beginning; thence continuing South 89 degrees 05 minutes 16
seconds West along said South right of way tine 890.32 feet to the Easterly penn anent right of
way line for State Highway Number 431 per plans for Project 5-165 (14) and further described in
Condemnation proceedings in the Hamilton County CircuitlSuperlor Court Cause No. 61-626
(the next three coutSes are along said right of way); 1) thence South 71 degrees 30 minutes 51
seconds West 24.82 feet; 2) thence South 07 degrees 16 minutes 09 seconds East 71.80 feet to a
non-tangent curve having a radius of 5624.60 feet, the radius point of which bears North 78
degrees 22 minutes 03 seconds East; 3) thence Southeasterly along said curve an arc distance of
914.16 feet to a point which bears South 69 degrees 03 minutes 19 seconds West from said
radius point; thence North 90 degrees 00 minutes 00 seconds East 130.48 feet to a non-tangent
curve having a radius of 270.00. feet, the radius point of which bears South 55 degrees. 55
minutes 00 seconds East; thence Northeasterly along said curve an arc length of 365.41 feet to a
point which bears North 21 degrees 37 minutes 34 seconds East from said radius point; thence
North 89 degrees 14 minutes 07 seconds East 52.98 feet to the Northwest corner of Lot 29 in
Danbmy Estates, Section I, as per plat thereof, recorded as InstnDnc:nt No. 9429324 in Plat
Cabinet No. I, Slide No. 435 in the Office of the Recorder of Hamilton County, Indiana, thence
continuing North 89 degrees .14 minutes 07 seconds East along the North line of said Lot 29. a
distance of 139.23 feet; thence Nonh 00 degrees 10 minutcs 51 seconds East 867.51 feet to the
point of beginning. containing 16.516 ~ more or less.
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State of Indiana
Department of Transportation
(;)
Approved by State Board
of Accounts - 1984
Approved by Auditor of State, 1997
RIGHT-Of-WAY PERMIT
Type of Per~it:
o Cut Road 0 Pole line
D Bridge Attach.
~ Miscellaneous
FBi':lC.F. qt<.J.vlDVAL
District
i..~~V.~-:r"~I'~-I;'r r.;~r '(1
Subdistrict INDli-\NAPOL15
Telephone (317
Project Location
SOUTH.firST :JfJi0;.{Ai.~'I DE' 'l'HE INrERi:~r~IiION OF 146'rH SrHEi:;'f .::: ;"RE'L'tIUUNf; ~jASS (
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Project Description ().)('dSTF'.UCl'ION OF' AW,vEt5 BaHE IlI1PRO\l&\it1'lT CEN'l'ER& FUf0Rl:; REl'l'Ii\.L CE;N'l'EF~.
:lE.;L.:JC'1:IS li\i0IAJ.'ffi. 'IJi\r2H,\~A.i (DIICb) Bt.~rWE.8l.i THE DE.VElDPt.1E;N'T' & S. R. 431 Ehl.
Project Purpose PERMIT IS i.;U:;OUBST!'.J) TO RE1-WE EXISTING; RIGH:l' OF 'wAY 2E~\iCE FOR ,o.ESIHI::l'ICS
)UDXt-b"JECT P~P()"SEl) GHI-0ES 1'0 EJ<'..IS'rING GRi-ill8S }-\.'l' RIGHI OF wAY LINE.
Bond Required: 0 Yes,
Penal Sum $
, Bond Number
f2) No
PERMIT FEE: $
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Check or Bank Draft Payable to "Indiana Department of Transportation"
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~tt nl ik~aldJ ~rt~gPiL rHO~~~m(~.) Oi m
THE APPLICANT AGREES TO INDEMNIFY, DEFEND, EXCULPATE, A~ 0 HOLD HA~MLESS THE STATE OF INDIANA, ITS OFFICIALS AND EMPLOYEES FROM ANY LIABILITY
DUE TO LOSS, DAMAGE, INJURIES, OR OTHER CASUALTIES OF '^ HATSOEVER KIND, OR BY WHOMSOEVER CAUSED, TO THE PERSON OR PROPERTY OF ANYONE
ON OR OFF THE RIGHT-OF.WAY ARISING OUT OF, O~ RESUlTI G FROM THE ISSUANCE OF THIS PERMIT OR THE WORK CONNECTED THEREWITH, OR FROM
THE INSTALLATION, EXISTENCE, USE, MAINTENANCE, CONDITIC 'I, REPAIRS, ALTERATION, OR REMOVAL OF ANY EQUIPMENT OR MATERIAL. WHETHER DUE IN
WHOLE OR IN PART TO THE NEGLIGENT ACTS OR OMISSIONS (1) OF THE STATE, ITS OFFICIALS, AGENTS, OR EMPLOYEES; OR (2) OF THE APPLICANT, HIS AGENTS
OR EMPLOYEES, OR OTHER PERSONS ENGAGED IN THE PERFORMANCE OF THE WORK, OR (3) THE JOINT NEGLIGENCE OF ANY OF THEM; INCLUDING ANY CLAIMS
ARISING OUT OF THE WORKMEN'S COMPENSATION ACT OR ANY OTHER LAW, ORDINANCE, ORDER, OR DECREE, THE APPLICANT ALSO AGREES TO PAY All
REASONABLE EXPENSES AND ATTORNEYS FEES INCURRED BY OR IMPOSED ON THE STATE IN CONNECTION HEREWITH iN THE EVENT THAT THE APPLICANT SHAll
DEFAULT UNDER THE PROVISIONS OF THIS PARAGRAPH. IV1 j C-H Jt C:L.. .
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INSPECTO PE
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PERMIT ENGI~ER f] ,/I'
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Kite conf:~truction.~
NAME OF COMPANY ORGANI T N
6610 N Shadeland Ave.. Suite
Indianapolis. IN 46220
POST OFFICE ADDRESS
200
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( 317 ) 577-5600
TELEPHONE
4 Copies - Submit all copies
White - District
Canary - Subdistrict
Pink - Applicant
Gold - Surety
CALL 2 WORKING 0,4, Y3
BEFORE YOU 010
BOO 382.5544
It's the LAW;
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Slate Form 41769 (R4/2-97)
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o State of Indiana 0
Department of Transportation
GENERAL PROVISIONS
1. All work described in the permit shall be subject to the inspection of the Department of Transportation and
the permittee shall adjust or stop operations upon direction of any police officer or Department of Transportation
employee.
2. The permit may be rescinded at any time by the Department of Transportation at its discretion or for :lon-
compliance with any and/or all provisions of said permit.
3. The permittee shall notify the Department of Transportation Subdistrict five (5) working days preceding the
beginning of any work activity.
4. The permittee shall notify the Department of Transportation Subdistrict that the work is complete and this
notice is to be provided within seven (7) days from completion of all work on this permit.
5. The permittee shall have the permit complete with drawings and special provisions in their possession during
work operations and will show said permit, on demand, to any police officer or authorized Department of
Transportation employee.
6. The permittee shall pay the Department of Transportation for any inspection costs where it is necessary to
assign a Department of Transportation employee to inspect the work. The permittee shall immediately reimburse
the State upon receipt of an itemized statement.
7. The permit is valid through the stated expiration date. If work is not completed within the allotted time, the
permit is automatically cancelled unless an extension is requested prior to the expiration date and said request
is approved by the Department of Transportation. If a permit is cancelled, a new application must be submitted
and approved before the proposed work can be accomplished.
8. The permittee shall erect and maintain all necessary signs, barricades, detour signs, and warning devices
required to safely direct traffic over or around the part of the highway where permitted operations are to be done
so long as the work does not interfere with traffic, in accordance with Section "VI" of the Indiana Manual of
Uniform Traffic Control Devices.
9. All construction and materials used within the highway right-of-way must conform to the current Department
of Transportation "Standard Specifications" with the permittee being considered in the same status as the contractor.
10. The permitted operations shall not interfere with any existing structure on the Department of Transportation
right-of-way without specific permission in writing from the Department of Transportation. In the event that any
buildings, railings, traffic control devices, or other structures are damaged, said cost of the removal and/or damage
shall be borne by the permittee.
11. This permit does not apply to any State roads or bridges that are closed for construction purposes, or to
any county roads or city streets.
12. Approval of the permit application shall be subject to the permittee obtaining all necessary authorizations
from local authorities and complying with all applicable laws. The issuance of the permit shall in no way imply
Department of Transportation approval of, or be intended to influence any action pending before a local board,
commission, or agency.
13. The permitted operations shall be allowed on state highway right-of-way only between sunrise and sunset
and shall not be performed on Saturdays, Sundays, or during the period beginning at 12:00 Noon on the last weekday
(Monday through Friday) preceding and continuing until Sunrise on the day following: New Years Day, Memorial
Day, Independence Day, Labor Day, Th~nksgiving, and Christmas.
14. In accordance with the notice requirements of Indiana Code 4-22-1-25, any objection to the conditions and
provisions of an approved permit must be submitted in writing to the Department of Transportation within fifteen
(15) days from the issue date.
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REPLY TO:
Indiana Department of Transportation
Greenfield District
32 South Broadway St.
Greenfield, Indiana 46140-2247
(317) 462-7751
FAX: (317) 462-7031
Dear Permittee:
Attached is your approved permit to perform work on the state owned right-of-way. Please be
sure to read the permit carefully, noting the general provisions on the reverse side of the permit
form. Also review any additional provisions or revisions to the construction plans if applicable.
A thorough review of the permit will help prevent construction delays and additional construction
costs.
I II II I I I I I II I I II I I I I I I I I I I I I I I 11 I I I I II I I I II I I I [I I I III I III I I [I II I II I I I
In the event that the permitted work falls within the limits of an active Indiana Department of
Transportation Project, the consent form below must be signed by the contractor and the Indiana
Department of Transportation Project Engineer. The consent form must be completed and
approved.by this office before permitted work can be performed during the Indiana Department of
Transportation Project. Contact the Indiana Department of Transportation Permit Inspector in
your area at least five (5) working days prior to work if there is any uncertainty regarding an
active Indiana Department of Transportation Project.
Contractor Consent Form
and will allow the permitted work to be
as long as the work does not
I have reviewed permit number
performed within the limits of project number
interfere with the Indiana Department of Transportation Project.
Indiana Department of Transportation
Project Engineer
Date
Contractor Representative
Date
Title and Company
Printed on Recycled Paper . An Equal Opportunity Employer .
http://www.indot.state.in.us/aum/dot.index.html
RIGHT-OF-WAY PER~
SP'ECIAL PROVISIONS
State Form 3321 (R4 12-00)
( " STATE OF INDIANA
INDIWA DEPARTMENT OF TRANSPORTATION
1. All existing utilities and other underground facilities such as traffic signal appurtenances must be located prior to
commencing excavation.
2. The permittee shall not disturb nor manipulate any existing traffic control devices. Any damages to a traffic control
device shall be repaired immediately at the permittee's expense by a State prequalified contractor. Contact the Signal
Technician at the appropriate District Office (see telephone numbers on page 3) five days prior to doing work in the
right-of-way that will effect any existing traffic control devices.
3. All cuts and trenches in and across the Right-of -Way of the State Highway shall be made by the permittee. After the
work of installation of the project, the permittee shall restore all pavement surfaces and Right-of-Way according to
requirements, specifications, and under the inspection of the Department of Transportation.
4. If private drives or commercial drives with a paved surface are to be open cut, a letter of approval must be obtained
from the drive owner.
5. Pavement Removal
a) Bituminous Pavement - The trench or area to be removed shall be sawed to a minimum depth of 2 inches. Breakage
shall be confined to required lines. The edge of the area after removal shall be such that the maximum variation from
the vertical will not exceed 1 1/2 inches. In trimming and straightening these edges it may be necessary to use hand
methods. Methods and equipment used in cutting, breaking, and removal shall not cause undue breakage, excessive
shattering or spalling of the bituminous pavement to be left in place.
b) Concrete Pavement - The trench or area to be removed shall be sawed to the bottom of the steel mesh with a
minimum depth of 2 inches. Breakage shall be confined to required lines. The edge of the area after removal shall
be such that the maximum variation from the vertical will not exceed 1 1/2 inches. In trimming and straightening
these edges it may be necessary to use hand methods. Methods and equipment used in cutting, breaking, and
removal shall not cause undue breakage, excessive shattering or spalling of the concrete to be left in place and shall
be such that will prevent excessive vibration and shock from being transmitted along reinforcing steel to the adjacent
pavement.
Pavement Replacement
A aT" section should be used to bridge excavated areas to alleviate future settlement.
a) Bituminous Pavement - Pavement replacement shall not be less than 12 inches of bituminous base mixture, thoroughly
compacted in lifts of not more than 3 inches and a top lift of 1 inch shall be bituminous surface mixture properly
compacted. All exposed bituminous edges shall be treated with bituminous tack. A "Wacker Rammer" compactor
or equivalent shall be used for compacting the bituminous mixtures. The surface course shall meet Department of
Transportation Specifications for smoothness.
b) Concrete Pavement - The depth of the concrete pavement shall be the same as the removed pavement except it
shall be a minimum of 9 inches. Anchor bolts shall be placed along all sides of the removed area. The spacing shall
be 3 feet center to center on the transverse side and 5 feet center to center on the longitudinal side with a minimum
of 2 anchor bolts on a side. The anchor bolts and steel reinforcing shall be the same type and shall be placed as
specified in Department of Transportation Standard Sheets. The concrete used shall be high early strength as set
out in the Indiana Standard Specifications, except test beams will not be required.
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State Form 3321.(R4/2-00)
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Page 2 of 3
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c) Bituminous Pavement over Concrete Pavement - The concrete pavement replacement shall consist of 9 inches of
high early strength concrete placed so the top elevation of the new concrete is the same as the top elevation of the
original concrete payment or original brick. pavement. The concrete used shall be high early strength as set out in
the Indiana Standard Specification, except test beams will not be required. The portion of the pavement replacement,
from the top of the new concrete pavement to the present pavement elevation shall consist of a bituminous base
mixture placed in thoroughly compacted lifts of no more than 3 inches in depth, and the top lift of 1 inch shall be a
bituminous surface mixture properly compacted. All exposed bituminous edges shall be treated with bituminous tack.
A "Wacker-Rammer" compactor or equivalent shall be used for compacting the bituminous mixtures. The surface
course shall meet Department of Transportation Specifications for smoothness.
SUB-GRADE
The sub-grade on which the concrete or bituminous mixture is to be placed shall be compacted thoroughly prior to the
placing of the pavement.
6. All cuts in the pavement area shall be opened to traffic at all times except when the permittee is working at the site. If
the cut in the pavement cannot be completed in the working day, it shall be temporarily backfilled, with the top 3 inches
consisting of a temporary bituminous mixture, or the cut can be covered with a steel plate of sufficient size and thickness
to satisfactorily carry the traffic. Tile steel plate shall be properly fastened down so as not to create a hazard. A steel
plate shall also be used to cover any concrete area during the curing period. All steel plates must be labeled for
emergency notification. UWity company name and 24 hour notification telephone number shall be visible at all time.
7. (A) All excavation from cuts in the pavement and shoulder area shall be removed from the Right-of-Way. The backfilling
of this area shall be Compacted Aggregate Base or "B" Borrow. The compacted aggregate base or ."B" borrow shall
extend beyond the shoulder line at a slope of 1 to 1. This backfill shall meet Department of Transportation Standard
Specifications.
(B) Backfilling of all trenches outside of the shoulder lines on State Highway Right~of-Way shall be made with pit run
sand and gravel mixture or with material acceptable to the Department of Transportation, except for the top 12 inches
which must be filled with top soil and compacted. Grass seed and fertilizer shall then be placed on the top soil which
has been prepared in accordance with Department of Transportation Specifications on seed bed preparation.
a) When the trench is excavated or plowed in a lawn area that is mowed, the applicant shall replace all disturbed areas
with sod. The sod shall be placed and maintained according to the Department of Transportation Specifications.
b) Sod may be required at other areas where erosion may be a problem.
8. The permittee shall at all times protect the pavement surface and right-of-way from damage due to the use of heavy
equipment, and shall provide and use approved pads, planks or dirt cushion to protect against other damage. Immediately
before any section of the highway is to be placed back in use for traffic, the permittee shall remove all excess dirt and
sweep the pavement surface to eliminate unnecessary dust hazards.
9. The Permit Inspector in the local subdistrict or district office shall be notified 24 hours in advance of the pouring of
concrete or the placing of bituminous mixture. (see telephone numbers on page 3)
10. Tunneling under State Highway pavements will be allowed when approved by the Department of Transportation. Pipe
for such tunnels shall be approved pipe as specified on the plans, inserted in the tunnel lining and the excess space
filled with concrete as specified on the plans. Tunneling methods, supports and operations shall be subject to the
approval of the representative of the Department of Transportation assigned to inspect the work. Proper backfilling
must be done around the tunnel lining in order to prevent any settling of the pavement and Right-of -Way.
11. The top elevation of all manholes shall be held to ground or road surface level.
12. The permittee shall be responsible for the proper replacement of any driveways, driveway pipes or sidewalks that are
disturbed during the permit work.
13. Drainage on shoulders, ditches or otherwise on the Right-of-Way shall not be obstructed. Appropriate control measures
shall be followed to protect the right-of-way from erosion.
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State Form 3321 (R4/2-00)
Page 3 of3
14. All permits shall conform to the current INDOT Utility Accommodation Policy.
15. Within seven (7) days after a new installation or repair to an existing installation is performed, all excess dirt or obstruction
caused by the installation or repair must be removed and the area must be restored to a condition by the permittee so
as not to interfere with mowing of the Highway Right-of -Way.
16. Upon completion of all pavement cuts and before work crew leaves the work area, the permittee shall fumish and place
the appropriate color spot on the existing road surface next to the side of cut nearest the edge of pavement.
17. The permittee agrees, as a condition of approval of this permit, to move or remove any structures installed under this
permit, at the permittee's own expense should future traffic conditions or road improvement necessitate and when
requested to do so by INDOT except for on the National System of Interstate and Defense Highways as outlined in the
Indiana Code.
18. Work shall be performed in accordance with the attached plans.
19. If at any time in the future, this installation should become damaged due to normal maintenance or road work by the
INDOT, the permittee shall be responsible for all repairs, and cost of repairs that may arise from such damage.
20. Any poles installed under this permit, including brace poles and guy poles should be placed within 1'6" of the Right-of-
Way line. Exceptions to this placement policy will be granted only for special conditions and must be explained on the
application.
21. Any pole line installed under this permit will comply with all regulations outlined in the National Electrical Safety Code,
and any other handbook issued by the Department of Commerce Bureau ot Standards, which refers to the installation
and maintenance of communication lines.
22. No trees or plants on the Right-of-Way of any State Highway will be trimmed or removed without written permission
from the Department ot Transportation.
23. Work performed under this permit will not interfere in any way with any pole line or other existing structure along or
across the State Highway.
24. Work within the sodded areas of the Right-of-Way is not to be performed during wet periods. Any damage to the sodded
areas of the Right-ot-Way must be repaired and properly seeded.
25. If traffic is to be stopped on the highway the applicant must notify State Police for assistance in traffic control within
five (5) days prior to construction. Traffic will not be stopped longer than five (5) minutes.
INDOT DISTRICT OFFICES
Crawfordsville District
P.O. Box 667
Crawfordsville, IN 47933
(765) 362-3700
Fort Wayne District
5333 Hatfield Road
Fort Wayne, IN 46808
(219) 484-9541
Greenfield District
P.O. Box 667
Greenfield, IN 46140
(317) 462-7751
LaPorte District
P.O. Box 429
LaPorte, IN 46350
(219) 362-6125
Seymour District
P.O. Box 550
Seymour, IN 47274
(812) 522-5649
Vincennes District
2526 N. 6th Street
Vincennes, IN 47591
(812) 882-8330
IN~A DEPARTMENT OF TRANSPORTATIO~
FENCE REMOVAL SPECIAL PROVISIONS
1.
The location of the fence to be removed shall be in accordance with the attached
approved plans.
The removed fence and fence posts are to be pulled along with the foundation
and disposed of in an appropriate manner. ~ f..'!!:! {2. ~ TvR-..J "!:E ;C ';:;'cT.
The post holes shall be filled to grade of existing ground after posts are
removed. All disturbed areas are to be restored to originalor better
:. . condition. Any existing-_ landscape trees or shrubs on the right-of-way
shall not be damaged or removed. All new plantings shall be placed on the
applicants property.
2.
3.
4.
Standard fence terminal and pull post end assembly shall be installed as
specified on the attached plan sheet "MR" of the Miscellaneous Standards
and at the direction of the Greenfield District Office.
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The permittee shall install Co~ete right-of-way monuments,twill be placed at
points where the right-of-way line changes alignment and will conform to Depart-
ment of Transportation Standards and Specifications.
5.
6.
The permittee will be directly responsible for their contractor and/or
representatives. Access to the work site shall be obtained from the
Permittee's property and not from through lanes or shoulders
7.
limited Access Highway signs (R18-Il) are to be installed at the direction
of the District Permit Inspector.
8.
If at any time in the future the Indiana Department of Transportation determines
that reconstruction of the fence is necessary, the property owner or future property
owner(s) will do so at their expense and under the direction of the Greenfield
District.
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2B-4Ul -LIMITED ACCESS BlGBW AY Sip (R18-I1)
White background with black legend and border
UNITED
ACCESS HIGHWAY
llIl(OIWSS IlU.IIOlK RAIIItlI
BEiORE PlAN"'"1i
IMPROVEMENTS
01 ADJOII'NG PROPtm
CIIlDCT
INDIANA lIEn. Of _AmJ
----.
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R18- Ii
18" X 18"
The LIMITED ACCESS sign is for use along alternate sides of a. highway
declared by Depanment ofHighllla~'s Resolution to> be a Limited Access Highway.
It should be placed along the Right of Way line facing the highway.
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Figure T ~ -1. Work beyond rhe shoulder.
109
~ RoA]:)
lA/oR. &::::
Al-te:'A b
u
Q
Work Beyond the Shoulder
1. The signs illustrated in this figure are not require~ if the
work space is behind a barrier, more than 2 feet behir:.:i the:
curb, or 15 feet or more from the edge of any roadway.
2. The ROAD WO~~ ~E~~D sign may be replaced with other
appropriate signs, such as the SHOULDER WORK sign. The
SHOULDER WO~~ sign may be used for work adjacent to the
shoulder.
3. If the work space is in the mea~an of a divided hi;hway, an
advance warning sign should also be placed on the left side of
the directional roadway.
.
4. For short-term, short-duration, or mobile operation, all si;ns
and channelizing devices may be eliminated if a vehicle with
an activated flashing or revolving yellow light is csed.
"
.'
ID~" -\~ Department of Environmental MllTlagemoa...t
A)pflcatioD For WAtc,:PollutioTl Control FaciV
ConstTuetioD Pennit Required By 327 lAC Article 3
..' I
3. Nameot:.!!~'posed,~AcJ.1i~ :LOWE.
IMP~:::CENTERri
Location ot'Proposed Fa.cility
S.W. U.
2. Appli.:ant's Engineer
Name WILLIAM D 'KRT.T.F.R
C()mpany'.NameCORNERS'IDNE~TRvRV~. me
Address' 5151 N. SHADELAND AVE.
City C'..ARMRT.
County HnMTT !1Y11\T
~
ft:fCfIV(o
. .' 28 200t. A CHMENT CHECKLIST:
DOCS ~ [:nP.tmf ScwerProiects
. following Docum:t1ts are atlnched:
Sllnilury Sewer Design Summary [XJ
Wastewater Allocation Checklist
(Acceptance/Capacity Letter from
Municipality or Sanitary District) [XJ
C. Plans and Specifications [X]
"'D. r .is! of Potentially Affected persons
or parties pq
,.........:~
"Fully identify all persons, by Dame and
address. who may be potentially affected
by the isS\Unce of this pcnnir, such as
adjoining landoWnI!I'S, persom with a
propriety interest, and/or persons who
have complained or 5ubn:ntted comments
about your facility. Failure to identifx a
potenrially affected nersol! may result.j.n
mn!.i9SU~.J?.mI!jt beinE cba!leng~ and
rendered null and void. .
S. Pennit Application For CODSllUCtion,
Expansion, or Modification of
(check where applicable)' .
A. Municipal eonccrion Facility I J
B. SemipUblic Collection Facility I J
C. Municipal Treatment Facility [ ]
D. Semipublic t;eatment Facility [ ]
EXTENSION' - 8" fX]
* New Facility [ ]
6. Signature
Application is hereby made for II Permit to
autbmi2'e the activities described herein. I
certify thar I am familiar.with theinfonnntion
contained in this application, and to the best of
my knowledge and belief such infonnation is
true, complete, and IICCUI'Ute.
$AI St!-l~LIAlq
Printed Name of Per SOD Si;;:;g
., ~.. U6 tJ
E. lndustrial or Commercial Treatment
Facility
F. Coal Mine Sedimentation Basin [ J
G. Other Specify SEWER LINE
* Expansion or modificatioD of
Existing Facility r ]
.Please refer ~o Ie 13-7.13-3 for penalties or submissiOJJ of false infoMnllrion*
~--
~---
-w
v-
CERTIFICATION OF REGISTERED PROFESSIONAL ENGINEER qR LAND
SURVEYOR-LETTER "
(This Fonn Sbould be Filled Out iu its Entirety)
Applicant: KITE GREYHOUND, LLC
Owner:
KITE GREYHOUNb, LLC
Project Name: LOWE'S HOME IMPROVEMENT CENTER
I, WILLIAM D. KELLER , representing the project applicant, in my capacity
(Name of Individual)
as a registered professional ENGINEER have the" authority to
(Engineer or Land S~l1'Veyor)
certify under penalty oflaw that the deslgi:1 of this project \\~11 be performed under m.y direction or
supervision to assure comonnance with 327 IAC 3 and that the plans "and specifications will require
. the construction of said project to be performed in confonnance with 327 IAC 3-6. 1 certify that the
daily flaw rates, in accordanCe with 327IAC 3-6-11 generated in the area that will be coUectea by
the proposed collection systeuJ that is the subject of the application, .plans, and specifications, will
not cause ovCrflowing or bypassing in- the same 'subject proposed collection system other than
NPDES authorized discharge points. I certify that the proposed collection system does not include
new combined sewers or a combined sewer extension to existing combined sewers. I certify that the
ability for thj$ collection system to- .comply j with 327 IAC 3 is not contingent on wateT
pollution/control facility construction that has not been completed and put into operation. I,cenify
that the: designorthe proposed project meets a1110cal roles or laws, regulations and ordinances. Th~
information submitted is true, accurate, and complete; to the best of my knowledge ~d belief. I am '
aware that there are significant penalties for submitting false infonnation, including the possibility
of.fine and imprisonment. .
Gallons Per .Day: 19,000
. (Total Average Flow fOf Project)
Wastewater Treatment Plant: CARMEL WASTEWATER TREATMENT PLANT
(Name of \\'WTP)
Sewers: CITY OF CARMEL
'/t.'.l;t. Zt'IOD
Date. Signed
(please refer to Ie 13-30;.6-2 for penalties of submission of false information. False'
certification couldresuJt in imprisonment or D flne of DP to 510,000)
, .
U 0
327 lAC ARTICLE 3 CONSTRUCTION PERMIT
SANITARY SEvvER DESIGN StJM1\.1ARY FORM
, Design Flow
Number of Units
9
9
S
5
19,000
gpd
gpd
gpd.
gp4
gpd
gpd
gpd
1
1 Bdrm. apts 9 200 g'{idiimit
. 2Bchm. apts 9 300 gpdIunir
Single fami Iy hnmes 9 310 gpdlunit
Commercial lots
s
S
5
Total av~rage flow
Peak flow
19, 000
3,230 .
Peaking factor 1 " 7
27do _ inch diameter
(relative to streets)
.",~'~ ~N lEt....;"
.~ ~ v. .t.l" .,
.l ~".:.G.isr.EA~.. ,,~)
1 ;::t .'((o<{; 'o.."_~ ~
~ ~... No ". ~ ';
~:\ 18206 j~~
'\~. STATt: OF lt91
\.. ~'"llY.9Jttl~.'~~.l
~.,: J'ION Al ~~...~....
Sewer
1306 ft. 8-mch pve SbR35
ft. 10-inch
ft.
ft.
ft. Total length of sewer"
The new sewer win be connected to an. existing
sanitary 'ewer at DURHAM DRIVE
(sewer type)
Lift Station
(wetldlywcll, submersible, wet~weIl mounted, etc.).
Type'
Number of pumps
Capacity of pumps
Back-up power source
A veTage wet-well detention time
Audio/visual aJann with self-contained power supply or telemetrY system
Forcemain ,."ft. of " -inch
Force main discharge elevation
. gp~
yes
TDH,
RPM,' .
HP
n.o
, (type)
'. Waste Treatment
Wastewater treatment will be provided by CARMEL WASTEWATER TREATJ!1/ENT PLANT
Insnecdonl1\tfaintenance .
. Inspection during eonstJuction will be provided by. CITY OF CARMEL
J .
Mai~tenanc~ after completion win be provided by CITY OF CARMEL
o
Q
CAP ACITY CERTIFICATION/ALLOCATION LETTER
(This Form Should be Filled Out in its Entirety)
APPLICANT: Kite Greyhound, L.L.C.
OWNER: Kite Greyhound, L.L.C.
PROJECT NAME: Lowes Home Improvement Center
I, John Duffv, representing the City of Carmel, in my capacity as Utility Director have the
authority to act on behalf of the City of Carmel and certify that I have reviewed and understand
the sanitary collection system proposed, with the submission of this application, plans and
specifications, meets all the requirements of 327 lAC 3. I certify that the daily flow generated in
the area that will be collected by the project system will not cause overflowing or bypassing in
the collection system other than NPDES authorized discharge points and that there is sufficient
capacity in receiving water pollution treatment/control facility to treat the additional daily flow
and remain in compliance with applicable NPDES permit effluent limitations. I certify that the
proposed average flow will not result in hydraulic or organic overload. I certify that the proposed
collection system does not include new combined sewers or a combined sewer extension to
existing combined sewers. I certify that the ability for this collection system to comply with 327
lAC 3 is not contingent on water pollution/control facility construction that has not been
completed and put into operation. I certify that the project meets all local rules or laws,
regulations and ordinances. The information submitted is true, accurate, and complete and to the
best of my knowledge and belief. I am aware that there are significant penalties for submitting
false information, including the possibility of fine and imprisonment.
Gallons Per Day (Total Average Flow for Project): 1900
Wastewater Treatment Plan (Name ofWWTP): Carmel Wastewater Treatment Plant
Sewers (Owners of Sewers): City of Carmel
Signing
/otdt10
Date Signed
(Please refer to IC 13-30-6-2 for penalties of submission of false information. False certification
could result in imprisonment or a fine of up to $10,000.)
u
u
IDENTIFICATION OF POTENTIALLY AFFECTED PERSONS
Please list here any and all persons whom your have reason to believe have a substantial or .
proprietary interest in this matter, or could otherwise be considered to be potentially affected under law.
Failure to notify a person who is later determined to be-potentially affected could result in, voiding our
.. decision on procedural grounds. To ensure conformance with A<lministrative Adjudication Act (AAA)
and to avoid reversal of a decision, please list all such parties. The letter on the opposite side of this
form will futher explain the requirements under the AAA. Attach additional names and addresses on a
separate sheet of paper, as needed: Please indicate below the type of Agency action you are requesting.
NAME Fenstermaker. S.E. Jr.
STREET 747 Round Hill Rd.
CITY, STATE, ZIP Indianapolis. IN 46260
Tom K. Stevens
NAME ,Hamilton County Highway Dq>t.
STREET One Hamilton County Square
CITY, STATE, ZIP Noblesville. IN 46060
NAME
STREET
CITY, STATE, ZIP
NAME
STREET
CITY, STATE, ZIP
NAME
STREET
CITY,STATE, ZIP
NAME
STREET
CITY,ST ATE, ZIP
NAME
STREET
CITY,STATE, ZIP
NAME
STREET
CITY,STATE, ZIP
NAME
.. STREET
CITY,STATE, ZIP
NAME
STREET
CITY,STATE, ZIP
Please complete this form by signing the following statement:
I certify that to the best of my knowledge I have all potentially affected parties, as defined by IC
4-21.5.
FACILITY NAME Lowes Home
Improvement Center
ADDRESS S.R. 43llU.S. 31 & 146m Street
Carmel. IN
SIGNATURE ~ II-/.b~.
PRINTED NAME Mark A. Settlemyre
DATE February 15. 2001
. 65-42FC
,
i
~
S. E. Fensterma~r,. Jr. , .
747 Round HUI Road ,
. Indl~ulapolis, lndi~na 46260.
, ' ~5-42FC
Tom K~:Stevens '"
Hamilton CQunty Highway D~pt.
" One Hamilton CoUl'lty Square
-----
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Qana Department of Environm~tal M~ement
, Notice of Intent (NOI)
Storm Water Runoff Associated with Construction Activity
NPDES General PennitRule 327 lAC 15-5 (Rule 5)
..'
Submission of this Notice of Intent letter constitutes notice that the operator is applying for covemge under the
National Pollutant Discharge Elimination System etal Permit Rule for Storm Water Discharges
Associated with Construction Activity (see 327 finition of operator). Permitted operators
are required to comply with all terms and con rmit Rule 327 IAC 15-5 (Rule 5).
t-
Name: Lowes Home Improvement Center
Construction Project:
I-l .
ounty: Hamilton
onds & Grade for future develo ment
SIC Code or Description of Project:Construct . din
Location: S.E. adrant of l46tb Street and S.R.
Opemt{)rlDeveloper Name: Kite Grevhound. ILC Phone: (317) 577-5600
Company Name: Kite Greyhound. ILC
Complete Address: 6610 N. Shadeland Avenue. Suite 200. Indianaoolis. IN 46220
Contact Person (if different from above; i.e. engineer): Mark Settlemvre
Complete Address (if different from above): Cornerstone SurveYs. Inc.. 5151 N. Shadeland Avenue. Sliite
. 200. Indianaoolis. IN 46226 Phone: (317) 562-9700
Affiliation with operator(i.e. consultant): Consultant
OwnersbiD Status: (check one) Federal--'-:" State_ Public (other than Federal or State)
Private X Other
Location: Latitude & Longitude Or Quarter N.W. Section 19
Township 18N Range 4E
Name of Receivioe: Water (and if applicable, name of municipal operator of storm sewer):
Cool Creek
Please note: Even if a retention pond is present on the property, the name of the nearest possible receiving
water is required. .
Acrea2e: Total acreage: 37 .513
Timetable: Start Date: Seotember. 2000
Acreage to be Disturbed: 37 .513
Estimated End Date for all
Land Disturbing Activity: Soring 2001
Please note: The operator is responsible for all construction activities within the boundaries of the project until .
all construction is complete. If individual lots are to be sold within a subdivision or commercial park, the .
operator should consider developing contractual agreements to bind lot buyers and builders to compliance with
the Soil Erosion Control Plan established by the operator, and to indemnify the operator for any violations. An
example of a contractual clause of this nature may be obtained by contacting IDEM, Office of Water
Management, Rule 5 Desk at 317/232-8760.
(Continued on Reverse Side)
State Form 47487 (R/7-96)
, ..
ExClusions From Covel'82e.~r tbis.Gene~Pennit: 0
I
. 1. Storm water discharges excluded by any provision of 327 lAC 15-2-3. .
2. "Storm water discharges to waterS designated as outstaiJ.ding state resources listed in 327 lAC 2-1-2(3) or
waters designated for exceptional use listed in 327 lAC 2;. 1-11 (b). .
\ .~
SoU Erosion Control Plan Certification:
By silminl! this Notice of Intent letter~ L the o~erator. certifv the following::
A The erosion control measures included i4 the St:>il Erosion Control Plan comply with the requirements of
327 lAC 15-5-7 and 15-5-9 and the plan complies with applicable state, county, and local
erosion control requirements; -.
- B. The erosion control measures will be implemented in accordance with the plan; _
C. The appropriate state, county, or local erosion control authority and the county Soil and Water
. .
Conservation District (SWCD) offi~ have been sent a copy of the erosion control plan for review; and
D. - Implementation of the erosion control measures will be conducted by personnel trained in erosion
control practices.
Ooerator Resoonsibilitv Statement:
By signing this Notice of Intent letter, I certify under penalty of law that this document and all attachments were
prepared under my direction or supervisIon in accordance with a system deSIgned to assure that qualified
. personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or
persons who mariage the system, or those persons directly respoilsible for gathering the information, the
information submitted is, to the best of my knowledge ~d belief, tme., accurate, and complete. I am aware that
there are significant penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations.
Signature of,Operator ;11~.r;( ~, - Date. .6/1/00
In Addition to this Form. ComDleted in Full. Please Submit the Followin2::
-X- Proof of publication in a nC(wspaper of general circulation in the affected area notifying the
public that a construction activity is to commence, including the start date, end date, and location
of the project, and the name and address or phone number of the contact person;
~ $100 check or money order payable to the Indiana Department of Environmental Management.
Mall to: Indiana Department of Environmental Management
Office of Water Management
100 North Senate Avenue, P.O. Box 6015
Indianapolis, IN. 46206-6015
Attention: Permits Section, Storm Water Group
Questions regarding Erosion & Sediment Control Plan development or implementation may be directed to your local
SWCD or Department of Natural Resources Office.. Questions regarding the Notice of Intent may be directed to the
Rule 5 contact personal 317/232-8760 or 800/451-6027. The NO! should be subinitted only after your Soil Erosion
Control Plan-has been submitted to your local SWCD. Initiation of ~ disturbing activity before submittai of the
Erosion & Sediment Control Plan, the NO!, and the $100 filing fee is considered operation without a permit and will
. potentially subject the operator to enforcement and penalty under IC 13-30.
I
"
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PAY TO THE
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PROOF OF PUBLICATION (br/le;- ~/Je.
&medmilimm, ~~7~
County Of~' oIl,.--.. ss: .
Before a p-ota9l1 ~c .in and for the County of Hamilton and State of Indiana, perso~
appeared..... . .~11~.. who being duly sworn upon oath, deposes and says, that he 1
. the Publisher of the Daily Ledger, a Topics Newspaper, a newspape
of general circulation in Hamilton County, St~ndiana, printed 11
the English language and printed and publishe daily eek:ly in the .tOWJ
of Fishers, Hamilton County, State of Indiana, that said Topic:
Newspaper have been published continuously for more than threl
years last past, in said county and state: that the Notice d publication
a true copy of w}1ich is hereto annexed was duly published in sate
newspaper.... for.."'... weekf (insertion!, sugQessbircly) which publication:
were made as follows: '
...................oo.....oo ..~.Iy.... /(!.'r .~(!'~f2..oo.........oo....oo....
.. ...... ... ... ......... ... ... ... ... ... ....... ......... ... ... ...... ... ...... .......... ... ...... ... ....
. ... ... ... ............... ....... ....... .... ... ... ... ... ...... ... ... ... ... ... .......... ......... ... ....
And that all of Saip publications were made in fun compliance with
:~.=:......,......:........fii-~1J4......................:...
Subscribed and sWom to before me this .....L~........... day .
f ~ /' ",' l)e,
o "'~'r'''''''''' 20 '
~t. ". 'J /12r-
N4~~;;~~~.
(Seal)
/ ~'?J'-' -~d/
My commission ~iJes.,/./..~::;:....~~...
Publisher's Feed..l.~.~.({oo.. _ L ,/, /
Resident of.~I/~ounty
Exclusions From Covera2e U.Qthis GeJieralPermit:
o
1. Storm water discharges excluded by any provision of 327 IAC 15-2-3.
2. Storm water discharges to watersdesfgnated as outstanding state resources listed in 327 IAC 2-1-2(3) or
waters designated for exceptional use listed in 327 IAC 2-l-11(b).
Soil Erosion Control Plan Certification:
Bv sil:minl! this Notice of Intent letter. I. the ODerator. certify th~\followinl!:
,'. ,_ ' t
A The erosion control measures included in theSol1 Erosion Control Plan comply with the requirements of
327 IAC 15-5-7 and 15-5-9 and the.plancomplies with applicable state, county, and local .
erosion control requirements; .." , . '. .'
B. The erosion control measures will be implemented in accordance with the plan;
I.. C. The appropriate state, county, orlocal erosi~n control authority and the county Soil and Water
Conservation District (SWCD) office have been sent a copy of the erosion control plan for review; and
D. Implementation of the erosion control measures will be conducted by personnel trained in erosion
control practices.
Ooerator Resoonsibilitv Statement:
By signing this Notice of Intent letter, I certify under penalty of law that this document and all attachments were
prepared under my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or
persons who manage the system, or those persons directly responsible for gathering the information, the.
information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that
there .are significant penalties. for submitting false information, including the possibility of fme and
imprisonment for knowing violations.
Signature of Operator
Date
In Addition to this Form. ComDleted in Full. Please Submit the Followin2: .
-X- Proof of publication in a newspaper of general circulation in the affected area notifying the
public that a construction activity is to commence, including the start date, end date, and location
of the project, and the name and address or phone number of the contact person;
~ $100 check or money order payable to the Indiana Department of Environmental Management.
Mail to: Indiana Department of Environmental Management
Office of Water Management
. 100 North Senate Avenue, P.O. Box 6015
Indianapolis, IN 46206-6015
Attention: Permits Section, Storm Water Group
Questions regarding Erosion & Sediment Control Plan development or implementation may be directed to your local
SWCD or Department of Natural Resources Office. Questions regarding the Notice of Intent may be directed to the
Rule 5 contact person at 317/232-8760 or 800/451-6027. The NO! should be submitted only after your Soil Erosion
Control Plan has been submitted to your local SWCD. Initiation of earth disturbing activity before submittal of the
Erosion & Sediment Control Plan, the NOI, and the $100 filing fee is considered operation without a permit and will
potentially subject the operator to enforcement and penalty under IC 13-30.
o 0
Indiana Department of Environmental Management
Notice of Intent (NOI)
Storm Water Runoff Associated with Constniction Activity
NPDES General Permit Ru1e 327 IAC 15-5 (Rule 5)
Submission of this Notice of Intent letter constitutes notice that the operator is applying for coverage under the
National Pollutant Discharge Elimination Sys eral Permit Rule for Storm Water Discharges
Associated witb Construction Activity (see 3 efinition of operator). Permitted operators
are required to comply with all terms and ermit Rule 327 IAC 15-5 (Rule 5).
1'- ~
Construction Project:
County: Hamilton
Ponds & Grade for future develo ment
Name: Lowes Home Im rovement Cen
SIC Code or Description of Project:Cons
Location: S.E. uadrant of 146th Street and S.
OperatorlDeveloperName: Kite Grevhound. LLC Phone: (317) 577-5600
Company Name: Kite Grevhound. LLC
Complete Address: 6610 N. Shadeland Avenue. Suite 200. Indianaoolis. IN 46220
Contact Person (if different from above; i.e. engineer): Mark Settlemyre
Complete Address (if different from above): Cornerstone Surveys. Inc.. 5151 N. Shadeland Avenue. Suite
200. Indianaoolis.IN 46226 Phone: (317) 562-9700
Affiliation with operator (i.e. consultant): Consultant
OwnershiD Status: (check one) Federal ~ State_ Public (other than Federal or State)
Private X Other
Range
19
4E
Location: Latitude & Longitude
. Or Quarter N.W.
Township 18N
Section
Name of Receivine: Water (and if applicable, name of municipal operator of storm sewer):
Cool Creek
Please note: Even if a retention pond is present on the property, the name of the nearest possible receiving
water is required.
Acreae:e: Total acreage: 37.5
Timetable: Start Date: September. 2000
Acreage to be Disturbed: 37.5
Estimated End Date for all
Land Disturbing Activity: Soring 2001
Please note: The operator is responsible for all construction activities within the boundaries of the project until
all construction is complete. If individual lots are to be sold within a subdivision or commercial park, the
operator should consider developing contractual agreements to bind lot buyers and builders to compliance with
the Soil Erosion Control Plan established by the operator, and to indemnify the operator for any violations. An
example of a contractual clause of this nature may be obtained by contacting IDEM, Office of Water
Management, Rule 5 Desk at 317/ 232-8760.
(Continued on Reverse Side)
State Form 47487 (Rt7 -96)
:>
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TillS DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS (this "DeclaraiI
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DECLARATION OF
COVENANTS. CONDITIONS AND RESTRICTIONS
is made and entered into as of the date of the last execution hereof, which date is the _ day of August, 2000, by and
among KITE NOBLESVILLE, LLC, an Indiana limited liability company, and NOBLESVILLE PARTNERS, LLC,
an Indiana limited liability company, jointly and severally (collectively, the "Developer"), CIB BANK, an Indiana State
chartered bank, lender to Noblesville Partners, LLC (the "Developer Lender"), and LOWE'S HOME CENTERS,
INC., a North Carolina corporation ("Lowe's"); (the foregoing parties hereinafter collectively referred to as the
"Parties");
WITNESSETH:
WHEREAS, Developer is the owner of those certain tracts ofland located in Hamilton County, Indiana, which
property is designated as the "Developer Parcel" on the Site Plan attached hereto as Exhibit A and made a part hereof
(the "Site Plan") and is more particularly described in Exhibit B attached hereto and made a part hereof (said tracts being
collectively referred to herein as the "Developer Parcel"); and
WHEREAS, Lowe's is the owner of that certain tract of land located in Hamilton County, Indiana, located
adjacent to the Developer Parcel designated as the "Lowe's Parcel" on the Site Plan and more particularly described on
Exhibit C attached hereto and made a part hereof (the "Lowe's Parcel"); and
WHEREAS, the Developer Lender is the beneficiary under and pursuant to that certain Mortgage encumbering
portions of the Developer Parcel dated ,2000, and recorded as Instrument No.
in the Office of the Recorder of Hamilton County, Indiana; and
WHEREAS, Developer is also the owner of those certain tracts of land located in Hamilton County, Indiana,
which property is designated as the Detention Parcel on the Site Plan and is more particularly described in Exhibit D
attached hereto and made a part hereof (the "Detention Parcel"); and
Whereas, Developer is also the owner of that certain tract of land located in Hamilton County, Indiana, which
property is designated as the Floodway Parcel on the Site Plan and is more particularly described on Exhibit E attached
hereto and made a part hereof (the "Floodway Parcel");
NOW, THEREFORE, the Parties hereby declare that all of the parcels within the bounds of the real property
described on Exhibit B, Exhibit C, Exhibit D, and Exhibit E (being the Developer Parcel, the Lowe's Parcel, the
Detention Parcel, and the Floodway Parcel) shall be held, sold and conveyed subject to the following easements,
restrictions, covenants and conditions which are for the purpose of protecting the value and desirability of, and which
shall run with the real property and be binding on all parties having any right, title or interest in the described properties
or any part thereof, their heirs, successors and assigns and shall inure to the benefit of each owner thereof. Further, in
consideration of the premises, the promises and covenants of the Parties hereto, the mutual benefits and advantages
accruing to them, and other good and valuable consideration, the receipt and sufficiency of which are hereby
acknowledged, the Parties agree as follows:
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ARTICLE I
DEFINITIONS
Section 1.1 "Common Area" shall mean all portions of the Shopping Center (as defmed in Section 1.4
below) designed and constructed for the common use and enjoyment of the Owners (as defmed in Section 1.2 below)
pursuant to the rights and easements contained in this Declaration, including non-dedicated streets, but specifically
excluding in each case the Permissible Building Areas (as defined in Section 2.1 (i) below).
Section 1.2 "Owner" shall mean and refer to the record owner, whether one or more persons or entities,
of a fee simple title to any parcel which is a part of the Shopping Center, as hereinafter defmed, but excluding those
having such interest merely as security for the performance of any obligation.
Section 1.3 "Parcel" shall mean and refer to any parcel of land within the Shopping Center and referred
to as a Parcel as shown on the Site Plan. "Outparcel" shall mean and refer to any parcel of land within the Developer
Parcel and referred to as an Outparcel as shown on the Site Plan. Every Outparcel shall be a Parcel so that all references
herein to Parcels shall apply with equal force to Outparcels; however, references to Outparcels shall be specific to
Outparcels as herein defined. Notwithstanding the above, however, prior to the fmal approval of the subdivision plat,
the internal boundary lines of the Parcels, excepting only the Lowe's Parcel, may be changed by Developer, at its sole
discretion, so long as: (i) the location of the Permissible Building Areas of the Outparcels do not change (except as may
be permitted pursuant to Section 2.1 (i) below); (ii) each Outparcel includes one, and only one, complete Permissible
Building Area; (iii) each Outparcel has adequate parking for such Outparcel's use; and (iv) the subdivision is, or will
be upon fmal approval of the subdivision plat, in compliance with all governmental laws, ordinances and regulations,
including, without limitation, land use laws.
Section 1.4 "Shopping Center" shall mean and refer to that certain real property described on the attached
Exhibit B, Exhibit C, and Exhibit D.
ARTICLE II
EASEMENTS
Section 2.1 Definitions and Documentation. For the purposes of this Article, the following will apply:
(a) A Party granting an easement is called the "Grantor", it being intended that the grant shall
thereby bind and include not only such Party but also its successors and assigns.
(b) A Party to whom the easement is granted is called the "Grantee", it being intended that the
grant shall benefit and include not only such Party but its successors, assigns, occupants and permittees; although not
for the direct benefit of permittees, the Grantee may permit from time to time its occupants and permittees to use such
easements; provided, however, that no such permission nor the division of the dominant estate shall permit or result in
a use of the easement in excess of the use contemplated at the date of the creation of such easement.
(c) The term "Building(s)" means the building(s) which has (have) been, will be or may be
constructed within a Party's Permissible Building Area, (as that term is hereinafter defined in Section 2.1(i), but such
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tenn does not include Common Area Improvements (as that tenn is hereinafter defined in Section 2.I(d)).
(d) The tenn "Common Area Improvements" means all improvements within the Common Area
which will be or may be constructed under the tenns of this Declaration, including without limitation all non-dedicated
streets, all perimeter sidewalks and the Pylon Signs together with all other improvements which would be part of the
"Common Area" under the above defmition, and all improvements constructed from time to time in replacement ofthe
same or in such redesign of the same as may be agreed to by the Parties.
(e) The tenn "Common Utility Facilities" means utility systems and facilities from time to time
situated on or serving the Shopping Center, up to the building wall of any Building, for use or service in common by
more than one (1) of the Parties or for the exclusive service of the Common Area, such as the following: stonn
drainage, retention and disposal facilities and sanitary sewer systems, and the stonn water detention facilities to be
constructed on the Detention Parcel, manholes, underground domestic and fire protection water systems, underground
natural gas systems, underground electric power cables and systems, underground telephone and television cables and
systems, and all other utility systems and facilities for such common use or service, including, without limitation, those
installed under the provisions of this Declaration and as replacements thereto.
(t) The tenn "Improvements" means Building(s) and the Common Area Improvements on a
Parcel.
(g) The word "in" with respect to an easement granted "in" a particular Parcel means, as the
context may require, "in", "to", "on", "over", "through", "upon", "across", and "under", or anyone or more of the
foregoing.
(h) The tenn "Party" means Developer or Lowe's, and "Parties" means of the foregoing, or any
successor person(s) acquiring any interest of a Party in or to any portion of such Party's Parcel(s).
(i) The tenn "Pennissible Building Area" means an area designated as such on the Site Plan
within which a Building of a certain size and height may be constructed as hereinafter more fully provided. No building,
structure or improvements (other than Common Area Improvements) shall be erected or maintained outside of a
Pennissible Building Area; provided, however, notwithstanding the foregoing, the Pennissible Building Areas within
the Outparcels may be amended by Developer with the prior written consent of Lowe's, such written consent not to be
unreasonably withheld, conditioned or delayed, so long as visibility to the Lowe's building and signage on the Lowe's
building is not adversely affected thereby. Such consent shall be deemed given within fourteen (14) days of written
request therefore unless written objection is made by Lowe's within such fourteen (14) day period.
G) The tenn "Separate Utility Facilities" means any of the following not installed under the
tenns of this Declaration and not for use in common by other Parties or for service of the Common Area: stonn drainage
,
facilities and sanitary sewer systems (including, without limitation, underground stonn and sanitary sewer systems)
underground domestic and fire protection water systems, underground natural gas systems, under ground electric power,
cables and systems, underground telephone and television cables and systems, and all other utility systems and facilities
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reasonably necessary for the use or service of any Improvement ( as that term is defmed in Section 2.1 (t) above) situated
on any Parcel.
(k) All easements granted herein are non-exclusive and are irrevocable and perpetual.
(I) All easements herein shall be easements appurtenant and not easements in gross.
(m) In the event a Party transfers or conveys a portion of its Parcel in accordance with the terms
of this Declaration, those easements granted under this Article 2 which benefit, bind, and burden the remainder of the
Parcel not transferred or conveyed shall benefit, bind, and burden the portion of the Parcel so transferred or conveyed,
and those easements granted under this Article 2 which benefit, bind, and burden the portion so transferred or conveyed
shall benefit, bind, and burden the remainder of the Parcel of which it was a part.
(n) All easements granted hereunder shall exist by virtue of this Declaration, without the
necessity of confirmation by any other document. Likewise, upon the termination of any easement (in whole or in part)
or its release in respect of all or any part of any Parcel, in accordance with the terms hereof, the same shall be deemed
to have been terminated or released without the necessity of confirmation by any other document. However, upon the
request of a Party, the other Parties will sign and acknowledge a document memorializing the existence (including the
location and any conditions), or the termination (in whole or in part), or the release (in whole or in part), as the case may
be, of any easement, if the form and substance of the document as approved by the other Parties. No grant of an
easement pursuant to this Article 2 shall impose any greater obligation on any Party to construct or maintain its Building
except as expressly provided in this Declaration.
Section 2.2 Easements for Use of Common Area. Each Party hereby grants to the other Party easements
in the Common Area on its (Grantor's) Parcel for:
(a) ingress to and egress from the Grantee's parcel;
(b) the passage of vehicles; and;
(c) the passage and accommodation of pedestrians.
Provided, however, that such easements are limited to such portions of the Common Area of the
Grantor's Parcel as are now or hereafter from time to time set aside or intended to be set aside, maintained and
authorized for such use under this Declaration, including those portions of the Common Area shown as entrances and
exits to each Parcel on the Site Plan and all drive aisles and sidewalks as constructed on each Parcel.
Provided, further, that the Parties hereby specifically disclaim any intention to create any reciprocal
parking easements between the Parcels; however, reciprocal parking easements are specifically permitted at Developer's
sole written discretion between and among all, or less than all, Parcels that might be made out of the Developer Parcel
within the Shopping Center.
Provided, further, that notwithstanding anything contained herein to the contrary, Lowe's may subject
in all cases to applicable laws and regulations, including zoning covenants and restrictions (a) conduct parking lot sales
and display merchandise in the Common Areas located on the Lowe's Parcel in the area identified as the "Parking Lot
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Sales Area" on the Site Plan, and (b) display merchandise and conduct sidewalk sales on the sidewalks on the Lowe's
Parcel so long as pedestrian passage is not obstructed. In addition, and notwithstanding anything contained herein to
the contrary, Developer may also install and maintain one or more kiosks and/or bank teller machines in the parking
lot areas of the Developer Parcel so long as such machines do not interfere with ingress and egress and each Parcel of
the Developer Parcel continues to comply with the parking ratio requirements set forth in Section 5.5 below.
Enjoyment of the easements granted by this Section shall commence on the date the Common Area
in question is substantially completed.
Each Party hereby reserves the right to eject from the Common Area on its Parcel any person not
authorized to use the same. In addition, each Party reserves the right to close off the Common Area of its Parcel for such
reasonable periods of time as may be legally necessary in the reasonable opinion of its attorneys to prevent the
acquisition of prescriptive rights by anyone. Before closing off any part of the Common Area as provided above, such
Party must give notice to the other Parties of its intention to do so and must coordinate its closing with the activities of
the other Parties so that no unreasonable interference with the operation of the Shopping Center occurs.
The easements provided for in this Section 2.2 are subject to the rights to use the Common Area for
other purposes provided for in this Declaration; provided, however, that no changes shall be made in the Common Area
or in the location or design of Common Area Improvements, except as otherwise herein provided, provided further,
however, that the Parties hereby expressly intend to reserve to each Owner of each Parcel the right to reconfigure, from
time to time, the traffic islands, striping, location of drive aisles (except to and from entrances and exits to the Parcel)
and general parking configuration of such Parcel.
Section 2.3 Easements for Access Roads. Each Party hereby grants to the other Party easements for
pedestrian and vehicular traffic in those strips of land (not less than the widths therefor shown on the Site Plan) on its
(Grantor's) Parcel which are shown on the Site Plan as shaded roadways (hereinafter collectively referred to as the
"Access Roads") for the purpose of providing ingress to and egress from the Grantee's Parcel and State Road 37,
together with the following rights and subject to the following restrictions and reservations:
(a) The use of the Access Roads easements by any person entitled to the use thereof shall be in
common with all other such persons. The Access Roads easements and the land upon which they are located shall be
considered in all respects part of the Common Area, and the improvements thereon shall be considered in all respects
part of the Common Area Improvements;
(b) As further provided in Section 2.8 herein, Grantors of the Access Roads easements agree not
to obstruct or interfere in any way with the free flow of pedestrian and vehicular traffic over the roadways which
comprise the Access Roads, except to the extent necessary for reasonable repair and maintenance, traffic regulation and
control, and to prevent a dedication thereof or the accrual of any prescriptive rights to any Person therein; and
(c) The Access Roads (including, without limitation, the access points and drive lanes related
thereto) as shown on the Site Plan shall not be changed without the written permission of the other Parties, which
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consent shall not be unreasonably withheld, delayed, or conditioned.
Section 2.4 Easements for Utility Facilities. Each Party hereby grants to the other Parties perpetual
easements to its (Grantor's) Parcel, except within such Party's Permissible Building Area, as shown on Site Plan, for
the installation, use, operation, maintenance, repair, replacement, relocation and removal of Common Utility Facilities
and Separate Utility Facilities serving the Parcel of the Grantee.
All Separate Utility Facilities installed in the Common Area, whether installed under this Section or
otherwise, and all Common Utility Facilities, shall be underground if reasonably possible. The location of the Common
Utility Facilities shall be subject to the approval of Developer and the location of the Separate Utility Facilities shall
be subject to the approval of the Party across whose Parcel the same are to be located.
Except as otherwise provided herein, the Grantee of any easement for Separate Utility Facilities under
this Section shall be responsible, as between such Grantee and the Grantor, for the installation, maintenance, repair and
removal at Grantee's cost of all Separate Utility Facilities installed by the Grantee pursuant to the easement grant, as
well as for all Separate Utility Facilities installed by the Grantee on its own parcel. Any such installation, maintenance,
repair, replacement, relocation and removal of Separate Utility Facilities shall be performed by Grantee only after thirty
(30) days advance notice to Grantor of Grantee's intention to do such work. However, in the case of an emergency, any
such work may be immediately performed after giving such advance notice to Grantor as is practicable under the
circumstances. In addition, the Parties agree that all such installation, maintenance, repair and removal shall be
performed in a manner that causes as little disturbance to Grantor as may be practicable under the circumstances and
any and all portions of the surface area of Grantor's Parcel which may have been excavated, damaged or otherwise
disturbed as a result of such work shall be restored, at the sole cost and expense of Grantee, to essentially the same
condition as the same were in prior to the commencement of any such work. No such work or restoration, except
emergency repair work, shall be carried on during the period from November 1 through the next succeeding January
15, or on any weekends.
The Grantee shall defend, indemnify and hold Grantor harmless from and against any and all liens,
losses, liabilities, costs or expenses (including reasonable attorney's fees), incurred in connection with Grantee's
exercise of the Separate Utility Facilities easements under this Section 2.4, except to the extent occasioned by Grantor's
negligent or wrongful act or omission to act.
The Grantor of any easement for Separate Utility Facilities under this Section 2.4 may use the utility
facilities installed pursuant to such easement; provided, however, that the increase in costs incurred in order to make
such utility facilities adequate to serve Grantor's additional use shall be borne by such Grantor; and provided, further,
that Grantor gives written notice within the time period called for under subparagraph (a) and otherwise complies with
the requirements of subparagraphs (b), (c) and (d) of the following paragraph of this Section 2.4.
Except during the period from November 1 through the following January 15th, the Grantor of any
easement under this Section 2.4 may relocate on its Parcel any Separate Utility Facilities or Common Utility Facilities
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installed thereon under any easement granted by it; provided, however, that such relocation:
(a) may be performed only after Grantor has given Grantee thirty (30) days' written notice of
its intention to relocate such facilities;
(b) shall not interfere with or diminish the utility services to the Grantee (however, temporary
interferences with and diminutions in utility services shall be permitted if they occur during the non-business hours of
the Grantee, and Grantee has been so notified under Subsection 2.4(a). Grantor shall promptly reimburse Grantee for
all costs, expenses and losses incurred by Grantee as a result of such interferences or diminutions, or both.);
(c) shall not reduce or unreasonably impair the usefulness or function of the facilities in
question;
(d) shall be located underground, and reasonably possible; and
(e) shall be performed without cost or expense to Grantee, and, if Common Utility Facilities or
Separate Utility Facilities which provide service to the Grantee are involved, in accordance with plans approved by the
Grantee.
All Common Utility Facilities shall for all purposes be deemed to be included within the definition
of Common Area Improvements.
Section 2.5 Construction Easements. Each Party hereby grants to the other Party easements in such
portions of the Common Area of its (Grantor's) Parcel, but not within any Permissible Building Area on its Parcel, as
are reasonably necessary for the following:
(a) The initial construction of the Improvements contemplated within this Declaration.
(b) With respect to any Parcels on which initial grading work is being performed, the area shall
be sloped to meet any contiguous property within the Shopping Center or public roads, and shall be smoothed in a level
manner consistent with the contours of the adjoining property or in accordance with a grading plan approved by the
Developer, which approval shall not be unreasonably withheld conditioned or delayed (the easements created under this
Subsection (b) shall expire and no longer encumber any portion of a Parcel at such time as all initial grading work
applicable to such portion of said Parcel has been completed).
The location of all easements under this Section 2.5 shall be subject to the reasonable approval of
Grantor. Notwithstanding anything contained in this Section 2.5, the easements created under this 2.5 shall expire and
no longer encumber any portion of a Parcel at such time as the fmal topcoat of asphalt paving is placed on such portion
of said Parcel.
Each Grantee agrees to pay the Grantor that additional cost of construction, maintenance, repair and
replacement of any improvement or structure constructed by Grantor which arises on account of Grantee's exercise of
its easement rights under this Section 2.5. Each Grantee further agrees to use due care in the exercise of the rights
granted under this Section 2.5 and, in the event the exercise of the rights granted under this Section 2.5 requires Grantee
to enter upon the parcel of Grantor, to first obtain the consent of Grantor as to the methods and timing in the exercise
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of such rights.
Each Party covenants and agrees, respectively, that its exercise of such easements shall not result in
damage or injury to the Buildings or other Improvements of any other Party, and shall not interfere with or interrupt the
business operation conducted by any other Party in the Center. In addition, each Grantee, at its sole cost and expense,
shall promptly repair, replace or restore any and all improvements of Grantor which have been damaged or destroyed
in the exercise by Grantee of the easements granted under this Section 2.5 and shall defend, indemnify and hold Grantor
harmless from and against all liens, losses, liabilities, costs or expenses (including reasonable attorneys' fees) incurred
in connection with or arising out of Grantee's exercise of said easements, except to the extent occasioned by Grantor's
negligent or wrongful act or omission to act.
Grantee's improvements in such easements shall, for purposes of maintenance, operation, insurance,
taxes, repairs, reconstruction and restoration under this Declaration, be deemed to be part of the Grantee's Parcel and
Building and shall be deemed not to be part of the Grantor's Parcel or Building for such purposes.
Except as reasonably necessary for and during the construction of any Building, no structure of a
temporary character shall be erected or allowed to remain on any Parcel.
Section 2.6 Abandonment of Easements. After the expiration of the term of this Declaration, the
perpetual easements granted Sections 2.3 and 2.4 hereof, or all or any part or parts thereof, may be abandoned and
terminated, if the use thereof shall have ceased and cessation thereof continues for a continuous period of five (5) years.
Thereafter the then record owner of the fee of the Parcel burdened with such easement may give written notice by
United States certified mail, return receipt requested, mailed to the then record owner of the fee of the Parcel benefitted
by such easement and the then record owner, if any, of any leasehold interest in such benefitted Parcel, stating that such
easement has been abandoned and may place of record in the Real Property Records of Hamilton County, Indiana, an
affidavit that such abandonment has taken place and that such notice has been properly given. If the then record owner
of the fee of the benefitted Parcel fails to place of record in the Real Property Records Hamilton County, Indiana, within
ninety (90) days after the giving of such notice, an affidavit that such. easement has not ceased to be used for such
continuous five (5) year period, such easement shall thereupon be conclusively deemed abandoned and any person
having or thereafter acquiring an interest in the Parcel previously burdened shall hold and take such interest free of and
unencumbered by such easement.
Section 2.7 Easements to Public Utilities. Any grant or other conveyance of an easement permitted under
this Declaration to a public utility by Grantor on its Parcel shall, without necessity of further recital in the conveyancing
instrument, be deemed to include the following conditions, covenants and restrictions to which such public utility and
its successors shall be bound unless specifically stated otherwise in such instrument.
(a) The easement is non-exclusive;
(b) All facilities installed pursuant to the easement shall be underground, except for manhole
and manhole covers which shall be flush with adjacent grade, and except as otherwise shown on plans approved by
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Grantor and in no event shall any such easement be located within the Permissible Building Areas on the Grantor's
Parcel;
(c) Grantor retains the right to use the surface areas as Grantor sees fit consistent with the other
terms of this Declaration;
(d) Grantor reserves the right to require Grantee to relocate its facilities (and vacate the
easement) to another location on Grantor's Parcel, subject to the conveyance of a similar easement, all at Grantor's cost
and expense;
(e)
in the area;
(t)
(g)
the area;
(h)
Grantee shall not, in its use or installation, interfere with other installations and easements
Grantee shall protect its facilities against uses of the surface made by Grantor and others;
Grantee shall make adequate provisions for the safety and convenience of all persons using
Grantee, following installation or other work, shall replace and restore the areas and
improvements to the condition in which they were immediately prior to performance of such installation and work;
(i) Grantee shall defend, indemnify and hold harmless Grantor against all loss, liability, and
costs (including reasonable attorney's fees) which may result to Grantor from the negligent act or omission of, its
agents, employees and contractors; and
G) Grantee shall not permit any claim, lien or encumbrance to attach against Grantor's Parcel
or any interest therein.
Section 2.8 No Barrier Agreement. No barriers, fences, grade changes or other obstructions shall be
erected so as to impede or interfere in any way with the free flow of vehicular and pedestrian traffic between those
portions of the Shopping Center from time to time devoted to pedestrian access, vehicular roadways or parking area,
or in any manner unreasonably restrict or interfere with the use and enjoyment by any of the Parties of the rights and
easements created by this Article II. The preceding sentence shall not prohibit the reasonable designation and relocation
of traffic and pedestrian lanes. In addition, each Owner may temporarily close or block traffic on its Parcel for the time
necessary for the purpose of protecting ownership rights and preventing creation of easements to the public and
unrelated third parties (provided, however, that prior to closing off any portion of the Common Area, as herein provided,
such Owner shall give fifteen (15) days written notice to each other Owner of its intention to do so and shall attempt
to coordinate such closing with each other Owner, so that no unreasonable interference in the passage of pedestrians
or vehicles shall occur), and may temporarily fence off portions of its Parcel as reasonably required for the purpose of
repair, construction and reconstruction.
Section 2.9 Self-Help Easements. Each Party hereby grants to the other Parties easements in the
Common Area of its (Grantor's) Parcel for the installation, construction, repair, maintenance, relocation and removal
of any and all Separate Utility Facilities and Common Area Improvements, if such installation, construction, repair,
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maintenance, relocation or removal is required or permitted under the other provisions of this Declaration. Each Grantee
of the easements granted under this Section 2.9 shall defend, indemnify and hold Grantor harmless from and against
all liens, losses, liabilities, costs or expenses (including attorney's fees) incurred in connection with or arising out of
Grantee's exercise of said easements, except to the extent occasioned by the Grantor's negligent or wrongful act or
omission to act. The duration of the easements granted under this Section shall be coterminous with the respective
provisions of the Declaration which give the Grantee the right or the obligation to perform the work described in this
Section.
ARTICLE III
RESTRICTIONS
Section 3.1 Land Use. Each Parcel of the Shopping Center shall be used only for financial institutions,
service shops, offices, retail stores selling retail merchandise normally carried in other shopping centers, restaurants with
over fifty (50%) percent of gross revenues from food sales, and any use specifically permitted under the provisions of
Section 3.3 below.
Any Building which is constructed within sixty feet (60') of the Permissible Building Area on the Lowe's
Parcel, as set forth on the Site Plan, must be adequately protected by a sprinkler system, a fire wall or a similar
protection device, as reasonably approved by Lowe's.
Section 3.2 Nuisances. Subject to the provisions of Section 3.1, no Parcel shall be used for anything
other than purposes which may be permitted by applicable zoning regulations, nor shall anything be done within the
Shopping Center which is a nuisance or any annoyance to the community.
Section 3.3 Use Restrictions.
(a) During the term of this Declaration no portion of the Shopping Center (including, without
limitation, the Outparcels) may be used for any of the following purposes without the prior written consent of Developer
and Lowe's:
(i) A tavern, bar, nightclub, discotheque or any other establishment selling alcoholic
beverages for on-premises consumption; provided, however, the foregoing shall not prohibit the operation of restaurants
where the sale of alcoholic beverages therein comprises less than fifty (50%) percent ofthe restaurant's gross revenues.
(ii) A bowling alley, billiard parlor or game room.
(iii) A theater (motion picture or live performance); provided, however, a theater shall
be permitted within that portion of the Developer Parcel labeled "Theater Tract" on the Site Plan.
(iv) A health club or spa; provided, however, a health club or spa shall be permitted
within that portion of the Developer Parcel labeled "Theater Tract" on the Site Plan.
(v) A service station or truck stop; provided, however, that (A) a "Pep Boys" or similar
type store (said operation consisting primarily of the retail sale of automotive products with automotive maintenance
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services incidental to the retail sale of such products) shall be permitted, and (B) a convenience store operation shall
be permitted within the Outparcels labeled Outparcels _ and _.
(vi) A flea market.
(vii) A school; provided, however, a beautician school, driver's training school or
similar schools typically located in comparable shopping center developments shall be permitted within the Theater
Tract.
(viii) A car wash, except on an Outparcel, provided the same shall use sanitary sewer,
water and storm water drainage lines entirely separate from those utilized by the Lowe's Parcel.
(b) During the term of this Declaration no portion of the Shopping Center may ever be used for
any of the following uses whatsoever:
(i) An adult type bookstore or other establishment primarily selling or exhibiting
pornographic materials.
(ii) A massage parlor.
(iii) A skating rink.
(iv) A mortuary.
(v) A mobile home or trailer court, labor camp,junkyard or stockyard.
(vi) A land fill, garbage dump or for the dumping, disposing, incineration or reduction
of garbage.
Section 3.4 Pvlon Signs. Developer covenants and agrees to erect at least two (2) free-standing Shopping
Center pylon signs in accordance with the renderings for such pylon signs attached hereto as Exhibit F and incorporated
herein by this reference (the "Shopping Center Pylon Signs") on or before the date Lowe's shall open for business to
the public within the Shopping Center. The Shopping Center Pylon Signs shall be located generally in the areas
identified as "Pylon Sign I" and "Pylon Sign 2" on the Site Plan. Lowe's shall have the right to have its sign panel
installed on the top (or highest) position of "Pylon Sign I". No other occupant in the Shopping Center shall have the
right to place a sign on either of the Shopping Center Pylon Signs larger than or higher than the signs permitted Lowe's.
Lowe's shall be entitled to _ percent L%) of the tenant/occupant panel areas of Pylon Sign l. Any Party
maintaining a panel on the Shopping Center Pylon Signs shall have the right from time to time to change its sign
panel(s). Except as otherwise permitted by this Declaration, no other pylon signs shall be erected or maintained within
the Common Areas of the Shopping Center unless the following conditions are satisfied: (a) in no event shall any such
sign be permitted to the extent the same would adversely affect the visibility of the Shopping Center Pylon Signs or the
Building constructed on the Lowe's Parcel, (b) Lowe's is granted the option to have its panel installed in the highest
position on such sign, (c) no panels on such sign are larger than or higher than the panel of Lowe's permitted on Pylon
Sign 1, and (d) the location, and design of such sign if different from Pylon Sign 2, shall be subject to the prior written
approval of Lowe's. Notwithstanding the foregoing, entrance/exit signs may be erected within the Shopping Center to
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facilitate to free flow of traffic, which entrance/exit signs shall be of a monument type, and each Parcel may have, to
the extent allowed by applicable law, regulation or ordinance, one or more monument signs identifying the user or
occupant of that Parcel, provided that in each case the monument signs shall not exceed four feet (4') in height, and the
type and location of such signs shall be subject to the prior written approval of Developer. Each Party or occupant of
the Shopping Center having an identification panel on the Shopping Center Pylon Signs shall be responsible for the costs
of installation, maintenance and replacement of its own sign panel which shall at all times be in good condition and
repair.
Section 3.5 Use Restrictions on the Developer Parcel. No portion of Developer Parcel may be used for
any of the following purposes:
(a) A hardware store containing more than 5,000 square feet of leasable floor area.
(b) An appliance and/or home electronics store containing more than 5,000 square feet of
leasable floor area (provided, however, this restriction shall not be deemed to prohibit the operation of a Circuit City
Store, Best Buy Store or a national or regional retail operation similar to Circuit City or Best Buy).
(c) A lawn and garden store containing more than 3,000 square feet of leasable floor area.
(d) A paint and/or decor center containing more than 5,000 square feet of leasable floor area.
(e) A retail and/or warehouse home improvement center, lumber yard, building materials supply
center, and other stores or centers similar to those operated by Lowe's, Home Depot, Home Owner's Warehouse, Home
Quarters, Hechinger's, Builders Square, 84 Lumber, Wickes, Hughes Lumber, McCoys, Menard's, Sears Hardware,
Sutherlands and Payless Cashways.
These restrictions or exclusive rights shall also apply to prohibit a larger business having space in its
store devoted to selling the merchandise described in subparagraphs (a) through (d) when such space exceeds the
limitations of subparagraphs (a) through (d). Subject to these restrictions, Developer reserves the right to subdivide,
convey, lease or assign the Developer Parcel or any portion thereof through any means including, but not limited to,
subdivision, lease, ground lease, condominium declaration or air-lot condominium declaration.
Notwithstanding the foregoing to the contrary, in no event shall the above restrictions preclude the
operation of a Wal-Mart store, K-Mart store, Meijer store, or Target store.
Section 3.6 Outparcel Development. Any Outparcel sold or developed on the Shopping Center will only
be developed under the following guidelines:
(a) Any building constructed on any of the Outparcels shall not exceed 15,000 square feet.
(b) Any building constructed on any of the Outparcels shall not exceed one story but may
include a mezzanine and shall not be in excess of 24 feet in height, as measured from the [mished floor elevation of the
proposed building on each Parcel; provided, however, architectural features may extend to thirty-two feet (32') so long
as such features do not affect a major portion of the roofline or substantially obstruct visibility of the Lowe's building.
(c) Any rooftop equipment installed on any Outparcel shall be screened in a marmer reasonably
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satisfactory to Developer and Lowe's;
(d) No rooftop signs shall be erected on any building constructed on any Outparcel.
(e) Except as otherwise provided herein, a freestanding identification sign may be erected on
any Outparcel only with the prior written consent of Lowe's (not unreasonably withheld, conditioned or delayed) and
Developer, but in no event shall such freestanding identification sign exceed in height the height of the Building located
on such Outparcel or block the visibility of any Building on the Lowe's Parcel or the Shopping Center Pylon Signs, and
any such sign shall be located on such Outparcel between the Building on such Outparcel and State Route 37. If an
owner of an Outparcel desires to erect such a freestanding sign, it shall make its request in writing to Lowe's and
Developer with a copy ofthe sign plans. Lowe's and Developer shall then have thirty (30) days from receipt of the
notice to object to the proposed sign. If Lowe's and Developer do not object within the thirty (30) day period, then the
proposed sign shall be conclusively deemed approved, and Lowe's and Developer shall not have the right to any further
objection.
(1) Any Outparcel shall be kept neat, orderly, planted in grass and trimmed until improved and
constructed.
(g) Any party or independent owner purchasing or leasing from Developer and having an
ownership or leasehold interest in an Outparcel shall repair any damage caused to any of the utility facilities, as
described in Section 2.4 of this Declaration, serving the Shopping Center caused by such party.
(h) In the event any building, structure or other improvement on an Outparcel shall be damaged
or destroyed by any casualty, the owner, lessee or user of the Outparcel shall within thirty (30) days of such damage
or destruction (a) commence to repair and/or reconstruct such improvements to the condition required by this paragraph
and Section 5.1; or (b) level such improvement, remove the debris from the Outparcel and keep the Outparcel neat,
orderly, planted in grass and trimmed, until subsequently improved and constructed upon.
(i) Any of the restrictions set forth in this Section 3.6 may be waived, amended, modified,
released, or terminated in writing at any time and from time to time only by Developer and Lowe's. The fee owner of
such Outparcel, however, may impose additional, restrictions on an Outparcel as such fee owner deems appropriate,
subject to any exceptions thereto imposed on said fee owner at the time of conveyance of said Outparcel by Developer
to said fee owner.
G) Developer may subdivide, convey, lease or assign any Outparcel or any portion thereof
through any means including, but not limited to, subdivision, lease, ground lease, condominium declaration or air-lot
condominium declaration.
(k) The foregoing restrictions and agreements are imposed on each of the Outparcels for the
benefit of the Shopping Center. The agreements, restrictions and covenants herein made shall be deemed restrictive
covenants running with the land and shall be binding upon each of the Outparcels and any person who may from time
to time own, lease, or otherwise have an interest in any of the Outparcels.
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Section 3.7 Permissible Building Areas. All Buildings and related improvements shall be placed or
constructed within the Shopping Center only in the Permissible Building Areas as shown on the Site Plan.
Section 3.8 Lighting. Each Party shall keep all parking areas and walkways on their respective Parcels
open and well lighted from 9:00 a.m. until II :00 p.m. EST. Each Owner shall, upon written request by another Owner
of a Parcel in the Shopping Center, light the Common Areas of its Parcel either before or after the business hours set
forth above, if the requesting Owner agrees in advance in writing to pay all costs associated with the extended lighting.
ARTICLE IV
REMEDIES
Section 4.1 Default of Owner. Except as otherwise provided herein, an Owner shall be deemed to be
in default upon the expiration of thirty (30) days from receipt of written notice from any other Owner specifying the
particulars in which such Owner has failed to perform the obligations of this Declaration unless that Owner prior to the
expiration of said thirty (30) days, has rectified the particulars specified in said notice. However, such Owner shall not
be deemed to be in default if such failure (except the failure to pay any monetary obligation) can not be rectified within
said thirty (30) day period despite its best efforts in good faith to do so, and such Owner shall have commenced to cure
the default within said thirty (30) days and shall diligently pursue such cure until completed. In the event of a default
that is not cured as provided in the preceding two (2) sentences, each non-defaulting party shall have all of the rights
and remedies set forth in this Article IV. A copy of all notices of default from any Owner to another Owner within the
Shopping Center, and a copy of any complaint filed by any Owner against another, shall be simultaneously provided
to Developer.
Section 4.2 Right to Cure. In the event that any Owner shall be in default under this Declaration as
provided in Section 4.1 above, the non-defaulting Party or Parties (the "Curing Party") shall have the right, upon ten
(10) days prior written notice to the defaulting Owner (the "Defaulting Party"), to perform any such obligation on behalf
of and at the sole cost and expense of the Defaulting Party. Any reasonable costs incurred, plus a fifteen percent (15%)
management fee, by the Curing Party shall be reimbursed by the Defaulting Party within thirty (30) days after written
demand therefor. In the event that the Defaulting Party fails to reimburse the Curing Party for its costs incurred, the
Curing Party shall have a lien against the Defaulting Party's Parcel for the unpaid amount together with interest thereon
from the date said reimbursement was due at the rate of eighteen percent (18%) per annum or the highest rate permitted
by law, whichever is lower.
Section 4.3 Other Remedies. In addition to the foregoing, if any Owner defaults in the performance of
any provision of this Declaration as set forth in Section 4.1 above, any other Owner may institute legal action against
the defaulting Owner for specific performance, declaratory relief, damages or other suitable legal or equitable remedy.
In addition to the recovery of damages and any sums expended on behalf of the defaulting Owner, the prevailing party
in such action shall be entitled to receive from the other party its reasonable attorney's fees and actual costs for services
rendered to the prevailing party in any such action (including any appeal thereof).
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The remedies and liens provided in this Article IV and the enforcement thereof as herein provided shall be in
addition to and not in substitution for or exclusion of any other rights and remedies which the Parties may have under
this Declaration or at law or in equity.
Section 4.4 Liens. The lien provided for under this Article IV shall only be effective when filed for
record by the Curing Party as a claim of lien against the Defaulting Party in the Office of the Recorder of Hamilton
County, Indiana signed and verified, which claim of lien shall contain the following as well as any other information
required by law in order to make the lien effective:
(i) A statement of the unpaid amount of costs and expenses;
(ii) A legal description sufficient for identification;
(iii) The last known name and address of the Owner or reputed Owner of the Parcel which is the
subject of the alleged lien; and
(iv) The name and address of the lien claimant.
The lien, when so established against the Parcel described in the lien, shall be prior and superior to
any right, title, interest, lien or claim which may be, or has been, acquired or attached to such real property after the time
of filing of the lien. The lien shall be for the use and benefit ofthe Curing Party and may be enforced by any remedies
afforded lien claimants under applicable law or otherwise, including, without limitation, causing a Notice of Default
to be recorded against the Defaulting Party's Parcel and thereafter causing the Parcel to be sold in the manner provided
by applicable law. Any such sale shall be held as promptly as possible. The Curing Party shall have the power to bid
on the Parcel of the Defaulting Party at such foreclosure sale and thereafter to hold, lease, mortgage and convey the
same.
Section 4.5 No Waiver. No delay or omission of any Owner in the exercise of any right accruing upon
any default of any other Owner shall impair any such right or be construed to be a waiver thereof, and every such right
may be exercised at any time during the continuance of such default. A waiver by any Owner of a breach or a default
of any of the terms and conditions of this Declaration by any other Owner shall not be construed to be a waiver of any
subsequent breach or default of the same or any other provision of this Declaration. Except as otherwise specifically
provided in this Declaration, no remedy provided in this Declaration shall be exclusive, but each shall be cumulative
with all other remedies provided in this Declaration and at law or in equity.
Section 4.6 No Termination for Breach. It is expressly agreed that no breach, whether or not material,
of the provisions of this Declaration shall entitle any Owner to cancel, rescind or otherwise terminate this Declaration,
but such limitation shall not affect, in any manner, any other rights or remedies which any Owner may have hereunder
by reason of any breach of the provisions of this Declaration.
ARTICLE V
MISCELLANEOUS
Section 5.1
Casualty; Condemnation. (a) In the event of the destruction and damage to any extent to
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the buildings and improvements on the Shopping Center, the affected Party shall either (1) diligently commence and
pursue completion of the repair or restoration and or (2) within ninety (90) days after the destruction or damage clear
away the ruins and leave the Parcel in a clean, orderly, sightly and safe condition.
(b) In the event of condemnation or partial condemnation, or taking in lieu of a condemnation,
of a portion of the Common Areas on the Parcels, including (without limitation) parking areas, so that (1) the parking
areas of the Shopping Center or any Parcel thereof have fewer than 4.0 parking spaces per 1,000 square feet of building
area, (2) access to the Shopping Center or any Parcel is affected, or (3) visibility of the Lowe's Parcel is affected, the
Owner of said Parcel shall restore said Common Areas to a condition as nearly as possible to that existing immediately
prior to such taking to remedy the above referenced effect, to the extent possible, and all Parties shall consent to the
reasonable relocation of such Common Areas within the Shopping Center as is reasonably required to restore said
Common Areas as herein required.
Section 5.2 Maintenance. (a) Each Party hereto shall maintain the Improvements on its Parcel in good
order and condition and state of repair in accordance with the standards of good shopping center operation including
(but not limited to) sweeping and removal of trash, litter and refuse, painting and striping of parking areas, repair and
replacement of paving as necessary, maintenance oflandscaped areas (including replacement and replanting), removal
of ice and snow from driveways and parking areas, and maintenance and repair of lighting standards and signs.
Developer shall maintain all non-dedicated streets, the Common Area Improvements within the Detention Pond, the
Pylon Signs and all other Common Area Improvements not located on a Parcel within the Shopping Center, each in
good order and condition and state of repair in accordance with the standards of good shopping center operation. Each
of the Parties covenants that, in addition to other requirements of this Section, it will keep the inside and outside of all
glass in the doors and windows of its Buildings clean; will maintain its Buildings at its own expense in a clean, orderly
and sanitary condition and free of insects, rodents, vermin and other pests; will not permit accumulation of garbage,
trash rubbish and other refuse, and will remove same at its own expense, and will keep such refuse in proper containers
or compactors in places designated therefore until called for to be removed; and will keep the Common Areas on its
Parcel clear of accumulations of ice and snow. The Parties confirm their intention that the maintenance and repair of
the Shopping Center should be of such a character that the Shopping Center's appearance will be that of a unified
shopping center and, accordingly, the Parties agree to cooperate with each other in good faith with respect to said snow
removal, maintenance and repair and to the extent reasonably possible coordinate such snow removal, repair and
maintenance.
(b) Each Owner ofa Parcel in the Shopping Center shall pay its prorata share of the actual, out-of-pocket
costs and expenses incurred by Developer in connection with (i) the maintenance (which shall include, without
limitation, sweeping, snow removal, striping, landscaping and mowing), repair and replacement of the Access Roads
(including adjacent sidewalks and Common Areas associated therewith), and (ij) the electricity attributable to the
Shopping Center Pylon Signs and for the street lights located upon the Access Roads (but only if said Shopping Center
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Pylon Signs and street lights are separately metered) unless the electricity for such street lights is paid by a governmental
entity in which case the Owner's shall have no responsibility therefor, (iii) the routine maintenance (which shall include,
without limitation, landscaping and mowing around), repair and replacement of the Shopping Center Pylon Signs, (iv)
the maintenance, repair and replacement of the Detention Pond and all Common Area Improvements on the Detention
Parcel, (v) and the real estate taxes and insurance applicable to the Access Roads, Pylon Signs, Detention Parcel and
Floodway Parcel (all said costs and expenses in connection with items (i) through (v) included above, together with a
fifteen percent (15%) management fee, being hereinafter collectively referred to as the "Maintenance Costs"). Each
Owner's prorata share of the Maintenance Costs shall be the product obtained by multiplying the total amount of the
Maintenance Costs by a fraction, the numerator of which shall be the total land area within the Parcel, and the
denominator of which shall be the total land area of all Parcels in the Shopping Center. Payment by the Owner of each
Parcel shall be made to Developer within thirty (30) days after receipt of a quarterly statement of the Maintenance Costs,
together with copies of applicable bills, invoices and evidence of payment of same. In no event shall the Owners be
billed more frequently than quarterly. The total Maintenance Costs shall be reduced by all amounts reimbursable by
insurance.
The Owners shall have the right to examine and audit up to three (3) years of the Developer's records with
respect to any and all matters occurring within the three (3) year period prior to the request and relating to its payment
of its share of the Maintenance Costs. Should an Owner find that any payment was not in conformity with the
provisions of this Declaration, then the Owner shall be entitled to (i) offset any excessive, unwarranted, or misapplied
payments, against any currently due or future payments, or (ii) demand reimbursement of the excessive, unwarranted,
and/or misapplied payments, which Developer shall reimburse within fifteen (15) days after receipt of the written
demand therefor. If the excessive, unwarranted, and/or misapplied amount exceeds the greater of either three percent
(3%) of the valid amount or Ten Thousand Dollars ($10,000.00), then the Owner shall also have the right to offset or
demand payment for all costs associated with the audit and examination, including but not limited to reasonable legal
and accounting fees.
Section 5.3 Estoppel Certificates. Each Party shall upon not less than thirty (30) days from receipt of
written notice from the other Party execute and deliver to such other Party a certificate in recordable form stating that
(i) either this Declaration is unmodified and in full force and effect or is modified (and stating the modification); and
(ii) whether or not to the best of its knowledge the other Party is in default in any respect under this Declaration and if
in default, specifying such default.
Section 5.4 Perpetuity of Declaration. Except as specifically set forth in this Declaration, the easements,
covenants, conditions, restrictions and agreements contained herein binding and benefitting the Parties shall be deemed
to be perpetual and shall be construed to run with the land.
Section 5.5 Parking Requirements. Each Parcel within the Shopping Center (including, without
limitation, all Outparcels) shall be self-supporting with respect to parking and shall each contain not less than 4.0 paved
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full size automobile parking spaces for each 1,000 square feet of building floor area constructed thereon, or the number
of parking spaces required by applicable law, whichever is greater. Provided however, five (5) spaces per each 1,000
square feet of building floor area constructed thereon shall be required for Outparcels and nine (9) spaces per each 1,000
square feet of building floor area constructed thereon shall be required for restaurants.
Section 5.6
Notices. Any notice required or permitted to be given under this Declaration shall be in
writing and shall be deemed to have been given upon (i) three (3) days after deposit in the United States Mail as
Certified Mail, Return Receipt Requested, postage prepaid, or (ii) one (1) day after deposit with a nationally recognized
overnight courier service with package marked for next day delivery, and in each case addressed to the party being
notified at the address given below (or such other address which any party may designate for itself from time to time
hereafter by written notice to the other parties):
Developer:
Noblesville Partners LLC
c/o Kevin Pahud
Olive LLP
201 North Illinois Street
Suite 700
Indianapolis, Indiana 46204
and
Kite Noblesville LLC
c/o Kite Real Estate Inc.
6610 North Shadeland Avenue
Suite 200
Indianapolis, Indiana 46220
with a copy to:
George W. Somers, Esq.
Wallack Somers & Haas, P.C.
One Indiana Square, Suite 1500
Indianapolis, Indiana 46204
Lowe's:
Lowe's Home Centers, Inc.
Box 1111
(1203 School Street, Wilkesboro, NC 28697)
North Wilkesboro, North Carolina 28656
Attention: Property Management Dept. (REO)
Section 5.7
CIB Bank
5435 North Emerson Way
Suite 100
Indianapolis, Indiana 46226
Attn: David L. Maraman
Assignment. The rights and obligations of any party hereunder may be assigned in whole
Developer Lender:
or in part to one or more ground lessees which rights and obligations shall be expressly assumed by such ground lessee
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or lessees for the term of the ground lease or leases between such party and such ground lessee or lessees.
Section 5.8 Limitation of Liabilitv. Any person acquiring fee or leasehold title to any of the Shopping
Center or any portion thereof, shall be bound by this Declaration only as to the parcel or portion of the parcel acquired
by such person. In addition, such person shall be bound by this Declaration only during the period such person is the
fee or leasehold owner of such parcel or portion of the parcel; and, upon conveyance or transfer of the fee or leasehold
interest shall be released from liability hereunder, except as to the obligations, liabilities or responsibilities that accrue
prior to such conveyance or transfer. Although persons may be released under this Paragraph, the easements, covenants
and restrictions in this Declaration shall continue to be benefits to and servitudes upon said Parcels running with the
land.
Section 5.9 Amendment. This Declaration may only be amended, modified or terminated by a written
instrument, executed and acknowledged by the Owners of record of all the Parcels.
Section 5.10 Insurance; Indemnification; Waiver of Subrogation. Each Party will at all times maintain
or cause to be maintained with respect to its Parcel: (i) casualty insurance against loss or damage by fire, lightning and
other risks customarily covered by an all-risks policy of property and casualty for the full replacement cost of the
Improvements located thereon and (ii) commercial general liability insurance (including contractual liability coverage)
against claims for bodily injury, death or property damage occurring on, in or about such Party's Parcel combined single
limit coverage of not less than One Million Dollars ($1,000,000.00) with respect to anyone person, in the amount of
One Million Dollars ($1,000,000.00) with respect to anyone accident or disaster, and in the amount of Five Hundred
Thousand Dollars ($500,000.00) with respect to property damage. Nothing herein shall be construed from prohibiting
a Party with a net worth in excess of One Hundred Million Dollars ($100,000,000.00), as determined by generally
accepted accounting principle, from self-insuring.
To the extent not covered by the insurance policies described above, each Party (the "Indemnitor")
will pay, and indemnify and save harmless the other Party (the "Indemnitee") from and against, all liabilities, losses,
damages, costs, expenses (including attorneys' fees and expenses), causes of action, suits, claims, demands or judgments
of any nature arising from: (i) any injury to or death of a person or loss of or damage to property, including the
Indemnitee's real property and the personal property of any tenant of the Indemnitee, occurring on the Indemnitee's
Parcel; (ii) any use or condition of the Indemnitor's Parcel; and (iii) any negligence or tortious acts of the Indemnitor
or any of his tenants, licensees, invitees, customers, agents or employees.
Each party (the "Releasor") hereby releases the other Party (the "Releasee") from any and all liability
or responsibility to the Releasor or anyone claiming through or under the Releasor by way of subrogation or otherwise
for any incurred loss or damage to any person or property caused by fire or other casualty or other such loss, damages,
or other insured event or negligence ofthe Releasee, or anyone for whom such Releasee may be responsible; provided,
however, that this release shall be applicable and in force and effect only with respect to loss or damage occurring during
such time as the Releasor's policy or policies of insurance shall contain a waiver of subrogation endorsement, to the
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effect that any such release shall not adversely affect or impair said policy or policies or prejudice the right of the
Releasor to recover thereunder.
Section 5.11 Term and Enforcement. The easements, restrictions and obligations created and imposed
herein shall be effective upon the date hereof, shall run with the land, and shall inure to the benefit of and be binding
upon the parties, their heirs, executors, administrators, successors, successors-in-title, assigns and tenants, including any
ground lessee under a ground lease and the customers, employees and invitees of such parties. Said easements,
restrictions and obligations shall be unaffected by any change in the ownership of any property covered by this
Declaration or by any change of use, demolition, reconstruction, expansion or other circumstances, except as specified
herein. Each of the rights created hereunder may be enforceable in a court of equity by the owner of any property
covered by this Declaration, and by any mortgagee of any Parcel in the Shopping Center; however, enforcement
hereunder shall be sought solely against the then owner of the Parcel or of the parcel (or the owner of an interest in such
Parcel or parcel) alleged to be in default subject to the limitation on liability as set forth in Section 5.8 hereof.
Section 5.12 Exterior Appearance. Developer and Lowe's agree to cooperate in creating a harmonious
exterior appearance for the improvements to be constructed on the Shopping Center. Developer and Lowe's
acknowledge and agree that the Lowe's Building shall be consistent with the renderings thereof attached as Exhibit G
hereto.
Section 5.13 No Covenant to Continuously Operate. Lowe's is not obligated to continuously operate a
business on the Lowe's Parcel and is not obligated to continuously operate or operate for any specific period of time
a Lowe's building supply or home improvement retail warehouse on its Parcel. Nothing contained in this Declaration
shall be construed, interpreted or otherwise read to require Lowe's to operate a business on the Lowe's Parcel or to
prevent Lowe's from closing its business on the Lowe's Parcel. [Buy back provision?]
Section 5.14 Severability. In the event any provision or portion of this Declaration is held by any court
of competent jurisdiction to be invalid or unenforceable, such holding will not effect the remainder hereof, and the
remaining provisions shall continue in full force and effect at the same extent as would have been the case had such
invalid or unenforceable provision or portion never been a part hereof.
Section 5.15 Breach. In the event of breach or threatened breach of this Declaration, only Owners of
Parcels upon which exist more than 20,000 square feet of enclosed building area within the Shopping Center with
operating establishments open to the public, shall be entitled to institute proceedings for full and adequate relief from
the consequences of said breach or threatened breach. In the event of a breach hereof, the non-prevailing Party shall
pay the reasonable attorney's fees of the prevailing Party(s).
Section 5.16 Counterparts. This Declaration may be executed in one or more counterparts, each of which
shall be deemed an original and all such counterparts shall constitute one and the same instrument.
Section 5.17 Developer Lender. Developer Lender hereby joins in the execution of this Declaration for
the purpose of evidencing its consent and agreement with the terms hereof and subordinating its interest in the Developer
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Parcel to this Declaration and the terms and covenants set forth herein.
Section 5.18 Platting. The Parties acknowledge that Developer intends to file a plat of record with the
Recorder's Office of Hamilton County governing the real property described on Exhibits B, C, D and E and the Parties
agree that from and after the recording of such plat any inconsistency in the location of dedicated streets, Parcel
boundaries, and easements for Common Utility Facilities between the plat and this Declaration shall be resolved in favor
of the plat; provided, however, additional rights and easements created by this Declaration shall not be limited by the
absence of same in the plat.
IN WITNESS WHEREOF, the parties hereto have executed and delivered this Declaration as of the day and
year first written above.
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LIST OF EXHIBITS
EXHIBIT A - SITE PLAN
EXHIBIT B - LEGAL DESCRIPTION OF DEVELOPER PARCEL
EXHIBIT C - LEGAL DESCRIPTION OF LOWE'S PARCEL
EXHIBIT D - LEGAL DESCRIPTION OF DETENTION PARCEL
EXHIBIT E - LEGAL DESCRIPTION OF FLOODWA Y PARCEL
EXHIBIT F - PYLON SIGN RENDERINGS
EXHIBIT G - LOWE'S BUILDING RENDERINGS
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EXHIBIT A
(SITE PLAN)
(SEE A TT ACHED)
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EXHIBIT B
(LEGAL DESCRIPTION OF DEVELOPER PARCEL)
(SEE ATTACHED)
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()
EXHIBIT C
(LEGAL DESCRIPTION OF LOWE'S PARCEL)
(SEE ATTACHED)
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EXHIBIT D
(LEGAL DESCRIPTION OF DETENTION PARCEL)
(SEE ATTACHED)
C:\WIN95\TEMP\DECLARATION OF COVENANTS CONDITIONS
AND RESTRICTIONS WHITEHALL CROSSING.001.WPD
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27JulO
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EXHIBIT E
(LEGAL DESCRIPTION OF FLOODWA Y PARCEL)
(SEE ATTACHED)
C:\WIN9S\TEMP\DECLARATION OF COVENANTS CONDITIONS
AND RESTRICTIONS WHITEHALL CROSSING.001.WPD
27
27JulO
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EXHIBIT F
(PYLON SIGN RENDERINGS)
(SEE A TT ACHED)
C:\WIN95\TEMP\DECLARATION OF COVENANTS CONDITIONS
AND RESTRICTIONS WHITEHALL CROSSING.001.WPD
28
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EXHIBIT G
(LOWE'S BUILDING RENDERINGS)
C:\WIN95\TEMP\DECLARATION OF COVENANTS CONDITIONS
AND RESTRICTIONS WHITEHALL CROSSING.001.WPD
(SEE ATTACHED)
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SPECIFICA TIONS
LOWE'S OF CARMEL
146TH STREET
CARMEL, INDIANA
August 22, 2000
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02050
02100
02200
2500
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DIVISION 2
SITEWORK
DEMOLITION
SITE PREP ARA TION
02110 - Site Clearing
EARTHWORK
02210 - Excavating & Grading
. Definitions
. Fill Placement
. Proofrolling
. Soil Inspection & Tests
. Fine Grading
02220 - Excavating, Bac/ifilling, & Compacting
. Excavating, Bac/ifilling, & Compacting For Structures
. Excavating, Bac/ifilling, & Compacting For Utilities
. Borrow
02230 - Crushed Stone Paving And Base Course
02270 - Erosion Control
. Scope
. General
. Plans
. Implementation
. Symbols
· Specific Requirements
02280 - Soil Treatment
. Application
PAVING AND SURFACING
02510 - Walks, Road, And Parking Paving
. Asphaltic Concrete Paving
· Portland Cement Concrete Paving
02525 - Concrete Curbs
05280 - Pavement Marking
DIVISION 2
T ABLE OF CONTENTS
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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2600 PIPED UTILITY MATERIALS
02605 - Manholes And Cleanouts
. Sanitary Sewer Manholes
. Cleanouts
02610 - Pipe And Fittings
. Ductile Iron Pipe And Fittings
. Copper Pipe
. Plastic Pipe -Sewer
. Plastic Pipe - Water Distribution
02640 - Valves And Cocks
. Gate, Valves And Boxes
02645 - Fire Hydrant
02660 WATER DISTRIBUTION
. 02665 - Water Systems
. Domestic Water Systems
. Permits And Fees
. Meter
. Laying Of Water lines
. Testing Pipe lines
. Fire Water Systems
. Permits And Fees
. Sprinkler Valve Box
. Laying Of Fireline Pipe
. Testing Pipe lines
02675 -Disinfection OfWaterDistributionSystem
02700 SEWERAGE AND DRAINAGE
02720 - Storm Sewage Systems
. Materials
. Execution
02725 - Precast Trench Drain System
. Trench Drain at Seasonal Display Area (If Indicated On Drawings)
. Trench Drain at Truck Well
· (Twelve Inch (12'J Drain, If Indicated On Drawings)
· (Six Inch (6'} Drain, If Indicated On Drawings)
. Acceptable Manufacturers
02730 - Sanitary Sewage System
. lines And Grades
. Excavation For Pipe line Trenches
· Inspection Of lines During Construction
· Final Inspection Of Gravity Sewer lines
DIVISION 2
T ABLE OF CONTENTS
"This sheet is subject to those tenns and conditions set forth on the cover page forwarded herewith."
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02800 SITE IMPROVEMENTS
02830 - Fences And Gates
. Chain link Fences And Gates
. Tubular Steel (or Other) Fences and Gates
02900 LANDSCAPING
02920 - Soil Preparation
. Topsoil
02930 - Lawns And Grasses
02950 - Trees, Plants, And Ground Covers
. Scope
. Protection of Existing Work
. Delivery -Unloading- Storage
. Staking Out Of Work
· lists And Descriptions Of Plant Materiol
. Planting
. Peat Moss -Fertilizer -Mulch
. Watering
. Pruning
. Supports And Guys
· Disposal Of Surplus Earth
. Cleaning Up
. Mulching
. Guarantee
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DIVISION 2
T ABLE OF CONTENTS
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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02050 - DEMOLITION
GENERAL
The Contractor shall remove and dispose of off site all existing structures, fences, concrete, and pavement onsite,
unless noted to remain on Drawings. Prior to the removal of any fencing, Contractor shall notify any affected
adjacent landowner.
02100 -SITE PREPARATION
GENERAL
Contractor shall verify existing grades prior to beginning site preparation. If existing grades are at variance with
the Drawings, notify the Owner and receive instructions prior to proceeding. No additional compensation will be
considered resulting from grade variances once site clearing has commenced.
All bench marks and monuments shall be protected during construction. If disturbed or destroyed. replace in
original position.
Construction stakeout shall be by a licensed surveying fmn provided by the contractor. Exact locations and grade
points are to be staked or fixed by the surveying firm prior to construction.
Protect areas outside limits of construction from encroachment by construction personnel or equipment,
regardless of property ownership. Access shall be by specific, written permission or easement only.
Existing utilities are indicated on the Drawings at approximate locations and reflect general ground surface
observation. Contractor shall notify utility companies and coordinate exact location of all utilities prior to
beginning site preparation.
Remove from the Owner's property and legally dispose of all waste material at an approved landfill.
02110 - SITE CLEARING
All trees and shrubs not designated "to remain" within the area to be graded, whether shown or not on
the Drawings, shall be cut and the Stumps shall be completely dug out. Burning on site is allowable
upon obtaining the following: '
1. Necessary permits from governing municipality,
2. Owner's approval, and
3. Burning can be accomplished without inconvenience and harm to neighboring properties.
All vegetation shown "to remain" shall be barricaded and protected during the construction process.
Strip topsoil to full depth encountered in areas indicated to be graded. Stockpile sufficient topsoil to
permit replacement as described in Section 02900, all remaining topsoil shall be removed from the site.
See soils report for further site data.
REV: 01-25-94
REV: 01-03-95
DIVISION 2
PAGE 1 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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02200 - EARTHWORK
02210 - EXCA VA TION & GRADING
1. DEFINITIONS:
A. Rough Grading -Performance of the earthwork phase to accomplish site grading to
within plus or minus 0.1 of a foot those elevations as shown on the Drawings, along
with achieving required compaction.
B. Fine Grading -Hnish grading of subgrade to levels noted on the Drawings which shall
present a neat ftnished appearance upon completion, with no places where water can
pond.
C. Satisfactory Soil Material -Clean subsoil; free from debris, roots, topsoil, and frozen
material. Also acceptable will be rock smaller than 1/2 cu. ft. All material to be used
for structural fill shall be tested and approved by soils engineer prior to placement and
be oflow plasticity (plasticity index less than 20).
D. Unsuitable Soils Material -Soil material not capable of being compacted to required
density, as. determined by soils engineer, rock materiallarger than 1/2 cu. ft., debris,
and organic matter.
E. Rock
1) General Excavation - Any material which cannot be excavated with a single-
toothed ripper drawn by a crawler tractor having a minimum draw bar pull
rated at not less than 71,000 lbs. (Caterpillar D9N or equivalent), and
occupying an original volume of at least (2) two cubic yards or more.
2) Rock Excavation & Blasting - The encountering and removal of "rock" as
defmed herein this section will be considered as unsuitable soil material to
be paid for as additional work within the scope of this project. Upon
encountering of rock, notify the Geotechnical Engineer and Owner
immediately and receive written instructions prior to proceeding.
3) Rock Payment and Required Removal Lines:
a) Two feet outside of concrete work for which forms are required, except
footings.
b) One foot outside perimeter of footings 6" below bottom of footings to
allow for a 6" soil cushion between the rock and footings. Additional
depth may be required due to local codes or based on the geotechnical
report.
c) In pipe trenches, one foot below invert elevation of pipe and 2 ft. wider
than inside diameter of pipe, but not less than 3 ft. minimum trench
width.
d) Neat outside dimensions of concrete work where no forms are required.
e) Under slabs on grade, 6" below bottom of concrete slab.
4) Trench Excavation -Any material which cannot be excavated with a backhoe
having a break out force rated at not less than 44,000 lbs. (Caterpillar 235D
or equivalent), and occupying an original volume of at least two (2) cubic
yards.
REV: 01-22-97
REV: 06-19-97
DIVISION 2
PAGE 2 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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5) Blasting Requirements
a) Perform blasting only after receiving written approval from Owner.
Provide heavy mats to minimize concussion. Handle, store, and use
explosives in accordance with the "Manual of Accident Prevention in
Construction" by the Associated General Contractors of America, Inc.,
1978 edition.
b) All blasting shall be performed by a certified, licensed blasting
contractor. Proof of applicable license and certifications must be
provided to Lowe's companies, Inc. at least one month prior to any
blasting operations beginning. The blasting contractor shall carry the
following insurance: Workman's Compensation, Comprehensive
General Liability, Broad Form Property Damage, Contractual
Liability and Explosion, Collapse and Underground Hazard,
(naming Lowe's Companies, Inc. as additionally insured).
c) The blasting contractor must indemnify and hold harmless Lowe's
Companies, Inc. for all claims for damages arising from the blasting
operation.
d) The blasting contractor shall obtain all Federal, State and Local permits
that are applicable to the blasting operations. The blasting contractor
shall conduct the blasting operations according to all applicable Federal,
State, and Local laws, regulations and ordinances. The blasting
contractor shall conduct the blasting operations in accordance with all
industry standards and shall coordinate with the grading contractor to
insure that appropriate safety procedures are followed, including signage
and signaling devices. Nothing contained in this document shall limit
the blasting contractor's obligations or duties under applicable Federal,
State, and Local laws, regulations and ordinances.
e) The blasting contractor shall supply a pre-blast survey of the
surrounding area to Lowe's.
f) The contractor shall provide seismograph recordation of each blast at all
adjacent structures.
g) The blasting contractor shall prepare and maintain pre-blast report
showing the number of holes drilled, the depth of holes, the burden and
spacing, the amount of powder per hole, pound of powder per delay and
the delay pattern. All reports shall be forwarded to Lowe's
Companies, Inc.
h) The blasting contractor shall prepare and maintain post-blast reports
which include the amount of material displaced by each blast, that
amount of explosive used in each blast and the number of shots
detonated. All reports shall be forwarded to Lowe's Companies, Inc.
2. FILL PLACEMENT:
A. PREPARATION OF SURFACES TO RECEIVE FILL:
REV: 10-22-96
REV: 06-19-97
1)
Remove vegetation, debris, unsuitable soil materials, obstructions and
deleterious materials from ground surface prior to placement of fills. Break
up sloped surfaces steeper than one vertical to four horizontal so that fIll
material will bond with existing surface. Geotechnical Engineer shall
evaluate and approve all areas of subgrade prior to fill placement.
Proofroll all exposed subgrades prior to placing fill using loaded 20 ton
dump truck or similar weight construction equipment as specified by
geotechnical engineer. Proofrolling shall be under surveillance of testing
agency.
Areas that pump or rut excessively shall be undercut to stable ground as
directed by Geotechnical Engineer.
2)
3)
DIVISION 2
PAGE 3 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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REV: 06-19-97
REV: 01-03-95
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B. FILL PLACEMENT:
Place fill materials in layers not more than 6" in loose depth. Before compaction,
moisten or aerate each layer to provide the optimum moisture content. Compact each
layer to specified percentage of maximum density for area classification. Place no
backfill or fill material on surfaces that are muddy, frozen or contain frost or ice.
C. COMPACTION:
1) Perform compaction of soil materials for fills using mechanical soil
. compaction equipment for type and size materials to be compacted. Hand
compact materials in areas inaccessible to machinery and within 5'_0" of
below grade walls.
2) Percentage of Maximum Density Requirements: Provide not less than the
following percentages of maximum density of the same soil materials
compacted at optimum moisture content, for the actual density of each layer
of soil material-in-place, in accordance with standard Proctor Compaction
Test (ASTM D-698).
a) Structures: Proofroll subgrade and compact each layer of fill
material to 95% maximum dry density. Compact top 18" to 100%
maximum dry density. (See Section 02230 for required stone base
compaction).
b) Walkways: Proofroll subgrade and compact each layer of fill
material to 95% maximum dry density. Compact top 18" to 100%
maximum dry density.
c) Pavements: Proofroll sub grade before any fill is placed and compact
each layer of fill material depth to 95% maximum dry density. Top
18" to 100% maximum dry density. (See Section 02230 for required
stone base compaction).
d) Trenches: Compact subgrade and each layer of fill to a maximum
dry density or to same density as adjacent area, whichever is
greater.
e) All Other Areas: Compact to minimum of 92% maximum dry
density.
3) Moisture Control: Where subgrade or soil layer must be moisture
conditioned before compaction, apply water to surface of sub grade or soil
layer. Scarify and air dry soil material that is too wet to permit compaction to
specified density.
4) Soil material that has been removed because it is too wet to permit
compaction may be stockpiled or spread where directed by Owner and
permitted to dry. Assist drying by discing, harrowing or pulverizing, until
moisture content is reduced to satisfactory value, as determined by moisture-
density relation tests. When accepted by Geotechnical Engineer, soil
material may be used in compacted backfill or fill.
3. PROOFROLLING:
Proofrolling shall be under the observation of the geotechnical engineer as described herein
and under the following schedule:
A.
Immediately following stripping, all areas to receive fill shall be proofrolled as
specified.
DIVISION 2
PAGE 4 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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REV: 06-19-97
REV: 12-07-95
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B. Immediately following the completion of excavation to proposed subgrades in cut areas,
proofrolling shall be performed as specified.
C. Immediately prior to stone base course placement in pavement areas and following final
floor slab preparation, all sub grade areas will be proofrolled. Any areas which deflect, rut
or pump under the roller shall be undercut and replaced with compacted f1l1 material as
specified herein.
4. SOIL INSPECTION & TESTS:
All excavated and fill material shall be removed, selected, placed, and compacted under
supervision of the geotechnical engineer or his representative as selected and paid for by
owner. The geotechnical engineer shall have the authority to approve or disapprove the
condition of the sub grade on which fill is to be placed, filled material, placement methods,
compaction methods, and shall make compaction density tests as necessary. to determine that
the specified density is obtained. The contractor shall notify the laboratory at least three days
prior to starting fill operations in order that suitability of material for compaction may be
checked and no material shall be used that has not been previously checked and approved by
the geotechnical engineer. The geotechnical engineer shall be notified before any cut is made
or fill is placed, to insure a representative is present during all grading operations. The
contractor shall remove, replace, recompact all fills failing to meet the density requirements at
the contractor's expense.
At a minimum. field density tests shall be performed for each one foot of fill material placed at
the following frequency:
A. One field density test for each 5,000 square feet of f1l1 placement in building areas.
B. One field density test for each 10,000 square feet of all other fill placement areas.
Prior to owner's fmal acceptance, the geotechnical engineer shall provide certification
specifying the project meets compaction criteria.
The contractor shall submit certification in form of a stamped as-built drawing showing spot
elevations from the required stake out surveyor, prior to owner's fmal acceptance of subgrade
and placement of site improvements.
5. FINE GRADING:
A. Grade areas to lines and elevations indicated, including adjacent transition areas.
Smooth fmished surface within specified tolerances, compact and bring to uniform
levels or slopes between points where elevations are shown, or between such points
and existing grades.
B. Finish surfaces shall be free from irregular surface changes, and as follows:
I) Surfaces Under Walks and Pavements: Shape surface of areas under walks to
line, grade and cross-section, with fmish surface not more than 0.10' above
or below required subgrade elevation.
2) Surface Under Building Slabs and Foundations: Grade level, free of voids,
compacted as specified, and from 0" to 1/2" below required elevation.
3) Grassed Areas: Shape areas to receive topsoil to within 0.10' above or below
required subgrade elevation.
C.
Grade areas adjacent to building lines to drain away from building and to prevent
ponding. Finish grades shall be within 1/2" of indicated elevations.
DIVISION 2
PAGE 5 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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D. Where compacted areas are disturbed by construction operations, scarify surface,
reshape and recompact to required density.
E. Redistribute stockpiled topsoil to uniform depth over graded areas shown to be
landscaped or seeded.
F. Remove excess topsoil and other soil matter and debris from site. The contractor shall
obtain all necessary Federal, State or Local permits for transporting and disposing of
such materials, at the contractor's expense.
G. At completion of fmish grading operation, site shall be ready for landscaping.
H. Where fmish grading meets or abuts curbs, walks or pavements, uphill grades shall be
slightly higher than pavements to permit drainage.
I. Protection of Graded Areas: Protect newly graded surfaces from traffic and erosion.
Keep free of debris. Where graded or compacted surfaces are damaged by subsequent
operations, return to indicated grade and state of compaction.
02220 - EXCA VA TING. BACKFILLING. & COMPACTING
EXCAVATING. BACKFILLING. & COMPACTING FOR STRUCTURES
1. Excavate to lines and levels indicated. Provide space for foundation work and inspection. Cut
excavations clean with level bottoms. Where changes in levels occur, provide vertical steps in
horizontal runs.
2. Protect excavations against cave-ins, ponding and freezing. Provide bracing, shoring and
sheeting to contain excavations. Slope embankments over 5'-0" in height at 45 degree angle
away from excavation, or shore. Shoring design shall be by a registered engineer engaged by
and paid by contractor. When freezing can be anticipated prior to placing of concrete, protect
excavations or delay carrying excavations to full depth until concrete can be placed.
3. Maintain excavations free of surface water. Provide pumps if required to drain excavations.
Provide and maintain temporary drainage ditches, as required.
4. Backfill excavations promptly. but not prior to completion of the following:
a) Inspecting and testing.
b) Removal of concrete formwork.
c) Removal of shoring and bracing and backfilling of voids.
d) Removal of debris.
e) Permanent or temporary horizontal bracing for unsupported walls.
5. Place backfill against below grade walls in uniform lifts to prevent wedging action. Place no
backfill until slab is on grade and until concrete has developed at least 70% of 28-day
compressive strength.
EXCA V A TING. BACKFILLING. & COMPACTING FOR UTILITIES
Excavation shall be by open cut unless otherwise noted on Drawings. The top portion of the trenches
may be excavated as required by the subcontractor to any width which will not cause damage to any
adjacent structure. The portion of the trench from I foot above the top of the pipe and below shall not
exceed the dimensions shown on the Drawings.
The bottom of trenches shall be carefully shaped to conform to and support the lower one-fourth of the
periphery of the pipe barrel. Where rock is encountered, it shall be removed to a depth of I foot below
the pipe and replaced with an approved soil material.
REV: 06-19-97
. REV: 01-03-95
DIVISION 2
PAGE 6 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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Where wet or otherwise unsuitable material is encountered at or below the invert elevation during
excavation, it shall be removed to a point 12 inches below the pipe invert and replaced with drainage
fill.
Excavated material shall be hauled off site at no additional cost to Owner.
Maintain excavations free of surface water. Provide pumps if required to drain excavations. Provide and
maintain temporary drainage. ditches, as required.
Backfilling shall be done with selected material, free from rock larger than 2 inches in size and free of
debris. Backfill shall be carefully placed and tamped around and over the pipe to avoid displacement of
the pipe or damage to the joints. All backfill shall be placed in 6 inch lifts. Place backfill evenly along
both sides of pipe full length. Compact each layer to specified percentage of maximum dry density.
Backfill excavations promptly, but not prior to completion of inspecting, testing and recording locations
of underground utilities.
BORROW
All onsite and offsite material scheduled to be used for borrow shall be "satisfactory soil material" and
be tested and approved by the Geotechnical Engineer prior to use. The Contractor shall be responsible
for obtaining all approvals in regards to the borrow site.
02230. CRUSHED STONE PAVING AND BASE COURSE
Install crushed stone sub-base for the parking lot area, outside storage, driveways, and building slabs, as
well as other locations if/as indicated on the Drawing(s) to the minimum compacted depth called for in
the Drawings. Excavation for stone paving shall be done by experienced machine operators. Take care
that no sub-grade is too high for full stone fill thickness and all areas under- cut are back fllled with
crushed stone. Crushed stone shall be compacted to 100% Modified Proctor density. Contractor shall
submit name of proposed stone supplier to owner for testing of borrow pit prior to placing of stone.
Owner shall be assured crushed stone used is capable of desired compaction. Lowe's maintains the right
to reject unacceptable stone.
02270. EROSION CONTROL
SCOPE
Under this section shall be included all measures both temporary and permanent to control erosion and
sedimentation, and protect all surface waters and property both on and off site. This shall include all
labor materials and equipment necessary to meet the requirements of this section.
GENERAL
It is the intent of this specification that the Project and the Contractor comply with all applicable state
and local erosion and sedimentation control laws and ordinances.
The Contractor is responsible for maintaining all sediment and erosion control measures on the project
site during construction. The Contractor is responsible for any damage caused due to failure to
implement these requirements.
PLANS
A Soil Erosion and Sedimentation Control Plan is included in the Contract Documents and is to be
implemented as a part of the procedures necessary to implement requirements as set forth by state and
local ordinances.
REV: 06.19.97
REV: 01-03-95
DIVISION 2
PAGE 7 OF 34
"This sheet is subjecttothose terms and conditions set forth on the cover page forwarded herewith~"
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IMPLEMENTATION
Implementation of the requirements of the Plan is based on the following principles:
1. The disturbed area and the duration of exposure to erosion elements should be minimized.
2. Stabilize disturbed areas immediately.
3. Retain or accumulate runoff.
4. Retain sediment.
5. Do not encroach upon watercourses.
SYMBOLS
The Soil Erosion and Sedimentation Control Plan contains standard symbols for the different types of
measures. These symbols are defmed for conditions, design criteria and construction specifications and
are detailed on the Drawings.
SPECIFIC REOUIREMENTS
1. All disturbed areas shall be grassed by sodding or seeding, fertilizing, mulching and watering
to obtain a ground cover which prevents soil erosion as outlined under Section 02930 - Lawns
and Grasses. All grass and sodded areas shall be mowed as directed by the Owner.
2. A temporary construction egress pad shall be installed and maintained at any point where
construction vehicles enter a public right-of-way, street or parking area. The pad shall be used
to eliminate mud from the construction area onto public rights-of-way. The pad shall be
constructed as shown on the Drawings. Any mud or debris tracked on streets shall be cleaned
up immediately.
3. All measures installed for sediment control shall be checked at the beginning and end of each
day when construction is occurring to ascertain that the measures are in place and functioning
properly. Any damage observed will be repaired by the end of that working day. Measures
shall be maintained until they are called to be removed on the Plans.
02280 - SOIL TREATMENT
REV: 01-14-94
REV: 01-03-95
The soils under the main building pad shall be treated for termite protection using the following
concentration of soil treatment chemicals:
CHEMICAL
Dursban TC
CONCENTRATION
1.0% Applied In Water Emulsion
APPLICATION
After the installation of gravel fill, prior to slab placement, apply 1.5 gallons of diluted chemical per 10
square feet of area The chemical shall be applied either with a power sprayer or a tank-type garden
sprayer using low pressure to avoid misting. Contractor shall provide to Lowe's a five (5) year
manufacturer's guarantee.
DIVISION 2
PAGE 8 OF 34
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02500 - PAVING AND SURFACING
02510 - WALKS. ROAD. AND PARKING PAVING
ASPHALTIC CONCRETE PAVING
GENERAL
1. SUBMITTALS:
A.
Certificates: Provide certificates stating that materials supplied comply with
specifications. Certificates shall be signed by asphalt producer and Contractor.
B.
Mix Design: Submit mix design for each course to Owner for acceptance. Use of
milled or reclaimed asphalt (rap) is not acceptable in the asphalt mix.
2.
CONTROLS:
A.
Weather limitations:
1. Apply tack coats only when the ambient temperature in the shade has been at
least 50 degrees F for 12 hours immediately prior to application.
2. Do not conduct paving operations when surface is wet or contains excess of
moisture which would prevent uniform distribution and required penetration.
3. Construct asphaltic courses only when atmospheric temperature is above 55
degrees F for 1" lift or 45 degrees F for 2" lift, when the underlying base is
dry and when weather is not rainy.
4. Place base course when temperature is above 35 degrees F and rising.
B. Grade Control: Establish and maintain the required lines and grades for each course
during construction operations.
C. Traffic Control:
1. Maintain vehicular and pedestrian traffic during paving operations, as
required, for other construction activities.
2. Provide flagmen, barricades, warning signs and warning lights as required
for movement of traffic and safety and to cause the least interruption of
work.
3. A lockable gate shall be installed at the l46th Street - Greyhound Pass
intersection and shall be locked at the end of eachwork day.
3. TESTING:
A. Asphalt paving testing will be performed by an independent testing agency. If testing
agency differs from geotechnical engineers overseeing site grading, proposed firm
shall be approved by Owner. Testing agency shall be paid for by the Contractor.
B. Testing agency shall test in-place courses for compliance with specified density, thickness
and surface smoothness requirements.
REV: 01-14-94
REV: 01-03-95
DIVISION 2
PAGE 9 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
REV: 01-14-94
REV: 01-03-95
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C. The contractor shall pay for and have testing agency take two 4" diameter cores per
5,000 sq. yds. of paved surface at locations selected by Owner, for density and
thickness tests. Repair holes resulting from coring to match existing paving prior to
placing surface course. Lowers reserves the right to take additional testing and should
these tests show insufficient thickness, all areas shall be remediated as prescribed by
Lowers. Contractor shall also pay all costs including cost of additional testing
directed by Lowe's.
D. Density: Compare density of in-place material against laboratory specimen of same
mixture, subjected to 50 blows of a Standard Marshall hammer on each side of
specimen. Minimum acceptable density of in-place material shall be 97% of recorded
laboratory specimen density .
E. Allowable Variation In Thickness:
1. Base Course: plus or minus 1/2"
2. Intermediate Course: 1/4"
3. Surface Course: plus or minus 1/8".
F. Surface Smoothness: Test fInished surface of each asphalt course for smoothness
using a 10'-0" straightedge. Intervals of tests shall be as directed by Owner. Surfaces
will not be acceptable if exceeding the following:
1. Base Course: 1/2" in 10'-0"
2. Intermediate Course: 114" in 10'-0".
3. Surface Course: 1/8" in 10'-0".
G. Contractor's duties relating to testing include:
1. Notifying laboratory of conditions requiring testing.
2. Coordinating with laboratory for fIeld testing.
3. Paying costs for testing as well as for additional testing where initial test reveal
nonconformance with specifIed requirements.
4. EXECUTION:
SUBGRADE PREPARATION:
A.
Prior to beginning paving work, inspect subgrade for loose or soft material, rock or
organic matter. No stones over 2" in diameter will be allowed in top 6" of subgrade.
B.
Proofroll cut subgrade using loaded 20 ton dump truck or similar weight construction
equipment to verify that sub grades are stable and to identify loose or soft areas
requiring under- cutting or stabilization. Proofrolling shall be under surveillance of
testing agency.
DIVISION 2
PAGE 10 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
REV: 09-18-96
REV: 01.03.95
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C. Stabilization of soft or unstable sub grades shall be accomplished to minimum depth
of 6". Stabilizing aggregate shall be of type specified for base course aggregate.
D. Verify elevations and cross sections of subgrade immediately prior to placing base
course material.
5. PLACING ASPHALT PAVING:
A. Aggregate Course: Place, grade and compact to minimum thickness as indicated on
the Drawings and in accordance with ASTM D1557-78 as well as state D.O.T.
Specifications. Crushed stone shall be compacted under optimum moisture content to
100% of modified proctor density.
B. Intermediate Binder Course: Place grade and compact hot-mixed asphalt concrete
binder mix to a minimum thickness as indicated on the Drawings and thickness in
accordance to State D.O. T. Specifications.
C. Bituminous Tack Coat: Apply tack coat immediately prior to surface course
application. Tack coat material and application procedures shall comply with State
D.O.T. Specifications.
D. Surface Course: Apply surface course to minimum compacted thickness as indicated
on the Drawings and in accordance with State D.O. T. Specifications for surface coat
applications.
E. Placing Asphalt ,Concrete Paving: Asphalt material shall arrive at site in covered
trucks at a temperature of not less than 250 degrees F or more than 325 degrees.
F. Material shall be spread by self-propelled mechanical spreaders having adjustable
screed bars to accurately control the depth of asphalt.
While still hot the surface shall be compacted with tandem rollers. Rolling shall
continue frrst longitudinally and then diagonally, each trip overlapping at least half
the width of the rollers. Upon completion the surface shall present a clean neat
appearance with all rubbish removed.
PORTLAND CEMENT CONCRETE PAVING
Concrete walks and aprons: All concrete walks and aprons shall be a minimum of 4" thick or as
indicated on the Drawings, with a turned down edge as detailed. Reinforcing, if shown, shall be 6" x 6"
#10 mesh, unless noted otherwise. Concrete shall be placed true to grade to insure that ponding of water
will not occur. All walks are to be scored at no less than 5' intervals and within 24 hours of concrete
placement. All aprons shall receive expansion joints at a maximum of 15' intervals. Both aprons and
walks shall receive a heavy broom finish. Concrete shall be 4,000 psi as specified in Division 3.
Concrete Paving: In areas shown to receive concrete paving on the Drawings, concrete shall be placed
in accordance to Division 3 of these specifications and receive a heavy broom fmish.
Contractor shall provide a pre-molded expansion joint as detailed on the drawings. Saw cuts shall be
constructed no less than midway between expansion joints or as detailed on drawings to a depth of 25%
of the slab thickness. All saw cuts shall be performed within 24 hours of concrete placement. All
exterior concrete shall receive one coat of Kure-N-Seal exterior sealer.
DIVISION 2
PAGE 11 OF 34
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02525 - CONCRETE CURBS
1. Concrete curbs and gutter shall be constructed as detailed on the Drawings.
2. Materials: Concrete shall be Oass A mixture achieving 4,000 psi compressive strength at 28
days. Concrete shall conform to applicable portions of Concrete Section which apply to this
class of materials.
A. Cast in uniforpl lengths of approximately ten (10) to twenty (20) feet, except at
closures where lengths may not be less than six (6) feet.
B. Separate sections by 1/8" steel templates.
C. Aexible or curved forms shall be used on curves. Forms shall be of the full depth of
the concrete and of a strength when staked sufficient to resist the pressure of the
concrete and the loads resulting from the fmished operation without springing,
settling or losing their shape. Forms shall be cleaned and oiled thoroughly after each
use and before concrete is placed.
1) Metal forms shall be used for all curbs and gutters except that wood forms
may be used for small curved sections at parking areas provided new lumber
is used in their construction.
2) Provide 1 " expansion joints at 40'-0" o.c. and at spring line of the street
returns.
3) Finish: Heavy Broom.
D. Slip forming of curb and gutter is allowable
02580 - PAVEMENT MARKING
REV: 09-18-96
REV: 01-03-95
Paint parking lot lines, letters, turn arrows, island curbs, etc. as indicated on the Drawings.
Material shall be Sherwin Williams "Promar Traffic Marking". White on asphalt, yellow on
concrete.
Paint shall be applied in two (2) coats to a clean, dry surface using template or a striping machine. Stripes
shall be a uniform width of four inches (4") wide. Other markings shall be as shown on the Drawings.
DIVISION 2
PAGE 12 OF 34
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02600 - PIPED UTILITY MA TERIALS
EV: 02-09.96
REV: 03-13-96
02605 - MANHOLES AND CLEANOUTS
SANITARY SEWER MANHOLES
1. Manholes shall be precast concrete confonning to the following
A. Precast concrete manholes shall consist of precast reinforced concrete sections, a
conical or flat slab top section, and a base section confonning with the typical
manhole details as shown on the Drawings.
B. Precast manhole sections shall be. manufactured, tested, and marked in accordance
with the latest provisions of ASTM C478.
C. The minimum compressive strength of the concrete for all sections shall be 4,000
p.s.i.
D. The maximum compressive strength of the concrete shall not exceed 8 percent of the
dry weight.
E. The circumferential reinforcement in the riser sections, conical top sections, and base
wall sections shall consist of one line of steel and shall be not less than 0.17 square
inches per lineal foot.
F. The ends of each reinforced concrete manhole riser section and the bottom end of the
manhole top section shall be so formed that when the manhole risers and the top are
assembled, they will make a continuous and uniform manhole.
G. Joints of the manhole sections shall be of the tongue and groove type. Sections shall
be joined with cement mortar using one part Portland Cement to two parts clean sand,
meeting ASTM C 144, or filled with an approved preformed plastic gasket meeting
the requirements of Federal Specifications SS-S-0021O, "Sealing Compound,
Preformed Plastic for Pipe Joints", Type 1, Rope Form.
H. Each section of the precast manhole shall have not more than two holes for the
purpose of handling and laying. These holes shall be tapered and shall be plugged
with rubber stoppers or mortar after installation.
2. Frames. Covers And Steps
A.
Toe pockets, frames and covers shall be cast iron confonning to the minimum
requirements of Federal Specifications WW-I-652 or to AS1M A 48 for Class 30
Gray Iron Castings. All castings shall be made accurately to the required dimensions,
fully interchangeable, sound, smooth, clean, and free from blisters and/or other
defects. Defective castings which have been plugged or otherwise treated shall not be
used. All castings shall be thoroughly cleaned and painted or coated with a
bituminous paint. Each casting shall have its actual weight in pound stenciled or
pain~d on it in white paint.
B.
Standard manhole frames and covers shall conform to the Standard Detail of the
Governing Municipality for this project (if applicable). Otherwise, manhole frames
and covers to be Neenah Foundary Co. No. R-1642 or Vulcan Foundary Inc. No. V-
1357.
DIVISION 2
PAGE 13 OF 34
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C. Watertight manhole covers, where shown on Drawings, shall be furnished with a
rubber gasket, stainless steel bolts, machined bearing surfaces, and concealed
watertight pickhole, and shall weigh not less than 345 pounds, and shall have a
minimum of22" clear inside diameter and shall be a minimum of7-1I2" high.
D. The content surfaces of all manhole covers and the corresponding supporting rings in
the frames shall be machined to provide full perimeter contact.
E. All sanitary sewer manhole covers shall have the word . 'SANITARY SEWER" cast
on the top in letters 2 inches high.
F. An adjusting ring equal to R1979-H as manufactured by Neenah Foundary Co. of
Neenah, Wisconsin. shall be provided for each manhole in a street.
G. Manhole steps conforming to the applicable provisions of ASTM Standard
Specification Serial Designation C478 such as aluminum 14967 as manufactured by
Alcoa or plastic steps manufactured by M. A. Industries, Inc. shall be used.
CLEANOUTS
Cleanouts shall be provided on sewer service lines at no more than 50' on center for 4" lines and no
more than 75' on center for 6" line. Exterior cleanout plug shall be Malleable Cast Iron US Foundry
Cover USF 7621. Each cleanout plug shall be level with adjacent grade and provided with a 2'-0"
square x 8" thick concrete apron.
02610- PIPE AND FITTINGS
All sanitary sewer, domestic water and fireline pipe material shall be per the more stringent of the
following criteria:
a) Lowe's minimum criteria as specified herein or as noted on the drawings;
b) Local ordinance, or governing authority criteria.
DUCTILE IRON PIPE AND FITTINGS
Ductile iron pipe shall be Class 50 cement lined, Bell and Spigot push-on type conforming to
ANSIIASTM A- 746, latest revision. All fittings to be mechanical joint type unless noted otherwise on
Drawings.
COPPER PIPE
Where used for water service lines of 3" or smaller, pipe shall be Type K copper in accordance with the
requirements of ASTM B-88.
PLASTIC PIPE -SEWER
Plastic pipe and fittings shall be of the Bell and Spigot Type PSM PVC conforming to the Standard
Specifications ASTM Nmo34- 74. Joints shall provide a watertight seal using elastomeric gaskets.
Each joint of pipe shall be marked as follows:
. Manufacturer's name or trademark Nominal pipe size
. PVC Cell Classification
. Legend type PSM SDR-35 PVC sewer pipe, ASTM Designation D 3034.
REV: 01-03-96 DIVISION 2
REV: 02-09.96 PAGE 14 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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Fittings shall be marked as follows:
. Manufacturer's name or trademark
. Nominal size
. Material designation "PVC"
. Material designation "PSM"
. ASTM Designation D 3034
PLASTIC PIPE -WATER DISTRIBUTION
Pipe 4" and larger shall be C900, Class 200, PVC water pipe with 200 pressure rating conforming to
ANSI, A WW A, and Uni-Bell Plastic Pipe Standard Specifications.
Fittings for 4" and larger pipe shall be cast iron, push-on or mechanical joint, conforming to ANSI and
A WW A Standard Specifications.
Plastic pipe 3"and smaller shall be PVC Schedule 40 with solvent weld joints.
02640 - VALVES AND COCKS
GATE. VALVES AND BOXES
All gate valves shall be resilient sealed, tight-closing, iron body, bronze mounted for use on potable
water lines. Valves shall be non-rising stems and shall be capable of being repacked under pressure
when fully opened. Valves shall be equal in all respects to the applicable material and dimensional
requirements of A WW A C500.
Minimum working pressure shall be 200 psi. Valves for buried service shall have mechanical joint ends
per ANSI A21.1I (AWWA CllI).
Iron body gate valves shall be M and H (Dresser), or Mueller.
Gate valves shall be furnished with a 2" square nut, conforming to A WW A C500, Section 19, wrench
and manual operator. Valves shall be furnished with extension stems and valve box. The "T" wrench
to control the gate valves shall be placed in the sprinkler room.
Valve boxes shall be cast iron, three-piece, screw-type, with drop adjusted so that the cover will be in
the same plane as the finished surface of the ground or street
Valves used in lines serving any frre protection system shall be UL listed and Factory Mutual approved
with roadway boxes provided where valves are under pavement.
02645- FIRE HYDRANT
REV: 01-03-96
REV: 11-25-96
Onsite frre hydrants shall be M.J. Traffic Model American Mark 73 of Mueller Centurion complying
with AWWA C-502 or as otherwise required by local requirements. All hydrants shall have two 2-1/2"
hose nozzles and one 4-1/2" pumper nozzle with National Standard Frre Hose Coupling. Screw threads
together with caps fastened securely to each hydrant and threaded to fit nozzles. The main valve
opening of the hydrant shall be "dry head" type.
DIVISION 2
PAGE 15 OF 34
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Hydrants shall have a safety "breakable flange" section located above grOlmd line. The distance from
the fInished !!found line of the hvdrant to the "breakable flange" shall be not less than two 2" inches or
more than six 6" inches.
After installation, exposed surfaces of hydrant shall be painted with two (2) coats of fIre hydrant paint.
Paint selection shall be as approved by Owner. The hydrant operating and outlet nozzle cap nuts shall
be pentagonal in shape. The pentagon shall measure 1-1/2 inches from point to flat at the base of the nut
and 1- 7 /16 inches at the top. Nut faces shall taper uniformly and the height of the nut shall be not less
than one ( 1 ") inch. The hydrant shall be opened by turning the operating nut clockwise. A clearly
visible arrow and the word "open" shall be cast in relief on the top of the hydrant so as to designate the
direction of the opening.
02660 - WATER DISTRIBUTION
02665 - WATER SYSTEMS
DOMESTIC WATER SYSTEMS
Work under this section shall include furnishing and. installing all materials necessary for domestic
water service from tapping of main to 5 ft. outside of building.
Permits and Fees:
Contractor shall be responsible for all necessary permits and pay all tap and impact fees associated with
work under this section.
Meter:
Contractor shall be responsible for domestic meter installation. Meter shall be sized in conjunction with
line size and if not supplied by local water company, provide and install required meter.
Laying of Water li-".es:
Pipes must be swabbed out before lowering in trench. The points insisted upon in the laying of pipe will
be proper alignment; evenness of width and depth of joints and perfection of jointing; and care of the
pipe in handling. Whenever pipe laying is stopped, the end of the pipe shall be securely plugged.
Separate trenches shall be provided for water lines and sanitary sewer lines, with lines separated a
minimum often (10') feet horizontally.
Water mains which cross sanitary sewers, storm sewers, force mains or reclaimed water lines shall have
a minimum vertical separation of eighteen ( 18) inches.
No pipes shall be laid resting on a rock, blocking or unyielding objects.
All pipes shall have a minimum of 3'-6" of compacted earth cover.
Testing Pipe lines:
The Contractor shall test all pipe lines and appurtenances with water at 150 pounds per square inch. All
leakage apparent after testing must be repaired before backfIlling.
The work will not be fInally accepted until leakage shall prove to be less than ten (10) gallons per
twenty-four (24) hours per mile of pipe at 150 pounds per square inch pressure.
REV: 02-20-96
REV: 11-25-96
DIVISION 2
PAGE 16 OF 34
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REV: 11-25-96
REV: 02-20-96
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FIRE WATER SYSTEMS
Work under this section includes furnishing and installing all materials to complete the onsite frreline
system as indicated on the Drawings.
Permits and Fees:
Contractor shall be responsible for obtaining and payment of all tap and impact fees associated with
work under this section.
Sprinkler Valve Box:
Contractor shall furnish and install all materials required to complete the installation of the valve box as
shown on the Drawings. No substitutions of required materials will be considered.
Laying of Fireline Pipe:
The Contractor shall carefully examine each length of pipe before laying and shall not lay defective
pipe.
No pipes shall be laid on rock, blocking or unyielding objects. Pipe shall rest on bedding meeting Class
or Class n material and corresponding to ASTM D2321.
Separate trenches shall be provided for water lines and sanitary sewer lines, with lines separated a
minimum often (10') feet horizontally.
Water mains which cross sanitary sewers, storm sewers, force mains or reclaimed water lines shall have
a minimum vertical separation of eighteen (18) inches.
All pipes shall have a minimum of 3'_6" of compacted earth cover.
Bends and tees shall be firmly blocked with concrete to side of trench to prevent water pressure from
spring pipe sideward and upward. See "Thrustblock Details" on Drawings.
Testing Pipe Lines:
All tests shall be in full conformity with the requirements of all applicable codes, NFP A standards,
Authority having jurisdiction and/or the Owner's representative, or Lowe's Companies, Inc.
All new fITe service underground mains and lead-ins shall be flushed thoroughly before connection is
made to sprinkler or other fITe protection system piping. The installing utility subcontractor shall be
responsible for disposal of the water issuing from the test outlets.
The trench shall be backfilled between joints before testing to prevent movement of pipe.
All new fITe service underground mains and lead-ins shall be tested hydrostatically at not less than 200
psi pressure for two. (2) hours, or at 50 psi in excess of the maximum static pressure when the maximum
static pressure is in excess of 150 psi. All apparent leakage shall be repaired before backfilling.
Test shall be made by the installing utility subcontractor in the presence of the Authority having
jurisdiction and/or the owner's representative, or Lowe's Companies, Inc. The installing utility
subcontractor shall furnish a completed and signed Contractor's Material and Test Certificate for
Underground Piping. The Contractor's Material and Test Certificate form shall be as specified in
NFPA14 or NFPA 24.
Refer to Division 1 - General Requirements, Section 01700 - Project Closeout.
DIVISION 2
PAGE 17 OF 34
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After the frre service underground main and lead-in have been installed by the site utility contractor and
are ready for use, the site utility contractor shall furnish two (2) completed copies of the "Contractor's
Material and Test Certificate for Private Fire Service Mains" form to the General Contractor. Prior to
attachment of any pipe or equipment to the lead-in located in the sprinkler room, the sprinkler
subcontractor shall obtain a copy of the completed fo~ from the General Contractor.
02675 - DISINFECTION OF WATER DISTRIBUTION SYSTEM
Upon completion of the work. the Contractor shall disinfect all water lines constructed. Disinfection
shall be accomplished by means of solution containing at least 50 mg per liter of available chlorine
utilizing a contact time of twenty-four (24) hours. No portion of the new work shall be placed in service
prior to disinfection. At the end of the twenty-four (24) hour contact period, all disinfected surfaces and
areas shall be thoroughly flushed from existing water system.
02700 -SEWERAGE AND DRAINAGE
02720- STORM SEW AGE SYSTEMS
All storm sewer pipe material shall be per the more stringent of the following criteria:
a) Lowe's minimum criteria as specified herein or as noted on the drawings;
b) Local ordinance, or governing authority criteria.
MA TERlALS:
Backftll Materials:
When porous backfill is specified, it shall be clean, natural washed sand (ASTM C-
144-70).
Stone Aggregate:
The stone aggregate material shall conform to state and local D.O. T. specifications.
Bituminous Coated Corrugated Metal Pipe (BCCMP): Corrugated metal pipe shall conform to ASTM A440 or
AASHTO M218. Pipes and fittings shall be fully bituminous coated in accordance with AASHTO M190, in lieu
of (BCCMP) aluminized steel Type-2 CMP, manufactured per AASHTO M-274 may be used. Pipes and fittings
shall be minimum 16 gauge for pipes 15" and 18" in diameter pipes and 14 gauge for 24" and 30" pipes gauge;
but not less than gauges and sizes otherwise indicated on the Drawings. Each pipe shall be clearly marked to
show class or gauge, date of manufacture, and name or trademark of the manufacturer. Joints for corrugated
metal pipe, pipe arches and fittings shall be outside collars or coupling bands of galvanized steel angles riveted
near the ends and bolted through angles to draw the bands tight.
REINFORCED CONCRETE PIPE (RCP):
1. Pipe shall be Class III or as shown on Drawings, conforming to ASIM Specification C- 76.
2. Joints shall confonIl to ASlM Specification C-443.
POLYETHYLENE PIPE:
Smooth interior corrugated Polyethylene Pipe and fittings shall be high density polyethylene conforming to
applicable ASTM & AASHTO designations M294 and M252 standards. Polyethylene pipe is only permitted
when specifically indicated on the Drawings and must be in- stalled in accordance with pipe manufacturer's
installation guidelines for Heavv Duty Drainage applications.
ADS-Nl2 Pipe "Surelock" Pipe
Advance Drainage Systems, Inc. Hancor, Inc.
3300 Riverside Drive or 401 Olive Street
Columbus, Ohio 43221 Findlay, OH 45840
614-457-3051 888-For-Pipe
or
Smooth Interior Type S
Lane Enterprises, Inc.
34 Strohm Road
Shippensburg,P A 17257
717-532-5959
REV: 09-16-99
REV: 09-07-99
DIVISION 2
PAGE 18 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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REV: 01-03-96
REV: 11-25-96
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DROP INLET, CATCH BASIN, AND MANHOLE:
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1. Structure: Cast in place structures shall at minimum meet Dept. of Transportation's standards
for heavy duty traffic loading, but shall in no case be brick or block laid. '
2. Concrete confonll to ACI 301-66 for working stress concrete work. A twenty-eight (28) day
compressive strength of 3000 psi.
3. Precast concrete structures meeting local standards shall conform to ASTM Specification
C478-67 may be used at the Contractor's option.
4. Frame Castings: Securely hold in place to proper line and grade and make an integral part of
the completed structure. .
5. Manhole Steps: Solid cast iron of standard pattern. and built into the walls of all structures
where indicated. Manhole steps shall be similar and equal to Clow-National, F-3650.
6. Frames, Covers and Grates: Cast iron to size and type as detailed on Drawings.
7. All structures shall be kept clean of silt, debris and other foreign matter,
Headwall: All headwalls shall be constructed of concrete, or materials as specified in Division 3 -
CONCRETE.
Stone Rip-Rap: Meeting State D.O.T. Specifications, and unless noted otherwise on Drawings, shall
have a median stone size of 6". All rip-rap shall be installed over a medium weight' non woven
geotextile fabric.
EXECUTION
1. Pipe Installation Requirements:
A. Preparation of Trenches for Pipe Laying:
1) Width of trenches at any point below top of pipe shall not be greater than outside
diameter of pipe plus sixteen (16") inches, to permit satisfactory jointing and
thorough tamping of bedding material under and around pipe. Care shall be
taken not to over-excavate.
2) Trenches shall be kept free from water until the pipe is laid and trench backfilled
and mortar has sufficiently hardened.
3) Trenches shall be shored, barricaded and maintained in such a manner as to
protect workmen and the public from danger.
4) The depth of the trench will be taken at each grade board and the average of the
two adjacent depths will be used to compute the depth of the cut for that section.
If drainage lines are placed by use of laser beam, trench depths are to be
measured at points where grade boards would otherwise be. All drainage lines
will be measured horizontally from center to center of drop inlets.
B. Preparation of Foundation for Pipe Laying:
1) The foundation in the trench shall be formed to prevent any subsequent
settlement which might result in excessive pressure and consequent rupture of the
pipes. Batter boards shall be set at fifty (50') foot intervals to check the line and
invert grade.
DIVISION 2
PAGE 19 OF 34
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2) Whenever wet or unstable soil incapable of adequately supporting pipe is
encountered in trench bottoms, under the guidance of the Geotechnical Engineer,
remove such materials to depth required and replace to the proper grade with
appropriate fill.
3) Provide bedding surface for pipe on a fIrm foundation of uniform density
throughout length of pipe. Carefully bed pipe in a soil foundation which is
accurately shaped and rounded to confom1 to lowest one-quarter outside portion
of pipe with bedding tamped frrmly. Bell holes and depressions for joints shall be
only of such length, depth and width as required for properly making particular
type joints.
C. Pipe Laying:
1) The Contractor shall carefully examine each length of pipe before laying and shall
not lay any defective pipe.
2) Commence laying pipes in finished trenches at the lowest point
3) Lay all pipes with ends abutting, true to line and grade. Fit and match pipes in a
manner so that when laid they will form a sewer with a smooth and uniform
invert.
4) Clean ends of pipe carefully before lowering into trenches. The pipes shall be so
lowered as to avoid unnecessary handling in the trench.
5) Set joints frrmly according to line and grade. Join together in a manner to
produce assembly that will be structurally sound and watertight.
D. Backfilling Trenches
REV: 11-25-96
REV: 01-03-95
1)
After bedding has been prepared and pipe installed. select material with a
moisture content that will facilitate compaction, and place along both sides
of pipe in layers not exceeding four (4") inches in compacted depth. Bring
backfill up evenly on both sides of pipe for its full length. Care shall be taken
to insure thorough compaction of fill under haunches of pipe. Thoroughly
compact each layer with mechanical tampers and rammers. Continue this
method of filling and compacting until fill has reached an elevation of at
least twelve (12") inches above the top of pipe. Backfill and compact
remainder of trench by spreading and rolling, or compact by mechanical
rammers or tampers in layers of four (4") inches.
2)
If moved, wet down each layer of fill and backfill to obtain suitable moisture
content. Compaction shall then be to a minimum of ninety-five (95%)
percent of the Standard Proctor Maximum Dry Density (ASTM, Spec.
D698).
3)
Puddling of water flooding for consolidating the backfilling will not be
allowed.
4)
Walking or working on the complete pipeline, except as may be necessary in
tamping or backfilling, will not be permitted until the trench has been
backfilled to a height of at least two (2) feet above the top of the pipes.
5)
The filling of the trench shall be carried on simultaneously on both sides of
the pipes in such a manner that injurious side pressures do not occur.
DIVISION 2
PAGE 20 OF 34
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2. Drainage Structures Installation Requirements:
A. Catch basins and junction boxes shall be precast per State Dept. of Transportation's
heavy traffic loading. Construct weirs, headwalls and similar structures of reinforced
concrete unless otherwise indicated; precast concrete units at Contractor's option.
1) Provide concrete foundations for manholes and other structures as indicated.
2) Concrete structures shall be reinforced.
3) All concrete construction shall receive a smooth formed fmish in accordance with
ACl-30 1- 72 on all surfaces exposed to exterior or interior of structure; rough
formed for all unexposed construction.
4) Moist cure concrete for a minimum of seven days after placing.
B. Where manholes occur in pavement, set tops of frames and covers flush with fmish
surface. Elsewhere, set tops 3" above fmish surface, unless otherwise indicated.
C. Backfill at structures and compact as specified for building walls, in accordance with
earthwork section.
D. Install stone rip-rap at all locations where water is released from drainage system, to
prevent scour. Place stone rip-rap on subgrade compacted in accordance with
Earthwork section.
02725 - PRECAST TRENCH DRAIN SYSTEM
TRENCH DRAIN AT SEASONAL DISPLAY AREA (IF INDICATED ON DRAWINGS)
Furnish and install trench drain system with length as indicated on Sheet S-I. Provide all required
outlets, end plates, connectors, installation brackets, sidewall extensions, locking devices, etc. for a
complete and operable system.
Six Inch (6") Drain System: Provide "Polydrain System" as manufactured by ABT, Inc., KlOOS drain as
manufactured by ACO Polymer Products, Inc., or 600 Series (pre-sloped) drain as manufactured by
StrongwelJ (Formerly Quazite).
The grate shall be perforated, heel-proof, heavy duty galvanized steel (Class "C") with the exception of
the grate at doorways. Provide an approximately 9' -6" long portion of ductile iron solid cover (heavy
load -Class D) grate centered on the door.
Installation performed must be in accordance with drain manufacturer's installation guidelines.
TRENCH DRAIN AT TRUCK WELL
Furnish and install trench drain system as indicated on Sheets S-I and S-2 in accordance with all
manufacturer's instructions and details. Provide all required outlets, end plates, connectors, installation
brackets, sidewall extensions, locking devices, etc" for a complete and operable system.
Six Inch (6") Drain System Provide "Polydrain System" with #502 ductile iron grate as manufactured
by ABT, Inc" KlOOS drain with #461 ductile iron grate as manufactured by ACO Polymer Products,
Inc" or 600 Series (pre-sloped) drain with #64ID ductile iron grate as manufactured by Strongwell.
REV: 06-15-98
REV: 08-06-97
DIVISION 2
PAGE 21 OF 34
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ACCEPTABLE MANUFACTURERS:
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ABT, Inc. (polydrain)
PO Box 837
359 Murdock Road
Troutman, NC 28166
Phone: 1-800-438-6057
(or) 704-528-9806
A CO Polymer Products, Ine.
12080 Ravenna Road
Chardon, OR 44024
Phone: 704-552-7771
Strongwell (polycast)
(Formerly Quazite)
#6 Way Road
Middlefield, CT 06455
Phone: 203-349-7019
02730 - SANITARY SRW AGE SYSTEM
REV: 11-25-96
REV: 08-06-97
LINES AND GRADES
Lines and grades shall be set to. conform to those shown on the Drawings. Grades and pipe lengths
shown on the plans are approximate. The Contractor is responsible for locating manholes at proper
locations and at invert elevations shown on Drawings.
EXCAVATION FOR PIPE LINE TRENCHES
Not more than three-hundred (300') feet of trench shall be opened ahead of the pipe laying and not more
than two-hundred (200') feet of open ditch shall be left behind the pipe laying.
Trenches shall be excavated in open cut to the depth shown on the Drawings. Trenches shall be of
sufficient width to provide free working space on each side of the pipe and to permit proper backfilling
around the pipe. Trenches shall not be excavated wider than one (I ') foot, six (6") inches, plus the
nominal diameter of the pipe at the point twelve (12") inches above the level of the crown on the pipe.
Depth of excavation shall be such that a minimum of 42" compacted fill is provided over top of pipe.
The Contractor shall provide adequate facilities for promptly removing water from all excavation. The
trench shall be excavated to the required depth and width and bell holes dug in the bedding in advance
of pipe laying.
The laying of gravity sewer pipes in finished trenches shall be commenced at the lowest point so that
the spigot ends point in the direction of the flow. All pipes shall be laid with ends abutting and true to
the line and grade indicated on the Drawings or as directed by the Owner. They shall be fitted and
matched so that when laid in the work they will form a sewer with a smooth. and uniform invert. All
gravity sewer shall be bedded in accordance with manufacturer's recommendation for the proposed
depth of sewer, and as may be detailed in the contract drawings. In no case will the supporting of pipes
on blocks or earth mounds be permitted.
All open ends of the pipe and of branches shall be sealed with stoppers or bulkheads firmly held in
place in a manner acceptable to the Owner. Open ends of unfinished pipe lines shall be securely
plugged or closed at the end of each day's work or when the line is left temporarily at any other time
INSPECTION OF LINES DURING CONSTRUCTION
The Contractor shall notify the Owner and local authorities when the pipe will be received on the job so
that arrangements may be made for inspecting the pipe.
Before the Contractor backfills any of the lines. thev shall first notifv the Owner and Local Authorities.
The Local Authorities shall trive the Contractor permission to oroceed with the backfillinl!:. The
Contractor shall provide 48 hours notice prior to inspection. If any joints, pipes, or other workmanship
or materials are found to be defective, they shall be removed and replaced.
DIVISION 2
PAGE 22 OF 34
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REV: 10-01-96
REV: 11-25-96
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FINAL INSPECTION OF GRA VITY SEWER LINES
Prior to fmal acceptance of completed sewer lines, the lines shall be inspected and/or tested to ensure
compliance with the following provisions:
A.
After the sewer lines have been brought to completion and prior to fmal inspection, the
Contractor shall clean out the entire system by pushing through each individual line in the
system from manhole to manhole appropriate tools for the removal from the lines of any and
all debris and obstructions or may, if possible, flush clean with water or remove by hand.
B.
All lines or sections of lines that are found to be laid improperly with respect to line and grade,
that are found to contain broken sections of pipe, or are obstructed in such a manner that they
cannot be satisfactorily corrected otherwise, shall be removed and replaced.
c.
The Contractor will be required to lay sewer lines so that the ground water infiltration shall not
average more than twenty-five (25) gallons per twenty-four (24) hours per inch of nominal
diameter per mile of sewer. These requirements may be applied to any single section of line. In
order to test such infiltration, the Owner may require that the Contractor plug the open ends of
all lines so that measurements may be made at each section of the sewer line.
D.
The Contractor will be required to perform a low pressure air test on twelve (12") inches and
smaller sewer lines as a condition to fmal acceptance. The lines will be tested end to end.
Basically, the test will consist of installing a special pneumatic plug in the line and
pressurizing the line to about 4 psi. After a two (2) minute temperature stabilization period, the
line pressure is brought to 3.5 psi and timing is begun with a stop watch. The time required for
a drop in pressure of one ( 1) psi will be recorded. The minimum time in minutes for this
pressure drop of one (1) psi will be recorded. The minimum allowable time in minutes for this
pressure drop to occur shall not exceed 0.472 times the inside pipe diameter. For example, on a
twelve (12") inch pipe this would be 0.472 x 12 = 5.664 minutes, or five (5) minutes, forty (40)
seconds. If the time for the one (1) psi pressure drop is less than the calculated value, the line
shall be repaired and re-tested until it passes the test. The test will be conducted in the presence
of the Owner and a complete tabulated report of the tests for each section of the sewer will be
prepared and submitted to the Owner.
E.
Sewer lines that do not meet the air testing requirements will not be accepted. The Contractor
shall be responsible for all costs associated with corrective measures required for the sewer
lines to pass this test.
DIVISION 2
PAGE 23 OF 34
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02800 . SITE IMPROVEMENTS
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02830. FENCES AND GATES
CHAIN LINK FENCES AND GATES
SCOPE:
Contractor shall furnish and install chain link fencing as shown on the Drawings. All material installed
shall be new and in frrst class condition. Dented, bent, broken, warped, defective, or rusting materials
will be considered unacceptable. All chain link fence fabric, posts, rails, wires, and miscellaneous
fittings and hardware shall be hot dipped, galvanized. Fence fabric shall be hot dipped galvanized after
fabrication. All fittings and connections shall be installed from the inside of the fence so as to prevent
unauthorized removal from the outside. Upon installation, all bolts on connections shall be rendered
vandal-resistant by knocking down threads or track welding. Submit shop drawings which provide
details and dimensions for gates and fencing as required.
The bottom of the fence shall, in general, follow the contour of the ground. The maximum vertical
clearance between ground and the fence fabric (including gates) shall be two inches. In addition, the
maximum horizontal clearance between fence-to-fence components or fence-to-building components
shall be two inches. Field conditions that would cause this design requirement not to be met shall be
reported to the designer and shall be the responsibility of the Contractor to correct. Submit complete
Shop Drawings indicating posts size and spacing and fabric type for Owner's approval.
The fence shall be set one foot inside the property line or as specified on the Drawings.
MATERIALS:
I. FABRIC (if indicated on Drawings) - Fabric for chain link fencing shall be composed of nine
(9) gauge wire (if uncoated), with two (2) inch mesh (unless receiving redwood slats, then
3"x5" mesh). Top and bottom of fabric shall be twisted and barbed. No horizontal splicing is
acceptable. Fabric in garden center II gauge core wire with a minimum break load of 850 Ibs.,
and fully vinyl coated steel to produce a 8 gauge total thickness (black unless otherwise
indicated in the Drawings.)
2. HEAVY DUTY FABRIC (if indicated on Drawings) - Fabric for heavy duty chain link
fencing shall be composed of eleven (11) gauge with 5/8" mesh and fully vinyl coated
galvanized steel. (Black unless otherwise indicated in the Drawings).
3. A. UNE POSTS (10'-0" and/or 12'-0" mGH) -Line posts, when no slats are called for, shall
be three (3) inches o.d., high strength steel. Posts shall be spaced not more than ten (10)
feet apart, center to center. Line posts, when slats or heavy duty fabric are called for, shall
be 4" o.d., high strength steel. Posts shall be spaced not more than eight (8) feet apart,
center to center.
B. UNE POSTS (20'-0" mGH, if applicable) -Line posts, when no slats are called for, shall
be four (4) inches o.d., high strength steel. Posts shall be spaced not more than ten (10)
feet apart, center to center. Line posts, when slats or heavy duty fabric are called for, shall
be 6 5/811 o.d., high strength steel. Posts shall be spaced not more than six (6) feet apart,
center to center.
C. UNE POSTS (16'-0" mGH, if applicable) -Line posts, when no slats are called for, shall
be four (4) inches o.d., high strength steel. Posts shall be spaced not more than ten (10)
feet apart, center to center. Line posts, when slats or heavy duty fabric are called for, shall
be 6 5/8" o.d., high strength steel. Posts shall be spaced not more than eight (8) feet apart,
center to center.
REV: 11-12-99
REV: 12-28-99
DIVISION 2
PAGE 24 OF 34
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REV: 11-12-99
REY: 08-12-99
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4. TERMINAL AND CORNER POSTS (10'-0",12'-0",16'-0", and 20'-0" mGH) - Tenninal and
comer posts shall be four (4) inches o.d. high strength steel, when no slats are called for; when
slats are called for, shall be 6 5/8'1 o.d., high strength steel. The Contractor shall ensure that no
"gaps" between tenninal posts and adjacent construction exceed 2".
5. SWING GATE POSTS -Swing gate posts shall be as follows:
GATE LEAF POSTS WEIGHT
3' - 8' 4" 0.0. 9.111bsILF
8' - 18' 6 5/8" O.D. 18.97 IbsILF
18' - 25' 8 5/8" O.D. 28.55 IbsILF
6. TOP, BOTTOM, AND INTERMEDIATE RAILS - Top, bottom, and intermediate rails (where
shown) shall be tubular steel, 1 5/8" o.d. weighing not less than 2.27 1bs. per linear foot.
Expansion coupling shall be provided. Rails above all gates shall be 2" o.d. Schedule 40.
7. FABRIC TIES - Fabric ties for attaching fabric to posts and rails shall be No.6 gauge
aluminum snip or stainless steel wire.
8. BRACES - Braces shall be I 5/8" o.d. tubular steel weighing not less than 2.27 pounds per
linear foot.
9. TENSION BARS - Tension bars shall be No. 11 gauge, 3/16 inch x 3/4 inch steel.
10. TENSION BANDS - Tension bands shall be No. 11 gauge beveled edge type with 3/8inch
diameter square shouldered aluminum carriage bolts, non-removable from outside the fence.
11. EXTENSION ARMS - Extension arms if shown on drawings on line posts shall be pressed
steel. Extension arms on tenninal, gate and comer posts shall have heavy malleable iron bases
with pressed steel extension arms.
12. TENSION WIRE AND TURNBUCKLE - Tension wire shall be NO.7 gauge steel wire.
Turnbuckle shall be of an approved gauge and design.
13. TRUSS RODS AND TURNBUCKLE -Truss rods shall be 3/8 inch diameter steel with
turnbuckle of an approved gauge and design.
14. A. FOOTINGS (10' -0" and/or 12'-0" mGH) - Footings shall be 2,500 psi after twenty- eight
(28) days concrete. Diameter and depth of footings shall be as indicated in the drawings.
C. FOOTINGS (16' and/or 20'-0" IDGH, if applicable) - Footings shall be 2,500 psi after
twenty-eight {28) days concrete. Diameter of footings shall be 12" for 4" posts and 18" for
65/8" posts. Footings shall be as indicated in the drawings.
15. SWING GATES
A. FRAMES -Frames shall be two inches o.d., weighing not less than 2.72 pounds per linear
foot. Frames shall have internal bracing of I 5/8 inches o.d. tubular steel, weld at joints to
provide tight and watertight construction. Frames, hinges, latches, and all appurtenances
shall be hot dipped galvanized. Welded items shall be hot dipped galvanized after
fabrication.
B. FABRIC -Fabric shall be as -specified above.
DIVISION 2
PAGE 25 OF 34
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REV: 08-20-98
REV: 04-29-99
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C. HINGES -Hinges shall be double clamping non-lift-off offset type allowing gates to swing
back parallel with .line of fence and shall be made of malleable iron and forgings.
Tack weld hinge pins in place so as to prevent unauthorized removal. Hinge pins shall be
non-removable.
D. LATCHES - Latches, unless specified otherwise, shall be eccentric double locking type
engaging strikes on gate frame at the top and bottom. Latch shall engage a heavy
malleable iron, non-freezing gate stop anchored in concrete footing. Concrete shall be
crowned at top to shed water. Where stops occur at pavement, they shall be at
approximately same elevation as top of pavement. A malleable iron, gravity type latch
shall be furnished which automatically engages pin in welded gate frame. All latches shall
be constructed so as to be locked with padlock.
16. CANTLEVER SilOING GATE - Contractor shall supply an internal roller in an enclosed
track cantilever slide gate as manufactured by Anchor Fence, Inc., 6500 Eastern Avenue,
Baltimore, MD 21224, (410) 633-6500, Tymetal Corporation, 2566 State Route 40;
Greenwich, NY 12S34 (51S) 692-9930, or Security Fence Mfg. & Supply Co. Inc., 4301 46th
St., Bladensburg, MD 20710, (301) 927-40S0, no substitutes allowed. Gate to be made of
aluminum. Fabric filler to match accompanying fence. Gate to be installed in accordance with
manufacturer's specifications. If "J" bolts are utilized to secure fence fabric, bolts shall be
tightened against gate frame so as to prevent unauthorized removal of fence fabric. Bolt
threads must be knocked down or tack welded so as to prevent nut removal. Contractor shall
submit shop drawings of gates to Owner for approval prior to fabrication. Contractor shall
ensure no "gaps" over 2" after fmished installation.
17. AUTOMATIC SilOING GATE OPERATOR AND CONTROLS - If shown on Drawings,
fencing contractor shall furnish and install an automatic sliding gate operator with controls.
Gate operator shall be powered by a 3/4 HP, 20SV, 1 phase motor, Stanley Model 550-421.
Power to operator shall be fed as shown with 3 # 10 wires in a I IT conduit. The electrical
contractor shall make all necessary electrical connections. System shall consist of an interior
(3) button station #320-0663 and master control in delivery office, with an with an intercom
#320-0716 deluxe mounted at automatic gate as shown on Drawings. Fencing contractor shall
furnish all necessary items required to insure complete, operable system, tested and ready for
operation, whether every item is shown/specified or not.
IS. REDWOOD SLATS - When indicated on Drawings, redwood slats shall be 2 3/S" wide by a
minimum of liS" thick to the length specified by the height of the fence.
Slats shall be interwoven, vertical, and aligned securely to the fence fabric.
19.
PLASTIC SLA TS -When indicated on the Drawings, plastic slats shall be 1 liS" wide, 11
gauge, to the length required by the height of the fence. The slat shall be as manufactured by
PDS, Division of A & B Plastics, Inc. Yakima, Washington, (509-24S-9955). Color of slat to
be black with bottom receiving channel provided.
20.
WINDSCREEN -When indicated on the drawings, windscreen shall be "TENN-AIR" as
manufactured by M. Putterman & Co., Inc., Chicago, IL. (SOO-621-0 146). Windscreen shall
be installed taut and full height of the chain link fencing fabric unless otherwise shown on the
Drawings. Install per manufacturer's recommendations on the inside face of the fence with
breakaway ties. Provide all accessories for a complete installation. Color shall be dark green
unless otherwise noted on the Drawings.
21.
State Right Of Way fence shall be installed where indicated in the drawings. Fence type,
materials, and installation shall meet the specifications in Section 603 of the Indiana
Department of Transportation Standard Specifications and the approval of the Owner.
DIVISION 2
PAGE 26 OF 34
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REV: 08-12-99
REV: 02-08-99
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TUBULAR STEEL (OR OTHER) FENCES AND GATES
-IF/AS INDICATED ON DRAWINGS
Provide and install fences and gates if/as indicated on the drawings. General design and arrangement
shall be as shown on the drawings. Minor modifications for structural purposes may be required. Fence
system design shall be certified by a Registered Engineer. Submit complete Shop Drawings sealed by a
registered engineer licensed in the jurisdiction of the project. Provide details and dimensions for gates
and fencing on shop drawings as required.
1. MATERIALS
Generic steel members shall meet ASTM A 36. Steel tubing shall meet ASTM A 500.
All fence members and accessories shall be hot-dip galvanized complying with
ASTM A 123.
2. TUBULAR STEEL SWING GATES
A. Design of gates shall be as shown on the drawings.
B. Bracing: Provide diagonal adjustable length truss rods on gates to prevent sag.
C. Hardware Materials: Galvanized steel or maileable iron shapes to suit gate size.
D. Hinges: Structurally capable of supporting gate leaf and allow opening and closing
without binding. Non-lift-off type hinge design shall permit gate to swing 1800 (3.14
rad). Tack weld hinge pins in place so as to prevent unauthorized removal. Hinge pins
shall be non-removable.
E. Latch: , Capable of retaining gate in closed position and have provision for padlock.
F. Keeper: Provide keeper for each gate leaf over 5' wide. Gate keeper shall consist of
mechanical device for securing free end of gate when in full open position.
G. Double Gates: Prod drop rod to hold both leaves. provide gate stop pipe to engage
center drop rod. Provide locking device and padlock eyes as an integral part of latch,
requiring one padlock for locking both gate leaves.
3. TUBULAR STEEL CANTILEVER SUDING GATES
A. Gate Frames: Fabricate cantilever slide gates using 2" square aluminum members,
ASTM B 221, alloy and temper 6063-T6, weighing 0.94 Ib.ft. Weld members
together forming rigid one-piece frame integral with top track. Provide 4 truck
assemblies for each gate leaf. Gates shall be shipped in 4 parts and field spliced with
special attachments provided by the manufacturer.
The gate frame shall be made in 2 sections (upper and lower). These sections shall be
bolted together and internally sleeved through the vertical members (see drawing for
details).
For gates over 8'-0" Opening: Internal uprights I" x 2" aluminum members welded in
gate frames at approximately 8' on center, subdividing frame into panels.
Gate Leaf Sizes
15 ft. to 22 ft. (see drawings)
Cantilever Suo port (overhanl!:)
10' -0"
DIVISION 2
PAGE 270F 34
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REV: 08-20-98
REV: 06-11-98
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B. Bracing: Provide diagonal adjustable length truss rods, of 3/8" galvanized steel, in
each panel of gate frames.
C. Top Track/Rail: Enclosed, combination one-piece track and rail, aluminum extrusion
with weight of 3.72 lb.lft. Track to withstand reaction load of 2,000 lb.
D. Truck Assembly: Swivel type, zinc die cast, with 4 sealed lubricant ballbearing rollers
2" in diameter by 9/] 6" in width, and 2 side rolling wheels to ensure truck alignment
in track. Mount trucks on post brackets using 7/8" diameter ball bolts with 1/2" shank.
Design truck assembly to withstand same reaction load as track.
E. Gate Hangers, hatches, Brackets, Guide Assemblies, and Stops: Malleable iron or
steel, galvanized after fabrication. Provide position latch with provisions for
padlocking.
F. Bottom Guide Wheel Assemblies: Each assembly shall consist of two 4" diameter
rubber wheels, straddling bottom horizontal gate rail, allowing adjustment to maintain
gate frame plumb and in proper alignment. Attach one assembly to each guide post.
G. Automatic Sliding Gate Operator and Controls: If shown on Drawings, fencing
contractor shall furnish and install an automatic sliding gate operator with controls.
Gate operator shall be powered by a 3/4 HP, 28V, I phase motor, Stanley Model 550-
421. Power to operator shall be fed as shown with 3 # 10 wire in a 1" conduit. The
electrical contractor shall make all necessary electrical connections. System shall
consist of an interior (3) button station #320-0663 and master control in delivery
office, with an intercom #320-0716 deluxe mounted at automatic gate as shown on
Drawings. Fencing contractor shall furnish all accessory items required to insure
complete, operable system, tested and ready for operation, whether every item is
shown/specified or not.
4. ACCESSORIES
A. Tubular Steel Fence Accessories: Provide indicated items required to complete fence
system. Galvanize each ferrous metal item in accordance with ASTM B695 and finish
to match framing.
B. Post Caps: Formed steel, cast of malleable iron or aluminum alloy, weather-tight
closure cap. Provide one flat style post cap for each post.
5. FINISH
A. All materials shall have a smooth uniform fmish.
B. Prime and paint all welded areas where galvanized coating is burned away or
otherwise damaged with zinc rich primer.
C. All fence members and accessories shall be finish painted using an industrial D.T..M.
(Direct to Metal) acrylic semi-gloss paint. Surfaces shall receive one coat (2 mils
DFT).
EXECUTION
Install fence and gates as described herein. Refer to details on Drawings coordinate with the work of all
other relative trades. Adjust all hardware for smooth operation.
DIVISION 2
PAGE 280F 34
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02900 - LANDSCAPING
02920- SOIL PREP ARA TION
TOPSOIL
Topsoil shall be placed 4 inches to 6 inches deep over all areas to be grassed, using salvaged topsoil to
the extent possible and topsoil from offsite borrow to supplement that salvaged. Topsoil shall be natural
soil of the region, free from lumps, clay, toxic substance, sticks, debris, vegetation, stones over I inch in
maximum dimension, and suitable for growing grass. Topsoil shall be spread over the areas to be
grassed and shall be fine graded so as to be suitable for sowing.
02930 - LAWNS AND GRASSES
The area noted on the plot plan to be seeded shall be spread with 4" minimum of top soil, disk plowed,
leveled, and hand raked smooth. Surface area shall be rolled to remove lumps. All disturbed areas, on or
off site, with respect to the Lowe's project shall be seeded or sodded.
Grass seed shall be a type which will thrive in this area. Submit proposed seed mixture to Owner for
approval. Fertilizer shall be 10-1 0-10 or a type mix suitable for the grass seed used.
Use approximately 135 Ibs. of lime, 40 lbs. offertilizer and 5 lbs. of grass seed for each 1000 sq. ft. of
ground area to be seeded. Cover all grass seed with 2" of crushed straw and water daily for 15 days or
as required by weather conditions. After seeds have germinated, all thin spots shall be re- planted.
The Contractor shall be responsible for watering, mowing, and other maintenance to seeded areas until
the project is accepted by the Owner. A minimum of 85% coverage of sound, healthy grass shall be
required for acceptance.
Where required by climatic conditions, slope, or season of planting, sod may be substituted for seeding
in order to achieve the required coverage.
Embankments equal or greater than 2: 1 slopes shall be covered with jute mesh, staked, and hydro seeded
for proper stabilization.
02950 - TREES. PLANTS. AND GROUND COVERS
SCOPE:
Furnish and plant all material called for on the Drawings. Work shall include furnishing all materials,
labor, tools, transportation, equipment, and supervision required to complete work as specified.
PROTECTION OF EXISTING WORK:
Location of underground work such as existing water lines, electrical conduit, sewer and drainage lines,
and other utilities shall be ascertained or verified by the Contractor prior to initiating work and he shall
protect the same by means acceptable to the Owner before commencing construction, and maintain such
protection until the job is accepted by the Owner.
Protective measures shall be taken to secure walls, walks, driveways, light poles, grasses and structures
from damage. or discoloration. The Contractor shall furnish and install necessary pads, tarpaulins,
burlap, building paper, or clean straw to protect existing work.
REV: 01-14-94
REV: 01-03-95
DIVISION 2
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DELIVERY -UNLOADING - STORAGE:
All plants shall be delivered to the job in good condition and unloaded with care so that balls and tops
are not damaged. Balled and burlapped plants shall not be handled by their tops.
The Contractor shall be responsible for the protection of plants from damage through weather
conditions, improper storage, vandalism, theft, and injury, and shall unload plants in location approved
by the Owner, requiring the minimum amount of moving to locations where they are to be planted.
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Whenever and wherever possible, delivery shall be made within a reasonable time of completion of
planting pits or beds and if unforeseen conditions prevent immediate planting, Contractor shall heel in
plants, watering same if necessary and protect from drying winds and sun in accordance with good
nursery practice.
If in the opinion of the Owner, plants have been damaged through prolonged intervals between delivery
and storage, they shall not be . used in planting, and shall be replaced by new plants conforming to
original specifications.
If plant material obtained by the Contractor from sources other than his own nursery fail to conform to
specifications or is damaged, the Contractor shall remove same from the job at once at his own expense
and replace such material with stock acceptable to the Owner .
Contractor shall ensure that plant material obtained from other sources conforms to specifications in
quantity, size, species, and quality, and any discrepancies or failure to meet standards shall not relieve
him of responsibility .
STAKIN OUT OF WORK:
Spacing of plants shall conform in general to spacing designated on planting plan and specifications,
but variations are permissible when unforeseen site conditions as underground pipes, rock stratus, etc.,
make uniform spacing impractical, in which case the Contractor shall abide by instructions, furnished
by the Owner. Departure from specified spacing will be allowed when site conditions. do not permit the
specified number of plants in a grouping in which case the minimum spacing shall-govern the number
of plants to be placed in the group, and the excess plants shall be located as directed by the Owner. In
the case of hedge plants and edgings, the specified minimum spacing may be waived if approved by the
Owner -
The outline of plant grouping shown on plan shall be regarded as general only, and intermingling of
adjacent groups and spacing of plants where groups adjoin shall be as instructed by the Owner.
The Contractor shall verify through the Owner all locations, dimensions, and grades indicated on the
Drawings, particularly of existing structures, driveways, walks, and walls. Grades shall be established
from bench marks with instrument which shall also be used to turn all angles.
Where proposed grades are not indicated, Contractor shall check with Owner as to intent of plans and
shall in all cases provide necessary pitch on semi-level areas, to drain them to some point designated by
the Owner.
Grades shall take in account height of curb walls, adjacent walks and drives, and depth of proposed
topsoil or mulches.
The Contractor shall call the attention of the Owner to any variation between Drawings and actual
conditions on the site and if such variation exist, shall make the necessary revision to his work in
accordance with the Owner's instruction.
DIVISION 2
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LISTS AND DESCRIPTIONS OF PLANT MATERIAL:
The Contractor shall furnish the plant material as specified and described in this section and in the
Planned Unit Development Ordinance No. Z-344. If any of these specifications are found to conflict
with said ordinance, the ordinance shall govern. Quantities shall be determined by referring to the
Drawings.
Names, species, and varieties of all material furnished by the Contractor shall be in accordance with the
Drawings and Specifications. The Contractor shall furnish, on request of the Owner, satisfactory proof
as to the names and species of any plants in question. Substitutions in species, variety , and size shall be
made only on written authorization of the Owner.
Caliper measurement of trees shall be taken in accordance with recommendations contained in
"Horticultural Standards" of American Association of Nurserymen, Inc., but heights shall be within
limits of minimum and maximum specified.
Shrubs shall be well shaped, full branched plants with heights measured to point in the main perimeter
of branches or foliage rather than to single shoots or leaders. Plants with single stems shall have
sufficient, well spaced side branches to give them weight equal to one grown with numerous canes.
Canes shall be considered as primary stems starting from the ground or from a point not higher than
one-fourth (1/4) the height of the plant.
Sizes of balls shall be at least six inches (6") greater in diameter than the minimum sizes established for
individual types of plants as recommended by "Horticultural Standards" latest edition of American
Association of Nurserymen, Inc. Depth shall be sufficient to encompass the fibroid and feeding root
system necessary for the full recovery of the plant and in no case shall be less than recommended ratios
to diameter as recommended by . Horticultural Standards", latest edition of the American Association of
Nurserymen, Inc. All balls shall be frrm and intact and securely fastened with twine or nails or both.
PLANTING:
Plant pits shall not be prepared and left open for prolonged periods prior to planting. Pits shall be
protected until used so that sides do not crumble and so pits do not become saturated with water. All
damaged pits shall be restored to original condition and shall be drained of surface water before usage.
Depth of pits shall not be more than two inches (2") greater than depth of the ball or roots of bare-root
plants to be received. Diameter of pits shall be such that there is no less than ten inches (10") of space
all around the balls or root spread of bare-root plants, except in the case of trees in which case the space
shall be increased to twenty inches (20"). Bottom of pit shall be thoroughly loosened to a depth of eight
inches (8") before plant is placed in pit. Tops of plants shall not be cut loose until plant is set to correct
depth in pit.
Excavated earth shall be piled sufficiently far back from the edge of the pit to prevent earth sliding back
into pit when plants are placed. Surplus excavated earth shall be disposed of immediately after planting
is completed to prevent mixing of same with topsoil.
Mixture used in backfilling pits shall consist of topsoil and peat moss mixed in the ratio of four to one
(4 to 1) by volume with lIb. of 10-10-10 fertilizer per cubic yard. Mixing shall not be done in the pits.
After plant has been set and pit has been backfilled to two-thirds (2/3) of its depth, mixture shall be
tamped thoroughly and settled with water. When settling has been accomplished, pit shall be brought to
level of adjacent ground with same mixture. Slope fmished grade slightly toward center of plant.
DIVISION 2
PAGE 31 OF 34
"This sheet is subject to those termsJlnd conditions set forth on the cover page forwarded herewith."
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REV: 01-14-94
REV: 01-03-95
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It is the intent of the Plans and Specifications to maintain planted areas as beds, as defmed by
approximate perimeter as shown on Plans. The various filler plants and ground covers specified are to
be used within this perimeter to fill out the beds. All planting within the perimeter of the beds with the
exception of ground covers shall be done as specified for the individual plants.
When individual planting has been completed and perimeter of beds have thus been established, cover
entire bed to a depth of one-half inch (1/2") with peat moss and with cotton seed meal applied at the rate
of one pound (lIb.) to each two hundred (200) square feet of horizontal area. Incorporate same into
grade to a depth of six inches (6") before planting ground covers. Water entire bed after ground covers
have been planted, and then edge perimeter neatly to a pleasing shape before mulching entire bed as
specified under mulches.
Soil conditions for planting shall be such that earth does not coagulate into clods which cannot be
dissolved under normal pressure of the hand. .
Handling of plants shall be done in such a manner to minimize damage to balls or tops. Plants shall be
handled by the ball and not by the top if balled in burlap, and if it is required to straighten or turn a plant
after backftlling has been done, the pit shall be excavated before this is done.
PEAT MOSS - FERTILIZER - MULCH:
Peat moss shall be of good quality.
Fertilizer shall be 10-10-10 and a good quality cotton seed meal.
Mulch shall be pulverized pine bark free of debris and weeds. "Weed Block" fiberglass mat by Easy
Gardener shall be installed where indicated on the Drawings.
WATERING:
Watering of areas planted shall be done on the same day planting is done, and all planted areas shall be
watered as often as necessary as the work progresses, if weather conditions require same. Work shall be
done by competent workmen, with minimum disturbance of adjoining areas. Landscape contractor shall
supply necessary topsoil to compensate for any settling that takes place due to watering.
PRUNING:
Pruning for shape shall be done by the landscape contractor only if so instructed by the Owner. Such
pruning shall consist of shaping the plant to pleasing outline in accordance with good nursery practice.
Cut-back pruning of all dead wood and injured branches shall be done immediately after planting.
Injured or damaged branches shall be cut back to sound live wood in accordance with good nursery
practice, and cuts shall be painted with asphalt tree paint. Shade trees shall be cut back only on
authorization of the Owner and as instructed by him.
Pruning shall be done before fmal watering and all debris and trimmings removed prior to application
of mulch and fmal watering.
DIVISION 2
PAGE 32 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
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REV: 02-14-94
REV: 01-03-95
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SUPPORTS AND GUYS:
Guys shall be furnished and erected by the landscape contractor for all trees to prevent wind movement,
. in accordance with the following instructions:
1. Trees up to one and one-fourth inch (1-1/4") caliper: Three (3) supports spaced triangularly
around trunk at a distance offtfteen inches (15").
2. Trees one and one-fourth inch (1-1/4") to two inch (2") caliper: Three (3) supports spaced
triangularly around trunk at a distance of twenty inches (20").
3. Trees two inches (2") and over in caliper: Three (3) supports spaced triangularly around trunk
in clear areas between perimeter ball and edge of plant pit.
Supports (stakes) shall be two inches (2") by two inches (2") and of sufficient length that on being
driven substantially into the ground, tops of stakes will be no less than two-thirds (2/3) the distance
from ground to lowest branches or forks.
Method of fastening supports to tree shall be by means of galvanized wire looped through sections of
rubber hose and fastened to supports in such a manner that hose sections prevent damage to bark of tree.
When tree has been steadied erect, wires shall be tightened to equalize pressure to prevent any wind
movement. Contractor shall see that there is no twisting strain thrown on tree trunks when slack is taken
up on wires and that rubber hose sections are installed in a manner that there will be no friction damage
to bark.
DISPOSAL OF SURPLUS EARTH:
Surplus earth from plant pit excavations shall be removed from vicinity of planting immediately when it
is possible to ascertain that it is not needed. Contractor shall be responsible for disposing and spreading
of surplus earth.
CLEANING UP:
Debris, including trimmings, empty containers, surplus materials, and all other trash shall be removed
daily as the work progresses.
All walls, walks, paved areas, grassed areas, and structures shall be kept free of litter, clods, and
staining and cleaned or swept immediately when these occur. Trampled clods shall be carefully
removed from grass, and all paving and walls washed down thoroughly on completion of work, leaving
grounds in neat and orderly condition.
All damages to existing turf areas, drains, curbs, structures caused by Contractor in executing contract.
shall be repaired to original condition before project is turned over to the Owner.
MULCHING:
Mulch shall consist of clean, fresh, pulverized pine bark, free of debris, stones and weeds. Mulch shall
be applied to a finish depth of three inches (3 ") to all beds and in the case of individual plantings, to a
symmetrical line established by the size of the plant pit.
Application of mulch shall be made after fmal watering as described under "Plantinl!:". Mulch shall be
applied in layers until required depth is established. Mulch shall be wet down gently to prevent
disturbance by wind if weather conditions require same.
Mulch shall be quality and grade similar to Lowe's product mulch with Item No.92 118.
DIVISION 2
PAGE 33 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
/'~ ~
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REV: 01-14-94
REV: 01-03-95
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u
GUARANTEE:
Method of determining plants to be replaced under guarantee shall be as follows:
The Owner or his representative with authorized representatives of the Contractor shall together make
an inspection of the entire project at the following intervals:
1. On completion of project and prior to final inspection.
2. Three (3) months after acceptance of project by Owner.
3. Ten (10) months after acceptance of project by the Owner.
Plant mortalities and deficiencies, mutually agreed to have been due to causes other than possible abuse
or neglect, or conditions over which the Contractor had no control, shall be noted on these inspections,
and presented by the Owner in letter form, to the Contractor, who shall acknowledge same in writing.
The Contractor shall replace all plants enumerated in letter with new plants, coinciding with original
specifications in material and method of planting. The Contractor may on obtaining written approval of
the Owner, substitute approved varieties or sizes or vary planting method from original specifications,
but such approval shall not relieve him of responsibilities covered by his original guarantee.
Time of replacement shall be in the proper planting season or within (60) days, if notification of
replacements to be furnished under guarantee, is sent to Contractor during planting season.
Approval of date of replacements to be made shall be obtained by Contractor no less than ten (10) days
in advance from the Owner in writing, and Contractor shall not initiate such replacement work without
written approval.
DIVISION 2
PAGE 34 OF 34
"This sheet is subject to those terms and conditions set forth on the cover page forwarded herewith."
Hydraflow Plan View
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7
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Project file: 9926stm1.stm
---fIDF file: indy.IDF
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Hydraflow Storm Sewer Inventory Report
Page l'
Line Alignment Flow Data Physical Data Line 10
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inletl
line length angle type Q area coeff time EIDn slope EI Up size type value coeff RimEl
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 178.0 -90.0 Grate 0.00 1.84 0.95 4.0 814.53 0.33 815.12 36 Cir 0.012 1.50 819.62 Inlet #10
2 1 323.0 -39.0 Curb 0.00 0.60 0.95 4.0 815.62 0.30 816.59 30 Cir 0.012 1.10 821.54 Inlet #11
3 2 158.0 39.0 Curb 0.00 0.47 0.95 4.0 816.67 0.30 817.15 30 Cir 0.012 0.50 821.54 Inlet #12
4 3 147.0 1.0 Curb 0.00 0.40 0.95 4.0 817.65 0.32 818.11 24 Cir 0.012 1.10 822.20 Inlet #13
5 4 100.0 44.0 Curb 0.00 0.40 0.95 4.0 818.20 0.30 818.50 24 Cir 0.012 1.50 823.30 Inlet #14 C:
6 5 49.0 90.0 Curb 0.00 0.00 0.00 5.0 818.98 0.30 819.13 18 Cir 0.012 1.10 823.70 Manhole #15
7 6 254.0 -45.0 MH 8.00 0.00 0.00 0.0 819.23 0.30 819.99 18 Cir 0.012 1.00 823.50 Begin Roof Drain L
8 1 192.0 90.0 Grate 0.00 1.39 0.95 4.0 816.12 0.30 816.70 24 Cir 0.012 1.00 819.62 Inlet #16
9 1 155.0 -90.0 Curb 0.00 0.30 0.95 4.0 816.87 0.50 817.65 15 Cir 0.012 1.00 821.90 Inlet #17
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Project File: 9926stm1.stm I-D-F File: indy.IDF Total number of lines: 9 Date: 08-01-2000
Hydraflow Sum",-Iy Report
u
Page 1
Line Line 10 Flow Line Line Invert Invert Line HGL HGL Minor Ons
No. rate size length ELOn ELUp slope down up loss line
(cfs) (in) (ft) (ft) (ft) ('Yo) (ft) (ft) (ft) No.
1 Inlet #10 41.89 36 c 178.0 814.53 815.12 0.331 817.03 817.61 1.04 End
2 Inlet #11 20.64 30 c 323.0 815.62 816.59 0.300 818.65" 819.35" 0.30 1
3 Inlet #12 16.92 30 c 158.0 816.67 817.15 0.300 819.65" 819.88" 0.09 2
4 Inlet #13 13.84 24 c 147.0 817.65 818.11 0.318 819.97" 820.44" 0.33 3
5 Inlet #14 11.00 24 c 100.0 818.20 818.50 0.300 820.77" 820.97* 0.29 4
6 Manhole #15 8.00 18 c 49.0 818.98 819.13 0.300 821.26" 821.50" 0.35 5
7 Begin Roof Drain L 8.00 18 c 254.0 819.23 819.99 0.300 821.85" 823.11" 0.32 6
8 Inlet #16 11.08 24 c 192.0 816.12 816.70 0.300 818.65" 819.04" 0.19 1
9 Inlet #17 2.40 15 c 155.0 816.87 817.65 0.501 818.65 818.82 0.06 1
Project File: 9926stm1.stm I-D-F File: indy.lDF Total No. Lines: 9 Run Date: 08-01-2000
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; "Indicates surcharge condition.
Hydraflow Storm Sewer Tabulation
Page 1.
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd 1 Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (mln) (min) (in/hr) (cfs) (cfs) (ftIs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 178.0 1.84 5.40 0.95 1.75 5.13 4.0 9.3 6.6 41.89 41.60 6.67 36 0.33 815.12 814.53 817.61 817.03 819.62 820.00 Inlet #10
2 1 323.0 0.60 1.87 0.95 0.57 1.78 4.0 7.5 7.1 20.64 24.33 4.21 30 0.30 816.59 815.62 819.35 818.65 821.54 819.62 Inlet #11
3 2 158.0 0.47 1.27 0.95 0.45 1.21 4.0 6.6 7.4 16.92 24.33 3.45 30 0.30 817.15 816.67 819.88 819.65 821.54 821.54 Intet #12
4 3 147.0 0.40 0.80 0.95 0.38 0.76 4.0 5.8 7.7 13.84 13.81 4.41 24 0.32 818.11 817.65 820.44 819.97 822.20 821.54 Inlet #13
5 4 100.0 0.40 0.40 0.95 0.38 0.38 4.0 5.3 7.9 11.00 13.42 3.50 24 0.30 818.50 818.20 820.97 820.77 823.30 822.20 Inlet #14
6 5 49.0 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 8.00 6.23 4.53 18 0.30 819.13 818.98 821.50 821.26 823.70 823.30 Manhole C
7 6 254.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 8.00 6.23 4.53 18 0.30 819.99 819.23 823.11 821.85 823.50 823.70 Begin Roof D
8 1 192.0 1.39 1.39 0.95 1.32 1.32 4.0 4.0 8.4 11.08 13.42 3.53 24 0.30 816.70 816.12 819.04 818.65 819.62 819.62 Inlet #16
9 1 155.0 0.30 0.30 0.95 0.28 0.28 4.0 4.0 8.4 2.40 4.95 1.98 15 0.50 817.65 816.87 818.82 818.65 821.90 819.62 Inlet #17
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Project File: 9926stm1.stm I-D-F File: indy.IDF Total number of lines: 9 Run Date: 08-01-2000
NOTES: Intensity = 70.161 (Tc + 10.80) ^ 0.79; Return period = 10 Yrs.; Initial tailwater elevation = 817.03 (ft)
Hydraflow Inlet Report
Page 1
Line Line 10 A Inlet I C Q= Q Q Q June Curb Inlet Grate Inlet Gutter Flow Byp
No time CIA ea rry capt byp type line
Ht L area L W So W Sw Sx depth spread No
(ae) (min) (in/hr) (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (ftIft) (ft) (ftIft) (ftIft) (ft) (ft)
1 Inlet #10 1.84 4.0 8.42 0.95 14.71 0.00 14.71 0.00 Grate 0.0 0.00 3.87 23.12 2.00 Sag 2.00 0.020 0.020 0.50 25.04 Offsite
2 Inlet #11 0.60 4.0 8.42 0.95 4.80 0.00 4.80 0.00 Curb 6.0 5.90 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 1
3 Inlet #12 0.47 4.0 8.42 0.95 3.76 0.00 3.76 0.00 Curb 6.0 4.62 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 2
4 Inlet #13 0.40 4.0 8.42 0.95 3.20 0.00 3.20 0.00 Curb 6.0 3.93 0.00 0.00 0.00 Sag 2.00 0.200 0.200 0.50 2.49 3
5 Inlet #14 0.40 4.0 8.42 0.95 3.20 0.00 3.20 0.00 Curb 6.0 3.93 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 4
6 Manhole #15 0.00 5.0 0.00 0.00 0.00 8.00 8.00 0.00 Curb 6.0 14.70 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.38 19.04 5C
7 Begin Root Drain 0.00 0.0 0.00 0.00 8.00. 0.00 0.00 8.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.00 0.00 6
8 Inlet #16 1.39 4.0 8.42 0.95 11.08 0.00 11.08 0.00 Grate 0.0 0.00 2.92 -22.58 20.00 Sag 2.00 0.020 0.020 0.50 25.00 1
9 Inlet #17 0.30 4.0 8.42 0.95 2.40 0.00 2.40 0.00 Curb 6.0 25.52 0.00 0.00 0.00 0.050 2.00 0.050 0.050 0.21 4.20 1
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Project File: 9926stm1.stm II-D-F File: indy.IDF Total number of lines: 9 Run Date: 08-01-2000
NOTES: Inlet N-Values = 0.016; Design depth tor grate(s)::: 0.5 (ft); Intensity::: 70.16/ (Inlet time + 10.80) ^ 0.79; Return period::: 10 Yrs.; . Indicates Known Q added
-I
Hydraflow FL-DOT Report
Page 1.
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-01-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926stm1.stm
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
9 1 Curb 0.012 155.0 0.00 0.00 0.00 4.00 0.86 8.4 0.28 0.00 821.90 818.82 818.65 0.17 15 0.11 1.98 2.40 Inlet #17
0.00 0.00 0.00 2.40 818.90 818.12 15 0.50 4.04 4.95
0.00 0.00 0.00 817.65 816.87 0.78 Cir
-- ---
8 1 Grate 0.012 192.0 0.00 0.00 0.00 4.00 1.07 8.4 1.32 0.00 819.62 819.04 818.65 0.39 24 0.20 3.53 11.08 Inlet #16 C
0.00 0.00 0.00 11.08 818.70 818.12 24 0.30 4.27 13.42
0.00 0.00 0.00 816.70 816.12 0.58 Cir
--- --
7 6 MH 0.012 254.0 0.00 0.00 0.00 0.00 1.41 0.0 0.00 8.00 823.50 823.11 821.85 1.26 18 0.49 4.53 8.00 Begin Roof Drain Un
0.00 0.00 0.00 8.00 821.49 820.73 18 0.30 3.53 6.23 e
0.00 0.00 0.00 819.99 819.23 0.76 Cir
6 5 Curb 0.012 49.0 0.00 0.00 0.00 5.00 0.27 0.0 0.00 0.00 823.70 821.50 821.26 0.24 18 0.49 4.53 8.00 Manhole #15
0.00 0.00 0.00 8.00 820.63 820.48 18 0.30 3.52 6.23
0.00 0.00 0.00 819.13 818.98 0.15 Cir
5 4 Curb 0.012 100.0 0.00 0.00 0.00 5.27 0.56 7.9 0.38 0.00 823.30 820.97 820.77 0.20 24 0.20 3.50 11.00 Inlet #14
0.00 0.00 0.00 11.00 820.50 820.20 24 0.30 4.27 13.42
0.00 0.00 0.00 818.50 818.20 0.30 Cir
4 3 Curb 0.012 147.0 0.00 0.00 0.00 5.83 0.82 7.7 0.76 0.00 822.20 820.44 819.97 0.47 24 0.32 4.41 13.84 Inlet #13
0.00 0.00 0.00 13.84 820.11 819.65 24 0.32 4.40 13.81
0.00 0.00 0.00 818.11 817.65 0.47 Cir
3 2 Curb 0.012 158.0 0.00 0.00 0.00 6.64 0.88 7.4 1.21 0.00 821.54 819.88 819.65 0.23 30 0.15 3.45 16.92 Inlet #12
0.00 0.00 0.00 16.92 819.65 819.17 30 0.30 4.96 24.33
0.00 0.00 0.00 817.15 816.67 0.47 Cir
2 1 Curb 0.012 323.0 0.00 0.00 0.00 7.52 1.79 7.1 1.78 0.00 821.54 819.35 818.65 0.70 30 0.22 4.21 20.64 Inlet #11 C
0.00 0.00 0.00 20.64 819.09 818.12 30 0.30 4.96 24.33
0.00 0.00 0.00 816.59 815.62 0.97 Cir
1 End Grate 0.012 178.0 0.00 0.00 0.00 9.32 0.99 6.6 5.13 0.00 819.62 817.61 817.03 0.58 36 0.33 6.67 41.89 Inlet #10
0.00 0.00 0.00 41.89 818.12 817.53 36 0.33 5.88 41.60
0.00 0.00 0.00 815.12 814.53 0.59 Cir
NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 3.00 (ftIs); Initial tailwater elevation = 817.03 (ft)
Hydraflow Hydraulic Grade Line Computations
Page 1.
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) (%) (%) (ft) (K) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 36 41.89 814.53 817.03 2.50 6.29 6.66 0.69 817.72 0.327 178 815.12 817.61 2.49 6.27 6.68 0.69 818.30 0.329 0.328 0.584 1.50 1.04
2 30 20.64 815.62 818.65 2.50 4.91 4.21 0.28 818.93 0.216 323 816.59 819.35 2.50 4.91 4.21 0.27 819.62 0.216 0.216 0.697 1.10 0.30
3 30 16.92 816.67 819.65 2.50 4.91 3.45 0.18 819.84 0.145 158 817.15 819.88 2.50 4.91 3.45 0.18 820.06 0.145 0.145 0.229 0.50 0.09
4 24 13.84 817.65 819.97 2.00 3.14 4.41 0.30 820.27 0.319 147 818.11 820.44 2.00 3.14 4.40 0.30 820.74 0.319 0.319 0.469 1.10 r:;
5 24 11.00 818.20 820.77 2.00 3.14 3.50 0.19 820.96 0.202 100 818.50 820.97 2.00 3.14 3.50 0.19 821.17 0.201 0.202 0.202 1.50
6 18 8.00 818.98 821.26 1.50 1.77 4.53 0.32 821.58 0.495 49.0 819.13 821.50 1.50 1.77 4.53 0.32 821.82 0.495 0.495 0.242 1.10 0.35
7 18 8.00 819.23 821.85 1.50 1.77 4.53 0.32 822.17 0.495 254 819.99 823.11 1.50 1.77 4.53 0.32 823.43 0.495 0.495 1.256 1.00 0.32
8 24 11.08 816.12 818.65 2.00 3.14 3.53 0.19 818.84 0.205 192 816.70 819.04 2.00 3.14 3.53 0.19 819.24 0.205 0.205 0.393 1.00 0.19
9 15 2.40 816.87 818.65 1.25 1.23 1.96 0.06 818.71 0.118 155 817.65 818.82 1.17 1.19 2.01 0.06 818.88 0.102 0.110 0.170 1.00 0.06
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Project File: 9926stm1.stm II-D-F File: indy.IDF I Total number of lines: 9 I Run Date: 08-01-2000
NOTES: Initial tailwater elevation = 817.03 (ft), . Normal depth assumed., .. Critical depth assumed.
Hydraflow HGL Computation Procedure
Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
c
Col. 8 The velocity of the flow at the downstream end, (Co I. 3 1 Col. 7).
Col. 9 Velocity head (Velocity squared 1 29).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the assumed hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 31 Col. 16).
Col. 18 Velocity head (Velocity squared 1 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Co I. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +1- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. Equals Col. 23 x Col. 18. This amount is added to the upstream HGL and used as the starting HGL for the next upstream line(s).
c
* Normal depth assumed.
** Critical depth assumed.
Hydraflow Plan View
Project file: 9926stm2.stm
6
5
IIDFfile: indy.IDF
c
c
=1 No. Lines: 11
---~ ------.--
08-01-2000
------- - ---
E~~l ~)D'E
Hydraflow Storm Sewer Inventory Report
Page 1.
Line Alignment Flow Data Physical Data Line 10
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inlet!
line length angle type Q area coeff time EIDn slope EIUp size type value coeff RimEl
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 173.0 -90.0 Grate 0.00 1.07 0.95 5.0 813.50 0.36 814.12 36 Cir 0.013 1.50 819.39 Inlet #22
2 1 128.0 -97.0 Grate 0.00 1.08 0.95 5.0 815.12 0.30 815.50 24 Cir 0.013 0.50 819.37 Inlet #23
3 2 74.0 0.0 Curb 0.00 0.19 0.95 5.0 816.25 0.30 816.47 15 Cir 0.013 0.50 819.67 Inlet #24
4 3 24.0 0.0 Curb 0.00 0.19 0.95 4.0 816.56 0.30 816.63 15 Cir 0.013 1.00 819.67 Inlet #25
5 1 323.0 -6.0 Grate 0.00 0.85 0.95 5.0 814.20 0.30 815.17 36 Cir 0.013 0.50 820.90 Inlet #26 C
6 5 211.0 -1.0 Grate 0.00 0.71 0.95 5.0 815.67 0.30 816.30 30 Cir 0.013 1.10 820.90 Inlet #27
7 6 91.0 -53.0 MH 0.00 0.00 0.00 5.0 816.39 0.30 816.66 30 Cir 0.013 0.75 823.10 Manhole #28
8 7 35.0 53.0 Curb 0.00 0.59 0.95 5.0 817.16 0.30 817.27 24 Cir 0.013 1.50 821.75 Inlet #29
9 7 232.0 -37.0 MH 8.00 0.00 0.00 0.0 817.16 0.30 817.86 24 Cir 0.013 1.00 823.50 Begin Roof Drain R
10 8 120.0 -90.0 Gneric 1.50 0.00 0.00 0.0 818.02 0.37 818.46 15 Cir 0.013 0.50 823.50 Manhole #30
11 10 147.0 0.0 Curb 0.00 0.35 0.90 5.0 818.54 0.30 818.98 15 Cir 0.012 1.00 822.75 Inlet #31
C
Project File: 9926stm2.stm I-D-F File: indy.IDF Total number of lines: 11 Date: 08-01-2000
Hydraflow Sum~)y Report
u
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length ELDn ELUp slope down up loss line
(cfs) (in) (ft) (ft) (ft) ('Yo) (ft) (ft) (ft) No.
1 Inlet #22 40.01 36 c 173.0 813.50 814.12 0.358 815.97 816.59 0.96 End
2 Inlet #23 10.90 24 c 128.0 815.12 815.50 0.300 817.55* 817.85* 0.09 1
3 Inlet #24 2.89 15 c 74.0 816.25 816.47 0.300 817.94* 818.09* 0.04 2
4 Inlet #25 1.52 15 c 24.0 816.56 816.63 0.300 818.13* 818.15* 0.02 3
5 Inlet #26 25.70 36 c 323.0 814.20 815.17 0.300 817.55 817.99 0.11 1
6 Inlet #27 20.67 30 c 211.0 815.67 816.30 0.300 818.10 818.54 0.34 5
7 Manhole #28 15.97 30 c 91.0 816.39 816.66 0.300 818.88 819.00 0.13 6
8 Inlet #29 8.02 24 c 35.0 817.16 817.27 0.300 819.13 819.17 0.16 7
9 Begin Roof Drain R 8.00 24 c 232.0 817.16 817.86 0.300 819.13 819.38 0.15 7
10 Manhole #30 3.92 15 c 120.0 818.02 818.46 0.367 819.32* 819.77* 0.08 8
11 Inlet #31 2.52 15 c 147.0 818.54 818.98 0.300 819.85 820.02 0.08 10
.
Project File: 9926stm2.stm I-D-F File: indy.IDF Total No. Lines: 11 Run Date: 08-01-2000
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewer Tabulation
Page l'
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
caeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cts) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 173.0 1.07 5.03 0.95 1.02 4.76 5.0 10.1 6.4 40.01 39.93 6.43 36 0.36 814.12 813.50 816.59 815.97 819.39 817.00 Inlet #22
2 1 128.0 1.08 1.46 0.95 1.03 1.39 5.0 5.4 7.8 10.90 12.39 3.47 24 0.30 815.50 815.12 817.85 817.55 819.37 819.39 Inlet #23
3 2 74.0 0.19 0.38 0.95 0.18 0.36 5.0 5.0 8.0 2.89 3.54 2.35 15 0.30 816.47 816.25 818.09 817.94 819.67 819.37 Inlet #24
4 3 24.0 0.19 0.19 0.95 0.18 0.18 4.0 4.0 8.4 1.52 3.54 1.24 15 0.30 816.63 816.56 818.15 818.13 819.67 819.67 Inlet #25
5 1 323.0 0.85 2.50 0.95 0.81 2.36 5.0 8.4 6.9 25.70 36.53 3.68 36 0.30 815.17 814.20 817.99 817.55 820.90 819.39 Inlet #26 C
6 5 211.0 0.71 1.65 0.95 0.67 1.55 5.0 7.2 7.2 20.67 22.46 4.35 30 0.30 816.30 815.67 818.54 818.10 820.90 820.90 Inlet #27
7 6 91.0 0.00 0.94 0.00 0.00 0.88 5.0 6.7 7.4 15.97 22.46 3.30 30 0.30 816.66 816.39 819.00 818.88 823.10 820.90 Manhole #28
8 7 35.0 0.59 0.94 0.95 0.56 0.88 5.0 6.5 7.5 8.02 12.39 2.58 24 0.30 817.27 817.16 819.17 819.13 821.75 823.10 Inlet #29
9 7 232.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 8.00 12.39 2.83 24 0.30 817.86 817.16 819.38 819.13 823.50 823.10 Begin Roof D
10 8 120.0 0.00 0.35 0.00 0.00 0.31 0.0 5.8 7.7 3.92 3.91 3.20 15 0.37 818.46 818.02 819.77 819.32 823.50 821.75 Manhole #30
11 10 147.0 0.35 0.35 0.90 0.31 0.31 5.0 5.0 8.0 2.52 3.83 2.19 15 0.30 818.98 818.54 820.02 819.85 822.75 823.50 Inlet #31
C
Project File: 9926stm2.stm I-D-F File: indy.IDF Total number of lines: 11 Run Date: 08-01-2000
NOTES: Intensity = 70.16/ (Tc + 10.80) ^ 0.79; Return period = 10 Yrs.; Initial tailwater elevation = 815.97 (ft)
Hydraflow Inlet Report
Page 1
Line Line 10 A Inlet I C Q= Q Q Q June Curb Inlet Grate Inlet Gutter Flow Byp
No time CIA earry eapt byp type line
Ht L area L W So W Sw Sx depth spread No
(ae) (min) (in/hr) (ets) (ets) (ets) (ets) (in) (ft) ( sqft) (ft) (ft) (ftIft) (ft) (ftIft) (ftIft) (ft) (ft)
1 Inlet #22 1.07 5.0 8.00 0.95 8.13 0.00 8.13 0.00 Grate 0.0 0.00 14.27 79.19 3.00 Sag 3.00 0.020 0.020 0.10 5.01 Offsite
2 Inlet #23 1.08 5.0 8.00 0.95 8.23 0.00 8.23 0.00 Grate 0.0 0.00 2.17 6.94 3.00 Sag 3.00 0.020 0.020 0.50 25.00 1
3 Inlet #24 0.19 5.0 8.00 0.95 1.44 0.00 1.44 0.00 Curb 6.0 1.77 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 2
4 Inlet #25 0.19 4.0 8.42 0.95 1.52 0.00 1.52 0.00 Curb 6.0 1.87 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 3
5 Inlet #26 0.85 5.0 8.00 0.95 6.48 0.00 6.48 0.00 Grate 0.0 0.00 1.71 4.18 3.00 Sag 3.00 0.020 0.020 0.50 25.00 1
6 Inlet #27 0.71 5.0 8.00 0.95 5.37 8.00 13.37 0.00 Grate 0.0 0.00 5.35 25.96 3.00 Sag 3.00 0.020 0.020 0.27 13.44 5C
7 Manhole #28 0.00 5.0 0.00 0.00 0.00 8.00 0.00 8.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.00 0.00 6
8 Inlet #29 0.59 5.0 8.00 0.95 4.48 0.00 4.48 0.00 Curb 6.0 5.51 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 7
9 Begin Roof Drain 0.00 0.0 0.00 0.00 8.00. 0.00 0.00 8.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.00 0.00 7
10 Manhole #30 0.00 0.0 0.00 0.00 1.50. 0.00 1.50 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.020 3.00 0.020 0.020 0.15 7.50 8
11 Inlet #31 0.35 5.0 8.00 0.90 2.52 0.00 2.52 0.00 Curb 6.0 3.10 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.50 24.91 8
C
Project File: 9926stm2.stm II-D-F File: indy.IDF Total number of lines: 11 Run Date: 08-01-2000
NOTES: Inlet N-Values = 0.016; Design depth for grate(s) = 0.5 (ft); Intensity = 70.16 / (Inlet time + 10.80) ^ 0.79; Return period = 10 Yrs.; . Indicates Known Q added
Hydraflow FL-DOT Report
Page 1.
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-01-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926stm2.stm
Inere- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (a c) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
11 10 Curb 0.012 147.0 0.00 0.00 0.00 5.00 0.82 8.0 0.31 0.00 822.75 820.02 819.85 0.17 15 0.12 2.19 2.52 Inlet #31
0.00 0.00 0.00 2.52 820.23 819.79 15 0.30 3.12 3.83
0.00 0.00 0.00 818.98 818.54 0.44 Cir
10 8 Gem 0.013 120.0 0.00 0.00 0.00 5.82 0.67 7.7 0.31 1.50 823.50 819.77 819.32 0.44 15 0.37 3.20 3.92 Manhole #30 C
0.00 0.00 0.00 3.92 819.71 819.27 15 0.37 3.19 3.91
0.00 0.00 0.00 818.46 818.02 0.44 Cir
--- ---
9 7 MH 0.013 232.0 0.00 0.00 0.00 0.00 1.29 0.0 0.00 8.00 823.50 819.38 819.13 0.25 24 0.11 2.83 8.00 Begin Roof Drain R
0.00 0.00 0.00 8.00 819.86 819.16 24 0.30 3.94 12.39
0.00 0.00 0.00 817.86 817.16 0.70 Cir
--- ---
8 7 Curb 0.013 35.0 0.00 0.00 0.00 6.48 0.19 7.5 0.88 0.00 821.75 819.17 819.13 0.04 24 0.10 2.58 8.02 Inlet #29
0.00 0.00 0.00 8.02 819.27 819.16 24 0.30 3.94 12.39
0.00 0.00 0.00 817.27 817.16 0.11 Cir
7 6 MH 0.013 91.0 0.00 0.00 0.00 6.68 0.51 7.4 0.88 0.00 823.10 819.00 818.88 0.12 30 0.13 3.30 15.97 Manhole #28
0.00 0.00 0.00 15.97 819.16 818.89 30 0.30 4.58 22.46
0.00 0.00 0.00 816.66 816.39 0.27 Cir
6 5 Grate 0.013 211.0 0.00 0.00 0.00 7.18 1.17 7.2 1.55 0.00 820.90 818.54 818.10 0.44 30 0.21 4.35 20.67 Inlet #27
0.00 0.00 0.00 20.67 818.80 818.17 30 0.30 4.58 22.46
0.00 0.00 0.00 816.30 815.67 0.63 Cir
5 1 Grate 0.013 323.0 0.00 0.00 0.00 8.36 1.79 6.9 2.36 0.00 820.90 817.99 817.55 0.44 36 0.14 3.68 25.70 Inlet #26
0.00 0.00 0.00 25.70 818.17 817.20 36 0.30 5.17 36.53
0.00 0.00 0.00 815.17 814.20 0.97 Cir
-- -- C
4 3 Curb 0.013 24.0 0.00 0.00 0.00 4.00 0.13 8.4 0.18 0.00 819.67 818.15 818.13 0.01 15 0.06 1.24 1.52 Inlet #25
0.00 0.00 0.00 1.52 817.88 817.81 15 0.30 2.88 3.54
0.00 0.00 0.00 816.63 816.56 0.07 Cir
3 2 Curb 0.013 74.0 0.00 0.00 0.00 5.00 0.41 8.0 0.36 0.00 819.67 818.09 817.94 0.15 15 0.20 2.35 2.89 Inlet #24
0.00 0.00 0.00 2.89 817.72 817.50 15 0.30 2.88 3.54
0.00 0.00 0.00 816.47 816.25 0.22 Cir
NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 3.00 (ftls); Initial tailwater elevation = 815.97 (ft)
Hydraflow FL-DOT Report
Page 2-
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-01-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926stm2.stm
~
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
2 1 Grate 0.013 128.0 0.00 0.00 0.00 5.41 0.71 7.8 1.39 0.00 819.37 817.85 817.55 0.30 24 0.23 3.47 10.90 Inlet #23
0.00 0.00 0.00 10.90 817.50 817.12 24 0.30 3.94 12.39
0.00 0.00 0.00 815.50 815.12 0.38 Cir
1 End Grate 0.013 173.0 0.00 0.00 0.00 10.15 0.96 6.4 4.76 0.00 819.39 816.59 815.97 0.62 36 0.36 6.43 40.01 Inlet #22 C
0.00 0.00 0.00 40.01 817.12 816.50 36 0.36 5.65 39.93
0.00 0.00 0.00 814.12 813.50 0.62 Cir
C
NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 3.00 (fUs); Initial tailwater elevation = 815.97 (ft)
Hydraflow Hydraulic Grade Line Computations
Page 1.
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) ('Yo) (ft) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) ('Yo) ('Yo) (ft) (K) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 36 40.01 813.50 815.97 2.47 6.23 6.42 0.64 816.61 0.357 173 814.12 816.59 2.47 6.22 6.43 0.64 817.23 0.358 0.357 0.618 1.50 0.96
2 24 10.90 815.12 817.55 2.00 3.14 3.47 0.19 817.74 0.232 128 815.50 817.85 2.00 3.14 3.47 0.19 818.04 0.232 0.232 0.297 0.50 0.09
3 15 2.89 816.25 817.94 1.25 1.23 2.35 0.09 818.03 0.200 74.0 816.47 818.09 1.25 1.23 2.35 0.09 818.18 0.200 0.200 0.148 0.50 0.04
4 15 1.52 816.56 818.13 1.25 1.23 1.24 0.02 818.16 0.055 24.0 816.63 818.15 1.25 1.23 1.24 0.02 818.17 0.055 0.055 0.013 1.00 r;
5 36 25.70 814.20 817.55 3.00 7.07 3.64 0.21 817.76 0.149 323 815.17 817.99 2.82 6.89 3.73 0.22 818.21 0.128 0.138 0.447 0.50
6 30 20.67 815.67 818.10 2.43 4.87 4.25 0.28 818.38 0.224 211 816.30 818.54 2.24 4.64 4.46 0.31 818.85 0.225 0.224 0.473 1.10 0.34
7 30 15.97 816.39 818.88 2.50 4.91 3.25 0.16 819.05 0.146 91.0 816.66 819.00 2.34 4.78 3.34 0.17 819.17 0.131 0.139 0.126 0.75 0.13
8 24 8.02 817.16 819.13 1.97 3.13 2.56 0.10 819.23 0.114 35.0 817.27 819.17 1.90 3.08 2.60 0.11 819.27 0.109 0.112 0.039 1.50 0.16
9 24 8.00 817.16 819.13 1.97 3.13 2.55 0.10 819.23 0.113 232 817.86 819.38 1.52 2.57 3.11 0.15 819.53 0.145 0.129 0.300 1.00 0.15
10 15 3.92 818.02 819.32 1.25 1.23 3.20 0.16 819.48 0.369 120 818.46 819.77 1.25 1.23 3.19 0.16 819.93 0.369 0.369 0.443 0.50 0.08
11 15 2.52 818.54 819.85 1.25 1.23 2.05 0.07 819.91 0.130 147 818.98 820.02 1.04 1.09 2.32 0.08 820.10 0.127 0.128 0.189 1.00 0.08
C
Project File: 9926stm2.stm II-O-F File: indy.IOF I Total number of lines: 11 I Run Date: 08-01-2000
NOTES: Initial tailwater elevation = 815.9711 (ft), * Normal depth assumed., ** Critical depth assumed.
Hydraflow HGL Computation Procedure
Page 1
~
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Co/. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Co/. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Co/. 3 Total flow rate in the line.
Co/. 4 The elevation of the downstream invert.
Co/. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Co/. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
c
Co/. 8 The velocity of the flow at the downstream end, (Co/. 3/ Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head. (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Co/. 12 The line length.
Co/. 13 The elevation of the upstream invert.
Col. 14 Elevation of the assumed hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3/ Co/. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Co/. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. Equals Col. 23 x Co/. 18. This amount is added to the upstream HGL and used as the starting HGL for the next upstream line(s).
c
* Normal depth assumed.
** Critical depth assumed.
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DRAINAGE REPORT
. LOWE'S HOME IMPROVEMENT CENTER
AT
146TH Street
CARMEL, IN
PRCJECT NARRATIVE
This project is located in the southeast quadrantof the intersection of S.R. 431 and 146th
Street in Carmel, Indiana. The construction will consist of constructing a 135,000 sq. ft. Lowe's
Home Improvement Center, parking lot, detention/retention ponds and rough grading for future
development to the south. In conjunction With this project the Hamilton County Highway
Department (with American Consulting Engineers - ACE) is developing plans to extend
Greyhound Pass south of 146th Street to just past the south entrance of the,Lowe's
development. Where it is anticipated that the Indiana State Highway will construct a ramp .
system connecting said extension to S.R. 431. The existing site bounded by the right of way
for S.R. 431 to the west, 146th Street to the north, Danbury Estates Subdivision to the east,
and Cool Creek to the south. ' .
EXISTING'DRAINAGE CONDITIONS
The existing topography consists primarily of large grassy areas with some trees and brush
with varying high and low areas, which generally fall from northWest to southeast. An existing
waterway entering the site from the northwest cuts diag'onally to the southeast across the site
where it is routed around an existing retention pond for Danbury Estates to an exiting 72-inch
eM P which channels it toward Cool Creek. Another waterway entering from' the intersection of
Greyhound Pass and 14Sth Street meanders its way to the said diagonal cutting channel. The
retention pond for,Danbury Estates is outletted by a 24-inch RCP, which flows to a chanr,!el
flowing into Cool Creek.
. PROPOSED DRAINAGE CONFIGURA TION
As determined by the Indiana Department of Environmental Management (IDEM) the
wat~rcourses across the site are classified as "Indiana Waterways" therefore they need to be
relocated ata rate of 1:1 per lineal feet. ACE is submitting mitigation plans to re-route the
diagonal channel to the west edge of the development site and the waterway from Greyhound
Pass and 146th Street intersection will be re-routed to the east side of the proposed Greyhound
Pass extension. The existing Danbury Estates retention pond will be re-shaped from an east-
west pond to a north-south pond due to the site development and roadway extension. The
developed watershed will be routed through two infrastructure systems on the west and east
sides of the Lowe's store. The west system will outlet into detention pond 1, which has a max.
pool elevation of 814.59 feet. Pond 1 is discharged via twin 30-inch RCP into detention pond
2, which also collects the discharge from the east infrastructure system. Pond 2 has a max.
pool elevation of 816.58 feet. The discharge from ,detention pond 2 is routed to the re-shaped
Danbury Estates pond via 42-inch RCP. The max. pool elevation for the re-shaped Danbury
Estates pond is.812.33 feet which is the lowest invert elevation for the infrastructure system
from Danbury Estates Subdivision.. .
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page 2
Lowe's
SUMMARY
All of the developed impervious areas will be routed through the detehtion system. The future
south parcel will require a detention pond and shall be staged with the ponds created from this
development. The proposed drainage configuration along with the re-shaping of the Danbury
Estates pond will not cause any adverse affects to downstream properties or structure.
PREPARED BY:
Cornerstone Surveys, Inc.
5151 N. ShadelandAve. Suite 200
Indianapolis, IN 46226
Ph: (317) 562-9700
Project: 146th.gpw
IDF: indy.lDF
09-05-2000
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__......._.._..__..._.__.._.__._....__._..._...__.__.___...,_____.__..._.._....___._._._____________.__.__....._..__.'_ .... ...._.._._.___.....__..........._.----P~._.._...._L~L_~--t:&---.---.--.....
.____...._......___M.__._._...._...._._..M..._._,..__~_....,.....____.____._.._._____.._._.._...._____._._. ..._......___......___. ."_'_~___.'_'_.'_____" ..___..______. ..______._._.___..._,_.....,.....~.__".._..__... '. .. _.~_,..,,,.,_._.. __.__.._~._.,___.._._..M.__...___."...___....._.~_....M_'.,"_...n_"..__"...__ ---.......
....___...____.........__....____.._... .~;?-.___..__:...Bt:Z-.d.._____..___.._.___.. .......-...........-.. ....-.... ...........-....... -..-..--.-.-........ ..---.-....-..-...... . -.... ---".-..-..... ....--.....--...................... .........-.-..............-..-.-.."--...-..
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Hydraflow Plan View
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Project file: 9926west.stm
IDF file: indy.IDF
No. Lines: 13
08-25-2000
Hydraflow Storm Sewer Inventory Report
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Page 1
Line Alignment Flow Data Physical Data Line 10
No.
Dnstr Line Detl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inlet!
line length angle type Q area coeff time EIDn slope EIUp size type value eoeff RimEl
No. (ft) (deg) (ets) (ae) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 178.0 -90.0 Grate 0.00 1.72 0.95 5.0 813.40 0.12 813.61 48 Cir 0.013 1.50 819.62 outfall into pond
2 1 236.0 -43.0 MH 0.00 0.00 0.00 0.0 814.62 0.11 814.89 36 Cir 0.013 1.00 823.50
3 2 85.0 0.0 Curb 0.00 0.24 0.95 5.0 815.73 0.10 815.81 36 Cir 0.013 1.10 822.20
4 3 171.0 41.0 Curb 0.00 0.37 0.95 5.0 815.90 0.10 816.07 36 Cir 0.013 0.50 821.30
5 4 150.0 4.0 Curb 0.00 0.32 0.95 5.0 816.15 0.10 816.30 36 Cir 0.013 1.10 821.30 C
6 5 99.0 46.0 Curb 0.00 0.28 0.95 5.0 816.80 0.12 816.92 30 Cir 0.013 1.50 822.35
7 6 143.0 43.0 Curb 0.00 0.53 0.95 5.0 818.85 0.15 819.06 18 Cir 0.013 1.00 823.10
8 6 110.0 129.0 MH 4.30 0.00 0.00 0.0 818.35 0.14 818.51 24 Cir 0.013 1.00 824.35
9 8 172.0 -87.0 MH 4.30 0.00 0.00 0.0 820.56 0.17 820.85 18 Cir 0.013 1.00 824.35
10 2 31.0 90.0 MH 1.50 0.00 0.00 '0.0 820.25 0.22 820.32 15 Cir 0.013 0.75. 824.00
.
11 10 94.0 43.0 MH 1.50 0.00 0.00 0.0 820.66 0.10 820.75 15 Cir 0.013 1.00 824.00
12 1 192.0 90.0 Grate 0.00 1.35 0.95 6.0 814.93 0.10 815.12 30 Cir 0.013 1.00 819.62
13 1 157.0 -88.0 Curb 0.00 1.72 0.95 6.0 815.12 0.10 815.28 30 Cir 0.013 1.00 820.90
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Project File: 9926west.stm I-D-F File: indy.IDF Total number of lines: 13 Date: 08-25-2000
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Hydraflow SumDry Report
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Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length ELDn EL Up slope down up loss line
- (cts) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 outfall into pond 50.25 48 c 178.0 813.40 813.61 0.121 817.70* 817.92* 0.37 End
2 22.53 36 c 236.0 814.62 814.89 0,113 818.29* . 818.56* 0.16 1
3 19.78 36 c 85.0 815.73 815.81 0.100 818.72 818.79 0.13 2
4 18.70 36 c 171.0 815.90 816.07 0.100 818.92 819.05 0.05 3
5 16.55 36 c 150.0 816.15 816.30 0.100 819.11 819.19 0.10 4
6 14.48 30 c 99.0 816.80 816.92 0.124 819.29 819.40 0.20 5
7 4.03 18 c 143.0 818.85 819.06 0.147 820.09 820.29 0.10 6
8 8.60 24 c 110.0 818.35 818.51 0.144 820.00 820.16 0.15 6
9 4.30 18 c 172.0 820.56 820.85 0.167 821.80 822.08 0.12 8
10 3.00 15 c 31.0 820.25 820.32 0.215 821.28 821.35 0.09 2
11 1.50 15 c 94.0 820.66 820.75 0.100 821.45 821.55 0.05 10
12 9.76 30 c 192.0 814.93 815.12 0.100 818.29* 818.40* 0.06 1
13 12.45 30 c 157.0 815.12 815.28 0.100 818.29* .818.44* 0.10 1
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Project File: 9926west.stm I-D-F File: indy.IDF Total No. Lines: 13 Run Date: 08-25-2000
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
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Hydraflow Storm Sewer Tabulation
Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd 1 Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 178.0 1.72 6.53 0.95 1.63 6.20 5.0 10.9 6.2 50.25 50.04 4.00 48 0.12 813.61 813.40 817.92 817.70 819.62. 814.50 outfall into
2 1 236.0 0.00 1.74 0.00 0.00 1.65 0.0 9.3 6.6 22.53 22.45 3.19 36 0.11 814.89 814.62 818.56 818.29 823.50 819.62
3 2 85.0 0.24 1.74 0.95 0.23 1.65 5.0 8.8 6.8 19.78 21.09 2.80 36 0.10 815.81 815.73 818.79 818.72 822.20 823.50
_ 4 3 171.0 0.37 1.50 0.95 0.35 1.43 5.0 7.6 7.1 18.70 21.10 2.65 36 0.10 816.07 815.90 819.05 818.92 821.30 822.20
5 4 150.0 0.32 1.13 0.95 0.30 1.07 5.0 6.6 7.4 16.55 21.09 2.36 36 0.10 816.30 816.15 819.19 819.11 821.30 821.30 C
6 5 99.0 0.28 0.81 0.95 0.27 0.77 5.0 6.0 7.6 14.48 14.44 2.95 30 0.12 816.92 816.80. 819.40 819.29 822.35 821.30
7 6 143.0 0.53 0.53 0.95 0.50 0.50 5.0 5.0 8.0 4.03 4.02 2.59 18 0.15, 819.06 818.85 820.29 820.09 823.10 822.35
,
8 6 110.0 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 8.60 8.58 3.11 24 0.14 818.51 818.35 820.16 820.00 824.35 822.35
9 8 172.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.30 4.29 2.76 18 0.17 820.85 820.56 822.08 821.80 824.35 824.35
10 2 31.0 0.00 0.00 0.00 0.00 0.00 0.0 0.6 0.0 3.00 3.00 2.77 15 0.22 820.32 820.25 821.35 821.28 824.00 823.50
11 10 94.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.50 2.04 1.82 15 0.10 820.75 820.66 821.55 821.45 824.00 824.00
12 1 192.0 1.35 1.35 0.95 1.28 1.28 6.0 6.0 7.6 9.76 12.97 1.99 30 0.10 815.12 814.93 818.40 818.29 819.62 819.62
13 1 157.0 1.72 1.72 0.95 1.63 1.63 6.0 6.0 7.6 12.45 12.97 2.54 30 0.10 815.28 815.12 818.44 818.29 820.90 819.62
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Project File: 9926west.stm I-D-F File: indy.IDF Total number of lines: 13 Run Date: 08-25-2000
NOTES: Intensity = 70.161 (Tc + 10.80) ^ 0.79; Return period = 10 Yrs.; Initial tailwater elevation = 817.70 (ft)
Hydraflow Inlet Report
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Page 1
Line Line 10 A Inlet I C Q= Q Q Q June Curb Inlet Grate Inlet Gutter Flow Byp
No time CIA earry eapt byp type line
Ht L area L W 50 W 5w Sx depth spread No
(ae) (min) (infhr) (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (Wft) (ft) (Wft) (Wft) (ft) (ft)
1 outfall into pon 1.72 5.0 8.00 0.95 13.07 3.00 16.07 0.00 Grate 0.0 0.00 3.57 17.34 2.00 Sag 2.00 0.020 0.020 0.70 35.00 Offsite
2 0.00 0.0 0.00 0.00 0.00 3.00 0.00 3.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 1
3 0.24 5.0 8.00 0.95 1.82 0.00 1.82 0.00 Curb 5.0 2.95 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 2
4 0.37 5.0 8.00 0.95 2.81 0.00 2.81 0.00 Curb 5.0 4.54 0.00 0.00 0.00 Sag 4.00, 0.020 0.020 0.41 20.74 3
5 0.32 5.0 8.00 0.95 2.43 0.00 2.43 0.00 Curb 5.0 3.93 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 4
6 0.28 5.0 8.00 0.95 2.13 8.60 10.73 0.00 Curb 5.0 17.34 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 C
7 0.53 5.0 8.00 0.95 4.03 0.00 4.03 0.00 Curb 5.0 6.51 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 6
8 0.00 0.0 0.00 0.00 4.30. 4.30 0.00 8.60 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 6
9 0.00 0.0 0.00 0.00 4.30. 0.00 0.00 4.30 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 8
10 0.00 0.0 0.00 0.00 1.50. 1.50 0.00 3.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 2
11 0.00 0.0 0.00 0.00 1.50. 0.00 0.00 1.50 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 10
12 1.35 6.0 7.62 0.95 9.76 0.00 9.76 0.00 Grate 0.0 0.00 2.17 8.97 2.00 Sag 2.00 0.020 0.020 0.70 35.00 1
13 1.72 6.0 7.62 0.95 12.45 0.00 12.45 0.00 Curb 5.0 20.13 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 1
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Project File: 9926west.stm !I-O-F File: indy.IOF Total number of lines: 13 Run Date: 08-25-2000
NOTES: Inlet N-Values = 0.016; Design depth for grate(s) = 0.7 (ft); Intensity = 70.16 f (Inlet time + 10.80) ^ 0.79; Return period = 10 Yrs.; . Indicates Known Q added
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Hydraflow FL-DOT Report
Page 1
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-25-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow . Elev of Crown Span Pipe Full Flow' Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926west.stm
~
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (a c) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
.
13 1 Curb 0.013 157.0 0.00 0.00 0.00 6.00 1.05 7.6 1.63 0.00 820.90 818.44 818.29 0.14 30 0.09 2.54 12.45
0.00 0.00 0.00 12.45 817.78 817.62 30 0.10 2.64 12.97
0.00 0.00 0.00 815.28 815.12 0.16 Cir
--- - C
12 1 Grate 0.013 192.0 0.00 .0.00 0.00 6.00 1.28 7.6 1.28 0.00 819.62 818.40 818.29 0.11 30 0.06 1.99 9.76
0.00 0.00 0.00 9.76 817.62 817.43 30 0.10 2.64 12.97
0.00 0.00 0.00 815.12 814.93 0.19 Cir
--- --
11 10 MH 0.013 94.0 0.00 0.00 0.00 0.00 0.63 0.0 0.00 1.50 824.00 821.55 821.45 0.09 15 0.10 1.82 1.50
0.00 0.00 0.00 1.50 822.00 821 .91 15 0.10 1.66 2.04
0.00 0.00 0.00 820.75 820.66 0.09 Cir .
10 2 MH 0.013 31.0 0.00 0.00 0.00 0.63 0.21 0.0 0.00 1.50 824.00 821.35 821.28 0.07 15 0.22 2.77 3.00
0.00 0.00 0.00 3.00 821.57 821.50 15 0.22 2.44 3.00
0.00 0.00 0.00 820.32 820.25 0.07 Cir
--- -
9 8 MH 0.013 172.0 0.00 0.00 0.00 0.00 1.15 0.0 0.00 4.30 824.35 822.08 821.80 0.29 18 0.17 2.76 4.30
0.00 0.00 0.00 4.30 822.35 822.06 18 0.17 2.43 4.29
0.00 0.00 0.00 820.85 820.56 0.29 Cir
8 6 MH 0.013 110.0 0.00 0.00 0.00 1.15 0.73 0.0 0.00 4.30 824.35 820.16 820.00 0.16 24 0.14 3.11 8.60
0.00 0.00 0.00 8.60 820.51 820.35 24 0.14 2.73 8.58
0.00 0.00 0.00 818.51 818.35 0.16 Cir
--- ---
7 6 Curb 0.013 143.0 0.00 0.00 0.00 5.00 0.95 8.0 0.50 0.00 823.10 820.29 820.09 0.21 18 0.15 2.59 4.03 C.
0.00 0.00 0.00 4.03 820.56 820.35 18 0.15 2.28 4.02
0.00 0.00 0.00 819.06 818.85 0.21 Cir
6 5 Curb 0.013 99.0 0.00 0.00 0.00 5.95 0.66 7.6 0.77 0.00 822.35 819.40 819.29 0.11 30 0.12 2.95 14.48
0.00 0.00 0.00 14.48 819.42 819.30 30 0.12 2.94 14.44
0.00 0.00 0.00 816.92 816.80 0.12 Cir
5 4 Curb 0.013 150.0 0.00 0.00 0.00 6.61 1.00 7.4 1.07 0.00 821.30 819.19 819.11 0.08 36 0.05 2.36 16.55
0.00 0.00 0.00 16.55 819.30 819.15 36 0.10 2.98 21.09
0.00 0.00 0.00 816.30 816.15 0.15 Cir
NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 2.50 (ftIs); Initial tailwater elevation = 817.70 (ft)
Hydraflow FL-DOT Report
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Page 2
Line To Type n. Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-25-2000
No Line of value of of (I) CA a elev
struc C1 = 0.2 cone flow - Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project:. 9926west.stm
-
Incre. Sub. Sum a Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (a c) (a c) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
4 3 Curb 0.013 171.0 0.00 0.00 0.00 7.61 1.14 7.1 1.43 0.00 821.30 819.05 818.92 0.13 36 0.08 2.65 18.70
0.00 0.00 0.00 18.70 819.07 818.90 36 0.10 2.98 21.10
0.00 0.00 0.00 816.07 815.90 0.17 Cir
3 2 Curb 0.013 85.0 0.00 0.00 0.00 8.75 0.57 6.8 1.65 0.00 822.20 818.79 818.72 0.07 36 0.08 2.80 19.78 C
0.00 0.00 0.00 19.78 818.81 818.73 36 0.10 2.98 21.09
0.00 0.00 0.00 815.81 815.73 0.09 Cir
2 1 MH 0.013 236.0 0.00 0.00 0.00 9.32 1.57 6.6 1.65 0.00 823.50 818.56 818.29 0.27 36 0.11 3.19 22.53
0.00 0.00 0.00 22.53 817.89 817.62 36 0.11 3.18 22.45
0.00 0.00 0.00 814.89 814.62 0.27 Cir
1 End Grate 0.013 178.0 0.00 0.00 0.00 10.89 1.19 6.2 6.20 0.00 819.62 817.92 817.70 0.22 48 0.12 4.00 50.25 outfall into pond
0.00 0.00 0.00 50.25 817.61 817.40 48 0.12 3.98 50.04
0.00 0.00 0.00 813.61 813.40 0.22 Cir
C.
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NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 2.50 (ftls); Initial tailwater elevation = 817.70 (ft) I
Hydraflow Hydraulic Grade Line Computations
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Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15), (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 48 50.25 813.40 817.70 4.00 12.56 4.00 0.25 817.95 0.122 178 813.61 817.92 4.00 12.57 4.00 0.25 818.17 0.122 0.122 0.218 1.50 0.37
2 36 22.53 814.62 818.29 3.00 7.07 3.19 0.16 818.45 0.114 236 814.89 818.56 3.00 7.07 3.19 0.16 818.72 0.114 0.114 0.269 1.00 0.16
3 36 19.78 815.73 818.72. 2.99 7.07 2.80 0.12 818.84 0.084 85.0 815.81 818.79 2.98 7.06 2.80 0.12 818.91 0.082 0.083 0.070 1.10 0.13
4 36 18.70 815.90 818.92 3.00 7.07 2.65 0.11 819.03 0.079 171 816.07 819.05 2.99 7.06 2.65 0.11 819.16 0.074 0.076 0.131 0.50 CO
5 36 16.55 816.15 819.11 2.96 7.05 2.35 0.09 819.19 0.056 150 816.30 819.19 2.89 6.98 2.37 0.09 819.28 0.054 0.055 0.082 1.10 ..0
6 30 14.48 816.80 819.29 2.49 4.90 2.95 0.14 819.42 0.117 99.0 816.92 819.40 2.48 4.90 2.95 0.14 819.54 0.115 0.116 0.115 1.50 0.20
7 18 4.03 818.85 820.09 1.24" 1.56 2.59 0.10 820.19 0.146 143 819.06 820.29 1.23 1.56 2.59 0.10 820.40 0.146 0.146 0.209 1.00 0.10
8 24 8.60 818.35 820.00 1.65" 2.77 3.11 0.15 820.15 0.143 110 818.51 820.16 1.65 2.77 3.11 0.15 820.31 0.143 0.143 0.158 1.00 0.15
9 18 4.30 820.56 821.80 1.24* 1.56 2.76 0.12 821.92 0.166 172 820.85 822.08 1.23 1.55 2.77 0.12 822.20 0.167 0.166 0:286 1.00 0.12
10 15 3.00 820.25 821.28 1.03* 1.08 2.77 0.12 821 .40 0.214 31.0 820.32 821.35 1.03 1.08 2.77 0.12 821.47 0.214 0.214 0.066 0.75 0.09
11 15 1.50 820.66 821 .45 0.80" 0.83 1.82 0.05 821.50 0.100 94.0 820.75 821.55 0.80 0.82 1.82 0.05 821.60 0.100 0.100 0.094 1.00 0.05
12 30 9.76 814.93 818.29 2.50 4.91 1.99 0.06 818.35 0.057 192 815.12 818.40 2.50 4.91 1.99 0.06 818.46 0.057 0.057 0.109 1.00 0.06
13 30 12.45 815.12 818.29 2.50 4.91 2.54 0.10 818.39 0.092 157 815.28 818.44 2.50 4.91 2.54 0.10 818.54 0.092 0.092 0.145 1.00 0.10
()
Project File: 9926west.stm II-D-F File: indy.IDF I Total number of lines: 13 I Run Date: 08-25-2000
.
NOTES: Initial tailwater elevation = 817.7 (ft), "Normal depth assumed., ** Critical depth assumed.
Hydraflow HGL Computation Procedure
III ,I
Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Co I. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the assumed hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity ofthe flow at the upstream end, (Col. 3/ Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. Equals Col. 23 x Col. 18. This amount is added to the upstream HGL and used as the starting HGL for the next upstream line(s).
c
c
. Normal depth assumed.
.. Critical depth assumed.
Hydraflow Plan View
4
3
14 1513
2
Project file: 9926east.stm
IOF file: indy.IOF
No. Lines: 19
08-25-2000
-, "
c
c
, Hydraflow Storm Sewer Inventory Report
.)
.'
Page 1
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inlet!
line length angle type Q area eoeff time EIDn slope EIUp size type value eoeff RimEl
No. (ft) (deg) (efs) (a c) (e) (min) (ft) ("!o) (ft) (in) (n) (K) (ft)
1 End 155.0 -83.0 Grate 0.00 1.07 0.95 5.0 813.14 0.21 813.46 42 Cir 0.013 1.50 819.40 outfall into small
2 1 214.0 -6.0 MH 0.00 0.00 0.00 0.0 813.88 0.24 814.39 36 Cir 0.013 1.00 821.90
3 2 109.0 0.0 Grate 0.00 0.88 0.95 5.0 814.40 0.20 814.62 36 Cir 0.013 0.50 820.95
4 3 183.0 -1.0 Grate 0.00 0.82 0.95 5.0 814.69 0.20 815.06 36 Cir 0.013 1.10 820.95
5 4 105.0 -44.0 MH 0.00 0.00 0.00 0.0 815.56 0.20 815.77 30 Cir 0.013 0.75 823.10
6 5 42.0 44.0 Curb 0.00 0.58 0.69 5.0 816.27 0.20 816.35 24 Cir 0.013 1.50 821.75 C
7 6 134.0 -90.0 MH 0.00 0.00 0.00 0.0 817.01 0.44 817.60 18 Cir 0.013 1.00 823.10
8 7 133.0 0.0 Curb 0.00 0.70 0.67 7.0 818.41 0.21 818.69 12 Cir 0.013 1.00 822.75
9 7 66.0 -90.0 Grate 0.00 0.11 0.98 3.0 817.62 0.20 817.75 12 Cir 0.013 1.00 820.75
10 1 128.0 -97.0 Grate 0.00 1.07 0.95 5.0 815.14 0.20 815.40 24 Cir 0.013 0.50 819.40
11 10 74.0 0.0 Curb 0.00 0.19 0.95 7.0 816.15 0.20 816.30 15 Cir 0.013 0.50 819.90
12 11 24.0 0.0 Curb 0.00 0.19 0.95 7.0 816.85 0.20 816.90 12 Cir 0.013 1.00 819.90
13 2 130.0 -91.0 MH 0.00 0.00 0.00 0.0 817.90 0.20 818.16 24 Cir 0.013 1.00 823.80
14 13 313.0 0.0 MH 3.20 0.00 0.00 0.0 819.78 0.25 820.55 15 Cir 0.013 1.00 823.80
15 13 33.0 90.0 MH 2.80 0.00 0.00 0.0 820.55 0.20 820.62 15 Cir 0.013 1.00 824.40
16 5 44.0 -46.0 MH 0.00 0.00 0.00 0.0 818.88 0.24 818.99 24 Cir 0.013 1.00 823.50
17 16 327.0 0.0 MH 7.80 0.00 0.00 0.0 819.50. 0.20 820.15 24 Cir 0.013 1.00 824.20
18 16 69.0 -90.0 MH 0.00 0.00 0.00 0.0 819.74 0.25 819.91 15 Cir 0.013 1.00 823.50 C
19 18 106.0 90.0 MH 3.20 0.00 0.00 0.0 819.99 0.25 820.25 15 Cir 0.013 1.00 823.50
Project File: 9926east.stm I-D-F File: indy.IDF Total number of lines: 19 Date: 08-25-2000
Hydraflow SumOry Report
Q
Page 1
Line Line 10 Flow Line Line Invert Invert Line HGL HGL Minor Ons
No. - rate size length ELOn ELUp slope down loss line
up
(efs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 outfall into small 45.71 42 c 155.0 813.14 813.46 0.206 815.86 816.23 0.73 End
2 32.67 36 c 214.0 813.88 814.39 0.238 816.96* 817.47* 0.33 1
3 27.08 36 c 109.0 814.40 814.62 0.200 817.80* 817.98* 0.11 2
4 22.41 36 c 183.0 814.69 815.06 0.200 818.10* 818.30* 0.17 3
5 17.53 30 c 105.0 815.56 815.77 0.200 818.48* 818.67* 0.15 4
6 6.60 24 c 42.0 816.27 816.35 0.200 818.82* 818.85* 0.10 5
7 4.04 18 c 134.0 817.01 817.60 0.439 818.96* 819.15. 0,08 6
8 3.41 12 c 133.0 818.41 818.69 0.212 819.24* 820.53* 0.29 7
9 0.96 12 c 66.0 817.62 817.75 0.200 819.24* 819.28* 0.02 7
10 9.71 24 c 128.0 815.14 815.40 0.200 816.96 817.16 0.09 1
11 2.58 15 c 74.0 816.15 816.30 0.200 817.25 817.35 0.04 10
12 1.30 12 e 24.0 816.85 816.90 0.200 817.39 817.51 0.10 11
13 6.00 24 c 130.0 817.90 818.16 0.200 818.77 819.35 0.15 2
14 3.20 15 c 313.0 819.78 820.55 0.245 820.50* 822.06* 0.11 13
15 2.80 15 c 33.0 820.55 820.62 0.200 821.22 821.49 0.15 13
.
16 . 11.00 24 c 44.0 818.88 818.99 0.235 820.06 820.45 0.31 5
17 7.80 24 c 327.0 819.50 820.15 0.200 820.76 821.48 0.19 16
18 3.20 15 c 69.0 819.74 819.91 0.245 820.76 820.93 0.14 16
19 3.20 15 c 106.0 819.99 820.25 0.245 821.07 821.31 0.13 18
Project File: 9926east.stm I-O-FFile: indy.IDF Total No. Lines; 19 Run Date: 08-25-2000
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
.
Hydraflow Storm Sewer Tabulation
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W)
Page 1
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGl Elev Grnd I Rim Elev Line 10
coeff (I) flow full
line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (a c) (C) (min) (min) (inlhr) (cts) (cfs) (ftls) (in) ("!o) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 155.0 1.07 5.60 0.95 1.02 4.98 5.0 13.1 5.8 45.71 45.71 5.65 42 0.21 813.46 813.14 816.23 815.86 819.40 820.00 outfall into
2 1 214.0 0.00 3.09 0.00 0.00 2.59 0.0 11.7 6.1 32.67 32.56 4.62 36 0.24 814.39 813.88 817.47 816.96 821.90 819.40
3 2 109.0 0.88 3.09 0.95 0.83 2.59 5.0 11.0 6.2 27.08 29.82 3.83 36 0.20 814.62 814.40 817.98 817.80 820.95 821.90
4 3 183.0 0.82 2.21 0.95 0.78 1.76 5.0 9.8 6.5 22.41 29.83 3.17 36 0.20 815.06 814.69 818.30 818.10 820.95 820.95
5 4 105.0 0.00 1.39 0.00 0.00 0.98 0.0 9.1 6.7 17.53 18.34 3.57 30 0.20 815.77 815.56 818.67 818.48 823.10 820.95 C
6 5 42.0 0.58 1.39 0.69 0.40 0.98 5.0 8.8 6.8 6.60 10.11 2.10 24 0.20 816.35 816.27 818.85 818.82 821.75 823.10
7 6 134.0 0.00 0.81 0.00 0.00 0.58 0.0 7.9 7.0 4.04 6.96 2.29 18 0.44 817.60 817.01 819.15 818.96 823.10 821.75
8 7 133.0 0.70 0.70 0.67 0.47 0.47 7.0 7.0 7.3 3.41 1.64 4.63 12 0.21 818.69 818.41 820.53 819.24 822.75 823.10
9 7 66.0 0.11 0.11 0.98 0.11 0.11 3.0 3.0 8.9 0.96 1.59 1.22 12 0.20 817.75 817.62 819.28 819.24 820.75 823.10
10 1 128.0 1.07 1.45 0.95 1.02 1.37 5.0 7.7 7.1 9.71 10.12 3.28 24 0.20 815.40 815.14 817.16 816.96 819.40 819.40
11 10 74.0 0.19 0.38 0.95 0.18 0.36 7.0 7.2 7.2 2.58 2.89 2.30 15 0.20 816.30 816.15 817.35 817.25 819.90 819.40
12 11 24.0 0.19 0.19 0.95 0.18 0.18 7.0 7.0 7.3 1.30 1.59 2.78 12 0.20 816.90 816.85 817.51 817.39 819.90 819.90
13 2 130.0 0.00 0.00 0.00 0.00 0.00 0.0 2.1 0.0 6.00 10.11 3.83 24 0.20 818.16 817.90 819.35 818.77 823.80 821.90
14 13 313.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.20 3.20 3.51 15 0.25 820.55 819.78 822.06 820.50 823.80 823.80
15 13 33.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.80 2.89 3.62 15 0.20 820.62 820.55 821.49 821.22 824.40 823.80
16 5 44.0 0.00 0.00 0.00 0.00 0.00 0.0 2.2 0.0 11.00 10.97 5.10 24 0.24 818.99 818.88 820.45 820.06 823.50 823.10
17 16 327.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 7.80 10.11 3.64 24 0.20 820.15 819.50 821.48 820.76 824.20 823.50
18 16 69.0 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 3.20 3.20 2.98 15 0.25 819.91 819.74 820.93 820.76 823.50 823.50 C
19 18 106.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.20 3.20 2.87 15 0.25 820.25 819.99 821.31 821.07 823.50 823.50
,
Project File: 9926east.stm I-D-F File: indy.IDF Total number of lines: 19 Run Date: 08-25-2000
NOTES: Intensity = 70.16/ (Tc + 10.80) ^ 0.79; Return period = 10 Yrs.; Initial tailwater elevation = 815.86 (ft)
.,) l)J
Hydraflow Inlet Report
Page 1
Line Line 10 A Inlet I C Q= Q Q Q June Curb Inlet , Grate Inlet Gutter Flow Byp
No time CIA carry eapt byp type line
Ht L area L W So W Sw Sx depth spread No
(ae) (min) (infhr) (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (ftfft) (ft) (ftfft) (ftfft) (ft) (ft)
1 outfall into sma 1.07 5.0 8.00 0.95 8.13 6.00 14.13 0.00 Grate 0.0 0.00 3.14 14.76 2.00 Sag 4.00 0.020 0.020 0.70 35.00 Offsite
2 0.00 0.0 0.00 0.00 0.00 6.00 0.00 6.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 1
3 0.88 5.0 8.00 0.95 6.66 0.00 6.66 0.00 Grate 0.0 0.00 1.48 4.85 2.00 Sag 4.00 0.020 0.020 0.70 35.00 2
4 0.82 5.0 8.00 0.95 6.22 11.00 17.22 0.00 Grate 0.0 0.00 3.83 18.87 2.00 Sag 4.00 0.020 0.020 0.70 35.00 3
5 0.00 0.0 0.00 0.00 0.00 11.00 0.00 11.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 O.qo 0.000 0;000 0.00. 0.00 4
6 0.58 5.0 8.00 0.69 3.20 0.00 3.20 0.00 Curb 5.0 5.17 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 C
7 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 6
8 0.70 7.0 7.28 0.67 3.41 0.00 3.41 0.00 Curb 5.0 5.52 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 7
9 0.11 3.0 8.89 0.98 0.96 0.00 0.96 0.00 Grate 0.0 0.00 0.21 40.00 1.00 Sag 2.00 0.060 0.010 0.70 60.00 7
10 1.07 5.0 8.00 0.95 8.13 0.00 8.13 0.00 Grate 0.0 0.00 1.81 6.79 2.00 Sag 4.00 0.020 0.020 0.70 35.00 1
11 0.19 7.0 7.28 0.95 1.30 0.00 1.30 0.00 Curb 5.0 2.10 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 10
12 0.19 7.0 7.28 0.95 1.30 0.00 1.30 0.00 Curb 5.0 2.10 0.00 0.00 0.00 Sag 4.00 0.020 0.020 0.41 20.74 11
13 0.00 0.0 0.00 0.00 0.00 6.00 0.00 6.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 2 '
14 0.00 0.0 0.00 0.00 3.20' 0.00 0.00 3.20 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 13
15 0.00 0.0 0.00 0.00 2.80. 0.00 0.00 2.80 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 13
16 0.00 0.0 0.00 0,00 0.00 11.00 0.00 11.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 5
17 0.00 0.0 0.00 0.00 7.80' 0.00 0.00 7.80 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 16
18 0.00 0.0 0.00 0.00 0.00 3.20 0.00 3.20 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 C
19 0.00 0.0 0.00 0.00 3.20' 0.00 0.00 3.20 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.00 0.00 18
Project File: 9926east.stm II-D-F File: indy.IDF Total number of lines: 19 Run Date: 08-25-2000
NOTES: Inlet N-Values = 0.016; Design depth tor grate(s) = 0.8 (ft); Intensity = 70.161 (Inlet time + 10.80) ^ 0.79; Return period= 10 Yrs.; . Indicates Known Q added
eo
"1
Hydraflow FL-DOT Report
Page 1
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-25-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow Elev of Crown Span Pipe FuJI Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926east.stm
Incre- Sub-. Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ftIs) (cfs) Line description
19 18 MH 0.013 106.0 0.00 0.00 0.00 0.00 0.71 0.0 0.00 3.20 823.50 821.31 821.07 0.24 15 0.23 2.87 3.20
0.00 0.00 0.00 3.20 821.50 821.24 15 0.25 2.61 3.20
0.00 0.00 0.00 820.25 819.99 0.26 Cir
18 16 MH 0.013 69.0 0.00 0.00 0.00 0.71 0.46 0.0 0.00 0.00 823.50 820.93 820.76 0.17 15 0.25 2.98 3.20 C
0.00 0.00 0.00 3.20 821.16 820.99 15 0.25 2.61 3.20
0.00 0.00 0.00 819.91 819.74 0.17 Cir
--- ---
. 17 16 MH 0.013 327.0 0.00 0.00 0.00 0.00 2.18 0.0 0.00 7.80 824.20 821.48 820.76 0.72 24 0.22 3.64 7.80
0.00 0.00 0.00 7.80 822.15 821.50 24 0.20 3.22 10.11
0.00 0.00 0.00 820.15 819.50 0.65 Cir
16 5 MH 0.013 44.0 0.00 0.00 0.00 2.18 0.29 0.0 0.00 0.00 823.50 820.45 820.06 0.39 24 0.89 5.10 11.00
0.00 0.00 0.00 11.00 820.99 820.88 24 0.24 3.49 10.97
0.00 0.00 0.00 818.99 818.88 0.10 Cir
--- ---
15 13 MH 0.013 33.0 0.00 0.00 0.00 0.00 0.22 0.0 0.00 2.80 824.40 821.49 821.22 0.27 15 0.81 3.62 2.80
0.00 0.00 0.00 2.80 821.87 821.80 15 0.20 2.35 2.89
0.00 0.00 0.00 820.62 820.55 0.07 Cir
--. ---
,
14 13 MH 0.013 313.0 0.00 0.00 0.00 0.00 2.09 0.0 0.00 3.20 823.80 822.06 820.50 1.56 15 0.50 3.51 3.20
0.00 0.00 0.00 3.20 821.80 821.03 15 0.25 2.61 3.20
0.00 0.00 0.00 820.55 819.78 0.77 Cir
13 2 MH 0.013 130.0 0.00 0.00 0.00 2.09 0.87 0.0 0.00 0.00 823.80 819.35 818.77 0.58 24 0.45 3.83 6.00
0.00 0.00 0.00 6.00 820.16 819.90 24 0.20 3.22 10.11 C
0.00 0.00 0.00 818.16 817.90 0.26 Cir
--- ---
12 11 Curb 0.013 24.0 0.00 0.00 0.00 7.00 0.16 7.3 0.18 0.00 819.90 817.51 817.39 0.12 12 0.50 2.78 1.30
0.00 0.00 0.00 1.30 817.90 817.85 12 0.20 2.03 1.59
0.00 0.00 0.00 816.90 816.85 0.05 Cir
11 10 Curb 0.013 74.0 0.00 0.00 0.00 7.16 0.49 7.2 0.36 0.00 819.90 817.35 817.25 0.10 15 0.14 2.30 2.58
0.00 0.00 0.00 2.58 817.55 817.40 15 0.20 2.35 2.89
0.00 0.00 0.00 816.30 816.15 0.15 Cir
NOTES: Intensity = 70.16 I (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 2.50 (ftls); Initial tailwater elevation = 815.86 (ft)
.,
,'"
Hydraflow FL-DOT Report
Page 2
Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-25-2000
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow "--- Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert Project: 9926easlstm
f---
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) ("!o) (ftIs) (cfs) Line description
10 1 Grate 0.013 128.0 0.00 0.00 0.00 7.65 0.85 7.1 1.37 O~OO 819.40 817.16 816.96 0.20 24 0.16 3.28 9.71
0.00 0.00 0.00 9.71 817.40 817.14 24 0.20 3.22 10.12
0.00 0.00 0.00 815.40 815.14 0.26 Cir
-- -- C
9 7 Grate 0.013 66.0 0.00 0.00 0.00 3.00 0.44 8.9 0.11 0.00 820.75 819.28 819.24 0.05 12 0.07 1.22 0.96
0.00 0.00 0.00 0.96 818.75 818.62 12 0.20 2.03 1.59
0.00 0.00 0.00 817.75 817.62 0.13 Cir
--- ---
8 7 Curb 0.013 133.0 0.00 0.00 0.00 7.00 0.89 7.3 0.47 0.00 822.75 820.53 819.24 1.29 12 0.97 4.63 3.41
0.40 0.40 0.20 3.41 819.69 819.41 12 0.21 2.09 1.64
0.30 0.30 0.27 818.69 818.41 0.28 Cir
7 6 MH 0.013 134.0 0.00 0.00 0.00 7.89 0.89 7.0 0.58 0.00 823.10 819.15 818.96 0.20 18 0.15 2.29 4.04
0.00 0.40 0.20 4.04 819.10 818.51 18 0.44 3.94 6.96
0.00 0.30 0.27 817.60 817.01 0.59 Cir
6 5 Curb 0.013 42.0 0.00 0.00 0.00 8.78 0.28 6.8 0.98 0.00 821.75 818.85 818.82 0.04 24 0.09 2.10 6.60
0.30 0.70 0.35 6.60 818.35 818.27 24 0.20 3.22 10.11
0.28 0.58 0.52 816.35 816.27 0.08 Cir
5 4 MH 0.013 105.0 0.00 0.00 0.00 9.06 0.70 6.7 0.98 0.00 823.10 818.67 818.48 0.19 30 0.18 3.57 17.53
0.00 0.70 0.35 17.53 818.27 818.06 30 0.20 3.74 18.34
0.00 0.58 0.52 815.77 815.56 0.21 Cir
4 3 Grate 0.013 183.0 0.00 0.00 0.00 9.76 1.22 6.5 1.76 0.00 820.95 818.30 818.10 0.21 36 0.11 3.17 22.41
( 0.00 0.70 0.35 22.41 818.06 817.69 36 0.20 4.22 29.83
0.00 0.58 0.52 815.06 814.69 0.37 Cir C
3 2 Grate 0.013 109.0 0.00 0.00 0.00 10.98 0.73 6.2 2.59 0.00 820.95 817.98 817.80 0.18 36 0.16 3.83 27.08
0.00 0.70 0.35 27.08 817.62 817.40 36 0.20 4.22 29.82
0.00 0.58 0.52 814.62 814.40 0.22 Cir
2 1 MH 0.013 214.0 0.00 0.00 0.00 11.71 1.43 6.1 2.59 0.00 821.90 817.47 816.96 0.51 36 0.24 4.62 32.67
0.00 0.70 0.35 32.67 817.39 816.88 36 0.24 4.61 32.56
0.00 0.58 0.52 814.39 813.88 0.51 Cir
1 End Grate 0.013 155.0 0.00 0.00 0.00 13.13 1.03 5.8 4.98 0.00 819.40 816.23 815.86 0.37 42 0.24 5.65 45.71 outfall into small p
0.00 0.70 0.35 45.71 816.96 816.64 42 0.21 4.75 45.71 ond
0.00 0.58 0.52 813.46 813.14 0.32 Cir
NOTES: Intensity = 70.16/ (Tc + 10.80) ^ 0.79 (in/hr) ; Time of flow in section is based on a design velocity of 2.50 (ft/s); Initial tailwater elevation = 815.86 (ft)
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Hydraflow Hydraulic Grade Line Computations
Page 1
Line Size Q Downstream Len Upstream Cheek JL Minor
eoeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (efs) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) ("!o) (ft) (ft) (ft) (ft) (sqft) (ftIs) (ft) (ft) ("!o) ("!o) (ft) (K) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 42 45.71 813.14 815.86 2.72 8.02 5.70 0.50 816.36 0.229 155 813.46 816.23 2.77 8.15 5.61 0.49 816.71 0.221 0.225 0.349 1.50 0.73
2 36 32.67 813.88 816.96 3.00 7.07 4.62 0.33 817.29 0.240 214 814.39 817.47 3.00 7.07 4.62 0.33 817.80 0.240 0.240 0.514 1.00 0.33
3 36 27.08 814.40 817.80 3.00 7.07 3.83 0.23 818.03 0.165 109 814.62 817.98 3.00 7.07 3.83 0.23 818.21 0.165 0.165 0.180 0.50 0.11
4 36 22.41 814.69 818.10 3.00 7.07 3.17 0.16 818.25 0.113 183 815.06 818.30 3.00 7.07 3.17 0.16 818.46 0.113 0.113 0.207 1.10 C7
5 30 17.53 815.56 818.48 2.50 4.91 3.57 0.20 818.67 0.183 105 815.77 818.67 2.50 4.91 3.57 0.20 818.87 0.183 0.183 0.192 0.75 0.15
6 24 6.60 816.27 818.82 2.00 3.14 2.10 0.07 818.89 0.085 42.0 816.35 818.85 2.00 3.14 2.10 0.07 818.92 0.085 0.085 0.036 1.50 0.10
7 18 4.04 817.01 818.96 1.50 1.77 2.29 0.08 819.04 0.148 134 817.60 819.15 1.50 1.77 2.29 0.08 819.24 0.148 0.148 0.199 1.00 0.08
8 12 3.41 818.41 819.24 0.83 0.69 4.91 0.38 819.61 0.904 133 818.69 820.53 1.00 0.79 4.35 0.29 820.82 0.919 0.912 1.213 1.00 0.29
9 12 0.96 817.62 819.24 1.00 0.79 1.22 0.02 819.26 0.073 66.0 817.75 819.28 1.00 0.79 1.22 0.02 819.31 0.072 0.073 0.048 1.00 0.02
10 24 9.71 815.14 816.96 1.81 2.99 3.24 0.16 817.12 0.161 128 815.40 817.16 1.76 2.93 3.32 0.17 817.33 0.166 0.164 0.210 0.50 0.09
11 15 2.58 816.15 817.25 1.10 1.14 2.26 0.08 817.33 0.144 74.0 816.30 817.35 1.05 1.10 2.34 0.08 817.44 0.152 0.148 0.109 0.50 0.04
12 12 1.30 816.85 817.39 0.54 0.43 2.99 0.14 817.53 0.409 24.0 816.90 817.51 0.61 0.50 2.57 0.10 817.62 0.277 0.343 0.082 1.00 0.10
13 24 6.00 817.90 818.77 0.87" 1.31 4.59 0.33 819.10 0.462 130 818.16 819.35 1.19 1.95 3.08 0.15 819.50 0.160 0.311 0.404 1.00 0.15
14 15 3.20 819.78 820.50 0.72" 0.73 4.40 0.30 820.80 0.629 313 820.55 822.06 1.25 1.23 2.61 0.11 822.17 0,246 0.437 1.368 1.00 0.11
15 15 2.80 820.55 821.22 0.67" 0.67 4.18 0.27 821.49 0.597 33.0 820.62 821.49 0.87 0.91 3.06 0.15 821.63 0.270 0.434 0.143 1.00 0.15
16 24 11.00 818.88 820.06 1.17" 1.92 5.73 0.51 820.57 0.560 44.0 818.99 820.45 1.46 2.46 4.47 0.31 820.76 0.302 0.431 0.190 1.00 (~.~
17 24 7.80 819.50 820.76 1.26 2.09 3.74 0.22 820.98 0.227 327 820.15 821 .48 1.32 2.21 3.54 0.19 821.67 0.198 0.213 0.695 1.00 .19
18 15 3.20 819.74 820.76 1.02 1.07 2.98 0.14 820.90 0.246 69.0 819.91 820.93 1.02 1.08 2.98 0.14 821.07 0.246 0.246 0.170 1.00 0.14
19 15 3.20 819.99 821.07 1.08 1.13 2.84 0.13 821.19 0.227 106 820.25 821.31 1.06 1.11 2.89 0.13 821.44 0.233 0.230 0.243 1.00 0.13
Project File: 9926east.stm II-D-F File: indy.IDF I Total number of lines: 19 I Run Date: 08-25-2000
NOTES: Initial tai/water elevation = 815.86 (ft). * Critical depth assumed., *" Critical depth assumed.
Hydraflow HGL Computation Procedure
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Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation ofthe downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 T~e downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 1 Col. 7).
Col. 9 Velocity head (Velocity squared/2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the assumed hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 1 Col. 16).
Col. 18 Velocity head (Velocity squared 1 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +I-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. Equals Col. 23 x Col. 18. This amount is added to the upstream HGL and used as the starting HGL for the next upstream line(s).
c'
c
. Critical depth assumed.
.. Critical depth assumed.
Hydraflow Plan View
8
17
4
3
14 1513
2
Project file: 9926east.stm
L --- --------------,
IDF file: indy.IDF I
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No. Lines: 19
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08-23-2000
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Hydraflow Storm Sewer Inventory Report
Page 1
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Detl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Ioss Inlet!
line length angle type Q area coeff time EIDn slope EI Up size type value coeff RimEl
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (In) (n) (K) (ft)
1 End 155.0 -83.0 Grate 0.00 1.07 0.95 5.0 813.14 0.21 813.46 42 Clr 0.013 1.50 819.40 outfall into small
2 1 214.0 -6.0 MH 0.00 0.00 0.00 0.0 813.88 0.24 814.39 36 Clr 0.013 1.00 821.90
3 2 109.0 0.0 Grate 0.00 0.88 0.95 5.0 814.40 0.20 814.62 36 Cir 0.013 0.50 820.95
1.
4 3 183.0 -1.0 Grate 0.00 0.82 0.95 5.0 814.69 0.20 815.06 36 Cir 0.013 1.10 820.95
5 4 105.0 -44.0 MH 0.00 0.00 0.00 0.0 815.56 0.20 815.77 30 Cir 0.013 0.75 823.10 C1
6 5 42.0 44.0 Curb 0.00 0.58 0.69 5.0 816.27 0.20 816.35 24 Cir 0.013 1.50 821.75
7 6 134.0 -90.0 MH 0.00 0.00 0.00 0.0 817.01 0.44 817.60 18 Cir 0.013 1.00 823.10
8 7 133.0 0.0 Curb 0.00 0.70 0.67 7.0 818.41 0.21 818.69 12 Cir 0.013 1.00 822.75
9 7 66.0 -90.0 Grate 0.00 0.11 0.98 3.0 817.62 0.20 817.75 12 Cir 0.013 1.00 820.75
10 1 128.0 -97.0 Grate 0.00 1.07 0.95 5.0 815.14 0.20 815.40 24 Cir 0.013 0.50 819.40
11 10 74.0 0.0 Curb 0.00 0.19 0.95 7.0 816.15 0.20 816.30 15 Cir 0.013 0.50 819.90
12 11 24.0 0.0 Curb 0.00 0.19 0.95 7.0 816.85 0.20 816.90 12 Cir 0.013 1.00 819.90
13 2 130.0 -91.0 MH 0.00 0.00 0.00 0.0 817.90 0.20 818.16 24 Cir 0.013 1.00 823.80
14 13 313.0 0.0 MH 3.20 0.00 0.00 0.0 819.78 0.25 820.55 15 Cir 0.013 1.00 823.80
15 13 33.0 90.0 MH 2.80 0.00 0.00 0.0 820.55 0.20 82Q.62 15 eir 0.013 1.00 824.40
16 5 44.0 -46.0 MH 0.00 0.00 0.00 0.0 818.88 0.24 818.99 24 Cir 0.013 1.00 823.50
17 16 327.0 0.0 MH 7.80 0.00 0.00 0.0 819.50 0.20 820.15 24 Cir 0.013 1.00 824.20 C;
18 16 69.0 -90.0 MH 0.00 0.00 0.00 0.0 819.74 0.25 819.91 15 Cir 0.013 1.00 823.50
19 18 106.0 90.0 MH 3.20 0.00 0.00 0.0 819.99 0.25 820.25 15 Cir 0.013 1.00 823.50
Project File: 9926east.stm I-D-F File: indy.lDF Total number of lines: 19 Date: 08-23-2000
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Hydrogr~ph
o
Summary Report
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Page 1
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Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft)
1 SCS Runoff 59.53 5 725 217,783 2 - - - Renaming Drainage
2 SCS Runoff 22.27 5 720 65,582 2 - ...-- -........ westside
3 SCS Runoff 25.61 5 720 75,424 2 - - - eastside
4 Reservoir 0.50 5 955 15,586 2 2 814.20 53,380 west1
5 Combine 25.61 5 720 91,008 2 4+3 - - lowes
6 Reservoir 22.68 5 725 91,008 2 5 815.85 5,047 lowes
7 Combine 82.21 5 725 308,790 2 1+6 - - runoff into revise
8 Reservoir 12.39 5 755 305,380 2 7 810.92 165,329 check danbury pond
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Proj. file: 146th.gpw IOF file: indy.IOF Run date: 02-28-2001
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1 Hydrograph Re~rt
Page 1
English
Hyd. No. 1
Renaming Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 59.53 cfs
Storm frequency = 2 yrs Time interval = 5 min
Drainage area = 25.51 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 1800 ft
T c method = USER Time of cone. (T c) = 20 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 217.783 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
3.42 0.01 6.08 0.44 8.75 1.15 11 .42 5.02
3.50 0.02 6.17 0.45 8.83 1.20 11.50 5.55
3.58 0.03 6.25 0.47 8.92 1.25 11.58 6.67
3.67 0.04 6.33 0.48 9.00 1.30 11.67 9.31
3.75 0.05 6.42 0.50 9.08 1.35 11.75 14.51
3.83 0.06 6.50 0.52 9.17 1.40 11.83 23.57
3.92 0.07 6.58 0.53 9.25 1.44 11.92 38.26
4.00 0.09 6.67 0.55 9.33 1.47 12.00 52.57
4.08 0.10 6.75 0.57 9.42 1.49 12.08 59.53 <<
4.17 0.11 6.83 0.58 9.50 1.51 12.17 53.70
4.25 0.12 6.92 0.60 9.58 1.53 12.25 42.05
4.33 0.13 7.00 0.61 9.67 1.56 12.33 30.70
1 ~ 4.42 0.15 7.08 0.63 9.75 1.60 12.42 20.39
4.50 0.16 7.17 0.65 9.83 1.65 12.50 12.51
4.58 0.17 7.25 0.67 9.92 1.72 12.58 9.17
4.67 0.19 7.33 0.68 10.00 1.79 12.67 8.00
4.75 0.20 7.42 0.70 10.08 1.88 12.75 7.05
4.83 0.21 7.50 0.72 10.17 1.97 12.83 6.32
4.92 0.23 7.58 0.73 10.25 2.07 12.92 5.78
5.00 0.24 7.67 0.75 10.33 2.18 13.00 5.37
5.08 0.26 7.75 0.77 10.42 2.29 13.08 5.04
5.17 0.27 7.83 0.78 10.50 2.42 13.17 4.76
5.25 0.28 7.92 0.80 10.58 2.55 13.25 4.51
5.33 0.30 8.00 0.82 10.67 2.69 13.33 4.28
5.42 0.31 8.08 0.84 10.75 2.85 13.42 4.09
5.50 0.33 8.17 0.86 10.83 3.04 13.50 3.91
5.58 0.34 8.25 0.89 10.92 3.23 13.58 3.74
~ 5.67 0.36 8.33 0.92 11.00 3.44 13.67 3.58
I'; 5.75 0.37 8.42 0.96 11.08 3.61 13.75 3.43
l; 5.83 0.39 8:50. 1.00 11.17 3.83 13.83 3.29
5.92 0.40 8.58 1.05 11.25 4.10 13.92 3.16
6.00 0.42 8.67 1.10 11.33 4.53 14.00 3.04
Continues on next page...
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~..: Hydr.ograph Re~rt
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, Page 1
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. English
Hyd. No. 2
westside
Hydrograph type = SCS Runoff Peak discharge = 22.27 cfs
Storm frequency = 2 yrs Time interval = 5 min
Drainage. area = 7.53 ac Curve number = 97
Basin Slope = 2.0% Hydraulic length = 900 ft
T c method = USER Time of conc. (T c) = 11 min
",;
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 65.582 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
2.17 0.00 4.83 0.14 7.50 0.29 10.17 0.70
2.25 0.01 4.92 0.15 7.58 0.30 10.25 0.74
2.33 0.01 5.00 0.15 7.67 0.30 10.33 0.78
2.42 0.02 5.08 0.16 7.75 0.31 10.42 0.82
2.50 0.02 5.17 0.16 7.83 0.31 10.50 0.85
2.58 0.03 5.25 0.17 7.92 0.32 10.58 0.90
2.67 0.03 5.33 0.17 8.00 0.32 10.67 0.95
2.75 0.04 5.42 0.17 8.08 0.33 10.75 1.00
2.83 0.04 5.50 0.18 8.17 0.34 10.83 1.07
2.92 0.04 5.58 0.18 8.25 0.35 10.92 1.13
3.00 0.05 5.67 0.19 8.33 0.36 11.00 1.20
3.08 0.05 5.75 0.19 8.42 0.38 11.08 1.23
3.17 0.06 5.83 0.20 8.50 0.39 11.17 1.29
3.25 0.06 5.92 0.20 8.58 0.41 11.25 1.45
3.33 0.06 6.00 0.21 8.67 0.43 11.33 1.63
3.42 0.07 6.08 0.21 8.75 0.44 11.42 1.81
3.50 0.07 6.17 0.22 8.83 0.46 11.50 1.97
3.58 0.08 6.25 0.22 8.92 0.47 11.58 2.54
3.67 0.08 6.33 0.23 9.00 0.49 11.67 4.20
3.75 0.09 6.42 0.23 9.08 0.51 11.75 7.04
3.83 0.09 6.50 0.24 9.17 0.52 11.83 11.38
3.92 0.09 6.58 0.24 9.25 0.52 11.92 18.18
4.00 0.10 6~67 0.25 9.33 0.53 12.00 22.27 <<
4.08 0.10 6.75 0.25 9.42 0.53 12.08 17.96
..,'" 4.17 0.11 6.83 0.26 9.50 0.53 12.17 10.61
4.25 0.11 6.92 0.26 9.58 0.54 12.25 5.18
4.33 0.11 7.00 0.27 9.67 0.55 12.33 3.24
4.42 0.12 7.08 0.27 9.75 0.57 12.42 2.85
4.50 0.12 7.17 0.28 9.83 0.59' 12.50 2.47
4.58 0.13 7.25 0.28 9.92 0.62 12.58 2.12
4.67 0.13 7.33 0.28 10.00 0.65 12.67 1.85
4.75 0.14 7.42 0.29 10.08 0.67 12.75 1.68
Continues on next page...
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Hydrograph Re~ U
Page 1
English
Hyd. No. 4
west1
Hydrograph type = Reservoir Peak discharge = 0.50 cfs
Storm frequency = 2 yrs Time interval = 5 min
Inflow hyd. No. = 2 Reservoir name = westpond
Max. Elevation = 814.20 ft Max. Storage = 53,380 cuft
Storage Indication method used. Total Volume = 15,586 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.50 1.04 814.02 0.02 0.02
13.58 1.00 814.03 0.05 0.05
13.67 0.95 814.05 0.07 0.07
13.75 0.92 814.06 0.09 0.09
13.83 0.88 814.08 0.11 0.11
13.92 0.85 814.09 0.13 0.13
14.00 0.82 814.10 0.16 0.16
14.08 0.78 814.11 0.20 0.20
14.17 0.76 814.12 0.23 0.23
14.25 0.74 814.13 0.26 0.26
14.33 0.73 814.14 0.29 . 0.29
14.42 0.72 814.15 0.32 0.32
14.50 0.70 814.15 0.34 0.34
14.58 0.69 814.16 0.37 0.37
\ 14.67 0.68 814.17 0.39 0.39
14.75 0.67 814.17 0.40 0.40
14.83 0.66 814.18 0.42 - 0.42
14.92 0.64 814.18 0.44 0.44
15.00 0.63 814.18 0.45 0.45
15.08 0.62 814.19 0.46 0.46
15.17 0.61 814.19 0.47 0.47
15.25 0.60 814.19 0.48 -- 0.48
15.33 0.59 814.19 0.48 0.48
15.42 0.57 814.19 0.49 0.49
15.50 0.56 814.20 0.50 0.50
15.58 0.55 814.20 0.50 0.50
15.67 0.54 814.20 0.50 0.50
15.75 0.53 814.20 0.50 0.50
15.83 0.51 814.20 0.50 0.50
15.92 0.50 814.20 << 0.51 0.50 <<
16.00 0.49 814.20 0.50 0.50
16.08 0.48 814.20 0.50 0.50
16.17 0.47 814.20 0.50 0.50
16.25 0.46 814.20 0.50 0.50
16.33 0.46 814.20 0.50 0.50
16.42 0.46 814.20 0.49 0.49
Continues on next page...
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Rese.rvoir Repo~
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Page 1
Reservoir No. 3 - westpond
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation
ft ft
English
Contour area Incr. Storage Total storage
sqft cuft cuft
0.00 810.00 10,000 0 0
1.00 811.00 10,877 10,439 1 0,439
3.00 813.00 13,941 24,818 35,257
4.00 814.00 15;542 14,742 49,998
5.00 815.00 18,495 17,019 67,017
7.00 817.00 21,111 39,606 106,623
9.00 819.00 23,810 44,921 151,544
10.00 820.00 25,191 24,501 176,044
13.00 823.00 29,456 81,971 258,015
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Culvert I Orifice Structures
[A] [8] [C] [0]
Rise in = 30.0 0.0 0.0 0.0
Span in = 30.0 0.0 0.0 0.0
No. Barrels = 2 0 0 0
Invert EI. ft = 814.00 0.00 0.00 0.00
Length ft = 190.0 0.0 0.0 0.0
Slope % = 0.20 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-8tage - --- No No No
Weir Structures
[A] [8] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-8tage = No No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage! Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
" 0.00 0 810.00 0.00 0.00
I 0.10 1,044 810.10 0.00 0.00
"
.'~ 0.20 2,088 ' 810.20 0.00 0.00
0.30 3,132 810.30 0.00 0.00
0.40 4,175 810.40 0.00 0.00
~. 0.50 5,219 810.50 0.00 0.00
~~ 0.60 6,263 810.60 0.00 0.00
.~! 0.70 7,307 810.70 0.00 0.00
';~ 0.80 8,351 810.80 0.00 0.00
<, 0.90 9,395 810.90 0.00 0.00
>1 - "
:~~
:3 1.00 10,439 811.00 0.00 0.00
Continues on next page...
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Hydrograph Re~rt
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Page 1
English
Hyd. No. 5
!' lowes
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Hydrograph type = Combine
Storm frequency = 2 yrs
1st inflow hyd. No. = 4
Peak discharge = 25.61 cfs
Time interval = 5 min
2nd inflow hyd. No.= 3
Total Volume = 91,008 cuft
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Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
2.17 0.00 0.01 0.01
2.25 0.00 0.01 0.01
2.33 0.00 0.01 0.01
2.42 0.00 0.02 0.02
2.50 0.00 0.03 0.03
2.58 0.00 0.03 0.03
2.67 0.00 0.04 0.04
2.75 0.00 0.04 0.04
2.83 0.00 0.05 0.05
2.92 0.00 0.05 0.05
3.00 0.00 0.06 0.06
3.08 0.00 0.06 0.06
3.17 0.00 0.06 0.06
3.25 0.00 0.07 0.07
3.33 0.00 0.07 0.07
3.42 0.00 0.08 0.08
3.50 0.00 0.08 0.08
3.58 0.00 0.09 0.09
3.67 0.00 0.09 0.09
3.75 0.00 0.10 0.10
3.83 0.00 0.10 0.10
3.92 0.00 0.11 0.11
4.00 0.00 0.11 0.11
4.08 0.00 - 0.12 0.12
4.17 0.00 0.12 0.12
4.25 0.00 0.13 0.13
4.33 0.00 0.13 0.13
4.42 0.00 0.14 0.14
4.50 0.00 0.14 0.14
4.58 0.00 0.15 0.15
4.67 0.00 0.15 0.15
4.75 0.00 0.16 0.16
4.83 0.00 0.16 0.16
4.92 0.00 0.17 0.17
5.00 0.00 0.17 0.17
5.08 0.00 0.18 0.18
Continues on next page...
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11 Hydrograph Re~rt 0
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Page 1
English
Hyd. No. 6
lowes
Hydrograph type = Reservoir Peak discharge = 22.68 cfs
Storm frequency = 2 yrs Time interval = 5 min
Inflow hyd. No. = 5 Reservoir name = eastpond ~
Max. Elevation = 815.85 ft Max. Storage = 5,047 cuft
Storage Indication method used. Total Volume = 91,008 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.33 0.01 813.51 0.00 0.00
2.42 0.02 813.51 0.01 0.01
2.50 0.03 813.52 0.01 0.01
2.58 0.03 813.52 0.01 . 0.01
2.67 0.04 813.53 0.02 0.02
2.75 0.04 813.54 0.02 0.02
2.83 0.05 813.54 0.02 0.02
2.92 0.05 813.55 0.03 0.03
3.00 0.06 813.56 0.04 0.04
3.08 0.06 813.57 0.04 0.04
3.17 0.06 813.57 0.05 . 0.05
3.25 0.07 813.58 0.05 0.05
3.33 0.07 813.58 0.06 0.06
3.42 0.08 813.59 0.06 0.06
3.50 0.08 813.59 0.07 0.07
3.58 0.09 813.60 0~07 0.07
3.67 0.09 813.60 0.08 0.08
3.75 0.10 813.61 0.09 0.09
3.83 0.10 813.61 0.09 0.09
3.92 0.11 813.61 0.10 0.10
4.00 0.11 813.61 0.10 0.10
4.08 0.12 813.62 0.11 - 0.11
4.17 0.12 813.62 0.11 0.11
4.25 0.13 813.62 0.12 0.12
4.33 0.13 813.62 0.12 0.12
4.42 0.14 813.63 0.13 0.13
4.50 0.14 813.63 0.13 0.13
4.58 0.15 813.63 0.14 0.14
4.67 0.15 813.63 0.14 0.14
4.75 0.16 813.64 0.15 0.15
4.83 0.16 813.64 0.15 0.15
C'" 4.92 0.17 813.64 0.16 0.16
';1 5.00 0.17 813.65 0.17 0.17
:.
..i 5.08 0.18 813.65 0.17 0.17
...., 5.17 0.18 813.65 0.18 0.18
.' 5.25 0.19 813.65 0.18 0.18
.,
Continues on next page...
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Reservoir RepoQ 0
Page 1
English
Reservoir No. 4 - eastpond
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00 813.50 200 0 0
0.50 814.00 1,523 431 431
1.50 815.00 2,518 2,021 2,451
2.50 816.00 3,605 3,062 5,513
4.50 818.00 5,948 9,553 15,066
5.50 819.00 7,207 6,578 21,643
6.50 820.00 8,512 7,860 29,503
9.50 823.00 9,877 27,584 57,086
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 42.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
-'
Span in = 42.0 0.0 0.0 0.0 Crest EI. ft = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert EI. ft = 813.50 0.00 0.00 0.00 . Eqn. Exp. = 0.00 0.00 0.00 0.00
Length ft = 200.0 0.0 0.0 0.0 Multi-5tage = No No No No
Slope % = 0.20 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-5tage -- No No No Tailwater Elevation = 0.00 ft
Note: AII_ outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
-"
0.00 0 813.50 0.00 0.00
0.05 43 813.55 0.03 0.03
0.10 86 813.60 0.08 0.08
0.15 129 813.65 0.17 0.17
0.20 172 813.70 0.35 0.35
0.25 215 813.75 0.46 0.46
~ 0.30 258 813.80 0.78 0.78
':'~ 0.35 302 813.85 0.99 0.99
0.40 345 813.90 1.23 1.23
,;~ 0.45 388 813.95 1.50 1.50
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Continues on next page...
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Page 1
English
Hyd. No. 7
runoff into revised dan-pond
Hydrograph type = Combine
Storm frequency = 2 yrs
1 st inflow hyd. No. = 1
Peak discharge = 82.21 cfs
Time interval = 5 min
2nd inflow hyd. No.= 6
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Total Volume = 308,790 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
2.50 0.00 0.01 0.01
2.58 0.00 0.01 0.01
2.67 0.00 0.02 0.02
2.75 0.00 0.02 0.02
2.83 0.00 0.02 0.02
2.92 0.00 0.03 0.03
3.00 0.00 0.04 0.04
3.08 0.00 0.04 0.04
3.17 0.00 0.05 0.05
3.25 0.00 0.05 0.05
3.33 0.00 0.06 0.06
3.42 0.01 0.06 0.07
3.50 0.02 0.07 0.09
3.58 0.03 0.07 0.10
3.67 0.04 0.08 0.12
3.75 0.05 0.09 0.14
3.83 0.06 0.09 0.16
3.92 0.07 0.10 0.17
4.00 0.09 0.10 0.19
4.08 0.10 0.11 0.21
4.17 0.11 0.11 0.22
4.25 0.12 0.12 0.24
4.33 0.13 0.12 0.26
4.42 0.15 0.13 0.28
4.50 0.16 0.13 0.29
4.58 0.17 0.14 0.31
4.67 0.19 0.14 0.33
4.75 0.20 0.15 0.35
4.83 0.21 0.15 0.37
4.92 0.23 0.16 0.39
5.00 0.24 0.17 0.41
5.08 0.26 0.17 0.43
5.17 0.27 0.18 0.45
5.25 0.28 0.18 0.47
5.33 0.30 0.19 0.49
5.42 0.31 0.20 0.51
Continues on next page...
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Page 1
English
Hyd. No. S
check danbury pond
Hydrograph type = Reservoir Peak discharge = 12.39 cfs
Storm frequency = 2 yrs Time interval = 5 min
Inflow hyd. No. = 7 Reservoir name = revised danbury
Max. Elevation = 810.92 ft Max. Storage = 165,329 cuft
Storage Indication method used. Total Volume = 305,380 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.00 0.19 809.25 0.00 0.00
4.08 0.21 809.25 0.00 0.00
4.17 0.22 809.26 0.00 0.00
4.25 0.24 809.26 0.00 0.00
4.33 0.26 809.26 0.00 0.00
4.42 0.28 809.26 0.00 0.00
4.50 0.29 809.26 0.00 0.00
4.58 0.31 809.26 0.00 0.00
4.67 0.33 809.26 0.00 '0.00
4.75 0.35 809.26 0.00 0.00
4.83 0.37 809.26 0.00 ---,.- 0.00
4.92 0.39 809.26 0.00 0.00
5.00 0.41 809.26 0.00 0.00
5.08 0.43 809.27 0.01 0.01
5.17 0.45 809.27 0.01 0.01
5.25 0.47 809.27 0.01 0.01
5.33 0.49 809.27 0.01 0.01
5.42 0.51 809.27 0.01 0.01
5.50 0.53 809.27 0.01 0.01
5.58 0.55 809.28 0.01 0.01
5.67 0.57 809.28 0.01 0.01
5.75 0.59 809.28 0.01 -- 0.01
5.83 0.61 809.28 0.01 0.01
5.92 0.63 809.28 0.01 0.01
6.00 0.66 809.28 0.01 0.01
6.08 0.68 809.29 0.01 0.01
6.17 0.70 809.29 0.01 0.01
6.25 0.72 809.29 0.01 0.01
6.33 0.74 809.29 0.01 0.01
6.42 0.76 809.30 0.01 0.01
6.50 0.78 809.30 0.02 0.02
6.58 0.81 809.30 0.02 0.02
6.67 0.83 . 809.30 0.02 0.02
6.75 0.85 809.31 0.02 0.02
6.83 0.87 809.31 0.03 0.03
6.92 0.89 809.31 0.03 0.03
Continues on next page...
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Reservoir Repo~
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Page 1
.
English
Reservoir No. 2 - revised danbury pond
Pond Data
Bottom area = 95000.0 sqft Side slope = 4.0:1 Bottom elev. = 809.25 ft Depth = 4.75 ft
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00 809.25 95,000 0 0
0.47 809.72 97,357 45,684 45.684
0.95 810.20 99,743 46,812 92,496
1.42 810.67 102,157 47,956 140,451
1.90 811.15 104,601 49,115 189,566
2.38 811.63 107,073 50,289 239,855
2.85 812.10 109,575 51,4 79 291,334
3.32 812.58 112,105 52,684 344,018
3.80 813.05 114,664 53,905 397,923
4.27 813.53 117 ,252 55,141 453,064
4.75 814.00 119,869 56,392 509,456
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Culvert I Orifice Structures
[A] [B] [C] [0]
Rise in = 24.0 0.0 0.0 0.0
Span in = 24.0 0.0 0.0 0.0
No. Barrels = 1 0 0 0
Invert EI. ft = 809.25 0.00 0.00 0.00
Length ft = 300.0 0.0 0.0 0.0
Slope % = 1.00 . 0.00 0.00 0,00
N-Value = .013 .000 :000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-5tage -- No No No
Weir Structures
[A] [B] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-5tage = No No No No
Tailwater Elevation = 0.00 ft
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 809.25 o~oo 0.00
0.05 4,568 809.30 0.02 0.02
0.09 9,137 809.34 0.07 0.07
0.14 13.705 809.39 0.13 0.13
0.19 18,274 809.44 0.23 0.23
0.24 22.842 809.49 0.35 0.35
0.28 27,410 809.53 0.52 0.52
0.33 31,979 809.58 0.73 0.73
0.38 36,547 809.63 0.88 0.88
0.43 41,116 809.68 1.16 1.16
0.47 45,684 809.72 1.35 1.35
Continues on next page...
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Note: All outflows have been analyzed under inlet and outlet control.
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Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak periOd hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (yrs ) (ft) (cuft)
1 SCS Runoff 89.83 5 725 335,991 10 - - - Renaming Drainage
2 SCS Runoff 32.79 5 720 98,668 10 - - -- westside
3 SCS Runoff 37.71 5 720 113,475 10 - - - eastside
4 Reservoir 5.63 5 740 48,673 10 2 814.71 62,038 west1
5 Combine 37.71 5 720 162,144 10 4+3 - - lowes
6 Reservoir 30.25 5 725 162,144 10 5 816.76 9,158 lowes
7 Combine 120.08 5 725 498,135 10 1+6 - -- runoff into revise
8 Reservoir 18.74 5 765 494,669 10 7 811.79 257,252 check danbury pond
.
Proj. file: 146th.gpw IDF file: indy.lDF Run date: 02-28-2001
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Page 1
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English
Hyd. No. 1
Renaming Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 89.83 cfs
Storm frequency = 1 0 yrs Time interval = 5 min
Drainage area = 25.51 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 1800 ft
T c method = USER Time of cone. (T c) = 20 min
Total precip. = 4.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 335,991 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
150 0.01 310 0.68 470 1.48 630 4.03
155 0.02 315 0.71 475 1.50 635 4.23
, 160 0.04 320 0.73 480 1.53 640 4.45
165 0.06 325 0.75 485 1.56 645 4.70
170 0.08 330 0.78 490 1.59 650 4.98
175 0.10 335 0.80 495 1.63 655 5.29
180 0.12 340 0.83 500 1.69 660 5.61
185 0.14 345 0.85 505 1.75 665 5.87
i 190 0.17 350 0.88 510 1.82 670 6.20
j 195 0.19 355 0.90 515 1.90 675 6.61
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j 200 0.21 360 0.93 520 1.98 680 7.28
'j 205 0.23 365 0.95 525 2.06 685 8.04
--1 210 0.25 370 0.98 530 2.14 690 8.86
215 0.27 375 1.00 535 2.22 695 10.59
220 0.29 380 1.03 540 2.30 700 14.67
225 0.31 385 1.05 545 2.38 705 22.69
230 0.33 390 1.08 550 2.46 710 36.48
235 0.35 395 1.10 555 2,52 715 58.52
240 0.37 400 1.13 560 2.56 720 79.77
245 0.39 405 1.15 565 2.59 725 89.83 <<
i 250 0.41 410 1.18 570 2.62 730 80.72
:.,j 255 0.43 415 1.20 575 2.64 735 63.01
260 0.45 420 1.23 580 2.68 740 45.85
.. 265 0.47 425 1.25 585 2.74 745 30.34
,
.., 270 . 0.50 430 1.28 590 2.82 750 18.55
275 0.52 435 1.30 595 2.93 755 13.58
280 0.54 440 1.33 600 3.04 760 11.84
~d 285 0.56 445 1.35 605 3.18 765 10.42
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295 0.61 455 1.40 615 3.48 775 8.55
i 300 0.63 460 1.43 620 3.65 780 7.94
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Page 1
7
English
" Hyd. No. 2
westside
Hydrograph type = SCS Runoff Peak discharge = 32.79 cfs
Storm frequency = 10 yrs Time interval = 5 min
Drainage area 7.53 ac Curve number 97 "'
= =
Basin Slope = 2.0% Hydraulic length = 900 ft
T c method = USER Time of cone. (Tc) = 11 min
,1
i Total precip. = 4.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 98,668 cuft
Hydrograph Discharge Table
Time .. Outflow Time -. Outflow Time .. Outflow Time .. Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
95 0.01 255 0.23 415 0.45 575 0.85
, 100 0.01 260 0.24 420 0.46 580 0.87
I:, 105 0.02 265 0.24 425 0.46 585 0.90
110 0.03 270 0.25 430 0.47 590 0.93
115 0.04 275 0.26 435 0.48 595 0.97
120 0.05 280 0.26 440 0.48 600 1.01
125 0.06 285 0.27 445 0.49 605 1.05
130 0.06 290 0.28 450 0.50 610 1.10
135 0.07 295 0.28 455 0.50 615 1.15
t"'~ 140 0.08 300 0.29 460 0.51 620
h 1.21
145 0.09 305 0.30 465 0.52 625 1.27
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I 150 0.09 310 0.30 470 0.52 630 1.32
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160 0.11 320 0.32 480 0.53 640 1.46
165 0.11 325 0.33 485 0.54 645 1.55
170 0.12 330 0.33 490 0.56 650 1.64
175 0.13 335 0.34 495 0.57 655 1.74
180 0.13 340 0.35 500 0.60 660 1.84
185 0.14 345 0.35 505 0.62 665 1.88
190 0.15 350 0.36 510 0.64 670 1.96
n 195 0.15 355 0.37 515 0.67 675 2.21
200 0;16 360 0.37 520 0.69 680 2.47
[,. 205 0.17 365 0.38 525 0.72 685 2.75
~1 210 0.17 370 0.39 530 0.74 690 2.99
I"
~i"" 215 0.18 375 0.39 535 0.76 695 3.83
220 0.19 380 0.40 540 0.79 700 6.32
225 0.19 385 0.41 545 0.81 705 10.54
~'.; 230 0.20 390 0.42 550 0.83 710 16.93
~~ 235 0.20 395 0.42 555 0.84 715 26.88
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I" 245 0.22 405 0.44 565 0.84 725 26.38
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[:;; 250 0.22 410 0.44 570 0.85 730 15.55
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4 English
Hyd. No. 3
eastside
Hydrograph type = SCS Runoff Peak discharge = 37.71 cfs
Storm frequency = 1 0 yrs Time interval = 5 min
Drainage area = 8.66 ac Curve number = 97
Basin Slope = 2.0% Hydraulic length = 900 ft
T c method = USER Time of cone. (T c) = 11 min
i Total precip. = 4.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 113,475 cuft
Hydrograph Discharge Table
Time - Outflow Time .. Outflow Time .. Outflow Time .. Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
95 0.01 255 0.26 415 0.52 575 0.98
100 0.02 260 0.27 420 0.52 580 1.00
105 0.03 265 0.28 425 0.53 585 1.03
110 0.04 270 0.29 430 0.54 590 1.07
115 0.04 275 0.29 435 0.55 595 1.12
120 0.05 280 0.30 440 0.55 600 1.16
125 0.06 285 0.31 445 0.56 605 1.21
130 0.07 290 0.32 450 0.57 610 1.26
135 0.08 295 0.33 455 0.58 615 1.32
I' 140 0.09 300 0.33 460 0.58 620 1.39
;.~ 145 0.10 305 0.34 465 0.59 625 1.46
150 0.11 310 0.35 470 0.60 630 1.52
)1 155 0.12 315 0.36 475 0.61 635 1.60
160 0.12 320 0.37 480 0.61 640 1.68
165 0.13 325 0.37 485 0.62 645 1.78
-J 170 0.14 330 0.38 490 0.64 650 1.89
175 0.15 335 0.39 495 0.66 655 2.00
180 0.16 .340 0.40 500 0.69 -660 2.11
185 0.16 345 0.41 505 0.71 665 2.16
190 0.17 350 0.41 510 0.74 670 2.26
195 0.18 355 0.42 515 0.77 675 2.54
j 200 0.19 360 0.43 520 0.80 680 2.84
205 0.19 365 0.44 525 0.82 685 3.16
210 0.20 370 0.45 530 0.85 690 3.43
215 0.21 375 0.45 535 0.88 695 4.41
220 0.21 380 0.46 540 0.91 700 7.27
225 0.22 385 0.47 545 0.93 705 12.12
230 0.23 390 0.48 550 0.95 710 19.48
235 0.23 395 0.49 555 0.96 715 30.91
240 0.24 400 0.49 560 0.97 720 37.71 <<
245 0.25 405 0.50 565 0.97 725 30.33
250 0.25 410 0.51 570 0.97 730 17.88
Continues on next page...
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Page 1
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English
Hyd. No. 4
west1
Hydrograph type = Reservoir Peak discharge = 5.63 cfs
Storm frequency = 10 yrs Time interval = 5 min
Inflow hyd. No. = 2 Reservoir name = westpond -
Max. Elevation = 814.71 ft Max. Storage = 62,038 cuft
Storage Indication method used. Total Volume = 48,673 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
725 26.38 814.25 0.91 0.91
730 15.55 814.58 4.08 4.08
735 7.58 814.70 5.50 5.50
740 4.73 814.71 << 5.63 5.63 <<
745 4.17 814.69 5.41 5.41
750 3.61 814.66 5.13 5.13
755 3.09 814.64 4.81 4.81
760 2.70 814.60 4.46 4.46
765 2.46 814.58 4.05 4.05
770 2.30 814.55 3.68 3.68
775 2.17 814.53 3.35 3.35
780 2.04 814.51 3.07 3.07
785 1.92 814.49 2.85 2.85
790 1.82 814.47 2.68 2.68
1 795 1.73 814.46 2.51 2.52
'1
,] 800 1.66 814.45 2.37 2.37
805 1.59 814.43 2.23 2.23
810 1..52 814.42 2.11 2.11
815 1.45 814.41 2.00 2.00
820 1.39 814.40 1.90 1.90
825 1.34 814.40 1.82 1.82
830 1.29 814.39 1.77 1.77
835 1.24 814.38 1.72 1.72
840 1.19 814.37 1.67 1.67
i 845 1.14 814.36 1.63 1.63
:1 850 1.11 814.35 1.58 1.58
1
I 855 1.08 814.35 1.53 1.53
860 1.06 814.34 1.49 1.49
865 1.04 814.33 1.45 1.45
870 1.03 814.32 1.41 1.41
~ 875 1.01 814.32 1.37 1.37
880 0.99 814.31 1.33 1.33
.I 885 0.97 814.30 1.30 1.30
:1 890 0.96 814.30 1.27 1.27
--I
:i
'j 895 0.94 814.29 1.23 1.23
'4 900 0.92 814.29 1.19 1.19
,
a
I Continues on next page...
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.i Reservoir RepoW U
"'
Page 1
.'
English
Reservoir No. 3 - westpond
: Pond Data
c
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
. 0.00 810.00 10,000 0 0
.'
1.00 811.00 10,877 1 0,439 10,439
,. 3.00 813.00 13,941 24,818 35,257
4.00 814.00 15,542 14,742 49,998
5.00 815.00 18,495 17,019 67,017
7.00 817.00 21,111 39,606 106,623
9.00 819.00 23,810 44,921 151,544
10.00 820.00 25,191 24,501 176,044
~j 13.00 823.00 29,456 81,971 258,015
,
";:,
Culvert I Orifice Structures
[A] [B] [C] [0]
Rise in = 30.0 0.0 0.0 0.0
Span in = 30.0 0.0 0.0 0.0
No. Barrels = 2 0 0 0
Invert EI. ft = 814.00 0.00 0.00 0.00
Length ft = 190.0 0.0 0.0 0.0
Slope % =0.20 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-5tage -- No No No
.1
"
.~
.)
;~
j
Weir Structures
[A] [B] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-5tage = No No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
~l ' Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
~ 1 ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
'1 0.00 0 810.00
I 0.00 0.00
~;'l 0.10 1,044 810.10 0.00 0.00
'I 0.20 2,088 810.20 0.00 0.00
-j 0.30 3,132 810.30 0.00 0.00
0.40 4,175 810.40 0.00 0.00
l~ 0.50 5,219 810.50 0.00 0.00
.
'~-i 0.60 6,263 810.60 0.00 0.00
:J
. 0.70 7,307 810.70 0.00 0.00
'-< 0.80 8,351 810.80 0.00 0.00
..-.!
. 0.90 9,395 810.90 0.00 0.00
~~
~.~ 1.00 10,439 811.00 0.00 0.00
',.
Continues on next page...
~
'~~ . Hydrograph Re~rt V
Page 1
English
" Hyd. No. S
lowes
Hydrograph type = Combine Peak discharge = 37.71 cfs
"
Storm frequency = 1 0 yrs Time interval = 5 min
1 st inflow hyd. No. = 4 2nd inflow hyd. No.= 3
Total Volume = 162,144 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(min) cfs cfs cfs
95 0.00 0.01 0.01
100 0.00 0.02 0.02
105 0.00 0.03 0.03
110 0.00 0.04 0.04
115 0.00 0.04 0.04
120 0.00 0.05 0.05
" 125 0.00 0.06 0.06
. ~ 130 0.00 0.07 0.07
" 135 0.00 0.08 0.08
140 0.00 0.09 0.09
145 0.00 0.10 0.10
150 0.00 0.11 0.11
155 0.00 0.12 0.12
160 0.00 0.12 0.12
; 165 0.00 0.13 0.13
,
,:J 170 0.00 0.14 0.14
:l
'1 175 0.00 0.15 0.15
A 180 0.00 0.16 0.16
'j 185 0.00 0.16 0.16
,I 190 0.00 0.17 0.17
,
195 0.00 0.18 0.18
200 0.00 0.19 0.19
205 0.00 0.19 0.19
210 0.00 0.20 0.20
215 0.00 0.21 0.21
220 0.00 0.21 0.21
225 0.00 0.22 0.22
230 0.00 0.23 0.23
235 0.00 0.23 ' 0.23
240 0;00 0.24 0.24
245 0.00 0.25 0.25
250 0.00 0.25 0.25
~:l 255 0.00 0.26 0.26
.'1 260 0.00 0.27 0.27
265 0.00 0.28 0.28
) 270 0.00 0.29 0.29
,1
" Continues on next page...
,
, ~
Hydrograph Re~rt Q
Page 1
English
Hyd. No. 6
lowes
Hydrograph type = Reservoir Peak discharge = 30.25 cfs
Storm frequency = 1 0 yrs Time interval = 5 min
Inflow hyd. No. = 5 Reservoir name = eastpond -
Max. Elevation = 816.76 ft Max. Storage = 9,158 cuft
Storage Indication method used. Total Volume = 162,144 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
105 0.03 813.51 0.01 0.01
110 0.04 813.52 0.01 0.01
115 0.04 813.53 0.02 0.02
120 0.05 813.54 0.02 0.02
125 0.06 813.55 0.03 0.03
130 0.07 813.56 0.04 0.04
135 0.08 813.57 0.05 0.05
140 0.09 813.58 0.06 0.06
145 0.10 813.59 0.07 0.07
150 0.11 813.60 0.08 0.08
155 0.12 813.61 0.10 --r- 0.10
160 0.12 813.62 0.11 0.11
165 0.13 813.62 0.12 0.12
170 0.14 813.63 0.13 0.13
175 0.15 813.63 0.14 0.14
180 0.16 813.63 0.14 0.14
185 0.16 813.64 0.15 0.15
190 0.17 813.64 0.16 0.16
195 0.18 813.65 0.17 0.17
200 0.19 813.65 0.17 0.17
205 0.19 813.65 0.19 0.18
210 0.20 813.66 0.19 -- 0.19
215 0.21 813.66 0.20 0.20
220 0.21 813.66 0.21 0.21
225 0.22 813.66 0.21 0.21
230 0.23 813.66 0.22 0.22
235 0.23 813.67 0.23 0.23
240 0.24 813.67 . 0.24 0.24
245 0.25 813.67 0.24 0.24
250 0.25 813.67 0.25 0.25
255 0.26 813.67 0.26 0.26
260 0.27 813.68 0.26 0.26
265 0.28 813.68 0.27 0.27
270 0.29 813.68 0.28 0.28
275 0.29 813.68 0.29 0.29
280 0.30 813.69 0.30 0.30
Continues on next page...
Reservoir Repo~ 0
Page 1
English
Reservoir No. 4 - eastpond
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00 813.50 200 0 0
0.50 814.00 1,523 431 431
1.50 815.00 2,518 2,021 2,451
2.50 816.00 3,605 3,062 5,513
4.50 818.00 5,948 9,553 15,066
5.50 819.00 7,207 6,578 21,643
6.50 820.00 8,512 7,860 29,503
9.50 823.00 9,877 27,584 57,086
Culvert I Orifice Structures
[A] [B] [C] [D]
Rise in = 42.0 0.0 0.0 0.0
Span in = 42.0 0.0 0.0 0.0
No. Barrels = 1 0 0 0
Invert EI. ft = 813.50 0.00 0.00 0.00 .
Length ft = 200.0 0.0 0.0 0.0
Slope % = 0.20 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-5tage -- No No No
Weir Structures
[A] [8] [C] [D]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-5tage = No No No No
Tailwater Elevation:: 0.00 ft
Note: All outflows have been analyzed under inlel and ouUet control.
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 813.50 0.00 0.00
0.05 43 813.55 0.03 0.03
0.10 86 813.60 0.08 0.08
0.15 129 813.65 0.17 0.17
0.20 172 813.70 0.35 ,- 0.35
0.25 215 813.75 0046 0046
0.30 258 813.80 0.78 0.78
0.35 302 813.85 0.99 0.99
0040 345 813.90 1.23 1.23
0045 388 813.95 1.50 1.50
0.50 431 814.00 1.81 1.81
Continues on next page...
Hydrograph Re~rt U
Page 1
English
Hyd. No. 7
runoff into revised dan-pond
Hydrograph type = Combine Peak discharge = 120.08 cfs
Storm frequency = 10 yrs Time interval = 5 min
1 st inflow hyd. No. = 1 2nd inflow hyd. No.= 6
Total Volume = 498,135 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(min) cfs cfs cfs
115 0.00 0.02 0.02
120 0.00 0.02 0.02
125 0.00 0.03 0.03
130 0.00 0.04 0.04
135 0.00 0.05 0.05
140 0.00 0.06 0.06
145 0.00 0.07 0.08
150 0.01 0.08 0.10
155 0.02 0.10 0.12
160 0.04 0.11 0.15
165 0.06 0.12 0.18
170 0.08 0.13 0.21
175 0.10 0.14 0.24
180 0.12 0.14 0.27
" 185 0.14 0.15 0.30
:j 190 0.17 0.16 0.32
j 195 0.19 0.17 0.35
c, 200 0.21 0.17 0.38
"
,.
205 0.23 0.18 0.41
210 0.25 0.19 0.44
215 0.27 0.20 0.47
220 0.29 0.21 0.50
225 0.31 0.21 0.52
230 0.33 0.22 0.55
235 0.35 0.23 0.58
240 0.37 0.24 0.60
245 0.39 0.24 0.63
250 0.41 0.25 0.66
255 0.43 0.26 0.69
260 0.45 0.26 0.72
265 0.47 0.27 0.74
270 0.50 0.28 0.78
~:1 275 0.52 0.29 0.81
~ 280 0.54 0.30 0.84
. 285 0.56 0.30 0.87
290 0.59 0.31 0.90
Continues on next page...
. "'r-
Hydrograph Rebdrt U
Page 1
English
Hyd. No. 8
check danbury pond
Hydrograph type = Reservoir Peak discharge = 18.74 cfs
Storm frequency = 10 yrs Time interval = 5 min
Inflow hyd. No. = 7 Reservoir name = revised danbury
Max. Elevation = 811.79 ft Max. Storage = 257,252 cuft
Storage Indication method used. Total Volume = 494,669 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
190 0.32 809.26 0.00 0.00
195 0.35 809.26 0.00 0.00
200 0.38 809.26 0.00 0.00
;1 205 0.41 809.26 0.00 0.00
,
210 0.44 809.26 0.00 0.00
215 0.47 809.26 . 0.00 0.00
220 0.50 809.26 0.00 0.00
225 0.52 809.27 0.00 0.00
230 0.55 809.27 0.01 0.01
235 0.58 809.27 0.01 0.01
240 0.60 809.27 0.01 ---r- 0.01
245 0.63 809.27 0.01 0.01
250 0.66 809.27 0.01 0.01
.i 255 0.69 809.28 0.01 0.01
j 260 0.72 809.28 0.01 0.01
j 265 0.74 809.28 0.01 0.01
1
.1 270 0.78 809.28 0.01 0.01
1 275 0.81 809.29 0.01 0.01
280 0.84 809.29 0.01 0.01
j 285 0.87 809.29 0.01 0.01
290 0.90 809.29 0.01 0.01
295 0.93 809.30 0.01 --- 0.01
300 0.96 809.30 0.02 0.02
305 0.99 809.30 0.02 0.02
I 310 1.03 809.31 0.02 0.02
I 315 1.06 809.31 0.03 0.03
320 1.09 809.31 0.03 0.03
j 325 1.12 809.32 0.04 0.04
! 330 1.15 809.32 0.04 0.04
335 1.18 809.32 0.04 0.04
'j 340 1.22 809.33 0.05 0.05
, 345 1.25 809.33 0.05 0.05
,', 350 1.28 809.33 0.06 0.06
" 355 1.31 809.34 0.06 0.06
'I
,J 360 1.35 809.34 0.07 0.07
~j 365 1.38 809.35 0.07 0.07
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Continues on next page...
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Reservoir Repo~
u
Page 1
Reservoir No.2 - revised danbury pond
English
Pond Data
Bottom area = 95000.0 sqft Side slope = 4.0:1 Bottom elev. = 809.25 ft Depth = 4.75 ft
Stage I Storage Table
Stage Elevation
ft ft
Contour area Incr. Storage Total storage
sqft cuft cuft
0.00 809.25 95,000 0 0
0.47 809.72 97,357 45,684 45,684
0.95 810.20 99,743 46,812 92,496
1.42 810.67 102,157 47,956 140,451
1.90 811.15 104,601 49,115 189,566
2.38 811.63 107,073 50,289 239,855
2.85 812.10 109,575 51,479 291,334
3.32 812.58 112,105 52,684 344,018
3.80 813.05 114,664 53,905 397,923
4.27 813.53 117,252 55,141 453,064
4.75 814.00 119,869 56,392 509,456
Culvert I Orifice Structures
[A] [B] [C] [0]
Rise in = 24.0 0.0 0.0 0.0
Span in = 24.0 0.0 0.0 0.0
No. Barrels = 1 0 0 0
Invert EI. ft = 809.25 0.00 0.0'0 0.00
'-1 Length ft = 300.0 0.0 0.0 0.0
!
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage - -- No No No
Weir Structures
[A] [B] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-Stage = No No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 809.25 0.00 0.00
0.05 4,568 809.30 0.02 0.02
~ 0.09 9,137 809.34 0.07 0.07
i 0.14 13,705 809.39 0.13 0.13
,; 0.19 18,274 809.44 0.23 0.23
0.24 22,842 809.49 0.35 0.35
" , 0.28 27,410 809.53 0.52 0.52
j 0.33 31,979 809.58 0.73 0.73
0.38 36,547 809.63 0.88 0.88
0.43 41,116 809.68 1.16 1.16
0.47 45,684 809.72 1.35 1.35
Continues on next page...
U
Hydrogr~ph Summary Report
u
Page 1
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Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft)
1 SCS Runoff 126.69 5 725 482,726 100 - - - Renaming Drainage
.'
2 SCS Runoff 45.65 5 720 139,523 100 - - - wests ide
3 SCS Runoff 52.50 5 720 160,461 100 - - - eastside
4 Reservoir 18.37 5 730 89,525 100 2 815.51 77,198 west1
5 Combine 60.05 5 720 249,985 100 4+3 - - lowes
6 Reservoir 56.05 5 725 249,985 100 5 818.01 15,116 lowes
7 Combine 182.74 5 725 732,711 100 1 + 6 - - runoff into revise
8 Reservoir 23.96 5 770 729,197 100 7 812.94 385,810 check danbury pond
.
Proj. file: 146th.gpw IOF file: indy.lOF Run date: 02-28-2001
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. Hydrograph RefnSrt U
Page 1
.. English
Hyd. No. 1
Renaming Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 126.69 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 25.51 ac Curve number = 95 ~
Basin Slope = 3.0% Hydraulic length = 1800 ft
T c method = USER Time of cone. (Tc) = 20 min
Total precip. = 5.80 in Distribution = Type"
Storm duration = 24 hrs Shape factor = 484
Total Volume = 482,726 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
115 0.02 275 1.04 435 2.14 595 4.43
120 0.04 280 1.07 440 2.18 600 4.60
125 0.07 285 1.10 445 2.21 605 4.79
130 0.10 290 1.14 450 2.25 610 5.00
135 0.14 295 1.17 455 2.28 615 5.22
140 0.17 300 1.21 460 2.31 620 5.47
145 0.21 305 1.24 465 2.35 625 5.73
150 0.24 310 1.28 470 2.38 630 6.01
155 0.28 315 1.31 475 2.41 635 6.30
160 0.31 320 1.35 480 2.45 640 6.62
I 165 0.35 325 1.38 485 2.48 645 6.98
.,
I
, 170 0.38 330 1.42 490 2.53 650 7.38
:1
J 175 0.41 335 1.45 495 2.59 655 7.82
1 180 0.44 340 1.49 500 2.67 660 8.28
185 0.48 345 1.52 505 2.77 665 8.65
190 0.51 350 1.56 510 2.88 670 9.10
195 0.54 355 1.59 515 2.99 675 9.69
200 0.57 360 1.63 520 3.10 680 10.65
205 0.60 365 1.66 525 3.22 685 11.73
210 0.64 370 1.70 530 3.34 690 12.90
215 0.67 375 1.73 535 3.46 695 15.37
220 0.70 380 1.76 540 3.58 700 21.21
225 0.73 385 1.80 545 3.69 705 32.63
230 0.76 390 1.83 550 3.80 710 52.17
235 0.79 395 1.87 555 3.88 715 83.16
240 0.81 400 1.90 560 3.94 720 112.85
245 0.84 405 1.94 565 3.98 725 126.69 <<
~ 250 0.87 410 1.97 570 4.01 730 113.61
1 255 0.90 415 2.01 575 4.04 735 88.53
;
~ 260 0.94 420 2.04 580 4.08 740 64.29
265 0.97 425 2.08 585 4.16 745 42.46
270 1.00 430 2.11 590 4.28 750 25.91
Continues on next page...
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\, Hydrograph Re~rt U
..
Page 1
; English
Hyd. No. 2
westside
Hydrograph type = SCS Runoff Peak discharge = 45.65 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 7.53 ac Curve number = 97 "
Basin Slope = 2.0% Hydraulic length = 900 ft
T c method = USER Time of conc. (Tc) = 11 min
Total precip. = 5.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 139,523 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
70 0.01 230 0.35 390 0.64 550 1.21
75 0.02 235 0.36 395 0.65 555 1.22
80 0.03 240 0.36 400 0.66 560 1.22
85 0.04 245 0.37 405 0.67 565 1.23
90 0.06 250 0.38 410 0.68 570 1.23
95 0.07 255 0.39 415 0.68 575 1.24
100 0.09 260 0.40 420 0.69 580 1.26
105 0.10 265 0.41 425 0.70 585 1.30
; 110 0.11 270 0.42 430 0.71 590 1.35
"'~ 115 0.12 275 0.43 435 0.72 595 1.40
,~
"
", 120 0.14 280 0.44 440 0.73 600 1.46
125 0.15 285 0.45 445 0.74 605 1.51
;'~ 130 0.16 290 0.46 450 0.74 610 1.58
,~ 135 0.17 295 0.47 455 0.75 615 1.65
140 0.18 300 0.48 460 0.76 620 1.73
145 0.19 305 0.48 465 0.77 625 1.81
150 0.20 310 0.49 470 0.78 630 1.90
155 0.21 315 0.50 475 0.79 635 1.98
160 0.22 320 0.51 480 0.80 640 2.09
165 0.23 325 0.52 485 0.81 645 2.21
170 0.24 330 0.53 490 0.82 650 2.34
175 0.25 335 0.54 495 0.85 655 2.48
180 0.26 340 0.55 500 0.88 660 2.61
185 0.27 345 0.56 505 0.92 665 2.67
190 0.28 350 0.57 510 0.95 670 2.79
195 0.29 355 0.58 515 0.98 675 3.13
200 0.30 360 0.59 520 1.02 680 3.50
.:."t 205 0.31 365 0.60 525 1.05 685 3.89
',,,,\ 210 0.32 370 0.60 530 1.08 690 4.22
:;;
(,:::,: 215 0.32 375 0.61 535 1.12 695 5.41
220 0.33 380 0.62 540 1.15 700 8.89
',- 225 0.34 385 0.63 545 1.18 705 14.79
Continues on next page...
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..__-:--<""'_~'.H~'" ----
.. Hydrograph Re~rt Q
Page 1
; English
Hyd. No. 3
eastside
Hydrograph type = SCS Runoff Peak discharge = 52.50 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area 8.66 ac Curve number 97 ,
= =
Basin Slope = 2.0% Hydraulic length = 900 ft
T c method = USER Time of conc. (Tc) = 11 min
Total precip. = 5.80 in Distribution = Type"
Storm duration = 24 hrs Shape factor = 484
Total Volume = 160,461 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
70 0.01 230 0.40 390 0.74 550 1.39
75 0.02 235 0.41 395 0.75 555 1.40
80 0.03 240 0.42 400 0.76 560 1.41
85 0.05 245 0.43 405 0.77 565 1.41
90 0.07 250 0.44 410 0.78 570 1.41
95 0.08 255 0.45 415 0.79 575 1.42
100 0.10 260 0.46 420 0.80 580 1.45
105 0.11 265 0.47 425 0.81 585 1.49
110 0.13 270 0.48 430 0.82 590 1.55
115 0.14 275 0.49 435 0.83 595 1.61
120 0.16 280 0.50 440 0.84 600 1.68
125 0.17 285 0.51 445 0.85 605 1.74
1 130 0.18 290 0.52 450 0.86 610 1.82
:"
135 0.20 295 0.54 455 0.87 615 1.90
140 0.21 300 0.55 460 0.88 620 1.99
145 0.22 305 0.56 465 0.89 625 2.09
150 0.23 310 0.57 470 0.90 630 2.18
155 0.25 315 0.58 475 0.91 635 2.28
160 0.26 320 0.59 480 0.91 640 2.40
165 0.27 325 0.60 485 0.93 645 2.54
170 0.28 330 0.61 490 0.95 650 2.69
175 0.29 335 0.62 495 0.98 655 2.85
180 0.30 340 0.63 500 1.01 660 3.00
185 0.31 345 0.64 505 1.05 665 3.07
190 0.32 350 0.65 510 1.09 670 3.21
195 0.33 355 0.66 515 1.13 675 3.59
200 0.34 360 0.67 520 1.17 680 4.03
-, 205 0.35 365 0.68 525 1.21 685 4.48
;:.J 210 0.36 370 0.69 530 1.25 690 4.85
215 0.37 375 0.71 535 1.29 695 6.22
220 0.38 380 0.72 540 1.33 700 10.22
225 0.39 385 0.73 545 1.36 705 17.01
";-:
Continues on next page...
Hydrograph Re~rt U
Page 1
,;
English
Hyd. No. 4
west1
Hydrograph type = Reservoir Peak discharge = 18.37 cfs
Storm frequency = 100 yrs Time interval = 5 min
Inflow hyd. No. = 2 Reservoir name = westpond ..
Max. Elevation = 815.51 ft Max. Storage = 77,198 cuft
Storage Indication method used. Total Volume = 89.525 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC Clv 0 WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
715 37.50 814.19 0.49 0.49
720 45.65 << 814.86 7.55 7.55
725 36.67 815.33 15.21 15.21
1 730 21.60 815.51 << 18.37 18.37 <<
!
735 10.52 815.48 17.90 17.90
740 6.56 815.36 15.80 15.80
745 5.78 815.23 13.29 13.29
750 5.01 815.12 11.52 11.52
755 4.29 815.03 10.08 10.08
760 3.75 814.94 8.74 8.74
765 3.41 814.86 7.60 . 7.60
770 3.19 814.79 6.69 6.69
775 3.01 814.73 5.97 5.97
780 2.83 814.69 5.38 5.38
785 2.66 814.64 4.90 4.90
790 2.52 814.61 4.48 4.48
:, 795 2.40 814.58 4.05 4.05
11
" 800 2.30 814.55 3.66 3.66
! 805 2.20 814.53 3.35 3.35
I 810 2.11 814.51 3.08 3.08
I
I 815 2.02 814.49 2.87 2.87
820 1.93 814.48 2.71 - 2.71
825 1.85 814.46 2.56 2.56
830 1.78 814.45 2.43 2.43
835 1.72 814.44 2.31 2.31
840 1.65 814.43 2.20 2.20
I 845 1.58 814.42 2.09 2.09
850 1.53 814.41 2.00 2.00
855 1.50 814.41 1.91 1.91
j 860 1.47 814.40 1.84 1.84
865 1.45 814.39 1.80 1.80
:1 870 1.42 814.39 1.77 1.77
875 1.40 814.38 1.73 1.73
) 880 1.37 814.37 1.70 1.70
c,
..i 885 1.35 814.37 1.67 1.67
.j
-::; 890 1.33 814.36 1.64 1.64
.j
,"'; Continues on next page...
"I
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.. Reservoir Repo~ ()
Page 1
-. English
Reservoir No. 3 - westpond
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table J.
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00 810.00 10,000 0 0
1.00 811.00 10,877 10,439 10,439
3.00 813.00 13,941 24,818 35,257
4.00 814.00 15,542 14,742 49,998
5.00 815.00 18,495 17,019 67,017
7.00 817.00 21,111 39,606 106,623
9.00 819.00 23,810 44,921 151,544
10.00 820.00 25,191 24,501 176,044
13.00 823.00 29,456 81,971 258,015
Culvert I Orifice Structures
[A] [B] [C] [0]
Rise in = 30.0 0.0 0.0 0.0
Span in = 30.0 0.0 0.0 0.0
No. Barrels = 2 0 0 0
Invert EI. ft = 814.00 0.00 0.00 0.00
Length ft = 190.0 0.0 0.0 0.0
" Slope % = 0.20 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage -- No No No
Weir Structures
[A] [B] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-Stage = No No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control,
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
i ~ ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
I';
Ii 0.00 0 810.00 0.00 0.00
II 0.10 1,044 810.10 0.00 0.00
0.20 2,088 810.20 0.00 0.00
~ 0.30 3,132 810.30 0.00 0.00
0.40 4,175 810.40 0.00 0.00
0.50 5,219 810.50 0.00 0.00
r, 0.60 6,263 810.60 0.00 0.00
.l 0.70 7,307 810.70 0.00 0.00
to;
[j 0.80 8,351 810.80 0.00 0.00
0.90 9,395 810.90 0.00 0.00
ij 1.00 10,439 811.00 0.00 0.00
Continues on next page...
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Hydrograph Re~rt
o
Page 1
English
Hyd. No. 5
lowes
Hydrograph type = Combine
Storm frequency = 100 yrs
1st inflow hyd. No. = 4
Peak discharge = 60.05 cfs
Time interval = 5 min
2nd inflow hyd. No.= 3
Total Volume = 249.985 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(min) cfs cfs cfs
70 0.00 0.01 0.01
75 0.00 0.02 0.02
80 0.00 0.03 0.03
85 0.00 0.05 0.05
90 0.00 0.07 0.07
95 0.00 0.08 0.08
100 0.00 0.10 0.10
105 0.00 0.11 0.11
110 0.00 0.13 0.13
115 0.00 0.14 0.14
120 0.00 0.16 0.16
125 0.00 0.17 0.17
130 0.00 0.18 0.18
135 0.00 0.20 0.20
140 0.00 0.21 0.21
145 0.00 0.22 0.22
150 0.00 0.23 0.23
155 0.00 0.25 0.25
160 0.00 0.26 0.26
165 0.00 0.27 0.27
170 0.00 0.28 0.28
175 0.00 0.29 0.29
180 0.00 0.30 0.30
185 0.00 0.31 0.31
190 0.00 0.32 0.32
195 0.00 0.33 0.33
200 0.00 0.34 0.34
205 0.00 0.35 0.35
210 0.00 0.36 0.36
. 215 0.00 0.37 0.37
220 0.00 0.38 0.38
225 0.00 0.39 0.39
230 0.00 0.40 0.40
235 0.00 0.41 0.41
240 0.00 0.42 0.42
245 0.00 0.43 0.43
Continues on next page...
~ Hydrograph Re~rt (j
" Page 1
English
Hyd. No. G
lowes
Hydrograph type = Reservoir Peak discharge = 56.05 cfs
Storm frequency = 1 00 yrs Time interval = 5 min
Inflow hyd. No. = 5 Reservoir name = eastpond ..!.
Max. Elevation = 818.01 ft Max. Storage = 15,116 cuft
Storage Indication method used. Total Volume = 249,985 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
80 0.03 813.51 0.01 0.01
85 0.05 813.52 0.01 0.01
90 0.07 813.54 0.02 0.02
95 0.08 813.56 0.03 0.03
100 0.10 813.57 0.05 0.05
105 0.11 813.59 0.07 0.07
110 0.13 813.61 0.09 0.09
115 0.14 813.62 0.11 0.11
120 0.16 813.63 0.13 0.13
125 0.17 813.64 0.15 0.15
130 0.18 813.64 0.16 . 0.16
135 0.20 813.65 0.18 0.18
140 0.21 813.66 0.20 0.20
145 0.22 813.66 0.21 0.21
150 0.23 813.66 0.22 0.22
155 0.25 813.67 0.24 0.24
160 0.26 813.67 0.25 0.25
165 0.27 813.68 0.26 0.26
170 0.28 813.68 0.27 0.27
175 0.29 813.68 0.28 0.28
180 0.30 813.68 0.29 0.29
185 0.31 813.69 0.30 --- 0.30
190 0.32 813.69 0.32 0.32
195 0.33 813.69 0.33 0.33
200 0.34 813.70 0.34 0.34
205 0.35 813.70 0.35 0.35
210 0.36 813.70 0.35 0.35
215 0.37 813.71 0.36 0.36
220 0.38 813.71 0.37 0.37
225 0.39 813.71 0.38 0.38
230 0.40 813.72 0.39 0.39
235 0.41 813.72 0.40 0.40
240 0.42 813.73 0.41 0.41
245 0.43 813.73 0.42 0.42
250 0.44 813.73 0.43 0.43
255 0.45 813.74 0.44 0.44
Continues on next page...
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.
Hydrograph Re~rt
Q
Page 1
English
Hyd. No. 7
runoff into revised dan-pond
Hydrograph type = Combine
Storm frequency = 100 yrs
1 st inflow hyd. No. = 1
Peak discharge = 182.74 cfs
Time interval = 5 min
2nd inflow hyd. No.= 6
1.
Total Volume = 732,711 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(min) cfs cfs cfs
90 0.00 0.02 0.02
95 0.00 0.03 0.03
100 0.00 0.05 0.05
105 0.00 0.07 0.07
110 0.01 0.09 0.09
115 0.02 0.11 0.13
120 0.04 0.13 0.17
125 0.07 0.15 0.22
130 0.10 0.16 0.26
135 0.14 0.18 0.31
140 0.17 0.20 0.37
145 0.21 0.21 0.42
150 0.24 0.22 0.47
155 0.28 0.24 0.51
160 0.31 0.25 0.56
165 0.35 0.26 0.61
170 0.38 0.27 0.65
175 0.41 0.28 0.69
180 0.44 0.29 0.74
185 0.48 0.30 0.78
190 0.51 0.32 0.82
195 0.54 0.33 0.87
200 0.57 0.34 0.91
205 0.60 0.35 0.95
210 0.64 0.35 0.99
215 0.67 0.36 1.03
220 0.70 0.37 1.07
225 0.73 0.38 1.11
230 0.76 0.39 1.15
235 0.79 0.40 1.18
240 0.81 0.41 1.22
245 0.84 0.42 1.26
250 0.87 0.43 1.30
255 0.90 0.44 1.34
260 0.94 0.45 1.38
265 0.97 0.46 1.43
Continues on next page...
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- Hydrograph Re~rt U
"
" Page 1
;" English
Hyd. No. S
check danbury pond
Hydrograph type = Reservoir Peak discharge = 23.96 cfs
Storm frequency = 100 yrs Time interval = 5 min
Inflow hyd. No. = 7 Reservoir name = revised danbury .J
Max. Elevation = 812.94 ft Max. Storage = 385,810 cuft
Storage Indication method used. Total Volume = 729,197 cuft
Hydrograph Discharge Table
Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
155 0.51 809.26 0.00 0.00
160 0.56 809.26 0.00 0.00
165 0.61 809.26 0.00 0.00
170 0.65 809.26 0.00 0.00
175 0.69 809.27 0.01 0.01
180 0.74 809.27 0.01 0.01
185 0.78 809.27 0.01 0.01
190 0.82 809.27 0.01 0.01
195 0.87 809.28 0.01 0.01
200 0.91 809.28 0.01 0.01
205 0.95 809.28 0.01 -y- 0.01
210 0.99 809.28 0.01 0.01
.. 215 1.03 809.29 0.01 0.01
~
:4 220' 1.07 809.29 0.01 0.01
: 225 1.11 809.29 0.01 0.01
, 230 1.15 809.30
",'1 0.02 0.02
':"
"l 235 1.18 809.30 0.02 0.02
:~
240 1.22 809.31 0.02 0.02
245 1.26 809.31 0.03 0.03
.. 250 1.30 809.31 0.03 0.03
255 1.34 809.32 0.04 0.04
260 1.38 809.32 0.04 ----- 0.04
265 1.43 809.33 0.05 0.05
270 1.47 809.33 0.05 0.05
275 1.52 809.33 0.06 0.06
280 1.57 809.34 0.06 0.06
285 1.61 809.34 0.07 0.07
I
I 290 1.66 809.35 0.07 0.07
.'
295 1.70 809.35 0.08 0.08
1 300 1.75 809.36 0.09 0.09
305 1.80 809.36 0.10 0.10
~ 310 1.84 809.37 0.10 0.10
.~:~ 315 1.89 809.37 0.11 0.11
"j 320 1.93 809.38 0.12 0.12
i 325 1.98 809.39 0.13 0.13
J
'.' 330 2.02 809.39 0.13 0.13
:J
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Continues on next page...
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. . .
eo Reservoir Repo~ U
.=-
Page 1
,.
English
Reservoir No. 2 - revised danbury pond
Pond Data
Bottom area = 95000.0 sqft Side slope = 4.0:1 Bottom elev. = 809.25 ft Depth = 4.75 ft
Stage I Storage Table 1.
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00 809.25 95,000 0 0
0.47 809.72 97,357 45,684 45,684
0.95 810.20 99,743 46,812 92,496
1.42 810.67 102,157 47,956 140,451
1.90 811.15 104,601 49,115 189,566
2.38 811.63 107,073 50,289 239,855
2.85 812.10 109,575 51,479 291,334
3.32 812.58 112,105 52,684 344,018
3.80 813.05 114,664 53,905 397,923
4.27 813.53 117,252 55,141 453,064
4.75 814.00 119,869 56,392 509,456
Culvert I Orifice Structures
[A] [B] [C] [0]
Rise in = 24.0 0.0 0.0 0.0
Span in = 24.0 0.0 0.0 0.0
No. Barrels = 1 0 0 0
Invert EI. ft = 809.25 0.00 0.00 0.00
Length ft = 300.0 0.0 0.0 0.0
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage - --- No No No
Weir Structures
[A] [B] [C] [0]
Crest Len ft = 0.00 0.00 0.00 0.00
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multi-Stage = No No No No
Tailwater Elevation = 0.00 ft
Nole: All outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 809.25 0.00 0.00
0.05 4,568 809.30 0.02 0.02
0.09 9,137 809.34 0.07 0.07
0.14 13,705 809.39 0.13 0.13
0.19 18,274 809.44 0.23 0.23
0.24 22,842 809.49 0.35 0.35
0.28 27,410 809.53 0.52 0.52
0.33 31,979 809.58 0.73 0.73
0.38 36,547 809.63 0.88 0.88
0.43 41,116 809.68 1.16 1.16
0.47 45,684 809.72 1.35 1.35
Continues on next page...
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draft 10/22/99
revised: 12/7/99
1/7/00
1/21/00
2/16/00
3/8/00
3/27/00
ORDINANCE
NO. Z-344
146TH STREET AND
KEYSTONE AVENUE
PLANNED UNIT DEVELOPMENT
DISTRICT
. \ 1SJ\~ I~)
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Ordinance No. Z-344
AN ORDINANCE ESTABLISHING THE
146th STREET AND KEYSTONE AVENUE
PLANNED UNIT DEVELOPMENT DISTRICT
WHEREAS, Section 31.6.4 of the Carmel/Clay Zoning Ordinance Z-289, (the
"Cannel/Clay Zoning Ordinance") provides for the establishment of a Planned Unit Development
District in accordance with the requirements ofI.C. 936-7-4-1500 et seq.;
NOW, THEREFORE, BE IT ORDAINED by the Common Council of the City of
Carmel, Indiana, pursuant to LC. 9 36-7-4-1500 et seq., it adopts this ordinance, (the
"Ordinance"), as an amendment to the Carmel/Clay Zoning Ordinance.
Section 1
Applicahility ofOre!immce'
Section 1 1 The Official Zoning Map of the City of Carmel and Clay Township, a part
of the Carmel/Clay Zoning Ordinance, is hereby changed to designate the land described
in Exhibit 'A', (the "Real Estate"), as a planned unit development district.
Section 1 ? Development in the planned unit development district shall be governed
entirely by the provisions of this Ordinance, with the exception that provisions of the
Carmel/Clay Zoning Ordinance specifically referenced within this Ordinance and in effect
on October 22, 1999, shall also apply.
Section 1 1 Any capitalized term not defined herein shall have the meaning as set forth
in the Carmel/Clay Zoning Ordinance in effect on April 17, 2000.
Section 2
Permittee! Primary 1 Jses:
Clinic or medical health center Collee:e or Universitv
Financial Institution General Offices
Grocery Store Hardware Store (including enclosed
Lumbervard and attached Garden Center)
Hotel Insurance Office
Nursine:. retirement or convalescent facility Office buildine:
Professional Office Recordine: Studio
Research Laboratorv Restaurant
Retail Uses Utilitv comnanv business office
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Planned Unit Development District Ordinance - 146th Street and Keystone A venue
Section 1
Fxcllloen Primary 1 Tses:
Amusement Park Automobile sales or leasine:
Automobile service station or filline: station Boat sales
Bulk storae:e of oetroleum oroducts Car wash
Carnivals fairs circuses Commercial warehouse storae:e
Disposal or storage of hazardous or radioactive Equipment sales or repair
materials
Flea market Fertilizer manufacturing
Garbage disoosal olantlsanitarv landfill Go-cart track
Grain elevator Industrial uses-heavy
Junk and/or salvae:e yard Commercial kennel
Manufactured housine: sales Miniature e:olf
Mobile home court Movie theater (outdoor)
Penal or correctional institution Plant nurserv
Reclaiming processes involving materials Refining or manufacturing of petroleum
and/or chemicals that are considered dangerous products
to the health, safety, and welfare of the general
public as determined by the State of Indiana,
Hamilton County or the City
Refining or manufacturing asphalt, cement, Roadside sales stand; parking lot or outdoor
QVDSum. lime wood oreservatives temoorarvsales
Sand and Qfavel extraction or sales Self-storage/mini-warehouse facilities
Sexually oriented business Sine:le-familv residence
Small engine sales or repair Stand alone restaurants with walk-up window
and/or drive-thru window food sales or those
restaurants that traditionally have walk-up
window or drive-thru window food sales
Stock yards, slaughtering, leather curing and Truck stop
tannine:
Water slide
Section 4 Accessory Ruilnings ann 1 Tses: All accessory buildings and uses which are
permitted in the B-2 zoning district shall be permitted, except that any detached accessory
building shown in any Development Plan ("DP") shall have on all sides the same architectural
features or shall be architecturally compatible with the principal building(s) with which it is
associated.
Section') Minimum Tract Size: The minimum tract size is 5 acres. This Section 5 does not
however preclude the sale or other transfer of any parcel of land within a tract after the approval
of a DP for the entire tract. However, the development of the parcel must still conform to the DP
for the entire tract as approved or amended by the Director, and all other applicable requirements
contained in this Ordinance.
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Planned Unit Development District Qrdinance - I 46th Street and Keystone A venue
Sedion n
Heieht :md Area Reqllirement~.
Section n 1
Maximum BlIilding Height~: All uses, sixty (60) feet.
Section n 2 Minimum Building Height: All uses, thirty (30) feet along the Keystone
Avenue frontage, or for uses not on the frontage, fourteen (14) feet, with a minimum of
twelve (12) feet to the lowest eaves for a building with a gable or hip roof. Any building
or part of a building within three hundred (300) feet of the Keystone Avenue right-of-way
shall be considered on the frontage. Accessory buildings, attached garden centers, and
screened delivery areas are exempt from the requirements of this Section.
Section n 1 Minimum BlIilding Sethacb:' The minimum building setback measured to
the nearest right-of-way shall be at least 90 feet, except along 146th Street where the
minimum building setback shall be 45 feet.
Sedion n 4 Minimum Grm:s Floor Area, Numher of Ten ants'
A. All buildings shall have a minimum of fifteen thousand (15,000) square
feet of gross floor area, excluding the floor area of any basement or any accessory
building(s).
B. The initial building to be developed and constructed on the northern one-
half (1/2) of the Real Estate is intended to be for a single tenant. In the event that
this building is not developed and constructed for a single tenant and/or upon
redevelopment of this building or its site as a multi-tenant building, then the
provisions of paragraph C below shall apply.
C. Excepting for the initial single tenant building described in paragraph B
above, all buildings shall have no more than six (6) tenants.
D. Accessory buildings permitted need not meet the minimum floor area
requirement.
E. The gross floor area of restaurants is allowed to be less than 15,000 square
feet but not less than 7,500 square feet.
F. All retail uses must occupy at least 10,000 square feet of gross floor area.
Section n 5 Maximnm Parcel Coverage and Density:
A. Maximum Parcel Coverage shall be sixty-five percent (65%) for office
uses and thirty percent (30%) for retail uses.
B. Maximum Floor Area Ratio (F.A.R.) shall be 0.70, with the F.A.R. being
calculated by dividing the total gross floor area of a building or buildings on any
parcel by the area of such parcel.
Section n n Architectural ne~igTI Requirement~:
A. Scale and proportion: All building facades, including doors, windows,
column spacing, and signage shall be designed using the Golden Section,
represented by the ratio 1: 1.6 or 1.6: 1.
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Planned Unit Development District O,rdinance - 146th Street and Keystone A venue
B. Suitability of building materials: A minimum of three materials shall be
used for building exteriors, from the following list: stone, brick, architectural pre-
cast (panels or detailing), architectural metal panels, glass, ornamental metal.
C. All buildings shall be designed with a minimum of eight external comers,
in order to eliminate monotonous box buildings.
D. Sloped roofs shall be a maximum of one hundred (100) feet without a
change in roof plane, or gable or dormer. Sloped roofs shall be either standing
seam metal or dimensional shingles.
Section 7
T ,anch;caping Requirements.
Section 7 1 T ,anilscaping Plan' A Landscaping Plan shall be submitted to the Plan
Commission for its approval at the same time other plans (i.e. architectural design,
lighting, parking and signage) are submitted. This plan (1) shall be drawn to scale,
including dimensions and distances; (2) shall delineate all existing and proposed
structures, private parking areas, walks, ramps for handicapped, terraces, drive-
ways, signs, lighting standards, steps and other similar structures; and (3) shall
delineate the location, size and description of all landscape material and the
irrigation system for all planting areas. Landscape treatment for plazas, roads,
paths, service and private parking areas shall be designed as an integral and
coordinated part of the Landscape Plan for the entire tract.
Section 7'l Areas to he T.anilscapeil.
A. Greenhelt:
1. The greenbelt along Keystone Avenue shall be a minimum of thirty
(30) feet in width and landscaped per the requirements of Section 7.3.
2. Greenbelt areas shall be unoccupied except for plant material,
steps, walks, terraces, bike paths, driveways, lighting standards, signs, and
other similar structures (excluding a private parking area). Mounding and
other innovative treatments are to be especially encouraged in this area.
Pedestrian walkways and bikeways are encouraged to be incorporated into
the greenbelt.
B. Parallel Roailways:
1. There shall be landscape planting areas located adjacent to the
Keystone Avenue on and off ramp rights-of-way, which shall be a
minimum often (10) feet in width and landscaped pursuant to Section 7.3.
2. These landscape areas shall be unoccupied except for plant
material, steps, walks, terraces, bike paths, driveways, lighting standards,
signs, and other similar structures.
C. Planting Ailjacent to Ruililings:
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PlalUled Unit Development District Ordinance - I 46th Street and Keystone A venue
I. A planting area equal to an area measuring ten (10) feet in depth by
the width of the front of the building plus twenty (20) feet (to extend ten
(10) feet out on both sides) shall be installed at the front of the building.
2. A planting area equal to an area five (5) feet in depth shall be
installed on the sides of the building(s) but is not required on the rear of
the building(s).
3. Sidewalks up to eight (8) feet in width may be permitted in these
areas, but shall not occupy the entire area on any side ofthe building(s).
4. If an approach driveway cuts into a planting area displaced by the
driveway, additional area shall be added to the building perimeter planting.
5. These adjacent planting areas need not be rectangular in shape as
long as the required amount of space is landscaped, innovative and
original designs are encouraged.
D. Phmting Within Parking T .ots: All parking lot landscaping shall be of a
quality to improve and enhance the site and its surrounding area, representing no
less than six percent (6%) of the total surface parking area. Landscaping within
parking lots shall occur in any combination of planting islands, planting
peninsulas and entranceways, and provide not less than one (1) tree and ten (10)
shrubs for each four hundred (400) square feet of interior landscaped area. (For
purposes of this computation, landscaping in the greenbelt(s), adjacent to the
building(s) and on the periphery of the tract shall not be included.)
Section 7 1 T .andscaping Standards
A. Tnterior Areas: The dimensions, specifications and design of any planting
area or planting median shall be sufficient to protect the landscaping materials
planted therein and to provide for proper growth. The following minimum
widths for interior planting areas shall be used:
Canopy Trees: 9 feet wide
Ornamental Trees: 7 feet wide
Shrubs (only): 5 feet wide
B. Greenhe1t: The primary landscaping materials used in the greenbelt areas
and adjacent to buildings shall be shade trees, ornamental trees, shrubs, ground
covers, grasses, and flowers. A base planting unit of one hundred (100) linear feet
will be designated for the Keystone Avenue greenbelt which includes:
. Five (5) shade trees;
. Three (3) ornamental trees or three (3) evergreen trees; and
. Fifteen (15) shrubs
C. Materials: All plants proposed to be used in accordance with any
landscaping plan shall meet the following specifications:
1. Shade trees: a minimum trunk diameter of 2~ inches at six (6)
inches above the ground line, a minimum height of eight (8) feet, and a
branching height of not less than 1/3 nor more than 1/2 of tree height.
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Planned Unit Development District Qrdinance - 146th Street and Keystone Avenue
2. Ornamental trees: a minimum trunk diameter of 1 Y2 inches at six
(6) inches above the ground line, a minimum height of six (6) feet, and a
branching height of not less than 1/3 nor more than 1/2 oftree height.
3. Evergreen trees: a minimum height of eight (8) feet, a width of not
less than 3/5 of the height.
4. Deciduous shrubs: minimum height of twenty-four (24) inches,
with no less than six (6) main branches upon planting.
5. Evergreen shrubs: minimum height and spread of twenty-four (24)
inches.
Section 74 I ,:mdscapine Install:Jtion and Maintenance.
A. Installation: All required landscaping shall be installed prior to the
issuance of a final Certificate of Occupancy by the Department. If it is not
possible to install the required landscaping because of weather conditions, the
property owner shall post a bond for an amount equal to the total cost of the
required landscaping prior to the issuance of the temporary Certificate of
Occupancy.
B. Maintenance: It shall be the responsibility of the owners and their agents
to insure proper maintenance of project landscaping and retention ponds approved
in accordance with the development requirements specified for this Ordinance.
This is to include, but is not limited to, irrigation and mulching of planting areas,
replacing dead, diseased, or overgrown plantings with identical varieties or a
suitable substitute, and keeping the area free of refuse, debris, rank vegetation and
weeds.
C. Chanees A tter Approval: No landscaping which has been approved by the
Commission may later be materially altered, eliminated or sacrificed, without first
obtaining further Commission approval. However, minor alterations in
landscaping may be approved by the Director in order to conform to specific site
conditions.
D. Inspection: The Director shall have the authority to visit the Real Estate to
inspect the landscaping and check it against the approved plan on file.
Section R
Parkine Reqnirements:
A. Except as provided in Paragraph B, parking is prohibited between the
Keystone A venue right-of-way and the setback line of the building.
1. Efforts to break up large expanses of pavement are to be
encouraged by the interspersing of appropriate planting areas wherever
possible.
2. Pedestrian access to and through parking areas shall be provided in
the DP.
3. The number of parking spaces required is established in Section 27
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Planned Unit Development Disoicl Ordinance - 146th Street and Keystone Avenue
of the CarmeVClay Zoning Ordinance; however, for the purposes of
calculating the required number of parking spaces, attached garden centers
and screened delivery areas shall be excluded.
4. There shall be an appropriate number of parking spaces, accessible
to the building(s) and identified as reserved for use by handicapped
individuals, and these spaces shall meet State requirements.
5. Above-grade, structured parking facilities shall have on all sides
architectural features that are compatible with the principal building(s)
with which they are associated.
B. The Commission may, at its discretion, allow a minimal number of visitor
or handicapped parking spaces between the greenbelt and the front yard line.
Section 9
T .ightine Reqllirement~:
A. A site lighting plan shall be submitted along with the information on
architectural design, landscaping, parking, signage, and lighting, (" ADLS"). The
site lighting plan shall include the layout, spread and intensity of all site lighting,
including:
1.
2.
3.
4.
5.
parking lot and service/storage area lighting;
architectural, display lighting;
security lighting;
lighting of pedestrian and bicycle ways;
landscape lighting.
B. All site lighting shall be coordinated throughout the project and be of
uniform design, color and materials.
C. The maximum height of light standards shall not exceed twenty-five (25)
feet high. However, when light standards abut or fall within ninety (90) feet of a
residential district or use, they shall not exceed fifteen (15) feet.
D. All site pole lights and wall mounted lights shall be low-level, 900 cutoff
luminaires and shall not spill over into adjoining properties in excess of 0.3
footcandles in commercial areas, and 0.1 footcandles in residential areas.
E. Exterior architectural, display, decorative and sign lighting visible to the
public from either U.S. Highway 31 or Keystone Avenue.
Section 10
[intentionally omitted]
Section 11
Other AT1T.S Reqllirement~.
Section 11 1 01lt~icie Storage ofRefi]~e or Merchancii~e: No outside, unenclosed storage
of refuse (whether or not in containers) or merchandise (other than the merchandise
contained in an attached garden center) shall be permitted on any tract. The merchandise
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Planned Unit Development Dishict Ordinance - (46th Street and Keystone Avenue
within an attached garden center shall not be stacked higher than the height of the exterior
wall. All refuse shall be contained completely within the principal or accessory
building(s). Any accessory structure designed for refuse storage shall be architecturally
compatible with the principal building.
Section 11 2 T ,oading Rerths:
A. Any loading or unloading berth or bay visible from U.S. Highway 31 or
Keystone Avenue shall be screened subject to the approval of the Plan
Commission or Committee of the Plan Commission. Any overhead doors on the
south side of any building shall be screened and shall be subject to the approval of
the Director of the Department of Community Services.
B. Any overhead doors and/or solid steel doors located on the south fa~ade of a
building to be used for loading or unloading of goods, products, merchandise or
other materials shall be screened by a wall not less than eight (8) feet in height to
be designed and constructed with materials approved by the Director.
Section 11 3 Signs:
A. Single Tenant Buildings
1. Number & Type: The maximum number of Identification Signs
permitted shall be one (1) wall sign on the west building frontage and one
(1) wall sign on the building frontage where the main entrance is located.
For those buildings containing over 100,000 square feet, two additional
wall signs shall be permitted on the building frontage where the main
entrance is located.
2. Maximum Sign Area for buildings over 100,000 square feet:
West building frontage: 100 sq. ft.
Main entrance building frontage: 150 sq. ft.
Two additional wall signs: 27 sq. ft. each
Carmel/Clay Zoning Ordinance Z-302 shall determine maximum Sign
Area for all other buildings. For purposes of calculating the maximum
Sign Area under the Ordinance, the distance of Sign from Street Right-of-
Way shall be measured perpendicular to the right-of-way of the street
currently known as Keystone A venue.
3. Location: As shown on building elevation drawings.
4. Design: All wall signs shall consist of individual letters. The color
of the sign faces shall be white with white returns.
5. Copy: As per definition ofIdentification Sign.
6. Illumination: Internal. The additional wall SIgnS are not to be
illuminated.
7. Window Signs: No window signs are allowed.
8. Sign permit: Required.
9. Fees: Required.
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Planned Unit Development District Qrdinance - I 46th Street and Keystone Avenue
B. Multi-Tenant Buildings
1. Number & Type: One (1) wall Identification Sign per business
on the building frontage where the main entrance is located.
Two (2) wall signs on the west building frontage
2. Maximum Sign Area: Buildings with two (2) tenants: total of 120
sq. ft.
Buildings with three (3) to six (6) tenants: total of 120 sq. ft.
West building frontage signs: total of90 sq. ft.
3. Location: As shown on the building elevations.
4. Design: All wall signs shall consist of individual letters. The color
of all sign faces shall be white with white returns.
5. Copy: As per definition ofIdentification Sign.
6. lllumination: Internal.
7. Window Signs: No window signs are allowed.
8. Sign permit: Required.
9. Fees: Required.
C. Center Identification Sign
1. Number & Type: one (1) ground sign.
2. Maximum Sign Area: 75 sq. ft.
3. Maximum height of sign: 10 feet
4. Location: As shown on the site plan
5. Design: Signs must comply with the approved architectural scheme
of the complex, and must be of a similar design and identical in
lighting and style of construction. The color of all individual letter
sign faces shall be white with white returns.
6. Copy: As per definition ofIdentification Sign.
7. lllumination: Internal or completely shielded.
8. Landscaping: Sign must be accompanied by a landscaped area at
least equal to the total sign area.
9. Sign permit: Required.
10. Fees: Required.
D. Other Provisions
Sections 25.7.01, "General Provisions", 25.7.04, "Banners", 25.7.06-
25.7.09, "Legal Non-Conforming Signs, Sign Permits, Variance, and
Administration and Enforcement", of the Carmel/Clay Zoning Ordinance,
Z-302, are also incorporated by reference.
Section 11 4 Rooftop Mechanical Equipment: Any rooftop mechanical equipment
visible from an adjoining street or highway shall be screened with suitable walls or
fencing subject to the approval procedures contained in the Commission's Rules of
Procedure.
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Planned Unit Development District Ordinance - 1461h Street and Keystone Avenue
Section 11 '3 Cart Corrals: Any cart corrals on the Real Estate shall be constructed of
masonry materials subject to the approval procedures contained in the Commission's
Rules of Procedure.
Section 12
Approval of ADT ,so
A. The Plan Commission shall consider an ADLS for any project on the Real
Estate.
B. The Plan Commission shall consider an ADLS simultaneously with the
approval of this Ordinance.
C. The Plan Commission shall approve the ADLS without conditions, or
approve with conditions.
D. Ifthere is a Material Alteration in the ADLS plans, review and approval by
the Commission shall be made by the Commission or a Committee thereof,
pursuant to the Commission's Rules of Procedure.
E. The ADLS shall be a specific plan consisting of the architectural design of
any buildings, landscaping, lighting, and signage for a site on the Real Estate.
Section 11
Approval or Denial of the Development Plan:
A. The Director shall approve without conditions, approve with conditions, or
disapprove the DP for any project on the Real Estate. Provided, however, that the
Director shall not unreasonably withhold or delay hislher approval of a DP that is
in conformance with this Ordinance and the Carmel/Clay Zoning Ordinance. If the
Director disapproves the DP for any project on the Real Estate, the Director shall
set forth in writing the basis for the disapproval.
B. An amendment to a DP which does not alter the use of any land may be
reviewed and approved by the Director. However, any interested party may appeal
the decision of the Director directly to a committee of the Commission.
C. The DP shall be a specific plan for the development of real property that is
submitted for approval by the Director showing proposed facilities and structures,
parking, drainage, erosion control, utilities and building information for a site on
the Real Estate.
Section 14
Violations ofOrrlinance' All violations of this Ordinance shall be subject to
Section 34.0 of the Carmel/Clay Zoning Ordinance.
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Planned Unit Development District Ordinance - I 46th Street and Keystone Avenue
P A~ED by the Common Council of the City of Carmel, Indiana this 17- day of
171- j ( , 2000, by a vote of ~ ayes and ~ nays.
COMMON C UNCIL FOR THE CITY 0 ARMEL
Robert Battreall
~LMin
Ronald E. Carter
ATTEST:
() 7
(~t~/
Diana L. Cordray, IAMC, Clerk- I easurer
of the City of Carmel, Indiana the n day of
~1 by me to
J
Diana L. Cordray, IAMC, Cler
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Planned Unit Development District Ordinance - 146th Street and KeyslOne Avenue
Approved by me, Mayor of the City of Carmel, Indiana, this _ day of
2000.
J ames Brainard, Mayor
ATTEST:
Diana L. Cordray, IAMC, Clerk-Treasurer
1:\2005\I\PUD Ordinance 3-27-00 - Kite Project.doc
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Exhibit A
Parcel #1
(Bayview Parcel)
Part of the North Halfofthe Northwest Quarter of Section 19, Township 18 North, Range 4 East
in Hamilton County, Indiana, more particularly described as follows:
Commencing at the Northeast comer of the North Half of the Northwest Quarter of said Section
19; thence South 89 degrees 05 minutes 16 seconds West (bearings based on NAD83 State Plane
Coordinates - East Zone) 1188.98 feet; thence South 00 degrees 10 minutes 51 seconds West
75.47 feet to the Point of Beginning which lies on the South right of way line of 146th Street;
thence South 89 degrees 05 minutes 16 seconds West along said right of way line 1080.36 feet to
the Easterly permanent right of way line for State HighwayNumber 431 per plans for Project S-
165 (14) and further described in Condenmation proceedings in the Hamilton County
Circuit/Superior Court Cause No. 61-626 (the next three courses are along said right of way); 1)
thence South 71 degrees 30 minutes 59 seconds West 24.82 feet to the point of curvature of a
non-tangent curve whose radius point bears North 78 degrees 22 minutes 03 seconds East
5624.60 feet from the point of curvature; 2) thence Southeasterly along said curve an arc distance
of 1191.73 feet to a point which bears South 66 degrees 13 minutes 40 seconds West 5624.60 feet
from the radius point and being subtended by a long chord having a bearing of South 17 degrees
42 minutes 08 seconds East and a distance of 1189.50 feet; 3) thence South 46 degrees 28
minutes 09 seconds East 42.36 feet (43.22 feet - deed) to the South line of said North Half;
thence North 89 degrees 15 minutes 32 seconds East along the South line of said North Half
375.42 feet to the Southwest comer of Danbury Estates, Section 1, as per plat thereof, recorded as
Instrument No. 9429324 in Plat Cabinet No.1, Slide No. 435 in the Office of the Recorder of
Hamilton County, Indiana; thence North 00 degrees 45 minutes 53 seconds West along the West
line of said Danbury Estates 381.42 feet (381.70 feet - plat) to the Northwest comer of Lot 29 in
said Danbury Estates; thence North 89 degrees 14 minutes 07 seconds East along the North Line
of Lots 29 through 33 in said Danbury Estates 329.26 feet; thence North 00 degrees 10 minutes
51 seconds East 868.00 feet to the point of beginning, containing 24.049 acres, more or less.
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Parcel #2
(Fenstermaker Parcel)
Part of the South Half of the Northwest Quarter of Section 19, Township 18 North, Range 4 East
in Hamilton County, Indiana, more particularly described as follows:
Commencing at the Northwest comer of the South Half of the said Northwest Quarter, which lies
South 00 degrees 09 minutes 32 seconds East (bearings based on NAD83 State Plane Coordinates
- East Zone) 1320.84 feet from the Northwest comer of the said Northwest Quarter Section;
thence North 89 degrees 15 minutes 32 seconds East along the North line of the said South Half
609.82 feet to a point on the Easterly limited access right of way line for State Highway Number
431 per plans for Project S-165 (14) and further described in Condemnation proceedings in the
Hamilton County Circuit Court Cause No. 61-668, said point lies on a non-tangent curve having a
radius of 5671.60 feet, the radius point of which bears North 66 degrees 08 minutes 54 seconds
East (the next six courses are along said right of way); 1) thence Southeasterly along said curve
an arc distance of 102.38 feet (101.7 feet - deed) to a point which bears South 65 degrees
06minutes 51 seconds West from said radius point and being subtended by a long chord having a
bearing of South 24 degrees 22 minutes 03 seconds East and a length of 102.38 feet (101.7 feet-
deed); 2) thence South 24 degrees 51 minutes 15 seconds East 297.30 feet; 3) thence South 34
degrees 44 minutes 15 seconds East 258.40 feet to a curve having a radius 5654.60 feet, the
radius point of which bears North 59 degrees 30 minutes 47 seconds East; 4) thence Southeasterly
along said curve an arc distance of 197.40 feet to a point which bears South 57 degrees 30
minutes 46 seconds West from said radius point and being subtended by a long chord having a
bearing of South 31 degrees 29 minutes 15 seconds East and a length of 197.40 feet; 5) thence
South 34 degrees 56 minutes 15 seconds East 286.10 feet to a curve having a radius of5649.60
feet, the radius point of which bears North 54 degrees 36 minutes 46 seconds East; 6) thence
Southeasterly along said curve an arc distance of302.76 feet to a point which bears South 51
degrees 32 minutes 32 seconds West from said radius point and being subtended by a long chord
having a bearing of South 36 degrees 55 minutes 21 seconds East and a length of 302.73 feet;
thence North 00 degrees 10 minutes 51 seconds East 1230.19 feet to the North line of said South
Half; thence South 89 degrees 15 minutes 32 seconds West along the said North line 767.19 feet
to the point of beginning, containing 11.828 acres, more or less.
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Parcels #3-6
(Part of Danbury Estates, Section 1)
Lots 26, 27, 28, and 29 in Danbury Estates, Section 1, as per plat thereof, recorded as Instrument
#9429324 in Plat Cabinet No.1, Slide No. 435 in the Offic~ of the Recorder of Hamilton County,
Indiana, containing 1.199 acres, more or less.