SW8000536_HISTORICAL FILE_20080201

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 WD 5-3
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATES U� �(
YYYYMMDD
i

' F WATF
'• \O�O ROG Michael F.Easley,Governor
y William G.Ross Jr.,Secretary
> r— North Carolina Department of Environment and Natural Resources
--I
- Coleen H.Sullins Director
Division of Water Quality
February 1, 2008
Jeffrey L. Zimmer, Manager
ZP No. 73, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Permi: No. SW8 00053E Modification
Long Leaf Mall
Redeveloprntent Stormwater Permit— High Density
New Ftanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a Stormwater Management Permit Application for the
modification to Long Leaf Mall on November 9, 2007 with additional information submitted on
November 27, 2007 and January 31, 2008. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Storrmrdater Regulations set forth in Title 15A NCAC
2H .1000. We are forwarding Permit No. SV1/8 000536 Modification, dated February 1, 2008, for the
construction of the subject rroject.
This permit shall be effective rro, , the date of issuance until August 3, 2010, and shall be
subject to the conditions and limitations as e.peciffed therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system for
operation and maintenance of the stonnwaiter management system will result in future compliance
problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory herring upon written r_quest within sixty (60) days following receipt of
this permit. This request must be in the form of a written petition, conforming to Chapter 150E of the
North Carolina General Strttutes, and filed wlth the :'fi'ice of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 2761 i-7447. Unless such demands are made this permit shall be final and
binding.
If you have arfu questions, or reed additional inkwnation concerning this matter, please contact
either M.J. Naugle or me at [phone].
Since y,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/arl: S:\WGti\S T C:RMWA-f\PI_=RP•.A1110 0 0 5 3 6 n•tod jan08
cc: Shayr,:: Leathers, PE, Chas H. S,els
New Hanover County Inspections
Beth E. Wethe,ill. New Hanover :county Engineering
Division of Coastal Manaceme3
Wilmington Regional Office
Central Files
M.J. Naugle
NonhCarolina
Jhatrrrally
North Carolina Division of Warr Quality i 27 Cardinal Drive r-%1em:i;Pn Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office inlcrne! www.tic",atergualitvorg Fax [phone]
Ar�qual Opportunity/Af if riativ?Action Employer—50%Re:ycled/10%Post Consumer Paper

I
State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
REDEVELOPMENT PERMIT— High Density Development
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Jeffrey L. Zimmer and ZP No. 73, LLC
Long Leaf Mall
4310 Shipyard Blvd, Wilmington, New Hanover County
FOR THE
redevelopment of existing impervious surfaces and treatment of the runoff in five (5)
underground infiltration trenches in compliance with the provisions of 15A NCAC 21-1.1000
(hereafter referred to as the "stormwater rules') and the approved stormwater management
plans and specifications, and other supporting data as attached and on file with and approved
by the Division of Water Quality and considered a part of this permit.
The Permit shall be effective from the date of issuance until August 3, 2010 and shall be subject
to the following specific conditions and limitations:
I. DESIGN STANDARDS
1. The proposed built-upon area is 1,018,323 square feet, which is less than the built-upon
area that previously existed.
2. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
3. To the extent practicable, the project has provided stormwater control measures in
accordance with the stormwater rules. The control measures are: five infiltration
trenches to treat built-upon area at one and one-half times greater than the area that is
rebuilt since 2000. The building for the relocation of the Harris Teeter cannot be treated
due to existing utility obstructions and safety restraints so alternate BUA in the parking
areas is treated. The stormwater measures as more fully described in Section 1.7 of this
permit.
4. Approved plans and specifications for projects covered by this permit are incorporated
by reference and are enforceable parts of the permit.
5. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
6. The runoff from all built-upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control system.
2 of 7

State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
7. The following design criteria have been provided in the infiltration trenches and must be
maintained at design condition:
Infiltration Trench 2a 2b 2c 3 4
existing existing new new new
a. Drainage area,acres 1.23 .23 .87 .62 2.2
Onsite, ft': 53,578 10,018 37,897 27,007 95,832
Offsite, ftz: 0 0 0 0 0
b. Total Impervious Surfaces, fe: 48,941 9,667 31,166 26,527 94,045
c. Design Storm, inches: 1.5 1.5 3 3 3
d. Dimension, L x W x H, ft: 280x5.48 150x3.9x 1308x4.32 830x4.32x 3980x4.32x
x3.32 3.32 1 x2.76 1 3.32 2.76
e. Perforated Pipe,Dia. x L: 24 in 24 in 18 in 24 in 18 in
f Bottom Elevation, FMSL: 35.34 36.04 38.22 36.9 36.49
g. Overflow Elevation, FMSL: 38.82 39.52 41 40.2 39.25
h. Permitted Storage Volume; ft' 1547 1060 7627 6325 23,208
i. Type of Soil Ba meade
Infiltration Rate, in/hr: 20 20 20 20 20
k. Seasonal High Water Table, FMSL: 33 33 36 34.7 34.49
I. Time to Draw Down,hours: 5 1 2 2 2 2
m. Receiving Stream/River Basin ICWW/Cape Fear River
n. Stream Index Number: 21-30
o. Classification: Within ''/zmile ofSA;HW
II. SCHEDULE OF COMPLIANCE
1. The permittee shall at all times provide adequate erosion control measures in
conformance with the approved Erosion Control Plan.
2. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built-upon surface.
3. The permittee shall submit all information requested by the Director or his representative
within the time frame specified in the written information request.
4. The permittee shall construct the stormwater control measures as shown on the
approved plans. This permit shall become void unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and specifications, and
other supporting data.
5. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency including, but
not limited to:
a. Semi-annual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowiny and re-vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Debris removal and unclogging of outlet structure, orifice device, catch basins
and piping.
6. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or selling of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval was sought.
3of7

State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
9. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to an enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and re-issuance, or termination does not
stay any permit condition.
4. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules, and regulations contained in Title 15A of the North Carolina Administrative
Code, Subchapter 2H.1000; and North Carolina General Statute 143-215.1 et. al.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any additions, deletions
or redesign of the previously permitted amount of built-upon area proposed regardless of
the size of the modification.
7. The permit is not transferable except after notice to and approval by the Director. The
Director may require modification or revocation and re-issuance of the permit to change
the name and incorporate such other requirements as may be necessary. A formal
permit request must be submitted to the Division of Water Quality accompanied by the
appropriate fee, documentation from both parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its
merits, and may or may not be approved. The permittee is responsible for compliance
with all permit conditions until such time as the Director approves the transfer request.
8. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state and federal), which have jurisdiction.
9. The permittee grants permission to DENR Staff to enter the premises during normal
business hours for purposes of inspecting the facility.
4 of 7

State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
10. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
11. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
Permit issued this the first day of February 2008.
NORT ROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
n - n
---------------
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 000536 Modification
5 of 7

State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
Long Leaf Mall
Stormwater Permit No. SW8 000536 Modification
New Hanover County
Designer's Certification
I, as a duly registered in the State of North
Carolina, having been authorized to observe (periodically/weekly/full time)the construction of the
project,
(Project)
for (Project Owner) hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the project construction such that the
construction was observed to be built within substantial compliance and intent of the approved plans and
specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
6of7

State Stormwater Management Systems
Stormwater Permit Number SW8 000536 Modification
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built-
upon area.
3. All the built-upon area associated with the project is graded such that the runoff drains to
the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting of the
system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
7 of 7

DWQUSEON Y
Date Received Fee Paid Permit Number
I1-2�1� 2ov7 H� INFa �t000 29
t 1 _ZOOS qv INS State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This farm may be photocopied for use as an original
I. GENERAL INFORMATION
i
1. Applicants name(specify the name of the corporation, individual,etc. who owns the project):
z,0 zP No -7S
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
e f Icy eV L. Z I k" m -e/' I �- L G � lY�PfNaCa X,
3. Mailing Address for person listed in item 2 above:
I t 1 4/ 1N Ile s 5 5, t
City: Wilk" In4-t0/1 State: /f/ G Zip: 7-VtoZ
Phone: ( qJ o l G 3 -Y G(o q Fax: ( f/ o ) 3-G Z - / 771
Email:
4. Project Name(subdivision, facility, or establishment name-should be consistent with project name on plans,
specifications, letters,operation and maintenance agreements,etc.):
Lunn / a. -JC A4 'OLII l-l4L/,--15 7 .9e c! tA, I Add i-flon
5. Location of Project(street address):
4 S 5�I oft/a�c� 131 LID
City: LVI I aaln,t -tton county: New HeugoveJ"
6. Directions to project(from nearest major intersection):
5r11, -l-ti L, est lvrrI e/ o F L,e- knteiseat'ron eF N,_' 13 2,
�I.v�cQ 5k,,oVar�C- �/Iyt� -7 ..
7. Latitude: Al 37 0/2 / OU Jt Longitude: Lt/ 7 ;Z- S 3 t Od // of project
8. Contact person who can answer questions about the project:
Name: 5, Shawl e- L mb?H 5 PG Telephone Number: ( 9!9 ) a :�t 3 ' 00 35-"
i
Email 51 Cx%ti erS cO ChR5h5clls. co.„
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ❑New ❑Renewal YModification
/'�' IZECFIVED
Form SNIU-101 Version 8.07 Page I o1
/1 I M p 1 2008

2.- If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number ,5W 6 0005.3 (o and its issue date(if known) S/Y00
3. Specify the type of project(check,one): . A TT,4 L H e ,r— ( e tf Pi Oro f e
❑Low Density []High Density [�JRedevelop [:]General Permit []Universal SMP ❑Other
4. Additional Project Requirements(check applicable blanks):
❑CAMA Major ®Sedimentation/Erosion.Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwaater management for the project.
$I+ e. IS reJe etyyw! en 1 11-irc,u, toys are.ti hys15rB -2 ✓'lal,i�..Q
��r7✓✓1 O/!N ! �n ( q�o�d��UN��,r�.-, Zdyt� 4.cc�;/��ur fn ZBOO.
41P1lfrn-11vA -tv f/ e--tf enle5 , dy,iil5
2. Stormwater runoff from this project drains to the 6,qeG ffa/River basin.
3. Total Site Area: Zs, j acres 4. Total Wetlands Area: A/ acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
6. Total Project Area**: 15, 1 -- acres 7. Project Built Upon Area: q Z %
8. How many drainage areas does the project have?J 6 ZA) Z/3 eyvzrtl h q
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
ver'q! 5 e. O' a
Basin Inf6rniation Drainage Area 1 Dr nape Area 2'
Receiving Stream Name b nawt ed- to f rBw I t N f5! V t Gift
Stream Class &Index No.
Drainage Area (so ZS, 1 } C- I yI., ¢00 of
Existing Impervious*Area (sf) 7-q,p 2- k c- / 2. Z 5 F
Proposed Impervious*Area (sf) Z L / 0 $ G 6 / S 21 5 f
% Impervious*Area(total)
y- P��•�-, SwgvooSa
Inipervuous*-Surface'Area_ Drainage Area 1'° Drainag6.Area'2
On-site Buildings (so 3 $ Z 3(rs 5 F
On-site Streets (so _
On-site Parking (so I `/ 5 F
On-site Sidewalks (so 3 -S 3 5 ( � S8 5 F
Other on-site (so
Off-site (so —
Total (so: I U is 32 3 -5
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks,gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of atlauds_in-the_builtupon-area
percentage calculation. R 'C'EIV F)
JAN 9, 12008
Form SWU-101 Version 8.07 Page 2 of 4�1
2A BY:

2: If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date(if known)
3. Specify th pe of project(check one):
❑Low Densi ❑High Density ❑Redevelop ❑General Permit [:]Universal SMP ❑Oth
4. Additional Project Nquirements (check applicable blanks):
❑CAMA Major ❑Se 'mentation/Erosion Control ❑404/401 Permit ❑NPDES S mwater
Information on required state p iits can be obtained by contacting the Customer Se rv' e Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how storm ter will be ated. Also attach a detailed narrative
(one to two pages) describing stormwater management r the roject.
2. Stormwater runoff from this project dra' o the River basin.
3. Total Site Area: cres 4. Total Wetlands A acres
5. 100' Wide Strip of Wetland Ar acres (not applicable if no wetlands exist site)
6. Total Project Area**: acres 7. Project Built Upon Area: %
8. How many drainag reas does the project have?
9. Complete the following information for each drainage area. If there are more than two drainage area ' the
project, attach an additional sheet with the information for each area provided in the same format as below.
s-t n down -fr(
i;., l µ °.t rauia eArea Z/a f Drainag Area k�.ZNQ. .
Basin nformation -'S 5 iv 4 _.. Wi g, a _e . ,W
Receiving Stream Name r 2 w!P f� vH a at t t e -// s C/ s 1t
Stream Class&Index No.
Drainage Area (sf) j�j - -
Existing Impervious*Area(sf) 2 G g
Proposed Impervious*Area(sf)
% Impervious*Area(total).
Drau_iage'Area L lwj ' sDramage.Area 28
Impervious, Surface Area =;_,,_,.,.
,.�d..
On-site Buildings (sf) ( L 3
On-site Streets (so ,
On-site Parking (so y } (91 Z S I s
On-site Sidewalks (sf)
Other on-site (sf)
.Off-site (sfj
Total (so: �(
Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
RECEIVED
Fonn SWU-.101 Version.8.07 Page; ofiril jAN . 12008
BY:

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit.number and its issue date (if known)
3. Specify the type of project(check one):
w Density ❑High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Oi:ner
4. Addition roject Requirements (check applicable blanks):
- LAMA Majo ❑Sedimentat on/Erosion Control ❑404/401 Permit ❑NPDES ormwater
Information on required ate permits can be obtained by contacting the Customer Ser 'ce Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below;summarize how st a water will be tr ted. Also attach a detailed narrative
(one to two pages),describim,,stormwater manageme for the p lect.
2. Stormwater runoff from this project drains to tWe River basin.
3. Total Site Area: acres 4. Total Wetlands Are . acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on i3 )
6. Total Project Area**: acres 7. Project Built Upon Area:
8. How many drainage areas es the project have?
9. Complete the following information for each drainage area. If there are more than two drainage areas in the .
project,attach an additional sheet with the information for each area provided in the same format as below.
r n m 'Drarn ramage
Receiving Stream Name ✓mAI t 4-{v I ewl t ft$ tf eel (momm
ed x -co veck
Stream Class &Index No. $A
Drainage Area (so st O'S Z� UU� �• (i ZQG
Existing Impervious*Area (so
Proposed Impervious*Area(sf) 3 j Z 1.7 Z
Impervious*Area (total) Z,
. lna J Dlama�e ATed�[-Z s e J DIage ATea ric3 '
Smperv�ious Surface Area _._ , fr �xh,3. -
On-site Buildings (so ( }
On-site Streets (so
On-site Parking (so L $
On-site Sidewalks (sf) p
Other on-site (so
Off-site (sf)
Total (s f)
Impervious area is defiled as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks,o-avel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. RE CF,TV�+
Form S1V[ -101 .Version 5.07 Paee? of JAN 1 Z008
2(°i BY: —i

2.' If this applicatiomis being submitted as the result of a renewal or.:modificatiomto an.existing permit;list the,
existing permit number and its issue date(if known)
3. Speeccif the type of project(check one):
❑Low DDeengity ❑High Density ❑Redevelop ❑General Permit ❑Universal S ❑Other
4. Additional Prroojert Requirements (check applicable blanks):
❑LAMA Major \ Sedimentation/Erosion Control ❑404/401 Permit PDES Stormwater
Information on required statq ermits can be obtained by contacting the Cu omer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how st rr�, t r will be treated. Also attach wdetailed narrative
(one to two pages) describing stormwater managem t for the project.
2. Stormwater runoff from this pr ect drains to the River basin.
3. Total Site Area: Z acres 4. Total Wetlands rea: acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands es' on srte)
6. Total Project Ar ** acres 7. Project Built Upon Area: %
8. How man ramage areas does the project have?
9. Complete the following information for each drainage area. If there are more than two draina�gears in the
project,attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area Drainage_Area 2,
Receiving Stream Name Wi tia me(Z"t v R-ewl l3 ce e
Stream Class &Index No.
Drainage Area(so rj s3z.
Existing Impervious* Area(sf)
Proposed Impervious*Area(sf)
Impervious*Area (total) Y r
Imperyious*SuYEace Area ` DrIf'ainage Area �:' , . ,�,Drainage.Area 2 -
On-site Buildings (so -Soo
On-site Streets (so
On-site Parking (so 0 y D
On-site Sidewalks (so --
Other on-site (sf) .. —
Off-site (sf) -�
Total (so:
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built u rr2rt area
percentage calculation. RE C FI V8D
Form SWU-101 Version 8.07 Page 2 of4'1 JAN 3 12008
2 9 BY:

10. How was the off-site impervious area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded'for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number,size and the allowable built-upon area for each lot must be provided as an attachment.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below,you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form,that the covenants will be binding
on all parties and persons claiming under them,that they will run with the land,that the required covenants
cannot be changed or deleted without concurrence from the State,and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Storm rater and General Permits Unit at(919) 733-5083 for the status
and availability of these forms.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-1,evel Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SWU-101 Version 8.07 Pape 3 ofd�

Vi. SUBMITTAL REQUIREMENTS:
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map athttp://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
neat to each item.,,
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions&Protective Covenants Form V viti
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP ✓
• Permit application processing fee of$505($4,000 for Express)payable to NCDENR ^
• Calculations &detailed narrative description of stormwater treatment/management D
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number& date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site), drainage easements, pipe sizes,runoff calculations
1 -Drainage areas delineated
-Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section. I £
Designated agent(individual or firm): L w!R �� S G{ 1'�-4 V/ -e (,eq7' �t el S PfY
Mailing Address: S't 0 1
City: Ca_'-�! 7'2'T"_� State: N/L- Zip: Z
Phone: ( 119 1 � N;L$ - 60 3, Fax: ( �/� 1 1 7Z 75` - d 2 U 6
Email: SI eoltIners o) c� g5h5cllS. Cowes
VIII. APPLICANT'S CERTIFICATION
1, (print or hype name of persorn listed in General Information, item 2) ( Z
certify that the information included on this perinit application form is, to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of'15A
NCAC 2H .1000.
Signature: Date:
RECEIVED
Fonn SWU-101 Version 8.07 Page 4 of5✓,,, JAN .9 12008
BY:

Permit,No. '�tk)O ocx7S3(Ao9
(to be provided by DWQ)
®�L�/.�
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part 111)must be printed, filled out and submitted along with all of the required information.
li, PROJECT-iINFORMATION;n,�,,.Project name '.Long Leaf Mall Harris Teeter and Retail Addition -
Contact person S.Shayne Leathers,
Phone number 919-678 0035
Date 1112012007,
Drainage area number 7_ C.
II. DESIGNiINEORMATIONt:' _ , t, .,� ,.., . , °d`' . e. ' ;x'�
Site Characteristics
Drainage area $1 -4, ftr
Impervious area it. fe-ft2
Percent impervious
Design rainfall depth 3. 0 in /YO -C—tHrer S-hr, P tL-oFPlI T
Peak Flow Calculations
Is prelposl control of the 1-yr 24-hr peak how required? r (Y or N)
1-yr,24-hr runoff depth 3 in
1-yr,24-hr intensity . 0,I ZS in/hr
Pre-development 1-yr,24-hr peak Flow 3:Z ft3/sec
Post-development 1-yr,24-hr peak Flow 3,IS- ft'Isec
Pre/Post 1-yr,24-hr peak Flow control _0. Os ft'Isec I w pe e v I o u S f e�vc e Q C'G E ge-i nri (f)
Storage Volume:Non-SR Waters _
Minimum volume required ft3
Volume provided ft3
Storage Volume:SR Waters
1-yr,24-hr rainfall depth 310 in
Pre-development 1-yr,24-hr runoff g 19 ft3
Post-development 1-yr,24-hr runoff S L ft3
Minimum volume required NfI ft3
Volume provided ( _7 'ft3 3u Vo(vt J e
T
Soils Report Summary ( ! tllYIEAR
Soil type v4 SP - 'Tefrwtec4 Repolq
Infiltration rate Zy, inmr
SHWT elevation 3 b fmsl
Trench Design Parameters RECEIVED
Drawdown time , 1 0 V
Perforated pipe diameter lQ n — JAN . 12008
Perforated pipe length r {3 p$ ..,' It
Stone type(if used) 7t 5 '/V(- O T BY:
Stone void ratio 40 % :
Slone is free of fines? Y (Y or N)
Trench Elevations
Bottom elevation '3� , 2 Z (msl ;& r f-'a
Storage/overflow elevation 41 ,0 0 fmsl ✓ v'Z. 3 Y J1
Top elevation 4 0. 1 13 fmsl
Form SW401-Infiltration Trench-Rev.t Parts I.&II.Design Summary,Page 1 of 2
DrL�I nsy l

Permit No. c: -O 0OOG 3(P Moo
(to be provided by DWQ)
Trench Dimensions
Length(long dimension) 1':3 0::8 ft
Width(short dimension) ft
Height(depth) ft
Additional Information - \
Total runoff volume captured by trench 3'[1Z vd� n1
Length of vegetative filter for overflow N//r ft'-proJ
Number of observation wells 3 P l v 6 1, (n Pe S
Distance to structure S8 ft
Distance from surface waters S$ti ft
Distance from water supply well(s) .?too" ft
Separation from impervious soil layer ft—to h c i 2�O ve IQ
Naturally occuring soil above SHWT 72F{` ft 'jA-a S4
Bottom covered with 4-in of clean sand? (Y or N) ' /
Recorded drainage easement provided? Y (Y or N) c p o rn /g Pro V^t (d N PLA(1'
Capures all runoff at ultimate build-out? ( (Y or N)
Bypass provided for larger storms? Y (Y or N)
Trench wrapped with geotextile fabric? Y (Y or N)
Pretreatment device provided f f 1` a r
tDN � 1 2008
23Y:-_---"--
Form SW401-Infiltration Trench-Rev.1 Pans I.&II.Design Summary,Page 2 of 2

Permit No. St�� ��3fon1�D
(to be provided by DWQ)
IIIi REQUIRED ITEMS.CHECKLIST k,. r'-" ' ' " '`
„.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to -
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below;_If a
requirement has not been met,attach justification.
Pagel Plan
Initials Sheet No.
1. Plans(1"•50'or larger)of the entire site showing:
ySV -Design at ultimate build-out,,
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Trench dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Recorded drainage easement and public right of way(ROW),
-Overflow device,and
-Boundaries of drainage easement.
2. Partial plan(1"=30'or larger)and details for the infiltration trench showing:
-Bypass structure,
-Maintenance access,
-Basin bottom dimensions,
Basin cross-section with benchmark for sediment cleanout,
Flow distribution detail for inflow,
Vegetated filter,and
C� i`,v Pretreatment device.
- 3. Section view of the infiltration basin IV=20'or larger)showing:
s -Pretreatment and treatment areas, and
-Inlet and outlet structures.
rjy y C2• Z 4. A table of elevations,areas,incremental volumes&accumulated volumes to verify the volume provided.
i
cz. l3 �z.�5
y/ Z``Ll 5. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. The
(q(c5 results of the soils report must be verified in the field by DWQ,by completing &submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5L y 0ti C41 IA c @@e/vPu ri surance th the installed system will meet design specifications upon initial operation once the
Q v� project is complete and the entire drainage area is stabilized.
PZC 7. A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized.
8. The supporting calculations.
Iq-9. A copy of the signed and notarized inspection and maintenance(I&M)agreement.
r i LL 4V/4� 1`0. A copy of the deed restriction. RE C F.R VED
�7 .I6N a 12D08
SY:
Form SW401-Infiltration Trench-Rev.1 Part III. Required Items Checklist,Page 1 of 1

Permit No.6 CJS 0D0636 alto
(to be provided by DWQ)
1L Q=aF W n)F9oG
�i'/ .
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part 111)must be printed, filled out and submitted along with all of the required information.
I: PROJECThNFORMATION_ ,v :;` .a ` ., P '10, .'
Project name long Leaf.Niall Harris Teeter and Retail Addition
Contact person S.Shaine Leathers - - -
Phone number 9IM7"035
Date _ 1/7-1/0 7—
Drainage area number
II: DESIGN INFORMATION'..
v
Site Characteristics
Drainage area 7,41 '00 - - ftZ
Impervious area ZL _ft,
Percent impervious y$, Z %O
Design rainfall depth 3_ , in
Peak Flow Calculations Is pre/post control of the 1-yr 24-hr peak Flow required? _(Y or N)
1-yr,24-hr runoff depth 3' ' in
1-yr,24-hrintensity 1 Oi 125- in/hr
Pre-development 1-yr,24-hr peak Flow 2;2I` fti/sec
Post-development 1-yr,24-hr peak flow 2 , 3,p ft3/sec
Pre/Post 1-yr,24-hr peak flow control 0 , 1 ft3/sec
Storage Volume:Non-SR Waters
Minimum volume required ft3
Volume provided ft3
Storage Volume: SR Waters
1-yr,24-hr rainfall depth ? in
Pre-development 1-yr,24-hr runoff ft3
Post-development 1-yr,24-hr runoff '0061 ft3
Minimum volume required S t, .3 ft3
Volume provided 3�S'_: ft3
Soils Report Summary
Soil type SaNi.Q. S f --1
Infiltration rate Z 1, Z in/hr
SHWT elevation - —i f, -. . fmsl
Trench Design Parameters
Drawdown time 1;Z`') days I
Perforated pipe diameter Z.� in —
Perforated pipe length g 3Y1> - ft
Stone type(if used) of 5- 'S"t:avr e
Stone void ratio Lt 0 p/D
Stone is free of fines? Y (Y or N)
r0✓I
Trench Elevations , . EX I 5-t
Bottom elevation 3(, q fri
Storage/overflow elevation 'Z fmsl JAN 8 1 Z008
Top elevation 4-0, 'ZZ fmsl
BY:__�
Form SW401-Infiltration Trench-Rev.1 Parts I.&II.Design Summary,Page 1 of 2
('/(�j(N/1,�

Permit No: 54LO6 000-'-3(OWY 00
(to be provided by DWQ)
Trench Dimensions
Length(long dimension) $�7 ft
Width(short dimension) Z . ft -$', Y'(" Fad Zkvr PIPE
Height(depth) 3, 3-Z it
Additional Information 3
Total runoff volume captured by trench 2 ae�n f-t r 1
Length of vegetative filter for overflow tt. p w✓r v{r n b l�C f �+ { r d h
Number of observation wells P/v 4, l �7"t"/'✓L"Y vi 6
Distance to structure g6 17 ft
Distance from surface waters 4 fp 3 ft
Distance from water supply well(s) AIA ft
Separation from impervious soil layer ft
Naturally occuring soil above SHWT ft 5A 0 S P
Bottom covered with 4-in of clean sand? y/ (Y or N)
Recorded drainage easement provided? (Y or N) Alp f o•^
Capures all runoff at ultimate build-out? li (Y or N)
Bypass provided for larger storms? Y (Y or N)
Trench wrapped with geotexlile fabric? (Y or N)
Pretreatment device provided a.r I F i tin ' C.h ti 4 r
JVFD
LN � � 2008
Form SW401-infiltration Trench-Rev.1 Parts I.&II.Design Summary,Page 2 of 2

r
Permit No.%O8 00053Gr11DD
(to be provided by DWQ)
III: REQUIRED,ITEMS CHECKLIST g F.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the•applicant has designated an agent,the agent may initial below.,lf-a
requirement has not been met,attach justification.
Pagel Plan
Initials/ Sheet No.
1. Plans(1"-50'or larger)of the entire site showing:
-Design at ultimate build-out,.
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Trench dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Recorded drainage easement and public right of way(ROW),
-Overflow device,and
-Boundaries of drainage easement.
2. Partial plan(1"=30'or larger)and details for the infiltration trench showing:
-Bypassstructure,
-Maintenance access,
-Basin bottom dimensions,
-Basin cross-section with benchmark for sediment cleanoul,
( �c�`✓ -Flow distribution detail for inflow,
Vegetated filter, and
C� c -Pretreatment device.
ZITS 3. Section view of the infiltration basin(1"=20'or larger)showing:
-Pretreatment and treatment areas,and
-Inlet and outlet structures.
�jy y C2.�tZ 4. A table of elevations,areas, incremental volumes&accumulated volumes to verify the volume provided.
U-I
5. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. The .
results of the soils report must be verified in the field by DWO, by completing&submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5 Z-- ea a In c, e/vPa
��� surance tha the installed system will meet design specifications upon initial operation once the
v,Q project is complete and the entire drainage area is stabilized.
A14(y 7. A construction sequence that shows how the inftlration basin will be protected from sediment until the
Pe tut entire drainage area is stabilized.
Al-too F�4 8. The supporting calculations.
1 , ,GAd1� `-9. A copy of the signed and notarized inspection and maintenance(I&M)agreement.
J L c [�V/Uf 10. A copy of the deed restriction. R bpi JVF D
���!!!� ,ICKI c t 2008
BY.
Form SW401-Infiltration Trench-Rev.1 Part III.Required Items Checklist, Page 1 of 1

PermitNo: 6C08 Cl trios)
(to be provided by Dl
NC�F- W
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part Ill)`must be printed, filled out and submitted along with all of the required information.
C`PROJECT INFORMATION
Project name Long Leaf Mall Harris Teeter.and Retail Addition
Contact person S.Shayne Leathers
Phone number 919-678-0036 - - -
Date 11/2012007
Drainage area number '
II. DESIGN INFORMATION
Site Characteristics
Drainage area $ Z It,
Impervious area yW06.
O — ff2
Percent impervious y rj,
Design rainfall depth `� in
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak Flow required? Y''_f (Y or N)
1,yr,24-hr runoff depth 3 in
1-yr,24-hr intensity Ot l Z S in/hr
Pre-development 1-yr,24-hr peak flow �6,t p ft3/sec
Post-development 1-yr,24-hr peak flow 1& to ft3/sec 11 u Gtir�^� e i r7 t wI�e iv r o ✓ S
Pre/Post 1-yr,24-hr peak flow control p ft3/sec
Storage Volume:Non-SR Waters
Minimum volume required It
Volume provided - ' - ft3
Storage Volume:SR Waters
1-yr,24-hr rainfall depth 3, p'' in
Pre-development 1-yr,24-hr runoff 7 04 i7Z(o fill
Post-development 1-yr,24-hr runoff -zoo a Z 10 ft3
.Minimum volume required 0 ft3
Volume provided Lz by,
Soils Report Summary j
Soil type 5,114 rR 5 f ,yO it�
Infiltration rate 21L I in/hr
SHWT elevation 3y, ai:F(..._ fmsl
Trench Design Parameters
Drawdown time .�1,I darAr5 114E y�
Perforated pipe diameter t$ in — 1t'
Perforated pipe length �j V-0 fit — 1 K
Stone type(if used) 497 -�' NC 00T d�
4�
Stone void ratio '({O ojA .�
Stone is free of fines? �. (Y or N) h L�+
Trench Elevations T�` RA iC
Bottom elevation Z(�imsl ra\� 1011 $
Storage/overflow elevation 3y, ZS fmsl 1 2()O$
Top elevation 7 _fmsl
Form SW401-Infiltration Trench-Rev.1 Parts I.&11.Design Summary,Page 1 of 2

Permit No:_s(1)8
(to be provided by D WQ)
Trench Dimensions
Length(long dimension) 39 V ft
Width(shoo dimension) `tr'3Z ' ft
Height(depth) 2 tt
Additional Information
Total runoff volume captured by trench Z3 ZDg ac-in
Length of vegetative filter for overflow ft"�io vuQ c H w yr cl e-t PH tf o,,
Number of observation wells
Distance to structure ZU Q ft
Distance from surface waters 5-CLI ft
Distance from water supply well(s) ft
Separation from impervious soil layer eilA ft
Naturally occuring soil above SHWT —ft
Bottom covered with 4-in of clean sand? Y (Y or N)
Recorded drainage easement provided? Y (Y or N)
Capures all runoff at ultimate build-out? (Y or N)
Bypass provided for larger storms? (Y or N)
Trench wrapped with geotextile fabric? 'r (Y or N)
Pretreatment device provided 4C t� I ,N^` .GL-L A
IQn,� q 1 Zoos
DY:
Form SW401-infiltration Trench-Rev.t Parts I.&11.Design Summary,Page 2 of 2

Permit No.sag EOOS3 6maD
(to be provided by DWQ)
III: REQUIREDITEMS,CHECKLIST
', y;
Please indicate the page or plan sheet numbers where the supporting documentation can be found.An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the,applicant has designated an agent,the agent may initial below:lf,a
requirement has not been met,attach justification.
Pagel Plan
Initials Sheet No.
1. Plans(1"-50'or larger)of the entire site showing:
y5[/ -Design at ultimate build-out,.
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Trench dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Recorded drainage easement and public right of way(ROW),
-Overflow device,and
-Boundaries of drainage easement.
C'z \7L 2. Partial plan(1"=30'or larger)and details for the infiltration trench showing:
j7 / L,I, Bypass structure,
(/ Maintenance access,
Basin bottom dimensions,
Basin cross-section with benchmark for sediment cleanout,
( 1 �� Flow distribution detail for inflow,
Vegetated filter,and
Pretreatment device.
3. Section view of the infiltration basin 0"=20'or larger)showing:
r -Pretreatment and treatment areas,and
-Inlet and outlet structures.
1Jy y C2.�rZ 4. A table of elevations, areas,incremental volumes&accumulated volumes to verify the volume provided.
G2.I,
3 L2.1;5
5. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. The
(��C' results of the soils report must be verified in the field by DWQ,by completing&submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
!9L X& 4 c gefvea
�✓ I �'P,ri�6surance tha the installed system will meet design specifications upon initial operation once the
V le:GA project is complete and the entire drainage area is stabilized.
At 7. A construction sequence that shows how the inftlration basin will be protected from sediment until the
Vg fiat entire drainage area is stabilized.
__7 ! '�Mo4FF�n8. The supporting calculations.
�� � fk�—c1-9. A copy of the signed and notarized inspection and maintenance(I&M)agreement.
1`0. A copy of the deed restriction. I 7BY
ECRE�"(j j D
JAN 3 1 2008
: ----
Form SW401-Infiltration Trench-Rev.1 Part III. Required Items Checklist,Page 1 of 1

IF
•ti
Long Leaf Mail
Flarris 'Teeter and Retail Renovation/Additions
City of Wilmington, New Hanover County, North Carolina
Stormwater .Management Plan
Date: October 26, 2007
Revision,November 27, 2007 ��-
Ls .'.:Revision"3anuary 25,2008 -,
CEIVEla�- -
JAN 3 0 2008 ~'
Y: �0
Prepared by:
( l 1,.. gjljjl. SELLS INC.
y
(r\W„i
15401 WeonPrkw1y
�
Suite 100 ......
Cary,Noith Carolina 2,7513 -
(919)678-00315 I
(919)678-020 a )
ayn rs
CHS ProjectNamb r07--4030

Stormwater Management Plan - Overview
Existing Conditions
-
The site is located on the corner of South College Road and Shipyard Boulevard. The
current site is developed with multiple buildings with tenants including Gold's Gym, Old
Time Pottery, a Firestone Auto Center. McDonalds, and a Harris Teeter. The
development also includes existing parking areas and loading docks to support the
buildings. A-majority of the site drains to a channel locatednext to the Eckerd's while
areas of the,parking and loading areas behind.the Harris Teeter and Gold's Gym drain to
an existing drainage channel along South College Road. Long Leaf Mall exists on a total
area of 25.17 acres (from Eastwind Engineering Calculation Package dated 5/9/00). The
existing site was designed and constructed prior to most stormwater regulations were put
in place in the 1980s.
Renovations to the site were approved under DWQ permit SW8 000536 (dated August 3,
2000) and City of Wilmington stormwater permit number 2000053.(dated September 18,
2000). Under the existing permits, scheduled for renovation were the removal of one
building (which was demolished) and the construction of a new Home Goods store which
included additional retail shops. As part of the 2000 construction plans, impervious areas
were removed for landscape islands as a part of the current Wilmington zone codes. Prior
to the 2000 construction plans and permits, the impervious area was at 95.4% and the
2000 proposed improvements reduced the impervious area to 94.5% (Eastwind
Engineering Calculation Package 5/9/00). As part of the 2000 construction permit
infiltration trenches were installed in the front parking area. A standard stormwater
collection system was installed for the rear parking area. The stormwater collection
system was installed before the project was cancelled and the building was never built. In
order to meet the City of Wilmington Sec 18-781 Off-Site stonnwater management
requirement the 2000,improvements required the payment in lieu option of$15,976.07 to
the City of Wilmington (which was paid).
Proposed Construction
The proposed construction will include the building addition to relocate the Harris Teeter
to a larger space and-more prototypical Harris Teeter and the addition of shops to front
South College Road. The proposed impervious area.is 92.9% which is a decrease from
the 94.5% as approved in the year 2000. Impervious areas are reduced due to the addition
of larger landscape traffic islands and the addition of the streetscape buffer along South
College Road (which are currently paved). The proposed construction will be within a
5.57 acre limit of the site of which 1.64 acres will be new construction renovations and
3`.93 acres wi11'be reworking existing pavement-The"front parking area will be regraded
in some areas to provide additional drainage points to break up the large drainage area.
The additional drainage points will utilize infiltration trenches and will tie to the existing
infiltration basin. The proposed construction will not increase the drainage area from the

z
designed areas. Chas. H. Sells has determined that the;top of'drop-inlet constructed in
2000-,was constnicied incorrectly causing th we hole parking area for the adjacent stores
to drain to the infiltration basin with an area of 4.0 acres while the infiltration trench was
designed for 1.7 acres. We have detailed on our plans that the top of the box needs to be
rotated to collect the flow from.the adjacent.parking.directly,to the discharge pipe as
originallv designed.
Some additional catch points have been added in the rear parking area to provide
drainage to the reworked area due to the new Harris Teeter building. The current -
construction is not increasing the impervious areas that drain to the rear parking area
from the approved 2000 plan.
Wafer Quality
To meet water quality we will use the combination of the existing and proposed
infiltration systems and the payment to the City of Wilmington Sec 18-781 Off-Site
stormwater management requirement that was paid in 2000 totaling $15,976.07.
Existing Infiltration Svstem Verification
Runoff from the site will be collected im�drop in and dispersed into the iiifiitiation
`pipes. We have included a 2-foot settling pool in the bottom of the inle'ts'for aadditional
storm water treatment providing sediment settling prior to entering the infiltration piping.
Chas H. Sells determined that with the installation of the additional infiltration piping the
final drainage area to the upper leg (drainage area 2b)of the existing infiltration system
will be 0.23 acres?The designed drainage area from Eastwind Engineering Calculation
Package dated 5/9/00 to the system was 0.84 acres. The final drainage area to the.lower
leg (drainage area 2a) of the infiltration pipe will 1.23 acres and per the Eastwind
Engineering Calculation package the lower leg was designed for a drainage area of 1.5
acres. The additional infiltration trench (drainage area 2c) will include the construction a
new overflow system and two additional catch basins. The existing overflow weir system
as designed and constructed in 2000 will be left in place. We are not increasing the
drainage area and impervious area that were proposed in the original design of the lower
leg of the existing infiltration system. Therefore the lower leg of the existing infiltration
system will remain unchanged as approved in the original permit.
The existing infiltration system is designed to detain the first 1.5 inches of runoff from
the contributing drainage area. The proposed infiltration systems are designed to detain
the first 3 inches of runoff from the contributing drainage area to satisfy the NCDENR
water quality requirements. The 3 inch volume was used due to the limited existing area
prohibits an area for a filter strip at the filtration trench discharge. Additional rain events
were check for additional Wilmington requirements.
i

Proposed Infiltration Systems By Drainage Area
Drainase Area`2C
To meet the requirements of Section {0.1003(d)(3)(B)] to the maximum extent
practicable 1 S08 linear feettof 18-inch perforated pipe was added with an overflow weir
attached to[he-existing infiltration system as approved under the original plan by
Eastwind Engineering Company. The additional.infiltration system will include the18---
,inch,perforated pipe.encased in No. 57 washed stone with a filter fabric blanket with a
total storage volume of 7627 cubic feet.
Existing Surface Elevation 42.39
Proposed Bottom of Trench Elevation 38.22
Proposed Top of Trench Elevation 40.98
Proposed Surface Elevation 42.3)9 -
The summary of the flows from the new segment are below:
DA 2C Post Max Overflow
Development infiltration
cfs cfs cfs
1-year 1.14 1.13 0
2-year 2.00 1.99 0
10-year 2.99 2.98 0
25-year 3.57 3.56 0
50-year 4.02 3.82 0
100-year 4.46 3.82 0
Storm-SCS 6-hour
New system Drainase area 2C only
The original segments (drainage area 2a and 2b) of the infiltration system will remain
unchanged from the original design from Eastwind Engineering. No additional
impervious areas are planned within the drainage basin of the trench and the existing
`drainage area complies with'the oHi�inal design.

Drainage Area-3
To meet the requirements of Section {0.1003(d)(3)(B)] to the maximum extent
practicable 330 linear feet of 24-inch perforated pipe was added with an overflow weir
attached. The infiltration system will include the 24-inch perforated pipe encased in No.
57 washed stone with a filter fabric blanket with a total storage volume of 6325 cubic
feet.
Existing Surface Elevation 40.91
Proposed Bottom of Trench Elevation 36.9
Proposed Top of Trench Elevation 40.22
Proposed Surface Elevation 41.55
The summary of the flows from the segment are below:
DA 3 Post Max Overflow
Development infiltration
cfs cfs cfs
1-year 0.9 0.89 0
2-year 1.49. 1.48 0
10-year 2.18 2.16 0
25-year 2.58 2.43 0
50-year 2.89 2.43 0
100-year 3.21 2.43 0
Storm-SCS 6-hour
Drainage Area Trade off(Drainage Area 4
The new Harris Teeter building drains to the rear of the building which was not approved (p A
under the 2000 permit. Due to the existing utilities at the rear of the building as shown inLY�C
the attached Exhibit drawing (EX-1 included in this calculations package) the existing p A4.-;rlCAh'
and required utilities to not pennit the installation of an infiltration trench. Also given the
50-inch maximum depth from existing grade for the infiltration trench bottom will give a
minimum cover over the HDPE pipe which is not ideal given the expected truck traffic in
the area. All retail buildings along this area have truck shipping and receiving in this area
causing significant trucktra'ffic in this area.'
Based in our conversations with DENR staff we are allowed to trade off this area to
another location on site at a ratio of 1.5:1. The area behind the Harris Teeter is existing
pavement that will be overlayed with the new construction and will be included in tile_
area to be traded off. The new construction will include the Harris Teeter building
(52,610 SF) Arid the tru&loadingo dock and compactor area giving a total area to treat
stormwater runoff at 57.510 SF.

We have located the infiltration trench trade off area in the front parking area of the
existins Harris Teeter located as drainage area 4. The minimum drainage area trade off
required is 57,510@1.5=86,265 SF. The proposed drainage area is 2.2 acres @ 95,832
SF.
To meet the requirements of Section {0.1003(d)(3)(13)] to the maximum extent
practicable 3980 linear feet of 18-inch perforated pipe was added with an overflow weir
attached to the existins infiltration system as approved under the original plan by
Eastwind Engineering Company. The additional infiltration system will include the 18-
inch perforated pipe encased in No. 57 washed stone with a filter fabric blanket with a
total storage volume of 23 208 cubic feet.
Existing Surface Elevation 40.66'
Proposed Bottom of Trench Elevation 36.4911
Proposed Top of Trench Elevation 39.25'
Proposed Surface Elevation 40.66'
The summary of the flows from the segment are below:
DA 4 Post Max Overflow
Development infiltration
cfs cfs cfs
1-year 3.1 3.08 0
2-year 5.22 5.20 0
10-year 7.69 7.66 0
.25-year 9.12 9.10 0
50-year 10.24 10.21 0
100-year 11.35 11.32 0
Storm-SCS 6-hour
Infiltration Rate
The soil test provided by Terratech Engineering, Inc dated October 8, 2007 provided
infiltration tests in"the area'of the existing trench of 1.8 inches/minute. The system was
design by Eastwind Engineering with an infiltration rate of 0.49 inches/minute (29.2
inches/hour). We have designed the addition of the existing infiltration system with an
infiltration rate of 0.49 inches/minute to stay consistent with the adjacent system design.
The soil report has determined a clay layer above the sands to be used for infiltration the
clay area will be removed during the additional infiltration trench construction.
Seasonal Hish Water Table Elevation

.�oot� i
An infiltration study was perfonmed by Land Management Group Inc (LDIG) dated $� �
October 9. 2007. From this study it was determined that the seasonal high water table was tEt'(�tt Gt�
to be in excess of 8' from the existing asphalt surface. The determined seasonal high
water table is consistent with the study performed and approved by DENR in 2000. A
study by NCDENR was.,perfonned on November,t2.,.200,7..and,determined the hottom..ot:
the infiltration trench can be placed at 50-inches below grade giving the SHWT near 74-
inches below grade (2' below bottom of trench).
Based on the site visit by DWQ the infiltration trench is to be placed with.a bottom of 50-
inches below existing grade giving the SHWT at a depth of 74" below existing grade.
Water Ouantitv
The infiltration trenches and outfall structures will be designed such that in addition to
the water quality requirement the trenches will provide storage equivalent to the runoff
volume from the 10-year storm minus the volume infiltrated during the 10-year storm.
The overflow system was designed for the 50 year storm and shall not affect adjacent
properties.
Piped storm water systems are designed for the"10-year storm and checked for the 50-
year storm to determine that adjacent properties are unaffected.
Erosion Control
Appropriate measures will be designed to minimize the temporary and permanent erosion
and sedimentation from the site. As necessary, velocity riprap dissipaters designed per
NCDENR's "Erosion and Sediment Control Planning Design Manual" will be installed
as permanent erosion control measures. Temporary erosion control measures include silt
fence and inlet protection devices. We will make application to New Hanover County
for an Erosion Control/Land Disturbance Permit.
Conclusion
The proposed stormwater management system will be designed using the aforementioned
NCDENR resources and HydraFlow Hydrographs 2004 for hydrology and routing
g .
calculations. All information included Nvith this stormwater management plan indicates
- that the proposed development will comply with local and state stormwater requirements.
In addition to the above narrative, this information includes:
Maps
• relevant mapping (vicinity, USGS quadrangle; USDA soil survey; and FIRM)
4Imfiltration Trench Water Quality
• Supplement forms for new trench construction
• Supporting infiltration trench infiltration calculations
.• Existing trench sketch from survey
I

+ Approved drawings of existing trench
Infiltration Trench Water Quantity
• Routing reports for 1-yr SCS 6-hour storm
+ Routing reports for 10-yr SCS 6-hour storm.—
• Routing reports.for.,50-yr.SCS 6-hour.stonn
Geotechnical Reports
o Stormwater Infiltration Study-By Land Management Group
• Geotechnical Evaluation—By Terratech
Stonnwater,Gollection System
Existing Infiltration System information
• Existine drainage area delineation map
• Existing stormwater design calculations
• 1 I.x 17 of approved 2000 construction drawings
• Approved NCDEIVR and Wilmington . permits includes Existing system
supplement

�'[tt{." tr�,Ir' //-(\j\j 7F'I'E�II�'jI�IIIIE INC. PRINCIPALS
' C J AS. �L . SELLS,LS, I Y - THOMAS STEVEN W.SMITH,PE.
MOSE D.BUOONOCNOECPE P P S.
SENIOR ASSOCIATES
C.ROSS MASSEV,PE.
DAVID K.BRUBAKER,P L.S.
r DAN E.BREWER.RE
January 30, 2008
:Z4mo()
Via Hand Delivery
Ms. Mary Jean Naugle NCDENR-DWQ
127 Cardinal Drive Extension Wilmington, NC 28405-3845
SUBJECT: Long Leaf Mall Harris Teeter Addition-EXPRESS REVIEW
Shipyard Blvd. and South College Road
City of Wilmington, New Hanover County, North Carolina
SW8-000536 Modification
CHS Project# 07-4030
Dear Ms. Naugle:
Attached are the revised plans and calculations in response to Linda Lewis' comments,for the
above project. The following are the responses to Lzindas'comments from the email dated
December 12, 2007. R(LI SEA IJ
?, New built-upon areas, buildings and parking, require stormwater treatment to the maximum extent
practical, although on redevelopment properties Based on our discussion yesterday, as well as
my discussions with others in the Division, the following are options for this project:
SHWT/depth of infiltration
vl spoke with Vincent Lewis and for this project the bottom of the infiltration trench(s) may be no
deeper than 50 inches from existing grade based on his second visit to the site in October 2007.
This includes trench(s) that may be included on the south and other areas of the site on north
west of drainage areas discussed. Based on information to date, another site visit or bore site is
not required. fre: ad info letter from Linda Lewis dated 12/3/07, item 51
Response:
All infiltration trenches have been designed with a bottom dimension no greater than 50"
from existing grade. We have noted on the plan, details,trench design spreadsheet, and
write up what the existing and proposed elevations are for each trench.
Drainage area/treatment of BUA
The drainage area needs to include the new built-upon area including disturbance areas and re-
built parking/building areas.
Alternatively, if there are obstacles to treating the bua on roof tops such as the new Harris Teeter
and the new retail buildings, you may treat parking areas on the site to include BUA that is greater
than 1 1/2 times or greater than the equivalent building/parking bua. This is allowed if you can
provide justification why the new BUA cannot be treated. Justification may include a description
that you mentioned regarding disturbing the area on the south and west of the new Harris Teeter
building will impact existing utilities. For example, provide statement describing and then include
plan with locations of utilities that are in the way. Please look at infiltration sizing options and
propose as much treatment of the parking areas and you can. Sites as these often provide 2 - 3
15401 Afestou Parkway • Suite. 100• Caq,NC 27513 - Tel:[phone] • Fax:[phone]• www.chusllsclls.cun)
AN EQUAL OPPORTUNITY EMPLOYER, �A1/F '

G
January 30, 2008
Ms. Mary Jean Naugle
NCDENR-DW Q
Page 2 of 5
times the bua as a trade-off.
[re: add info request letter from Linda Lewis dated 12/3/07, item 31
Response:
Based on our meeting on January 11, 2008 existing utitiles and the concern of a large
amount of truck traffic over a shallow infiltration trench limit the construction within the
rear area (truck loading area,south side of new building) of the new Harris Teeter buiding.
We have attached a drawing on 11x17 titled sheet Ex 1 which is located in the attached
calculation package.The drawings shows the limitations of the existing utilities. Based on
our meeting we are required to treat the new building area with an area of 52,610 SF at a
ratio of 1.5 times at another location on the site.We have included the new treatment area
in the parking lot area in front of the existing Harris Teeter store.We have included the
loading dock area to total a treatment area of 57,510 SF.The new treatment area has a t'
drainage area of 95,832 SF (a ratio of 1.66).
Vegetated strip and bypass above the 1 1/2 inch storm on infiltration systems
Since you do not have vegetated areas and this is redevelopment, sites are required to treat 2 - 3
times the runoff when they are not able to provide a bypass and vegetated strip on sites within
1/2 mile of SA waters, depending on various factors some of which are the proximity to SA waters,
BUA density, and SHWT elevation. Please look at infiltration sizing options and propose as much
runoff collection as you can that is at least 3 inches run-off[2 times that required]. If you cannot
treat greater than 1 1/2 inch run-off, provide justification and use the more conservative method of
calculating volume.
Response:
Due to the existing impervious areas surrounding the location of the project a vegetated
strip is not possible at the outfall.We have designed each infiltration basin to include the
treatment of 3 inches of runoff.
In summary, provide as much treatment of runoff which is greater than 1 1/2 inch and as much
BUA which is greater than 1 1/2 times the sq. ft. of new building/parking.
[...to the maximum extent practical = for example if the runoff is currently directed toward this area
from the existing/undisturbed parking area on the north west of the existing.Harris.Teeter or
behind it = then collect and treat that amount. But if it is directed to the west and not being
disturbed, then that is not practical with this modification.
Also if it the parking area is being disturbed and there is room for infiltration trenches to increase
the volume collected then size the infiltration for 3 inches of runoff. But if it would require digging
up area by the shoe repair store or McDonald's to make area for the infiltration of that size, then
that is not practical.]
Response: We have designed all trenches for a treatment volume of 3 inches of runoff and
we have included a relocation area greater than 1.5 times within the front parking area of
the existing Harris Teeter.

January 30, 2008'
Ms. Mary Jean Naugle
NCDENR-DW Q
Page 3 of 5
Clearly demonstrate drainage areas, new buildings, disturbed areas, existing/undisturbed areas,
property lines, etc... on a plan. Break down built-upon areas and drainage areas and give totals
for the site. Address applicable ad info request items in Paul's memo of 11/13/07 and Linda's of .
12/3/07. Use the attached checklist to ensure the application package is complete. Include 2
copies,of drainage area maps that are 'D" size. ' -
Response:We have attached a drainage area map (plan sheet C2.1.6) to the project
drawings which include the drainage area delineation. New buildings are clearly shown as
bold Barking building areas. Disturbed areas are marked by a construction limit outline.We
have included the checklist attached to the supplements and the DENR checklist sent to
us by your office. Each checklist is checked with a reference sheet number for your use.
See our response to comment letter dated November 27, 2007 in response to Paul's
Comments.
Response to Linda's Comments of December 3, 2007:
1. Please note that the site is within '/z mile of named SA waters. The finger of
Hewlett's Creek that comes up under Hollytree Road is SA.
Response: Noted
2. When you make revisions to the plans, please submit two sets of the revised
' sheets, full size.
Response: Noted
3. The previously approved drainage area included a large portion of the existing
Harris Teeter. Now, the proposed drainage areas for the existing system include
only the vestibule. Please explain.
Response: See above responses based on meeting January 11, 2008.
4. The minimum volume calculation for the new trench 2C should be based on
Scheuler's method as outlined in Chapter 3 of the October 2007 BMP Manual.
The minimum volume will be 3,743 cubic feet.
Response: All volumes are based on the.above.method.,Your.volume.is for.—
1.5-inches we are required to store the 3-inch volume.
5. As previously requested, per our soils scientist, the maximum bottom elevation
for trench 2C is 39. Please revise the plans, details, calculations and supplement
forms as needed to reflect this requirement.
Response: As discussed in previous emails and Mary Jean's confirmation
with Vincent Lewis, the trenches were designed with a,bottom of trench•of,
50" below existing grade.

January 30; 2008
Ms. Mary Jean Naugle
NCDENR-DW Q
Page 4 of 5
6. The calculations are confusing to me. The consultant references"Segment 1"
and "Segment 2" and the use of 38 Storm Chamber Units. Neither the plans nor
the details show or make any reference to these items. If Storm Chambers will be
used, please add the appropriate details and provide the necessary calculations.
Response: This is a referenced calculation is for the design engineer to
make a determination which trench alternative is the the better alternative.
This calculation should be ignored as referenced in spreed sheet at the
next column in the submittal pipe systems were to be used. No storm
chambers are being proposed. Also the plan view and details show pipe
system.
Submit by Friday December 14,2007 to keep this in the express program. Otherwise the project
will be transfered to the regular program. Put my name, the project name and number on all
correspondence.
Response:
Based on our meeting January 11, 2008 and letter dated December 19, 2007 we can submit
before January.31, 2008.
I feel that the majority of these items should have been addressed by the previous reviewer, so a
fee will not be charged for this round. If these items are not addressed in the next submittal, a fee
may have to be charged, depending on the deficiencies.
Response:
We agree all items should have been commented on at first submittal.The methods we
proposed in the first submittal were discussed at the presubmittal meeting with Paul and
we were not given any notice at that time that our plans for what we submitted would be a
problem.
We have included the following in the attached submittal.
a) Stormwater Management Permit Application Form, Copy and original
b) Infiltration trench supplement form, Copy and original
c) Operation manual, Copy and original.
d) Revised Detailed calculations including narrative.
e) Three Copies of revised pertaining plans and specifications.
If you have any questions please contact me at(919) 678-0035.
Sincerely,
Chas. H. Sells, Inc.
S. Sh L thers, P.E.
stan�roject Manager

January 30, 2008
Ms. Mary Jean Naugle
NCDENR-DW Q
Page 5 of 5
Enclosures
c: Ed Tang, P.E.—Chas. H. Sells, Inc.
Adam Tucker—Zimmer Development
V:\Projects\Sells Projects\07-4030 Zimmer Long Leaf Mall\2-correspondence\NCDENR Stormwater Permitting\11-20-07-
Itr-ncd of-ba rtlett-resu bm itta I.d oc
i

STORMWATER SUBMITTAL REQUIREMENTS
INFILTRATION/EXFILT IO SYSTEMS
Basins an renc
I. Objective
pv_2- 4A,iQ
�. Collect all runoff from 911 BUA(proposend/or existing and/or offsite)as the case maybe, by
any means including piping or swales, and direct it to the infiltration system.
L.-B. Check the proposed basin/ trench design to make sure it meets,or.exceeds the.minimum
design criteria for design storm, volume and drawdown.
H. What makes up a complete infiltration basin /trench application package?
A. Two sets of sealed, signed & dated layout & grading plans with appropriate details.4 r-t#t-44
B. Completed application (SWU-101) with supplement(s), SW-401-Infiltration Basin, SW-401�>l.GNr�
Infiltration Trench, SW-401-Level Spreader, and inspection and maintenance agreements.
C. Deed restriction document, if applicable. (subdivisions & projects with out parcels)iV1/9
D. Sealed, signed & dated calculations. g He-)9
E. A soils report containing information in regard to the soil type, boring locations, seasonal high
water table elevation and expected infiltration rate. 4JfACA� CwlGvl� Cwn
N�� Lei/ w-e �irs't SvLinrTln�
III. BIMS entry (for DWQ use only)
Enter&track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area and stream/waterbody info. Best done after the add info letter is
written and before sending permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:\wqs\stormwater\shell\shighcominbasin
S:\wqs\stormwater\shells\highcomintrench
s:\wqs\stormwater\shells\highsu bin basin
s:\wqs\stormwater\shells\highsubintrench
Calculations: s:\wqs\stormwater\excel spreadsheets\inbasin
s:\wqs\stormwater\excel spreadsheets\intrench
V. Review Procedure-look for consistency between the various elements of the package-application,
plan and calculations.
A. APPLICATION
1. Original signatures are required. Photocopied signatures cannot be accepted.
2. A completed infiltration basin or infiltration trench supplement, one for each proposed c-,
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.A t't& t,L_
3. The elevations, areas and volumes reported on the supplement match up to the
numbers used in the calculations and shown on the plan details.
4. Built-upon areas are reported in square feet in Section 111.9.1,-
5. Receiving stream name and classification.
6. Section 111.9 is filled in-cannot be left blank. One column must be filled in for each
proposed infiltration basin or trench.
7. If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member-managed LLC, or the manager of a manager-managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
president, vice president, general partner, member or manager. '_'-
8. For subdivided projects, a signed and notarized deed restriction statement must be
provided.l�I PT
9. Soils report with the SHWT, Soil type and expected infiltration rate. /
Page 7 of 12

Infiltration Basin & Trench,'cont'
B. CALCULATIONS
1. The basin ortrench must draw do n within 5 days. Spray irrigation is not acceptable as
the sole means of drawdown:
2. The design storm is 1.5==if the Ifroject is subject to Phase It or is sited within '/z mile of
and draining to SA waters. Otherwise, use 1" design storm.
3. For Phase II projects that are within Y2 mile of and draining to SR waters, the difference
n°runoff'from the predevelopment and post'de elopment'conditions for the 1 year 24
hour storm must be controlled and treated: 0,
4. Report the bottom surface area. oo ke+a,t S In e e 4 s
5. Report the surface area at the overflow elevation.otiWe4-,1 511 e ens
6. Show the calculation for the minimum required volume. See 3er P4Sti ee -4
7. Provide a table of elevations, areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided. catc5 �-4/0l01h 5
8. Calculations-are signed, sealed & dated: r/
9. Report the Drainage Area and Built-upon area for each basin or trench. V
10. The seasonal high water table must be at least 24"below the proposed bottom elevation
of the system. For Phase II projects, at least 12" of this must be in naturally occurring
soils. I/
11. All runoff in excess of the design storm must bypass to a vegetated filter prior to entering
the basin or trench. If the system is designed to store a larger design storm(generally
3 times the minimum), the requirement for an offline bypass can be waived. Please
-u5n=t the Division to determine what design storm is appropriate for the project.
Page 8 of 12
L

Infiltration Basin & Trench, cont.
C. PLANS - Plan sheets should be kept to a minimum. For small commercial single basin
projects,the plan set could consist of only 2 or 3 sheets, layout,grading and details. For larger
projects, show as much information as possible on as few sheets as possible, without
cluttering them up. I,-
1. Development/Project Name f ov a ✓'
2. Engineer name and firm. Co-✓•er
3. Legend EC Yla�i
4r NortlrArrow- eaoti
5. Location Map with nearest intersection of two major roads shown. Major road is any 1,2,
or 3 digit NC, US or interstate highway. 1 p✓2
6. Scale- standard engineering scale, no off-the-wall stuff. exck
7. Date eack5hee
8. Revision number and date, if applicable. G(j✓t
9. Original contours, proposed conqtours, spot elevations, finished floor elevations, pipe
inverts, swale inverts. etc. y�av� rienc�J d etotd 5lq ee'f5
10. Existing drainage (piping, swales, dIches, ponds, etc.), including off site. Include a map
delineating the offsite drainage areas. c1 v afifsi t e
11. Property/Project boundary lines, bearing & distances. 5t4uti n a� eal0?n s
12. Mean High Water Line or Normal High Water Line, if applicable. Vz
13. Drainage easement locations shown on the plans along with their wicdt . une�apos��5tirefs
14. Wetlands delineated, or a note on the plans that none exist. Provide a copy of the
wetlands delineation map signed by the Corps of Engineers, or have the applicant
include a copy of the unsigned delineation map submitted to the Corps. Infiltration
systems may not be located in wetlands unless a permit to fill those wetlands has bee
obtained and the soils meet the SHWT and hydraulic conductivity requirements.IN
15. Details for the roads,parking, cul-de-sacs, including sidewalk width, radii,dimensions&
slopes. Oki Si to ettill
16. Apartment / Condo development- provide a typic I building footprint with dimensions,
and note all concrete and wood deck areas. vlix
17. The drainage area for each basin or trench is clearly delineated and numbered to match .
up to the calculations and supplement. Drainage area delineation is best done as a
separate plan sheet. d,'A,,n L ar(e.5 Al c Sl7v�n d en /O1-ar.�u .eat« 'ki
18. A basin section detail showin7lbottom and storage elevations, 3:1 side;mopes.The side
slopes of an infiltration basin are not restricted to vegetation. They may be hardened
with rock, timber, concrete, decorative brick, etc. rrj�
19. A'trench section detail with the perforated pipe diameter,filter fabric wrapped around the
pipe and around the trench, trench height and width, rock fill type. gc'e fie-ea,I Sti Pe
20. If using a pre-fab chamber structure, provide details of the chamber, including model#,
length, width, chamber volume and number of chambers being used. /Y
21. A bypass structure detail is provided showing a trash rack with :56" square openings,
and the necessary bypass vjeir or pipe elevation. Several types of bypass structure
designs are acceptable.X/
22. Dimensions for each line and arc formed by the bottom contour of an infiltration basin.
23. All runoff in excess of the design storm must pass through a vegetated filter prior to
being discharged into the receiving stream The filter must be 50'long for SA waters and
30'long for non-SA waters. 3-1 n c In W�'Yem ti do
24. All infiltration systems must be.located at least 50'from the MHW line of surface waters.
25. Vegetation is specified for basin slopes not being hardened.Weeping Love Grass is not
suitable as a permanent vegetated cover for side slopes. v'
26. All roof drainage must be directed to the system. Show the roof drain collection piping
on the plans. This is especially necessary for projects where the buildings back up the
property lines where roof drainage may leave the site prior to going through the system
27. Monitoring„wells may be required on a case-by-case.basis..L l
Page 9 of 12

QFwAr
FR Michael F. Easley,Governor
Q
0 William G. Ross Jr.,Secretary
r North Carolina Department of Environment and Natural Resources
O 'C Coleen li.Sullins Director
Division of Water Quality
December 19, 2007
Mr. Jeff Zimmer, Manager
ZP No. 73, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Request for Additional Information
Stormwater Project No.,SW8 000536 Modification
Long Leaf Mall
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received previously requested information regarding the
pending Express Stormwater Management Permit Application for Long Leaf Mall on November 27,
2007 and December 3, 2007. Communications with the consultant, Mr. Ed Tang, occurred on
December 7, 2007 to resolve the application deficiencies, but to this date the required information has
not been received.
Information has not been received to complete the application within the allotted time frame so
this project is transferred out of the express program to the regular stormwater program. Additional
information must be received prior to January 23, 2008 or the project will be returned. The return of a
project will necessitate resubmittal of all required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6k.
Please reference the State assigned project number on all correspondence. If you have any
questions concerning this matter please feel free to call me at [phone].
Sincerely,
Mary Jea Naugle
ENB/mjn: S:\WQS\STORMWATER\ADDINFO\2007\000536Mod dec 19 07
CC: Ed Tang and S. Shayne Leathers, P.E., Chas, H. Sells, Inc.
Mary Jean Naugle
(wtko
Nonih Carolina
.A Wurally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: WWW,ncwateraualitv.orR Fax [phone]
An Equal OpportunirylABirmative Action Employer—50%Recycled110%Post Consumer Paper

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Final-Recipient : rfc822; [e-mail]
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---- ---- ---__ ._.._-----. .................
Subject: Re: [Fwd: Re: Long Leaf Mall SW8 000536 Mod.]
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 07 Dec 2007 15:32:00 -0500
CC: [e-mail], Shayne Leathers <[e-mail]>
the checklist that i mentioned is now attached to help with submitting the required
documents.
Mary Jean Naugle wrote:
Ed;
Please review the information and let me know that we are on the same page based
on our discussion this afternoon.
Per our discussion this afternoon, this project will be transferred to the regular
program, but stay with me as the reviewer. The expected submittal for this
additional information in early January. We will talk before Christmas to
schedule a meeting to discuss the information.
thank you
Mary Jean Naugle
NC DENR WiRO
910-796-7303
------------------------------------------------------------------------
Subject :
Re: Long Leaf Mall SW8 000536 Mod.
From:
Mary Jean Naugle <Mary.Naugle@ncmail .net>
Date:
Fri, 07 Dec 2007 12 : 00 :36 -0500
To:
Mary Naugle <Mary.Naugle@ncmail .net>
To:
Mary Naugle <Mary.Naugle@ncmail .net>
1 of 5 12/10/2007 8:36 AM

Delivery Status Notification
Shayne and Ed;
New built-upon areas, buildings and parking, require stormwater treatment to the
maximum extent practical, although on redevelopment properties Based on our
discussion yesterday, as well as my discussions with others in the Division, the
following are options for this project :
SHWT/depth of infiltration
I spoke with Vincent Lewis and for this project the bottom of the infiltration
trench(s) may be no deeper than 50 inches from existing grade based on his second
visit to the site in October 2007 . This includes trench(s) that may be included
on the south and other areas of the site on north west of drainage areas
discussed. Based on information to date, another site visit or bore site is not
required. [re: ad info letter from Linda Lewis dated 12/3/07, item 51
_Drainage area/ treatment of BUA
The drainage area needs to include the new built-upon area including disturbance
areas and re-built parking/building areas.
Alternatively, if there are obstacles to treating the bua on roof tops such as the
new Harris Teeter and the new retail buildings, you may treat parking areas on the
site to include BUA that is greater than 1 1/2 times or greater than the
equivalent building/parking bua. This is allowed if you can provide justification
why the new BUA cannot be treated. Justification may include a description that
you mentioned regarding disturbing the area on the south and west of the new
Harris Teeter building will impact existing utilities. For example, provide
statement describing and then include plan with locations of utilities that are in
the way. Please look at infiltration sizing options and propose as much treatment
of the parking areas and you can. Sites as these often provide 2 - 3 times the
bua as a trade-off. [re: ad info request letter from Linda Lewis dated 12/3/07,
item 3]
Vegetated strip and bypass above the 1 1/2 inch storm on infiltration systems_
Since you do not have vegetated areas and this is redevelopment, sites are
required to treat 2 - 3 times the runoff when they are not able to provide a
bypass and vegetated strip on sites within 1/2 mile of SA waters, depending on
various factors some of which are the proximity to SA waters, BUA density, and.
SHWT elevation. Please look at infiltration sizing options and propose as much
runoff collection as you can that is at least 3 inches run-off [2 times that
required] . If you cannot treat greater than 1 1/2 inch run-off, provide
justification and use the more conservative method of calculating volume.
In summary, provide as much treatment of runoff which is greater than 1 1/2 inch
and as much BUA which is greater than 1 1/2 times the sq. ft . of new
building/parking.
[ . . .to the maximum extent practical = for example if the runoff is currently
directed toward this area from the existing/undisturbed parking area on the north
west of the existing Harris Teeter or behind it = then collect and treat that
amount . But if it is directed to the west and not being disturbed, then that is
not practical with this modification. Also if it the parking area is being
disturbed and there is room for infiltration trenches to increase the volume
collected then size the infiltration for 3 inches of runoff. But if it would
require digging up area by the shoe repair store or McDonald's to make area for
the infiltration of that size, then that is not practical . ]
Clearly demonstrate drainage areas, new buildings, disturbed areas,
existing/undisturbed areas, property lines, etc. . . on a plan. Break down
built-upon areas and drainage areas and give totals for the site. Address
applicable ad info request items in Paul 's memo of 11/13/07 and Linda' s of
12/3/07. Use the attached checklist to ensure the application package is
complete. Include 2 copies of drainage area maps that are "D" size.
Submit by Friday December 14, 2007 to keep this in the express program. Otherwise
the project will be transfered to the regular program. Put my name, the project
name and number on all correspondence.
2 of 5 12/10/2007 8:36 AM

P. 01
`S K' TRANSACTION REPORT
DEC-10-2007 MON 09:49 AM
FOR: NCDENR 9103502004
SEND
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Longleaf Mxll Soils investigation
Subject: Longleaf Mall Soils investigation
From: "Ed Tang" <[e-mail]>
Date: Wed, 3 Oct 2007 17:02:16 -0400
To: <[e-mail]>
CC: "'Adam Tucker"' <[e-mail]>, "'Shayne Leathers"' <[e-mail]>
Hi Vincent,
I am working on putting together the Infiltration System Investigation form to send to you for your field
verification before we do an express review. We have tentatively set up an appointment with Paul Bartlett in
Raleigh to do the express on Oct. 29. The geotech engineer is to have his report to document the seasonal
high water table end of next week. If I forward you that information, will you be able to schedule a site visit to
complete your investigation before the Express review? Please advise.
Thanks.
Ed Tang, P.E.
Project Monger
Chas. H. Sells, Inc.
15401 Weston Pkwy, Suite 100
Cary, North Carolina 27513
[phone] (phone)
[phone] (fax)
[e-mail]
1 of 1 10/5/2007 8:43 AM

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North Carolina Deparlment of Environment and Nalurai Resources
Wilmington Regional Office
[phone]
Michael F. Easley, Governor William G. Ross Jr., Secretary
FAX COVER SHEEN'
Date:_ Ili -3c) - CD- + # pages
' To: PP`-i �f -f+" From: Jr�,�i Tut Ssc-
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L7 Careinal Dave Eit, l^lilminglon, Plorlh' arolina 28405-3045 • Phone: 910 79ti 72 5;FAX. 910-35U 200a

�QF WA?FRQ Michael 1'.Easley,Governor
i
if (r William C-Ross Jr,Secretary
rNorth Carolina Department of Environment and Natural Resources
Coleco H.Sullins Director
Division of Water Quality
December 3, 2007
Mr. Jeff Zimmer, Manager
ZP No. 73, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Request for Additional Information
Stormwater Project No. SW8 000536 Modification
Long Leaf Mall
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received previously requested information regarding the
pending Express Stormwater Management Permit Application for Long Leaf Mall on November
27, 2007. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please note that the site is within '/z mile of named SA waters. The finger of
Hewlett's Creek that comes up under Hollytree Road is SA.
2. When you make revisions to the plans, please submit two sets of the revised
sheets, full size.
( j-! e -pThe previously approved drainage area included a large portion of the existing
rVLI) t°t2 Harris Teeter. Now, the proposed drainage areas for the existing system include
only the vestibule. Please explain.
4. The minimum volume calculation for the new trench 2C should be based on
Scheuler's method as outlined in Chapter 3 of the October 2007 BMP Manual.
The minimum volume will be 3,743 cubic feet.
5 ot gr�w� �;c,2•
V As previously requ�ste�d, per our soils scientist, the maximum bottom elevation
for trench 2C is 3J. Please revise the plans, details, calculations and supplement
5a fos needed to reflect this requirement.
" 6. The calculations are confusing to me. The consultant references "Segment 1"
and "Segment 2" and the use of 38 Storm Chamber Units. Neither the plans nor
the details show or make any reference to these items. If Storm Chambers will be
used, please add the appropriate details and provide the necessary calculations.
I feel that the majority of these items should have been addressed by the previous reviewer, so
a fee will not be charged for this round of comments. If these items are not addressed in the
next submittal, a fee may have to be charged, depending on the deficiencies.
Since I will be on vacation, please address your response to Mary Jean Naugle.
Xlicarna
oliturn!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: urur"I rCNealcrauality.ore Fax [phone] I-877-623-6748
An Equal Opportunity/Affirmative Action Employer—50%Recycledl10%Post Consumer Paper

Mr. Jeffrey L. Zimmer ti
December 3, 2007 1 '
Stormwater Application No. SW8 000536 Modification
Please note that this request for additional information is in response to a partial,
preliminary review. The requested information should be received by this Office prior to
December 10, 2007, or the application will be returned as incomplete. The return of a
project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call Ed
Beck or Linda Lewis at [phone].
Sincerely,
Linda Lewis
Environmental Engineer III
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2007\000536Mod.dec07
a
cc: S. Shayne Leathers, P.E., Chas. H. Sells, Inc.
Mary Jean Naugle
2

PRINCIPALS
STEVEN W.SMITH,RE.
t.1 HL S. H. SELLS, INC. SUSEN K.FANOCOREPPE.
r ' ' Surveyors : r „drammetrists THOMAS NOVELUNO,C.P,P.PS,
SENIORASSOCIATES
C.ROSS MASSEY,PE.
DAVID K.BRUBAKER,P L.S.
DAN E.BREWER,PE.
November 27, 2007
Via Hand Delivery
Ms. Janet Russell ) tioil
NCDENR-DWQ 7
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
SUBJECT: Long Leaf Mall Harris Teeter Addition-EXPRESS REVIEW
Shipyard BLVD and South College Road
City of Wilmington, New Hanover County, North Carolina
SW8-000536 Modification
CHS Project#07-4030
Dear Ms. Russell:
Attached are the revised plans and calculations in response to Paul Bartlett's comments for the
above project. The following are the responses to Paul's comments from the fax letter dated
November 13, 2007.
Comment 1) Please submit signed, fully-completed originals, including initials, using the new
application and infiltration supplement forms (available on the DWQ web page).
Response: °
Fully completed forms were submitted November 12, 2007 upon request. The supplement
forms consistent(not current DWQ)with the original approval were submitted as
discussed in the presubmittal meeting. New forms and new suppliment forms are attached
for the new addition.
Comment 2) Please clarify your ZIP code on page 1 of the application (28402 per application and
28401 per permit SW8 000536, issued 8/3/200).
Response:
28402 is the current ZIP code for the owner. It is possible the zip changed over the last 7
years by the postal service.
Comment 3) For the infiltration trench system, please clarify: (a) total drainage area (2.33 ac per
application) and 2.3 acre per calculations and DA map calculations); (b) Trench 1 Existing
Infiltration Trench calculations (sheet after DA map) it appears that this should be the proposed
trench; and (c) linear feet of piping for both the existing and new addition sections (it appears only
1 run (a 101') of 3 is labeled in the first section of Sheet C2.1.2 and the existing piping illustrated
aprears to be less than permiteed amount of 430'. Please make all documents, calculations, and
plans consistant
Response:
15401 11'oston Parkwav • Suilc 100 • CarY.NC 27513 •Tel:919.678,00:15 • Fax:[phone]• www.chashsells.anu
AN EQUAL 01T)WI LAITY EIN PL( YEBi M/P

November 27, 2007
Ms. Janet Russell
NCDENR-DW Q
Page 2 of 3
a)the total drainage area for all three systems combined is 2.33 acres. We have
broken down the drainage areas to clearly delineate the areas that were part of the
original issued permit and designed by others and the.new sub-basin area that is
being designed by SELLS.
b)We have revised the infiltration calculations based on comment number 5.
c)The original system was designed by another engineer we cannot not attest to
what was constructed because this was constructed 8 years ago. We can only tell
what was found by the recent survey of the site and that is what we are reporting.
The new piping was labeled to ease the contractor to avoid additional pipe that is
not required for fittings, etc.We have relabeled each run of new pipe on sheet
C2.1.2 to be consistent with the calculations.
Comment 4) Please clarify the building impervious area (13,067 sq ft per application) for the DA to
the new piping. Only the vestibule area (approx. 1500 sq ft) is illustrated with the DA.
Response:
The building area included the new building area and what the original engineer designed
the trench for.We have revised the permit application breaking down each drainage area
to each infiltration trench with the current impervious areas to avoid futher confusion.
Comment 5) Please label the invert elevations on Sheet C2.1.3 for the (a) trench bottom; (b) pipe
bottom, and (c) SHWT based on the 10/12/07 sitve visit by Vincent Lewis. Note that 50" max to
the trench bottom per Vincent will be approximately an elevation of 39' vs the proposed 35.7' in
the supplement.
Response:
alb/c)The elevations were labeled on plan view of sheet C2.1.2 at the first submittal.We
have added a table to the detail on sheet C2.1.3. Please note the elevation as stated in the
comment is incorrect the existing surface at the location of the infiltration•trench is 42.2'
with a depth to bottom of trench at 50"that gives an elevation of 38' and a SHWT of 36' (2'
below the trench bottom).We have revised the calculations based on the bottom trench at
38'.
We have included the following in the attached submittal.
a) Stormwater Management Permit Application Form, Copy and original
b) Infiltration trench supplement'form;Copy and original-­
c) Check# for$1000 addition review fee • n E C E I V E D
d) Revised Detailed calculations including narrative. fu^u( D
e) Three Copies of revised pertaining plans and specifications.
NOV 2 7 2007
If you have any questions please contact me at(919) 678-0035. DWQ
PROJ #

November 27; 2007"
Ms. Janet Russell
NCDENR-DW Q
Page 3 of 3
Sincerely,
Chas. H. Sells, In .,
S. Shayne Leathers, P.E.
As slant Project Manager
Enclosures
c: Ed Tang, P.E.—Chas. H.Sells, Inc.
Adam Tucker—Zimmer Development
V:\Projects\Sells Projects\07-4030 Zimmer Long Leaf Mall\2-correspondence\NCDENR Stormwater Permitting\1 1-20-07-
Itr-n cdot-ba rt Jett-resubmittal.doc
� E C E 1 V ED
luu�,fpp NOV 2 7 2007
DWQ
PROJ #

Long Leaf Mall SW8 000536
Subject: Long Leaf Mall SW8 000536
From: Linda Lewis <[e-mail]>
Date: Mon, 26 Nov 2007 09:49:05 -0500
To: Ed Tang <[e-mail]>
CC: Ed Beck <[e-mail]>, Mary Naugle <Mary.Naugle@ncmai].net>
Mr. Tang:
The Division received your request for a time extension to November 30, 2007, to
address Paul 's additional information request of November 13, 2007. The Division
grants your request. Please be advised that if you cannot address the additional
information items until November 30, the review of this project must be continued
with Ms. Mary Jean Naugle in the Wilmington Regional Office. Please address your
resubmittal package for this project to her.
Additionally, I checked with Washington regarding your complaint that we charged
you an additional information fee while Washington did not. Please be advised that
you were not charged a fee in Washington because the project you were working on at
the time had not yet been accepted into the Express program for review. You had a
submittal meeting with the review engineer, who reviewed the project and advised
that it was not complete and could not be accepted. No additional information fee
is charged at the submittal meeting if the application is found deficient and is
NOT accepted for review. Once the project is accepted however, and later,
deficiencies are found, we are required to charge a fee, not to exceed 50% of the
original application fee.
Linda
I of 1 11/26/2007 10:05 AM

I
Trench 3
(Drainage Area 3)
Copy Infiltration Trench Supplement
Drainage Area Map half size of C2.1.4
Infiltration Trench Sizing Spreadsheet
SCS 24-hr Pre-Development Hydrograph ..
SCS 24-hr Post-Development Hydrograph
SCS 6-hr Post-Development Inflow Hydrographs 1, 2110,25,50, & 100 year
Trench Routing Outflow Hydrographs 1, 2,10,25,50, & 100 year
Trench Routing Outflow Discharge Table 1, 2,10,25,50, & 100 year
Infiltration Trench Cross Section
Stage/Storage Table and Graph
Clogged Condition Outflow Routing 1, 2,10,25,50, & 100 year

INFILTRATION TRENCt aES ,
Project Long Leaf Mall Harris Teeter Addition
Location Wilmington, NC Receiving Stream Hewlett's Creek Classification SA, HOW
Discription TRENCH DA 3 Drainage Basin Cape Fear
Total Drainage Area 0.62 ac
0 ac offsite DA System 1 (enter 1 for Pipe or 2 for Chamber)
Impervious Areas1 2,606 cuff provided through PIPE storage
Building 0.27 ac
roads-parking 0.309 ac Trench Dimensions
sidewalk-patio 0.03 ac Segment 1 Bottom width 4.32 ft
total 0.609 ac Total Length 830 ft Total
impervious 98.Y % drainage area imp Height 3.32 ft Trench Length 830 LF
Segment 2 Bottom width 0 ft Trench Volume 11,904.2 cult
Drainage Area 0.62 ac Total Length 0 ft Trench Volume 9,298.0 cuft(wo pipe)
Impervious of da 98.2 % - Height 2.76 ft Trench Volume 3,719.2 cuft(wo pipe/voids)
Rain 3 in Bedding Material Void Area 40.0% Trench SA 3,585.6 s ft
Total:Storage:voluire: rovided , F:? 61325.4,cuft 7 ''
Elevation of Bottom of trench 36.9 ft MSL
Elevation of SHWT 34.7 ft MSL
Overflow Elevation 40.2 ft MSL
Runoff Volume Simple Method Lowest inlet Grate Elevation 41.55 ft MSL
IA 0.982 Existing Grate/Low Point Elevation 40.91 ft MSL
R 0.05+0.9(lA) 0.934 Exfiltration Rate/Drawdown
V=3630(111))(Rv)(A)= 6306 cuft volume requred Reported Hydraulic Conductivity 0.49 in/min
2.45 ft/hour
29.4 in/hour
Volume required :::;6,306.4::cuft Drawdown Time 1:24::hour: total volume
HDPE PERFORATED PIPE average flow 1.4 cfs:
18" HDPE 0 LF 0.0 tuft Design Storm 10-yr SCS 6 hour 52,708 tuft total infiltrated
24" HDPE 836 LF 2,606.2 tuft
30" HDPE 0 LF 0.0 tuft HDPE Pipe Perforation Requirement(if pipe is used)
36" HDPE 0 LF 0.0 tuft Perforation Pattern AASHTO Class II 8 hole drilled around circumference
42" HDPE 0 LF 0.0 tuft Pipe Size 24 inch
TOTAL 830 LF 2,606.2 tuft Height of perforation pattern 24 inch
inlet area/ft 2.65 inZ/ft
ORM CHAMBER OR EQUIVALENT' Average Elevation head 2.3 ft
T HEIGHT 24" 63 CUFT Cv= 0.98
S 38 } 2,3941.0 (TOTAL) Flow per ft Q=CvAsq(2gh) 0.219 cfs/ft
UNIT LENGTH 7 FT .3 LFT (TOTAL) Average Available Total Flow out pipe 182 cfs
('FOR R D

Trench stage/storage chart
(bottom of trench to top of trench)
stage sa volume
0 36.9 3,585.6 0
0.2 37.1 3,585.6 458.3621
0.4 37.3 3,585.6 916.7242
0.6 37.5 3,585.6 1375.086
0.8 37.7 3,585.6 1833.448
1 37.9 3,585.6 2291.81
1.2 38.1 3,585.6 2750.173
1.4 38.3 3,585.6 3208.535
1.6 38.5 3,585.6 3666.897
1.8 38.7 3,585.6 4125.259
2 38.9 3,585.6 4583.621
2.2 39.1 3,585.6 5041.983
2.4 39.3 3,585.6 5500.345
2.6 39.5 3,585.6 5958.707
2.8 39.7 3,585.6 6417.069 '
3 39.9 3,585.E 6875.431
3.2 40.1 3,585.6 7333.793
3.4 40.3 3,585.6 7792.155
Trench stage/storage chart
(top of trench to lower drop,inlet elevation)
mh sa Number vol manhole tot v
3.4 40.3 19.63 1 0 7792.155
3.6 40.5 3.926 7796.081
3.8 40.7 7.852 7803.933
4 40.9 11.778 7815.711
4.2 41.1 15.704 7831.415
4.4 41.3 19.63 7851.045
4.6 41.5 23.556 7874.601

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type = Reservoir, .•. Peak,discharge = 0.89 cfs
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 36.98 ft
Reservoir name = infiltration trench 3 Max. Storage = 143 cult
Storage Indication method used. Hydrograph Volume=3,974 tuft
trench 3 routing
Q (cfs) Hyd. No. 15 -- 1 Yr Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Time (hrs)
- Hyd No. 15 - Hyd No. 14 Req. Stor= 143 tuft

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48PM
Hyd No. 15
trench 3 routing
Hydrograph type = Reservoir Peak discharge =..0.89..cfs
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 36.98 ft Max. Storage = 143 cuft
Storage Indication method used. Outflow hydrograph volume=3,974 cuft
Hydrograph Discharge Table (Primed vanes-l%of op)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.35 0.02 36.90 --- ----- ----- ----- ----- ----- ----- ----- 0.013 0.01
0.40 0.03 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.020 0.02
0.45 0.03 36.90 ----- ----- ----- ----- ---- ----- ----- ----- 0.027 0.03
0.50 0.04 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.033 0.03
0.55 0.04 36.90 ----- ----- ----- ----- ----- ---- ----- ----- 0.039 0.04
0.60 0.05 36.90 ----- ----- ---- ----- ----- ----- ----- ----- 0.044 0.04
0.65 0.05 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.050 0.05
0.70 0.06 36.91 ----- ----- ----- ----- ----- ----- ----- - ----- 0.055 0.05
0.75 0.06 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.060 0.06
0.80 0.07 36.91 ----- ----- ----- ----- ----- ----- ----- 0.065 0.07
0.85 0.07 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.070 0.07
0.90 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.074 0.07
0.95 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
1.00 0.09 36.91 ----- ----- ----- ----- ----- - ----- ----- ----- 0.083 0.08
1.05 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.088 0.09
1.10 0.10 36.91 ----- ----- ----- - ----- ----- ----- ----- 0.092 0.09
1.15 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.096 0.10
1.20 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.100 0.10
1.25 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.10
1.30 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.108 0.11
1.35 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0,112 0.11
1.40 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.116 0.12
1.45 0.12 36.91 - ----- ----- ----- ----- ----- ----- ----- 0.119 0.12
1.50 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.123 0.12
1.55 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- 0.129 0.13
1.60 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.135 0.13
1.65 0.15 36.91 ---- ----- ----- ----- ----- ----- ----- ----- 0.142 0.14
1.70 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.150 0.15
1.75 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
1.80 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
1.85 0.20 36.92 ----- ----- . ----- ----- ----- ----- ----- ----- 0.183 0.18
1.90 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
1.95 0.26 36.92 ----- ----- ----- ----- ----- ----- 0.225 0.22,
2.00 0.34 36.93 ----- ----- ----- ----- ---- ----- ----- ----- 0.276 0.28
2.05 0.43 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.353 0.35
2.10 0.57 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.457 0.46
2.15 0.72 36.96 ----- ----- --- ----- ----- ----- ----- ----- 0.593 0.59
2.20 0.82 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.723 0.72
Continues on next page...

2
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A .Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs Cfs cfs cfs cfs cfs Cfs
2.25 0.87 36.98 " ,. ----- ----- ----- --=-- ----- ----- 0.813 0.81
2.30 0.88 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.860 0.86
2.35 0.89 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.879 0.88
2.40 0.90 << 36.98 << ----- ----- ----- ----- ----- ----- ----- ----- 0.889 0.89 <<
2.45 0.86 36.98 ----- ----- ----- ----- ----- ---- ----- ----- 0.882 0.88
2.50 0.78 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.839 0.84
2.55 . 0.68 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.764 0.76
2.60 0.52 36.96 ----- ----- ----- ----- ----- ----- ----- ---- 0.649 0.65
2.65 0.39 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.512 . 0.51
2.70 0.31 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.394 0.39
2.75 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.319 0.32
2.80 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.281 0.28
2.85 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.262 0.26
2.90 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
2.95 0.22 36.92 ----- ---- ----- ----- ----- ----- ----- ----- 0.235 0.23
3.00 0.21 36.92 -r--- ----- ----- ----- ----- ----- ----- ----- 0.223 0.22 .
3.05 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
3.10 0.19 36.92 ----- ----- ----- ----- ----- --- - ----- ----- 0.202 0.20
3.15 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
3.20 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.186 0.19
3.25 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.181 . 0.18
3.30 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.177 0.18
03.35 0.1 36.92 ----- ----- ----- ----- ----- ----- ----- ---- 0.168 0.17
3.40 40 0.166 36.92 0.1. 0.17
3.45 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.164 0.16
3.50 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
3.55 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.156 0.16
3.60 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.152 0.15
3.65 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.149 0.15
3.70 0.14 36.91 ----- ----- ----- ----- . ----- ----- ----- ----- 0.145 0.15
3.75 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.142 0.14
3.80 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.14
3.85 0.13 36.91 ----- ----- ----- ----- ----- -- -- ----- ----- 0.137 0.14
3.90 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.134 0.13
3.95 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0..132 0.13
4.00 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.130 0.13
4.05 0.13 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.128 0.13
4.10 0.12 36.91 ----- ----- ----- ----- ----- ---- - 0.126 0.13
4.15 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.124 0.12
4.20 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.122 0.12
4.25 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
4.30 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- 0.118 0.12
4.35 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- 0.116 0.12
4.40 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.114 0.11
4.45 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.11
4.50 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.110 0.11
4.55 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.108 0.11
4.60 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.106 0.11
4.65 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.105 0.10
4.70 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.103 0.10
4.75 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.102 0.10
Continues on next page...

3
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.80 0.10 36.91 ------ ----- ----- ----- ----- ----- ----- 0.100 ,'0'10"
4.85 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.099 0.10
4.90 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0,098 0.10
4.95 0.10 36.91 ----- ----- ----- ----- ----- ---- ----- ----- 0.097 0.10
5.00 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.096 0.10
5.05 0.09 36.91 ----- ----- ---- - ----- ----- ----- ----- ----- 0.095 0.09 .
5.10 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- . ----- 0.094 0.09
5.15 0.09 36.91 ----- ---- ----- ----- --- ----- ------ ----- 0.093 0.09 . . .
5.20 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.092 0.09
5.25 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.091 0.09
5.30 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.091 0.09
5.35 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.090 0.09
5.40 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.089 0.09
5.45 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.088 0.09
5.50 0.09 36.91 ----- ----- ----- ----- ----- ---- ----- ----- 0.087 0.09
5.55 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.086 0.09
5.60 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.086 0.09
5.65 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.085 0.08
5.70 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.084 0.08
5.75 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.084 0.08
5.80 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.083 0.08
5.85 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.083 0.08
5.90 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.08
5.95 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.08
6.00 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.08
6.05 0.07 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.076 0.08
6.10 0.03 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.057 0.06
6.15 0.01 36.90 ----- ----- ----- ----- ---- - 0.032 0.03
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.013 0.01
...End

21
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type• = Reservoir Peak discharge , = 2.43 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 37.61 ft Max. Storage = 1,212 cuft
Storage Indication method used. Outflow hydrograph volume= 14,707 cult
Hydrograph Discharge Table P""1etl values'=1%of up'
Time Inflow Elevation Clv A Cfv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.15 0.05 36.90 ----- ----- ----- . ----- ----- ----- ----- ----- 0.026 0.03
0.20 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.065 0.06
0.25 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.11
0.30 0.19 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.156 0.16
0.35 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
0.40 0.23 36.92 ----- ----- ----- ----- ----- ------ ----- ----- 0.215 0.21
0.45 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.234 0.23
0.50 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- -- 0.249 0.25
0.55 0.27 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.262 0.26
0.60 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.274 0.27
0.65 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.286 0.29
0.70 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.298 0.30
0.75 0.32 36:93 ----- ----- ----- ----- ----- ----- ----- ----- 0.311 0.31
0.80 d.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- .0.324 0.32
0.85 0.35 36.93 ----- ----- ----- ----- ----- ---- ----- ----- 0.336 0.34
0.90 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.347 0.35
0.95 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.359 0.36
1.00 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.370 0.37
1.05 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
1.10 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.393 0.39
1,15 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.404 0.40
1.20 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.415 0.41
1.25 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.425 0.43
1.30e 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.436 0.44
1.35 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.447 0.45
1.40 0.47 36.94 ----- ----- ----- ----- ----- ----- 0,458 0.46
1.45 0.48 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.469 0.47
1.50 0.49 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.482 0.48
1.55 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.498 0.50
1.60 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.518 0.52
1.65 0.57 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.543 0.54
1.70 0.60 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 10.571 0.57
1.75 0.64 36:96 ----- ----- ----- ----- - ,. . 0.604. .- -0:50-
1.80 0.67 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.641 0.64
1.85 0.73 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.685 0.68
1.90 0.80 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.741 0.74
1.95 0.94 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.835 0.83
2.00 1.24 37.00 ----- ----- ----- ----- ----- ----- ----- ----- 1.020 1.02
Continues on next page...

22
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.05 1.57 37.02 ----- ----- ----- ---- ----- ------ ----- ----- 1.298 1.30
2.10 2.07 37.06 ----- ----- ----- ----- ----- ----- ----- ----- 1.673 1.67
2.15 2.63 37.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.158 2.16
2.20 2.97 37.16 ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.25 3.15 37.23 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.30 3.17 37.30 ----- ----- ----- ----- ----- ------ ----- ----- 2.428 2.43
2.35 3.19 37.38 ----- ----- ----- ----- ----- ----- ----- ----- 2.429 2.43
2.40 3.21 << 37.47 ----- ----- ----- ----- ----- --- ... 2.430 2.43
2.45 3.08 37.54 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.50 2.80 37.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.55 2.44 37.61 << ----- ----- ----- ----- ----- ----- ----- ----- 2.432 2.43 <<
2.60 1.87 37.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.65 1.39 37.50 ----- ----- ----- ----- ----- ----- ----- ----- 2.430 2.43
2.70 1.09 37.37 ----- ----- ----- ----- ----- ----- ----- ----- 2.429 2.43
2.75 0.97 37.23 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.80 0.93 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.017 2.02
2.85 0.88 37.02 ----- ----- ----- ----- ----- ----- ----- ----- 1.218 1.22
2.90 0.84 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.962 ..0.96
2.95 0.80 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.859 0.86
3.00 0.76 36.98 ----- ----- ----- ----- ----- ----- =---- ----- 0.800 0.80
3.05 0.72 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.756 0.76
3.10 0.69 36.97 ----- ----- ----- ----- . ----- ----- ----- ----- 0.718 0.72
®3.15 0.66 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.687 0.69
3.20 0.64 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.662 0.66
3.25 0.63 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.644 0.64
3.30 0.62 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.629 0.63
3.35 0.60 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.614 0.61
3.40 0.59 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.599 - 0.60
3.45 0.57 36.96 ----- ----- ----- ----- ----- . ----- ----- ----- 0.584 0.58
3.50 0.56 36.95 ----- ----- ----- ----- ----- ----- ----- --- 0.570 0.57
3.55 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.556 0.56
3.60 0.53 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.541 0.54
3.65 0.52 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.528 0.53
3.70 0.50 36.95 ----- ----- ----- ----- ----- ----- ---- ----- 0.516 0.52
3.75 0.50 36.95 ----- ----- ----- ---- ----- ----- ----- ----- 0.505 0.50
3.80 0.49 36.95 ----- ----- ---- ----- ----- ----- ----- ----- 0.495 0.49
3.85 0.48 36.95 ----- ----- ----- ------ ----- ----- ----- 0.486 0.49
3.90 0.47 36.95 ----- ----- ----- ----- ----- ---- ----- - 0.478. 0.48
3.95 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.470 0.47
4.00 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.462 0.46
4.05 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.455 0.45
4.10 0.44 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.448 0.45
4.15 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.440 0.44
4.20 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.433 0.43
4.25 0.42, _ ,36.94 ----- ----- ----- ----7--- . ----- ----- ----- ----- 0.427 0.43
4.30 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.419 0.42
4.35 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.412 0.41 .
4.40 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.404 0.40
4.45 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.397 0.40
4.50 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.391 0.39
4.55 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.384 0.38
Continues on next page...

23
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.60 0.37 36.94 ----- ----- ----- ----- ----- ------ :: ----- ----- 0.378 0.38
4.65 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.372 0.37
4.70 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.367 0.37
4.75 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.361 0.36
4.80 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.357 0.36
4.85 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.352 0.35
4.90 0.34 36.93 ----- ----- ----- ----- ------ ----- ----- ----- 0.348 0.35
4.95 0.34 36.93 ----- ----- ----- ---- ----- ----- . . ----- ------ 0.343 0.34
5.00 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.340 0.34
5.05 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.336 0.34
5.10 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- --=-- 0.333 0.33
5.15 0.33 36.93 ----- ----- ----- ----- ----- ----- . ----- ----- 0.330 0.33
5.20 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.328 0.33
5.25 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.325 0.32
5.30 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.322 0.32
5.35 0.32 36.93 ----- ----- ----- ----- ----- ----- ---- ----- 0.319 0.32
5.40 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.316 0.32
5.45 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- • ------ 0.313 0.31
5.50 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.310 .0.31
5.55 0.30 36.93 ----- ------ ----- ----- ----- ----- ----- ----- 0.307 0.31
5.60 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.304 0.30
5.65 0.30 36.93 ----- ----- ----- ----- ----- ---- . ----- ----- 0.302 0.30-
5.70 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- 0.299 0.30
5.75 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.297 0.30
5.80 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.30
5.85 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.294 0.29
5.90 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.293 0.29
5.95 0.29. 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.292 0.29
6.00 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.291 0.29
6:05 0.23 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
6.10 0.12 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.20
6.15 0.04 36.91 ----- ----- ----- ----- ----- ----- ----- . ----- 0.112 0.11
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.046 0.05
...End

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type. = Reservoir Peak discharge ._.. 1.48 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 37.04 ft
Reservoir name = infiltration trench 3 Max. Storage = 238 cult
storage Indication method used. Hydrograph Volume=6,713 cuft
trench 3 routing
Q (cfs) Hyd. No. 15 --2 Yr Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Time (hrs)
— Hyd No. 15 — Hyd No. 14 J� Req. Stor= 238 tuft

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type . _ .Reservoir. Peak discharge = 1.48.cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 37.04 ft Max. Storage = 238 cuft
Storage Indication method used. Outflow hydrograph volume=6,713 cult
Hydrograph Discharge Table Printed values-1%of°°'
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.25 0.03 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.018 0.02
0.30 0.05 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.033 0.03
0.35 0.06 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.048 0.05
0.40 0.07 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.062 0.06
0.45 0.08 36.91 ----- ----- ----- ----- -- ----- ----- ----- 0.074 0.07
0.50 0.09 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.084 0.08
0.55 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.093 0.09
0.60 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.10
0.65 0.12 36.91 ----- ----- ----- ----- ----- ----- --=-- ----- 0.108 0.11
0.70 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.116 0.12
0.75 0.13' 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0,124 0.12
0.80 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.131 0.13
0.85 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.138 0.14
0.90 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- . ----- 0.145 0.14
0.95 0.16 36.91 ----- . ----- ----- ----- =---- ----- ----- ----- 0.151 0.15
1.00 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.158 0.16
1.05 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.164 0.16
1.10 0.18 36.92 ----- . ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
1.15 0.18 36.92 ----- ----- ----- ----- . ----- ----- ----- ----- 0.176 0.18
1.20 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.18
1.25 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.19
1.30 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
1.35 0.20, 36.92 ----- ----- ----- --- ----- ----- ----- ----- 0.199 0.20
1.40 0.21 36.92 --=-- ----- ----- ----- ----- ----- ----- ----- 0.205 0.20
1.45 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.210 0.21
1.50 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.216 0.22
1.55 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.224 0.22
1.60 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.234 0.23
1.65 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.246' 0.25
1.70 0.27 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.26
1.75 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.275 0.27
1.80 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.292 0.29
1.85 0.33 36.93. . . - . . ---- ----- --- ..:. ---- ----- ---... 0.312 0.31
1.90 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.339 0.34
1.95 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
2.00 0.57 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.468 0.47
2.05 0.72 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.597 0.60
2.10 0.95 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.770 0.77
Continues on next page...

6
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.15 1.21 36.99 ----- ----- ----- ----- ----- ---- ----- 0.995 1.00
2.20 1.37 37.01 ----- ----- ----- ----- ----- ----- ----- ----- 1.210 1.21
2.25 1.46 37.03 ----- ----- ----- ----- ----- ----- ----- ----- 1.358 1.36
2.30 1.47 37.04 ----- ----- ----- ----- ----- ----- ----- 1.434 1.43
2.35 1.48 37.04 ----- ----- ----- ----- ----- ----- ----- ----- 1.463 1.46
2.40 1.49 << 37.04 << ----- ----- ----- ----- ----- ----- ----- ----- 1.478 1.48 <<
2.45 1.43 37.04 ----- ----- ----- ----- ----- ----- ----- ----- 1.464 1.46
2.50 1.30 37.03 ----- ----- ----- ----- - ----- ----- ------ ----- 1.393 1.39
2.55 1.13 37.02 ----- ----- ----- ---- ----- ----- ----- ----- 1.267 1.27
2.60 0.87 37.00 ----- ----- ----- ----- ----- ----- ----- ----- 1.076 1.08
2.65 0.65 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.848 0.85
2.70 0.51 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.653 0.65
2.75 0.45 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.528 0.53
2.80 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.466 0.47
2.85 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.433 0.43
2.90 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.410 0.41
2.95 0:37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.389 0.39
3.00 0.35 36.93 ----- ----- ----- --=-- ----- ----- ----- ----- 0.369 0.37
3.05 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.351 0.35
3.10 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.334 0.33
3.15 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- 0.319 0.32
3.20 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.308 0.31
3.25 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.299 0.30
3.30 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.292 0.29
3.35 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.285 0.29
3.40 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- . ----- 0.279 0.28
3.45 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.272 0.27
3.50 0.26 . 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.26
3.55 0.25 36.92 ------ ----- ----- ----- ----- ----- ----- ----- 0.258 0.26
3.60 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.252 0.25
3.65 0.24 - 36.92 ----- ----- . ----- ----- ----- ----- ----- ----- 0.246 0.25
3.70 0.23 36.92 ----- -----. ----- ----- ----- ----- ----- ----- 0.240 0.24
3.75 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.235 0.23
3.80 0.23 36:92 ----- ----- ----- ----- ----- ----- ----- ----- 0.230 0.23
3.85 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
3.90 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.222 0.22
3.95 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.218 0.22
4.00 0.21 36.92 ----- ----- ----- ---- ----- ----- ----- ----- 0.215, 0.22
4.05 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
4.10 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
4.15 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- - ----- 0.205 0.20
4.20 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.202 0.20
4.25 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
4.30 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.195 0.19
4.35 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.1.91 0.19
4.40 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.188 0.19
4.45 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.185 0.18
4.50 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.18
4.55 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.179 0.18
4.60 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.176 0.18
4.65 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.173 0.17
Continues on next page...

7
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
4.70 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
4.75 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.168 0.17
4.80 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.166 0.17
4.85 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ------ 0.164 0.16
4.90 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.16
4.95 0.16 36.92. ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
5.00 0.16 36.91 ----- ----- -=--- ----- ----- ----- ----- ----- 0.158 0.16
5.05 0.16 36.91 ----- ----- ----- ----- ----- -- . ----- ---- 0156 0.16
5.10 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.155 0.16
5.15 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.154 0.15
5.20 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.152 0.15
5.25 0.15 36.91 ' ----- ----- ----- ----- ----- ----- ----- ----- 0.151 0.15
5.30 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.150 0.15
5.35 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.148 0.15
5.40 0.15 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.147 0.15
5.45 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ---=- 0.146 0.15
5.50 0.14 36.91 - ----- ----- ----- ----- ----- ----- ----- ----- 0.144 0.14
5.55 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.143 0.14
5.60 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.142 0.14
5.65 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.140 0.14
5.70 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.14
5.75 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ------ 0.138 0.14,
5.80 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.137 0.14
5.85 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.137 0.14
5.90 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.136 0.14
5.95 0.14 36.91 ---- ----- ----- ----- ----- ----- ----- ----- 0.136 0.14
6.00 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.135 0.14
6.05 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.126 0:13
6.10 0.05 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.094 0.09
6.15 0.02 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.052 0.05
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.021 0.02
.:.End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type = Reservoir Peak discharge-.. = 2.16.cfs.,
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 37.11 ft
Reservoir name = infiltration trench 3 Max. Storage = 348 cult
Storage Indication method used. Hydrograph Volume=9,918 cuft
trench 3 routing
Q (cfs) Hyd. No. 15 -- 10 Yr Q (cfS)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
— Hyd No. 15 — Hyd No. 14 ffH=] Req. Stor= 348 cuft Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type _. Reservoir . Peak-discharge :, = 216.cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation 37.11 ft Max. Storage = 348 cuft
storage Indication method used. Outflow hydrograph volume=9,918 cult
Hydrograph Discharge Table . Printed values -1%of0°'
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.20 0.04 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.024 0.02
0.25 0.07 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.049 0.05
0.30 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.077 0.08
0.35 0.12 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.10
0.40 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.121 0.12
0.45 0.15 36.91 - ----- ----- ----- ----- ----- ----- ----- ----- 0.136 0.14
0.50 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.149 0.15
0.55 0.17 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
0.60 0.18 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
0.65 0:19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
0.70 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
0.75 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
0.80 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.209 0.21
0.85 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.218 0.22
0.90 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.227 0.23
0.95 0.24 36.92 ----- ----- ----- ----- ----= ----- ----- ----- 0.235 D:24
1.00 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.244 - 0.24
1.05 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.252 0.25
1.10 0.27 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.26
1.15 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.27
1.20 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.276 0.28
1.25 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
1.30 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.291 0.29
1.35 0.31 36.93 ----- ----- ----- ----- ------ ----- ----- ----- 0.299 0.30
1.40 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.307 0.31
1.45 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.315 '0.31
1.50 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.323 0.32
1.55 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.335 0.33
1.60 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.349 0.35
1.65 0.38 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.366 0.37
1.70 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.385 0.38
1.75 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.407 0.41
1.80 0.46 36.94 - ----- ----- ----- ---- - --- .. ------ . - 0.433. 0.43
1.85 0.49 36.94 ----- ----- ----- ----- ----- ----- ----- 0.462 0.46
1.90 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.501 0.50
1.95 0.64 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.564 0.56
2.00 0.84 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.690 0.69
2.05 1.07 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.879 0.88
Continues on next page...

10
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.10 1.40 37.01 ----- ----- ----- ----- ----- ----- ----- ----- 1.133 1.13
2.15 1.78 37.04 ----- ----- ----- ----- ----- ----- ----- ----- 1.462 1.46
2.20 2.02 37.07 ----- ----- ----- ----- ----- ----- ----- ----- 1.777 1.78
2.25 2.14 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 1.992 1.99
2.30 2.15 37.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.101 2.10
2.35 2.17 37.10 ----- ----- ----- ----- ----- ----- ----- . ----- 2.144 2.14.
2.40 2.18 << 37.11 << ----- ----- ----- ----- ----- ----- ----- ----- 2.165 2.16 <<
2.45 2.09 37.10 ----- ---- ---- ----- ----- ----- --- ----- 2.143 2:14
2.50 1.90 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.038 2.04
2.55 1.66 37.08 ----- ----- ----- ----- ----- ----- ----- ----- 1.853 1.85
2.60 1.27 37.05 ----- ----- ----- ----- ----- ----- ----- ----- 1.574 1.57
2.65 0.95 37.02 ----- ----- ----- ----- ----- ----- ----- ----- 1.240 1.24
2.70 0.74 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.954 0.95
2.75 0.66 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.771 0.77
2.80 0.63 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.681 0.68
2.85 0.60 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.633 0.63
2.90 0.57 36.96 ----- ----- ----- ----- ----- ----- . ----- ----- 0.599 0.60
2.95 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- 0.568 0.57
3.00 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.539 0.54
3.05 0.49 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.513 0.51
3.10 ' 0.47 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.488 0.49
3.15 0.45 36.94 ----- ----- ----- ---- ----- ----- ----- ----- 0.466 0.47
3.20 0.4 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.4 0.4
3.25 0.43 36.94 0.437 37 0.44
3.30 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.427 0.43
3.35 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.417 0.42
3.40 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.407 0.41
3.45 0.39 36.94 ----- ----- ----- ----- ----- ----- ------ . .------- 0.397 0.40
3.50 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.387 0.39
3.55 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.378 0.38
3.60 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.368 0.37
3.65 0.35 36.93 ----- ----- ----- ---- ----- ----- ----- ----- 0.359 0.36
3.70 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.351 0.35
3.75 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.343 0.34
3.80 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.336 0.34
3.85 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.330 0.33
3.90 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0,325 0.32
3.95 0,31 36.93 ----- ----- ----- - ----- ----- ----- --- 0.319 0.32-.
4.00 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.314 0.31
4.05 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.309 0.31
4.10 0.30 36.93 ----- ----- ----- . ----- ----- ----- ----- ----- 0.304 0.30
4.15 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0,299 0.30
4.20 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.29
4.25 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.290 0.29
4.30 0.28 36.93 ----- ----- -...,- -r--- . ----- ----- ----- ----- 0.285 0.28
4.35 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.280 0.28
4.40 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.275 0.27
4.45 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
4.50 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
4.55 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.261 0.26
4.60 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.257 0.26
Continues on next page...

11
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.65 0.25 36.92 ----- ------ -------- ----- ----- ----- ----- ----- 0.253 0.25
4.70 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.249 0.25
4.75 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
4.80 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.242 0.24
4.85 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.24
4.90 0.23 36.92 ---=- ----- ----- ----- . ----- ----- ----- ----- 0.236 0.24
4.95 0.23 36.92 ----- ------ ----- ----- ----- ----- ----- ----- 0.233 0.23
5.00 0.23 36.92 ----- ----- - ----- ----- ----- ----- ----- 0.231 0.23 ._...
5.05 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
5.10 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.227 0.23
5.15 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.225 0.22
5.20 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.223 0.22
5.25 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.221 0.22
5.30 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.22
5.35 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.217 0.22
5.40 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.215 0.21
5.45 0.21 36.92 ----- ---- ----- ----- ----- ----- ----- ----- 0.213 0.21
5.50 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.21
5.55 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.209 0.21
5.60 0.20 36.92 ----- ----- ----- ---- ----- ----- ----- ----- 0.207 0.21
5.65 0.20 36.92 ----- ----- ----- ----- ---- ----- ----- ----- 0.205 0.20
5.70 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.203 0.20
® 5.75 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.202 0.20
5.80 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.20
5.85 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.20
5.90 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
5.95 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
6.00 020 36.92 ----- ----- ---- ----- ----- ----- ----- ----- 0.198 0.20
6.05 0.16 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.184 0.18
6.10 0.08 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.137 0.14
6.15 0.03 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.076 0.08
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.031 0.03
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type Reservoir.. ,: Peak discharge = 2.43 cfs..
Storm frequency = 25 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 37.18 ft
Reservoir name = infiltration trench 3 Max. Storage = 476 cuft
Storage Indication method used. Hydrograph Volume= 11,796 cuft
trench 3 routing
Q (cfs) Hyd. No. 15 --25 Yr Q (cfs)
3.00 3.00
—— ---——--- ---— ----- -- - ---- -- -.. ----------------
-------- �l
2.00 2.00
1.00 1.00
J7
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
® Time
— Hyd No. 15 — Hyd No. 14 i1TllllTlll Req. Stor= 476 cult (hrs)

13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type = Reservoir Peak discharge 2.43 cfs.
Storm frequency = 25 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 37.18 ft Max. Storage = 476 cuft
Storage Indication method used. Outflow hydrograph volume= 11,796 cuff
Hydrograph Discharge Table '°"ntBtl vd10Bs -16of op)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.20 0.07 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.039 0.04
0.25 0.10 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.073 0.07
0.30 0.14 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.107 0.11
0.35 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.135 0.14
0.40 0.17 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.157 0.16
0.45 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.174 0.17
0.50 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.188 0.19
0.55 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.20
0.60 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.21
0.65 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.221 0.22
0.70 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.232 0.23
0.75 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.243 0.24
0.80 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.254 0.25
0.85 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
0.90 0.28 36.93 ----- ----- ----- ----- . ----- ----- ----- ----- 0.274 0.27
0.95 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
1.00 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.294 0.29
1.05 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.303 0.30
1.10 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.313 0.31
1.15 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.322 0.32
1.20 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.331 0.33
1.25 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.339 0.34
1.30 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.348 0.35
1.35 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.358 0.36
1.40 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.366 0.37
1.45 0.38 36.94 ----- ----- ----- ----- =---- ----- ----- ----- 0.375 0.38
1.50 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.386 0.39
1.55 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.399 0.40
1.60 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.415 0.42
1.65 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.435 0.44
1.70 0.48 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.458 0.46
1.75 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0A85 0.48
1.80 0.54 36.95 - ----- ----- ----- -- ------_ - ----- - .. ----... 1515 .,. 0.51
1.85 0.58 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.550 0.55
1.90 0.64 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.595 0.60
1.95 0.76 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.671 0.67
2.00 1.00 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.820 0.82
2.05 1.26 37.00 ----- ----- ----- ----- ----- ----- ----- ----- 1.043 1.04
Continues on next page...

14
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.10 1.66 37.03 - ----- ---- ----- ---- ----- ----- ----- 1.345, 1.34
2.15 2.12 37.06 ----- ----- ----- ----- ----- ----- ----- ----- 1.735 1.74
2.20 2.39 37.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.108 2.11
2.25 2.53 37.12 ----- ----- ----- ----- ----- ----- ----- ----- 2.362 2.36
2.30 2.55 37.14 ----- ----- ----- ----- ----- ----- ----- ----- 2.426 2.43
2.35 2.57 37.15 ----- . ----- ----- ----- ----- ----- ----- ----- 2,426 2.43
2.40 2.58 << 37.17 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.45 2.48 37.18 << ----- ----- ----- ----- ----- ---- ---- 2.427 2.43 <<
2.50 2.26 37.17 ----- ----- ---- ----- ----- ----- ----- ----- 2.427 2.43
2.55 1.96 37.14 ----- ----- ----- ----- ----- ----- ----- ----- 2.426 2.43
2.60 1.51 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.003 2.00
2.65 1.12 37.04 ----- ----- ----- ----- ----- ----- ----- ----- 1.508 1.51
2.70 0.88 37.01 ----- ----- ----- ----- ----- ----- ----- ----- 1,142 1.14
2.75 0.78 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.917 0.92
2.80 0.75 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.808 0.81
2.85 0.71 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.751 0.75
2:90 0.68 36.97 ----- ----- ----- ----- ----- ----- ----- ---- 0.710 0.71 .
2.95 0.64 36.96 ----- ----- ----- ----- ----- ----- ----- ----- - -0.674 - 0.67
3.00 0.61 36.96 ----- ----- ----- ----- --=-- ----- ----- ----- 0.639 0.64
3.05 0.58 36.96 --- ----- ----- ----- ----- ----- ----- ----- 0.608 0.61
3.10 0.55 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.578 0.58
3.15 0.53 36.95 ----- ----- ----- ---- ----- ----- ----- ----- .0.553. ,. 0.55
3.20 0.52 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.533 0.53
3.25 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.518 0.52
3.30 0.50 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.506 0.51
3.35 0.48 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.494 0.49
3.40 0.47 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.482 0.48
3.45 0.46, 36.94 ----- ----- ----- ----- ----- ----- ----- ----- - .0.471 ,..0.47
3.50 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.459 0.46
3.55 0.44 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.447 0.45
3.60 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.436 0.44
3.65 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.425 0.43
3.70 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.415 0.42
3.75 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.406 0.41
3.80 0.39 36.94 ---- ----- ----- ----- ---- ----- ----- ---- 0.398 0.40
3.85 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.391 0.39
3.90 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.385 0.38
3.95 0.37- 36.94 ----- ----- ----- ----- ----- - - - - 0.378 0.38
4.00 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.372 0.37
4.05 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.366 0.37
4.10 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.360 0.36
4.15 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.355 0.35
4.20 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.349 0.35
4.25 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.343 0.34
4.30 0.33 36.93 - - ----- ----- ----- ----- ----- ----- ----- ----- 0.337 . 0.34
4.35 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.331 0.33
4.40 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.326 0.33
4.45 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.320 0.32
4.50 0,31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.315 0.31
4.55 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.309 0.31
4.60 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.305 0.30
Continues on next page...

15
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.65 0.30 36.93 ;_ ----- ----- ----- ----- ----- ----- ----- 0.300 0.30.' . .
4.70 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.30
4.75 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.291 0.29
4.80 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.287 0.29
4.85 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
4.90 0.28 36.93 ----- ----- ----- ----- ----- ' ----- ----- 0.280 0.28
4.95 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- 0.276 0.28
5.00 0.27 36.93 ----- -- ---- ---- ----- ----- ------ - 0.273 0.27
5.05 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.271 0.27
5.10 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- 0.268 0.27
5.15 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.266 0.27
5.20 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
5.25 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.261 0.26
5.30 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.26
5�35 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.257 0.26
5.40 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.254 0.25
5.45 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.252 0.25
5.50 0.25 36.92 ----- ----- -----• ----- ----- ----- ----- ----- . . .0.250 0.25
5.55 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
5.60 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.245 0.25
5.65 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.243 0.24
5.70 0.24 36.92 ----- ----- ------ ----- ----- ----- ----- ----- 0.241 . 0.24
5.75 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.24
5.80 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.238 0.24
5.85 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.237 0.24
5.90 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.236 0.24
5.95 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.235 0.23
6.00 0.23 36.92 ----- ----- ----- ----- ----- ----- -. . . ----- 0.234 0.23
6.05 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.217 0.22
6.10 0.09 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.16
6.15 . 0.03 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.091 0.09
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- 0.037 0.04
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type . =-.Reservoir Peak.discharge..--= 2.43 cfs..— .-
Storm frequency = 50 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 37.37 ft
Reservoir name = infiltration trench 3 Max. Storage = 799 cuft
Storage Indication method used. Hydrograph Volume= 13,251 cult
trench 3 routing
Q (cfs) Hyd. No. 15 --50 Yr Q (cfs)
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Time (hrs)
— Hyd No. 15 — Hyd No. 14 [II]TITITi1 Req. Stor= 799 cult

17
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type =- Reservoir Peak discharge = 2.43 cfs
Storm frequency = 50 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 37.37 ft Max. Storage = 799 cuft
Storage Indication method used. Outflow hydrograph volume=13,251 cuft
Hydrograph Discharge Table P`inted values
'=1%of Op
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.20 0.09 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.051 0.05
0.25 0.13 36.91 - ----- ----- ----- ----- ----- - ----- ----- ----- 0.092 0.09
0.30 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.131 0.13
0.35 0.19 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.16
0.40 0.20 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.186 0.19
OA5 0.22 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.204 0.20
0.50 0.23 36.92 ----- -----' ----- ----- ----- ----- ----- ----- 0.218 0.22
0.55 0.24 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.231 0.23
0.60 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.242 0.24
0.65 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.253 0.25
0.70 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
0.75 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.277 0.28
0.80 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.289 0.29
0.85 0.31 36.93 ---- ----- ----- . ----- ----- ----- ----- 0.300 0.30
0.90 0.32 36.93 ----- ----- ----- ----- ---- ----- ----- ----- 0,311 0.31
0.95 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.322 0.32
1.00 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.332- 0.33
1.05 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.343 0.34
1.10 0.36 36.93 ----- ----- ----- ----- ----- --- ----- ----- 0.353 0.35
1.15 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.363 6.36
1.20 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.373 0.37
1.25 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0:38
1.30 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.392 0.39
1.35 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.403 0.40
1.40 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.412 0.41
1.45 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.422 0.42
1.50 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.434 0.43
1.55 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.449 0.45
1.60 0.48 36.94 ----- . ----- ----- ----- ----- ----- ----- ----- 0.467 0.47
1.65 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.489 0.49
1.70 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.515 0.51
1.75 0.57 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.544 0.54
1.80 0.61 36.95 ----- ----- ----- ... ----- -- - - - 0:578_,.... 0:58-..,
1.85 0.66 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.617 0.62
1.90 0.72 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.668 0.67
1.95 0.85 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.753 0.75
2.00 1.12 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.920 0.92
2.05 1.42 37.01 ----- ----- ----- ----- ----- ----- ----- ----- 1.171 1.17
Continues on next page...

18
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.10 1.86 37.04 ----- ----- ----- ----- ----- ----- ""----- ' ----- 1.509 1.51
2.15 2.37 37.08 ----- ----- ----- ----- ----- ----- ----- ----- 1.947 1.95
2.20 2.68 37.12 ----- ----- ----- ----- ----- ----- ----- ----- 2.364 2.36
2.25 2.84 37.16 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.30 2.86 37.21 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.35 2.88 37.26 ----- ----- ----- ----- ----- ----- ----- ----- 2.428 2.43
2.40 2.89 << 37.30 ----- ----- ----- ----- ----- ----- ----- ----- 2.428 2.43
2.45 2.78 37.35 ----- ----- ----- ----- ----- ----- ----- --- 2.429 2.43
2.50 2.53 37.37 «' ----- ----- ----- ----- ----- ----- ----- ----- 2.429 2.43 <<
2.55 .2.20 37.36 ----- ----- ----- ----= ----- ----- ----- ----- 2.429 2.43
2.60 1.69 37.31 ----- ----- ----- ----- ----- ----- ----- ----- 2.428 2.43
2.65 1.26 37.21 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.70 0.98 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.041 2.04
2.75 0.88 37.02 ----- ----- ----- ----- ----- ----- ----- ----- 1.243 1.24
2.80 0.84 36.99 ----- ----- ----- ----- ----- ----- ----- ---=- 0.966 0.97
2.85 0.79 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.859 0.86
2.90 0.76 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.800 0.80
2.95 0.72 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.756 0.76
3.60 0.68 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.717 0.72
3.05 0.65 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.681 0.68
3.10 0.62 36.96 ----- ----- ----- ----- ----- ----- ----- 0.648 0.65
3.15 0.60 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.620 0.62
3.20 0.58 36.96- ----- ----- ----- ----- ----- ----- ----- ----- 0.598 0.60
3.25 0.57 36.96 ----- ----- ----- . ----- ----- ----- ----- ----- 0.581 0.58
3.30 0.56 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.567 0.57
3.35 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.554 0.55
3.40 0.53 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.541 0.54
3.45 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.527 0.53
3.50 0.50 . 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.514 0.51
3.55 0.49 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.501 0.50
3.60 0.48 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.489 0.49
3.65 0.47 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.477 0.48
3.70 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.466 0.47
3.75 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.455 0.46
3.80 0.44 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.447 0.45
3.85 0.43 36.94 ----= ----- ----- ----- ----- ----- ----- ----- 0.438 0.44
3.90 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.431 0.43
3.95 0.42 36.94 ----- ----- ----- ----- ----- ----- -----. . ----- 0.424 _0.42
4.00 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.417 0.42
4.05 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.411 0.41
4.10, 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.404 0.40
4.15 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.398. 0.40
4.20 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.391 0.39
4.25 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- 0.385 0.39
4.30 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.378.- 0.38
4.35 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.371 0.37
4.40 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.365 0.36
4.45 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.358 0.36
4.50 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.353 0.35
4.55 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.347 0.35
4.60 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.341 0.34
Continues on next page...

19
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.65 0.33 36.93 ---- ----- ----- ----- ----- ----- 0:336 0.34
4.70 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.331 0.33
4.75 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.326 0.33
4.80 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- 0.322 0.32
4.85 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.318 0.32
4.90 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- .0.314 0.31
4.95 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.310 0.31
5.00 0.30 36.93 ----- ----- ----- ----- -----° --- -- 0.306 031
5.05 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.304 0.30
5.10 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.301 0.30
5.15 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.298 0.30
5.20 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.296 0.30
5.25 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.293 0.29
5.30 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.290 0.29
5.35 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.288 0.29
5.40 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.285 0.29
5.45 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.283 0.28
5.50 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.280 0:28
5.55 0.28 36.93 ----- ----- ---=- ----- ----- ----- ----- ----- 0.277 0.28
5.60 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- 0.275 0.27
5.65 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.272 0.27
5.70 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
® 5. 0.27 36.93 0.26 0.27
5.80 80 0.27 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.267 0.27
5.85 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
5.90 0.26 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
5.95 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.263 0.26
6.00 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.263 0.26•
6.05 0.21 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.244 0.24
6.10 0.11 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.18
6.15 0.04 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.102 0.10
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.041 0.04
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:48 PM
Hyd. No. 15
trench 3 routing
Hydrograph type = Reservoir... , Peak_discharge:. .., = 2.43 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 37.61 ft
Reservoir name = infiltration trench 3 Max. Storage = 1,212 cuft
Storage Indication method used. Hydrograph Volume= 14,707 cuft
trench 3 routing
Q (cfs) Hyd. No. 15 -- 100 Yr Q (cfs)
4.00 4.00
3.00 1 nP '3.00
!'
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.5 1'0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
— Hyd No. 15 — Hyd No. 14 T Req. Stor= 1,212 cuft Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:54 PM
Hyd. No. 15
trench 3 routing
Hydrograph type = Reservoir Peak discharge. = 2.43.cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 14 Reservoir name = infiltration tren
Max. Elevation = 37.61 ft Max. Storage = 1,212 cuft
Storage Indication method used. Outflow hydrograph volume= 14,707 cuff
Hydrograph Discharge Table Printed values'-1o1°P1
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.15 0.05 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.026 0.03
0.20 0.11 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.065 0.06
0.25 0.16 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.11
0.30 0.19 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.156 0.16
0.35 0.22 36.92 ----- ----- ----- ----- ----- --=-- ----- ----- 0.190 0.19
0.40 0.23 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.215 .0.21
0.45 0.25 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.234 0.23
0.50 0.26 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.249 0.25
.0.55 0.27 36.92 ----- ----- ----- ----- ----- ----- ----- ----- 0,262 0.26
0.60 0.28 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.274 0.27
0.65 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----= 0.286 0.29
0.70 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.298 0.30
0.75 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.311 0.31
0.80 0.34 36.93 ----- ----- ----- ----- - ----- ----- ----- ----- 0.324 0.32
0.85 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.336 0.34
0.90 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.347 0.35
0.95 0.37 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.359 0.36
1.00 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.370 0.37
1.05 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
1.10 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0,393 0.39
1.15 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.404 0.40
1.20 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.415 0.41
1.25 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.425 0.43
1.30 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.436 0.44
1.35 0.46 36.94 ----- ----- ----- ----- ----- ----- ---- ----- 0.447 0.45
1.40 0:47 36.94 ----- ----- ----- ----- ----- ----- - ---- ----- 0.458 0.46
1.45 0.48 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.469 0.47
1.50 0.49 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.482 0.48
1.55 0.51 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.498 0.50
1.60 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.518 0.52
1.65 0.57 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.543 0.54
1.70 0.60 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.571 0.57
1.75 0.64 36.96 ----- ----- ----- ----- ----- -----..,, '-----.- --------- .0.604 0.60,
1.80 0.67 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.641 0.64
1.85 0.73 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.685 0.68
1.90 0.80 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.741 0.74
1.95 0.94 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.835 0.83
2.00 1.24 37.00 ----- ----- ----- ----- ----- ----- ----- ----- 1.020 1.02
Continues on next page...

2
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.05 1.57 37:02- _. ----- ----- ----- ----- ----- ----- ----- ----- 1.298 1.30
2.10 2.07 37.06 ----- ----- ----- ----- - ----- ----- ----- ----- 1.673 1.67
2.15 2.63 37.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.158 2.16
2.20 2.97 37.16 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.25 3.15 37.23 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.30 3.17 .37.30 ----- ----- ----- ----- ----- ----- . ----- ----- 2.428 2.43
2.35 3.19 37.38 ----- ----- ----- ----- ----- ----- ----- -----. 2.429 2.43
2.40 3.21 << 37.47- ----- ----- ----- ----- ----- ----- ---- ----- 2.430 2.43
2.45 3.08 37.54 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.50 2.80 37.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.55 2.44 37.61 << ----- ----- ----- ----- ----- ----- ----- ----- 2.432 2.43 <<
2.60 1.87 37.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.431 2.43
2.65 1.39 37.50 ----- ----- ----- ----- ----- ----- ----- ----- 2.430 2.43
2.70 1.09 37.37 ----- ----- ----- ----- ----- ----- ----- ----- 2.429 2.43
2.75 0.97 37.23 ----- ----- ----- ----- ----- ----- ----- ----- 2.427 2.43
2.80 0.93 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.017 2.02
2.85 0.88 37.02 ----- ----- ----- ----- ----- ----- ----- ----- 1.218 1.22
2.90 0.84 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.962 0.96
2.95 0.80 36.98 ----- ----- ----- ----- ----- ----- ----- ----- 0.859 . 0.86
3.00 0.76 36.98 ----- ----- ----- ----- ----- ----- ---- ----- 0.800 0.80
3.05 0.72 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.756 0.76
3.10 0.69 36.97 ----- . ----- ----- ----- ----- ----- ----- ----- . 0.718 0.72
3.15 0.66 36.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.687 0.69
3.20 0.64 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.662 0.66
3.25 0.63 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.644 0.64
3.30 0.62 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.629 0.63
3.35 0.60 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.614 0.61
3.40 0.59 36.96. , ----- ----- ----- ----- ----- ---- ----- ----- 0.599 0.60
3.45 0.57 36.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.584 0.58
3.50 0.56 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.570 0.57
3.55 0.54 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.556 0.56
3.60 0.53 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.541 0.54
3.65 0.52 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.528 0.53
3.70 0.50 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.516 0.52
3.75 0.50 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.505 0.50
3.80 0.49 . 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.495 0.49
3.85 0.48 36.95 ----- ----- ----- ----- ----- ----- ----- ----- 0.486 0.49
3.90 0.47 36.95, ----- ----- -- -- ----- ----- ----- ------- ----- 0.478 0.48
3.95 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.470 0.47
4.00 0.46 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.462 0.46
4.05 0.45 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.455 0.45
4.10 0.44 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.448 0.45
4.15 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.440 0.44
4.20 0.43 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.433 0.43
4.25 0.42 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.427 0.43
4.30 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.419 .0.42
4.35 0.41 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.412 0.41
4.40 0.40 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.404 0.40
4.45 0.39 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.397 0.40
® 4.50 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.391 0.39
4.55 0.38 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.384 0.38
Continues on next page...

3
trench 3 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.60 0.37 36.94 ' ----- ----- ----- ----- ----- ----- ----- ----- 0.378 0.38
4.65 0.37 36.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.372 0.37
4.70 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.367 0.37
4.75 0.36 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.361 0.36
4.80 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.357 0.36
4.85 0.35 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.352 0.35
4.90 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.348 0.35
4.95 0.34 36.93 ----- ----- ----- ----- - ----- ----- 0.343 0.34
5.00 0.34 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.340 . 0.34
5.05 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.336 0.34
5.10 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.333 0.33
5.15 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.330 0.33
5.20 0.33 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.328 0.33
5.25 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.325 0.32
5.30 0.32 36.93 ----- ----- ----- . ----- ----- ----- ----- ----- 0.322 0.32
5.35 0.32 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.319 0.32
5.40 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.316 0.32
5.45 0.31 36.93 ----- ----- ----- ----- ----- ---- ----- ----- 0.313 0.31
5.50 0.31 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.310 0.31
5.55 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.307 0.31
5.60 0.30 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.304 0.30
5.65 0.30 36.93 ----- ----- ----- ----- . ----- ----- ----- 6.302 0.30
5.70 0.30 36.93 ----- ----- -_-- ----- ----- ----- ----- ----- 0.29 0.30
5.75 0.30 36.93 0.297 0.30
5.80 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.30
5.85 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.294 0.29
5.90 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.293 0.29
5.95 0.29 36.93 ----- ----- ----- ----- ----- - ----- ----- ----- 0.292 0.29
6.00 0.29 36.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.291 0.29
6.05 0.23 36.93 ----- ----- ----- ----- ----- ----- - ----- ----- 0.270 0.27
6.10 0.12 36.99 ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.20
6.15 0.04 36.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.11
6.20 0.00 36.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.046 0.05
...End

Pond Report a
Hydraflow Hydrographs by Intelisolve - Monday, Jan 21 2008,5:54 PM
Pond No. 4 - infiltration trench 3
Pond Data
Bottom LxW = 830.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 36.90 ft Depth = 4.60 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(tuft)' Total storage(tuft)' ('47.25%voids applied)
0.00 36.90 3,586 0 0
0.23 37.13 3,589 390 390 -
0.46 37.36 3,593 390 780
0.69 37.59 3,597 391 1,171
0.92 37.82 3,601 391 1,562
1.15 38.05 3,605 392 1,954
1.38 38.28 3,609 392.. 2,345
-1.61 38.51 3,612 392 2,738
1.84 38.74 3,616 393 3,131
2.07 38.97 3,620 393 3,524
2.30 39.20 3,624 394 3,918
2.53 39.43 3,628 394 4,312
2.76 39.66 3,632 394 4,706
2.99 39.89 3,635 395 5,101
3.22 40.12 3,639 395 5,496 .
3.45 40.35 3,643 396 5,892
3.68 40.58 3,647 396 6,288
3.91 40.81 3,651 397 6,685
4.14 41.04 3,655 397 - 7,082
4.37 41.27 3,659 397. 7,479
4.60 41.50 3,662 398 7,877
Culvert I Orifice Structures Weir Structures
[A] [BI [C] [D] [A] [BI [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 40.20 0.00 0,00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 36.90 0.00 0.00 0.00 Weir Type = Riser -- --- ---
Length(ft) = 20.00 0.00 0.00 0.00 MultiStage- = Yes No, - No No
Slope(%) = 0.10 0.00 0.00 0.00 .
N-Value = .013 .000 .000 .000
Orif.Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 29.200 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note'.Culvert orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage/Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr a Wr C Wr D Exfil Total
ft tuft ft Cfs cfs CIS cfs cfs cis cfs cfs cfs cfs
0.00 0 36.90 0.00 --- =- --- 0.00 --- --- --- 0.000 0.00
0.23 390 37.13 0.00 --- --- --- 0.00 --- --- --- 2.426 2.43
0.46 780 37.36 0.00 --- --- --- 0.00 --- --- --- 2.429 2.43
0.69 1,171 37.59 0.00 --- --- -- 0.00 --- --- --- 2.431 2.43
0.92 1,562 37.82 0.00 --- --- --- 0.00 --- - --- 2.434 2.43
1.15 1,954 38.05 0.00 --- --- --- 0.00 --- --- --- 2.437 2.44
_ 1.38 2,345 38.28 0.00 --- --- --- 0.00 --- --- --- 2.439 2.44
1.61 2,738 38.51 0.00 --- --- --- 0.00 --- --- --- 2.442 2.44
1.84 3,131 38.74 0.00 --- --- --- 0.00 --- --- --- 2,444 2.44
2.07 3,524 38.97 0.00 --- -=- --- 0:00 --- --- --- 2.447 2.45
2.30 3,918 39.20 0.00 --- --- --- 0.00 --- --- --- 2.450 2.45
2.53 4,312 39.43 0.00 --- --- --- 0.00 -- --- --- 2.452 2.45
2.76 4,706 39.66 0.00 --- --- --- 0.00 --- --- --- 2.455 2.45
2.99 5,101 39.89 0.00 --- --- --- 0.00 --- --- --- 2.457 2.46
3.22 5,496 40.12 0.00 --- --- --- 0.00 --- --- --- 2.460 2.46
3.45 5,892 40.35 0.97 --- --- --- 0.97 --- -- --- 2.462 3.43
3.68 6,288 40.58 3.90 --- --- --- 3.90 --- --- --- 2.465 6.37
3.91 6,685 40.81 7.93 --- --- --- 7.93 --- --- --- 2,468 10.40
4.14 71082 41.04 9.75 --- --- -- 9.75 --- --- --- 2.470 12.22
4.37 7,479 41.27 10.26 --- --- -- 10.26 --- --- --- 2,473 12.73
4.60 7,877 41.50 10.65 --- --- --- 10.65 --- --- --- 2.475 13.13"

infiltration trench 3
Stage Top of pond
Elay.41.50 .
5.00
5.00 t Plitt f
4.00 WdrA•Elev.40,20
3.00 , 1
2.00 ..x
1
1.00
r .CuIvA•20.0 LF of 15.0 in @ 0.10%
10.00 (S0 yr)
(25 yr)
(10 yr)
Section (2yr)
r1T, (I yr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 07-4030 pipe revision.gpw Monday, Jan 21 2008, 5:49 PM

Pond Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:49 PM
Pond No. 4 - infiltration trench 3
Pond Data
Bottom LxW = 830.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 36.90 ft Depth = 4.60 ft
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(tuft)' Total storage(tuft)' ('47.25%voids applied)
0.00 36.90 3,586 0 0
0.23 37.13 3,589 390 390
0.46 37.36 3,593 390 780
0.69 37.59 3,597 391 1,171
0.92 37.82 . 3,601 391 1,562
1.15 38.05 3,605 392 1,954
1.38 38.28. 3,609 392. 2,345
1.61 38.51 3,612 392 2,738
1.84 38.74 3,616 393 3,131
2.07 38.97 3,620 393 3,524
2.30 39.20 3,624 394 3,918
2.53 39.43 3,628 394 4,312
2.76 39.66 3,632 394 4,706
2.99 39.89 3,635 395 5,101
3.22 40.12 3,639 395 5,496
3.45 40.35 3,643 396 5,892
3.68 40.58 3,647 396 6,288
3.91 40.81 3,651 397 6,685
4.14 41.04 3,655 397 7,082
4.37 41.27 .3,659 397 7,479
4.60 41.50 3,662 398 7,877
Culvert I Orifice Structures Weir Structures
[A]' [B] [C] [D] [A] IBl [C] ID]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00 ,
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 40.20 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 36.90 0.00 0.00 0.00 Weir Type = Riser --- -- - -
Length(ft) = 20.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope(%) = 0.10 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif.Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 29.200 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note'.CulveNOrifice outtlmvs have been anary ed under inlet and outlet control, Weir riser checked for orifice conditions.
Stage(ft) Stage I Storage Stage(ft)
5.00 - 5.00 -
4.00 4.00
3.00 3.00
.. ..__ .-_.__ _.. _...........
2 00 2.00
1.00 1.00
0.00 0.00
0 800 1,600 2,400 3,200 4,000 +800• 5,600. 6,400- 7,200 8,000.E -
- Storage Storage(tuft)

Pond Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008, 5:49 PM
Pond No. 4 - infiltration trench 3
Pond Data
Bottom LxW. = 830.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 36.90 ft Depth = 4.60 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult)' Total storage(cult)" ('47.25%voids applied)
0.00 36.90 3,586 0 0
0.23 37.13 3,589 390 390
0.46 37.36 3,593 390 780
0.69 37.59 3,597 391 1,171
0.92 37.82 3,601 391 1,562
1.15 38.05 3,605 392 1,954
1.38 38.28 3,609 392 2,345
1.61 38.51 3,612 392 2,738
1.84 38.74 3,616 393 3,131
2.07 38.97 3,620 393 3,524
2.30 39.20 3,624 394 3,918
2.53 39.43 3,628 394 4,312
2.76 39.66 3,632 394 4,706
2.99 39.89 3,635 395 5,101
3.22 40.12 3,639 395 5,496
3.45 40.35 3,643 396. 5,892
3.68 40.58 3,647 396 6,288
3.91 40.81 3,651 397 6,685
4.14 41.04 3,655 397 7,082
4.37 41.27 3,659 397• 7,479
4.60 41.50 3,662 398 7,877
Culvert I Orifice Structures Weir Structures
® [A] [B] [C] [D] [A] [B] ICI [D]
Rise(in) = 15.00 0.00 0.00' 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = 15.00 0,00 0.00 0.00 Crest El.(ft) = 40.20 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 36.90 0.00 0.00 0.00 Weir Type = Riser -- --- ---
Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage, = Yes No - No No
Slope(%) = 0.10 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif.Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 29.200 in/hr(Contour) Tailwater Elev. = 0.00 It
Note.CulveNOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage(ft) Stage/Discharge Stage(ft)
5.00 - 5.00
4.00 4.00
3.00 . . ._ ._... .._.. _ . ._ . ._.._.I _ .. .... .. 3.00
------
2.00 2.00
1.00 1.00
._ ..__._. __-.______-. ..__...... ........ ...... . ..__._ _..___.----
0.00 0.00
0.00 1.00 2.00 3.00 . 4.00 5.00 6.00 '. .7%00 8.00- .. 9:00 10.00 i Al-.00:,: 42.00-.. .13.00., 14.00
- Total 0 Discharge(cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Jan 22 2008, 11:54 AM
Hyd. No. 16
routing trench 3 clog
Hydrograph type = Reservoir Peak discharge = 0.18 cfs
Storm frequency = 2 yrs Time interval = 3 'min
Inflow [yd. No. = 14 Max. Elevation = 40.25 ft
Reservoir name = infiltration clogged 3 Max. Storage. = 5,716 cuft
Storage Indication method used. Hydrograph Volume= 1,097 cuft
routing trench 3 clog
Q (cfs) Hyd. No. 16 --2 Yr Q (cfs)
2.00 2.00
1.00 . 1.00
I
_ i; I t•I I r -
I
0.00 0.00
0.0 1.0 2.0 .3.0 4.0 5.0 6.0 7.0 8.0
— Time (hrs)
Hyd No. 16 Hyd No. 14 ® Req. Stor= 5,716 cult
i

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Jan 22 2008, 11:54 AM
Hyd. No. 16
routing trench 3 clog
Hydrograph type = Reservoir Peak discharge = 0.80 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow.hyd. No. = 14 Max. Elevation = 40.33 ft
Reservoir name = infiltration clogged 3 Max. Storage = 5,860 cuft
Storage Indication method used. Hydrograph Volume-4,302 cult
routing trench 3 clog
Q (cfs) Hyd. No. 16 -- 10 Yr Q (cfs)
3.00 3:00
2.00 2.00
1.00 1.00
ii I i
I I it
0.00 ' 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0. 6.5 7.0
Time (hrs)
— Hyd No. 16 Hyd No. 14 LIlTUTl`Il Req."Stor= 5,860 cuff

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve - Tuesday,Jan 22 2006, 11:54 AM
Hyd. No. 16
routing trench 3 clog
Hydrograph type = Reservoir Peak:discharge.. = 1.98 cfs
Storm frequency = 25 yrs Time interval = 3 min
Inflow hyd. No. 14 Max. Elevation = 40.44 ft
Reservoir name infiltration clogged 3 Max. Storage = 1,050 cuft
Storage Indication method used. - . Hydrograph Volume=6,179 cult
routing trench 3 clog
Q (cfs) Q (cfs)
Hyd. No. 16 --25 Yr
3.00 3.00
...... I .............
I
2.00 2.00
iJ
I
jl
1.00 1.00
• j l :'I
I �
i
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 .5.5 6.0 6.5
®
— Hyd No. 16. — Hyd No. 14 nmTrm Req. Stor= 6,050 tuft. Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Tuesday,Jan 22 2008, 11:54 AM
Hyd. No. 16
routing trench 3 clog
Hydrograph type— _ Reservoir Peak.discharge,. .,= 2.59 cfs:.: - ..
Storm frequency, 50 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 40.49 ft
Reservoir name = infiltration clogged 3 Max. Storage = 6,132 cuft
Storage Indication method used. - Hydrograph Volume=7,634 cuft
routing trench 3 clog '
Q (cfs) Hyd. No. 16 -- 50 Yr Q (cfs)
3.00 3.00
I I
2.00 I� 2.00 '
1.00 iii ..
1.00
'III
III I.
it
III lj .
0.00 ��► II i 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 . 6.5
Time (hrs)
— Hyd No. 16 Hyd No. 14 UffllllTl Req. Stor= 6,132 buff

Hydrograph Pfot "
Hydraflow Hydrographs by Intelisolve Tuesday,Jan 22 2008, 11:54 AM
Hyd. No.. 16
routing trench 3 clog
Hydrograph type...,.,= Reservoir Peak discharge..: _- 3.08 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation 40.52 ft
"Reservoir name = infiltration clogged 3 Max. Storage = 6,193 tuft
Storage Indication method used. - Hydrograph Volume=9,090 tuft
routing trench 3 clog '
Q (cfs) Hyd. No. 16 -- 100 Yr Q (cfs)
4.00 4.00
-- _....
3.00 1li 3.00
- f- ---------- ----. - -
I
2.00
L - -- — - - --- - 2.00
_.. ---
. . _ _... . : _.
_T ... ............ .............
— ---
1.00 I� I 1.00 .
I — _i.
i
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 40 4.5 5.0 5.5 6.0 6.5
Time (hrs)
— Hyd No..16 — Hyd No. 14 [UTTI1I Req. Stor 6,193 tuft

1
infill(k fi6n clowled 3
Stage - Top of pond
-
5.00 .
5.00 t rser /
4.00 - WcirA•.Ekv.40.20
3.00 * F 1
2.00
it . l
1.00
- - CuIvA-20.0 lF of 15.0 in CZ0.10X
0.00
(50 yr)
(2S Yr)
(10 yr)
$e cli wi (2 yr)
11TS 0 yr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 07-4030 pipe revision.gpw Tuesday, Jan 22 2008, 11:54 AM

Trench 4
(Drainage Area 4)
Copy Infiltration Trench Supplement
Drainage Area Map half size of C2.1.4
Infiltration Trench Sizing Spreadsheet
SCS 24-hr Pre-Development Hydrograph
SCS 24-hr Post-Development Hydrograph
SCS 6-hr Post-Development Inflow Hydrographs 1, 2;10,25,50, & 100 year
Trench Routing Outflow Hydrographs 1, 2,10,25,50, & 100 year
Trench Routing Outflow Discharge Table 1, 2,10,25,50, & 100 year
Infiltration Trench Cross Section
Stage/Storage Table and Graph
Cloeaed Condition Outflow.Routing 1, 2,10,25,50, & 100 year

INFILTRATION TRENCHES
Project Long Leaf Mall Harris Teeter Addition
Location Wilmington, NC Receiving Stream Hewlett's Creek Classification SA, HQW
Discription TRENCH DA 4 Drainage Basin Cape Fear
Total Drainage Area 2.2 ac 95832 sgft
0 ac offsite DA System 1 (enter 1 for Pipe or 2 for Chamber)
Impervious Areas 7,045 cult;provided through PIPE storage
Building 0069 ac
roads-parking 2.09 ac Trench Dimensions
sidewalk-patio 0 ac Segment 1 Bottom width A.32 ft
total 2.159 ac Total Length 3,980 ft Total
impervious 98.1 % drainage area imp Height 2.76 ft Trench Length 3,980 LF
Segment 2 Bottom width 0 ft Trench Volume 47,454.3 tuft
Drainage Area 2.2 ac Total Length 0 ft Trench Volume 40,409.7 cuft(wo pipe)
Impervious of da 98.1 % Height. 2.76 ft Trench Volume 16,163.9:cuft(wo pipe/voids)
Rain 3 in Bedding Material Void Area 40.0% Trench SA 17,193.6 s ft
Total StprageVoluine pi&ovided:.:X 23,208,5,tuft 777771
Elevation of Bottom of trench 36.49 ft MSL
Elevation of SHWT 34.49 ft MSL
Overflow Elevation 39.25 ft MSL
Runoff Volume Simple Method Lowest inlet Grate Elevation 40.66 ft MSL
IA 0 981 Existing Grate/Low Point Elevation 40,66 ft MSL
R 0.05+0.9(lA) 0.933 Exfiltration Rate/Drawdown
V=3630(Ro)(Rv)(A)= 22353 tuft volume required Reported Hydraulic Conductivity 0.49 in/min
2.45 Whour
29.4.in/hour
Volume (required :::22,353,4,:cuft Drawdown Time 1i13'houc:(fotal volume)
HDPE PERFORATED PIPE average flow 5.7 cfs
18" HDPE 3986 LF 7,044.6 tuft Design Storm 10-yr SCS 6 hour 252,746 tuft total infiltrated
24" HDPE 0 LF 0.0 cult
30" HDPE 0 LF 0.0 tuft HDPE Pipe Perforation Requirement(if pipe is used)
36" HDPE 0 LF 0.0 tuft Perforation Pattern AASHTO Class II 8 hole drilled around circumference
42" HDPE 0 LF 0.0 cuff Pipe Size 24 inch
TOTAL 3980 LF 7,044.6 tuft Height of perforation pattern 24 inch
inlet area/ft 2.65 in2/ft
STO AMBER OR EQUIVALENT" Average Elevation head, 1.76 ft
UNIT HT�8,167T��3
" 3 CUFT Cv= 0.98
UNIT94.0 CUFT(TOTAL) Flow per ft Q=CvAsq(2gh) 0.192 cfs/ft
UNIT L 10.3 LFT (TOTAL) Average Available Total Flow out pipe 764 cfs
( 9 BCC RENCE IF USED)

Trench stage/storage chart
(bottom of trench to top of trench)
stage sa volume
0 36.49 17,193.6 0
0.2 36.69 17,193.6 1681.775
0.4 36.89 17,193.6 3363.55
0.6 37.09 17,193.6 5045.325
0.8 37.29 17,193.6 6727.1
1 37.49 17,193.6 8408.875
1.2 37.69 17,193.6 10090.65
1.4 37.89 17,193.6 11772.42
1.6 38.09 17,193.6 13454.2
1.8 38.29 17,193.6 15135.97
2 38.49 17,193.6 16817.76
2.2 38.69 17,193.6 18499.52
2.4 38.89 17,193.6 20181.3
2.6 39.09 17,193.6 21863.07
2.8 39.29 17,193.6 23544.85
Trench stage/storage chart
(top of trench to lower drop inlet elevation)
mh sa Number vol manhole tot v
2.8 39.29 19.63 5 0 23544.85
3 39.49 19.63 23564.48
3.2 39.69 39.26 23603.74
3.4 39.89 58.89 23662.63
3.6 40.09 78.52 23741.15
3.8 40.29 98.15 23839.3
4 40.49 117.78 23957.08
4.2 40.69 137.41 24094.49

•6
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 17
trench 3 predevelopment
Hydrograph type = SCS Runoff Fleak.discharge- -= 8.10 cfs
Storm frequency 1„yrs Time interval = 3 min
Drainage area = 2.200 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor =-484.
Hydrograph Volume=20,726 cult
trench 3 predevelopment �'V.
Q (cfs) Hyd. No. 17 -- 1 Yr Q (cfs)
10.00
10.00
TT--
8.00 8.00
6
6.00 .00
4
4.00 .00
2.00
2.00
0.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 17 °

r
Hydrograph Plot
Hydraflow Hydrocraphs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph type = SCS Runoff Peak discharge:.. = 8.10 cfs
Storm frequency = 1 yrs Time interval = 3 min
Drainage area = 2.200 ac Curve number = 98
Basin Slope 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution . = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=20,726 tuft
post devel. trench 4
Q (cfs)
Q (cfs
Hyd. No. 18 --1 Yr
10.00 10.00
8
8.00 .00
6.00
6
4.00
I
4.00
.00
7- 2.00
2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 18

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph type = SCS Runoff Peak--discharge = 12.24 cfs
Storm,frequency_ = 2 yrs Time interval = 3 min
Drainage area = 2.200 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type II
Storm duration = 24 hrs Shape.factor... = 484
. _ Hydrograph Volume=31,924 tuft
post devel. trench 4
Q (cfs)
Q (cfs) Hyd. No. 18 --2 Yr
1
14:00 4.00
12.00 12.00
10.00 10.00
8.00 ` 8.00
__,. I .,._..... _......
6.00
6.00
4.00
4.00
2
2.00 .00
0.00
0.00
L��'-
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
-Hyd No. 18

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph,type— = SCS Runoff Peak-discharge = 18.35 cfs
Storm frequency =. 10.vrs . Time interval = 3 min
Drainage area = 2.260 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type II
Storm duration • = 24 hrs Shape factor =_484 .
Hydrograph Volume=48,524 cuft
post devel. trench 4
Q (cfs) Hyd. No. 18 -- 10 Yr Q (cfs)
21.00
21.00
18.00 18.0015.00
- _
15.00
12,00
12.00
9.00 9.00
6.00
6.00
3.00 3.00
0.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 18

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph type =. SCS Runoff Peak discharge _- 21.90 cis
.Storm frequency = .25,vrs Time interval = 3 min
Drainage area = 2.200 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of cone. (Tc) = 5.00 min
Total precip. = 8.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor, -- = 484
Hydrograph Volume=58,175 tuft
post devel. trench 4
Q (cfs)
Q (cfs)
Hyd. No. 18 --25 Yr
24.00
-- 24.00 -7 - --------
20.00
20.00
. ....._.
1
16.00 6.00
12.00 12.00
8.00
8.00
4.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 18

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph type = SCS Runoff Peak,.discharge 24.64 cfs
Storm frequency = 50.vrs Time interval _ = 3 min
Drainage area = 2,260 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=65,657 cult
post devel. trench 4
Q (cfs)
Q (cfs)
Hyd. No. 18 --50 Yr
— 28.00 28.00
24.00 24.00
-------------
20.00 20.00
16.00 16.00
12.00 12.00
8.00
8.00
-..-.__ --
4.00 4.00
0
0.00
.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 18

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 18
post devel. trench 4
Hydrograph type = SCS Runoff Peak discharge = 27.36 cfs
Storm,freouency ...F.,1.0Q.yrs Time interval = 3 min
Drainage area = 2.200 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 10.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=73,066 tuft
post devel. trench 4
Q (cfs)
Q (cfs)
Hyd. No. 18 -- 100 Yr
28.00 28.00
24.00 -- ---- --- — — -- — —� 24.00
20.00 2000.
16.00 16.00
I
- --------------------- ---
— -- — --- 1
12.00 2.00
8.00 8.00
4.00
4.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 18

Hydrograph Plot
Sunday,Jan 27 2008, 1:18 PM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19 .
trench 4 routing
Hydrograph type = Reservoir
Peak discharge .:...,= 7.77 cfs
Storm..frequency = .1,yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 36.63 ft
Reservoir name = infiltration trench 4 Max. Storage = 792 tuft
Storage Indication method used. Hydrograph Volume=20,726 tuft
trench 4 routing Q (cfs)
Q (cfs) Hyd. No. 19 -- 1 Yr
10.00
10.00
8
8.00 .00
6
6.00 .00
4.00
4.00
2
2.00 .00
-------
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 19 — Hyd No. 18 1ffi1LT11 Req. Stor= 792 tuft

i
Hydrograph Plot
Hydraflow Hydrographs by intelisolve- Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir.. Peak discharge.... = 11.71 cfs
.Storm frequency =. 2 vrs Time interval = 3 min.. ..
Inflow hyd. No. = 18 Max. Elevation = 36.70 ft
Reservoir name = infiltration trench 4 Max. Storage = 1,199 cult
Storage Indication method used. Hydrograph Volume=31,924 cuft
trench 4 routing Q (cfs)
Q (cfs) Hyd. No. 19 --2 Yr
14.00 14.00
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
{ 0.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 19 — Hyd No. 18 f �,i i1 Req. Stor= 1,199 cuft

Hydrograph Plot
Sunday, Jan 27 2008, 1:18 PM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak discharge = 11.74 cfs =.
Storm frequency =.,.10.yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.18 ft
Reservoir name = infiltration trench 4 Max. Storage = 3,952 cuft
Storage Indication method used. Hydrograph Volume=48,523 cuff
trench 4 routing Q (cfs)
Q (cfs) Hyd. No. 19 -- 10 Yr
21.00
21:OG '
18.00
18.00
1
15.00 5.00
12.00
12.00
9.00
9.00
6.00
6.00
--- ------ — 3
3.00 .00
- -- --- -
0.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 -- Hyd No. 18 Req. Stcr= 3,952 cult

Hydrograph Plot
Hydra9cw Hydroaraphs by Intelisolve Sunday, Jan 27 2008, 1:18 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak.discharge.. = 11.76 cfs
Storm frequency =..,25,yrs Time interval 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.57 ft
Reservoir name = infiltration trench 4 Max. Storage = 6,188 cult
Storage Indication method used. Hydrograph Volume=58,174 tuft
trench 4 routing Q (cfs)
Q (cf§) Hyd. No. 19 --25 Yr
24,00
.24.00
20.00
20.00
—---- -------- --- ---- — - - 16.00
.16.00
1
12.00 2.00
-------- --- — 8
8.00 .00
- --- ----
L..-
0.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18 n Req. Stor= 6,188 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type. = Reservoir peak.discharge = 11.78 cfs
.,.Storm frequency 50,yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.91 ft
Reservoir name = infiltration trench 4 Max. Storage = 8,175 tuft
Storage Indication method used. Hydrograph Volume=65,657 tuft
trench 4 routing
Q (cfs) Hyd. No. 19 -- 50 Yr Q (cfs)
2
' 28.00 8.00
- 24.00
24.00 --- — - — - - --- - - f ....._.._. ._ . _...- . ------
I _
2
20.00 0.00
1
16.00 6.00
- — -- __
12.00
12.00
8.00 4.00 8.00
4.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18 Req. Stor= 8,175 cult

Hydrograph Plot
Sunday, Jan 27 2008, 1:19 PM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
trench 4 routing
Hydrograph type. = Reservoir Peak discharge•: 11.80 cfs
Storm frequency = A 00 yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 38.29 ft
Reservoir name = infiltration trench 4 Max. Storage = 10,348 cuft
Storage Indication method used. Hydrograph Volume=73,066 cult
trench 4 routing Q (cfs)
Q (cfs) Hyd. No. 19 - 100 Yr
28.00
28.00
24.00
24.00 -- ---- - —
---..._ 20.00
20.00
16.00
16.00 ---- --- - --- ---
--I-- - - --- - - 12.00
12.00 — -----
8.00
8.00 - - -- -- —
- 4.00
4.00
0.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18 IT111 Req. Stor= 10,348 cuft

1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type =•Reservoir Peak discharge. = 7.77 cfs -
Storm frequency 1,.yrs Time interval = 3 min
. Inflow hyd. No. = 18 Max. Elevation = 36.63 ft
Reservoir name = infiltration trench 4 Max. Storage = 792 tuft
Storage Indication method used. Hydrograph Volume=20,726 tuft
trench 4 routing
Q (cfs) Q (cfs)
Hyd. No. 19 -- 1 Yr
10.00 19.00
8.00 8.00
6.00 6.00
I
4.00
4.00
2.00 I 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 19 — Hyd No. 18

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27.2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir, Peak discharge, = 7.7.7 cfs
Storm frequency = 1...yrs Time interval = 3 min
Inflow hyd. No. = 18 Reservoir name = infiltration tren
Max. Elevation = 36.63 ft Max. Storage = 792 cuft
Storage Indication method used. Outflow hydrograph volume=20,726 cuft
Pnntedv81ue5 - Coro,,
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.80 0.08 36.49 ----- ---=- ----- ----- ----- ----- ----- ----- 0.078 0.08
5.85 0.08 36.49 ----- ----- ----- ----- ---- ----- ----- 0.079 0.08
5.90 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.080 0.08
5.95 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.081 0.08
6.00 0.08 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.081 0.08
6.05 0.08 36.49 ----- ----- ----- ----- ----- ----- --- ----- 0.082 0.08
6.10 0.08 36.49 ----- ----- ----- -----
---- ----- ----- 0.083 0.08
6.15 0.08 36.49 --- ----- ----- ----- - ----- ----- ----- 0.084 0.08
6.20 0.09 36.49 ---- - ----- ----- ---- 0.085 0.08
----- 0.086 0.09
6.30 0:09 36.49 ----- ---- -- . . .- ----- ----- ----- --- - 0.087 0:09
6.35 0.09 36.49 ----- - r---- ----- ---- ----- 0,087 0.09
---- ----- ----- 0.088 0.09
6.45 0.09 36.49 = ---- ----- ----- ----- ----- ----- ----- 0.089 0.09
6.50 0.09 36.49 ----- ----- ----- ----- ----- ----- ----- 0.090 0.09
6.55 0.09 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.091 0.09
6.60 0.09 36.49 ----- ----- ----- - ----- ----- ----- ---- 0.092 0.09
6.65 0.09 36.49 ----' - - ----- ---- ----- ----- 0.093 0.09
6.70 0.09 36.49 ----` ----- ----- ----- ----- ----- ----- ----- 0.093 0.09
6.75 0.09 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.094 0.09
6.80 0.10 36.49 ----- ----- ---- ----- ----- ----- ----- 0.095 0.09
6.85 0.10 36.49 ----- ----- --=-- ----- ____ ----- ---- -----
0.096 0.10
6.90 0.10 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.097 0.10
6.95 0.10 36.49. ----- ---- ----- ----- ----- ----- ----- 0.097 0.10
7.00 0.10 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.098 0.10
7.05 0.10 36.49 ----- ----- ----- ----- ----- -- ----- ----- 0.099 0.10
7.10 0.10 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.100 0.10
7.15 0.10 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.10
7.20 0.10 36.49 ----- ----- ----- -- ----- ----- ----- ---- 0.102 0.10
7.25 0.10 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.102 0.10
7.30 0.10 36A9 ----- ----- ----- ----- ----- ----- ----- ---- 0.103 0.10
7.35 0.10 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.104 0.10
7.40 0.11 36.49 ----- --- ----- ---- 0.105 0.10.:.. . .
7.45 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.106 0.11
7.50 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.106 0.11
7.55 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.107 0.11
7.60 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.108 0.11
7.65 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.109 0.11
Continues on next page...

2
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
7.70 0.11 °36549.." ----- ----- ----- ----- ----- ----- = ----- 0.110 0.11
7.75 0.11 36.49 . .. .. .rr-7 ----- ----- ----- ----- ----- - 0.111 . 0.11
7.80 0.11 36.49 ---- ----- ----- ----- ----- ----- ----- - 0.111 0.11
7.85 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.11
7.90 0.11 36.49 ----- ---- --- ----- ----- ----- ---- ----- 0.113 0.11
7.95 0.11 36.49 -----. ----- ---- ----- ----- ----- ----- 0.114 0.11
8.00 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.114 0.11
8.05 0.12 36:49 . ---- ----- ----- ----- ----- --- ----- ----- 0.115 0.12
8.10 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.117 0.12
8.15 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,119 0.12
8.20 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.121 0.12
8.25 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.124 0.12
8.30 0.13 36.49 ----- ----- ----- ----- ---- - 0.127 0.13
8.35 0.13 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.130 0.13
8.40 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.133 0.13
8.45 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.136 0.14
8.50 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.14
8.55 0.14 36.49 ----- ----- ----- ---- ---=- ----- ----- ---- 0.142 0.14
8.60 0.15 36.49 ----- ----- ----- ----- ----- ----- ---- 0.145 0.14
8.65 0.15 36.49 --=-- ----- ----- ----- ----- ----- ----- ----- 0.148 0.15
8.70 0.15 36.49 ----- -. - - ----- ----- ----- ----- 0.151 0.15
8.75 0.16 36.49 - ----- ----- ----- ----- ----- - ----- 0.154 0.15
8.80 0.16 36.49 ----- ----- ----- ----- ----- ----- - ----- 0.157 .0.16
8.85. 0.16 36.49 ----- ----- ----- ----- ----- ---- ----- 0.160 0.16
8.90 0.16 36.49 ----- ----- ----- - ---- ----- ----- ----- 0.163 _0A6
8.95 0.17 36.49' - - - ----- ----- ---- ----- 0.166 0.17
9.00 0.17 36.49 ----- ----- - - --- ----- ----- - 0.169 0.17
9.05 0.17 36.49 ----- ----- - ----- ----- ----- ----- 0.172 0.17
9.10 . 0.18 36.49 ----- ----- ----- - ----- ----- - 0.175 0.17
9.15 0.18 36.49 ----- - ----- ----- ----- ----- ----- - 0.176 0.18
9.20 0.18 36.49 ----- - ---- ----- ----- ----- ----- ----- 0.177 0.18
9.25 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.18
9.30 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.18
9.35 0.18 36.49 - ----- ----- ----- ----- ----- ----- ----- -0.178 0.18
9.40 0.18 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.179 0.18
9.45 0.18 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.179 0.18
9.50 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.179 0.18
9.55 0.18 36A9 ----- ----- ----- ----- ---- ----- . ----- - 0.180 0.18
9.60 0.18 36.49 ----- --- - ----- ----- ----- ----- ----- ----- 0.181 0.18
9.65 0.19 36.49 ----- -- ----- ----- ----- ----- ----- 0.184 0.18
9.70 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,188 0.19
9.75 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
9.80 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
9.85 0.21 36.49 -----' ----- -- -- ----- ----- ---- ----- ----- 0.202 0.20
9.90 0.21 36.,49.. ----- ----- ----- ----- ----- ----- ----- ----- 0.207 0.21
9.95 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
10.00 '0.22 36.49 ----- ---- 0.217 0.22
----- ----- ----- ----- ----- -----
10.05 0.22 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.222 0.22
10.10 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.227 0.23
10.15 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.234 0.23
10.20 0.24 36.49 ----- ----- ----- - ----- ----- ----- ----- 0.240 0.24
Continues on next page...

3
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.25 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
10.30 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.255 0.25
10.35 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- 0.262 0.26
10.40 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
10.45 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- 0.277 0.28
10.50 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
10.55 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- 0.292 0.29
10.60 0.31 36.50 ----- ----- ----- ----- - -- - ----- 0.300 0.30 "
10.65 0.32 36.50 ----- ----- ----- ----- ----- ---- ----- 0.310 0.31
10.70 0.33 `" 36.50 ----- ----- ----- ----- ----- ----- ---I- ----- 0.322 -0.32
10.75 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.333 0.33
10.80 0.35 36.50 ----- ----- ----- ----- ----- - ---- ----- 0.346 0.35
10.85 0.36 36.50 ----- ----- ----- ----- ----- ----- 0.358 0.36
10.90 0.38 36.50 ----- ---- - ----- ----- ----- 0.370 0.37
10.95 0.39 36.50 ---- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
11.00 0.40 36.50 ----- ----- ----- ----- ----- ----- 0.395 0.39
11.05 0.42 36.50 ----- ----- ----- ----- ----- ---- ----- - 0.408 0.41
11.10 0.43 36.50 ----- ----- ----- ----- - --- ----- ----- 0.424 0.42
11.15 0.46 36.50 ----- ----- ----- - ----- ----- - --- 0.446 0.45
11.20 0.49 36.50 ----- ----- ---- - ---- ----- ----- 0.472 0.47
11.25 0.52 36.50 - ----- ----- ----- ----- --- ----- ----- 0.500 0.50
11.30 0.55 36.50 -- - ----- ----- ----- ----- ----- 0.529 0.53
11.35 0.58 36.50 °---- ----- ----- ----- ----- ----- ----- 0.558 0.56
11.40 0.60 36.50 ----- ----- ----- --- ----- ----- ----- ----- 0.588 0.59
11.45 0.63 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.617 0.62
11.50 0.66 36.50 -- - ----- ----- ---- ----- ----- ----- 0.647 0.65
11.55 0.76 36.50 ----- ----- ----- ----- ---- ----- ----- 0.709 0.71
11.60 1.06 36.51 --=- ----- ---- 0.901 0.90
---- ----- ----- -----
11.65 1.60 36.51 - - - ----- ----- 1.304 1.30
11.70 2.27 36.52 ----- ----- ---- ----- " ----- ---- ----- ----- 1.895 1.89
11.75 3.00 36.54 ----- ----- ----- ----- ----- ----- ----- ----- 2.587 2.59
11.80 3.85 36.55 ----- ----- ----- ----- ---- ----- ----- 3.372 3.37
11.85 5.10 36.57 ----- ----- ----- ----- ----- ----- ----- ----- 4.409 4.41
11.90 6.80 36.59 ----- ----- ----- ----- ---- ----- ----- ----- 5.856 5.86
11.95 8.10 « 36.62 ----- ----- ----- ----- ----- ---- - - 7.350 7.35
12.00 7.49 36.63 << ----- ----- ----- ----- ----- ---- ---- ----- 7.767 7.77 <<
12 05 5.11 36.60 ----- ----- ----- ----- ----- ----- ----- ----- 6.391 6.39
12.10 2.76 36:56 ---- ----- ----- ---- ----- -----, ---- . 4.086 4.09
12.15 1.47 36.53 ----- ----- ----- ----- - ---- --- 2.235 2.24
1Z20 1.09 36.51 ----- ----- ----- - ----- ----- 1.340 1.34
12.25 1.02 36.51 ----- ----- ----- ----- ----- ----- ----- 1.074 1.07
12.30 0.95 36.51 ----- ----- ----- ----- ----- ----- ----- 0.991 0.99
12.35 0.88 36.51 ----- ----- ----- ----- ----= ----- ----- ----- 0.919 0.92
12.40 0.81 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.849 0.85
12.45 0.74 36.50 ----- ----- ----- ----- ------ ----- ----- ----- 0.778 0.78
12.50 0.67 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.708 0.71
12:55 -0.60 36:50 ---- ----- ' 0.640 0.64
----- ----- ----- ----- -----
12.60 0.55 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.582 0.58
12.65 0.52 36.50 ---- ----- ----- ----- ----- ----- ----- 0.542 0.54
12.70 0.50 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.516 0.52
12.75 0.49 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.497 0.50
Continues on next page...

2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type....=- Reservoir. Peak discharge.:. 11.71 cfs.
Storm frequency ` 2 yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 36.70 ft
Reservoir name = infiltration trench 4 Max. Storage = 1,199 tuft
Storage Indication method used. Hydrograph Volume=31,924 tuft
trench 4 routing
Q (cfs) Hyd. No. 19 --2 Yr Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 19 — Hyd No. 18

3
I-lydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1.19 PM
Hyd. No. 19
trench 4 routing
Hyd rograph.type. =—Reservoir peak=discharge,, = 11.74 cfs
Storm frequency = 10.yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.18 ft
Reservoir name = infiltration trench 4 Max. Storage = 3,952 tuft
Storage Indication method used. Hydrograph Volume=48,523 tuft
trench 4 routing
Q (cfs) Hyd. No. 19 -- 10 Yr Q (cfs)
21.00 21.00
1 16.00
18.00
15.00 15.00
12.00 12.00
9.00 9.00
6
6.00
.00
3.00 3.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18

4
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Civ A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.80 0.47 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0,481 0.48
12.85 0.46 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.465 0.46
12.90 0.44 36.50 ----- ----- ----- ----- ----- ----- -----' ----- 0.449 0.45
12.95 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0A33 0.43
13.00 0.41 36.50 ----- ----- ----- ----- ---- ----- ---- ----- 0.417 0.42
13.05 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.401 0.40
13.10 0.38 36.50 ----- ----- ----- ---- - - ----- 0.387 0.39
13.15 0.37 36.50 ----- ----- ----- ----- --- - 0.375... 0.37
13.20 0.36 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.364 . 0.36
13.25 0.35 36.50 - ---- ----- ----- ----- ----- 0.355 0.36
13.30 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.347 0.35
13.35 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.338 0.34
13.40 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.330 0.33
13.45 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.321 0.32
13.50 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.312 0.31
13.55 0.30 36.50 --- - - ----- ----- ----- ---- 0.304 0.30
13.60 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- - --- 0.295 0.30
13.65 0.28 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.288 0.29
13.70 0.28 36.50 ----- ----- ---- ----- ----- 0.282 0.28
13.75 0.27 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.275 0.28
13.80 0.27 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.269 0.27
13.85 0.26 36.49 ----- ---- - ----- ----- ----- 0.263 0.26.
13.90 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- -- -- ., 0.257 ..0.26
13.95 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.250 0.25
14.00 0.24 36.49 ----- ----- ----- ----- ----- ----- ---- --- 0.244 0.24
14.05 0.24 36.49 -- - ----- ----- ----- ---- ----- 0.238 0.24
14.10 0.23 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.233 0.23
14.15 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.229 0.23
14.20 0.22 36.49 ---- ----- ----- ---- - - ----- 0.226 0.23
14.25 0.22 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0224 0.22
14.30 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.222 0.22
14.35 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.22
14.40 0.22 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.217 0.22
14,45 0.21 36.49 ----- ----- ----- ----- ---- ----- ----- - --- 0.215 0.22
14.50 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.213 0.21
14.55 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- - 0,211 0.21
14.60 0.21 36.49 ----- ----- ----- ---- - - 0.209 0.21
14.65 0.21 36.49 ----- ----- ----- ----- ---- ___ -- 0.207 : , 0.21...
14.70 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ' ---- 0.204 0.20
14:i 5 0.20 "36:'49 ---- ----- ----- ----- ----- ----- ----- ----- 0:202 0.20
14.80 0.20 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.200 0.20
14.85 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
14,90 0.19 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.196 0.20
14.95 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
15.00 0.19 36.49 ----- ----- ----- . ----- ----- ----- ----- ----- 0.191 0.19
15.05 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
15:10 0.19 36':G9 ----- ----- ----- ----- ----- ----- ----- -----. . ..:.0:1'87 '0.19
15.15 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.185 0.18
15.20 0.18 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.183 0.18
15.25 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
15.30 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,178 0.18
Continues on next page...

5
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs. cfs cfs cfs cfs cfs cfs cfs cfs
15.35 0.17 '36:49 ----- ----- ----- ----- ----- 0.176 0:18
15.40 0.17 36.49 ----- ----- ----- -----
----- - --- ----- ----- 0.174 0.17
15.45 0.17 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.172 0.17
15.50 0.17 36.49 ----- ----- ----- ----- ----- ---- 0.170 0.17
15.55 0.17 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.168 0.17
15.60 '0.16 36.49 ----- ----- ----- ----- ----- 0.165 0.17
----- ----- -----
15.65 0.16 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.163 0.16
15.70 0.16 36.49 ---- ----- -----
---- -- - - -- ---- ----- 0.161 0.16 ._
15.75 0.16 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.159 0.16
15.80 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- 0.157 0.16
15.85 0.15 36.49 ----- ----- -----
---- ----- ----- ---- ----- 0.154 0.15
15.90 0.15 36.49 ----- ----- ----- -----
----- - --- ----- ----- 0.152 0.15
15.95 0.15 36.49 ----- ----- ----- ----- ----- ----- 0.150 0.15
16.00 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- 0.148 0.15
-----
16.05 0.14 36.49 ----- ----- ----- ----- ----- ----- 0.146 0.15
16.10 0.14 36.49 ----- ----- ---- - - - - ----- 0.144 0.14
16.15 0.14 36.49 ----- ----- - ----- ----- ----- 0.142 0.14
- ----- -----
16.20 0.14 36.49 ----- ----- ----- ----- ---- ---- 0.142 014
--- ----- 0.141 0.14
16.25 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.140 0.14
16.30 0.14 36.49 ----
16.35 0.14 36.49 ---- ----- ----- ----- ----- ----- ----- 0.13 0.14
16.40 0.14 36.49 ----- ----- ----- ---- 0.138 0.14
16,45 0.14 ., 36.49 ---- ----- -----
----- - - ----- ---- 0.138 0.14
16.50 0.14 36.49 - ----- ----- ----- -----
-----
0.137 0.14
---- ----
16.55 0.14 36.49 - ----- ----- ----- ----- ----- ----- ----- 0.136 . 0.14
16.60 0.13 36.49 ---- ----- ----- ----- ---- ----- ----- 0.135 0.14
16.65 0.13 36.49 ---- ----- ----- ----- ----- ----- ----- 0.135 0.13
---- 0.134 0.13
16.75 0.13 36.49 ----- ----- ----- ----- ----- ---- 0.133 0.13
16.80 0.13 36.49 ----- - ----- ----- - ----- ----- 0.132 0.13
16.85 0.13 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.131 0.13
16.90 0.13 36.49 ---- ----- I -----
----- ----- . ----; ----- ----- 0.131 0.13
16.95 0.13 36.49 ---- ----- ---- -----
----- ----- ----- ----- 0.130 0.13
17.00 0.13 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.129 0.13
17.05 0.13 36.49 ----- -----
----- ----- ----- ----- ----- 0.128 0.13
17.10 0.13 36.49 ---- ----- -----
----- ----- ----- ----- 0.127 0.13
17.15 0.13 35.49 ---- ----- ---- ----- -----
---- ----- ----- 0.127 0.13
17.20 0A3• 36.49 ---- -----• •---• ----- ----- 0.126 0.13
17.25 0.12 36.49 ----- ----- ----- ---- -- ----- ----- ----- 0.125 0.13
-
17.30 ' 0.12 36.49 ---- ----- ----- ---- ----- ----- ----- ----- 0.124 0.12
----- ----- -----
17.35 0.12 36.49 ----- ----- ----- ----- ----- 0.124 0.12
----- ----- -----
--
17.40 0.12 36.49 - -- ----- ----- ----- 0.123 0.12
17.45 0.12 36.49 ----- ----- -----
----- ----- ---- ----- ----- 0.122 0.12
17.50 0.12 36.49 ---- ----- ----- ----- ---- ----- ----- 0.121 0.12
17.55 0.12 . 36.49 ---- ----- -----
----- ----- ----- ----- 0.121 0.12 .
17.60 0.12 36.49 ---- ----- ----- ----- ----- ----- ----- 0.120 0.12
17.65 0.12 36,49 ---- ---- ---- ----- ----- '0.119 0.12
17.70 0.12 36.49 ----- ----- ----- -----
----- ----- ----- 0.118 0.12
17.75 0.12 36.49 ----- -----
----- ----- ----- 0,117 0.12
17.80 0.12 36.49 ----- ----- ----- ----- ----- ----- 0.117 0.12
17,85 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- 0.116 0.12
Continues on next page...

6
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
17.90 0.11 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.115 0.12
17.95 0.11 36.49 ---- ----- ----- ----- ---- ----- 0.114 0.11
18.00 0.11 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.114 0.11
18.05 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.113 0.11
18.10 0.11 36.49 ----- ----- -----
----- ----- ----- ---- ----- 0.112 0.11
18.15 0.11 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.111 0.11
18.20 0.11 36.49 ---- ----- ----- -----
----- ----- ----- ---- 0.111 0.11
18.25 0.11 36.49 ---- - -- 0.110 0.11-
- ----- ----- -----
-----
18.30 0.11 36.49 ---- ----- ----- ----- ----- 0.109 0.11
18.35 0.11 36.49 -- ----- ----- ----- ----- ----- ----- 0.108 0.11
18.40 0.11 36.49 ----- --- - ----- ----- ---- ----- ----- 0.107 0.11
18.45 0.11 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.107 0.11
18.50 0.11 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.106 0.11
18.55 0.10 36.49 ----- ----- ----- ----- ---- ----- ----- 0.105 0.11
18.60 0.10 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.104 0.10
18.65 0.10 36.49 ----- ----- ---- ----- - --- ----- ----- 0.103 0.10
18.70 0.10 36.49 --- ---- ----- ----- ----- ----- 0.103 0.10
18.75 0.10 36.49 ----- ----- ----- ----- ------ --=-- 0.102 0.10
18.80 0.10 36.49 ----- ----- ----- -----
---- - - 0.101 0.10
18.85 0.10 36.49 -- ----- ----- - ----- ----- ----- 0.100 0.10
18.90 0.10 36.49 ---- ----- -----
---- - ----- 0.100 0.10
18.95 0.10 36.49 ----- ----- -- -- ----- ----- ---- ----- ----- 0.099 0.10
19.00 0.10 36.49 -- ----- ----- ----- ----- 0.098 .0.10
19.05 0.10 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.097 0.10
19.10 0.10 36.49 ----- ----- ----- ----- ----- ----- ----- 0.097 0.10
----- ----- -----
19.15 0.10 36.49 ----- ----- ----- ----- ----- 0.096 0.10
19.20 0.09 36,49 ----- ----- ----- ----- ----- ---- ----- ----- 0.095 0.10
19.25 0.09 36.49 ---- ----- ----- 0.094 0.09
19.30 0.09 36.49 ---- ---- ---- - - 0.093 0.09
19.35 0.09 36.49 -- ----- -=--- -----
----- ----- ----- ----- ----- 0.093 0.09
- ----- -----
19.40 0.09 36.49 ----- ---- ----- ----- ----- 0.092 0.09
---- ----- ----- 0.091 0.09
19.45 0.09 36.49 ----- ----- ----- ---- ----"
19.50 0.09 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.090 0.09
19.55 0.09 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.090 0.09
19.60 0.09 36.49 ---- ----- ----- ----- ----- ----- ----- 0.089 0.09
19.65 0.09 36.49 ----- ----- ----- ----- ----- ----- ----- 0.088 0.09
19.70 0.09 36.49 ----- ----- ----- ----- ----- ----- ---- 0.087 0.09
19.75 0.09 36.49 - ----- ---- - - 0.087 0.09
19.80 0.09 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.086 0.09
19.85 0.08 36.49 ---- ---- ---- ----- ----- ---- ----- ----- 0.085 0.08
19.90 0.08 36.49 ----- ----- ---- ----- ----- ----- ---- ----- 0.084 0.08
19.95 0.08 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.083 0.08
20.00 0.08 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.082 0.08
20.05 0.03 36.49 ----- ----- ----- ----- ----- --- ----- 0.082 0.08
----- -----
20.10 0.08 36.49 ----- ----- ----- ----- ----- 0.081 0.08
20.15 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.081 0.08
20.20 0.08 .36,49 ---- ----- ----- -----
----- ----- -- ---- 0.081 0.08
20.25 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- 0.080 0.08
20.30 0.08 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.080 0.08
20.35 0.08 36.49 ----- ----- ----- ----- ---- ----- ---- 0.080 0.08
20.40 0.08 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.080 0.08
Continues on next page...

7
trench 4 routinc ,
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20A5 008 36.49 ----- ----- ----- ----- ----- ----- . ----- ----- 0.080 0.08
20.50 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
20.55 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
20.60 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.079 0.08
20.65 0.08 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.079 0.08
20.70 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
20.75 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
20.80 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.079 0.08
20.85 0.08 36.49 ----- ----- ----- ---- ----- ----- ---- ---- 0.078 0.08
20.90 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.078 0.08
20.95 0.08 36.49 ----- ----- ---- - - ----- ----- 0.078 0.08
21.00 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.078 0.08
21.05 0.08 36.49 ----- ---- - ----- ----- ----- 0.078 0.08
21.10 0.08 36.49 ----- ----- ----- ----- ----- ---- ----- 0,078 0.08
...End

8'
Hydrograph Report
Hydraflow Hydrographs by Inlelisolve Sunday,Jan 27 2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type - Reservoir Peak discharge = 11.71 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 18 Reservoir name = infiltration tren
Max. Elevation = 36.70 ft Max. Storage - = 1,199 cult
Storage Indication method used. _ Outflow hydrograph volume=31,924 cult
Hydrograph Discharge Table Printed Va1ue5 =' oraP'
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs. ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.10 0.12 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.118 0.12
5.15 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.119 0.12
5.20 0.12 36.49 ----- ----- ----- ----- ----- ' ----- ----- ----- 0.120 0.12
5.25 0.12 36.49 ----- ----- ----- ----- ---- ----- ----- ---- 0.122 0.12
5.30 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.123 0.12
5.35 0.12 36.49 -- - ----- ----- ----- ---- ----- ----- 0.124 0.12
5.40 0.13 36.49 ----- ----- ---- 0.125 0.13
5.45 0.13 36.49 ----- - ----- ----- ----- ----= ----- ----- 0.127 0.13
5.50 0.13 36.49 ----- - ----- ----- ----- ----- ----- 0.128 0.13
5.55 0.13 36.49. ----- ----- 0.129 0.13
5.60 0.13 36.49 ----- ----- ---- -- -____--___-- ._-
5.65 0.13 36.49 ----- ----- ---- ------ ----- ----- ----- ----- 0.132 0.13
5.70 0.13 36.49 ----- ----- ----- --- -----
__- ---- 0.133 .0.13
5.75 0.13 36.49 ----- ----- ----- ----- ----- --- ---- 0.134 0.13
5.80 0.14 36.49 ----- - ---- ----- ----- ----- ----- ---- 0.135 0.14
5.85 0.14 36.49 ----- ---- ----- ----- ----- ----' -----
----- 0.136 0.14
5.90 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- .----- 0.138 0.14
5.95 0.14 36.49 ----- ----- - ----- ----- ----- - 0.139 0.14
6.00 0.14 36.49 ----- ----- ----- - ----- ----- ----- ----- 0.140 0.14
6.05 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.141 0.14
6.10 0.14 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.142 0.14
6.15 0.14 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.144 0.14
6.20 0.15 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.145 0.14
6.25 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.146 0.15
6.30 0.15 36.49 ----- ----- - ----- ---- ----- ----- ----- 0.147 0.15
6.35 0'.15 36.49 ----- ----- 0.148 0.15
6.40 0.15 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.149 0,15
6.45 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.151 0.15
6.50 0.15 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.152 0.15
6.55 0.15 36.49 ----- --- - ----- ----- ----- ----- ----- ----- 0.153 0.15
6.60 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.154 0.15
6.65 0.16 36.49 ----- ----- -- ----- ----- ----- ----- ----- 0.155 0.16
6.70 0.16 36.49 ----- -----,- ----- ----- ----- - .-----.. ------ 0,156 0.16
6.75 0.16 36.49 ----- ----- -- -- ----- ----- ---- ----- ----- 0.158 0.16
6.80 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.159 0.16
6.85 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
6.90 0.16 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.161 0.16
6.95 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.16
Continues on next page...

g
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A .Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs
7.00 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.163 0.16
7.05 0.17 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.165 0.16
7.10 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ---=- 0,166 0.17
7.15 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,167 0.17
7.20 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.168 0.17
7.25 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.169 0.17
7.30 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
Z35 0.17 36.49 - ---- ----- ---- ----- ------ ------.. ----- ----- 0.171 0.17
7.40 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.172 0.17
7.45 0.17 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.174 0.17
7.50 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.175 0.17
7.55 0.18 36.49 ---- ----- ----- --- ----- ----- ----- ---- 0.176 0.18
7.60 0.18 36.49 ----- ---- ----- ----- ----- ----- ---- ----- 0.177 0.18
7.65 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.18
7.70 0.18 36.49 ----- ---- ----- ----- ----- ----- ---- ----- 0.179 0.18
7.75 0.18 36.49 -- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
7.80 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.181 0.18
7.85 0.18 36.49 - - ----- ----- ----- ----- - ----- 0.183 0.18
7.90 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.184 0.18
7.95 0.19 36.49 ----- ----- 0.185 0.18
----- ----- ----- ----- ----- -----
8.00 0.19 36A9 ----- ----- ----- ---- ----- ----- ----- ----- 0.186 0.19
8.05 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ---- ' 0.187 0.19
8.10 0.19 36.49 ----- ----- ----- ----- ----- . - - --- 0.189 '0.19
8.15 0.19 36.49 ----- ----- - --- ----- ---- ----- ---- 0.192 0.19
8.20 0.20 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.196 0.20
8.25 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.20
8.30 0.21 36.49 ---- ----- ----- ----- ----- ----- ----- ---- 0.205 0.20
8.35 0.21 36.49 ---- ----- ----- ----- ----- ---- ---- ------ 0.210 0.21
8.40 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
8.45 0.22 36.49 ----- ----- ----- ---- ----- ---- ----- ----- 0.219 0.22
8.50 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- 0.223 0.22
8.55 0.23 36.49 ----- ----- ----- ---- ----- ----- - ----- 0.228 0.23
8.60 0.24 36.49' ----- ----- ----- ---- - - 0.232 0.23
8.65 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,237 0.24
8.70 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.242 0.24
8.75 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
8.80 0.25 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.251 0.25
8.85 0.26 .36.49 ----- ---- ----- ----- ----- ----- ----- --- 0.256 0.26
8.90 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.261 0.26
8.95" 0.27 36.49 ----- ---- ----- ----- ----- ----- ----- 0.265 0.27
9.00 0.27 36.49 ----- ----- ----- ---- ----- ---- ----- ----- 0.270 0.27
9.05 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.274 0.27
9.10 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
9.15 0.28 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.280 0.28
9.20 0.28 36.50 ... . ---- ----- ----- ----- ----- ----- ----- ----- 0,281 0.28
9.25 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.282 0.28
9.30 0.28 36.50 ----- --- ----- ----- ----- ----- ----- 0.282 0.28
9.35 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.282 0.28
9.40 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.283 0.28
9.45 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,283 0.28
9.50 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,283 0.28
Continues on next page...

10
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.55 0.28 36.50 ----- ----- ----- --" -----
----- ----- ----- 0,284 0.28
9.60 0.29 36.50 ----- ----- ----- - --- ----- ----- ----- ----- 0.286 0.29
9.65 0.29 36.50 ----- ----- - - -
----- ----- ----- ----- ----- 0.290 0.29
- -
9.70 0.30 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.296 0.30
9.75 0.31 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.303 0.3.0
9.80 0.31 36.50 ---- ----- ----- -----
----- ----- ----- 0.310 0.31
9.85 0.32 36.50 ----- ----- -----
----- ----- ----- ----- 0.318 0.32
9.90 0.33 36.50 ---- ----- ---- ----- ----- ---- ----- ----- 0.325.,, 0.33. .
9.95 0.34 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.333 0.33
10.00 0.34 36.50 ----- ----- ----- ----- ----- ---- ----- 0.340 0.34
10.05 0.35 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.348 0.35
10.10 0.36 36.50 -- ----- ---- ----- ----- ----- ----- 0.356 0.36
10.15 0.37 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.366 0.37
10.20 0.38 36.50 ----- ----- -----
- - ----- ----- 0.376 0.38
10.25 0.39 36.50 ----- ----- -- -- -----
----- ----- ----- ----- 0.387 0.39
-
10.30 0.40 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.398 0.40
10.35 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- 0.409 0.41
10.40 0,43 36.50 ---- ----- -----
----- ----- ----- ----- 0.420 0.42
10.45 0.44 36.50 -- - ----- ----- ----- 0.431 0.43. .
----- ----- -----
10.50 0.45 36.50 ----- - ----- ----- ----- 0.442 0.44
10.55 0.46 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.454 0.45
10.60 0.47 36.50 ---- - ----- ----- ----- ----- ----- 0.467 0.47 .-
48
10.70 0.51 0.51 36.50 0.4 36.50 _ - ----- ----- - - - ----- ----- „ 0.499 0.0.
10.70 50
J
10.75 0.53 36.50 ----- ----- ----- ----- ----- ---- ----- ---- 0.517 0.52
10.80 0.55 36.50 ----- ----- ----- ----- ----- ---- ---- 0.536 0.54 .
10.85 0.56 36.50 -- ---- ----- --- - ----- ----- 0.554 0.55
10.90 0.58 36.50 ---- ----- -----
----- ----- ----- ----- 0.573 0.57
10.95 0.60 36.50 ---- ----- -----
----- ----- - -- ----- ----- 0.592 0.59
11.00 0.62 36.50 ----- ----- ----- -=--- ----- ----- --- - 0.610 0.61
11.05 0.64 36.50 ----- ----- ----- ----- ----- ----- ---- 0.630 0.63
11.10 0.67 36.50 ---- ----- -----
----- ---- ----- ----- ---- 0.655 0.65
11.15 0.71 36.50 ----- ----- ----- ----- ----- ----- ----- 0.687 0.69
----- -----
11.20 0.75 36,50 ----- ----- ----- ---- ---- 0.727 0.73
11.25 0.80 36.50 ----- ----- ----- ----- ----- ----- -----
----- 0.770 0.77
11.30 0.84 36.50 ----- ----- ----- ----- ----- 0.814 0.81
11.35 0.88 36.51 ----- ----- ---- ----- ----- ----- ----- 0.859 0.86
11.40 0.93 36.51 ---- ----- ----- ---- ----- ---.. . 0.904,.. . 0.90-.
11,45 0.97 36.51 ----- ----- -----
----- ----- ----- ----- ----- 0.948 0.95
11:50 1.02 -36:51 ----- ----- ----- ----- ----- ---- "0993 0.99
11.55 1.17 36.51 ----- ----- 1.087 1.09
----- -----
11.60 1.63 36.51 ----- ----- ----- ----- -- 1.380 1.38
----- ----- -----
11.65 2.44 36.53 ----- ----- -----
----- ----- ----- ---- ----- 1.995 2.00
11.70 3.47 36.54 ----- ----- -----
----- ----- ----- ----- ----- 2.894 2.89
11.75 4.56 36.56 ----- ----- ----- ----- ----- ----- ----- 3.945.. 3.95.
11.80 5.86 36.58 ----- ----- ----- ----- ---- 5.132 5.13
----- -----
11.85 7.74 36:61 ----- ----- ----- ----- ----- '6i698 6.70
11.90 10.30 36.65 ----- ----- ---- ----- ----- ----- ---- ----- 8.876 8.88
11.95 12.24 << 36.69 ----- ----- ----- ----- ----- ----- ----- 11.121 11.12
12.05 11.31 36.66 « ---- --- ----- ----- ----- ----- ----- ----- 9.6712 9.671 «
12.05 7.71 36.66 9.671 9.67
Continues on next page...

11
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.10 4.16 36.60 ----- ----- ---- ----- =---- ----- 6.165 6:17
12.15 .. 2.21 .36.55 ----- ----- ----- ----- ----- ----- -----
----- 3,370 3.37
12.20 1.65 36.53 ---- ----- ----- ----- ----- ----- 2.019 2.02
12.25 1.54 36.52 ----- ----- -----
----- ----- ----- ----- ----- 1.618 1.62
12.30 1.43 36.52 ----- ----- -----
----- ----- ----- ----- ----- 1.492 1.49
12.35 1.32 36.51 ----- ----- ---- ----- ----- ----- 1.385 1.39
12.40 1.22 36.51 ----- ----- ----- ----- ---- ----- 1.279 1.28
12.45 1.11 36.51 ----- ----- -----
----- ----- ----- ----- ----1 1.173 1.17
12.50 1.01 36.51 ----- ---------- -----
----- ----- ---------- -----, ----- ---- ---- 1.066 1.07
---`-
12.55 0.91 36.51 ----- ----- ----- 0.964 0.96
12.60 0.83 36.51 ----- ----- -----
----- ----- ----- ----- ----- 0.877 0.88
12.65 0.79 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.816 0.82
12.70 0.76 36.50 ----- ----- -----
----- ----- ----- ---- ---- 0.776 0.78
12.75 0.73 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.749 0.75
12.80 0.71 36.50 ----- ----- ----- ----- ---- ----- ----- 0.724 0.72.
12.85 0.69 36.50 ----- ----- ----- ----- ----- ----- 0.700 0.70
12.90 0.66 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.676 0.68
12.95 0.64 36.50 - ----- ----- ----- ----- ----- 0.651 0.65
13.00 0.61 36.50 ----- ----- ----- ---- ----- ----- ----- 0.627 0.63
13.05 0.59 36.50 - ----- ----- ---- ----- ---- 0.604 0.60
13.10 0.57 36.50 --- ----- ----- ----- ----- ----- 0.582 0.58
----- -----
13.15 0.55 36.50 ----- ----- ----- 0,564 0.56
----
1 13.20 0.54 36.50 ----- ---- - - - 0.549 0.55
13.25 0.53 36.50 -- - ----- ----- ----- 0.535 0.54
-- ----- -----
13.30 0.51 36.50 -- - ----- ---- ----- ----- ----- 0.522 0.52
13.35 0.50 36.50 ----- ----- ----- ----- ----- ---- 0.509 0.51
13.40 0.49 36.50 ----- ----- ----- ----- ----- --- 0.496 0.50
13.45 0.48 36.50 ----- ----- . ----- ----- ----- -----
---- ----- 0.483 0.48
13.50 0.46 . 36.50 ----- ----- ----- ----- ----- ----- ----- 0,470 0.47
----- -----
13.55 0.45 36.50 ----- --"- '--` ----" -----
----- 0.457 0.46
13.60 0.44 36.50 ----- ----- ----- ----- ----- ----- ---- 0,445 0.44
13.65 0.43 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.434 0.43
----- -----
13.70 0.42 36.50 ----- ----- ---- ----- ----- 0.424 0.42
----- -----
13.75 0.41 36.50 ----- ----- ----- ----- ----- ----- 0.414 0.41
13.80 0.40 36.50 ----- ----- ----- ---- ----- ----- ----- 0.405 0.40
----- -----
13.85 0.39 36.50 ----- ----- ----- ----- ----- ----- 0.396 0.40
13.90 0.38 36.50 ---- ----- ----- ---- ----- ----- ----- 0.386 0.39
13.95 0:37 36.50 ----- ---- -----
----- ----- 0.377 0.38
14.00 0.36 .36.50 ----- ----- ----- '--'- -----
----- ----- 0.368 0.37
14.05 0.35 36.50 ----- ---- - - ----- ---- ----- 0.359 0.36
14.10 0.35 36.50 ----- ------ -----
----- ----- ----- ----- ----- 0.351 0.35
--
14.15 0.34 36.50 -- ----- ----- ----- ---- ----- 0.345 0.34
-- -----
14.20 0.34 36.50 ----- ----- ----- ----- ----- ----- 0.340 0.34
----- -----
14.25 0.33 36.50 ----- ----- ----- ----- ----- 0.337 0.34
14.30 0.33 36.50 ---- ----- ----- ----- ' ----- -- ----- ---- 0.334 0.33
14.35 0.33 36.50 ---- ----- -----
----- ----- ----- ----- ---- 0.330 0.33
----- -----
14.40 ` 0.33 ...36"50 ----- -'-- ----- ----- ----- ---- . :0.327 '0.33
----- -----
14.45 0.32 36.50 ----- ----- ----- ----- ----- ----- 0.324 0.32
----- -----
14.50 0.32 36.50 ----- ----- ----- ---- ----- 0.321 0.32
14.55 0.32 36.50 ----- ----- ----- ----- ----- ----- 0.317 0.32
14.60 0.31 36.50 ----- ----- ----- ----- ---- ----- ----- 0.314 0.31
Continues on next page...

12
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.65 0.31 36.50 ----- ----- ----- ----- ---== ----- ----- 0.311 0.31
14.70 . , 0.31 36.50 ----- ----- ----- ----- ----- --- ----- ----- 0,3r, .0.31
14.75 0.30 36.50 ----- ----- ----- ----- ----- -- ----- ----- 0.304 0.30
14.80 0.30 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.301 0.30
14.85 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.298 0.30
14.90 0,29 36.50 ----- ---- - -- - ----- ----- ----- 0.294 0.29
14.95 0.29 36.50 ----- ----- ----- ----- ---- ----- - ----- 0.291 0.29
15.00 0.29 36.50 ----- ----- ----- ----- ----- ----- -----.. ---- 0.288 0 29
15.05 0.28 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.285 0.28
15.10 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.281 0.28
15.15 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
15.20 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,275 0.27
15.25 0.27 36.49 ----- ----- ----- ---- - ----- 0.271 0.27
15.30 0.27 36'49 --- - - ----- ----- ----- ----- ----- 0,268 0.27
15.35 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
15.40 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.262 0.26
15.45 0.26 36A9 ----- ----- ----- ----- ----- ----- ----- 0.258 0.26
15.50 0.25 36.49 ---- ----- ---- ----- ----- ----- ----- ----- 0.255 0.26
15.55 0.25 36.49 ----- ----- ----- ----- ----- ----- - 0,252 0.25
15.60 0.25 36.49 --- ----- ----- --- ----- ----- ----- - 0.249 0.25
15.65 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.245 0.25
15.70 0.24 36.49 ----- ----- ----- ----- ----- ---- ----- 0.242 0.24. .
\ 15.75. 0.24 36.49 ----- ----- ----- - ----- ----- ---- ----- 0.23 0.24
1 15.80 0.23 36.49 0.236 0.24
15.85 0.23 36.49 ----- - ----- ----- ----- - ----- ----- 0.232 0.23
15.90 0.23 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.229 0.23
15.95 0.22 36.49 ----- ----- ----- --- ----- ----- ----- ---- 0.226 0.23
16.00 0.22 36.49 -- ----- ---- - ----- ----- 0.223 0.22
16.05 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.22
16.10 0.22 36.49 ----- ----- ----- ---- ----- ----- ----- ---- 0.217 0.22-
16.15 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
16.20 0,21 36.49 ----- ----- ----- ---- ---- ----- ----- ----- 0.213 0.21
16.25 0.21 36.49 ----- ----- ----- ----- - ----- ----- - 0.212 0.21
16.30 0.21 36.49 ----- ----- ----- ---- ----= ---- - 0.210 0.21
16.35 0.21 36.49 ----- ----- ---- ----- ----- --- ----- ----- 0.209 0.21
16.40 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
16.45 0.21 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.207 0.21
16.50 0.21 36.49 ----- ----- ----- -- --., _-- -----.. 0,206 0,21
16.55 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0.205 0.20
16.60 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.204 0.20
16.65 0.20 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.202 .0.20
16.70 0.20 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.201 0.20
16.75 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.20
16.80 0.20 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.199 0.20
16.85 0.20 36.49 ----- ----- ----- ----- _____ ----- ----- 0.198 0.20
16.90 0.20 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.196 0.20
16.95 0.19 36A9 ---- ----- ----- ----- ----- 0.195 ....`0.20
17.00 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.194 0.19
17.05 0.19 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.193 0.19
17.10 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.192 0.19
17.15 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,191 0.19
Continues on next page...

13
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.20 0.19 36t49 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
17.25 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.188 0.19
17.30 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.19
17.35 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.186 0.19
17.40 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.185 0.18
17.45 0.18 36.49 ----- . ----- ----- ----- ----- ----- ---- ----- 0.184 0.18
17.50 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.183 0.18
17.55 0.18 36.49. .,,. ---- ----- ----- ----- ----- ---- -..... - 0.181 0.18
17.60 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
17.65 0.18 36.49 ----- ----- ---- ----- ----- --- ----- ----- 0.179 0.18
17.70 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.18
17.75 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.177 0.18
17.80 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.175 0.18
17.85 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.174 0.17
17.90 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.173 0.17
17.95 0.17 36.49 ----- ----- -----
----- ----- ----- ---- ----- 0.172 0.17
18.00 0.17 36.49 --- ----- ----- ----- --- ----- ----- ---- 0.171 0.17
18.05 0.17 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.170 0.17
18.10 0.17 36.49 --- - - ----- 0.169 0.17
18.15 0.17' 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.167 0.17
18.20 0.17 36.49 --- ----- ----- --- ----- ----- ----- ----- 0.166 0.17
18.25 0.16 36.49 ----- ----- ----- ----- --- ----- ----- ----- ' 0.165 0.17
18.30 0.16 36.49 ---- ----- ----- .0.164 .0.16
1 18.35 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.163 0.16
18.40 0.16 36.49 ----- - ----- ----- ----- - - ---- 0.162 0.16
18.45 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
18.50 0.16 36.49 - - ----- ----- ----- ----- --- ----- 0.159 0.16
18.55 0.16 36.49 ----- ----- ----- ----- - ---- ----- ----- 0.158 0.16
18.60 0.16 36.49 ----- ----- -- -- ----- --- ----- ----- 0.157 0.16
18.65 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- '0.156 0.16
18.70 0.15 36.49 ----- ------ ----- ----- ----- ---- ----- ---- 0.154 0.15
18.75 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.153 0.15
18.80 0.15 36.49 ----- ----- ----- ----- ---- - - 0.152 0.15
18.85 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.151 0.15
18.90 0.15 36.49 - - ----- ----- ----- ----- ----- 0.150 0.15 .
18.95 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.149 0.15
19.00 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.148 0.15
19.05 0.15 36.49 ----- ----- ----- ---- - .. 0.146 0.15
19.10 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.145 0.15
19.15 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- ...,0:144 0.14
19.20 0.14 36.49 ----- - --- ----- ----- ----- - ----- ----- 0.143 0.14
19.25 0.14 36.49 ----- =---- ----- ----- ----- - ----- ----- 0.142 0.14
19.30 0.14 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.141 0.14
19.35 0.14 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.139 0.14
19.40 0.14 36.49 . ----- ----- ----- ----- ----- ----- ---- ----- 0.138 0.14.
19.45 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.137 0.14
-19.50 0.14 36.49 -- . _... ----- ----- ----- ----- ----- 0.136 0.14
19.55 0.13 36.49 ----- ----- -=--- ----- ----- ----- ----- ----- 0.135 0.13
19.60 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.133 0.13
19.65 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.132 0.13
19.70 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.131 0.13
Continues on next page...

14
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs Cfs cfs cfs Cfs
19.75 0.13 '36:491 ----- ----- ----- ----- ----- - ----- ----- ----- 0.130 0.13
19.80 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.129 0.13
19:85 0:13 36.49 ----- ---- ----- ----- ----- ---=- -----
----- 0.128 0.13
19.90 0.13 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.127 0.13
19.95 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.125 0.13
20.00 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.124 0.12
20.05 0.12 36.49 ----- ----- - ----- ----- ----- ----- ----- 0.123 0.12
20.10 0.12 - 36:49- ----- ---- - - ----- ----- - - 0.122 0.12-
20.15 0.12 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.121 0.12
20.20 ,0:12 '36.49 ----- ----- - ----- ----- ----- ----- ----- ----- 0.121 0.12
20.25 0.12 36.49 ---- - ----- ----- ----- ----- ----- 0.121 0.12
20.30 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.121 0.12
20.35 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
20.40 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
20.45 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
20.50 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
20.55 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.119 0.12
20.60 0.12 36.49 --- ----- ----- ----' ----- ----- ----- ----- 0.119 0.12
20.65 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.119 0.12
20.70 0.12 36.49 ---- ----- 0.119 0.12
20.75 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.118 0.12
20.80 0.12 36.49 ---- --- - --- ----- ----- ----- ---- 0.118 0.12
20. 0.12 36.49 - 0.118 0.12
20.90 90 0.12 36.49 ----- ----- ---- ----- ----- ----- ----- 0.118 0.12
20.95 0.12 36.49 ----- - ----- ----- ---- ---- ----- ----- 0.117 0.12
21.00 .;5'0.12. 36.49 ----- - ----- ----- ----- ----- ----- ----- 0.117 0.12
.End

15
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak discharge = . 11.74 cfs
.Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 18 Reservoir name = infiltration tren
Max. Elevation = 37.18 ft Max. Storage ' = 3,9K cuft
Storage Indication method used. Outflow hydrograph volume=48,523 cult
(Printed values>=1%of op.)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.70 0.12 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.121 0.12
2.75 0.12 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.1 0.12
2.80 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- 0.123 0.12
2.85 0.13 36.49 ----- ---- ----- ----- ----- ----- 0.124 0.12
2.90 0.13 36.49 - ----- ----- ----- ----- ---- --- 0.126 0.13
2.95 0.13 36.49 ----- ----- -----
---- ----- ----- ---- ----- 0.128 0:13
----- ----- 0.129 0.13
3.00 0.13 36.49
_ 3.05 0.13 36.49 ----- ----- --- ----- ----- ----- 0.131 0.13
3.10 0.13' 36.49 ----- ----- ----- ----- ----- ----- 0.133 0.13
1 3.15 0.14 36.49 ---- ----- ----- ----- ----- ---- ----- 0.136 0.1.3 .3.20 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.13 0.14
3.25 0.14 36.49 - --- ----- --- ----- ----- ----- ---- 0.137 0.14
----- 0.139 0.14
_. 3.30 0.14 36.49 ---- ----- ----- ----- ---- ----- __--- _---
3.35 0.14 36.49 --- ----- ----- ----- 0.140 0.14
-
3.40 0.14 36A9 ----- ----- ----- ----- ----- ----- ----- 0.142 0.14
3.45 0.14 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.143 0.14
3.50 0.15 36.49 ----- ----- ----- -----
----- ---- ----- ----- 0.145 0.14
3.55 0.15 36.49 ----- ----- ----- ----- ----- ----- 0.146 0.15
3.60 0.15 36.49 ---- ----- -----
---- ----- ----- ----- 0.147 0.15
3.65 0.15 36.49 ----- ----- ----- ----- --- ----- ----- 0.149 0.15
----- -----
3.70 0.15 36.49 - ----- ----- ----- ----- ----- 0.150 0.15
3.75 0.15 36.49 ----- -- - ----- ----- ---- 0.151 0.15
----- -----
3.80 0.15 36.49 ----- ----- ----- ----- ----- ----- 0.153 0.15
3.85 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- 0.154 0.15
----- -----
3.90 0.16 36.49 ----- ----- ---- ----- ----- ----- 0.156 0.16
3.95 0.16 36.49 ----- ---- ----- ----- ----- ----- 0.157 0.16
----- -----
4.00 0.16 36.49 ----- ----- ----- ----- ----- ----- 0.158 0.16
4.05 0.16 36.49 ---- ----- -----
----- ----- ---- ----- ---- 0.159 0.16
4.10 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- 0.161 0.16
-----
4.15 0.16 36.49 ----- ----- ----- ----- ----- ----- 0.162 0.16
-----
4.20 0.17 36.49 ----- - ----- ----- ----- ----- ----- 0.164 0.16
4.25 0.17 36.49 ----- ----- ----- ----- ----- ----- 0.166 0.17
4.30 0.17 36.49 ---- .- - ---- ----- ----- ----- -- ----.. 0.168 • 0.17
4.35 0.17 36.49 ----- :---- ----- ----- ----- ----- ----- 0.169 0.17
----- -----
4.40 0.17 36.49 ----- ----- ----- ----- ----- ----- 0.171 0.17
4.45 0.17 36.49 ---- ----- -----
----- ----- ----- -- - ----- 0.173 0.17
4.50 0.18 36.49 ----- -----
----- ----- - - ----- ----- 0.175 0.17
4.55 0.18 36.49 ---- ----- ----- ----- ----- ----- ----- 0.177 0.18
Continues on next page...

16
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.60 0.18 36.49 ----- ----- ----- --- ----- --- ----- ----- 0.178 0.18
4.65 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
4.70 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.18
4.75 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.184 0.18
4.80 0.19 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.185 0.19
4.85 0.19. 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0,187 0.19
4.90 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
4.95 0.19 36.49 ----- ----- ----- ------.. -,. 0.191 0:19
5.00 0.19 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.192 0.19
5.05 0.20 36.49 - ----- ----- ----- ----- ----- ----- ----- 0.194 0.19
5.10 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.196 0.20
5.15 0.20 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.198 0.20
5,20 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
5.25 0.20 36.49. ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.20
5.30 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.203 0.20
5.35 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.204 0.20
5.40 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.206 0.21
5.45 0.21 36.49 ----- ----- ----- ----- ----- ---- -------- ----- 0.208 0.21
5.50 0.21 _ 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.210 0.21
' 5.55 0.21 36.49 ---- ----- ----- ----- ---- ----- -----
----- 0.211 0.21
5.60 0.21 36.49 ----- ----- ---- ----- ----- ----- ----- ---- 0.213 0.21
5.65 0.22 36.49 ----- ----- ---- - - ----- ----- ----- 0.214 0.21
5.7 0.22 36.49 ----- ----- ----- ---- ----- ----- ----- --7-- . 0.21 0.22
5.75 0.22 36.49 0.218 0.22
5.80 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.220 0.22
5.85 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.221 0.22
5.90 0.22 36.49 ----- ----- -- -- ---- ----- ----- ----- ----- 0.223 0.22
5.95 0.23 36.49 - ----- ----- ----- ----- ---- ----- ----- 0,225 0.22
6.00 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
0.228 0.23
6.10 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
6.15 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.231 0.23
6.20 0.23 36.49 ----- ---- --- ----- ----- ----- ----- ----- 0.233 0.23
6.25 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.234 0.23
6.30 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.236 0.24
6.35 0.24 36,49 ----- ----- ----- ----- ----- ----- ----- ----- 0.238 0.24
6.40 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.24
6.45 0.24 36.49 ----- ----- ----- ----- ----- ------- ---- . .. ----- 0.241 0.24--
6.50 0.24 36.49 - ----- ----- ----- ----- ----- ----- 0.243 0.24
0:244 0.24
6.60 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
6.65 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
6.70 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- . ----- 0.249 0.25
6.75 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.251 0.25
6.80 0.25 36.49 ------ ,. ----- ----- ----- ----- ----- ----- ----- 0.252 0.25.
6.85 0.25 36.49 ----- ---- ---- ----- ----- ----- ----- ----- 0.254 0.25
6.90 0.26 36:49 ----- ----- ----- ----- ----- ---- ----- ----- 0:256 0.26
6.95 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ' ----- 0.257 0.26
7.00 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.26
7.05 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.26
7.10 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.262 0.26
Continues on next page...

17
trench 4 routina i
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
7.15 0.26 36.49 ----- ----- -=---' .. ----- ----- ----- ----- 0.264 0.26
7.20 0.27 .36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
7.25 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,267 0.27
7.30 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.27
7.35 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
7.40 0.27 36.49. ----- ----- ----- ----- ----- ----- ----- ----- 0.271 0.27
7.45 0.27 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.273 0.27
7.50 0.28 36.49 ----- ----- -----
----- ----- --- - ----- 0.274 0.27
7.55 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.276 0.28
7.60 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
7.65 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.279 0.28
7.70 0.28 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.281 0.28
7.75 0,28 36.50 ----- ----- --- - ----- ----- ----- ----- ----- 0.282 0.28
7.80 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
7.85 0.29 36.50 ----- ----- --- ----- ----- ----- ----- ----- 0.285 0.29
7.90 0.29 36.50 ----- ---- - - ----- ----- ----- - 0.287 0.29
7.95 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- 0.289 0.29
8.00 0,29 36.50 ----- ----- ----- ----- ---- ----- ----- ----- 0.290 0.29
8.05 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.292 0,29
8.10 0.30 36.50 ----- ----- ---- ----- ----- ----- ----- ----- '0.295 0.29
8.15 0.30 36.50 - ----- ----- ----- ----- ----- ----- ----- 0.299 0.30
8.20 ' 0.31. 36.50 ----- ----- ----- -- -----
---- ----- ----- 0.305 0.31
\ 8.25 0.32 36.50 ----- ----- ---- ----- ----- ----- ----- 0.312 _ 0.31
J 8.30 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.319 0.32
8.35 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.326 0.33
8.40 0.34 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.333 0.33
8.45 0.34 36.50 ----- ----- ----- ----- ---- ----- ----- 0.339 0.34
8.50 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.346 M5
8.55 0.36 36.50 ----- ----- ----- ----- ----- ----- ----- --- 0.3.53 0.35
8.60 0.36 36.50 ----- ----- ----- ----- - ----- ----- 0.360 0.36
8.65 0.37 36.50 ----- ----- ----- ---- - - - 0.367 0.37
8.70 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.374 0.37
8.75 0.39 36.50 ----- ----- ----- ----- ----- --- ----- ----- 0.381 0.38
8.80 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.388 0.39
8.85 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.395 0.40
8.90 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- 0.402 0.40
8.95 0.41 36.50 ----- ----- --- - ----- ----- - ----- ----- - 0,409 0.41
9.00 0.42 36.50 - ----- ----- ---- - - ----- 0.416.,. . 0.42
9.05 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.423 0.42
9.10 0.43 36.50 - ----- ----- ----- ---- ----- ---- ----- " 0.428 0.43
9.15 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.432 0.43
9.20 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.433 0.43
9.25 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.434 0.43
9.30 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.434 0.43
9.35 0.43 36.50 ----- ----- ----- -----. . --- ---- ----- ----- 0.434 0.43
9.40 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.435 0.43
9.45 0.43 36.50 ----- ----- -0.435 0.43
9.50 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.435 0.43
9.55 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.436 0.44
9.60 0.44 36.50 . ----- ----- ----- ----- ----- ----- ----- ----- 0.438 0.44
9.65 0.45 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.445 0.44
Continues on next page...

18
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.70 0.46 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.454 0.45
9.75 0.47 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.464 0.46
9.80 0.48 36.50 ----- ----- ----- ----- ----- ----- ----- 0.475 0.48
9.85 0.49 36.50 ----- ----- - ----- ----- ----- ----- 0.487 0.49
9.90 0.50 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.498 0.50
9.95 0.52 36.50 ----- ----- --- - ----- ----- ----- ----- - 0.509 0.51
10.00 0.53 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.520 0.52
10.05 0.54 36.50 ----- ----- ----- ----- ----- ----- ----- --- 0.531 .,M3 .
10.10 0.55 36.50 --- ----- ----- ----- ----- ----- ----- - --- 0.544 0.54
----- 0.558 0.56
10.20 0.58 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.574 0.57
10.25 0.60 36.50 ----- ----- -- -- ----- ----- ----- ----- ----- 0.590 0.59
10.30 0.62 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.607 0.61
10.35 0.63 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.624 0.62
10.40 0.65 36.50 ----- ----- --- - ----- ----- ---- ----- ----- 0.640 0.64
10.45 0.67. 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.657 0.66
10.50 0.68 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.674 0.67
10.55 0.70 36.50 ----- ----- ---- ----- ----- ---- ----- ----- 0.691 0.69
10.60 0.72 36.50 ----- ----- ----- ----- ---- ' ----- ----- 0.710 0.71
10.65 0.75 36.50 ----- ----- ----- ---- ---- - 0.733 0.73
10.70 0.77. 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.759 0.76
10.75 0.80 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.786 0.79 ,
10.8 0.83 36.50 0.8 0.81
J 10.85 ----- ---- -- ----- ---- ----- ----- ----0.86 36.50 0.842 42 0.84
10.90 0.89 36.51 ----- ----- ----- ----- ----- ----- " ----- ---- 0.870 0.87
10.95 0.91 36.51 --- - ---- ----- --- ----- --- 0.898 0.90
11.00 0.94 36.51 ----- ----- ----- ----- ----- ----- ---- ----- 0.925 0.93
11.05 0.97 36.51 ----- ----- ----- ----- ----- ---- ----- ----- 0.955 0.96 .,,..
11.10 1.02 36.51 ----- ----- ----- ---- ---- ----- ----- -- 0.992 0.99
11.15 1.07 36.51 ----- ----- ---- ----- ----- ----- ---- ---- 1.041 1.04
11.20 1.14 36.51 ---- ----- ---- ----- ---- ---- ---- ----- 1.101 1.10
11.25 1.20 36.51 ----- ---- ----- ----- ----- ----- ----- ----- 1.166 1.17
11.30 1.27 36.51 ----- ----- ----- ----- ----- ----- ----- 1.233 1.23
11.35 1.34 36.51 ----- ----- ----- ----- ----- ----- ----- --- 1.299 1.30
11.40 1.40, 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.366 1.37
11.45 1.47 36.52 ----- ----- ----- ---- ----- ----- ----- ---- 1.433 1.43
11.50 1.54 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.500 1.50
11.55 1.76 36.52 ----- ----- ----- ----- , '----- --- ---- 1.641 1.64,.,
11.60 2.46 36.53 ----- ----- ----- ----- ----- - -- ----- ----- 2.082 2.08
11-65 3.68 36.54 ----- ----- ----- ----- ----- ----- ----- ----- '3.009 3.01
11.70 ' 5.22 36.57 ----- ----- ----- ---- 4.361 4.36
11.75 6.87 36.60 ----- ----- ----- ----- ----- ----- ----- ----- 5.940 5.94
11.80 8.81 36.63 ----- ----- ----- --- ----- ----- ----- ----- 7.720 7.72
11.85 11.63 36.67 ----- ----- ----- ----- ----- ----- ----- ----- 10.063 10.06
11.90 .15.45 36.75 ----- ----- ----- ----- . ----- ----- ----- ----- 11,715. 11.72
11.95 18.35 << 36.92 ----- ----- ----- ----- ----- ----- - --- ----- 11.724 11.72
12.00 16.94 "" 37.10 . ----- ----- ----- ----- ----- ----- ----- ----- 11,734 11.73
12.05 11.55 37.18 << ----- ----- ----- ----- ----- ----- ----- ----- 11.739 11.74 <<
12.10 6.22 37.09 ----- ----- ----- ----- ----- ----- ----- ----- 11.734 11.73
12.15 3.31 36.87 ----- ----- ----- ----- ----- ----- ----- ----- 11.722 11.72
12.20 2.46 36.64 ----- ----- ----- ----- ----- - ---- ----- 8.598 8.60
Continues on next page...

19
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.25 2.30 36.54 ----- -- ----- 2.769 2.77'
12.30 .2.14 _36.53 ----- ----- - ----- ----- ---- ----- ----- ----- 2.255 .. 2.26
12.35 1.98 36.53 ----- ----- ----- ----- ----- ----- ---- 2.074 2.07
12.40 1.82 36.52 ----- ----- ----- ----- ---- ----- ----- ----- 1.914 1.91
12.45 1.66 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.755 1.75
12.50 1.51 36.52 ----- ----- ----- ----- ----- 1.596 1.60
12.55 1.36 36.52 ----- ----- - ---- ----- ----- ----- ---- 1.442 1 A4
12.60 1.25 36.51 -- ----- ----- ----- ----- ----- - --- 1.312 1.31
12.65 1.18 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.221 1.22
12.70 1.14 36.51 ----- ---- ----- ----- ----- ----- ----- 1.162 1.16
12.75 1.10 36.51 ----- ----- ----- ----- ---- ----- ----- ----- 1.120 1.12
12.80 1.06 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.083 1.08
12.85 1.03 36.51 ----- ----- ----- ---- ----- ----- ----- ----- 1.047 1.05
12.90 0.99 36.51 ----- ----- ----- ----- ----- ----- ----- ---- 1.011 1.01
12.95 0.95 36.51 ----- ----- ----- ---- ----- ----- ----- ----- 0.975 0.97
13.00 0.92 36.51 ----- ----- ---- ----- ----- ----- ----- ----- 0.938 0.94
13.05 0.88 36.51 ----- ----- ----- ----- - ----- ----- 0.903 0.90
13.10 0.85 36.51 ----- ----- ----- - ---- ----- ----- 0.871 0.87
13.15 0.83 36.51 ----- ---- ----- ----- ----- ----- ----- ----- 0.843 0.84
13.20 0.81 36.50 ----- ---- - - ----- 0.821 0.82
13.25 0.79 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.801 0.80
13.30 0.77 36.50 ----- ----- ----- ----- --- ----- ----- ----- 0.781 0.78
13.40 0.7 0.73 36.50 ----- ----- ---- ---- ----- ----- ----- ----- . .0.74 0.74
13.40 36.50 0.72 0.7
13.45 0.71 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.722 0.72
13.50 0.69 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.703 0.70
13.55 0.67 36.50 ----- ----- ----- ----- ----- -- - --- ----- 0.684 0.68
13.60 0.66 36.50 ----- ----- -----
----- ----- ----- ----- ------ 0.665 0.67
13.65 0.64 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.649 0.65
13.70 ' 0.63 36.50 ----- ----- ----- ---- ----- ---- ----- ----- 0.634 0.63
13.75 0.61 36.50 ----- ----- ---- ----- ----- ---- ----- ----- 0.620 0.62
13.80 0.60 36.50 - ----- ----- ----- ----- ----- ----- ----- 0.606 0.61
13.85 0.58 36.50 ----- ----- ----- ----- - --- ----- ----- 0.592 .0.59
13.90 0.57 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.578 0.58
13.95 0.56 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.564 0.56
14.00 0.54 36.50 ----- ----- ----- ----- --- ----- ----- ----- 0.550 0.55
14.05 0.53 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.536 0.54
14.10 0.52 36.50 ----- ----- ----- ----- ---- -, - 0.525 0.52
14.15 0.51 36.50 ----- -- -- ----- ----- ----- ----- ----- 0.516 0.52
14.20 0.51 36.50 ----- ----- ----- ----- ----- ----- - 0.509 0.51
14.25 0.50 36.50 ----- ---.- ----- ----- ----- ----- ----- ----- 0.504 0.50
14.30 0.50 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.499 0.50
14.35 0.49 36.50 ----- ----- ----- ----- ----- ---- ---- ----- 0.494 0.49
14.40 0.49 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.489 0.49
14.45 0.48 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.484 0.48
14.50 0.48 36.50 ----- ----- ----- ----- ----- ----- ---- 0.479 0.48
"14:55 "'0.47 36:50 ----- ----- ----- _----- ----- ----- ----- ----- ... 0.474 0.47
14.60 0.47 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.469 0.47
14.65 0.46 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.465 0.46
® 14.70 0.46 36.50 0.460 0.45
14.75 0.45 36.50 0.455 0.4
Continues on next page...

20
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Will Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.80 0.45 36.50 ---- ----- ----- ----- ----- ----- ----- ----- 0.450 0.45
14.85 0.44 36.50 ---- ----- ----- ----- ----- ----- ----- ----- 0.445 0.45
14.90 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.440 0.44
14.95 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.435 0.44
15.00 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- 0.430 0.43
15.05 0.42 36.50 ----- ----- ----- ----- - ----- ----- ----- 0.426 0.43
15.10 0.42 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.421 0.42
15.15 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.416 0.42
15.20 0.41 36.50 ----- ----- --- - ----- ----- ----- ----- ----- 0.411 0.41
15.25 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.406 0.41
15.30 0.40 36.50 ----- ----- ----- ----- ---- ----- ----- ----- 0.401 0.40
15.35 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.396 0.40
15.40 0.39 36.50 ----- ----- ----- ---- - - ----- 0.391 0.39
36.50 ----- ----- - ----- 0.387 0.39
15.45 0;38 ----- ----- ----- -----
15.50 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
15.55 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.377 0.38
15.60 0.37 36.50 ----- ----- ----- ----- ' ----- ----- ---- ----- 0,372 0.37
15.65 0.36 36.50 ----- - -- ----- ----- ----- 0:367 0.37
15.70 0.36 36.50 ----- ---- ---- ----- ----- ----- ----- - 0.362 0.36
15.75 0.35 36.50 ----- ---- - ----- ----- ----- 0.357 0.36
15.80 0.35 36.50 ----- ----- - ----- ----- ----- ----- ---- 0,352 0.35
15.85 0.34 36.50 ----- ----- - - ----- ----- --- ----- 0.347 0.35 -
..1 15.9 0.3 36.50 ---- ---- ----- -- ----- ----- ----- 03 0.34
J 15.95 0.333 36.50 0,338 0.34
16.00 0.33 36.50 ----- ----- --- - ----- ----- ----- ---- 0.333 0.33
16.05 0.33 36.50 -- ----- ----- ----- ----- ----- ----- ----- 0.328 0.33
16.10 0.32 36.50 - ----- ----- ----- ----- ----- 0.324 0.32
16.15 0.32 3&50 -- ----- ----- ----- ----- ----- . 0,321 0.32
16.20 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- 0.318 0.32
16.25 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.316 0.32
16.30 0.31 36.50 --- ----- ----- ----- ----- ----- ----- ----- 0.315 0.31
16.35 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.313 0.31
16.40 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.311 0.31
16.45 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.310 0.31
16.50 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.308 0.31
16.55 0.31 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0,306 0.31
16.60 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.304 0.30
16.65 0.30 36.50 ----- ----- ----- ----- ---- - . . 0.303 0.30
16.70 0.30 36.50 ----- ----- ----- ----- --- 0.301 0.30
0.299 '" 0.30
16.80 0.30 36.50 ----- ----- ---- - - - ----- ----- 0.297 0.30
16.85 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.296 0.30
16.90 0.29 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.294 0.29
16.95 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- - --- 0.292 0.29
17.00 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.290 0.29
17.05 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.289 0.29
1710 0.29 36:50 ----- ----- ----- ----- ---- ----- ----- ---- 0.287 0.29
17.15 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.285 0.29
17.20 0.28 36.50 - ----- ----- ----- ----- ---- ----- ----- 0.283 0.28
17.25 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,282 0.28
17.30 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.280 0.28
Continues on next page...

21
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.35 0.28 ...... 3&49" ----- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
17.40 , 0.28 36.49 ----- ----- ----- ----- ----
---- ----- ----- 0.276 0.28
17.45 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- 0.275 0.27
17.50 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.273 0.27
17.55 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.271 0.27
17.60 0.27. 36.49 ----- ----- ---- ----- 0.269 0.27
17.65 0.27 36.49 ----- ----- -- - --- ----- ----- ----- ----- 0.268 0.27
17.70 0.26 36.49 --- ----- ----- ----- ----- ----- ----- ----- 0.266 0.27
17.75 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
17.80 0.26 36.49 ----- ----- ----- ----- - --- ----- ----- 0.262 0.26
17.85 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.261 0.26
17.90 0.26 36.49 ----- ----- ----- - --- ----- ----- ----- ----- 0.259 0.26
17.95 0.26 36.49 ----- ----- -- ----- ----- ----- ----- ----- 0.257 0.26
18.00 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.255 0.26
18.05 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.254 0.25
18.10 0.25 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.252 0.25
18.15 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.250 0.25
18.20 0.25 36.49 ---- ----- --- - ----- ----- ----- ----- ----- 0.249 0.25
18.25 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
18.30 0.24 36.49 ----- ---- ---- ----- ---- ----- ----- ----- 0.245 0.25
18.35 0.24 36.49 --=-- ----- ----- ----- ----- ----- ----- ----- 0.243 0.24
18.40 0.24 36A9 ., ----- ---- ----- ----- ----- ----- ----- ----- 0.241 0.24
ll 18.45 0.24 36.49 ----- - ----- ---- ----- ----- ----- ----- ----- 0.240 ..0.24
-1 18.50 0.24 36.49 ----- - ----- ----- ---- ----- ----- ---- 0.238 0.24
18.55 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.236 0.24
18.60 0.23 36.49 --- ----- ----- ----- ----- ----- ----- ----- 0.235 0.23
18.65 0.23 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.233 0.23
18.70 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.231 0.23
18.75 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
18.80 0.23 36.49 ---- ----- ----- ----- ----- ----- --=-- 0.228 0.23
18.85 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
18.90 0.22 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.224 0.22
18.95 0.22 36.49 ----- ---- - - ----- ----- ----- 0.222 0.22
1900. 0.22 36.49 ----- ----- ----- ----- ----- ----- ---- - --- 0.220 0.22
19.05 0.22 36.49 ----- ----- ----- ----- 0.219 0.22
19.10 0.22 36.49 ----- ----- ----- ----- ----- ----- ---- 0.217 0.22
19.15 0.21 36.49 ----- ----- ---- ----- ----- ----- ----- ---- 0.215 0.22
19.20 0.21 : . 36.49 ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
19.25 0.21 36.49 ----- -- --- ----- ----- ---- ----- 0.212 0.21
19.30 0.21 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.210 0.21
19.35 0.21 36.49 ----- ----- ----- ---- ----
---- ----- ----- 0.208 0.21
19.40 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.207 0.21
19.45 0.20 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.205 0.20
19.50 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.203 0.20
19.55 0.20 36.49 ----- ----- -- ----- ----- ----- ----- ----- 0.201 0.20
19.60 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.20
19:65" ::0.20 "' 36'49 ----- ----- ----- ----- ----- ----- ----- ---
= 0.198 0.20
1970. 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.196 0.20
19.75 0.19 36.49 - ----- ----- ----- ---- ----- ----- ----- 0.194 0.19
19.80 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
19.65 0.19 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.191 0.19
Continues on next page...

22
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.90 0.19 36.49 ----- ----- -----
------ ----- ----- ----- ----- 0.189 0.19
19.95 0.19 36.49 ----- ----- -----
----- ----- ---- ----- ----- 0.187 0.19
20.00 0.18 36.49 ----- ---- ----- ----- ----- ----- ----- 0,186 0.19
20.05 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.184 0.18
20.10 0.18 36.49 ----- ----- 0.183 0.18
----- ----- ----- ----- -----
20.15 0.18 36.49, ----- -- -- ----- ----- ----- ----- ----- 0.182 0.18
20.20 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.181 0.18
20.25 0.18 36.49 ----- ----- ----- ----- ---- - - 0.181, 0.18
20.30 0.18 36.49 ----- ----- ----- --- ----- ----- ----- ---- 0.180 0.18
20.35 0.18 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.180 0.18
20.40 0:18 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.180 0.18
20.45 0.18 36.49 ----- ----- ----- ----- - ----- 0.179 0.18
20.50 0.18 36.49 ----- ----- -- - ----- ----- ----- 0.179 0.18
20.55 0.18 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.178 0.18
20.60 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.18
20.65 0.18 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.178 0.18
20.70 0.18 36.49 ---- ----- ----- ----- ----- - --- ----- ----- 0.177 0.18
20,75 0.18 36,49 ----- - ---- ----- ----- ----- -----.• . 0.177.. . 0.18
20.80 0.18 36.49 ----- ----- ----- ----- ----- ----- 0.177 0.18
20.85 0.18 36.49 ----- ----- ----- ----- ---- ---- ----- ---- -0.176 0.18
20.90 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.176 0,18
20.95 0.18 36.49 ----- ----- ----- ----- ----- 0.176 0.18
21.0 0.18 36.49 ----- ---- ----- 0.175 . .0.18
21.05 ----- ----- ----- --0.17 36.49 -- 0.175 0.18
21.10 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.175 0.17
21.15 0.17 36.49 - ----- ----- ----- ----- 0.174 0.17
21.20 0.17 36.49 ----- ----- ----- ----- ----- - 0.174 0.17
21.25 0.17 36.49 ----- ---- ----- ---- - 0.174 0.17
21.30 0.17 36.49 ----- ----- ----- ----- ---- ----- ----- ---- 0.173 0.17
21.35 0.17 36.49 ----- ----- ----- ----- -- - --=-- '0.173 0.17
-----
21.40 0.17 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.172 0.17
21.45 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- - 0,172 0.17
21.50 0.17 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.172 . 0.17
21.55 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.172 0.17
21.60 0.17 36.49 ----- ----- -- --
----- ----- ----- ----- ----- 0.171 0.17
-
21.65 0.17 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.171 0.17
21.70 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.171 0.17
21.75 0.17 36.49 ----- ----- ----- ----- - --• . . -.. . -- 0.170 0.17
21.80 0.17 36.49 ----- ----- ----- ---- ----- ---- ----- 0.170 0.17
21.85 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- ....0.169 0A7
21.90 0.17 36.49 ----- ----- ----- ---- ---- ----- ----- 0.169 0.17
21.95 0.17 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.169 0.17
22.00 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.168 0.17
----- -----
22.05 0.17 36.49 ----- ----- ----- ----- ----- 0.168 0.17
22.10 0.17 36.49 ---- ---- ----- ----- ----- ----- ----- 0.168 0.17
----- -----
22.15 0.17 36.49 ----- ----- ----- ----- ----- 0.167 0:17
22.20 '0.17. "36.49 ----- ----- ----- ----- ----- ----- ----- ----- " "07167 0.17
22.25 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.167 0.17
22,30 0.17 36.49 ----- ----- ----- ----- ---- ----- ----- ---- 0.166 0.17
22.35 0.17 36.49 ---- ----- ----- ----- ----- ----- ----- 0.166 0.17
22.40 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.166 0.17
Continues on next page...

23
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.45 0.17 36.49 ----- ----- - - - ----- ----- ----- -----
----- 0.165 0.17
- -
22.50 0.16 .36.49 ----- ----- ----- ----- ----- ----- ----- 0.165 0.16
22.55 0.16 .. 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.165 0.16
22.60 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,164 0.16
22.65 0.16 36.49 ----- ----- ---- - - ----- ----- 0.164 0.16
22.70 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.163 0.16
22.75 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.163 0.16
22.80 0.16 36.49 ----- ----- ----- ----- ----- ---- -.. 0.163.. 0.16
22.85 0.16 36.49 ----- ----- --- - ----- ----- ----- ----- ----- 0.162 0.16
22.90 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.16
22.95 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,162 0.16
23.00 0.16 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.161 0.16
23.05 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.161 0.16
23.10 0.16 36.49 ----- ----- ----- ----- ----- ----- - ----- 0,161 0.16
23.15 0.16 36.49 ----- ----- - ----- ----- ----- ----- ---- 0.160 0.16
23.20 0.16 36.49 ----- ----- ----- ----- - ----- ---- 0.160 0.16
23.25 0.16 36.49 ----- ----- ----- ----- ---- ----- ---- 0.160 0.16
23.30 0.16 36.49 ----- ---- ----- ----- ----- - ----- ----- 0.159 0:16
23.35 0.16 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.159 0.16
23.40 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.159 0.16
23.45 '0.16 36.49 - - - ---- ----- ----- 0.158 0.16
23.50 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ., . .0.158 0.16 .
23:55 0.16 36.49 ----- ----- --- - - ----- ----- 0.157 .0.16
23.60 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.157 0.16
23.65 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.157 0.16
23.70 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- -----. 0.157 0.16
23.75 0.16 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.156 0.16
23.80 0.16 36.49 ----- ----- ----- ----- ----- ---- - - 0.156 0:16
23.85 0.16 36.49 ----- . ----- ----- ----- ----- ----- ----- 0.156 0.16
23.90 0.15 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0,155 0.16
23.95 0.15 36.49 ----- ----- ----- ---- ----- ----- - --- 0.155 0.15
24.00 0.15 36.49 ----- - ----- ----- --- ----- ----- ----- 0.154 0.15
24.05 0.12 36.49 ----- ----- ----- ----- ----- ----- 0.140 0.14
...End

4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak discharge:. _ 11.76 cfs
Storm frequency = 25 vrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.57 ft
Reservoir name = infiltration trench 4 Max. Storage = 6,188 cult
Storage Indication method used. Hydrograph Volume=58,174 tuft
trench 4 routing
Q (cfs) Hyd. No. 19 --25 Yr Q (cfs)
24.00 24,00
I
20.00 20.00
12.00 12.00
8.00 8.00
4.00
0.00 4.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18

24
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type- _ Reservoir. peak,discharge, = 11.76 cfs
Storm frequency = 25 vrs Time interval = 3 min .
Inflow hyd. No. 18 Reservoir name = infiltration tren
Max. Elevation = 37.57 ft Max. Storage = 6,188 cult
Storage Indication method used. Outflow hydrograph volume=58,174 cuft
(Printed values-1%of QP.)'
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.95 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.118 0.12
2.00 0.12 36.49 ----- ---- ----- ----- ----- ----- --- 0.121 0.12
2.05 0.13 36.49 ----- ----- ----- ----- ----- ----- . 0.124 0.12
2.10 0.13 36.49 - ----- ----- ----- ----- 0.127 0.13
2.15 0.13 36.49 - ----- --- ----- ----- ----- ----- ----- 0.129 0.13
----- 0.132 0.13
.2.25 0.14 36:49 ----- ----- ----- ---- - 0.134 0.13
2.30 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- - 0.136 0.14
2.35 0.14 36.49 ----- ----- --- - ----- ----- ----- ----- ----- 0.139 0.14
----- 0,141 0.14 "
2.50 ----- ----- ----- ---- --- -0.14 36.49 --- - 0.14 0.14
2 0.15 36.49 ---- 0.146 0.15
2.55 0.15 36.49 ----- ----- ----- '---- -----
_ -__ 0.148 0.15 .
2.60 0.15 36.49 ---- ----- ----- ----- ----- ----- ----- 0.150 0.15
2.65 0.15 36.49 ---- --- - - ----- ----- 0.152 0.15
----- 0.154 0.15
2.75 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.156 0.16
2.80 0.16 36.49 ----- ----- ---- ---- ----- ----- ----- 0.158 0.16
2.85 0.16 36.49 --- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
2.90 0.16 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.162 0.16
2.95 0.16 36.49 ---- ----- ----- ----- - --- ----- ----- 0.164 . 0.16
3.00 0.17 36.49 --- ----- ----- ----- ----- ----- ---- 0.166 0.17
3.05 0.17 36.49 ----- ---- ----- ----- ----- ---- ----- ---- .0.167 0.17
3.10 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- 0.169 0.17
3.15 0.17 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.171 0.17
3.20 0.17 36A9 ----- ----- ----- ----- ----- ----- ----- 0A73 0.17
3.25 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,174 0.17
3.30 0.18 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.176 0.18
3.35 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- . 0.178 0.18
3.40 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.179 0.18
3.45 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- 0.181 0.18
3.50 0.18 36.49 ---- ----- ----- ---- ----- ----- ----- 0.183 0.18
3.55 0.19 36.49 - - --- ---- -- - - 0.184 0.18
3.60 0.19 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.186 0.19
3.65 0.19 36.49 ---- ----- -----
----- ----- ----- ----- ----- '.0.187 0.19
3.70 0.19 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.189 0.19
3.75 0.19 36.49 ----- ----- - -- ----- ----- ----- ----- ----- 0.190 0.19
3.80 0.19 36.49 ---- ----- ----- ----- ----- ----- 0.192 0.19
Continues on next page...

25
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs tfs cfs cfs cfs cfs cfs cfs cfs
3.85 . 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
3.90 0.20 36.49 ----- ----- ----- -`--- ----- ----- -----J ---- .0.195' 0.19
3.95 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.196 0.20
4.00 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
4.05 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
4.10 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.20
4.15 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.202 0.20
4.20 0.21 36.49 ---- ----- ----- ------ ----- ----- ----- 0.204 0.20
4.25 0.21 36.49 ----- ----= ----- ----- ---- ----- ----- ----- 0.206 0.21
4.30 0.21 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.208 0.21
4.35 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.210 0.21
4.40 0.21 36.49 ----- ---- ----- ----- ----- ---- ----- ----- 0.213 0.21
4.45 0.22 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.214 0.21
4.50 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- 0.217 0.22
4.55 0.22 36.49 ---- - - ----- ----- ----- 0.219 0.22
4.60 0.22 36.49 --- ----- ----- ----- ----- ----- ----- ----- 0.221 0.22
4.65 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.223 0.22
4.70 0.23 36.49 -- ---- ----- ----- . . ------ . ----- ----- 0.225.. 0.22
4.75 0.23 36.49 ----- ---- ----- ----- ----- ----- ----- 0.227 0.23
4.80 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
4.85 0.23 36.49 ----- ----- ----- ----- ----
--- ----- ----- 0.231 0.23
4.90 0.23 36..49 ----- ---- ----- ----- ----- ----- 0.233 .0.23
4.95 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- .. .0.235 0.23
5.00 0.24 36.49 - ----- ----- ----- ----- ----- 0.237 0.24
5.05 0.24 36.49 ----- ----- ----- ---- ----- ----- --- ---- 0.239 0.24
5.16 0.24 36.49 ----- ----- --- - ----- ----- ----- ----- ----- 0.241 0.24
5.15 0.24 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.243 0.24
5.20 0.25 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.245 -0.24
5.25 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.247 0.25
5.30 0.25 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.249 0.25
5.35 0.25 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.251 0.25
5.40 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.253 0.25
5.45 0.26 36.49 ---- - ----- ---- ----- ----- 0.255 0.25
5.50 0.26 36.49 ---- - - - ----- ----- ---- 0.257 0.26
5.55 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.26
5.60 0.26 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.261 0.26
5.65 0.26 36.49 ----- ----- ----- ---- - ----- ----- ----- 0.262 0.26
5.70 0.27 36.49 ----- ----- ----- ----- ----- ---- - 0.264- 0.26
5.75 0.27 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.266 0.27
5.80 0.27 36'49 ----- ----- ---- ----- ----- ----- ----- - --- '-0.268 0.27
5.85 0.27 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.270 0.27
5.90 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.272 0.27
5.95 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.274 0.27
6.00 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.276 0.28
6.05 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
6.10 0.28 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.280 0.28
6.15 0.28 3&50 ----- ----- ----- ----- ----- ----- ----- ----- 0.282 0.28
6.20 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.283 0.28
6.25 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.285 0.29
6.30 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.287 0.29
6.35 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.289 0.29
Continues on next page...

26
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.40 0.29 36.50 ----- ----- ---- ----- ----- 0.291 0.29
---- ----- ----- 0.293 0.29
6.50 0.30 36.50 ----- ----- -----
----- ----- ----- ----- - 0.295 0.29
6.55 0.30 36.50 ----- ----- ----- -----
----- ----- ----- - ----- 0.29 0.299 0.30
6.60 0.30 36.50 ----- ----- ---- ----- ----- ----- 0.30
6.65 0.30 . 36.50 ---- ----- -----
--
----- ----- - -- ----- ----- 0.301 0.30
6.70 0.30 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.302 0.30
6.75 0.31 36.50 ----- ----- ----- ----' 0.304 0.30
6.80 0.31 36.50 ----- ----- ----- ----- ----- ----- 0.306 0.31
----- -----
6.85 0.31 36.50 ----- ----- ----- ----- ----- ----- 0.308 0.31
6.90 0.31 36.50 ----- ----- -----
----- ---- - - 0.310 0.31
6.95 0.31 36.50 ---- ----- ----- ----- -----
----- ---------- -----
----- 0.312 0.31
-
7.00 0.31 36.50 ----- ----- ----- ----- ---- ----- 0.313 0.31
7.05 0.32 36.50 ----- ----- ----- -----
----- ----- ----- ---- 0.315 0.32
7.10 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.317 0.32
7.15 0.32 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.319 0.32
7.20 0.32 36.50 ----- ----- ----- ----- ----- 0.321 0.32
7.25 •0.32 " 36.50 ----- ----- -----
----- ---- - - 0:323 •0:32
7.30 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- 0.325 0.32
7.35 0.33 36.50 ----- ----- ---- ----- ----- ----- -----
----- 0.326 0.33
7.40 0.33 36.50 ---- ----- ----- ----- ----- ----- ----- 0.328 0.33
.0.33 . 36.50 ---- ----- ---- ----- ---- 0.330 ..0.33
----- -----
7.4 ----- 0.332 0.33
7.55 0.33 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.334 0.33
7.60 0.34 36.50 ----- ----- ----- ----- ----- - ----- ----- 0.336 0.34
7.65 0.34 36.50 ----- -- -- ----- ----- ----- ----- ----- 0.337 0.34
7.70 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.339 0.34
7.75 0.34 36.50 ---- ----- ----- ----- " ----- ---- 0.341 0.34
7.80 0.34 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.343 0.34
7.85 0.35 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.345 0.34
7.90 0.35 36.50. ----- ----- ----- ---- ----- ----- ----- 0.346 0.35
7.95 0.35 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.348 0.35
8.00 0.35 36.50 ----- -----
----- ----- ----- ----- ----- 0.350 0.35
8.05 0.35 36.50 ----- ----- ----- ----
----- ----- ----- ----- 0.352 0.35
8.10 0.36 36.50 ---- ----- ----- ----- ----- 0.355 0.36
8.15 0.36 36.50 ----- ----- ----- ----- 0.361 0.36
----- ----
8.20 0.37 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.368 0.37------ 0.376 0.38____.
8.25 0.38 36.50 ----- ----- -----.,. ----- . . -----.. .. _
8.30 0.39 36.50 ---- ----- -----
---- ----- ----- ----- ----- 0.384 0.38
8.35 0.40 36.50 ----- ----- ----- ---=-' ----- ----- ----- ----- 0.392 0.39
8.40 0.41 36.50 ---- ----- ----- ---- ----- ----- ----- 0.401 0.40
8.45 0.41 36.50 ---- ----- ----- ----- ----- ----- ----- 0.409 0.41
8.50 0.42 36.50 -•--- ---- ----- ----- ----- 0.417 0.42
8.55 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.426 0.43
8.60 0.44 36.50 ---- ----- -----
----- ----- ----- ----- ---- 0A34 0.43
8.65 0.45 36.50 ----- ----- ----- ----- ----- ---- 0.442 0.44
8.70 0.46 36'.50 ----- ----- ----- ---- ----- --- ----- ----- 0.451 0.45
8.75 0.46 36.50 ---- ----- ----- ---- 0.459 0.46
8.80 0.47 36.50 ----- ----- ---- ----- ----- ----- ----- 0.467 0.47
8.85 0.48 36.50 ----- ----- ----- ----- ----- - --- ----- 0.475 0.48
8.90 0.49 36.50 ----- ----- ----- ----- ----- --- ----- ----- 0.484 0.48
Continues on next page...

27
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.95 0.50 36.50 ----- ----- 0.492 0.49'
----- ----- ----- ----- ----- -----
---- ----- ----- 0.501 0.50
9.05 0,51 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.509 0.51
9.10 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0,515 0.52
9.15 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- 0.519 0.52
9.20 0.52 36.50 . ----- ----- ----- ----- ----- ----- ----- ----- 0.521 0.52
9.25 0.52 36.50 ----- ----- ----- ---- ----- ----- ----- ---- 0.521 0.52
9.30 0.52 36.50 ----- ----- ----- ----- ----- ----- ---- ---- 0.522 M2,
9.35 0.52 36.50 ----- ----- ----- ----- ----- ----- - --- ----- 0.522 0.52
9.40 0.52 36.50 ----= ----- ---- ----- ----- ----- ----- ----- 0.522 0.52
9.45 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- 0.522 0.52
9.50 0.52 36.50 ----- ----- ---- ----- ----- ----- ----- ---- 0.522 0.52
9.55 0.52 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.523 0.52
9.60 0.53 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.526 0.53
9.65 0.54 36.50 - ----- ----- ----- ----- ----- ----- ----. 0.534 0.53
9.70 0.55 36.50 ----- ----- ----- - ----- ----- ----- ----- 0,545 0.54
9.75 0.56 36.50 ----- ----- ----- - ---- ----- ----- ----- 0.557 0.56
9.80 0.58 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.571 0.57
9.85 0.59 36.50 - ----- ----- ----- ----- ----- ----- ----- 0.584 0.58
9.90 0.60 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.597 0.60
9.95 0.62 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.610 0.61
10.00 0.63 36.50 ----- ----- ----- ----- ---- ----- ----- ----- 0.624 0.62
10.05 0.65 36.50 ----- ----- ----- ----- ----- ---- ---- ----- 0.637 0.64
10.10 0.66 36.50 ----- ----- ----- ----- _--- ----- ----- ----- 0.652 0.65
10.15 0.68 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.669 0.67
10.20 0.70 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.688 0.69
10.25 0.72 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.707 0.71
10.30 0.74 36.50 ----- ----- ---- - - - 0,727 0.73
10.35 0.76 36.50 ----- ----- ----- ----- ----- 0.747 0.75
10.40 0.78 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,767 0.77
10.45 0.80 36.50 ----- ----- ----- ---- ----- ----- -- ---- 0.787 0.79
10.50 0.82 36.50 ----- ----- --- - ----- ----- ----- ----- ----- 0,807 0.81
10.55 0.84 36.50 ----- ----- ----- ----- ---- ----- ----- ---- 0.828 0.83
10.60 0.86 36.51 ----- ----- ----- ---=- ----- ----- ---- ---- 0.851 0.85
10.65 0.89 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.878 0.88
10.70 0.93 36.51 --- ---- ----- ----- ----- ----- ----- 0.909 0.91
10.75 0.96 36.51 - ----- ----- ----- ----- ----- ----- 0.941 0.94
10.80 0.99 36.51 ----- ----- ----- ----- ----- .. ----- -----... ------ 0.975 0.97
10.85 1.03 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.008 1.01
10.90 1.06 36.51 - ----- ----- ----- ----- ----- ----- ----- 1.041 1.04
10.95 1.09 36.51 ----- ----- ----- ---7 ----- ----- ----- ----- 1,074 1.07
11.00 1.13 . 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.108 1.11
11.05 1.16 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.143 1.14
11.10 1.22 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.187 1.19
11.15 1.28 .. 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.246 1.25
11.20 1.36 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.317 1.32
11.25 - 1.44 36.51 ----- ----- ----- ----- ----- --=-- ----- ----- 1,395 1.39
11.30 1.52 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.474 1.47
11.35 1.60 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.554 L55
11.40 1.68 36.52 ----- ----- ----- ----- ----- ----- ----- ---- 1.633 1.63
11.45 1.76 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.713 1.71
Continues on next page...

trench 4 routing - - - 28
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.50 1.84 36.52 ----- ----- 1.793 1,79'
----- ----- ----- ----- ----- -----
11.55 2.11 36.52 ----- ----- ----- ----- ----- ---- ----- ---- 1.962 196
11.60 2.94 36.53 ----- ----- ----- ----- ----- ----- ----- ----- 2.488 2.49
11.65 4.40 36.55 ----- ----- ----- ----- ----- ----- ---- ----- 3.596 3.60
11.70 6.24 36.58 ----- ----- ----- ----- ----- ----- ----- ----- 5.211 5.21
11.75 8.20 36.62 ----- ----- ----- ----- ----- ----- ----- ----- 7.095 7.10
11.80 10.52 36.65 ----- ---- ----- ----- ----- ----- ----- 9.219 9.22
11.85 13.88 36.71 ----- - ----- ----- ----- ----- ----- ----- 11.713 11.71
11.90 18.43 36.85 ----- ----- ----- ----- ----- - ----- ----- 11.721 11.72
11.95 21.90 << 37.11 ----- ----- ----- ----- ----- - ----- ----- 11.735 11.73
12.00 20.21 37.40 ----- ----- ----- ----- ----- ----- ----- ----- 11.751 11.75
12.05 13.77 37.57 << ----- ----- ----- ----- ----- ----- ----- ----- 11.760 11.76 <<
12.10 7.42 37.53 ----- ----- ----- ----- ----- ----- ----- ----- 11.758 11.76
12.15 3.95 37.34 ----- ----- ----- ----- ----- ----- ----- ----- 11.747 11.75
12.20 2.94 37.08 ----- ----- ----- ----- ----- ----- ----- ----- 11.733 11.73
12.25 2.74 36.80 ----- ----- ----- ----- ----- ----- ----- ----- 11.718 11.72
12.30 2.55 36.60 ----- ----- ----- ----- ----- ----- ----- ----- 6.338 6.34
12.35 2.36 36.54 ----- ----- --- ----- ----- ----- ----- 2.700 2.70
12.40 2.17 36.53 ----- ----- ---- - -- - 2.296 2.30
" ' 2.093 2.09
12.45 1.98 36.53 ----- ----- ---s ----- ----- ---- ----- ----
12.50 1.80 36.52 ----- ----- ----- ----- ----- ---- - ----- 1.903 1.90
12.55 1.62 36.52 ----- ----- ----- - ----- ----- ----- ----- 1.720 1.72
12.60 1.49 36.52 ---- - - ----- 1.565 1.57
12.65 1.41 36.52 ----- ----- ----- ----- ----- - ----- ----- 1.455 1.46
12.70 1.35 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.385 1.39
12.75 1.31 36.51 ----- ----- ----- ----- ---- - - 1.336 1.34
12.80 1.27 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.292 1.29
12.85 1.22 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.249 1.25
12.90 1.18 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.205 1.21
12.95 1.14 36.51 ----- ----- ----- ----- ---- ----- ----- ----- 1.162 1.16
13.00 1.09 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.119 1.12
13.05 1.05 36.51 ----- ---- ----- ----- ----- ----- ----- ----- 1.077 1.08
13.10 1.02 36.51 ----- ----- ----- - ---- ----- ----- ----- 1.038 1.04
13.15 0.99 36.51 ----- ' ----- ----- ----- ----- ----- ----- ----- 1.006 1.01
13.20 0.96 36.51 ----- ----- ----- ----- ----- ---- ---- 0.979 0.98
13.25 0.94 36.51 ----- ----- - ----- ----- ----- ----- ----- 0.955 0.95
13.30 0.92 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.931 0.93
13.35 0.89 36.51 ----- ----- ----- ---- ----- ---- _ -;.. 0.908 0.91
13.40 0.87 36.51 ----- ----- ----- ----- ----- - --- ----- ----- 0.885 0.88
13.45 0.85 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.861 0.86
13.50 0.82 36.50 ----- ----- ----- ----- - ----- ----- ----- 0.838 0.84
13.55 0.80 36.50 ----- ---- ----- ----- ----- ----- ---- ----- 0.815 0.82
13.60 0.78 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.793 0.79
13.65 0.76 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.774 0.77
13.70 0.75 36.50 ----- ----- ----- ----- .. . --- ----- ----- 0.756 0.76
13.75 0.73 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.739 0.74
13.80 0.71 36.50 ----- ----- ----- ----- ---- ----- ----- ----- < "Ot722 0.72
13.85 0.70 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.706 0.71
13.90 0.68 36.50 ----- ----- ----- ----- ----- ----- ----- 0.689 0.69
13.95 0.66 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.672 0.67
14.00 0.65 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.656 0.66
Continues on next page...

29
trench 4 routina
Flydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow
(hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
14.05 0.63 36.50 ----- ----- ----- - ----- ----- ----- ----- 0,640 0.64
---- ----- ----- 0.625 0.63
14.15 0.61 36.50 ----- ---- - ----- ----- ----- 0.615 0.61
14.20 0.60 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.607 0.61
14.25 0.60 36.50 ----- ----- ----- ----- --- ----- ----- ----- 0.601 0.60
14.30 0.59 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.595 0.59
14.35 0.59 36.50 ----- ---- ----- ----- ---- ----- ----- ---- 0.589 0.59
14.40 0.58 36.50 ----- ----- ----- ----- -- ---- ----- --- 0.583 0.58
14.45 0.57 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.577 0.58
14.50 0.57 36.50 ----- ----- ----- ----- ----- ----- -----
----- 0.571 0.57
14.55 0.56 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.566 0.57
14.60 0.56 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.560 0.56
14.65 0.55 36.50 ----- ----- ----- ---- - ----- ----- ----- 0.554 0.55
14.70 0.54 36.50 ----- ---- - - ----- ----- ----- 0.548 0.55
14.75 0.54 36.50 ----- ----- ----- ----- - ----- ----- ----- 0.542 0.54
14.80 0.53 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.537 0.54
14.85 0.53 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.531 0.53
14.90 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.525 0.52
14.95 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.519 0.52
15.00 0.51 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.513 0.51
15.05 0.50 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.507 0.51
15.10 0.50 36.50 ----- ----- ----- - ----- ----- ----- ---- 0.502 0.50
15. 0.49 36.50 - 0.49 ..0. -
15.20 20 0.49 36.50 ----- ----- - --- ----- ---- --- 0.490 0.4949
15.25 0.48 36.50 ----- ---- ----- ----- ----- ----- ----- ----- 0.484 0.48
15.30 0.48 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.478 0.48
15.35 0.47 36.50 ----- ----- ----- ----- -- ----- ----- ----- 0.472 0.47
15.40 0.46 36.50 ----- ----- ----- ---- - - ----- 0,467 0.47
15.45 0.46 36.50 ----- ----- --- - ----- ----- ----- ----- ----- 0.461 0.46
15.50 0.45 36.50 ----- ----- - ----- ---- _ ----- ----- ----- ----- 0.455 0.46
15.55 0.45 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.449 0.45
15.60 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.443 0.44
15.65 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.438 0.44
15,70 0.43 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.432 0.43
15.75 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.426 0.43
15.80 0.42 36.50 ----- ----- ----- ----- ----- --- ----- ----- 0.420 0.42
15.85 0.41 36.50 ----- ----- ----- ----- - ----- ----- ----- 0.414 0.41
15.90 0.41 36.50 ----- ----- ----- =---- --- -.... 0.408.. . 0.41
15.95 0.40 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.403 0.40
16.00 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- '0.397 -0.40
16.05 0,39 36.50 -----. - ----- ----- ----- ----- ----- ----- 0,391 0.39
16.10 0:38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.386 0.39
16.15 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
16.20 0.38 36.50 ----- ---- ----- ----- ----- ----- ----- 0.380 0.38
16.25 0.38 36.50 ----- ---- ----- ----- ---- - ----- ---- 0.377 0.38
16.30 0.37 36.50 ----- ---- ----- ----- ----- ---- ---- 0.375 0.38
16.35 0.37 36':50 ----- ----- ----- ----- ----- ----- ----- ----- 0.373 0.37
16.40 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.371 0.37
16.45 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.369 0.37
16.50 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0,367 0.37
16.55 0.36 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,365 0.36
Continues on next page...

30
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs Cfs cfs cfs cfs cfs cfs
16.60 0.36 36.50 ----- ----- ----- - ----- ----- ----- ----- 0.363 0.36
16.65 0.36 ......36.50 --,-: .. ----- ----- ----- -----
---- ----- ----- 0.361 0.36
16.70 0.36 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.359 0.36
16.75 0.36 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.357 0.36
16.80 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- 0.355 0.35
16.85 0.35 36.50 --- ----- -----
----- ----- ----- ----- ----- 10.352 0.35
16.90 0.35 36.50 ---- ----- ----- ----- - --- ----- ---- 0.350 0.35
16.95 0.35 36.50 ----- ----- --- - ---- ----- ----- ----- ' ----- :.. 0.348- 0.35
17.00 0.35 36.50 --=- ----- ----- ----- ---- ----- ----- 0.346 0.35
17.05 0.34 36.50 ----- ---- ---- ----- ----- ---- 0.344 0.34
17.10 0.34 36.50 ----- ----- ----- ----- ----- - ----- ----- 0.342 0.34
17.15 0.34 36.50 ----- ----- --- ----- ----- ----- ----- 0.340 0.34
17.20 0.34 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.338 0.34
17.25 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- 0.336 0.34
17.30 0.33 36.50 ----- ----- ----- ----- ---- ----- ----- ---- 0.334 0.33
17.35 0.33 36.50 ---- ----- ----- ----- ----- ---- ----- 0.332 0.33
17.40 0.33 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.330 0.33
17.45 0.33 36.50 ----- ---- - - ----- ---- ----- 0.327 0:33
17.50 0.32 36.50 ---- - ----- ----- ----- ----- 0.325 0.33
17.55 0.32 36.50 ----- ----- - ----- ----- ----- ----- ----- 0.323 0.32
17.60 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- 0.321 0.32
17.65 0.32 36.50 -- - ----- ----- ----- ----- ----- 0.319 0,32
1.7.70 0.32 36.50 - ----- ----- ----- ----- 0.315 0.32
17.75 0.31 36.50 0.315 0.31
17.80 0.31 36.50 ----- ---- ---- ----- ----- ----- ----- 0.313 0.31
17.85 0.31 36.50 ----- ----- ----- ----- ----- ----- ---- 0.311 0.31
17.90 0.31 36.50 ----- ----- ----- ----- -----' ----- ----- 0.309 0.31
17.95 0.31 36.50 ----- ----- ----- ----- ----- ----- ---- 0.307 131
18.00 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.305 0.30
18.05 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.303 0.30
18.10 0.30 36.50 ----- ----- ----- ----- ----- ---- ----- 0.300 0.30
18.15 0.30 36.50 ----- ---- ---- ----- ----- -- -- ----- ----- 0.298 0.30
18.20 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.296 0.30
18.25 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- 0.294 0.29
18.30 0.29 36.50 - - - ----- ----- ----- ----- ----- 0.292 0.29
18.35 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.290 0.29
18.40 0.29 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.288 0.29
18.45 0.28 36.50 ----- ----- ----- ----- .. -- ----- ----- ---. 0.286, 0.29
18.50 0.28 36.50 ----- ----- -- -- ----- ----- ----- ----- ----- 0.284 0.28
18.55 0.28 36.50 ----- ----- ----- ----- ----- ----- -----
----- 0.282 '0z8
18.60 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.280 0.28 .
18.65 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- 0.277 0.28
18.70 0.27 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.276 0.28
18.75 0.27 36.49 ----- ----- ---- -- -----
____ ---- ----- 0.273 0.27
18.80 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.271 0.27
18.85 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- 0.269 0.27
18.90 0.27 '36:'49 ----- ----- ----- `---- ----- - -- 0.267 0.27
18.95 0.26 36.49 --- ----- ----- ----- ----- ----- ----- 0.265 0.27
-----
19.00 0.26 36.49 ----- --- ----- ----- ----- 0.263 0.26
-----
19.05 0.26 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.261 0.26
19.10 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.26
Continues on next page...

31
trench routipg -
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.15 0.26 36.49 ----- ----- ----- ----- -=--- ----- ----- ----- 0.257 0.26
19.20 0.25 36,49 ----- ----- ----- ---- ----- ----- ----- . 10.255 0.25
19.25 0.25 36.49 ----- ----- ----- - --- ----- ----- 0.253 0.25
19.30 0.25 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.250 0.25
19.35 0.25 36.49 ----- ----- ----- ----- ----- ----- ---- 0.248 0.25
19.40 0.25 . 36.49 ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
19.45 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- 0.244 0.24
19.50 0.24 36.49 ----- ----- ----- ----- ----- ---- --- 0.242. 0.24
19.55 0.24 36.49 ----- ----- ----- ----- -- -- ----- ----- 0.240 0.24
19.60 0.24 36.49 --- ---- --- - ----- ----- ---- ----- ----- 0.238 0.24
19.65 0.23 36.49 ---- ----- -----
----- ----- ----- - ----- 0.236 0.24
19.70 0.23 36.49 ----- ----- ---- ----- ----- ----- - - ---- 0.234 0.23
19.75 0.23 36.49 ----- ----- -----
----- ----- ---- ----- ----- 0.232 0.23
19.80 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- 0.230 0.23
19.85 0.23 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.228 0.23
19.90 0.22 36.49 ----- ----- ----- ---- ---- ----- ----- 0.226 0.23
19.95 0.22 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.223 0.22
20.00 0.22 36.49 - ----- ----- ----- ----- ------ 0.221 0.22
20.05 0.22 36.49 ----- ----- ----- ----- ---- ----- --=-- - --- 0.219 0.22
20.10 0.22 36.49 ----- ----- ----- ----- ---- ---- 0.218 0.22
20.15 0.22 36.49 ----- ----- - ---r- ----- ----- ----- ----- 0.217 0.22
---- ...
20.20 0.22 36.49 ----- ----- ----- ----- ----- -----
----- . 0.216 0.22
20.25 0.22 36.49 ----- ----- -----
----- ----- - ----- ----- 0.215 0.22
20.30 0.21 36.49 ----- ---- ----- ---- - - 0.215 0.21
20.35 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
20.40 0.21 36.49 ----- ----- ----- ----- ----- ----- . 0.214 0.21
20.45 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
20.50 0.21 36.49 ----- --- ----- ----- ----- ----- ------ .. 0.213 0.21
20.55 0.21 36.49 ----- ----- -- - ----- ----- ----- ----- 0.213 0.21
20.60 0.21 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.212 0.21
20.65 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
20.70 0.21 36.49 ----- - --; - ----- ----- ----- ----- 0.211 0.21
20.75 0.21 36.49 ----- - ----- ----- ----- ----- ----- 0.211 0.21
20.80 0.21 36.49 ----- ----- ----- ----- - --- ----- ----- 0.211 0.21
20.85 0.21 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.210 0.21
20.90 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.210 0.21
20.95 0.21 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.210 0.21
21.00 0.21 36.49 ----- - - --- - - 0.2091. 0.21
21.05 0.21 36.49 ----- ----- -----
----- ----- ----- ----- 0.209 0.21
----
21.10 0.21 36.49 ----- - ---- 0.208 0.21
----- ----- ----- ----- -----
21.15 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
21.20 0.21 36.49 ---- ----- ----- ----- ----- 0.207 0.21
21.25 0.21 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.207 0.21
21.30 0.21 36.49 ---- ----- ----- ----- ----- - 0.207 0.21
21.35 0.21 36.49 ---- ----- ----- ----- ----- ----- 0.206 0.21
21.40 0.21 36.49 ---- ---- ----- ----- ----- ---.-- ---- 0.206 0.21
21.45 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- -0.205 0.21
21.50 0.20 36.49 ---- ----- ----- ----- ----- ----- ----- 0.205 0.20
----- ----- -----
21.55 0.20 36.49 ----- ----- ----- ----- ----- 0.204 0.20
----- -----
21.60 0.20 36.49 ----- ----- ----- ----- ----- ----- 0.204 0.20
21.65 0.20 36.49' ----- ----- ----- ----- ----- ----- ----- 0.204 0.20
Continues on next page...

32
trench 4 routina
Hydrograoh Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs Cfs cfs cfs cfs cfs
21.70 0.20 36.49 = ' ----- ----- 0.203" 0.20
21..75 ... 0.20 36.49 ---- ----- - ----- ----- ----- ----- 0.203 0.20
21.80 0.20 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.202 0.20
21.85 0.20 36.49 ----- ----- ----- ----- ----- ---- ----- 0.202 0.20
21.90 0.20 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.202 0.20
21.95 0.20 36.49 . ----- ----- ----- ----- ----- ----- ----- ---- 0.201 0.20
22.00 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.201 0.20
22.05 0.20 36.49 ----- .. . - - . . 0.200 :.. 0.20
22.10 0.20 36.49 ----- ----- ----- ----- - ----- ----- 0.200 0.20
22.15 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
22.20 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0,199 0.20
22.25 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
22.30 0.20 36.49, ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
22.35 0.20 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.198. 0.20
22A0 0.20 36.49 ---- ----- ----- ----- ----- ----- ----- 0.197 0.20
22.45 0.20 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.197 0.20
22.50 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0.197 0.20
22.55. 0.20 36:49 ----- ---- ----- ---- - - --- 0.196 0.20
22.60 0.20 36.49 ----- ----- -- -- ----- ----- ----- ----- 0.196 0.20
22.65 0.20 36.49 ----- - ----- ----- ----- ----- ----- 0.195 0.2
22.70 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.195 0.19
22.75 0.19 36.49 ---- ----- ----- ----- ----- ----- ---- 0.195 0.19 .,
22.80 0.19 36.49 ----- ----- --- - ----- ----- ----- ----- ----- 0.194 .0.19
22.85 0.19 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.194 0.19
22.90 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.19
22.95 0.19 36.49 ----- ---- - ----- ----- ----- 0.193 0.19
23.00 0.19 36.49 "----- ----- ----- ----- ----- ----- 0.192 0.19
23.05 0.19 36.49 ----- ----- ----- ----- ----- - -- - 0.192 0.19
2110 0.19 36.49 ----- ---- ----- ----- ----- ----- - 0.192 0.19
23.15 0.19 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.191 0.19
23.20 0.19 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.191 0.19
23.25 0.19 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
23.30 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
23.35 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
23.40 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
23.45 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
23.50 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.188 0.19
23.55 . . 0.19 36.49- ----- ----- ----- ----- -------- 0.188: .. 0.19_.
23.60 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.19
23.65 0.19 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.187 0.19
----- -----
23.70 0.19 36.49 ----- ----- ----- ----- ----- ----- 0,187 0.19
23.75 0.19 36.49 ----- ----- ----- ----- ----- --- - ----- ----- 0.186 0.19
23.80 -0.19 36.49 ----- ----- ----- ----- --- ----- ----- 0.186 0.19
23.85 0.19 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.185 0.19
23.90 .0.18 36.49 ----- -- -- ----- ----- - - ----- ----- 0.185 0.18
23.95 0.18 36.49 ----- ----- ----- ----- - ----- ---- 0.184 0.18
24'M 0.18 36'.49 ----- ----- ----- ---- ----- ----- ----- ----- ,.. . 0.184 0.18
24.05 0.15 36.49 ----- ----- ----- ----- ---- - 0.166 0.17
...End

5
Hydrograph Plot
Hydralow Hydrographs by Intellsolve Sunday,Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir . Peak•discharge = 11.78-cfs
Storm frequency = 50,yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 37.91 ft
Reservoir name = infiltration trench 4 Max. Storage = 8,175 cuft
Storage Indication method used. Hydrograph Volume=65,657 cuft
trench 4 routing
Q (cfs)
Q (cfs)
Hyd. No. 19 -- 50 Yr
28.00 28.00
1 24.00 20.00 24.00
20.00
16.00 16.00
12.00 12,00
8
8.00
.00
4
4.00 .00
0
0.00 .00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18

33
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27 2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak discharge -_:_ .11-.7.R cfs
Storm frequency = 50,yrs Time interval = 3 min
Inflow hyd. No. = 18 Reservoir name = infiltration tren
Max. Elevation = 37.91 ft Max. Storage = 8,175 cult
Storage Indication method used. Outflow hydrograph volume=65,657 cuff
Hydrograph Discharge Table `Printea values-I%of 0p)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.60 0.12 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.12
1.65 0.13 36.49 ----- ----- --- ----- ---- ----- ----- ----- 0.123 0.12
1.70 0.13 36.49 ----- ----- ----- ----- ----- ----- ----- - 0.127 0.13
1.75 0.13 36.49' ----- ----- ----- ----- ----- ----- ----- ----- 0.130 0.13
1.80 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.134 0.13
1.85 0.14 36.49 ----- ----- ----- ----- ----- ---=- ---- ----- 0.137 0.14
1.90 0.14 36.49 ----- ----- ---- ----- ----- ----- ----- - --- 0.140 0.14
1.95 0.14 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.143 0.14
2.00 0.15 36.49 ----- ----- - ----- ----- ----- ----- 0.146 0.15
2,05 0.15 36,49 ----- ----- ----- ----- --- ---- ---- 0.149 0.15
1 2.15 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.152 0.15
2.15 0.16 36.49 0.155 0.15
2.20 0.16 36.49 - ----- ----- ----- ----- ----- 0.157 0.16
2.25 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.16
2.30 0.16 36.49 ----- ---- ----- ----- ----- ---- ----- 0.163 0.16
2.35 0.17 36.49 ---- - - ----- ----- 0.165 0.17
2.40 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- --- 0.168 0.17
2.45 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.170 0.17
2.50 0.17 36.49 ----- ----- ----- ----- ----- ----- ---- ----- 0.172 0.17
2:55 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.175 0.17
2.60 0.18 36.49 ----- ----- ----- ---- --"-
---- ----- ----- 0.177 0.18
2.65 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.179 0.18
2.70 0.18 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.181 0.18
2.75 0.18 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.184 0.18
2.80 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- 0.186 0.19
2.85 0.19 36.49 " ----- 0.188 0.19
2.90 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.19
2.95 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.192 0.19
3.00 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- 0.194 0.19
3.05 0.20 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.196 0.20
3.10 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.198 0.20
3.15 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,199 0.20
3.20 0.20 36.49 .. . ---- .------ - ... - ------ ----- --- 0.201 0.20
3.25 0.20 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.203 0.20
3.30 0.21 36.49 ----- --I-.-- --- ----- ----- ----- ----- ----- 0,205 '0'21
3.35 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.207 0.21
3.40 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
is3.45 0.21 36.49 ----- ----- ----- ----- ---- ---- ----- 0.210 0.21
Continues on next page...

34
trench 4 routing y
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 0.21 3649 ----- ----- --- ----- ----- ----- ----- ----- 0.212 0.21'
3.55,... 0.21 36.49 ----- ----- ----- ----- -----
---- ----- ----- 0.214 0.21
3.60 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.215 0.22
3.65 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.217 0.22
3.70 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- 0.219 0.22
3.75 0.22 36.49 ----- ---- ----- ----- ----- ----- ----- 0.220 0.22
3.80 0.22 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.222 0.22
3.85 0.22 36.49 ----- ----- ---- - - - ----- ----- _. 0.223 0.22
3.90 0.23 36.49 ----- ----- . ----- ----- ----- ----- ----- ----- 0.225 0.22
3.95 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
4.00 0.23 36.49 ---- ----- ----- ----- ----- ----- ----- 0.228 0.23
4.05 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
4.10 0.23 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.231 0.23
4.15 0.23 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.233 0.23
4.20 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- 0.235 0.24
4.25 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.237 0.24
4.30 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.240 0.24
4.35 0.24 36.49 ----- ----- ----- ------ - ----- - --- ----- ----- 0.242 0.24
4.40 0.25 36A9 ----- ----- ----- ----- ----- ----- ---- ----- 0.244 0.24
4.45 0.25 36.49 - ----- ----- ----- ----- ----- 0.247 0.25
4.50. 0.25 36.49 ---- ----- ----- -- ----- ----- 0.249 0.25
4.55 0.25 36.49 ----- ----- ----- -----
----- ----- ----- ----- ..0.251 0.25
4.60 0.25 36.49 ----- -----
----- ----- ----- ----- ----- -. 0.253 0.25
4.65 0.26 36.49 ----- ---- ----- -"" -'--
-_- ----- ----- 0.256 0.26
4.70 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.258 0.26
4.75 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- 0.260 0.26
4.80 0.26 36.49 ----- ----- ----- -'-" --'--
---- ----- ----- 0.262 0.26
4.85 0.27 36.49 ---- ----- -----
----- ----- ----- ----- ----- - 0.265 0.26
4.90 0.27 36.49 ----- ----- ---- ----- ----- ----- ----- ----- 0.267 0.27
4.95 0.27 36.49 ----- ---- ----- ----- ----- ----- ----- 0.269 0.27
5.00 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.271 0.27
5.05 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.273 0.27
5.10 0.28 36.49 - ----- ----- ---- ----- ----- ----- 0.276 0.28
5.15 0.28 36.49 ----- ----- ----- ---- ----- ----- ----- 0.278 0.28
5.20 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.280 0.28
5.25 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.282 0.28
5.30 0.29 36:50 ----- ----- ---- - - ----- 0,284 0.28
5.35 0.29 36.50 ----- ---- ----- ---- ----- ---- - 0.286 0.29
5.40 0.29 36.50 ---- ----- ---- ----- ----- ----- ----- 0.289 0.29
----- "
5.45 0.29 36.50 ----- ----- ----- ----- ----- ----- -----
0.291 0.29
5.50 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.293 0.29
5.55 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.30
5.60 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- 0.297 0.30
5.65 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.299 0.30
5.70 0.30 36.50. ----- ----- -.---- ----- -----
---- ----- ----- 0.301 0.30.
5.75 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- 0.304 0.30
5.80 ,.. . 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- 0.306 0.31
5.85 0.31 36.50 ----- ----- ----- ----- ----- ---- ----- 0.308 0.31
5.90 0.31 36.50 ----- ---- ----- ----- ----- ----- ----- 0.310 0.31
5.95 0.31 36.50 ----- - -- ----- ----- ----- ----- ----- 0.312 0.31
6.00 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.314 0.31
Continues on next page...

35
ar=nch 4 routing '
® Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.05 0.32 36.50 ----- ----- ------ ' ----- ----- ----- ----- ----- 0.316 0.32
6.10 032 _36.50 ----- ----- ----- ----- ----- - 0.318 0.32
6.15 0.32 36.50 ----- ---- ----- ----- ----- ----- ----- 0.321 0.32
6.20 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.323 0.32
6.25 0.33 36.50 ----- ----- ----- ----- ---"
---- ----- ----- 0.325 0.32
6.30 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.327 0.33
6.35 0.33 36.50 --- ----- ----- ----- ----- ----- ----- 0.329 0.33
6.40 0.33 36.50 ----- ----- ----- ----- ----- ---- - 0.331•: 0.33
6.45 0.33 36.50 ----- --=-- ----- 0.333 0.33
6.50 0.34 36.50 ----- ----- ----- ----- - --- ----- ----- '0.335 0.34
6.55 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.337 . 0.34
6.60 0.34 36.50 ----- ----- ---- ---- --'--
____ _____ _____ 0.339 0.34
6.65 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.341 0.34
6.70 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.343 0.34
6.75 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.346 0.35
6.80 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- 0.348 0.35
6.85 0.35 36.50 ----- ----- --- ----- ----- ----- ----- 0.350 0.35
6.90 0.35 36.50 ---- ----- ----- ----- ----- ----- ---- 0.352 0.35
6.95 0.35 36.50 ----- ----- ----- ---- ----- ----- ----- ----- 0.354 0.35
7.60 0.36 36.50 ---- ----- 0.356 0.36
----- ----- ----- ----- ----- -----
7.05 0.36 36.50 --- ----- ----- ----- ---- ----- ----- ----- 0.358 0.36
7.10 0.36 36.50 ----- ----- ----- ----- ---- 0.360 0.36
7:15 0.36 36.50 ----- ----- ----- --- ----- ----- ----- 0.362 0.36
7.20 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.364 0.36
7.25 0.37 36.50 ----- ----- ----- ----- ----- ----- - 0.366 0.37
7.30 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.368 0.37
7.35 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- 0.370 0.37
7.40 0.37 36.50 ----- ---- ----- ----- -- -- ----- ---- . . 0.372 0.37
7.45 0.38 36.50 ----- ----- ----- ----- ----- ---- ----- ---- 0.374 0.37
7.50 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.376 0:38
7.55 0.38 36.50 ----- ----- --=-- ----- ---- ----- ----- 0.378 0.38
7.60 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- .0.380 0.38
7.65 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- 0.382 0.38
7.70 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.384 0.38
7.75 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- . 0.386 0.39
7.80 0.39 36.50 - ----- ----- ----- ----- ----- ----- ----- 0.388 0.39
7.85 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.390 0.39
7.90 0.39 36.50 - ----- ----- ----- ---- - -- 0.392- 0.39
7.95 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.394 0.39
8.00 0.40 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.396 '0:40
8.05 0.40 36.50 ----- ---- ----- ----- ----- ----- ----- ----- 0.399 0.40
8.10 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.402 0.40
8.15 0.41 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.408 0.41
8.20 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.416 0.42
8.25 0.43 36.50 ----- ----- ----- ----- ----- ----- ----- ----- . 0.425 0.43
8.30 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.435 0.43
8.35 0.45 3&50 ---- ----- ----- ----- ----- ----- ----- '°0:444 .. ..0.44
8.40 0.46 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.453 0.45
8.45 0.47 36.50 ----- ----- ----- ----- ----- ----- ----- 0.463 0.46
8.50 0.48 36.50 ---- ----- ----- ----- ----- ---- 0.472 0.47
8.55 0.49 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.481 0.48
Continues on next page...

36
trench 4 routin_
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.60 0.50 36.50 ----- ----- ----- ----- ----- ----- 0.491" 0.49
8.65 0.51 .36.50 --- ----- ----- ----- ----- ----- ----- ----- 0.500 0.50
8.70 0.51 36.50 ----- ----- ----- ----- ----- ----- ----- 0.509 0.51
8.75 0.52 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.519 0.52
8.80 0.53 36.50 ----- ----- ----- ----- ---- ---- ----- ----- 0.528 0.53
8.85 0.54 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.538 0.54
8.90 0.55 36.50 - ----- ----- ----- ----- ----- ----- ----- 0.547 0.55
8.95 0.56 36.50 ----- ----- ----- ----- ----- ---- ----- 0.556 0.56 .
9.00 0.57 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.566 0.57
9.05 0.58 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.575 0.57
9.10 0.59 36.50 ----- ----- ----- - ----- ----- ----- 0.582 0.58
9.15 0.59 36.50 ----- ----- -----
-- ----- ----- ----- ----- 0.586 0.59
9.20 0.59 36.50 ----- ---- ----- ----- ----- ----- ----- ----- 0.588 0.59
9.25 0.59 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.589 0.59
9.30 0.59 36.50 ----- ----- -- ----- ----- ----- ----- ----- 0.589 0.59
9.35 0.59 36.50 ----- ----- ----- ----- ----- 0.589 0.59
9.40 0.59 36.50 ----- ----- - ----- ----- ----- . ----- ----- 0.589 0.59
9.45 0.59 36.50 ---- ----- ----- ----- ---- ----- ----- ----- 0.590 0.59
9.50 0.59 36.50 ----- ----- ---- ----- ----- ---- ----- ----- 0.590 0.59
9.55 0.59 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.591 0.59
9.60 0.60 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.594 0.59
9.65 0.61 36.50 - ----- ----- ----- ---- ----- ----- ----- 0.603 0.60
9.7 0.62 36.50 0.6 ._0.61
9.75 0.64 36.50 ----- ----- -- ----- ---- . ----- ----- ----- 0.629 0.63
9.80 0.65 36.50 ----- ----- ----- ----- ----- ----- ----- 0.644 0.64
9.85 0:67 36.50 ----- ---- ----- ----- ----- ----- --- 0.659 0.66
9.90 0.68, 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.674 0.67
9.95 0.70 36.50 ----- ----- ----- ----- ----- ----- ----- - --- 0.689 0.69
10.00 0.71 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.704 0.70
10.05 0.73 36.50 ----- ----- --- ----- ----- ----- ----- ----- 0.719 '0.72
10.10 0.75 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.736 0.74
10.15 0.77 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.755 0.75
10.20 0.79 36.50 ----- ----- ----= ----- ----- ----- ----- ----- 0.776 0.78
10.25 0.81 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.798 0.80
10.30 0.83 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.820 0.82
10.35 0.86 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.843 0.84
10.40 0.88 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.865 0.87
10.45 0.90 36.51 ----- ----- ----- ----- ----- .. . ----- _ - 0.888 0.89....
10.50 0.92 36.51 ----- ----- -- -- ----- --= - ----- ----- 0.910 0.91
10.55 0.95 36.51 ---- ----- ----- ----- ----- ----- ----- ----- 0.933 0.93
10.60 0.98 36.51 ----- ----- ----- ----- ---- ----- ----- ---- 0.960 0.96
10.65 1.01 36.51 ----- ----- ----- ----- ----- ----- ---- 0.990 0.99
10.70 1.05 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.025 1.02
10.75 1.08 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.061 1.06
10.80 1-12 36.51 --. ----- ----- = ---- ----- ----- 1.099 1.10 ,.
10.85 1.16 36.51 ----- ----- ----- ---- ----- ----- - --- ----- 1.136 1.14
10.90 1.19 36`51 --=-_ ----- 1.174 1.17
10.95 1.23 36.51 ----- ----- ----- - --- ----- ----- ---- ----- 1.211 1.21
11.00 1.27 36.51 ----- ----- -- - ----- ----- ----- ----- ----- 1.248 1.25
11.05 1.31 36.51 ----- ----- ---- ----- ----- ----- ----- 1.288 1.29
11.10 1.37 36.51 ---- ----- ----- ----- ----- -----
----- 1.338 1.34
-----
Continues on next page...

37
trench 4 routing ,
Hudrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.15 1.45 36:52" ---- --- ----- ----- ----- ----- ---7 1.404 1.40 11.20 -1..53 36.52 ----- ----- ----- ----- ----- r---- ----- 1.484 1.48
.
11.25 1.62 36.52 ----- ----- ----- ----- ----- ----- 1.572 1.57
11.30 1.71 36.52 ----- ----- -----
----- ----- ----- ----- ----- 1.661 1.66
11.35 1.80 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.751 1.75
11.40. 1.89 36.52 . ----- ----- -----
----- ----- ----- ----- - ----- 1.840 1.84
11.45 1.98 36.52 ----- ----- ----- ----- ----- ----- ---- ----- 1,930 1.93
11.50 2.07 36.53 ---- ----- ----- ----- ----- -- ---- -----,... 2.020• 2.02
11.55 2.37 36.53 ----- ----- ----- ----- ----- ---- ---- 2.210 2.21
11.60 3.31 36.54 ----- ----- -----
----- ----- ----- ----- ----- 2,803 2.80
11.65 4.95 36.56 ----- ----- ----- ----- ----- ----- ----- ---- 4.050 4.05
11.70 7.02 36.59 ----- ----- ----- ----- ----- ----- ---- ----- 5.868 5.87
11.75 9.24 36.63. ----- ----- ----- ----- ----- ----- ----- ----- 10.37 70.3
11.80 11.84 36.67 ---- ----- ---- 0.379 1 .38
11.85 15.63 36.76 ----- ---- ----- ----- ----- ----- ----- ----- 11.716 11.72'
11.90 20.75 36.96 - ----- ----- ----- ----- ----- ----- ----- 11.727 11.73
11.95 24.64 << 37.31 -- ----- ----- ----- ----- ----- 11.745 11.75
-- ----- ----
12.00 22.74 37.68 -- - ----- ----- - --- ' ----- ----- 11.766 - 11.77
12.05 15.50 37.91 ----- ----- ----- ----- ----- ----- ----- 11.778 11.78
12.10 8.35 37.91 << ---- -- -- -----
----- ----- ----- ----- ----- 11.778 11.78 <<
-
12.15 4.45 37.75 ----- =---- ----- ----- ----- ----- ----- ----- 11.769 11.77
12.20 3.0 37.23 ----- ----- ---- --- ---- ----- ---- 11.741 .11.74
,12.25 3.09 37.23 _ 11.741 11.74
12.30 2.87 36.96 11.726 11.73
12.35 2.66 36.69 ----- ----- ----- ----- ----- ----- ----- 11.020 11.02
12.40 2.45 36.54 ----- ----- ----- ----- ----- ----- ----- 3.080 3.08
-----
12.45 2.23 36.53 ---- ----- ----- ----- -- -- ----- ----- 2.386 2.39
12.50 2.02 36.53 ----- ------ ----- ----- -=--- ----- ----- 2.143 2.14
-
12.55 1.82 36.52 ----- ----- ----- ----- ----- ----- 1.935 1.94
12.60 1.68 36.52 ----- ----- - ---- ----- ----- 1,761 1.76
12.65 1.58 36.52 ----- ----- -----
----- - ----- ----- ----- 1.638 1.64
12.70 1.52 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.558 1.56
12.75 1.47 36.52 ----- ----- -----
----- ----- ----- ----- ----- 1.503 1.50
12.80 1.43 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1,454 1.45
12.85 1.38 36.52 ---- ----- ---- ----- --- ----- ----- 1.405 1.40
----- -----
12.90 1.33 36.51 ----- ----- ----- ----- ----- ----- 1.356 1.36
12.95 1.28 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.308 1.31
13,00 1.23 36.51 ----- ---- ----- ------ ----- --- 1259,. 1.26
13.05 1.18 36.51 --- ----- -- -- ----- ----- ----- ----- ----- 1,211 1.21
13.10 1.15 36.51 ----- ----- -----
----- ----- ----- ----- ----- 1.168 1.17
13.15 1.11 36.51 ---- ----- ---- ----- ----- ----- ----- 1.132 1.13
13.20 1.09 36.51 ----- ----- ----- ----- ---- 1.101 1.10
13.25 1.06 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.074 1.07
13.30 1.03 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.048 1.05
13.35 1.01, 36.51. ----- ----- ----- ----- .... ----- ----- ----- ----- 1.021 1.02
13.40 0.98 36.51 ---- ----- -----
----- ----- ----- ----- ----- 0,995 1.00
--' t
13.45 `0.95 36.51 ----- ----- ----- ----- ----- ----- -----
0.969 0.97
13.50 0.93 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.943 0.94
13,55 0.90 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.917 0.92
13.60 0.88 36.51 ----- ----- ----- ----- ----- ----- ---- 0.893 0.89
13.65 0.86 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.871 0.87
Continues on next page...

38
trench 4 routinc '
Hydrograph Discharge T ab!e
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.70 0.84 36.51 ----- -`==- ----- --`- -""""
----- ----- 0.850 0.85
13.75 0.82 36,50 ---- ----- ""--- -----
--7 0.831 0.83
13.80 0.80 36.50 ----- ----- ----- ----- ---- ----- 0,813 0.81
13,85 0.78 36.50 ----- ----- ----- ----- ---- ----- 0.775 0.7
----- -----
8
13.90 0.76 36.50 ---- ---- ----- ---- ----- 0.756 0.76
13.95 0.75 36.50 ----- ----- -----
----- ----- ---- 0.7 0.7
14.00 0.73 36.50 ---- ----- ----- ----- ----- ----- 0.738 0.74
-----
14.05 0.71 36.50 . ----- -----
- -- ----- 0.720, 0.72'
14.10 0.70 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.704 0.70
14.15 0.69 36.50 ---- ----- ----- ----- ----- ----- ----- 0.692 0.69
14.20 0.68 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.683 0.68
14.25 0.67 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.676 0.68
14.30 0.67 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.669 0.67
14.35 0.66 36.50 ----- ---- ----- ----- ----- ----- 0.663 0.66
14.40 0.65 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.656 0.66
14.45 0.65 36.50 ---- ----- -----
---- --- ----- ----- ----- 0.649 0,65
14.50 0.64 36.50 ---- ----- ----- ---- ----- ----- ----- 0.643 0.64
14.55 0.63 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.636 • 0.64
14.60 0.63 36.50 - ----- ----- ----- 0.630 0.63
14.65 0.62 36.50 ----
----- ----- 0.623 0.62
14.70 0.61 36.50 ---- ----- ----- ---- ----- ----- ---- 0.617 0.62
14.75 0.61 36.50 ---- ----- ----- ----- ----- ----- ----- ----- 0.610 -.0.61.
14.80 0.60 36.50 ---- ----- -----
----- ----- ---- ----- ----- 0.604 0.60
14.85 0.59 36.50 ---- ----- ---- ----- ----- ----- ---- 0.597 0.60
14.90 0.59 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.591 0.59
14.95 0.58 36.50 ---- ----- ----- ----- ----- ---- ----- 0.584 0.58
15.00 0.57 36.50 ---- ----- ----- ----- ----- ----- 0,577 0.58.
15.05 0.57 36.50 ---- - - ----- ----- 0.571 ••0.57
15.10 0.56 36.50 ----- ----- ----- ----- ----- ----- ---- 0.564 0.56
----- ----------
15.15 0.55 36.50 ----- ----- --- 0.558 0.56
-----
15.20 0.55 36.50 ----- ----- ""-"-
----- -----
---- 0.551 0.55
15.25 0.54 36.50 ---- ----- ----- ----- ----- ----- ----- 0.545 0.54
----- -----
.15.30 0.53 36.50 ----- ----- ----- ----- ----- 0.538 0.54
15.35 0.53 36.50 ----- ----- ----- ---- ----- ----- ----- 0.532 0.53
----- -----
15.40 0.52 36.50 ----- ----- ----- ----- ----- ----- 0.525 0.53
15.45 0.51 36.50 ---- ----- ----- ----- ----- ----- ---- 0.519 0.52
15.50 0.51 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.512 0.51
15.55 0:50 36.50 - - 0:505• 0.51
----- ----- -----
----
15.60 0.50 36.50 ---- ----- ----- ----- ----- ----- ----- 0.499 0.50
-
15.65 0.49 36.50, --- ----- - ----
----- ----- -- ---- 0.492 '0.49
- ----
15.70 0.48 36.50 -- ----- -----
----- ----- ----- ---- ----- 0.486 0.49
15.75 0.48 36,50 ----- -----
----- ----- ----- ----- ----- 0.479 0.48
15.80 0.47 36.50 ----- ----- ----- ----- ----- ----- 0,473 0.47
15.85 0.46 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0,466 0.47
15.90 0.46 36.50 ----- -----
----- :---- ----- ----- --- 0.460 0.46
15.95 0.45 36.50 ---- ---------- ----- ----- ----- ----- ----- 0.453 0.45
-----
"
16.00 0.44 " 36.50 ----- --- ----- """"- -"---
0.446 0.45
_---- `
16.05 0.44 36.50 ----- -----
---- ----- ----- ----- ---- 0.440 0.44
16.10 0.43 36.50 ---- ----- -----
----- ----- ----- ---- ----- 0.435 0.43
16.15 0.43 36.50 ----- -----
----- ----- ---- ----- ----- 0.430 0.43
16.20 0.43 36.50 ---- ----- ----- ----- ----- ----- ----- 0.427 0.43
Continues on next page...

39
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs '
16.25 0.42 36.50 ----- ----- ----- --- ----- 0.425 0.42
----- -----
16.30 -. 0.42 36-5.0 ---- 0,422_ 0.42
----- ----- -----
16.35 0.42 36.50 ----- ----- ----- ----- ----- ----- 0.420 0.42
----- -----
16.40 0.42 36.50 ---- ---- ----- -----
----- ----- ----- ----- 0.418 0.42
16.45 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- 0.415 0.42
16.50 0.41 36.50 ---- ----- -----
----- ----- ----- ---- ----- 0.413 0.41.
16.55 0.41 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.411 0.41
16.60 0.41 36.50 - ----- ----- -----
----- ----- ----- ---- 0.408-.. 0.41
16.65 0.40 36.50 ---- ----- ----- ----- ----- ----- ----- 0.406 0.41
16.70 0.40 36.50 ----- ----- -----
----- ----- ----- ---- ----- 0'403 0.40
16.75 0.40 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.401 0.40
16.80 0.40 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.399 0.40
16.85 0.40 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.397 0.40
16.90 0.39 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.394 0.39
16.95 0.39 36.50 ---- ----- -----
----- ----- ---- ---- 0.392 0.39
17.00 0.39 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.390 0.39
17.05 0.39 36.50 ---- ----- ----- ----- ----- ----- ----- 0.387 0.39
17.10 0.38 36.50 - ----- ----- ----- ----- ----- ----- 0.385 0.38
----- -----
17.15 0.38 36.50 ----- ----- ---- ----- ----- ----- 0.382 0.38
., " ----- ----- -----
----- 0.380 0.38
17.20 0.38 36.50. --- ----- ----- -----
17.25 0.38 36.50 ---- ----- ----- ----- ----- ----- ----- 0.378 0.38
17.30 0.37 36.50 ----- ----- ----- - ----- ----- 0.375 0.38..
17.35 0.37 36.50 ----- ----- ----- -----
----- ---- 0.373 0.37
17.40 0.37 36.50 ---- ----- ----- ----- ----- ----- 0.371 0.37
17.45 0.37+:..r.- 36.50 ----- ----- ----- -----
- ----- 0.368 0.37
----- 0.366 0.37
17.55 0.36 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.364 0.36
17.60 0.36 36.50 ---- ----- -----
----- ---- - - 0.361 0.36
17.65 0.36 36.50 ----- ----- ----- ----- ---- ---- 0.359 0.36
17.70 0.36 36.50 ---- ----- ----- ----- ---- '0'357 0.36
17.75 0.35 36.50 ---- ----- ----- ----- ----- ---- ----- 0.354 0.35
17.80 0.35 36.50 ----- ----- ----- ----- 0.352 0.35
----- ----- -----
17.85 0.35 36.50 --- ----- ----- ----- ---- - 0.350 0.35
17.90 0.35 36.50 ---- ----- ----- ----- ---- ---- ----- 0.347 0.35
17.95 0.34 36.50 ----- ----- ----- ----- ----- ----- -----
----- 0.345 0.35
18.00 0.34 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.343 0.34
18.05 0.34 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.340 0.34
18.10 0.34 36.50 ---- ----- ----- ----- --- -- -- 0.338 0.34
18.15 0.33 36.50 ----- ----- ----- ----- ----- ----- 0.336 0.34
18.20 0.33 36.50 ----- ----- ----- ----- ----- ---- ----- 0:'333 0.33
18.25 0.33 36.50 ---- ----- ----- ----- ----- 0.331 0.33
18.30 0.33 36.50 -----
----- ----- ----- ----- 0.329 0.33
----- ----
18.35 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- 0.326 0.33
18.40 0.32 36.50 ----- -----
----- ----- ----- ----- ----- 0.324 0.32
18.45 0.32 36.50 ---- ----- ----- ----- ----- ----- 0.322 0.32
18.50 0.32 36.50 ----- -----
----- ----- ----- ---- 0.319 0.32
18.55 0.32 '36:50 ----- ----- ----- ----- ----- ----- .. ...0,317 0.32
18.60 0.31 36.50 ---- ----- ----- ----- ----- ----- ---- ----- 0.315 0.31
18.65 0.31 36.50 ---
----- ---- ----- 0.312 0.31
18.70 0.31 36.50 - - ----- ----- ----- ----- ----- ----- 0.310 0.31
18.75 0.31 36.50 ---- ----- ----- ----- --- 0.307 0.31
Continues on next page...

40
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.80 0.30 36.50 ----- ' --=-- ----- ----- ----- ----- ----- ----- 0.305 ' 0.31
98.85 --0.30 36.50 ----- ----- -----
----- ----- ----- ----- 0.303 0.30
----- ----' -----
18.90 0.30 36.50 ----- """-- ----- -----
----- 0.301 0.30
----- -----
18.95 0.30 36.50 ----- ----- ----- ----- ----- ----- 0.298 0.30
19.00 0.29 36.50 ---- ----- ----- ----- ----- ----- - --- 0.296 0.30
19.05 0.29 36.50 ---- ----- ----- ----- ----- 0.294 0.29
19.10 0.29 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.291 0.29
19.15 0.29 36.50 ---- - ----- 0.289 0:25..
19.20 0.29 36.50 ----- ----- -----
----- ----- ----- 0.286 0.29
19.25 0.28 36.50 ---- ---- ----- ----- ----- - 0.284 0.28
19.30 0.28 36.50 ----- ----- ----- ----- ----- ----- ---- 0.282 0.28
-----
19.35 0.28 36.49 ---- ----- ----- -----
----- ----- ----- ---- 0.279 0.28
19.40 0.28 36.49 ---- ----- ----- ---- 0.277 0.28
19.45 0.27 36.49 ---- ----- -----
---- ----- 0.275 0.27
19.50 0.27 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.273 0.27
70
19.55 0.27 36.49 ----- ----- - ----- ----- ---- 0.268 0.27
19.60 0.27 36.49 ----- ----- ----- -----
----- ---- 0.2 0.27
19.65 0.26 36.49 ---: ----- ----- ----- ----- ----- 0.265 0.27
to 70 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- 0.263 0.26
19.75 0.26 36.49 ---- ----- -----
----- 0.261 '0.26
19.80 0.26 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.258 0.26
19.85 0.25 36.49 ----- ------ --- ---- ----- ----- ---- .0.256 0.26
-
19.90 0.25 36.49 ----- ----- ----- ---"" ""'"" ---- ----- ----- 0.254 0.25
19.95 0.25 36.49 ----- -----
-
- ----- ----- --- ----- ----- 0.251 0.25
--
20.00 0.25 36.49 ---- ----- -----
----- ----- ----- ---- ---- 0.249 0.25
----- ----- -----
20.05 0.25 36.49 ----- ----- ----- ----- . ----- 0.247 0.25
20.10 0.24 36.49 ---- ----- ----- ----- ----- ----- 0.245 0.24
20.15 0.24 36.49 ----- - ----- ----- ----- ---- - 0.244 0.24
20.20 0.24 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.243 0.24
20.25 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ---- 0.242 0.24
20.30 0.24 36.49 ---- ----- ----- ----- ----- ----- 0.242 0.24
20.35 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.241 0.24
20.40 0.24 36.49 ---- ----- ----- ----- ----- ----- 0.241 0.24
20.45 0.24 36.49 ---- ----- ----- ----- ----- 0.240 0.24
20.50. 0.24 36.49 ---- ----- -----
------- ----- --- ----- ----- 0.240 0.24
20.55 0.24 36.49 -- ----- -----
----- ----- ----- ----- ----- 0.239 0.24
20.60 0.24 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.239 0.24
20.65 0.24 36.49 ---- ----- -----
---- - -- .. -.. -----
0.238 0.24
20.70 0.24 36.49 ----- ----- -----
----- ----- ----- ----- 0.238 0.24
20.75 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.238 0.24
20.80 0.24 36.49 ---- ----- ----- ----- ----- ----- 0.237 0.24
20.85 0.24 36.49 ---- ----- -----
---- ----- ----- ----- ----- 0.237 0.24
20.90 0.24 36.49 ----- ----- ----- ---- ---- ---- 0.236 0.24
20.95 0.24 36.49 ----- ----- -----
----- ----- ----- ----- 0.236 0.24
----- ----- -----
21.00 0.23 36A9 ----- ----- ----- ---- ----- 0.235 0.24
21.05 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- 0.235 0.23
21.10 0.23 "36"49 ---- ----- -=--- -----
----- ----- ----- ----- 0.234 0.23
21.15 0.23 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.234 0.23
21.20 0.23 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.233 0.23
21.25 0.23 36.49 ----- ----- -----
----- ----- ----- ----- 0.233 0.23
21.30 0.23 36.49 ----- ----- ----- ----- ----- 0.232 0.23
Continues on next page...

41
trench 4 reutipg
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.35 0.23" 36':49' ----- ----- ----- 0.232 0.23
----- ----- ----- ----- -----
21.40 . 0.23 . ..36.49 ----- ----- ----- ----- ----- ---- -----..,., 0,231, 0.23
21.45 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- 0.231 0.23
21.50 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.231 0.23
21.55 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.230 0.23
21.60 0.23 . 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,230 0.23
21.65 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.23
21.70 0.23 .. 36.49 ----- ----- ----- ------- ----- ---- .. ----- -- 0.229 . 0.23--
.23..
21.75 0,23 36.49 ----- ----- ----- ---- 0.228 0.23 .
21.80 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.228 0.23
21.85 0.23 36.49 ----- ----- ----- ----- ----- ---- ----- ---- 0.227 0.23
21.90 0.23 36,49 ----- ----- ----- ----- ----- ----- ----- ----- 0.227 0.23
21.95 0.23 36.49 ----- ---- ----- ---- ---'-
---- ----- ----- 0.226 0.23
22.00 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
22.05 0.23 36.49 ----- ---- ----- ----- ----- ---- ----- ----- 0.225 0.23
22.10 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.225 0.22
22.15 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.224 0.22
22.20 0.22 .. 36.49 ----- ----- ----- ---- - - ----- ----- 0.224 0.22
22.25 0.22 36.49 ----- ----- ----- ----- ----- - ---- ----- 0.223 0.22
22.30 0.22 36.49 ----- ----- ----- ----- ---- ----- ----- ----- 0.223 0.22
22.35 0.22 36.49 ----- ---- ----- ----- ----- ----- =---- ----- 0.223 0.22
22.40 0.22 36.49 ----- ----- ---- ---- ---- ----- ----- ----- 0.222 0.22
22.45 0.22 36.49 ----- ----- -----
----- ----- - --- ----- ----- . 0.222 0.22
22.50 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,221 0.22
22.55 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.221 0.22
22.66 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.220 0.22
22.65 0.22 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0,220 0.22
22.70 0.22 36.49 - ----- ----- ----- ----- ---- ---- 0.219 0.22
22.75 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0,219 0.22
22.80 0.22 36.49 ----- ----- ----- ----- ---- ----- ---- ----- 0.218 0.22
22.85 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.218 0.22
22.90 0.22 36.49 ----- ----- ----- ---- ----- ----- ----- ----- 0.217 0.22
22.95 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.217 0.22
23.00 0.22 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.216 0.22
23.05 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.216 0.22
23.10 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.216 0.22
23.15 0.21 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.215 0.22
23.20 0.21 ,_..: 36.49 ----- ----- ----- -----.... -- • ----- --- --- 0.215 0.21
23.25 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.214 0.21
23.30 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.214 '0.21
23.35 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.213 0.21
23.40 0.21 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.213 0.21
23.45 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
23.50 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.212 0.21
23.55 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.21 . .
23.60 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.21
----- • --0.210 -0.21
23.70 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.210 0.21
23.75 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.210 0.21
23.80 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.209 0.21
23.85 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
Continues on next page...

42
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.90 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
.23.95 0.21 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.21
24.00 0.21 36.49 ----- ----- ----- ----- ----- ---- ----- ----- 0.207 0.21
24.05 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.19
24.10 0.08 36.49 ----- ----- ----- ----- ----- ----- ----- 0.128 0.13
...End

6
Hydrograph Plot
HydraFlow Hydrooraphs by Intelisolve Sunday, Jan 27 2008, 1:19 PM
Hyd. No. 19
trench 4 routing
Hydrograph type =,,Reservoir Peak.discharge 11.80 cfs
Storm freauency 100.yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 38.29 ft
Reservoir name = infiltration trench 4 Max. Storage = 10,348 cult
Storage Indication method used. Hydrograph Volume=73,066 cult
trench 4 routing
Q (cfs)
Q (cfs) Hyd. No. 19 -- 100 Yr
28.00
28:00
24.00 24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00 _
0
0.00 .00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
— Hyd No. 19 — Hyd No. 18

43
Hydrograph Report
Hydraflow,Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:24 PM
Hyd. No. 19
trench 4 routing
Hydrograph type = Reservoir Peak discharge.: = 11:80•cfs.
Storm frequency = 100 vrs Time interval = 3 min
Inflow hyd. No. = 18 Reservoir name = infiltration tren
Max. Elevation = 38.29 ft Max. Storage = 10,348 cuft
Storage Indication method used. Outflow hydrograph volume=73,066 cuft
(Printed values,1%of Op.)'
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIJ D Wr A. Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.35 0.12 36.49 ----- ----- -----
----- ----- ----- ----- - 0.121 0.12
1.40 0.13 36A9 ----- ----- ----- ---- ----- ----- ----- 0.126 0.13
1.45 0.13 36.49 - ----- ----- ----- ----- ----- 0.130 0.13
1.50 0.14 36.49 - ----- ---- ----- ----- ----- 0.135 0.13
1.55 0.14 36.49 -- ----- ----- ----- ---- ----- ----- --- 0.139 0.14
1.60 0.15 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.143 0.14
1.65 0.15 36.49 ----- ----- ---- ----- ----- --- ----- ----- 0.147 Q,15
1.70 0.15 36.49 ----- ----- ---- ----- ----- ----- ----- 0.151 0.15
1.75 0.16 36.49 ----- ----- ----- ----- ---- ----- ----- ---- 0.154 0.1.5
1.80 0.16 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.158 0.16
1.85 0.16 36.49 ---- ----- ----- ----- ----- ---- 0.162 0.16
1.90 0.17 36.49 - ---- ----- ----- ----- ----- ----- ----- 0.165 0.16
1.95 0.17 36.49 ----- ----- ----- ----- ---- ---- 0.168 0.17
2.00 0.17 36.49 ----- ----- ----- ----- ----- ----- ----- 0.171 0.17
2.05 0.18 36.49 ----- ----- ----- ----- - ----- ----- 0,174 0.17
2.10 0.18 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.178 0.18
2.15 0.18 36.49 ----- ----- ----- ----- - ----- ----- ----- 0.180 0.18
2.20 0.19 36,49 - ----- ----- ----- ---- - 0.183 0.18
2.25 0.19 36.49 ----- ----- ----- ----- --- ----- ----- ----- 0.186 0.19
2.30 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.189 0.19
2.35 0.19 36.49 ----- ----- ----- ----- ----- ----- ----- 0.192 0.19
2.40 0.20 36.49 ---- ----- ----- ----- ----- ---- ---- 0.194 0.19
2.45 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0.197 0.20
2.50 0.20 36.49 ----- ----- ----- ----- ----- ----- ----- 0.199 0.20
2.55 0.20 36.49 ----- ----- -- -- ----- ---- - - 0.202 0.20
2.60 0.21 36.49 ----- ----- ----- ----- ----- ----- - - 0,204 0.20
2.65 0.21 36.49 ----- ----- -- -- ----- ----- ----- ----- ----- 0.207 0.21
2.70 0.21 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.209 0.21
2.75 0.21 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.21.1 0.21
2.80 0.21 36.49 ---- ----- ----- ----- ----- ----- ----- 0.213 0.21
2.85 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.216 0.22
2.90 0.22 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.218 0.22
2.95 0.22 36.49 ----- ----- ------ ----- ----- ---- --._ ._-... 0.220 0.22
3.00 0.22 36.49 ---- ----- ----- ----- ----- ----- ----- 0.222 0.22
3.05 0.23 36.49 ----- ----- ---- ----- ----- ----- ----- = 0.224 0.22
3.10 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.23
3.15 0.23 36.49 ----- ----- ----- ----- ----- - --- ----- ----- 0.228 0.23
3.20 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.230 0.23
Continues on nextpage...

44
trench 4 routing -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
325 0.23 36"49 ----- ----- ----- ----- ----- ----- ----- ----- 0.232 023
3.30 0.23 36.49 ----- ----- ----- ----- -----
---- ----- ----- 0.234 0.23
3.35 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.236 0.24
3.40 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.237 0.24
3.45 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.24
3.50 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- 0.241 0.24
3.55 0.24 36.49 ----- ----- ---- ----- ----- ----- ----- ---- 0.243 0.24
3.60 0.25 36.49 ----- ----- - ----- ----- ----- - - - 0.245 0.24_. .
3.65 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
3.70 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.248 0.25
3.75 0.25 36.49 ----- ----- ----- ----- ---- - --- ----- ----- 0.250 0.25
3.80 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.252 0.25
3.85 0.25 36.49 - ----- ----- ----- ---- ----- ----- ----- 0.253 0.25
3.90 0.26 36.49 ----- ----- --- - ----- ----- ----- ----- ----- 0.255 0.25
3.95 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.256 0.26
4.00 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.258 0.26
4.05 0.26 36.49 ----- ---- ----- ----- ----- ----- ----- 0.260 0.26
4.10 0.26 36.49 - ----- ----- ---- -- ----- ----- ----- 0.261 . 0.26 ,
4.15 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
----- 0.266 0.27
4.25 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ---- 0.268 0.27
4.30 0.27 36.49 ----- ----- ----- ----- =---- ----- ---- ----- 0.271 0.27
4.35 0.27 _36:49 ---- - . .. - ----- ----- ----- .. . ----- ----- 0.273 0.27
4.40 0.28 36.49 ----- ----- ----- ----- ----- - ----- ----- 0.276 0.28
4.45 0.28 36.49 --=-- ----- ----- ----- ----- ----- ----- ----- 0.278 0.28
4.50 0.28 36.50 ----- ----- ----- ----- ----- 0.281 0.28
4.55 0.28 36.50 ----- ----- ----- ----- ----- ----- ---- 0.283 0.28
4.60 0.29 36.50 ----- ----- ----- ----- ----- -- -- ----- ----- 0.286 0.29
4.65 0.29 36.50 ----- ---- ---- ----- ----- ----- ----- ----- 0.288 0.29
4.70 0.29 36.50 ----- ----- ----- ---- 0.291 0.29
4.75 0.29 36.50 ----- ----- ----- ----- ----- ----- -=--- ----- 0.293 0.29
4.80 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.295 0.30
4.85 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.298 0.30
4.90 0.30. 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.300 0.30
4.95 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,303 0.30
5.00 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- 0.305 0.30
5.05 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.307 0.31
5.10 0.31 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.310 0.31 =
5.15 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,312 0.31
5.20 0.32 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.315 0.31
5.25 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.317 0.32
5.30 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.319 0.32
5.35 0.32 36.50 ----- ----- ----- ----- ---- ----- ----- ----- 0.322 0.32
5.40 0.33 36.50 ----- ----- ----- `---- ----- ----- ----- ----- 0.324 0.32
5.45 .0.33 36.50, ----- ..---- ----- ----- ----- ----- ----- ----- 0.326 0.33...
5.50 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.329 0.33
5.55 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- -----. . 0.331 0.33
5.60 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.333 0.33
5.65 0.34 36.50 ---- ----- ----- ----- ----- ----- ----- 0.336 0.34
5.70 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.338 0.34
5.75 0.34 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.340 0.34
Continues on next page...

45
trench 4 routing i -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.80 0.34 36.50 ---- ----- ----- ... ----- ----- ----- ----- ----- 0.343 0:.34'
..5.85 0.35 36:50 ----- ----- ----- ----- -----
---- ----- ----- 0.345 0.35
5.90 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,347 0.35
5.95 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.350 0.35
6.00 0.35 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.352 0.35
6.05 0.36 36.50 ----- -- ----- ----- ----- ----- ----- 0.354 0.35
6.10 0.36 36.50 ----- ----- - ----- ----- ----- ----- ----- 0.357 0.36
6.15 0.36 36.50 ----- ----- ---- ---- ----- ----- 0.359 0.36--
6.20 0.36 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.361 0.36
6.25 0.36 36.50 ----- ----- ----- ----- ----- ----- ---- 0.363 . 0.36
6.30 0.37 36.50 ----- - ----- ----- ----- ----- ----- 0.366 0.37
6.35 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- 0.368 0.37
6.40 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.370 . 0.37
6.45 0.37 36.50 ----- ----- ----- ----- ----- ----- ----- 0.373 0.37
6.50 0.38 36.50 ----- ----- --- - ----- ----- ----- ----- ----- 0.375 0.37
6.55 0.38 36.50 ----- ---- ----- ---- ----- ----- ----- ----- 0.377 0.38
6.60 0.38 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.379 0.38
6.65 0.38 36.50 ----- ----- --- ----- ----- - ----- ----- ----- 0.382 0.38
6.70 0.39 36.50 ---- ----- ----- ----- ----- ----- ----- 0.384 0.38
6.75 0.39 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.386 0.39
6.80 0.39 36.50 ----- - ----- ----- ----- - ----- ----- 0.388 0.39
6.85 0.39 36.50 ----- ----- ----- - ----- ----- ----- ----- 0.391 0.39
6.90 0.39 ,. 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.393 0.39
6.95 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.395 0.40
7.00 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.397 0.40
7.05 0.40 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.400 0.40
7.10 0.40 36.50 ----- - - ----- ----- ----- ----- 0.402 0.40
7.15 0.41 36.50 ----- ---- - ----- ----- ----- 0.404 0.40
7.20 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- 0.406 0.41
7.25 0.41 36.50 - ----- ----- ---- ----- ----- ---- 0.409 0.41
7.30 0.41 36.50 ----- ---- ----- ----- ----- ----- ----- 0.411 0.41
7.35 0.41 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.413 0.41
7.40 0.42 36.50 ----- ---- ----- ----- ----- ----- ---- ----- 0,415 0.42
7.45 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.418 0.42
7.50 0.42 36.50 ----- ----- ----- ----- ---- ----- 0.420 0.42
7.55 0.42 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.422 0.42
7.60 0.43 36.50 ----- ----- I ----- ----- ----- ----- ----- ----- 0.424 0.42
7.65 0.43 36.50 ----- ----- ---- ----- ----- ------ 0.427 0.43
7.70 0.43 36.50 ----- ----- ----- ----- ----- ---- ----- 0.429 0.43
7.75 0.43 36.50 ----- ----- -----
---- ----- ----- ----- ----- -0.431 0.43
7.80 0,43 36.50 ----- ---- ---- ----- ----- ----- ----- ----- 0.433 0.43
7,85 0.44 36.50 ---- ----- ----- ---- ----- ----- ----- 0.435. 0.44
7.90 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.438 0.44
7.95 0.44 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.440 0.44
8.00 0.44 36.50 ----- ----- ---- ----- ----- ----- ----- 0.442 0.44
8.05 0.45 36.50 ----- ----- ----- ----- =---- ----- ----- ----- 0,445 0.44
8.10 - 0.45 '36:50 ---- ----- ----- ----- ----- ----- --- .0.449 0.45
8.15 0.46 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.455 0.46
8.20 0.47 36.50 ----- ----- ----- ----- ----- ----- ----- 0.464 0.46
8.25 0.48 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.474 0.47
8.30 0.49 36.50 ----- ----- ----- ----- ----- ----- ----- 0.484 0.48
Continues on next page...

46
trench 4 routing -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B. Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.35 0.50 36.50 ----- ----- 0.495 0.49
----- ----- -- ----- ----- -----
8.40 _..0.51 36.50 ----- ----- ----- ----- ----- ----- ----- -. . .0.505 0.51
8.45 0.52 36.50 ----- ----- ---- ---- ----- ----- ----- ----- 0.516 0.52
8.50 0.53 36.50 ----- ----- ----- ' ----- ----- ----- ----- ---- 0.526 0.53
8.55 0.54 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.536 0.54
8.60 0.55 . 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.547 0.55
8.65 0.56 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.557 0.56
8.70 0.57 36.50 ----- ----- ----- ----- ----- ------ ----- ----- 0.568 0.57
8.75 0.58 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.578 0.58
8.80 0.59 36.50 ----- ----- ----- ---- ----- ---- ----- ----- 0.588 0.59
8.85 0.60 36.50 ----- ----- ----- ----- ----- ----- ----- ---- 0.599 0.60
8.90 0:62 .36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.609 0.61
8.95 0.63 36.50 ----- - - - ----- ----- ----- 0.620 0.62
9.00 0.64 36.50 ----- - ----- ----- ---- ----- ----- 0.630 0.63
9.05 0.65 36.50 ----- ----- ----- ----- ----- --- ----- ----- 0,640 0.64
9.10 0.65 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.648 0.65
9.15 0.65 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.653 0.65
926 0.66 36.50 ----- ----- ---- ----- ----- ----- ----- ----- .0.655.- 0.65
9.25 0.66 36.50 ----- ---- ----- ----- ----- ----- ----- ----- 0.656 0.66
9.30 0.66 36.50 ----- ----- ----- ---- - - ----- 0.656 0.66
9.35 0.66 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0,656 0.66
9.40 0.66 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.656 0.66
9.45 0.66 36.50 ----- ---- ----- --- ----- ----- ----- ----- 0.656 .. 0.66
9.50 ' 0.66 36.50 ----- ---- ----- ----- ----- ----- ----- - 0.657 0.66
9.55 0.66 36.50 ----- ----- ----- ---- ----- ----- ---- 0.657 0.66
9.60 0.67 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.661 0.66
9.65 '0.68 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.671 0.67
9.70 0:69 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.684 - 0.68
9.75 0.71 36.50 ----- ----- ----- ' ----- ----- ----- ----- ----- 0.700 0.70
9.80 6.73 36.50 ----- ----- ----- ----- ' ----- ----- ----- ----- '0.717 0.72
9.85 0.74 36.50 ---- - ----- ----- ----- ----- 0.733 0.73
9.90 U6 36.50 ----- = ----- ----- ----- ----- ---- ----- 0.750 0.75
9.95 0.78 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.766 0.77
10.00 0.79 36.50 ----- ----- -- -- ----- ----- ----- ----- ----- 0,783 0.78
10.05 0.81 36.50 ----- --- ----- ----- ----- ----- ----- ----- 0.800 0.80
10.10 0.83 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.819 0.82
10.15 0.85 36.50 ----- ----- ---- ----- ----- ----- ----- ----- 0.840 0.84
10.20 M8 36.51 ----- - ----- ----- ----- ----- ----- ---- ... ,- _ 0.863 0.86
10.25 0.90 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.888 0.89
10.30 0.93 36'51 ----- ----- ----- ----- ----- - --- ----- ----- 0.913 0:91
10.35 0.95 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.937 0.94
10.46 0.98 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 0.962 0.96
10.45 1.00 36.51 ----- ----- ----- ----- ----- ----- ---- 0.987 0.99
10.50 1.03 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.012 1.01
10.55 1.05 36.51 ----- ----- ----- -------- ----- ----- ---- ----- 1.038 1.04
10.60 1.08 36.51 ----- ----- ----- ----- ----- ---- ----- ----- 1.067 1.07
10`65 1.12 --3&5 ----- 1.101 1.10
10,70 1.16 36.51 ----- ----- ----- ----- ----- ---- ----- ---- 1.139 1.14
10.75 1.20 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.180 1.18
10.80 1.25 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.222 1.22
10.85 1.29 36.51 ----- ----- - --- ----- ----- ----- ----- ----- 1,263 1.26
Continues on next page...

47
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation CI4 A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
----- 1305 1.30
1.0.95.. 1.37 36.51 ----- ----- ----- ----- ----=
---- ----- ----- 1.346 1.35
11.00 1.41 36.51 ----- ---- ----- ----- ----- ----- ----- 1.388 1.39
11.05 1.46 36.52 ----- ----- ----- ----- ----- ----- ----- 1.432 1.43
11.10 1.52 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.487 1.49
11.15 1.61 36.52 , ----- ----- ----- ----- ----- ----- ----- 1.561 1.56
11.20 1.70 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.649 .1.65
11.25 1.80 36.52 ----- ----- ----- ----- ----- ------ ---- 1.746, 1.75
11.30 1.90 36.52 ----- ----- ----- ----- ----- ----- ----- 1.846 1.85
11.35 2.00 36.52 ----- ---- - - ----- ---- ----- 1.945 1.95
11.40 2.10 36.53 ----- ----- ----- ----- ----- ----- ----- ----- 2.045 2.05
11.45 2.20 36.53 ----- ----- ----- ----- ----- ----- ----- 2.145 2.14
11.50 2.30 36.53 ----- ----- ----- ----- ----- ----- ----- 2,245 2.24
11.55 2.64 36.53 ----- ----- ----- ----- ----- ----- ----- ---- 2.455 2.45
11.60 . 3.68 36.55 ---- ----- ----- ----- ----- ---- ----- ----- 3.114 3.11
11.65 5.50 36.57 ----- ----- ----- ----- ----- ----- ----- 4.499 4.50
11.70 7.80 36.61 ----- ----- ----- ----- ----- ----- ----- ----- 6.519 6.52
11.75 10.26 36.65 ----- ----- ----- ----- ----- ----- ---- --- 8.874• ._8.87
11.80 13.15 36.70 ----- ----- ----- ----- ----- ----- ----- 11.528 11.53
11.85 17.35 36.81 ----- ---- ----- ----- ----- ----- ----- 11.718 11.72
11,90 23.04 37.07 ----- ----- ----- ---- ----- ----- 11.733 11.73
11.95 27.36 << 37.50 ----- ----- ----- ----- ----- ----- ----- .11.756 .11.76
12.00 25.25 37.95 ----- ----- - ----- ----- ----- ---- ---- 11.780 11.78
12.05 17.20 38.25 ----- ----- - ----- ----- ----- ----- ----- 11.796 11.80
12.10 9.27 38.29 << ----- ---- - --- ----- ----- ----- 11.799 11.80 <<
12.15 4.93 38.14 ----- - ----- ----- ---- ---- ---- 11.791 11.79
12.20 3.67 37.91 ----- ----- - ------
- ----- ----- - 11.778 11.78
12.25 . 3.43 37.65 ----- ----- ---- ---- ---'==% ----- ----
----- 11.764 - 11.76
12.30 3.19 37.39 ----- ----- ---- ----- ----- ----- 11.750 11.75
12.35 2.95 37.12 -- ----- ----- ----- ----- ----- ----- ----- 11.735 11.74
12.40 2.72 36.84 ----- ----- ---- ----- ----- ----- ----- ----- 11,720 11.72
12.45 2.48 36.62 ----- ----- ----- ----- ----- ----- ----- ----- 7.330 7.33
12.50 2.24 36.54 -- ----- ----- ----- ----- ----- ----- ----- 2.670 2.67
12.55 2.02 36.53 ----- ---- ----- ----- ----- ----- ---- 2.166 2.17
12.60 1.86 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.956 1.96
12.65 1.76 36.52 ----- ---- ----- ----- ----- ----- ----- 1,818 1.82
12.70 1.69 36.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.730 1.73
12.75 1.64 36.52 ----- ----- ----- ----- ----- ---- ----- ---- 1.668 1.67
12.80 1.58 36.52 ----- ----- --- - ----- ----- ----- ----- ----- 1.614 1.61
12.85 1.53 36.52 ---- ---- ----- ----- ----- ----- ----- ----- 1.560 1.56
12.90 1.47 36.52 ----- ----- ---- ----- ----- ----- ----- ----- 1.506 1.51
12.95 1.42 36.52 ----- ----- ----- ----- ----- ----- ----- 1.452 1.45
13.00 1.37 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.397 1.40
13.05 1.32 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.345 1.34
13.10 1.27. 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.296 1.30
13.15 1.24 36.51 ---- ----- ----- ----- ----- ----- ----- 1.256 1.26
13:20 1.20 36.51 ----- " ----- ----- ----- 1.222 1.22
13.25 1.18 36.51 ----- ----- ----- ----- ----- ----- ----- 1.192 1.19
13.30 1.15 36.51 ----- ----- ----- ----- ----- ----- ----- 1,163 1.16
----- ----- ----- -----
13.35 1.12 36.51 ---- ----- ----- ----- ----- 1.134 1.13
13.40 1.09 36.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.105 1.10
Continues on next page...

48
trench 4 routing
Hydrograoh Discharge Table
Tire Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil OUtfloW
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.45 1.06 36:5i" ----- -----
----- ----- ----- ----- ----- 1.076 1.08
13.50 ..1.03 . 36.51 ----- ----- ----- -----
----- ----- ----- 1.047 1.05
13.55 1.00 36.51 -- ----- ----- ----- ----- ----- 1.018 1.02
13.60 0.98 36.51 ---- ----- -----
----- ----- ----- ----- ----- 0.991 0.99
13.65 0.95 36.51 ----- ----- -----
----- ----- ----- ---- ----- 0.966 0.97
13.70 0.93 36.51 ---- ----- ----- -----
----- - --- ----- ----- 0.944 0.94
13.75 0.91 36.51 ----- ------- ----- ----- ----- ----- ----- 0.923 0.92
-
13.80 0.89 36.51 ---- ----- ----- ----- ----- - 0.902- 0.90
13.85 0.87 36.51 ---- ----- -----
----- ----- ----- ----- ----- 0.881 0.88
13.90 0.85 36.51 ----- ----- ----- -----
----- ----- ----- ----- 0.861 0.86
13.95 0.83 36.50 ----- ----- ----- -----
----- ----- --- ----- 0.840 0.84
14.00 0.81 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.819 0.82
80
14.05 0.79 36.50 ---- ----- ----- ----- ----- ----- 0.7 0. 8
-- ----- -----
14.10 0.77 36.50 --- ----- ----- ---- ---- 0.781 0.7
14.15 0.76 36.50 ----- ----- -----
----- ---- ----- ---- 0.768 0.77
14.20 0.75 36.50 ---- ----- ----- ----- ---- ---- ----- 0.758 0.76
14.25 0.75 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.750 0.75
----- -----
14.30 0.74 36.50 - ----- ----- - ----- ----- 0.743 0:74
-
14.35 0.73 36.50 ---- ----- ---- ----- ----- ----- 0.736 0.74
14.40 0.72 36.50 ----- ----- ----- ----- ----- -----
6 ----- 0.728 0.73
14.45 0.72 36.50 ---- ----- -----
---- ----- --- ---- ----- 0.721 0.72
14.50 0.71 36.50 ---- ----- ----- ----- ----- 0.714 0.7.1.
® 14. 0.70 36.50 - 0. 0.71
14.60 60 0.70 36.50 ----- ---- ----- ----- ----- 0.699699 0:70
14.65 0.69 36.50 ----- ----- ----- ----- ----- ----- ----- 0.692 0.69
14.70 0.68 36.50 ----- ----- -----
- ----- ----- ----- ----- 0.685 0.68
-
14.75 0.67 36.50 ----- ----- ----- ----- ----- 0.677 0.68
---- ----- ----
14.80 0.67 36.50 ----- ----- ----- ----- ----- ----- 0.670 0:67
14.85 0.66 36.50 ---- ----- -----
----- ----- ---- 0.663 0.66
14.90 0.65 36.50 ----- ---- ----- ----- --`- -----
----- 0.655 0.66
14.95 0.64 36.50 ----- -----
" - ----- ----- ----- ----- ----- 0.648 0.65
-
15.00 0.64 36.50" ---- ----- -----
----- ----- ----- ----- ---- 0.641 0.64
15.05 0.63 36.50 ----- ----- ----- ----- ----- 0.634 0.63
15.10 0.62 36.50 -- ----- ----- ----- - --- ----- 0.627 , 0.63
- ---- -----
15.15 0.62 36.50 ----- ----- ----- -----
----- ----- ----- ----- ----- 0.619 0.62
- ----
15.20 0.61 36.50 ----- ----- ----- ----- ----- 0.612 0.61
15.25 0.60 36.50 ----- ----- ----- ----- --- 0.605 0.60
15.30 0.59 , 36.50 0.597, 0.60
----- ----- -----
----- -- -
15.35 0.59 36.50 ----- ----- ----- ----- ----- ----- ----- 0.590 0.59
15.40 0.58 36.50 ----- ----- -----
----- ----- ----- ----- 0.583 0.58
--
15.45 0.57 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.576 0.58
15.50 0.56 36.50 --- ----- ----- ----- ----- 0.568 0.57
15.55 0.56 36.50 - ----- ----- ----- ----- ---- ----- 0.561 0.56
15.60 0.55 36.50 ----- -----
----- ----- ----- ----- ----- 0.554 0.55
15.65 0.54 36.50.. ----- ----- ----- - --- ----- ---- ---- 0.546 0.55
15.70 0.54 36.50 ----- -----
----- ----- ----- ----- 0.539 0.54
15.75 0.53 36.50 ----- ----- ----' ----- ----- -----
----- 0.532 0.53
15.80 0.52 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.525 0.52
15.85 0.51 36.50 ---- ----- ----- ----- ----- ----- ----- 0.517 0.52
15.90 0.51 36.50 ----- ----- ----- ----- ----- ----- 0.510 0.51
15.95 0.50 36.50 ---- ----- ----- ----- ----- 0.503 0.50
Continues on next page...

49
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.00 0.49 "36:50 ---- ----- -----
----- ----- ----- ----- 0.496 0.50
;
16.05 0.48 36.50 ----- ----- ----- ----- -----
----- ----- ----- 0.489 049
16.10 0.48 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.482 0.48
16.15 0.48 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.478 0.48
16.20 0.47 36.50 -- ----- ----- ----- ----- ----- 0.474 0.47
16.25 0.47 36.50 --- - ----- ----- -----
----- ----- ----- ----- 0.471 0.47
16.30 0.47 36.50 ----- -=--- ----- ----- ---- ----- ----- ----- 0,469 0.47
16.35 0.46 36.50 ----- ----- ----- ----- • ----
----- ----- 0.466 . 0.47
16.40 0.46 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.463 0.46
----- -----
16.45 0.46 36.50 ----- ----- ----- ----- ---- ----- 0.461 0.46
16.50 0.46 36.50 ----- ----- -----
----- ----- ---- ----- ----- 0.458 0.46
16.55 0.45 36.50 ---- ----- ----- -----
----- ----- ---- ----- 0.456 0.46
16.60 0.45 36.50 ---- ----- -----
----- ----- ---- ----- ----- 0.453 - 0.45
16.65 0.45 36.50 ----- ----- ----- ----- ---- ----- ---- ----- 0.451 0.45
16.70 0.45 36.50 -----
----- ---- ----- ----- 0.448 0.45
----- -----
16.75 0.44 36.50 ----- ----- -----
---- - - ----- 0.445 0.45
16.80 0.44 36.50 ---- ----- ----- -----
----- ----- ----- 0.443 0.44
16.85 0.44 36.50 ---- ----- -----
---- -` ----- ---- 0.440 0:44
16.90 0.44 36.50 . ---- ----- -----
----- ----- ----- ----- 0.438 0.44
16.95 0.43 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0.435 0.43
17.00 ' 0.43 36.50 --- ----- ----------
----- ---- ----- ----- ----- 0.432 0.43
17.05 0.43 36.50 ---- ----- ----- ----- ----- ---- - ---- 0.430 0.43
17.10 0.43 36.50
----- ----- ----- ----- 0.427 0.43
17.15 0.42 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.424 0.42
17.20 0.42 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.422 0.42
17.25 0.42 36.50 ----- ----- -----
----- ----- ----- ----- ----- 0,419 0.42
17.30 0.42 36.50 ----- - - ----- 0.417 0.42
----- ----- -----
17.35 0.41 36.50 ---- ----- -----
----- ----- ---- - 0.414 0.41
17.40 0.41 36.50 ---- ---- ----- ----- ----- ----- 0.412 0.41
17.45 0.41 36.50 ----- ----- -----
----- ----- ---- - 0.409 0.41
17.50 0.40 36.50 --- ----- ----- ----- ----- ----- ---- 0.406 0.41.
17.55 0.40 36.50 ---- ----- ----- -----
----- ----- ----- ----- 0.404 0.40
17.60 0.40 36.50 ---- ----- -----
----- ----- ----- ----- ----- 0.401 0.40
17.65 0.40 36.50 ----- ----- ----- ----- ---- 0.399 0.40
17.70 0.39 36.50 ---- ----- ----- ----- ---- 0.396 0.40
17.75 0.39 36.50 ---- ----- ----- -----
----- - --- ----- ----- 0.393 0.39
17.80 0.39 36.50 ----- ----- ----- -----
----- ----- ----- ----- 0.391 0.39
17.85 0.39 36:50 -----. ----- ----- ----- ----- ----- -- - 0,388 0.39
17.90 0.38 36.50 - - 0.386 0.39
----- ----- -----
----
17.95 0.38 3650 ---- ----- ----- ----- - ---- 0.383 0.38
----- -----
18.00 0.38 36.50 ----- ----- ----- 0.380 0.38
18.05 0.38 36.50 ----- ----- -----
----- ----- ----- ---- 0.378 0.38
18.10 0.37 36.50 ---- ----- ----- -----
----- ----- ----- 0.375 0.38
-
18.15 0.37 36.50 ---- ----- ----- -----
------ --- ----- ----- 0.373 0.37
18.20 0.37 ---- ----- ----- ----- ----- ---- . 0.370 0.37
----- ----- ----
18.25 0.37 36.50 ----- ----- - --- ----- 0.367 0.37
-
18.30 0.36 "'36:'SG " ----- ----- ----- ----- ---- ----- ----- ---- . .: 0.365 0.36
18.35 0.36 36.50 ---- ----- -----
----- ----- ----- ----- 0,362 0.36
-
18.40 0.36 36.50 ----- -----
----- ----- ----- ----- ---- 0.360 0.36
18.45 0.36 36.50 ----- ----- -----
----- ----- - --- ----- 0.357 0.36
18.50 0.35 36.50 --- - ----- ----- ----- 0.354 0.35
Continues on next page...

50
trench 4 routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.55 0.35 36.50 ---- ----- ---- - - ----- ----- ----- ----- ----- 0.352 0.35
18.60 .. 0.35 .36.50 ----- ---- ----- ----- ----- ----- 0.349 . 0.35
18.65 0.35 36.50 ----- ----- ----- ----- 0.347 0.35
18.70 0.34 36.50 ----- ----- ----- ----- ----- ---- ----- ----- 0.344 0.34
18.75 0.34 36.50 ----- ----- ----- ----- ----- ----- 0.341 0.34
18.80 0.34 36.50 ----- ----- ----- ----- ----- ----- 0.339 0.34
18.85 0.33 36.50 ----- ----- ----- ----- - ---- ----- 0.336 0.34
18.90 0.33 36.50 -----.,. . -----.. . - -----.. . 0.334 0.33
18.95 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.331 0.33
19.00 0.33 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.328 0.33
19.05 0.32 36.50 ----- ----- - ----- ----- ----- ----- 0.326 0.33
19.10 0.32 36.50 ----- ----- ----- ----- ----- ----- ----- 0.323 0.32
19.15 0.32 36.50 ----- ----- ----- ----- - ----- ----- ----- 0.321 0.32
19.20 0.32 36.50. ----- ----- ----- ----- ----- ----- ----- 0.318 0.32
19.25 0.31 36.50 ----- ----- ----- ----- ----- ----- ---- ----- 0.315 0.32
19.30 0.31 36.50 ----- ----- ----- - --- ----- ----- - --- ----- 0.313 0.31
19.35 0.31 36.50 ---- ---- ----- ----- ----- ---- ----- ----- 0.310 0.31
19.40 0.31 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.308- - 0:31
19.45 0.30 36.50 ----- ----- ----- ----- ----- ---- ---- 0.305 0.31
19.50 0.30 36.50 ----- ----- ----- ----- ----- ----- ----- 0:303 0.30
19.55 0.30 36.50 ---- ----- ----- ----- ----- ---- ----- 0.300 0.30
19.60 0.30 36.50 ----- ---- ----- ----- ----- ----- ----- ----- 0.297 •. 0.30
19. 0.29 .. 36.50 ---- ---- ----- ----- ---- ----- ----- ---- 0.29 0.29
19.70 70 0.29 36.50 0.292 0.29
19.75 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.289 0.29
19.80 0.29 36.50 ----- ----- ----- ----- ----- ----- ----- 0.287 0.29
19.85 0.28 36.50 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.28
19.90 0.28 36,50 ----- ----- ----- ----- ----- ----- ----- -----.-- 0.282. ., 0.28
19.95 0.28 36.49 ----- ----- ----- ----- ----- ----- ----- 0.279 0.28
20.00 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- 0.276 0.28
20.05 0.27 36.49 ----- ---- ----- ----- ----- ----- ----- ----- 0.274 0.27
20.10 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.272 0.27
20.15 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
20.20 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.27
20.25 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.269 0.27
20.30 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.27
20.35 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.27
20.40 ..0.27 36.49 ----- ----- ----- ' ------ - - .. ------ 0.267 0.27
20.45 0.27 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.267 0.27
20.50 0.27 36.49 ----- - ----- ----- ----- ----- ----- 0.266 0.27
20.55 0.27 36.49 ----- ----- ----- ----- ----- ----- --- 0.266 0.27
20.60 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.27
20.65 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.265 0.26
20.70 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.264 0.26
20.75 0.26 36.49 ----- ----- ------- . ----- ----- ----- ----- ----- 0.264 0.26
20.80 0.26 36.49 ----- ----- ----- ----- ---- ----- ----- 0.263 0.26
20'85 0.26 36'49 ----- ----- ----- ----- ----- ---- =---- ---- 0.263 0:26
20.90 0.26 36.49 ----- ----- - ----- ---- 0.262 0.26
20.95 0.26 36.49 ----- ---- ----- ----- ----- ----- 0.262 0.25
® 21.0 0.26 36.49 0.261 0.26
21.05 ----- ----- ----- ---- ----- ---- ----- -----0.26 36.49 0.261 0.26
Continues on next page...

51
trench 4 routing -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.10 0.26 36.49 --- ----- ----- ----- ----- ----- 0.260 0.26
21.15 .. 0.26 ..36.49 ----- ----- ----- ----
----- ----- 0.259 0.26
21.20 0.26 36.49 ----- ----- -----
0.25----- ----- ----- ----- 0.258 0.26
21.25 0.26 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.26
21.30 0.26 36.49 ----- ----- ----- ----- ----- ----- ----- 0.258 0.26
21.35 0.26 36.49 ----- ----- ----- ----- ----- ----- 0.257 0.26
21.40 0.26 36.49 ----- ----- -----
----- ----- ----- ----- ---- 0.257 0.26
21.45 0.26 36.49 ---- ----- ----- ----- ------ `- ------ 0.256 0.26
21.50 0.26 36.49 ----- ----- ----- ----- ----- ---- ----- 0.256 0.26
21.55 0.26 36.49 ----- ----- -----
----- ----- ----- ---- ----- 0.255 0.26
21.60 0.25 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.255 0.25
21.65 0.25 36.49 ----- ---- ----- ----- ----- ----- ----- 0.254 0.25
21.70 0.25 36.49 ----- ----- -----
----- ----- ----- ----- ----- 0.254 0.25
21.75 0.25 36A9 ----- ----- -----
----- ----- ---- ----- ----- . 0.253 0.25
21.80 0.25 36.49 ----- ----- ----- ----- ----- 0.253 0.25
----- -----
---
21.85 0.25 36.49 ----- ----- ----- ----- ----- -----
---- 0.252 0.25
21.90 0.25 36.49 ----- ----- ----- ----- ----- ----- 0.252 0.25
21.95 0.25 36.49 ----- --- ----- ---- 0,251 0r25
22.00 0.25 36.49 ----- ----- ----- ----- ---- ----- 0.251 0.25
-----
22.05 0.25 36.49 ---- ----- ----- ----- ----- ----- 0.250 -0..25
22.10 0.25 36.49 ----- ----- -----
---- ----- ----- ----- ----- 0.250 0.25
22.15 0.25 36.49 ----- ----- ----- ----- ----- ----- 0.249 0.25
22.20 0.25 36.49. ----- ----- -----
----- ----- ---- ----- ----- 0.249 0.25
22.25 0.25 36.49 ----- ----- ----- ----- -----
----- ----- ----- 0.248 0.25
22.30 0.25 36.49 ----- ----- ----- ----- - --- ----- ----- 0.247 0.25
22.35 0.25 36.49 ----- ----- ----- --- ----- ----- ----- 0.247 0.25
22.40 0.25 36.49 ----- ----- ----- ----- ----- ----- ----- - 0.247 0.25
22.45 0.25 36.49 ----- ----- -----
----- ----- ----- ----- - 0.246 0.25
22.50 0.25 36.49 ---- ----- ----- ----- ----- ----- ----- ----- 0.246 0.25
22,55 0.24 36.49 ----- ----- -----
----- ----- ----- ----- ----- -0.245 0.25
22.60 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- 0.244 0.24
22.65 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- 0.244 0.24
22.70 0.24 36.49 ----- ----- ----- -----
---- ----- ----- ----- 0.243 0.24
22.75 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.243 0.24
22.80 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ---- 0.242 0.24
22.85 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0,242 0.24
22.90 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.241 0.24
22.95. 0.24 36.49 ----- ---- ° ----- ----- .. .___- ___...: ___.... 0.241- . .0:24
23.00 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.240 0.24----- ----- -----
23.05 0.24 36.49 ----- ----- ----- ----- ----- '0.240 0.24
23.10 0.24 36.49 ----- ----- ----- . ----- ----- ----- ----- 0.239 0.24
23.15 0.24 36.49 ---- ----- ----- ----- ----- 0.239 0.24
23.20 0.24 36.49 ----- ----- ----- ----- ----- ---- ----- 0.238 0.24
23.25 0.24 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.238 0.24
23.30 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- 0.237 0.24
23.35 0.24 36.49 ---- ----- -----
----- ----- ----- ----- ----- 0.237 0.24
23.40 - 0.24 36.49 ---- ----- ----- ----- ----- ----- ----- --=..,. ..0'.236 '0.24
23.45 0.24 36.49 ----- ----- ----- ----- ----- ----- ----- 0,236 0.24
23.50 0.23 36.49 ----- ----- ----- ----- ----- ----- ----- ----- 0.235 0.24
23.55 0.23 36.49 ---- ----- ----- ----- ----- ----- ----- 0,235 0.23
23.60 0.23 36.49 ---- ----- ----- ----- ----- ----- 0,234 0.23
Continues on next page...

52
trench 4 routina
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.65 0.23 36.49 ----- ----- ----- ----- ----- 0.234 "-0-23
----- ----- -----
36.49 ----- ----- ----- ----- ----- 0.233 0.23
.23.70 D.23 ----- ----- ----
23.75 0.23 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.232 0.23
23.80 0.23 36.49 ----- ----- ----- -----
----- ----- ----- ----- 0.232 0.23
-
23.85 0.23 36.49 ---- ----- ----- -----
----- ----- ----- ----- 0.231 0.23
23.90 0.23 36.49 . ---- ----- ----- ----- ----- ---- ---- 0.231. 0.23
23.95 0.23 36.49 ----- ----- ---
----- ----- ----- ----- ----- 0.230 0.23
24.00 0.23 36.49 ----- - ------ 0.230 0.23
----- ----- -----
24.05 0.18 36.49 ----- ----- -----
----- ----- ----- ---- ----- 0.208 0.21
24.10 0.09 36.49 ----- ----- --- ---- ----- ---- 0.142 0.14
...End

intiltration trench 4
stage
Top of poud
5.00 Elev.40.66
4.00 5.00 ft Fistr } /
WnrA-Elm 35.25 —�
1 .
r CuIvA 20.4 t.F of 1t 0 in i1,5i
4A0 , (50 yr)
(25 yr)
(y0 yt)
Section -(2 yr)
- IIT:3 (tyr)
Schematic only. Not for construction.
Hydraflow I lydrographs Pond Draw Project: 07-4030 pipe revision.gpw Sunday; Jan 27 2008, 1:19 PM

Pond Report
Hydraflow Hydrographs by Intelisolve' Sunday,Jan 27 2008, 1:19 PM
Pond No. 6 = infiltration trench 4
Pond Data
Bottom LxW = 3980.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 36.49 ft Depth = 4.17 ft
Stage IStorage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult)' Total storage(cult)" ('33.29%voids applied)
0.00 36.49 17,194 0 0
0.21 36.70 17,210 1,194 1,194
0.42 36.91 17,227 1,195 2,389
0.63 37.12 17,243 1,196 3,585 -
0.83 37.32 .17,260 1,197 4,783
1.04 37.53 17,277 1,199 5,981
1.25 37.74 17,293 1,200 7,181
1.46 37.95 17,310 1,201 8,382
1.67 3&.15 17,327 1,202 9,584
1.88 38.37 17,343 1,203 10,787
2.09 38.58 17,360 1,204 11,992
2.29 38.78 17,376 1,206 13,197 .
2.50 38.99 17,393 1,207 14,404
2.71 39.20 17,410 1,208 15,612
2.92 39.41 17,426 1,209 16,821
3.13 39.62 17,443 1,210 18,031
3.34 39.83 17,459 1,211 19,242
3.54 40.03 17,476 1,212 20,454
3.75 40.24 17,493 ' 1,214 21,668
3.96 40.45 17,509 1,215 22,883
4.17 40.66 17.526 1,216 24,099
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = .15.00 0.00 0.00 0.00 Crest El.(ft) = 39.25 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeft. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 36.49 0.00 0.00 0.00 Weir Type = Riser -- - -
Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope I%) = 0.50 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Crif.Coeff. = 0.60 0.00 0.00 0.00
Multistage = n/a No No No Exfiltration= 29.400 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:OulveNOrifirs outfi v have been analyzed under inlet and outlet wntrol.
Stage(ft) Stage l Storage Stage(ft)
5.00 - - -
4.00
4.00
-_
_ . . .._ .... - --_.. ..... . . ..... .. -- __ 3.00
3.00 --- --
-I
2.00
--- --- --
2.00 - - - -- --
1.00 1.00
0.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000, 20,000- 22,000. 24,000 25,000
Storage(cult)
- Storage

Pond Report
Hydraflow Hydrographs by Intelisolve "-Sunday,Jan 27 2008, 1:19 PM
Pond No. 6 - infiltration trench 4
Pond Data
Bottom LxW = 3980.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 36.49 ft Depth = 4.17 ft
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) [nor.Storage(tuft)' Total storage(tuft)` (`33.29%voids applied)
0.00 36.49 17,194 0 0
0.21 36.70 17,210 1,194 1,194
0.42 36.91 17,227 1,195 2,389 "
0.63 37.12 17,243 1,196 3,585
0.83 37.32 17,260 1,197 4,783
1.04 37.53 17,277 1,199 5,981
1.25 37.74 17,293 1,200 7,181
1.46 37.95 17,310 1,201 8,382
.1.67 -38.16 ::.17,327 1,202 . ..9,584 . ..
1.88 38.37 17,343 1,203 10,787
2.09 38.58 17,360 1,204 11,992 -
2.29 38.78 17,376 1-,206 13,197
2.50 38.99 17,393 1,207 14,404
2.71 39.20 17,410 1,208 15,612
2.92 39.41 17,426 1,209 16,821
3.13 39.62 17,443 - 1,210 18,031
3.34 39.83 17,459 1,211 19,242
3.54 40.03 17,476 1,212 20,454
3.75 40.24 17,493 1,214 21,668
3.96 "40.45 17,509 1,215 22,883
4.17 40.66 17,526 1,216 24,099
Culvert I Orifice Structures Weir Structures
[A] [131 [C] [D] [A] [B] [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 39.25 0.00 0.00 0.00 ,
No.Barrels = 1 0 0 - 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 36.49 0.00 0.00 0.00 Weir Type = Riser -- -- ---
Length(ft) = 20.00 0.00• 0.00 0.00 Multi-Stage = Yes No No No
Slope 1%) = 0.50 0.00 0.00 0.00
N-Value _ .013 .000 .000 .000
Crif.Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfltration= 29.400 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culver ro fice cudlow have been analyzed under inlet and outlet control.
Stage(ft) Stage I Discharge Stage(ft)
5.00
5.00 -- -
4.00 a ao
_. .-..
3.00
3.00
_._2.00
2.00
1.00
0.00
0.00
0.00 2.00 4:00 - 6.00- 8.00- 10.00 12.00 - 14.00 16.00 18.00 20.00. 22.00 24.00 -
Discharge(cfs)
- Total Q

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:32 PM
Hyd. No. 20
trench 4 clogged
Hydrograph type Reservoir,.. Peak.discharge:...:. = 0.00 cfs,: .:
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 38.80 ft
Reservoir name = infiltration clogged 4 Max. Storage = 13,284 cuft
Storage Indication method used. - Hydrograph Volume=0 cult
trench 4 clogged
Q (cfs Q (cfs)
� Hyd. No. 20 --,1 Yr
4.00 4.00
- - -- --- -._ -....
3.00 3.00
---------- — ----------- ----- ——
2.00 2.00
1.00 1.00
f - -----
0.00 0.00
0 _ 15 29 44 58 73 87 102 116 131 145
Time (hrs)
— Hyd No. 20 — Hyd No. 18 Req. Stor= 13,284 cuft

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:32 PM
Hyd. No. 20
trench 4 clogged
Hydrograph type = Reservoir Peak discharge.... .= 0.83 cis
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 39.39 ft
Reservoir name = infiltration clogged 4 Max. Storage = 16,683 cuft
Storage Indication method used. Hydrograph Volume=7,104 cuft
trench 4 clogged
Q (cfs) Hyd. No. 20 --2 Yr Q (cfs)
6.00 6.00
5.00 _ - ... I s.00
4.00 rl 4.00
II — — -- — -- -- ---
I
3.00 it I 3.00
III
2.00 2.00
�I!!� III III
II
I I II
„Il III' j! I� I!i! ;IIII�II�I1.00
- --
I i� II I
rllllil! f!I �IT;I rt�Il I1 ",II' — — 0.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Time (hrs)
— Hyd No. 20 — Hyd No. 18 Req. Stor= 16,683 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:32 PM
Hyd. No. 20
trench 4 clogged
Hydrograph-type = Reservoir Peak discharge,. = 4.11 cfs
Storm frequency = 1,0yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 39.64 ft
Reservoir name = infiltration clogged 4 Max. Storage = 18,180 cult
Storage Indication method used. Hydrograph Volume= 18,455 cult
trench 4 clogged
Q (cfs)
Q (cfs)
Hyd. No. 20-- 10 Yr
8.00 8.00
I�
I
6.00
6.00 I
I I
I
I i
4.00, 4.00
i
2.00 ' I : I' 2.00
I
_-_ -.........._ ................. ............
III I{
0.00 I� Ill I. it III:III, I i.l�l 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
Time (hrs)
— Hyd No. 20 — Hyd No. 18 Req. Stor= 18,180 cult

Hydrograph Plot
'
Hydraflow Hydrographs by Intelisolve Sunday, Jan 27 2008, 1:32 PM
® Hyd. No. 20
trench 4 clogged
Hydrograph type = Reservoir Peak>discharge. _ = 6.92 cfs
Storm frequency = 25,yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 39.81 ft
Reservoir name = infiltration clogged 4 Max. Storage = 19,131 cult
Storage Indication method used. Hydrograph Volume=25,111 tuft
trench 4 clogged
CZ (cfs)
Q (cfs)
Hyd. No. 20--25 Yr
10.00 10.00
I
-- ii ._.8.00
I
6.00 6.00
II
4.00 4.00
ll�l
------------- . .._.. -.-.. -
2.00
1!
2.00 l
it iII Ili I; l�l
0.00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
Time (hrs)
— Hyd No. 20 — Hyd No. 18 Req. Stor= 19,131 cuff

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27 2008, 1:32 PM
Hyd. No. 20
trench 4 clogged
Hydrograph type = Reservoir.:_. : peak discharge.,- = 8.61 cfs-
Storm frequency = 50_yrs Time interval = 3 min
Inflow hyd. No. = 18 Max. Elevation = 39.90 ft
Reservoir name = infiltration clogged 4 Max. Storage = 19,652 tuft
Storage Indication method used. Hydrograph Volume=30,271 tuft
trench 4 clogged
Q (cfS) Hyd. No. 20 -- 50 Yr Q (cfs)
- 12.00 — 12.00
10.00 10.00
8.00 8.00
6.00 � i,
6.00
4.00
2.00 i' � '!, z.00
II I
.. I Ili � III III .l.l,
0.00 r 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
Time (hrs)
— Hyd No. 20 — Hyd No. 18 li I I Req. Stor= 19,652 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Jan 27 2008, 1:32 PM
Hyd. No. 20
trench 4 clogged
Hydrograph type = .Reservoir Peak discharge,, = 9.38 cfs:.
Storm frequency 100.yrs Time interval = 3 'min
Inflow hyd. No. = 18 Max. Elevation = 40.02 ft
Reservoir name infiltration clogged 4 Max. Storage = 20,342.cult.
Storage Indication method used. Hydrograph Volume=35,432 cuft
trench 4 clogged q (cfs)
Q (cfs) Hyd. No. 20 -- 100 Yr
1
9 2:00 2.00
10.00
10.00
8.00
8.00 It
i
6.00
6.00
4.00 4.00 I III' I I �
2.00
2.00
771-
0.00
I lil i �I l i I l i IIi�
�i� �I�`I � I �II' ) �I� III 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
Time (hrs)
— Hyd No. 20 — Hyd No. 18 Tr 11 Req. Stor= 20,342 cuft

infiltration clogged 4
sts��
Top of pond -
5.00 Elev.40.66
4.00 5.00itkiser
0
3.00WNW
1
i ) ,
2.00
Cnlv.4`20.0 if of 15.0 ir.raUi
r
0.00 777 .. (50yr)
(25 Yr)
_ - —•(10 yr)
Section (2 Yr)
11TC ..,�..._..:.(I yr)
Schematic only. Not for construction.
Hydraflow Hydroyraphs Pond Draw Project: 07-4030 pipe revision.gpw Sunday, Jan 27 2008; 1:32 PM

Trench. 2C
(Drainage Area 2C)
Copy Infiltration Trench Supplement
Drainage Area Map half size of C2.1.4
Infiltration Trench Sizing Spreadsheet
SCS 24-hr Pre-Development Hydrograph
SCS 24-hr Post-Development Hydrograph
SCS 6-hr Post-Development Inflow Hydrographs 1, 2,10,25,50, & 100 year
Trench Routing Outflow Hydrographs 1, 2,10,25,50, & 100 year
Trench Routing Outflow Discharge Table 1, 2,10,25,50, & 100 year
Infiltration Trench Cross Section
Stage/Storage Table and Graph
Clogged Condition Outflow Routing 1, 2,10,25,50, & 100 year

INFILTRATION TRENCHES
Project Long Leaf Mall Harris Teeter Addition
Location Wilmington, NC Receiving Stream Hewlett's Creek Classification SA, HQW
Discription TRENCH DA 2C Drainage Basin Cape Fear
Total Drainage Area 0.87 ac
0 ac offsite DA System 1 (enter 1 for Pipe or 2 for Chamber)
Impervious Areas 2,315 6uft provided through PIPE storage
Building 0.016 ac
roads-parking 0.636 ac Trench Dimensions
sidewalk-patio 0.'064 ac Segment 1 Bottom width 4.32 ft
total 0,716 ac Total Length 1,308 ft Total .
impervious 82.3 % drainage area imp Height 2.76 It Trench Length 1,308 LF
Segment 2 Bottom width 0 ft Trench Volume 15,595-5 cuff
Drainage Area 0.87 ac Total Length 0 ft Trench Volume 13,280.4 cuft(wo pipe)
Impervious of da 82.3 % Height 2.76 ft Trench Volume 5,312.2 icufYwo pipe/voids)
Rain 3 in Bedding Material Void Area 40.0% Trench SA 5,650.6 scift
Total:St6ra4ei461riiiie:pt6vided .:. 7,627.3 tuft
Elevation of Bottom of trench 38.22 ft MSL
Elevation of SHWT 36.2 ft MSL
Overflow Elevation 41.0 ft MSL
Runoff Volume Simple Method Lowest inlet Grate Elevation 42.39 ft MSL
IA 0:823 Existing Grate/Low Point Elevation 42.39 ft MSL
R 0.05+0.9(IA) 0.791 Exfiltration Rate/Drawdowh
V=3630(Re)(Rv)(A)= 7491 cuft volume requred Reported Hydraulic Conductivity 0.49 in/min
2.45 ft/hour
29.4 in/hour
Volume (reijriired) >:,:7,491.T:cuft >Drawdowh Time :: 113:hour(total volume):
HDPE PERFORATED PIPE average flow 1.9 cfs'
18" HDPE 1308 LF 2,315.2 cuff Design Storm 10-yr SCS 6 hour 83,063 tuft total infiltrated
24" HDPE 0 LF 0.0 tuft
30" HDPE 0 LF &0 tuft HDPE Pipe Perforation Requirement (if pipe is used)
36" HDPE 0 LF 0.0 tuft Perforation Pattern AASHTO Class II 8 hole drilled around circumference
42" HDPE 0 LF 0.0 tuft Pipe Size 24 inch
TOTAL 1308 LF 2,315.2 tuft Height of perforation pattern 24 inch
inlet area/ft 2.65 in'/ft
STORM CHAMBER OR EQUIVALENT' Average Elevation head 1.78 ft
NIT HEIGHT 24" 63 Cv= 0.98
UNIT 2,394.0 CUFT (TOTAL) Flow per ft Q=CvAsq(2gh) 0.193 cfs/ft
�IIFIT L TH 8.167 FT 310.3 LIFT (TOTAL) Average Available Total Flow out pipe 253 cfs
(*FOR REFERENCE SED)

Trench stage/storage chart
(bottom of trench to top of trench)
stage sa volume.
0 38.22 5,650.6 0
0.2 38.42 5,650.6 552.7039
0.4 38.62 5,650.6 1105.408
0.6 38.82 5,650.6 1658.112
0.8 39.02 5,650.6 2210.816
1 39.22 5,650.6 2763.52
1.2 39.42 5,650.6 3316.224
1.4 39.62 5,650.6 3868.928
1.6 39.82 5,650.6 4421.631
1.8 40.02 5,650.6 4974.335
2 40.22 5,650.6 5527.039
2.2 40.42 5,650.E 6079.743
2.4 40.62 5,650.6 6632.447
2.6 40.82 5,650.6 7185.151
2.8 41.02 5,650.6 7737.855
Trench stage/storage chart
(top of trench to lower drop inlet elevation)
mh sa Number vol manhole tot v
2.8 41.02 19.63 2 0 7737.855
3 41.22 7.852 7745.707
3.2 41.42 15.704 7761,411
3.4 41.62 23.556 7784.967
3.6 41.82 31.408 7816.375
3.8 4202 39.26 7855.635
4 42.22 47.112 7902.747
4.2 42.42 . 54.964 7957.711
4.4 42.62 62.816 8020.527

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:54 PM
Hyd. No. 10
area 2c pre development
Hydrograph type, SCS Runoff Peak.discharge = 3.20 cfs
Storm frequency 1 yrs Time interval = 3 min
Drainage area = 0.870 ac Curve number = 98
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration 4 hrs Shape factor = 484
Hydrograph Volume=8,196 cult
area 2c pre development
Q (cfs) Hyd. No. 10 -- 1 Yr Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 10
kyr ZYhl, 5-c 5 ,��m�M� �

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:54 PM
Hyd. No. 11
area 2c post development
Hydrograph type- = SCS Runoff Peak.discharge. = 3.09 cfs
Storm frequency = 1,.vrs Time interval = 3 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of cone. (Tc) = 5.00 min
Total precip. 3.0 n, Distribution = Type II
Storm duration • - 2�I hrs� Shape factor, •: = 484
Hydrograph Volume=7,556 cult
area 2c post development
Q (cfs) Q (cfs)
Hyd. No. 11 -- 1 Yr
4.00 4.00
............
-- ------ --
3.00 I 3.00
2.00 2.00
_---.-..-. — --- -- _._.._.._
1.00 I 1.00
0.00 I I 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 11
y r

Hydrograph 'Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type = SCS Runoff Peak discharge = 1.14 cfs
Storm frequency = 1 yrs Time interval . _. - = 2 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. .(Tc) = 5.00 min
Total precip. = 2.00 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume=4,661 cuft
trench
Q (cfs) Hyd. No. 7 -- 1 Yr E- Q (cfs)
-2.00 2.00
1.00 1.00
---..-_. - - - -- - -
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type = SCS.Runoff Peak.discharge = 2.00.cfs
Storm.frequency 2, yrs Time interval = 2 min
Drainage area = 0,870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. 3.30 in Distribution . = SCS 6-Hr
Storm duration 6 hrs. Shape factor = 484
Hydrograph Volume 8,431 tuft
trench
Q (cfs) Hyd. No. 7 --2 Yr Z.yr 1✓ 'Pl Jam/ Q (cfs)
100 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydrarow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type. = SCS Runoff Peak discharge- = 2.99 cfs
Storm freauencv = 10 yrs Time interval = 2 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.82 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape•factor 484
Hydrograph Volume= 12,890 cuft
trench
Q (cfs) Hyd. No. 7 -- 10Yr �0�( �,n �I��✓ Q (cfs)
3.00 3.00
2.00 2.00
1.00
1.00
0.00 I 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type:. _- SCS Runoff Peak discharge. = 3.57 cfs
Storm frequency .= 25,vrs Time interval = 2 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.71 in Distribution = SCS 6-Hr
Storm duration 6,hrs Shape factor = 484 .
.� Hydrograph Volume=15,510 cuft
trench
Q (cfs) Hyd. No.7 --25 Yr 2SY f h��(� �✓ Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
-- --
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type _ SCS Runoff Peak discharge = 4.02 cfs
Storm freouency = 50.yrs Time interval = 2 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 6.40 in Distribution = SCS 6-Hr
Storm duration =- 6 hrs Shape factor = 484
Hydrograph Volume= 17,545 cuft
trench
Q (cfs) Hyd. No. 7 -- 50 Yr S Y,^ Q (cfs)
5:00. 5.00
4.00 4.00
3.00 ---- -- --- - 3.00
2.00 I 2.00
1.00 1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Nov 21 2007, 1:38 PM
Hyd. No. 7
trench
Hydrograph type: _- SCS Runoff Peak-discharge. = 4.46 cfs
Storm frequency =. 100 yrs Time interval = 2 min
Drainage area = 0.870 ac Curve number = 96
Basin Slope = 1.0 % Hydraulic length = 400 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 7.09 in Distribution = SCS 6-Hr
Storm duration - 6 hrs Shapefactor. =- 484
Hydrograph Volume=19,580 tuft
trench
Q (cfs) Hyd. No. 7 -- 100 Yr 0 0 r I A Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 7

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Monday,Jan 21 2008,4:41 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type „= Reservoir. Peak discharge = 1.13 cfs
Storm frequency = . 1 yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.28 ft
Reservoir name = infiltration trench 2c Max. Storage = 119 cuft
Storage Indication method used. Hydrograph Volume=4,661 cuft
infiltration trench 2c
Q (cfs) Hyd. No. 8 -- 1 Yr Q (cfs)
2.00 2.00
1.00 1.00
-.... ---- I- -- - - - -- -I - ----- 0.00
0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7, iTi- Req. Sfor= 119 cuff

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:40 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir•.. Peak_discharge: = 1.13 cfs
., Storm frequency = 1-yrs Time interval = 2 min
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.29 ft Max. Storage = 119 tuft
Storage Indication method used. Outflow hydrograph volume=4.661 tuft
Hydrograph Discharge Table (Fnnredvalu.s>=1%-fQP)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.80 0.02 38.22 0.83 0.00 ----- ----- ----- ----- ----- ----- 0.012 0.01
0.83 0.02 38.22 1.07 0.00 ----- ----- ----- ---- ----- ----- 0.016 0.02
0.87 0.02 38.22 1.31 0.00 ----- ----- ---- ----- ----- ----- 0.020 0.02
0.90 0.03 38,22 1.55 0.00 ----- ----- ----- ----- ----- ----- 0.023 0.02
0.93 0.03 38.22 1.80 0.00 ----- ----- ----- ----- ---- ----- 0,027. 0.03
0.97 0.03 38.22 2.05 0.00 ----- ---- ----- ----- ----- ----- 0.031 0.03
1.00 0.04 38.22 2.30 0.00 ---- ----- 0.035 0.03
----- ----- ----- -----
1.03 0.04 38.22 2.56 0.00 ----- ----- ----- ----- ----- ----- 0,038 0.04
1.07 0.05 38.22 2.82 0.00 ------ ----- ----- ----- ---- ----- 0.042 0.04
1.10 0.05 38.22 3.08 0.00 ---- ----- ---- ----- -----
----- 0.046 0.05
1.13 0.05 38.22 3.34 0.00 ----- ----- ----- ----- ----- ----- 0.050 0.05
. 1.17 0.06 38.22 3.61 0.00 ----- ----- ----- ----- ---- ----- 0.054 0.05
1.20 0.06 38.22 3.87 0.00 ---- ----- ----- ----- ----- ----- 0.058 0.06
1.23 0.07 38.22 4.13 0.00 ----- ----- ---- ----- ----- ----- 0.062 0.06
1.27 0.07 38.22 4.40 0.00 ----= ----- ----- ----- =---- ----- 0.066 0.07
1.30 0.07 38.22 4.68 0.00 ----- ----- ----- ----- ----- ----- 0.070 0.07
1.33 0.08 38.22 4.94 0.00 ----- ----- ----- ----- ----- 0.074 0.07
1,37 0.08 38.22 5.20 0.00 ----- ----- ----- ----- ----- 0,082 0.08
1.40 0.09 38.22 5.48 0.00 ----- ----- ----- ----- ----- ----- 006 0.0 0.099
1.43 0.09 38.22 5.75 0.00 ----- ----- ----- ----- ----- ----- 0.0
1.47 0.09 38.22 6.03 MID ----- ----- ---- ----- ----- ----- 0.091 0.09
1.50 0.10 38.23 6.37 0.00 ----- ----- ----- ----- ----- ----- 0.096 0.10
1.53 0.11 38.23 6.75 0.00 ----- ----- ----- ----- ----- ----- 0.101 0.10
1.57 0.11 38.23 7.12 0.00 ----- ----- ----- • ----- ----- ----- 0.107 0.11
1.60 0.12 38.23 7.50 0.00 ----- ---- ----- ----- ----- ----- 0.113 0.11
1.63 0.13 38.23 7.98 0.00 . ----- ----- ----- ----- ----- ----- 0.120 0.12
9.67 0.13 38.23 &48 .0.00 ----- ----- ----- - --- ----- ----- 0.127 0.13
1.70 0.14 38.23 8.97 0.00 ---- ----- ----- ----- ----- ----- 0.135 0.13
1.73 0.15 38.23 9.55 0.00 ----- ----- ----- ---- ----- ----- 0.143 0.14
1.77 0.16 38.23 10.26 0.00 ----- ----- ----- ----- ----- ---- 0,154 0.15
1.80 0.17 38.23 10.92 0.00 ----- ----- ----- - --- ----- ----- 0.164 0.16
1.83 0.18 38.23 11.61 0.00 ----- ----- ----- ----- ----- ----- 0.174 0.17
1.87 0.20 38.23 12.59 0.00 ----- ----- ----- ---- ----- ----- 0.189 0.19
1,90 - --,.0.22 38.23 .:13.69 ...0.00 ----- ----- ----- ---- ----- ----- 0.206 0.21
1.93 0.25 38.23 15.05 0.00 ----- ----- ----- ----- ----- ----- 0.226 0.23
1.97 0.32 38.23 17.86 0.00 ----- ----- ----- ----- ----- ----- 0.268 0.27
2.00 0.41 38.24 22.60 0.00 ----- ----- ----- ----- ----- ----- 0.339 0.34
2.03 0.47 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.414 0.41
Continues on next page...

2
infiltration trench2c '
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIV B Clv C Clv DWA WB WC `WrDE-^ it Outflow
cfs cfs cfs cfs cfs s s s CfS
----- ----- 0.494 0.49
2.07 0,57 38'.25' 25:4'4 0.00 ----- 0.613 0.61
38.25 ----- ----- ----
,.25A4 0.00 ----- ----
.2:10 0.74 ---- ----- ----- ---- 0.759 0.76
2.13 0.89 38.26 25.44 0.00 ----- -
----
_ 0.886 0.89
2.17 0.98 38.27 25.44 0.00 ----- -----
----- ----- -----
97
---- ----- ---- . .
2.20 1.02 38.27 25.44 0.00 ----- -- -- _____ . 1.017 017 1.02
02
' 2.23 1.05 38.28 25.44 0.00 ----- ---- ----- -----
_____ _____ 1.050 1.05
2.27 1.07 38.28 25.44 0. ----- ----- -----
----- 1:075 1.07
----- ----- ----- -----
2.30 1.09 38.28 25:44 0.0 ----- _____ 1.096 1.10
---- ----- -----
2.33 1.11 ,. .38.28-, , . ;, , 25.44 0.00 ----- _____ 1.114 `1.11
2.37 1.13 38.28 25A4 0.00 ----- ----- ------ ----- ----
----- ----- ----- ---- ----- 1.130 1.13 «
2.40. 1.14 « 38.28 25.44 0.00 1.124 1.12
----- ---- ----- -----
2.43 1.10 38.28 25.44 0.00 ----- _____ . _____ 1.075 1.08
----- ----- ----
2.47 1.01 38.28 25.44 0. ----- _____ 1.006 1.01
----- ----- -----
2.50 0.95 38.28 25.44 0.0 ----- _____ 0.939 0.94
2.53 0.88 38.27 25.44 0.00 ----- ----- ----- ----- -----
84
---- ----- ----- ----- ----- 0.691 0.69
2.57 0.73 38.27 25.44 0.00 ----- _____ 0.691 0.69
----- ----- ----- -----
2.60 0.54 38.26 25.44 0. ----- _____ 0.540 0.54 -
2.63 0.43 38.25 25.44 0.00 ----- ----
----- ----- -----
44
---- ----- ----- ----- 0.389 0.39
2.67 0.38 38.24 25.44 0.00 ----- _____ _____ 0.389 0.39
----- ----- -----
2.70 0.36 38.24 25.44 0.0 ----- _____ 0.366 0.37
----- ----- ----- -----
2.73 0.35 38.24 24.40 0.00 ----- _____ _____ 0.354 0.35
----- ----- ----
2.77 0.35 38.24. 23.56 0.00 ----- 0.344 0.34
2.80 0.34 38.24 22.92 0.00 ----- -----
----- ----- ----
2.83 0.32 38.24 22.17 0.00 ----- 0.321 0.32
-----
_. 2.87 0.31 38.24 21.40 0. ---------- ---------- ----- ----- -----
0.312 '0.31
2.90 0.30 38.24 20.78 0.00 ----- _____ 0.2 0.2
0.302 0.30
2.93 0.29 38.24 20.11 0.00 ----- ----- ---- ----- ----
19.34 0.00 ----- ----- ----- ----- ----- ----- 80 8
2.97 0.28 38.24 0.20 0.2-----
3.00 0.27 38.24 18.67 0.0 ----- -----
_____ :----- 0.272 0.27
----- ----- -----
3.03 0.27 38.23 18.15 0. ----- _____ 0.264 0.26
----- ----- ----- -----
3.07 0.26 38.23 17.59 0.0 ----- _____ 0.256 0.26
---- -----
3.10 0.25 38.23 17.03 0. ----- _____ 0.249 0.25
3.13 0.24 38.23 16.62 0.00 ----- ---- ----- ----- ----
_____ 0.245 0.24
----- ----- -----
3.17 0.24 38.23 16.31 0.0 ----- _____ 0.241 0.24
----- ----- ----- -----
3.20 0.24 38.23 16.04 0.00 ----- _____ 0.237 0.24
3.23 0.23 38.23 15.80 0.0 ---------- ----- -----
_____ 0.234 0.23
3.27 0.23 38.23 15.60 0.00 ----- ---- ----- ----- ----
----
------
0.231 0.23
3.30 0:23 � 38,23.. 15.36 0.00 ----- ----- ----- ----- _____ p227 0.23
3.33 0.22 38.23 _ 15.10 0.0 ----- ----- ----- -----
_____ 0:223 0.22
3.37 0.22 38.23 14.88 0.0 ----- - ----- ----- 0.220 0.22
----- ----
3.40 0.22 38.23 14.67 0.00 ----- -----
--- ----- _____ 0,217 0.22
----- ----- ----- -----
3.43 0.21 38.23 14.43 0.00 ----- _____ 0.213 0.21 ,
----- ----- -----
3.47 0.21 38.23 14.17 0. ----- _____ 0.209 0.21
----- -----
3.50 0.21 38.23 13.95 0.00 ----- 0.206 0.21 -.
----- -----
3.53 0.20 38.23.. 13.73 0.0 ----- ----- _____ 0.202 0.20
3.57 0.20 38.23 13.47 0.00 -----
----- -----
-- ---- ., ,..:o199 0.20
3.60 0.20 38:38.23 ' � ""1'3':25 0.00 --:-- --- ----- --- .
_____ 0196 0.20
----- ----- ----- -----
3.63 0.19 38.23 13.07 0.00 0.193 0.19
----- ----- -----
3.67 0.19 38.23 . 12.87 0. ----- _____ 0.190 0.19
3.70 0.19 38.23 12.68 0. ----- ----- ----- -----
_ 0.188 0.19
3.73 0.19 38.23 12.52 0. -----
----- ----- ----- -----
Continues on next page...

3
infiltration trench 2c - -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfS ft cfS cfS cfS cfS cfS cfS cfS cfS cfS cfS
3.77 0.18 ' 38:23' 12.39 0.00"` ----- ----- ---- ----- ----- ----- 0.186 0.19
,,3:80 -0.18 38:23 12.23 0.00 ----- ----- -----
---- ----- ----- 0.184 0.18
3.83 0.18 38.23 12.09 0.00 ----- ----- ----- ----- ----- 0.181 0.18
3.87 0.18 38.23 11.97 0.00 ----- ----- ----- ----- ----- 0.180 0.18
3.90 0.18 38.23 11.85 0.00 ---- ----- ----- ----- ----- 0.178 0.18
3.93 0.17 38.23 11.71 0.00. ---- ----- ----- ----- ----- 0.17 . 0.1
3.97 0.17 38.23 11.60 0.00 ---- ----- ----- ----- ----- 0.174 0.177
4.00 0.17 3&23 11.49 0.00 ---- ----- ----- 0.173 0.17
4.03 0.17 . 38.23 11.37 0.00 ----- ----- ----- ----- ----- 0.171 0.17
4.07 0.17 38.23 11.24 0.00 ---- ----- ----- ---- 0.169 0.17
4.10 0.17 38.23 11.13 0.00 ----- - ----- ----- ----- 0.167 0.17
4.13 0.16 38.23 11.02 0.00 ----- ----- ----- ----- ----- ----- 0.165 0.1
4.17 0.16 38.23 10.89 0.00 ----- ----- ----- ---- -----_ ----- 0.163 0.166
4.20 0.16 38.23 10.78 0.00 ----- 0.1
----- ----- ----- ----- 0.160 0.16
0.16
4.23 0.16 38.23 10.68 0.00 ---- 0.1----- ----- ----- ----- 58 0.16
4.27 0.16 38.23 10.55 0.00 ----- ----- ----- ----- --- ----- 6 0.1
4.30 0.15 38.23 10.41 0.00 ----- ----- ----- ----- ----- ----- 0.15
4.33 0.15 38.23 10.30 0.00 ---- ----- ----- ----- ----- 0.155 0.155
4.37 0.15 38.23 10.19 0.00 ---- ----- ----- ----- ----- 0.153 0.15
4.40 0.15 38.23 10.06 0.00 ---- ----- ----- ----- ----- 0.15 0.15
4.43 0.15 38.23 9.94 0.00 ---- ----- ----- ----- ----- 0.149 0.15
4.47 0.15 38.23 9.84 0.00 ----- ----- ----- ----- ---- ----- 0.148 0.15
4.50 0.14 38.23 9.74 0.00 --- 0.14
----- ----- ----- 0.145 0.14
.0.15
4.53 0.14 38.23 9.63 0.00 ----- ---- ----- ----- ----- 3
4.57 0.14 . . 38.23 9.54 0.00 ----- ----- - 0
--- ----- ----- .14 0.14
4.60 0.14 38.23 9.46 0.00 ----- ----- ---- ----- ----- ----- .142 0.14
4.63 0.14 38.23 9.35 0.00 ---- ----- ----- ----- ---- . 0.139
0.14
0.14
4.67 0.14. •38.23 9.25 0.00 ----- ----- -----
---- ----- -----
4.70 0.14 38.23 9.17 0.00 ----- ----- ----- ----- ----- 0.138 0.14
4.73 0.14 38.23 9.09 0.00 ----- ----- ----- ----- ---- 0.136 0.14
4.77 0.13 38.23 9.01 0.00 ----- ----- ---- ----- ----- ----- 0.135 0.14
4.80 0.13 38.23 8.94 0.00 ---- ----- ----- ----- ----- 0.134 0.13
4.83 0.13 38.23 8.88 0.00 ----- ----- ----- ----- ----- 0.133 0.13
4.87 0.13 38.23 8.80 0.00 ----- ----- ----- ---- ----- ----- 0.132 0.13
4.90 0.13 38.23 8.72 0.00 ----- ----- ----- ----- ----- ----- 0.131 0.13
4.93 0.13 38.23 8.65 0.00 ----- ----- ----- ----- ----- 0.130 0.13
4.97 0.13 38.23 8.60 0.00 ---- ----- ----- ----- ----- 0.129 0.13
0.128 0.13
5.00 0.13 38.23 8.55 0.00 ---- ---- ----
0.128 0.13
5.03 0.13 38.23 8.50 0.00 ----- ----- ----- ----- ----- ---
5.07 0.13 38.23 8.45 0.00 ----- ----- ----- ----- ----- 0.126 0.13
0.13
5.10 0.13 38.23 8.41 0.00 ----- ----- ---- ----- ---- ----- 0.12----- 0.125 0.13
5.13 0.12 38.23 8.35 0.00 ----- ---- ----- ----- ----- _____ 0.125 0.12
5.17 0.12 38.23 8.31 0.00 ----- ----- ----- ----- ----
5.20 0.12 38.23 8.26 0.00 ---- ----- ----- ----- ----- 0.124 0.12
5:23 0.12 38.23 8.21 0.00 . ----- ----- ---- ----- ---- ---- 0.123 0.12.
5.27 0.12 38.23 8.16 0.00 ----- ----- ---- ----- ----- 0.123 0.12
5.30 0.12 "38:23 '8:12 0.00 ----- --- ----= ---- 0.122 0.12
5.33 0.12 38.23 8.07 0.00 ---- ----- ----- ----- ----- 0.121 0.12
5.37 0.12 38.23 8.02 0.00 ---- ----- ----- ----- ----- 0.120 0.12
5.40 0.12 38.23 7.97 0.00 ----- ----- ----- ----- ----- ----- 0.120 0.12
5.43 0.12 38.23 7.94 0.00 ---- ----- ----- ----- ----- 0.119 0.12
Continues on next page...

4
infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.47 0.12 38.23 7.89 °'0.00 ---- ----- ----- ----- ----- 0.118 0.12
.38.23 7-.83. ._.0;00 ----- ----- ----- ----- ---- 0.118 0.12
5'5 0.12 0.117 0.12
5.53 0.12 38.23 7.78 0.00 ----- ----- '-'-- -___ _____ _____ 0.116 0.12
5.57 0.12 38.23 7.74 0.00 -----. ----- ----- ----- ----- ----- 0.11 0.12
5.60 0.11 38.23 7.69 0.00 ----- ----- ----- ----
5.63 0.11 38.23 7.64 0.00 ---- ----- ----- --- ----- 0.115 0.11
5.67 0.11 38.23 7.60 0.00 ----- ----- ----- ----- ----- ----- 0.114 0.11
5.70 0.11 38.23 7.57 0.00 ---- ----- ----- ----- ---- 0.114 0.11
5.73 0.11 .38.23 7-54 . .0.00 ----- ----- ----- ---- ----- ----- 0.113 0.11
5.77 0.11 38.23 7.52 0.00 ---- ----- ----- ----- ----- ----- 0.113 0.11
5.80 0.11 38.23 7.50 0.00, ---- ----- ----- ---- ----- 0.113 0.11
5.83 0.11 38.23 7.47 0.00 ----- ----- ----- ----- ----- ----- 0.112 0.11
5.87 0.11 38.23 7.45 0.00 ----- ----- ----- ----- ----- ----- 0.112 0.11
5.90 0.11 38.23 7.43 0.00 ----- ----- ----- - --- ----- ----- 0.112 0.11
5.93 0.11 38.23 7.42 0.00 ----- ----- ----- ---- ----- ----- 0.111 0.11
5:97 0.11 38.23 7.42 0.00 ----- ----- ----- ----- ---- ----- 0.111 0.11
6.00 0.11 38.23 7.42 0.00 ---- ----- ----- ----- 0.1 0.11
6.03 0.09 38.23 6.88 0.00 ---- ----- ----- ----- ----- 0.103 0:1-0
6.07 O.G4 . 38.22 5.12 0.00 -- ----- ----- ----- ----- 0`.077 0.08
6.10 0.01 38.22 2.83 0.00 ----- ----- ----- ---- ----- --- 0.043 0.04
6.13 0.00 38.22 1.13 0.00 ---- ----- ----- ----- ----- 0.017 0.02
...End

Hydrograph Ploy
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4'.41 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type Reservoir Peak discharge =.. 1 .99 cfs
Storm frequency . =_.2.yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.33 ft
Reservoir name = infiltration trench 2c Max. Storage = 209 cuft
Storage Indication method used. Hydrograph Volume=8,431 cuft
infiltration trench 2c
Q (cfs) Hyd. No. 8 --2 Yr Q (cfs)
3.00
3.00
2.00
2.00
1
1.00 .00
0.00
o.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7 77T l] Req. Stor= 209 cult.

6
Hydrogra,ph Report
Monday,Jan 21 2008.4:40 PM
HydraFlow Hydrographs by Intzlisolve
Hyd. No. 8
infiltration trench 2c
Hydrograph type . = Reservoir Peak discharge = 1.99 cfs
Storm frequency 2:yrs Time interval = 2 min
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.33 ft Max. Storage = 209 cuff
Storage Indication method used. outflow hydrograph volume=8,431 tuft
(Printed values =i%ct Op.)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
---- ----- ----- -----
0.60 0.03 38.22 1.99 0.00 --- ----- 0.023 , 0.02
0. 0.04 38.22 1. 0.00 ----- ----- ----- _____ 0.030 0.03
---- ----- ----- ----- ----- 0.044 0.04
0.63 0.04 38.22 2.44 0.00 ----- _____ 0.044 0.04
0.67 0.05 38.22 2.92 0.00 ----- ----- ----- - --" ---_ -_-_- 0.051 0.05
----- ----- -----
0.70 0.06 38.22 3.41 0.00 ----- 0.058 0.06
0.73 0.06 38.22 3.88 0.00 ----- ----- ---- _- 0.065 , 0.07
0.77 0.07 38.22 4.35 0.00 ----- ----- ----- ----
----- ----- 0.073 0.07
0.80 0.08 38.22 4.84 0.00 ----- 0.080 0.08
0.83 0.09 38.22 5.33 0. ----- ---- ----- ----- -----
_____ 0.087 0.09
0.87 0.09 38.22 5.80 0.00 ----- ----- ----
----- ----
- ----- ----- ---- 0.102 0.10
09
0.90 0.10 38.23 6.28 0.00 ---- _____ 0.102 0.10
0.93 0.11 38.23 6.78 0.00 ----- ----- ----
---- ----
---- ----- ----- ----- ----- 0.116 0.11
0.97 0.11 38.23 7.26 0.00 ----- _____ 0.116 0.12
----- ----- ----- ----
1.00 0.12 38.23 7.72 0.0 ----- _____ 0.123 0.12
---- -----' -----
1.03 0.13 38.23 8.21 0.00 0.131 0.13
1.07 0.14 38.23 8.70 0.00 ----- ----- ---- --- ----
1.10 0.14 38.23 9.16 0.00 ----- ----- ----- ----- ----- ---- 0.145 0.14
1.13 0.15 38.23 9.63 0.00 -' ----
__-_ ----- 0.152 0.14
----- ---- 0.152 0.15
1.17 0.16 38.23 10.11 0.00 ----- _____ 0.159 0.16
-
L20 0.16 38.23 10.58 0. ----- ----- ---------- _ _____ 0.165 _ 0.17
1.23 0.17 38.23 11.01 0.00 ----- ----- ----- ---- - _---_ 0.172 0.17
----- ----- -----
1.27 0.18 38.23 11.49 0.00 ----- _____ 0.180 0.18
1.30 0.19 38.23 11.98 0.00 ----- ----- ----- ----- -----
----- 0.187 0.19
1.33 0. 38.23 12. 0.00 ---- ---- ----- ----- ---- _____ 0.193 0.19
1.37 0.20 20 38.23 12.87 87 0.00 ----- . 0.200 0.20
1.40 0.21 38.23 13.33 0.00 ---- . . .---- -
1.43 0.21 3&23 13.79 0.00 ----- ----- ----- ----- ----- 0.214 0.21
----- 0.223 0.21
----- ----- ----- ----
1.47 0.22 38.23 14.25 0.00 ----- _____ p.223 0.22
1.50 0.23 38.23 14.85 0.00 ----- ----- ---- ----- -----
0.233 0.23
1.53 0.24 38.23 15.54 0.00 ----- ---- ----- ----- ----- _____ 0_243 0.24
1.57 0.25 38.23 16.19 0.00 ----- ----- ----- ----- ----- ----- 0.253 0.25
----- ----- -----
1.60 0.26 38.23 16.86 0. ----- -----.. 0.266' 0.27
---- -- ---
1.63 0.28 38.23 17.73 0.0 ----- ----- '
. :1.67 0.29 38.24 18.64 0.00 ----- ----- ---- ----- ----- ----- 0,293 0.29
---- ----- ----- ----- --- 0.309 0.31
1:70 0.30 38.24 19.51 0.00 ----- _____ 0.309 0.31
1.73 0.33 38.24 20.57 0. ----- ----- ----- ----- -----
---- ----- ----- ----- --- 0.346 0.33
1.80 0.35 38.24 21.05 0.00 ---- 0.346 0.35
1.80 0.36 38.24 23.05 0. ----- ----- ----- ----- -----
Continues on next page:..

7
infiltration trzncn'2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Oufflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
----- 0.365 0.36'
1.83 0.38 38.24 24.28 0.00 0.392 0.39
1,87 0.42 38.24 25A4 :0.00 ----- ----- --- ----- ----- 0.422 6.42
1.90 0.45 38.24 26.44 0.00 ----- ----- ----- ----
1.93 0.50 38.25 25.44 0.00 ---- ----- ----- ----- ----- 0.539 0.46
54
1.97 0.64 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.675 0.0.67
0.
2.00 0.81 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.81 0.
82
2.03 0.92 38.26 25.44 0.00 ----- . ----
---- ----- - ----- ----- .
---- ----- ----- ----- 960 0.96
2.07 1.10 38.27 25.44 0.00 ----- - , 1.175 75 1.17
2.10 1.41 38.28 .25.44 . 0.00 --- - ----- ----- ----- ----
____
2.13 1.66 38.30 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.437 1.44
2.17 1.82 38.31 25.44 0.00 ----- ----- ----- ----- -=-- 1.657 1.66
2.20 1.87 38.32 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.1.862 1.1.86
2.23 1.91 38.32 25.44 0.00 ----- ----- ----- ----- ----- 1.903 90
' 2.27 1.93 38.32 25.44 0.00 ----- ----- - 1.9
----- ---- ----- 32 1.1.93
93
2.30 1.95 38.33 25.44 0.00 ----- ----- ---- ----- ----- -----
2.33 1.97 38.33 25.44 0.00 ----- ----- ----- ----- ----- 1.954 1.95
2.37 1.99 38.33 25.44 0.00 ---- 1.9
----- ----- ----- ----- 1.974. 1.99 «
.
2.40 2.00 << 38.33 25.44 0.00 ---- ----- ----- ----- ----- 71 1.1.97
2.43 1.93 38.33 25.44 0.00 ----- ----- ----- ----- ----- - --- 1.
2.47 1.76 38.32 25.44 0.00 ----- --- ----- ---- ----- 1.877 1.88
2.50 1,65 38.32 25.44 0.00 ----- ----- ----- ----- ----- - 1.750 1.75
2.53 1.52 38.31 25.44 0.00 = ----- ----- ----- ----- ----- 1.628 1.63
2.57 1.26 38:3C • 25:44 - -0.00 ----- ----- ----- ----- ----- 1.453 1.45
2.60 0.93 38.29 25.44 0.00 ---- ----- ----- 1.192 1.19
2.63 0.73 .38.27 ..25.44,_0.00 ----- -----' ----- ----- ----- 0.931 0.93
2.67 0.65 38.26 25.44 0.00 ----- ----- ----- ----- ---- 0.756 0.76
2.70 0.62 38.26 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.668 0.67
2.73 0.61 38.25 25.44 0.00 ----- ----- ----- ----- ---- 0.629 0.63
2.77 0.59 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.607 0.61
2.80 0.58 38.25 25A4 0.00 ----- ----- ----- ----- ---- ----- 0.590 0.59
2.83 0.55 38.25 25.44 0.00 --- ----- ----- ----- ----- ----- 0.570 0.57
2.87 0.54 38.25 26.44 0.00 - ----- ----- ----- ---- ----- 0.550 6.55
2.90 0.52 38.25 25.44 0.00 ----- ----- ----- -----. ----- ----- 0.534 0.53
2.93 0.50 38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.517 0.52
2.97 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.497 0.50
3,00 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.479 0.48
3.03 0.45 38.25, 25,44. 0.00 ----- ----- ----- ----- ----- ----- 0.465 0.47
3.07 0.44 38.24 25,44 0.00 ---- ----- ----- ----- ----- ----- 0.451 0.45
3.10 0.43 38.24 25.44 0.00 ----- ----- ---- ----- ----- ---- 0.436 0.44
3.13 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.426 0.43
3.17 0.41 38.24 25.44 0.00 ----- ----- ----- ---- ----- -- -- 0.418 0.42
3.20 0.40 38.24 25.44 0.00 ----- ----- ----- ---- ----- 0.411 0.41
3.23 0.40 38.24 25.44 0.00 ----- ----- ----- ----- - --- ----- 0:404 0.40
3.27 0.39 38.24 25.44 0.00 ----- ----= ----- ----- ----- ----- 0.399 0.40
3.30 0.39. 38.24 25.44 0.00 ---- ----- ----- ----- ----- 0.393 0.39 ..
3.33 0.38 38.24 25.44 0.00 ----- ----- ----- ----- ----- 0.386. 0.39
3.37 0.38 38.24 25*32 '0.00 ----- ---- ----- ----- -- 0,380 0,38
3.40 0.37 38.24 24.97 0.00 ---- ----- ---- 0.375 0.37
3.43 0.36 38.24 24,53 0.00 ----- ----- ----- ----- ----- ----- 0.368 0.37
3.50 0.35 38.24 24.72 0.00 _____ __ _____ 0.356 0.36
3.50 0.35 38.24 23.72 0.00 0.356 0.36
Continues on next page...

8
infiltration trench'2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.53 0.34 38.24" ' 23.33" 0.00 ----- ----- --- ----- ----- ----- 0.350 0.35
3.57 034 3&2^ -22,.89....0:00 ---- ----- ---- ;. -----: ----- 0.344 0.34
3.60 0.33 38.24 22.50 0.00 ---- ----- ----- ----- ----- 0.338 0.34
3.63 0.33 38.24 22.19 0.00 ---- ----- ----- ----- ----- 0.333 0.33
3.67 0.32 38.24 21.85 0.00 . ---- ---- ----- ----- ----- 0.328 0.33
3.70 0.32 38.24 21.52 0.00 ---- ----- - ----- ----- 0.323 0.32
3.73 0.32 38.24 21.25 0.00 ---- ----- ----- ----- 0.319 0.32
3.77 0.31 38.24 21:02 0.00 ----- ----- ----- ----- ----- - 0.315 0.32 -
3.80 0.31 -38.24 20.75 .,.0.00 „---- ---- 0.312 0.31
3.83 0.30 38.24 20.50 0.00 ----- ----- ----- ----- ---- 0.308 0.31
3.87 0.30 38.24 20.30 0.00 --- ----- ----- ----- 0.305 0.30 .
3.90 0.30 38.24 20.08 0.00 ----- ----- ----- ------ ----- ----- 0.301 0.30
3.93 0.30 38.24 19.85 0;00 ----- ----- ----- ---- ----- ----- 0.298 0.30
3.97 0.29 38.24 19.65 0.00 ----- ----- ----- ----- ----- ----- 0.295 0.30
4.00 0.29 38.24 19.48 0.00 ---- ----- ----- ---- ----- ---- 0.292 0.29
4.03 0.29 38.24 19.26 0.00 ------ ----- ----- ---- ----- 0.289 0.29
4.07 0.28 38.24 19.03 0.00 --- ---- ----- ----- ----- 0.286 0.29
4.10 0.28 38.24 18.85 0.00 ---- ----- ----- ----- ----- 0.283 0.28
4.13- 0.28 38.24 18.65 0.00 ----- ----- ---- ----- ----- --- 1 0.280 _0.28
4.17 0.27 38.24 18.43 0.00 ---- ----- ----- - --- ----- 0.277 0.28
4.20 0.27 38.24 18.24 0.00 ----- ----- ----- ----- ----- ----- 0.274 0.27
4.23 0.27 38.23 18.07 0.00 ----- ----- ----- ----- ----- ----- 0.271 0.27
4.27 ' 0.26 '38.23 17.85 0.00 ---- ----- ----- ----- ---- ----- 0.268 0.27
4.30 0.26 38.23 17.61 0.00 ----- ----- ----- ----- ----- 0.264 0.26
4.33 0.26 38.23 17.42 0.00 ----- ----- ----- ---- ----- . ---- 0.261 0.26
4.37 0.26 38.23 17.23 0.00 ---- ----- ----- ----- ----- 0.259 0.26
4.40 0.25 38.23 17.01 0.00- ----- ----- ----- ----- ----- ----- 0.255 0.2
4.43 0.25 38.23 16.81 0.00 ---- 0.2
----- ----- ----- ----- 0.250 0.25
0.255
4.47 0.25 38.23 16.63 0.00 ----- ----- ----- ----- ----- ----- . 47
4.50 0.24 38.23 16.46 0.00 ---- ----- ----- ----- ----- 0.24 0.244 0.2
4.53 0.24 38.23 16.27 0.00 ---- ----- ----- ----- ----- 0.24
4.57 0.24 38.23 16.11 0.00 ----- ----- ----- ----- ----- 0.242 0.24
4.60 0.24 38.23 15.97 0.00 ----- . ----- ----- ---- ----- ---- 0.237 0.24
0.24
4.63 0.23 38.23 15.79 0.00 ----- ----- ----- ----- ----- ----- 0.2
4.67 0.23 38.23 15.62 0.00 ---- ----- ----- ----- ----- ---- 0.234 0.23
4.70 0.23 38.23 15.47 0.00 ----- ---- ----- ----- ----- ---- 0.232 0.23
4.73 0.23 38.23 15.34 0.00 ----- ----- ----- ----- ----- 0.230 0.23
4.77 0.23 38.23 15.21 0.00 ----- ----- ----- ----- - --- 0.228 0.23
4.80 0.23 38.23 15.09 0.00 ---- ----- ----- ----- ----- 0.226 0.23
4.83 0.22 38.23 14.98 0.00 ---- ---- ----- ----- ------ 0.225 0.22
4.87 0.22 38.23 14.85 0.00 ----- ----- ----- ----- ----- ----- 0.223. 0.22
4.90 0.22 38.23 14.71 0.00 ----- ----- ----- ----- ----- ----- 0.221 0.22
4.93 0.22 38.23. 14.60 0.00 ----- ----- ----- ----- ---- 0.219 0.22
4.97 0.22 38.23 14.50 0.00 ----- ----- ----- ----- ----- ----- 0.218 0.22
5.00 0.22 38.23 14.42 . 0.00- ---- ----- ----- ----- ----- 0.216 0.22
5.03 0.21 38.23 14.33 0.00 ---- ----- ----- ----- ----- 0.215 0.22
5.07 0.21 38.23 14.26 0.00 ----- ----- ----- ----- ----- ----- 0.214 0.21
5.10 0.21 38.23 14.18 0.00 ---- ----- ----- ----- ---- 0.213 0.21
5.13 0.21 38.23 14.08 0.00 ---- ----- ----- ----- ----- 0.211 0.21
5.17 0.21 38.23 14.00 0.00 ---- ----- - --- ----- ----- 0.210 0.21
5.20 0.21 38.23 13.94' 0.00 ---- ----- ---- ----- ----- 0.209 0.21
Continues on next page...

9
infiltration trench 2c '
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.23 0.21 38.23 13.85 0.00 ----- ----- ----- ----- ----- 0.208 0.21
5.27. 0.21 . ..,,:.36 2-3 13.76 0.00 ..---- -- ----- ----- ---- -0.207 0.21.
5.30 0.20 38.23 13.69 0.00 ----- ----- ----- ----- ----- 0,205 0.21
5.33 0.20 38.23 13.61 0.00 ----- ----- ----- - --- ----- ----- 0.204 0.20
5.37 0.20 38.23 13.51 0.00 ----- ----- ----- ----- ----- ----- 0.203 0.20
5.40 . 0.20 38.23 13.44 0.00 ----- ----- ----- ----- ----- ----- 0.202 0.20
5.43 0.20 38,23 13.37 0.00 ----- ----- ----- ----- ----- ----- 0.201 0.20
5.47 0.20 38.23 13.28 0.00 . ----- ----- --- ----- ----- ----- 0.199 0.20
5.50 0.20 38:23 ...,... 13.19 0.00 ----- ----- -----
---- ----- 0.198 0.20
5.53 0.20 38.23 13.11 0.00 ----- ---- ----- ----- 0.197 0.20
5.57 0.19 38.23 13.03 0:00 ----- ----- ----- ----- ----- ----- 0,196 0.20
5.60 0.19 38,23 12.95 0.00 ----- ----- ----- ----- ----- 0.194 0.19
5.63 0.19 38.23 12.86 0.00 ----- ----- ----- ----- ----- ----- 0.193 0.19
5.67 0.19 38.23 12.80 0.00 ----- ----- ----- ----- ----- ----- 0.192 0.19
5.70 0.19 38.23 .12.75 0.00 ----- ----- ----- ----- ----- ----- 0.191 0.19
5.73 0.19 38.23 12.70 0.00 ----- ----- ----- ----- ----- ----- 0.191 0.19
5.77 0.19 38.23 12.66 0.00 -,---- ' ----- ----- ----- ----- ----- 0.190 0.19
5.80 0.19 38.23 12.62 0.00 ----- ----- ----- ---- ----- ----- 0.189 0.19
5.83 0.19 38.23 12.58 0.00 ---- ----- ----- -----, 0.189 0.19
5.87 0.19 38.23 12.53 0.00 ----- ----- ----- ----- ----- ----- 0.188 0.19
5.90 0.19 38.23 12.50 0.00 ----- ----- ----- ----- ---- ----- 0.188 0.19
5.93 0.19 38.23 12.49 0.00 --- - ----- ----- 0.187 0.19
5.97 0.19 38.23 12.49 0.00- ---- ----- -----
----- - ----- 0.187 ...0.19
----
6.00 0.19 38.23 12.49 0.00 ----- ----- ----- ----- ----- ----- 0.187 0.19
6.03 0.15 • 38.23 11.58 0.00 ----- ----- ----- ----- ----- ---- - 0.174 0.17
6.07 0.07 38.23 8.61 0.00 ----- ----- ----- ----- ---- -- 0.129 0.13
6.10 0.02 38.22 4.77 0.00 ----- ----- ----- ----- ----- ----- 0.072 0.07
6.13 0.00 38.22 1.90 0.00 ----- ----- ----- ----- ----- ---- 0.029 0.03
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:42 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir Peak.discharge = 2.98 cfs
Storm frequency = :•10-yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.38 ft
Reservoir name = infiltration trench 2c Max. Storage = 313 cuft
Storage Indication method used. Hydrograph Volume=12,890 cult
infiltration trench 2c
Q (cfs) Hyd. No. 8'-- 10 Yr Q (cfs)
3.00 3.00
......... -----------
2.00 200
1.00 ,
1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7 l l ' T I! Req. Stor= 313 cuft

11
Hydrograph Reporf.
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:40 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir Peak.discharge.- = 2:98 cfs
Storm frequency. - 1.0:yrs Time interval = 2 min
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.39 ft Max. Storage = 313 cuft
Storage Indication method used. Outflow hydrograph volume= 12,890 cuft
Hydrograph Discharge Table (Printed values>=,%of op)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C� Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.43 0.05 38.22 2.39 0.00 ----- ----- ----- ----- ----- ----- 0.036 0.04
0.47 0.06 38.22 3.21 0.00 ----- ----- ----- - --- ----- ----- 0.048 0.05
0.50 0.07 38.22 4.01 0.00 ----- ----- ---- ----- ----- ----- 0.060 0.06
0.53 0.08 38.22 4.81 0.00 - ----- ----- ----- ----- ----- ----- 0.072 0.07
0.57 0.09 38.22 5.59 0.00 ----- ----- ----- ----- ----- 0.084 0.08
0.60 0.10 38.23 6.35 . 0.00 ----- ---- - ----- 0.095 0.10
0.63 0.12 38.23 7.09 0.00 ----- ----- ----- ----- ----- ----- 0.106 0.11
0.67 0.13 38.23 7.88 0.00 =---- ---7 ----- ----- ---- ----- 0.118 0.12
0.70 0.14 38.23 8.67 0.00 ----- ----- 0.130 0.13
----- ----- ----- -----
0.73• 0.15 38.23 9.42 0.00 ----- ---- ----- ---=- ---- 0.141 0.14
0.77 0.16 38.23 10.16 0.00 ----- ---- ----- ----- ----- ----- 0,153 0.15
0.80 0.17 38.23 10.93 0.00 ----- ---- ----- ----- ----- ----- 0.'164 0.16
0.83 0.18 38.23 11•68 0.00 ---- ----- ----- ----- ----- ----- 0.175 0.18
0.87 0.20 38.23 12.38 0.00 ----- ----- ----- ----- --- ----- 0.186 0.19
0.90 0.21 38.23 13.12 0.00 -=- ----- ----- ----- ----- ---- 0.197 0.20
0.93 0.22 38.23 13.88 0.00 ----- ----- ----- ----- ----- 0.208 0.21
0.97 0.23 38.23 14,58 .0.00 ----- ----- ----- ----- ----- ----- 0.219 0.22
1.00 0.24 38.23 15.25 0.00 ----- ----- ----- ---- ----- ----- 0.229 0,23
1.03 0.25 38.23 15.97 0.00 ----- ----- ----- ----- ----- ----- 0.240 0.24
1.07 0.26 38.23 16.69 0.00 ----- ----- ----- ----- =---- ---- 0.251 0.25
1.10 O 27 38.23 17.35 0.00 ---- ----- ----- ----- ----- ----- 0.260 0.26
1.13 0.28 38.23 18.02 0.00 ----- ----- ----- ----- ----- ----- 0.270 0.27
1.17 0.29 38.24 18.72 0.00 ----- ----- ----- ----- ----- ----- 0.281 0.28
1.20 0.30 38.24 19.37 0.00 ----- ----- ----- ----- ----- ----- 0.291 0.29
1.23 0.31 38.24 19.98 0.00 ----- ----- ----- ----- ----- ----- 0.300 .0.30
1.27 0.32 38.24 20.65 0.00 ----- ----- ----- ----- . ----- ---r- 0.310 0.31
1.30 0.33 38:24 21..35 .0.00 ----- ----- ----- ---- ----- --- 0,320 0.32
1.33 0.34 38.24 21.97 0.00 ----- ----- ----- ----- ----- ----- 0,330 0.33
1.37 0.35 38.24 22.57 0.00 ----- ----- ----- ----- ----- ----- 0.339 0.34
1.40 0.36 38.24 23.22 0.00 ----- ----- ----- ----- ----- ----- 0.348 0.35
1.43 0.37 38.24 23.84 0.00 ----- ----- ----- ----- ----- ----- 0.358 0.36
1.47 0.38 38.24 24.48 0.00 ----- ----- ----- ----- ----- ----- 0.368 0.37
1.50 0.39 38.24 25.36 0.00 ----- ----- ---- -- 0.381 0,38
1.-53 0.41 38.24 .25.44 0.00 ----- ----- ----- ----- ----- ----- 0,396 0.40
1.57 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.410 0.41
1.60 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.425 0.42
1.63 0.46 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.444 0.44
1,67 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.465 0.46
Continues on next page...

12
,infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.70 0.50 3828 25'.44 0':00 ----- ----- ----- --- ----- ----- 0.484 0.48
-1:73 0.53 38r25 25:44 - 100 - ----- ----- ----- ----- ---- ----- 0.508 0.51
1.77 0.56 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.537 0.54
1.80 0.58 38.25 25.44 0.00 ----- ----- ----- - --- ----- ----- 0.564 0.56
1.83 0.62 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.591 0.59
1.87 0.68 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.632, 0.63
1.90 0.72 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.678 0.68
1.93 0.80 38.26 25A4 0.00 ----- ----- ----- ----- ----- ----- 0.735 0.73
1.97 1.01 38.27 25.44 .0.00 ----- ----- ----- ----- ---- 0.858 0.86
2.00 1.28 38.28 25.44 0.00 ----- ----- ----- ----- --- ----- 1.067 1.07
2.03 1.45 .38.29 25.44 0.00 ---- ----- ----- - -- ----- 1.284 1.28
2.07 1.72 38.30 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.503 1.50 .
2.10 2.18 38.32 25.44 0.00 ----- ---- ----- ----- ----- ----- 1.828 1.83
2.13 2.56 38.34 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.222 2.22
2.17 2.78 38.36 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.548 2.55
2.20 2.85 38.37 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.742 2.74
2.23 2.89 . 38.38 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.835 2.83
2.27 2.92 38.38 25.44 0,00 ----- ----- ----- ----- ---- ----- 2.885 2.89,
2.30 2.94 38.38 25.44 0.00 ----- ----- ----- ----- ---- ----- 2.918 2.92
2.33 2.96 38.38 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.942 2.94
2.37 2.98 38.38 25.44 0.00 ----- ----- ----- ----- ----- 2.963 2.96
2.40 2.99 << 38.38 25.44 0.00 ----- ----- ----- ----- ---- 2.981 2.98 «
2.43 2.87 38.38 25.44 0.00 ----- ----- ----- 2.947 2.95
2.47 2.62 38.37 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.801 2.80
2.50 2.45 38.36 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.608 2.61
2.53 2.26 38.35 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.423 2.42
2.57 1.87 38.34 25.44 0.00 ----- ----- ----- ----- ---- 2.1610 2.16
2.60 1.38 38.32 25.44 0.00 ----- ----- ---- • .--- ----- ----- 1.771 1.77
- 2:63 1.09 38.30 25.44 .0.00 ----- ----- -----
---- ----- ----- 1.382 1.38
2.67 0.96 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.121 1.12
2.70 0.93 38.27 25.44 0.00 ----- ----- ----- - ----- 0.991 0.99
2.73 0.90 38.27 25.44 0.00 ----- ----- ----- ----- ----- 0.933 0.93
2.77 0.88 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.900 0.90
2.80 0.85 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.874 0.87
2.83 0.82 38.27 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.845 0.84
2.87 0.79 38.26 25.44 0.00 ----- ----- ----- ----- ----- 0.815 0.82
2.90 0.77 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.791 0.79
2.93 0.74 38.26. 25.44 0.00 ----- ----- ----- --- ----- ---- 0.765 0.76
2.97 0.71 38.26 25.44 0.00 - ----- ----- ----- ----- ---- ----- 0.735 0.73
3.00 0.69 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.709 0.71
3.03 0.67 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.689 0.69
3.07 0.65 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,667 0.67
3.10 0.63 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.645 0.65
3.13 0.62 38.25 25A4 0.00 ----- ----- ----- ----- ----- ----- 0.629 0.63
3.17 0.61 38.25. 25.44, 0.00. ----- ----- ----- ----- ----- ----- 0.617 0.62
3.20 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.607 0.61
3.23 0.59 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----' 0.597 ' 0.60
3.27 0.58 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.589 0.59
3.30 0.57 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.580 0.58
® 3.33 0.55 38.25 25.44 0.00 _ _____ __ __ ___ 0.561 0.56
3.37 0.55 38.25 25.44 0.00 0.561 0.56
Continues on next page...

13
infiltration trench 2c
® Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs fY cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.40 0.55 38.25' 25:'44% 0.00 ---- ----- ----- ----- ----- 0.554 0.55
G 25.44 '0.00 - ----- ----- ----- ----- . ..0.544 0.54
3.43 0.53 382. 0.534 0.53
3.47 0.53 38.25 25.44 0.00 ----- ----- ----- ---- _ -____ 0.526 3 0.5
3.50 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----_ _ _-___ 0.526-_- 0.53
3.53 0.51 38.25 25.44 0.00 ----- ----- ----- ----- 1
3.57 0.50 38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0-__ 0.5,507 1
3.60 0.49 38.25 25.44 0.00 ----- ----- ----- ----- ----- -----, 0.498 0.0.5 0.50
3.63 0.49 38.25 - 25.44 0.00 ----- - ` ----- ----- ----'
49
3.67 0:48 38:25 .- 25.44 0,00 ----- ----- ----- ----- ----- 0.484 0.48
3.70 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,476 0.48
3.73 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ---- 0.471 0.47
3.77 0.46 38.25 25.44 0.00 ---- ----- ----- ----- -- 0.465 0.47
3.80 0.45 38.25 25.44 0.00 _ ----- ----- ----- ----- ----- ----- 0.459 0.46
3.83 0.45 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.454 0.45
3.87 0.45 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.449 0.45
3.90 0.44 38.24 25.44 0.00 ---- ----- ----- ----- ----- 0.444 0.44
3.93 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.439 0.44
3.97 0.43 38.24 25.44 0.00 ----- ----- ----- ----- 0.435 0.43
4.O0 0.43 -38.24 20.44 0.00 ----- ----- -----
----- ----- ----- 0.431 0.43
4.03 0.42 38.24 25.44 0.00 ----- ---- ---- ----- ---- ---- 0.426 0.43
4.07 0.42 38.24 25.44 0.00 ----- ----- ----- ---- ----- ---- 0.421 0.42
4.10 0.41 38.24. 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.417 0.42
4.13 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ---- 0.413 0.41
4.17 0.40 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.408 0.41
4.20 0.40 38.24 25.44 0.00 ---- ----- ---- ----- ----- ---- 0.403 0.40
4.23 0.40 38.24 25.44 0.00 -- ----- ----- ----- ---- ----- 0.400 _ 0.40
4.27 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.395 0.39
4.30 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ------ ----- 0.389 0.39
4.33 0.38 38.24 25.44 0.00 ----- ----- -----
---- ----- ----- 0.385 0.39
4.37 0.38 38.24 25.39 0.00 - - 0.381 0.38
4.40 0.37 38.24 25.06 0.00 ----- ----- ----- ----- ----- ----- 0.372 0.3
0.3
4.43 0.37. 38.24 24.76 0.00 ----- ----- ----- ----- ----- ----- 0.37
4.47 0.36 38.24 24.51 0.00 ---- ----- ----- ----- ----- ----- 0.368 0.37
4:50 0.36 38.24 24.24 0.00 ----- ----- ----- ----- ----- 0.364 0.36
4.53 0.36 38.24 23.96 0.00 ----- ----- ----- ----- ----- ----- 0.360 0.36
4.57 0.35 38.24 23.73 0.00 ----- ----- ----- ----- ----- ----- 0.356 0.36
4.60 0.35 38,24 23.52 0.00 - ----- ----- ----- ----- ----- 0.353 0.35
4.63 0.35 -.-38.24 23:26 0.00 ----- ----- - ----
____. __ 0.349 0.35
4.67 0.34 -38.24 23.00 0.00 ----- ----- ----- ----- ----- ----- 0,345 0.35
4.70 0.34 38.24 22.79 0.00 ----- ----- -- ----- ----- ----- 0.342 0.34
4.73 0.34 38.24 22.59 0.00 ----- ----- ---- ----- ----- ----- 0.339 0.34
4.77 0.33 38.24 22.39 0.00 ----- ----- ----- ----- ----- ---- 0.336 0.34
4.80 0.33 38.24 22.21 0.00 ----- ----- ----- ----- ---- ----- 0.333 0.33
4.83 0.33 38.24 22.06 0.00 ----- ----- ----- ----- ----- ----- 0,331 0.33
4.87 0.33 38.24 21.86 0.00 -- ----- ----- ----- - --- ----- ----- 0.328 0.33
4.90 0.32 38.24 21.65 0.00 ----- ----- ----- ----- ----- ----- „0,325 0.33
4.93 0.32 38.24 21.49 0.00 ----- ----- ----- ----- -- ----- 0.323 0.32
4.97 0.32 38.24 21.35 0.00 ----- ----- ----- ----- ----- 0.321. 0.32
5.00 0.32 38.24 21.22 0.00 ----- ----- ----- ----- ----- ----- 0.319 0.32
5.03 0:32 38.24 21.09 0.00 ----- ----- ----- ----- ----- ----- 0,317 0.32
5.07 0.31 38.24 20.99 0.00 ----- ----- ----- ----- ----- ---- 0.315 0.32
Continues on next page...

4
infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs cfs cfs
5.10 0.31 38.24 20.86 0.00 ----- ----- ----- ----- -----
----- 0.313 0.31
5.13 0:31 38.24 =20.72 0.00 ----- ---- ----- ----- ----- 0.311 0.31
5.17 0.31 38.24 20.61 0.00 ---- ----- ----- ----- ----- ----- 0.309 0.31
5.20 0.31 38.24 20.51 0.00 ----- ----- ----- -- -- ----- ----- 0.308 0.31
5.23 0.30 38.24 20.38 0.00 ----- ----- ----- ----- ----- ---- 0.306 0.31
5.27 0.30 38.24 20.24 0.00 ----- ----- ----- ----- ----- ----- 0.304 0.30
5.30 0.30 38.24 20.13 0.00 ----- ----- ----- ----- ----- ---- 0.302 0.30
5:33 0.30 38.24 20.02 0.00 ----- ----- ----- ----- ----- ----- 0.300 Or30
.19.88 0.00 ----- ----- ----- 0.298 0.30
5.37 .0.30 ..38:2A ----- ----- -----
5.40 0.30 38.24 19.77 0.00 ----- ----- ----- ----- ----- ----- 0.297 0.30
5.43 0.29 38.24 19.67 0.00 ----- ----- ----- ----- ----- ----- 0.295 0.30
5.47 0.29 38.24 19.54 0.00 ----- ----- ----- ----- ----- ----- 0.293 0.29
5.50 0.29 38.24 19.40 0.00 ----- ----- ----- ----- ----- 0.291 0.29
5.53 0.29 38.24 19.28 0.00 ----- ----- ----- ----- ----- ----- 0.289 0.29
5.57 0.29 38.24 19.17 0.00 ----- ----- ----- ----- ----- ----- 0.288 0.29
5.60 0.28 38.24 19.04 0.00 ----- ---- ----- ----- ----- ----- 0.286 0.29
5.63 0.28 38.24 18.92 0.00 ----- ----- ----- ----- ----- ----- 0.284 0.28
5.67 0.28 38.24 18.83 0.00 -- ----- ----- - --- ----- ----- 0.283 0.28
5.70 0.28 .38.24 ....... 18.75 0.00 ----- ----- ----- ----- ----- ----- 0.281 0.28
5.73 0.28 38.24 18.68 0.00 ----- ----- ----- ----- ----- ----- 0.280 0.28
5.77 0.28 38.24 18.62 0.00 ----- ---- ----- ----- ----- ----- 0.279 0.28
5.80 0.28 38.24 18.57 0.00 ----- ----- ----- ---- ---- ---- 0.279 0.28
5 83 0.28 '38.24 18.50 0.00 ---- ----- ----- ----- ----- ----- 0.278 0.28
5.87 0.28 33.24 18.43 0.00 ---- ---- ----- ----- ----- ----- 0.277 0.28
5.90 0.28 •38.24 18.39 0.00 ----- ----- ----- ----- ----- 0.276 0.28
5.93 0.28 38.24 18.37 0.00 ----- ----- ----- ----- ----- ----- 0.276 0.28
5.97 0.28 38.24 18.36 0.00 ----- ----- ----- ---- ----- ----- 0.276 0.28
6.00 0.28 38.24 18.36 0.00 ----- ----- ----- ----- ---- ----- 0.276 0.28
6.03 -.,0.22 .38.23 17.03 0.00 ---- ----- ----- ----- ----- ----- 0.256 0.26
6.07 0.11 38.23 12.65 0.00 ----- ----- ----- ----- ----- ----- 0.190 0.19
6.10 0.04 38.23 7.01 0.00 ----- ----- ----- ----- ----- ----- 0.105 10.11
6.13 0.00 38.22 2.80 0.00. ---- ----- ----- ----- ----- ----- 0.042 0.04
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:42 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir Peak-discharge = 3.56 cfs
Storm frequency = 25 yrs —Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.42 ft
Reservoir name = infiltration trench 2c Max. Storage = 373 cult
Storage Indication method used. Hydrograph Volume=15,510 tuft
infiltration trench 2c
Q (cfs) Hyd. No. 8 --25 Yr Q (cfs)
4.00 4:00
3.00 3.00
2.00 2.00
1.00
1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7 I 1 Req. Stor= 373 tuft

16
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:40 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type-. , Reservoir- Peak.discharge = 3.56 cfs
Storm frequency 25..yrs Time interval = 2 min
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.42 ft Max. Storage = 373 cult
Storage Indication method used. Outflow hydrograph volume= 15,510 tuft
Hydrograph Discharge Table (Printed values-
1%e(ep'
Time Inflow Elevation CIv A CIv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.40 0.07 38.22 3.39 0.00 ----- - ----- ----- ----- 0.051 0.05
0.43 0.08 38.22 4.48 0.00 ----- ----- - - ----- ----- 0.067 0.07,
0.47 0.10 38.22 5.52 0.00 ----- ----- ---- ----- ----- - 0.083 0.08
0.50 0.11 38.23 6.51 0.00 ----- ----- ---- ----- ----- ----- 0.098 0.10
0.53 0.13 38.23 7.48 0.00 ----- ----- ----- ---- ----- ----- 0.112 0.11
0.57 0.14 38.23' 8.45 ' 0.00 ----- ----- ----- ----- ----- ----- 0.127 0.13
0.60 -0.15 38.23 9:36 • 0.00 ----- ----- ----- -r--- ----- ----- 0.141 0.14
0.63 0.17 38.23 10.25 0.00 ----- ----- ----- ----- ----- -=--- 0.154 0.15
0.67 0.18 38.23 11.21 . 0.00 ----- ----- ----- ----- ---- ----- 0.168 0.17
0.70 0.19 38.23 12.17 0.00 ---- - ---- 0.183 0.18
0.73 0.21 38.23 13.07 0.00 ----- ----- ----- - ----- ----- 0,196 0.20
0.77 0.22 38.23. 13.95 0.00 ----- ----- ----- ----- ---- ----- 0.209 0.21
0.80 -'0.24 38.23 14.86 0.00 ----- ----- ----- ----- ----- ----- 0.223 0.22
0.83 0.25 38.23 15.75 0.00 ----- ----- ----- ----- ----- ----- 0,236 0.24
0.87 0.26 38.23 16.58 0.00 ----- ----- ----- ----- ----- ----- 0.249 0.25
0.90 0.27 38.23 17.44 0.00 ----- ----- ----- ----- ----- ----- 0,262 0.26
0.93 0:29 38.24 18.34 0.00 ----- ----- ----- ----- ---- ----- 0.275 0.28
0.97 0.30 38.24 19.15 0.00 . ----- ----- ----- ---- ----- ----- 0.287 0.29
1.00 0.31 38.24 19.93 0.00 ----- ----- ----- ----- `--- ----- 0.299 0.30
1.03 0.32 38.24 20.77 0.00 ----- ----- ----- ----- ----- ----- 0.312 0.31
1.07 0.33 38.24 21.60 0.00 ----- ----- ----- ----- ----- ----- 0.324 0.32
1.10 0.35 38.24 22.36 0.00 ----- ----- ----- ----- ----- ----- 0.336 0.34
1.13 0.36 38.24 23.13 0.00 ----- ---- ----- ----- ----- ----- 0.347 0.35
1.17 0.37 38.24 23.94 0.00 ----- ----- ----- ----- ----- ----- 0.359 0.36
1.20 0.38 38.24 24.69 0.00 ----- ----- ----- ----- --- - ----- 0.371 0.37
1.23 0.39 38.24 25.38 0.00 ----- - ----- ----- ----- ----- 0.381 0.38
1.27 0:40 •3824 25:44. MID ----- ----- ----- ----- ----- ----- 0,393 0.39
1.30 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.405 0.40
1.33 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.415 0.42
1.37 0.43 38.24 25.44 0.00 ----- ----- ----- -- -- ----- ----- 0.426 0.43
1.40 0.45 38.24 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.437 0.44
1.43 0.46 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.447 0.45
1.47 0.47 38.25- 25,G4" 0.00 ----- ----- _. ------
_�.. ___ . 0.458 0.46
1.50 0.49 ,38.25 .25.44 _0.00 ----- ----- ----- ----- ----- ---- 0.474 0.47
1.53 0.51 38.25 25.44 0.00 ----- ----- ----- ---- ----- ---- 0,492 0.49
1.57 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- -- 0.508 0.51
1.60 0.54 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.526 0.53
1.63 0.57 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.549 0.55
Continues on next page...

17
infiltration trench 2c - -
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil . Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.67 0.59 38.25 25.44 0.00 ----='"` ----- ----- ----- ----- ----- 0.573 0.57
1.70 0.62> . .,,,3&25 ,..,:25144..0.00 -- ----- ----- ----- ----- 0,596 . 0.60
1.73 0.65 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.624 0.62
1.77 0.69 38.26 25.44 0.00 ----- ----- ----- - --- ----- ----- 0.659 0.66
1.80 0.71 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.691 0.69
1.83 0.76 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.723 0.72
1.87 0.82 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.772 0.77
1.90 0.87 38.27 25.44 0.00 ----- ---- ----- ----- ----- ---- 0.827 0.83
1.93 0.97 38.27 -25.44 .,25.44 .., 0.00 ----- ----- ----- ----- ---- 0.895 0.89
1.97 1.23 38.28 25.44 0.00 ----- ----- ----- ---- --- - ----- 1.043 1.04
2.00 1.55 38.29 25.44 0.00 ------ ---=- ----- ----- ----- ----- 1.296 1.30
2.03 1.76 38.31 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.556 1.56
2.07 2.08 38.32 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.818 1.82
2.10 2.63 38.34 25.44 0.00 ----- ----- --- ----- ----- ----- 2.206 2.21
2.13 3.08 38.37 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.677 2.68
2.17 3.34 38.39 25.44 0.00 .---- ----- ----- ----- ----- ----- 3.065 3.07
2.20 3.42 38.40 25.44 0.00 ----- ----- --- ----- ----- ----- 3.293 3.29
2.23 3.46 38.41 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.399 3.40
2.27 3.49 38.41 25.44 0.00 ----- ----- ----- ----- ----- ---- 3.455 3.45 3
2.30 3.51 38.41 25.44 0.00 ---=- ----- ----- ----- ----- ----- .490 3.49
2.33 3.54 38.41 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.516 3.52
2.37 3.56 38.41 25.44 0.00 ----- ----- - --- ----- ----- 3.538 3.54
2.40 3.57 <r 38.42 -25.44 0.00 •----- -=--- ----- ----- ----- ----- 3.557 3.56 <<
2.43 3.42 38.41 25.44 0.00 ----- ----- ----- - ----- ----- 3.514 3.51
2.47 3.12 38.40 .25.44 0.00 ----- ----- ----- - ----- ----- . .,3.338 3.34
2,50 2.92 38.39 25.44 0.00 ----- ----- ----- - 3.106 3.11
2.53 2.69 38.38 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.885 2.89
2.57 2,22 38.36 25.44 0.00 ----- ----- ----- ----- ---- 2,571 2.57
2.60 1.65 38.34 25.44 0.00 ----= ----- --- ----- ----- ----- 2.108 2.11
2.63 1.29 38.31 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.644 1.64
2.67 1.14 38.29 25.44 0.00 ----- ----- ---- ---- ----- ----- 1.334 1.33
2.70 1.10 38.28, 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.179 1.18
2.73 1.07 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.110 1.11
2.77 1.04 38.28 25.44 0.00 ----- ----- ---- - 1.070 1.07
2.80 1.01 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.040 1.04
2.83 0.97 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.005 1.00
2.87 0.94 38.27 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.969 0.97
2.90 0.92 38.27 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.940 0.94
2.93 0.88 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.909 0.91
2.97 0.84 38.27 25.44 0.00 . ----- ----- ----- ----- ----- ----- 0.874 0.87
3.00 0.82 '38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.843 0.84
3.03 0.80 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.818 0.82
3.07 0.77 38.26 25.44 0.00 ----- ----- ----- ----- ----- ---- 0,793 0.79
3.10 0.75 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.767 0.77
3.13 0.73 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.748 0.75
3.17 0.72 38.26 25.44 0.00 ----- ----- ----- ---- ---- ----- 0,734 0.73
3.20 0.71 38.26 25.44 ' 0.00 ----- ----- ----- ----- ----
----- ' " 0,721 `0.72
3.23 0.70 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.710 0.71
3.27 0.69 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,700 0.70
3.30 0.68 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.689 0.69
3.33 0.67 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.677 0.68
Continues on next page...

18
infiltration trench 2c
Hyurograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.37 0.66 38.26 25.44 0.00 ---- ------ ----- ----- ----- ----- 0.667 0.67
,.-25:44..-0.00 ----- ----- ---- ----- 0.658 0.66
3.43 0.63 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.646 0.65 .
3.47 0.63 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,634 0.63
3.50 0.62 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.625 0.62
3.53 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.614 0.61
3.57 0.59 38.25 25.44 0.00 ----- ---- ----- ----- ----- ---- 0.602 0.60
3.60 0.58 38.25 25.44 0.00 ----- ----- ----- ----- ---- 0.592 0.59
3.63 0.58 -38.25 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.584 0.58
3.67 0.57 38.25 25.44 0.00 ----- - ----- ----- ----- ----- ----- 0,575 0.58
3.70 0.56 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.566 0.57
3.73 0.55 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.559 0,56
3.77 0.55 38.25 25.44 0.00 ----- ----- ----- ---- ---- ----- 0,553 0.55
3.80 0.54 38.25 25.44 0.00 ----- ---- ----- ----- ----- ----- 0.546 0.55
3,83 0.53 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.539 0,54
3.87 0.53 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.534 0.53
3.90 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.528 0.53
3.93 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.522 -0.52
3.97 0.51 38.25 25.44 0.00 ----- ---- ----- ----- ----- ----- 0,517 0.52
4.00 0.51 38.25 25.44 0.00 ----- ----- ---- ----- ----- ----- 0.512 0.51
4.03 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.506 0.51
4.07 0.50 38.25 25.44 .0.00 ----- ----- ----- - --- ----- ----- 0.500 0.50
4.10 0.49 38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.495 .0.50
4.13 0.49 38.25 25.44 0.00 ----- ----- ----- --- ----- ----- 0.490 0.49
- 4.17 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.484 0.48
4.20 0.48 38.25 25.44 0.00 ----- ----- - ----- ----- ----- ----- 0.479 0.48
4.23 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.475 0.47
4.27 0.46 38.25 25.44 0.00 ----- ---- . ----- ---- ----- ---- 0.469 0.47
4.30 0.46 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.462 0.46
4.33 0.45 38.25 25.44 0.00 ----- ----- ----- ----- -----
----- 0.457- 0.46
4.37 0.45 38.24 25.44 0.00 ----- ----- ----- - ----- ----- 0.452 0.45
4.40 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.447 0.45
4.43 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.441 0.44
4.47 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.437 0.44
4.50 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.432 0.43
4.53 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.427 0.43
4.57 0:42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.423 0.42
4.60 0.42 38.24 25.44 0.00 ----- ---- - - - 0.419 0.42
.4.63 0.41 38.24 ., 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.415 0.41
4.67 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.410 0.41
4.70 0.40 38.24 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.406 0.41
4.73 0.40 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,403 0.40
4.77 0.40 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.399 0.40
4.80 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,396 0.40
4.83 0.39 38.24 25.44 0.00 ----- ----- . ----- ----- ----- ----- 0.393 0.39
4.87 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.390 0.39
4.90 0.38 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.386 0.39
4.93 0.38 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.383 0.38
4.97 0.38 38.24 25.35 0.00 ----- ----- ----- ----- ----- ----- 0.380 0.38
5.00 0.38 38.24 25.19 0.00 ----- ----- ----- ----- ----- ----- 0.378 0.38
5.03 0.37 38.24 25.04 0.00 ----- ----- ----- ----- ----- 0.376 0.38
Continues on next page...

19
infiltration trench 2c
® Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.07 0.37 38.24 24.91 0.0Q ----- ----- ----- ----- ----- ----- 0.374 0.37"
5:10 0.37 38.24 .24:76-0,00_-------- - - ----- ----- ----- - ----- 0.372 0.37
5.13 0.37 38.24 24.60 0.00 ----- ----- ----- ----- ----- ----- 0.369 0.37
5.17 0.37 38.24 24.47 0.00 ----- ----- ----- ----- ----- ----- 0.367 0.37
5.20 0.36 38.24 24.34 0.00- ----- ----- ----- ----- ----- ----- 0.365 0.37
5.23 . 0.36 38.24 24.19 0.00 ----= ----- ----- ---- ----- ----- 0.363 0.36
5.27 0.36 38.24 24.03 0.00 ----- ----- ----- ----- ----- _--- 0.361 0.36
5.30 .0.36 38.24 23.90 0.00 ----- ---- ------ ---- ----- 0.359 0.36
5.33 0.35 ,38.24 .23.76..-0-00 ----- ----- ----- ----- ----- -.---- 0.357 0.36
5.37 0.35 38.24 23.60 0.00 ----- ----- ----- ----- ----- -=--- 0.354 0.35
5.40 0.35 38.24 23.47 0.00 ----- ----- ----- ----- ----- ----- 0.352 0.35
5.43 0.35 38.24 23.35 0.00 ----- ----- ----- ----- ----- ---- 0.350 0.35
5.47 0.35 38.24 23.19 0.00 ----- ----- ----- ----- ----- ----- 0.348 0.35
5.50 0.34 38.24 23.02 0.00 ----- ----- ----- ----- ----- ----- 0.346 0.35
5.53 0.34 38.24 22.89 0.00 --- ----- ----- ----- ---- ----- 0.344 0.34
5.57 0.34 38.24 22.76 0.00 ----- ----- ----- ----- ----- ----- 0.342 0.34
5.60 0.34 38.24 22.61 0.00 ----- ----- ----- ----- ---- ----- 0.339 0.34
5.63 0.34 38.24 22.46 0.00 ----- ----- ----- ----- ----- ----- 0.337 0.34
5.67 0.33 38.24 22.35 0.00 ----- ----- ----- ----- ----- ----- 0.335 0.34
5.70 0.33' 38.24 22.25 0.00 ----- ----- ----- ----- ----- ----- 0.334 0.33
5.73 0.33 38.24 22.17 0.00 ----- ----- ----- ----- ----- ----- 0.333 0.33
5.77 0.33 38.24 22.10 0.00 ----- ----- ----- ----- ----- 0.332 0.33
5.80 0.33 38.24 22.03 0.00 ----- ----- ----- ----- ----- -=--- 0.331 0.33
5.83 0.33 38.24 21.95 0.00 ----- ----- ----- ----- ----- ----- 0.330 0.33
5.87 0.33 38.24 21.88 0.00 ----- ----- ----- ----- ----- ----- 0.328 0.33
5.90 0.33 38.24 21.82 0.00 ----- ----- ---- ----- ----- ----- 0.328 0.33
5.93 0.33 38.24 21.80 0.00 ----- ----- ----- - --- ----- ----- 0.327 0.33
5.97 0.33 38.24 21.79 0.00 ----- ---- ----- ----- ----- -----• 0.327 0.33 .
6.00 0.33 38.24 21.79 0.00 ----- ----r ----- ----- ----- ---- 0.327 0.33
6.03 0.26 38.24 20.21 0.00 ----- ----- ----- ----- ----- ----- 0.303 0.30
6.07 0.13 38.23 15.02 0.00 ----- ----- ----- ----- ----- ----- 0.225 0.23
6.10 0.04 38.23 8.32 0.00 ---- ----- ----- --=-- ----- ----- 0.125 0.12
6.13 0.00 38.22 3.33 0.00 ----- ----- ----- ----- ----- ----- 0.050 0.05
...End

Hydrogra.ph Report
HydraFlow Hydrographs by Intelisolve Monday,Jan 21 2008,4:44 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir Beak discharge = .3.82.cfs
Storm frequency = = 50 yrs Time interval = 2 min,,..,...
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.48 ft Max. Storage = 505 cuft
Storage Indication method used. Outflow hydrograph volume= 17,544 cuff ..
Hyd rograph Discharge Table (Printed values ie t%of Op.)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis it cis cis cis cis cis cfs cis cis cis cis
0.37 0.07' 38.22 3.74 0.00 ---- ----- ----- ---- ----- ----- 0.056 0.06
0.40 0.09 38.22 5.05 0.00 ----- ----- ----- ----- ----- ----- 0,076 0.08
0.43 0.11 38.23 6.31 0.00 ----- ----- ----- ----- ---- . ----- 0.095 0.09
0.47 0.13 38.23 7.51 0.00 ----- ----- ----- ----- ----- ----- 0,113 0.11
0.50 0.14 38.23 8.63 0.00 ----- ----- ----- ---7 ----- ----- 0.130 0.13
0.53 0.16 38.23 9.73 0.00 ----- ----- ----- ---- ----- ---- 0.146 0.15
0:57 0.18 _38.23 10.83 0.00 ----- ----- ----- - - ----- 0.163 0.16
0.60 0.19 38.23 11.86 0.00 ----- ----- ----- ----- ----- ----- 0.178 0.18
0.63 0.21 3823 12.86 0.00 ----- ----- ----- ----- ----- ----- 0.193 0.19
0.67 0.22 38.23 .13.94 0.00 ---- ----- ----- ----- ---- 0.209 0.21
0.70 0.24 38.23 15.03 0.00 ----- ----- ----- ----- ----- 0.226 0.23
0.73 0.25 38.23 16.03 0.00 ----- ----- ----- ----- - ----- 0.241 0.24
0.77 0.27 38.23 17.01 '0.00 ----- ----- ----- ---- - 0.255 0.26
0.80 0.28 38.23 18.03 0.00 ----- ----- ----- ----- ----- ----- 0.271 0.27
0.83 0.30 38.24 1901. 6.00 ----- ----- ----- - --- ----- ----- 0.285 0.29
0.87 0.31 38.24 19.93 0.00 ----- ----- ----- ----- ----- ----- 0.299 0.30
'0.90 0.33 38.24 20.89 0.00 ----- ----- ---- - --- ----- ----- 0,314 0.31
0.93 0.34 38.24 21.87 0.00 ----- ---- ----- ----- ----- ----- 0.328 0.33
0.97 0.35 38.24 22.77 0.00 ----- ----- ----- ----- ----- ---- 0.342 0.34
1.00 0.37 38.24 23.62 0.00 ----- ----- ----- ----- ----- ----- 0,355 0.35
1.03 0.38 38.24 24.55 0.00 ----- ----- ----- ----- ----- ----- 0.369 0.37
1.07 0.39 38.24 25.44 0.00 --- ----- ----- ----- ----- ----- 0.382 0.38
1.10 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.395 0.39
1.13 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.407 0.41
1.17 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.421 0.42
1.20 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.433 0.43
1.23 0:45 38.24 25.44 -0.00 ------ ----- ----- ----- ----- ----- 0.444 0.44
1.27 0.47 38.25 25.44 0.00 ----- ----- ----- ----- - --- ----- 0.457 0.46
1.30 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.470 0.47
1.33 0.49 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.482 0.48
1.37 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.493 0.49
1.40 0.52 38.25 25:44 0.00 ----- ----- ----- ----- ----- ----- 0.505 0.51
1.43 0.53 38.25 25.44 0.00 ----- --- ---- ---- - 0,547 0.52
1.47 0.54-.. _. 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.529 0.53
1.50 0.56 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,546 0.55
1.53 0.58 38.25 25.44 0.00 ----- ----- ----- ----- ---- 0.566 0.57
1.57 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.584 0.58
1.60 0.62 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,604 0.60
Continues on next page...

2
infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs'
1.63 0.66 38.25 25.44 0.00 ----- ' ----- ---- ---' ' ----- 0.630 0.63
-38.26 .. 25.44 0.00 ----- ----- ----- ----- 0.657 0.66
1.70 0.70 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.682 0.68
1.73 0.75 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.714 0.71
1.77 0.79 38.26 25.44 0.00 ----- ----- ----- ----- ----- 0.753 0.75
1.80 0.82 38.26 25.44 0.00 ----- ----- ----- - ----- ----- ----- 0.789 0.79
1.83 0.86 38.27 25.44 0.00 ----- ---- ---- ----- ----- ---- 0.825 0.82
1.87 0.94 38.27 25.44 0.00 ----- ----- ----- ----- ---- 0:880• - 0.88
1.90 0.99 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.942 0.94
1.93 1.10 38.28 25.44 0.00 ---- ----- ----- ----- ----- ----- 1.018 1.02
1.97 1.40 38.29 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.186 1.19
2.00 1.76 38.30 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.472 1.47
2.03 1.99 38.32 25.44 0.00 ----- ----- ----- ---- ----- ----- 1.766 1.77
2.07 2.35 38.33 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.061 -2.06
2.10 2.97 38.36 25.44 0.00 ----- ----- ----- ---- ----- ----- 2.498 2.50
2.13 3.48 38.39 25.44 0.00 ----- ----- ----- ---- ----- ----- 3.028 3.03
2.17 3.77 38.41 25.44 0.00 ----- ----- ----- ----- ----- ---- 3.464 3.46
2.20 3.85 38.42 . 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.718 3.72
.2.23 , 3.90 38.43 25.44 0.00 ---- ----- ----- ----- ----- ----- 3.819 3.82
2.27 3.93 38.44 25.44 0.00 ----- ----- ----- ----- =---- ----- 3.819 3.82
2.30 3.96. 38.45 25.44 0.00 ----- --- ----- ----- ----- - 3.819 3.82
2.33 3.98 38.45 25.44 0.00 ---- - ----- ----- - 3.819 3.82
2.37 4.00 38.47 25.44 0.00 ----- ----- ----- -- -- ----- ----- 3.819 3.82
2.40 4.02 << 38.48 25.44 0.00 - ----- ----- ----- ----- ----- 3,819 3.82
2.43 3.85 38.48 << 25.44 0.00 . ---, ----- ----- ----- ----- ----- 3.819 3.82 <<
2.47 3.51 38.48 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.50 3.28 38.45 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.53 3.02 38.42 25.44 0.00 ----- ---- ----- ----- ----- 3.553 3.55
2.57 2.50 38.38 25.44 0.00 -7 -, , ----- ----- ----- ----- ----- 2.974 2.97
2.60 1.85 38.35 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.392 2.39
2.63 1.45 38.32 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.853 1.85
2.67 1.28 38.30 25.44 0.00 ----- ----- ----- ----- ----- - 1.500 1.50
2.70 1.24 38.29 25.44 0.00 ----- ----- ----- ----- ----- - 1.325 1.33
2.73 1.20 38.29 25.44 0.00 ----- ----- ----- ----- ----- - 1.247 1.25
2.77 1.17 38.29 25.44 0.00 ----- ----r ----- ----- ----- ----- 1.202 1.20
2.80 1.14 38.28 25.44 MO ----- ----- ---- ----- ----- ----- 1.168 1.17
2.83 1.09 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.128 1.13
2.87 1.06 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.088 1.09
2.90 1.03 38.28 25.44 0.00 -----. , ---- ----- ----- ----- 1.056 1.06
2.93 0.99 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.021 1.02
2.97 0.95 38.27 25.44 . 0.00 ----- ----- ----- ----- ----- ----- .0.981 0.98
3.00 0.92 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.946 0.95
3.03 0.90 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.919 0.92
3.07 0.86 38.27 25.44 0.00 ----- ----- ----- =---- ----- ----- 0.890 0.89
3.10 0.84 38.27 25.44 0.00 ----- ----- ----- ----- :7-- . ----- 0.86.1 0.86
3.13 0.82 38.27 25.44 0.00 ----- ----- - --- ----- ----- ----- 0.839 0.84
3.17 0.81 38.27 25.44 0.00 ---- ---- ' =---- ----- ---- ----- 0.824 0.82
3.20 0.80 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.810 0.81
3.23 0.79 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.797 0.80
3.27 0.78 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.786 0.79
3.30 0.76 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.774 0,77
Continues on next page...

3
infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cis cfs cfs cfs cfs cfs
3.33 0.75 38.26 '' " 25.44 '0.00 ----- ----- = ----- ----- ----- 0.760 0.76
3.37 0.74 38.26 • 25>44.- 0.00 • ----- ----- ----- ----- ----- . ----- 0.749 0.75
3.40 0.73 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.738 0.74
3.43 0.71 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.725 0.73
3.47 0.70 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.712 0.71
3.50 0.69 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.701 0.70
3.53 0.68 38.26 25.44 0,00 ----- ----- ----- ----- ----- ----- 0.689 0,69
3.57 0.66 38.26 25.44 0.00 ----- ----- ----- ----- ---- ------ 0.676 0.68
3.60 .0.66 3826 .-25.44 .0.00 ----- ----- ----- ----- ----- ----- 0,665 0.66
3.63 0.65 38.26 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.655 6.66
3.67 0.64 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.646. 0.65
3.70 0.63 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.635 0.64
3.73 0.62 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.627 0.63
3.77 0.61 38.25 25.44 0.00 ----- ----- ----- ----- ---7 ----- 0,620 0.62
3.80 0.61 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.613 0.61
3.83 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,605 0.61
3.87 0.59 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.599 0.60
3.90 0.59 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.593 0.59
3.93 .. 0.58 .38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0:586 0.59
3.97 0.58 38.25 25.44 . 0.00 ---- ----- ----- ----- ----- ----- 0.580 0.58
4.00 0.57 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.575 0.57
4.03 0.56 38.25 25.44 -0.00 ----- ----- ----- ----- ----- ----- 0.568 0,57
4.07 0.56 38.25 25.44 0.00 ----- --=-- ----- ----- ----- ----- 0.561 0.56
4.10 0.55 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.556 0.56
4.13 0.54 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- . 0.550 0,55.
4.17 0.54 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.543 0.54
4.20 0.53 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0.538 0.54
4.23 0.53 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.533 0.53
4.27 .0.52 38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.526 0.53
4.30 0.51 38.25 25.44 0.00 ----- ---- ----- ----- ----- ----- 0.519 0.52
4.33 0.51 38.25 25.44 0.00 . ----- ----- ----- ----- ----- ----- 0.513 0.51
4.37 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0,508 0.51
4.40 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.501 0.50
4.43 0.49 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.495 0.50
4.47 0.49 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.490 0.49
4:50 0.48 38.25 25A4 0.00 ----- . ----- ----- ----- ----- ----- 0.485 0.48
4.53 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.479 0.48
4.57 0.47 38.25- 25.44 0.00 ----- ----- -----,- ----- --- ----- 0,475 0.47
4.60 0.47 38.25 25.44 0.00 ----- ----- ---- ----- ----- ----- 0.470 0.47
4.63 0.46 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.465 0.47
4.67 0.46 38.25 25.44 0.00 ----- ---=- ----- ----- ------ ----- 0.460 0.46
4.70 0.45 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,456 0.46
4.73 0.45 3824 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.452 0.45
4.77 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.448 0.45
4.80 .0.44 38.24. 25.44 0.00, ----- ----- ----- ----- ----- 0.444 0.44
4.83 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.441 0.44
4.87 0.43 38.24 25.44 0:00 ----- ----- ----- - =- ----- ----- 0.437 0.44
4.90 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.433 0.43
4.93 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,430 0.43
4.97 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,427 0.43
5.00 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.424 0.42
Continues on next page...

4
infiltration trench 2c
Hydrograph Discharge Table .
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
:
5.03 0.42 38.24 ' ` ` '25.44 0.00 ----- ----- ----- ----- -----
----- 0.422 0.42
5.07 0:42 -38-24, .,25:44 -0.00 ---- ----- ----- -- ----- ----- ..0,420 0.42
5.10 0.41 38.24 25.44 0.00 . ----- ----- ----- ----- ----- ---- 0.417 , 0.42
5.13 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.414 0.41
5.17 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.412 0.41
5.20 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.410 0.41
5.23 0.40 38.24 25.44 0.00 ----- ----- ----- ----- - ----- 0.407 0.41
5.27 0.40 38v24 25.44 0.00 ----- ----- --- - 0.405 0.40
5.30 . -0.40 38.24 ...25.44 ..0.00 ----- ----- ----- ----- ----- 0.403 0.40
5.33 0.40 .38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.400 0.40
5.37 0.40 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.398 0.40
5.40 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.395 0.40
5.43 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.393 0,39
5.47 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.391 0.39
5.50 0.39 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.388 0.39
5.53 0.38 38.24 25.44 0.00 --- ----- ----- ----- ----- ----- 0,385 0.39
5.57 0.38 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.383 0.38
5.60 0.38 38,24 25.36 0.00 -- ----- ----- ----- ----- 0.381 0.38
5.63_ 0.38 38.24 . , 25.19. 0.00 ---- ----- ----- ----- ----- ----- 0.378 0.38
5.67 0.37 38.24 25.07 0.00 ----- ----- ----- ----- ----- ----- 0.376 0.38
5.70 0.37 38.24 24.97 0.00 ----- ----- ----- ---- ---- ----- 0.375 0.37
5.73 0.37 38.24 24.87 0.00 -----. -- -- ---- ----- 0.373 0.37
5.77 0.37 38.24 24.79 0.00 0.372 -0.37
- - ---- ----- ---- --
5.80 0.37 38.24 24.72 0.00 -- ----- 0.371 0.37
5.83.- 0.37 38.24 . 24.64 0.00 ----- ----- ----- ----- ----- 0.370, 0.37
5.87 0.37 38.24 24.55 0.00 ----- ----- ----- ----- ----- --=-- 0,368 0.37
5.90 0.37 38.24 24.48 0.00 ----- ----- ----- ----- ----- ----- 0.368 0.37
5.93 0.37 38.24 24.46 0.00 ----- ----- ----- • ----- ----- ----- 0.367 0.37
5.97 . 0.37 38.24 .24.45 0.00. ----- ----- ----- -- -- ----- ---- 0.367 0.37
6.00 0.37 38.24 24.45 0.00 ----- ----- - ---- ----- ----- 0.367 0.37
6.03 0.29 38.24 22.67 0.00 ----- ----- ----- ----- ----- ----- 0.340 0.34
6.07 0.15 38.23 16.85 0.00 . ----- ----- ----- ----- ----- ----- 0.253 0.25
6.10 0.05 38.23 9.34 0.00 ----- . ----- ----- ----- ----- ----- 0,140 0.14
6.13 0.00 38.22 3.73 0.00 ----- - ----- ----- ----- ----- ----- 0.056 0.06
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:42 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir.:. Peak discharge = 3.82 cfs..
.-Storm frequency. _ .100.yrs Time interval . = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.73 u
Reservoir name = infiltration trench 2c Max. Storage = 970 cuft
Storage Indication method used. Hydrograph Volume= 19,580 cuff
infiltration trench 2c
Q (cfs)
Q (cfs
) Hyd. No. 8 — 100 Yr
5.00 5.00
4.00 ii 4.00
.......__ L. ------- ..
3.00 3.00 .
MID
2.00
1.00
1.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7. 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7 Req. Stor= 970 curt

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:42 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type• = Reservoir Peak discharge- _- 3.82 cfs..
Storm frequency . -_. 50.yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 38.48 ft
Reservoir name = infiltration trench 2c Max. Storage = 505 cuft
Storage indication method used. Hydrograph Volume= 17,544 cuft
infiltration trench 2c
Q (cfS) Hyd. No. 8 --50 Yr Q (cfs)
5.-00' 5.00
4:00 4.00
dih
3.00 3.00
2.00 2.00
1.00 1.00
_ l
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 8 — Hyd No. 7TID Req. Stor= 505 cuft

6
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:44 PM
Hyd. No. 8
infiltration trench 2c
Hydrograph type = Reservoir Peak discharge• = 3.82 cfs
Storm frequency 100:vrs Time•interval = 2 min
Inflow hyd. No. = 7 Reservoir name = infiltration tren
Max. Elevation = 38.73 ft Max. Storage = 970 cuft
Storage Indication method used. Outflow hydrograph volume=19,580 cuff
Hydrograph Discharge Table Printed values-r%of OP'
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A. Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.33 0.08 38.22 3.79 0.00 ----- ----- ----- ----- ---- ----- 0.057 0.06
0.37 0.10 38.22 5.36 0.00 ----- ----- ----- ----- ----- -----, 0,080 0.08
0.40 0.12 38.23 6.86 0.00 ----- ----- ----- ----- ----- ----- 0.103 0.10
0.43 0.14 38.23 8.29 0.00 ----- ----- ----- ----- ----- ----- 0.124 0.12
0.47 0.16 38.23 9.63 0.00 ----- ----- ----- ----- ----- ----- 0.145 0.14
0.50 0.18 38.23 10.88 0.00 ----- ----- ----- ----- ----- ----- 0.163 0.16
0.53 0.20 38.23 12.10 0.00 ----- ----- ----- ----- ----- ----- 0.182 0.,18
0.57 0.22 38.23 13.33 0.00 ----- ----- ----- ----- ----- 0.200 0.20
0.60 0.23 38:23 14.47 0.00 ----- ----- ----- ----- ----- ----- 0.217 0.22
0.63 0.25 38.23 15.57 0.00 ----- ----- ----- ----- ----- ----- 0.234 0.23
0.67 0.27 38.23 16.75 0.00 ----- - - ----- ----- 0.252 0:25
0.70 0.28 38.23 17.97 0.00 ---- ----- ----- ----- ----- ----- 0.270 0.27
0.73 0.30 38.24• 19.07 0.00 ----- ----- ----- --=-- ----- ----- 0.286 0.29
0.77 0.32 38.24 20.14 0.00 ----- ----- ----- ----- ----- ----- 0.302 0.30
0.80 0.33 38.24 21.26 0.00 ----- ----- ----- ----- ----- ----- 0.319 0.32
0.83 0.35 38.24 22.34 0.00 ----- ----- ----- ----- ----- ----- 0.335 0.34
0.87 0.36 38:24 . . . 23.34 0.00 ----- ----- ----- ----- ----- ----- 0.350 0.35
0.90 0.38 38.24 24.38 0.00 ----- ----- ----- ----- ----- ----- 0.366 0.37
0.93 0.40 38.24 25.44 0.00 ---- ----- ----- ----- ----- 0.382 0.38
0.97 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- 0.397 0.40
1.00 0.42 38.24 25.44 0.00 ---- ----- ----- ----- ----- ----- 0.411 0.41
1.03 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.426 0.43
1.07 0.45 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.441 0.44
1.10 0.47 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.454 0.45
1.13 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ---- ---- 0.468 0.47
1.17 0.50 38.25 25.44 0.00 ' ----- ----- ---- ---- ----- ----- 0.482 0.48
38.25 25.44. . 0.00 - ---- ----- ----- ----- ----- 0.496 0.50
1.20 0.51 ----
1.23 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.508 0.51
1.27 0.54 38.25 25.44 0.00 ---- ----- ----- ----- ----- ----- 0.522 0.52
1.30 0.55 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.536 0.54
1.33 0.56 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.548 0.55
1.37 0.57 38.25 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.560 0.56
1.40 0.59 38.25 25A4 M0 --- - ----- . ------ -----" 0.574 0.57
1.43 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0,586 0.59
1.47 0.61 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0.599 0.60
1.50 0.64 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.618 0.62
1.53 0.66 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.640 0.64
1.57 0.68 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.660 0.66
Continues on next page...

7
infiltration trench 2c
Hydrograrh Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.50 0.70 38.26 25.44 0.00 ----- ---- ----- ----- ----- ----- 0.682 0.68
1.63:..:, 0.74 38.26 25.44-n 0.00 ------ - - -- ----- ----- ----- ----- ; p.710 0.71
1.67 0.76 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.740 0.74
1.70 0.79 38.26 25.44 0.00 ----- ----- ----- ----- ---- ---- 0.768 0.77
1.73 0.84 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.803 0.80
1.77 0.89 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.847 0.85
1.80 0.92 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.886 0.89
1.83 0.97 38.27 25.44 0.00 ----- ----- ----- ---- ----- 0,926 0.93
,1.87 1.05 38.27 25.44 0.00 ----- ---- ----- ---- ---- 0.987 0.99
1.90 1.11 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.056 1.06
1.93 1.24 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.141 1.14
1.97 1.56 38.29 25'.44 0.00 ----- ----- ----- ----- ----- ----- 1.329 1.33
2.00 1.97 38.31 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.647 1.65
2.03 2.23 38.33 25.44 0.00 ---- ----- ----- ----- ----- ----- 1.974 1.97
2.07 2.63 38.35 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.303 2.30
2.10 3.32 38.37 25.44 0.00 ----- ----- ----- ----- ----- ----- 2.789 2.79
2.13 .3.88 38.41 25.44 0.00 ----- ----- ----- ---- ----- ----- 3.378 3.38
2.17 4.20 38.43 25.44 0.00 ---- ----- ---- ----- ----- ---- 3.819 - 3.82
-. 2.20 4.29 38.46 25.44 0.00 ---- ----- ----- ----- ----- ----- 3.819 3.82
2.23 4.34 38.49 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.27 4.37 38.53 25.44 0.00 ----- ----- ----- ----- ---- ----- 3.819 3.82
2.30 4.40 38.56 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.33 4.42 38.60 25.44 0.00 ----- ----- ----- ----- ----- - 3.819 3.82
2.37 4.45 38.64 25.44 0.00 ----- ---- ----- ----- ----- ----- 3.819 3.82
- 2.40 4.46 << 38.68 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.43 4.28 38.71 25.44 0.00 ---- - - - ----- 3.819 3.82
2.47 3.89 38.73 << 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82 <<
2.50 3.64 38,73 25.44 0.00 ----- ----- ----- ----- ----- ----- 3,819 3.82
2.53 3.35 38.70 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.57 2.77 38.66, 25.44 0.00 ----- ----- ----- ----- ---- ---- 3.819 3.82
2.60 2.05 38.57 25.44 0.00 ----- ----- ---- ----- ----- ----- 3.819 3.82
2.63 1.61 38.44 25.44 0.00 ----- ----- ----- ----- ----- ----- 3.819 3.82
2.67 1.42 38.35 25.44 0.00 ----- ----- ----- ----- ---- 2.301 2.30
2.70 1.37 38.31 25.44 0.00 ----- ----- ----- ----- ----- ----- 1,644 1.64
2.73 1.33 38.30 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.430 1.43
2.77 1.30 38.29 25.44 0.00 ----- ----- ----- ----- ----- 1.346 1.35
2.80 1.26 38.29 25.44 0.00 ----- ----- ----- ----- ----- 1.299 1.30
2.83 1.21 38.29 25.44 0.00 ----- ----- ----- - ----- ----- 1.253 1.25
2.87 1.17 38.29 25A4 0.00 ----- ----- ----- - ----- ----- 1.208 1.21
2.90 1.14 38.28 25.44 0.00 ----- ---- ----- ----- ---- ----- 1.171 1.17
2.93 1.09 38.28 25.44 0.00 ----- ----- ----- ----- ---- ----- 1,132 1.13
2.97 1.05 38.28 25.44 0.00 ---- ----- ----- ----- ----- ----- 1.088 1.09
3.00 1.02 38.28 25.44 0.00 ---=- ----- ----- ----- ----- ----- 1.050 1.05
3.03 0.99 38.28 25.44 0.00 ----- ----- ----- ----- ----- ----- 1.019 1.02
3.07 0.96 38.27 25.44. .0.00- ----- ----- ---- ---- ----- ----- 0.987 0.99
3.10 0.93 38.27 25.44 0.00 ----- ----- ----- --- ----- ----- 0.955 0.96
""
3.13 0.91 38.27 25:44 0':00 ----- ----- ----- ----- ----- '0.931 0.93
-----
3.17 0.90 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.914 0.91
3.20 0.88 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.898 0.90
3.23 0.87 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.884 0.88
3.27 0.86 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,872 0.87
Continues on next page...

8
infiltration trench2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cis cis cis cfs cfs cfs cfs cfs cfs cfs
3.30 0.84 38.27 25.44 0.00 ----- ' `--=-- ----- ----- ----- ----- 0.858 0.86
3.33 .0.83 -38.27 , 25.44 -0,00 ----- ----- ----- ---- 0.843 0.84
3.37 0.82 38.27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.830 0.83
3.40 0.81 38:27 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.819 0.82
3.43 0.79 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.604 0,80
3.47 0.78 .38.26 25.44 0.00 ----- ----- ----- ----- - ----- ----- 0.790 0.79
3.50 0.77 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.778, 0.78
3.53 0.75 38.26 25.44 0.00 -- ---- ----- ----- ----- ---- 0.765 0.76
3.57 0.74 38.26 25.44 0.00 ----- ----- ----- ----- ----- 0.750 0.75
3.60 0.73 38.26 25.44 0.00 - ----- ----- ----- ----- ----- 0.737 0.74
3.63 0.72 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.727 0.73
3.67 0.70 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.716 0.72
3.70 0.70 38.26 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.705 0.70
3.73 0.69 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,696 0.70
3.77 0.68 38.26 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.688 0.69
3.80 0.67 38.26 25.44 0.00 . -----. ----- ----- ----- ----- ----- 0.679 0.68
3.83 0.66 38.26 25.44 0.00 --- ----- ----- ----- ----- ----- 0.671 0,67
3.87 0.66 38.26 25.44 0.00 --- ----- ----- ---- ----- ----- 0.664 0,66
3.90 0.65 38.26 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.657 0.66
3.93 0.64 38.26 25.44 0.00 ---- ---- - ----- ----- ---- ----- 0.649 0.65
3.97 0.64 38.26 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.643 0.64
4.00 0.63 38.26 25.44 0.00 ----- ---- ----- ----- ----- ----- 0.637 0.64
4.03 M2 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.630 0.63
4.07 0.62 38.25 25.44 0.00 ----- ----- ---- --=-- ----- ----- 0.623 0.62
4.10 0.61 38.25 25.44 0.00 ----- ----- ----- ----- ----- ---- 0.616 0.62
4.13 0.60 38.25 25.44 0.00 ---- ----- ----- ----- ----- ----- 0.610 0.61
4.17 0.60 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.603 0.60
4.20 0.59 38.25 25.44 0.00 ----- ----- ----- ----- -- -- ----- 0.596 0.60
4.23 0.59 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.591 0.59
4.27 0.58 38.25 25.44 0.00 ----- ----- --- - ----- 0.583 0.58
4.30 0.57 38.25 25.44 0.00 ---- ----- ----- . ----- ----- ----- 0.575 0.58
4.33 0.56 38.25 25.44 0.00 --- - ----- ----- ----- 0.569 0.57
4.37 0.56 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.563 0.56
4.40 0.55 38.25 25.44 0.00 . ----- ----- ----- ----- ----- 0.556 0.56
4.43 0.54 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0.549 0.55
4.47 0.54 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.543 0.54
4.50 0.53 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.538 0.54
4.53 0.53 38.25 25.44 0.00 ----- , ----- ----- ----- ----- ---- 0.531 0.53
4.57 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.526 0.53
4.60 0.52 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.522 0.52
4.63 0.51 , 38.25 25.44 0.00 ----- ----- ----- ----- ----- 0.516 0.52
4.67 0.51 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.510 0.51
4.70 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.505 0.51
4.73 0.50 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.501 0.50
4.77 0.49 38.25 25.44 0.00 -.--- ----- ----- ----- ----- ----- 0.496 .. 0.50
4.80 0.49 38.25 25.44 0.00 ----- ----- ----- ----- - ----- 0.492 0.49
4.83 0.49 38'25-- 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.489 0,49
4.87 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.485 0.48
4.90 0.48 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.480 0.48
4.93 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.476 0.48
4.97 0.47 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.473 0.47
Continues on next page...

9
'infiltration trench 2c
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
5.00 0.47 38:25 25.44 0.00 ----- ----= ----- ----- ----- ----- 0.470 0.47
5.03 0.47 38.25 •,-25:44 0.00 :- ----- ----- ----- 0.468 ,, ,0.47
5.07 0.46 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.465 0.47
5.10 0.46 38.25 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.462 0,46
5.13 0.46 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.459 0.46
5.17 0.45 38.25 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.457 0.46
5.20 0.45 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.455 0.45
5.23 0.45 38.24 25.44 0.00 ----- ----- ----- ----- ----- ------ 0.452 0.45
5.27 0.45 25.44 0.00 ----- ----- ----- ----- 0.449 0.45
38.24 ----- -----
5.30 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.446 0.45
5.33 0.44 38.24 25.44 0.00 ----- ----- ---- ----- ----- ----- 0.444 0.44
5.37 0.44 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.441 0.44
5.40 0.44 38.24 25.44 0.00 ----- ----- ----- -----' ----- ----- 0.438 0.44
5.43 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0,436 0.44
5.47 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.433 0.43
5.50 0.43 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.430 0.43
5.53 0.43 38.24 25.44 0.00 ----- ----- ----- ---- ----- . ----- 0.427 0.43
5.57 0.42 38.24 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.425 0.42
5.60 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.422 0.42
5.63 0.42 38.24 25.44 0.00 ----- ---- ----- ----- ----- ----- 0,419 0.42
5.67 0.42 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.417 0.42
5.70 0.41 38.24 25.44 0.00 ----- ----- ---- ----- ----- ----- 0.415 .0.42
5.73 0.41 38.24 25.44 0.00- • -- ----- ----- ----- ----- ----- 0.414 0.41
5.77 0.41 38.24 25.44 0.00 ----- ----- ----- ------ ----- ----- 0.413 0.41
5.80 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.411 0.41
5.83 0.41 38.24 25.44 0.00 ----- -- - - ----- 0.410 0.41
5.87 0.41 38.24 25.44 0.00 ----- ----- ----- ---- ----- ----- 0.408 0.41
5.90 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 10.407 0.41
5.93 0.41 38.24 25,44 0.00 ----- ----- ----- ----- ---- ----- 0.407 0.41
5.97 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ---- ----- 0.407 0.41
6.00 0.41 38.24 25.44 0.00 ----- ----- ----- ----- ----- ----- 0.407 0.41
6.03 0.33 38.24 25.13 0.00 ----- ----- ----- ----- ----- ----- 0.377 0.38
6.07 0.16 38.24 18.68 0.00 ----- ----- ---- ----- ----- ----- 0.280 0.28
6.10 0.05 38.23 10.35 0.00 ----- ----- ----- ----- ----- ----- 0.155 0.16
6.13 0.00 38.22 4,14 0.00 ----- ----- ----- ----- ----- ---- 0.062 0.06
...End

Pond Report 1©
Hydraflow Hydrographs by Intelisolve Monday,Jan 21 2008,4:44 PM
Pond No. 2 - infiltration trench 2c
Pond Data
Bottom LxW = 1308.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 38.22 ft Depth = 4.20 ft
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult)" Total storage(cult)' (33.79%voids applied)
0.00 38.22 5,651 0 0
0.21 38.43 5,651 - 401 401
0.42 38.64 5,651 401 802
0.63 38.85 5,651 401 1,203
0.84 39,06 5,651 401 1,604
1.05 39.27 5,651 401 2,005
1.26 39.48 5,651 401 2,406
1.47 39.69 5,651 401 2,807
-1.68 3990 5,651 401 3,208
1.89 40.11 5,651 401 3,609
2.10 40.32 5,651 401 4,010
2.31 40.53 5,651 401 4,411
2.52 40.74 5,651 401 4,811
2.73 40.95 5,651 401 5,212
2.94 41.16 5,651 401 5,613
3.15 41.37 5,651 401 6,014
3.36 41.58 5,651 401 6,415
3.57 41.79 5,651 401 6,816
3.78 - 42.00 5,651 401 7,217
3.99 42.21 5,651 401 7,618
4.20 42.42 5,651 401 8,019
Culvert I Orifice Structures' Weir Structures
[A] [B] [C] [D] [A] [Bl [C] [D]
Rise(in) = 24.00 0.10 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = 24.00 0.10 0.00 0.00 Crest El.(ft) = 41.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 34.39 38.00 0.00 0.00 Weir Type = Riser --- ---
Length(ft) = 10.00 0.00 0.00 0.00 Multistage = Yes No No - No
Slope(%) = 0.00 0.00 0.00 0.00 .
N-Value = .013 .013 .000 .000
Crif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 29.200 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvervorifice outflows have been analyzed under inlet and cutlet control, Weir riser checked for orifice conditions.
Stage I Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Total
It cult It cis cis cis cis cis cis cis cis cis cis
0.00 0 38.22 0.00 0.00 -- --- 0.00 -- -- -- 0.000 0.00
_0.21 401 38.43 .. 25.44 0.00 -- -- 0.00 -- --- -- 3.819 3.82
0,42 802 38.64 25.44 0.00 - -- 0.00 -- -- -- 3.819 3.82
0.63 1,203 38.85 25.44 0.00 --- -- 0.00 - --- --- 3.819 3.82
0.84 1,604 39.06 25.44 0.00 -- -- 0.00 -- --- --- 3.819 3.82
1.05 2,005 39.27 25.44 0.00 --- -- 0.00 -- --- --- 3.819 3.82
1.26 2,406 39.48 25.44 0.00 --- -- 0.00 - --- --- 3.819 3.82
1.47 2,807 39.69 25.44 0.00 --- --- 0.00 -- --- --- 3.819 3.82
1.68 3,208 39.90 25.44 0.00 --- -- 0.00 -- --- --- 3.819 3.82
1.89 3,609 40.11 25.44 0.00 --- --- 0.00 -- --- -- 3.619- 3.82
2.10 4.010 .. . 40.32 .25.44 ...0.00 --- --- 0.00 --- -- --- 3,819 3.82
2.31 4,411 40.53 25.44 0.00 -- --- 0.00 -- --- --- 3.819 3.82
2.52 4,811 40.74 25.44 0.00 --- --- 0.00 -- --- --- 3.819 3.82
2.73 5,212 40.95 25.44 0.00 --- --- 0.38 -- --- --- 3.819 4.20
2.94 5,613 41.16 25.44 0.00 --- --- 2.74 --- --- --- 3.819 6.56
3.15 6,014 41.37 25.44 0.00 --- --- 6.24 -- --- --- 3.819 10.06
3.36 6,415 41.58 25.44 0.00 --- --- 9.20 -- --- --- 3.819 13.02
3.57 6,816 41.79 2544 0.00 --- - 10.48 --- --- --- 3,819 14.30
3.78 7,217 42.00 25,44 0.00 --- --- 11.62 --- --- --- 3.819 15.44
3.99 7,618 42.21 25.44 0.00 --- -- 12.66 --- --- -- 3.819 16.48
4.20 8,019 42.42 25,44 0.00 --- --- 13.61 --- --- --- 3.819 17,43

infiltration trench 2c
st�go
Top of pond
1.00 EIty.42.42
-4M - 0 A Mtt 1 //777117111 / /
\-h4A-EIty.41.06
0,00
2.00
_ _ -
t flop y`l
(50 yr)
(2s yr)
r CulvA- 24.0 tn @ 0.00% (10 yr)
$ tclion (2yr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 07-4030 pipe revision.gpw Monday, Jan 21 2008, 4:42 PM

Pored Report
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:40 PM
Pond No. 2 - infiltration trench 2c
Pond Data
Bottom LxW = 1308.0 x 4.3 ft Side slope = 0.0:1 Bottom elev. = 38.22 ft Depth = 4.20 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqY.) Il Storage(cult)` Total storage(cult)` (`33.79%voids applied)
0.00 38.22 5,651 0 0
0.21 38.43 5,651 401 401
0.42 38.64 5,651 401 802
0.63 38.85 5,651 401 1,203
0.84 39.06 5,651 401 4,604
1.05 39.27 5,651 401 2,005
1.26 39.48 5,651 401 2.406
1.47 39.69 5,651 401 2,807 -
1.68 39.90 - .5,651 401 3,206
1.89 40.11 5,651 401 3,609
2.10 40.32 - 5,651 401 4,010
2.31 40.53 5,651 401 4,411
2.52 40.74 5,651 401 4,811
2.73 40.95 5,651 401 5,212
2.94 41.16 5,651 401 5,613 . .
3.15 41.37 5,651 401 6,014
3.36 41.58 5,651 401 6,415
3.57 41.79 - 5,651 401 6,816
3.78 42.00 5,651 401 7,217.
3.99 42.21 5,651 401 7,618
4.20 42.42 5,651 401 8,019
Culvert I Orifice Structures Weir Structures
[^] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 24.00 0.10 0.00 0.00 Crest Len(ft) = 5.00 0.00 0.00 0.00
Span(in) = 24.00 0.10 0.00 0.00 Crest El.(ft) = 41.00 0.00 0.00 0.00
No.Barrels = 1 - 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 34.39 38.00 - 0.00 0.00 Weir Type = Riser --- ---
Length(ft) = 10.00 0.00 '0.00 0.00 Multi-Stage '= Yes • No No No
Slope(%) = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Crif.Coeff. = 0.50 0.60 0.00 0.00 -
Multi-Sage = n/a Yes No No Extiltration= 29.200 in/hr(Contour) Tailwater Elev.= 0.00 It
Note'.Cul,.W0 dice outflows have been analyzed under inlet and outlet control: Weir riser checked for orifice conditions.
Stage(ft) Stage I Storage stage(ft)
5.00 5.00
4 00 4.00
3.00_ 100
2.00 2.00
0.00 0.00
0 800 1,600 2,400 3,200 4,000 4,800 5,600 6,400 - 7,200P.. 8,000 . 8,800
Storage(cuft)
- Storage

Pond Report
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:40 PM
Pond No. 2 - infiltration trench 2c
Pond Data
Bottom LxW = 1308.0 x 4.3 It Side slope = 0.0:1 Bottom elev. = 38.22 ft Depth = 4.20 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult)' Total storage(cult)' ('33.79%voids applied)
0.00 38.22 5,651 0 0
0.21 38.43 5,651 401 401
0.42 38.64 - 5,651 401 802
0.63 38.85 5,651 401 1,203
0.84 39.06 5,651 401 1,604
1.05 - 39.27 5,651 401 2,005
1.26 39.48 . 5,651 401 2,406
1.47 39.69 5,651 401 2,807
1.68 -39:90 5,651 401 3,208
1.89 40.11 5,651 401 3,609
2.10 40.32 5,651 401 4,010
2.31 40.53 5,651 401 4,411
2.52 40.74 5,651 401 4,811
2.73 40.95 5,651 401 5,212
2.94 41.16 51651 401 5,613
3.15 41.37 5,651 401 61014
3.36 41.58 5,651 401 6,415
357 41.79 5,651 401 6,816
3.78 42.00 5,651 401 7,217
3.99 42.21 5,651 401 _ 7,618
4.20 42.42 5,651 401 8,019
Culvert/Orifice Structures Weir Structures
[A] [6] [C] [D] [A] [B] [C] [D]
Rise(in) = 24.00 0.10 0.00 0.00 Crest Len(ft) .= 5.00 0.00 0.00 0.00
.Span(in) =.24.00 0.10 0.00 0.00 Crest El.(f.) = 41.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 34.39 38.00 0.00 0.00 Weir Type = Riser -- ` --- --
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage- = Yes No No No
Slope,(%) = 0.00 . .. 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Crif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration= 29.200 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvervorifice ouvlovis love been analyzed under inlet and outlet control. Weir riser chec ed for orifice conditions. ,
Stage(ft) Stage 1 Discharge Stage(it)
5.00 - � 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 _. 0.00
0.00 2.00 4.00 6.00 8.00 10.00. 12.00, 14:00. 16.00. 18.00
Discharge(cfs)
- Total Q

Hydrograph 'lot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4t48 PM
® Hyd. No. 9
trench clogged 2c
Hydrograph type = Reservoir Peak•discharge:, _- 0.00 cfs
Storm frequency = 1,yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 40.66 ft
Reservoir name = infiltration clogged 2c Max. Storage = 4,661 cuft
Storage Indication method used. Hydrograph Volume—0 cuft.
trench clogged 2c .
Q (cfs) Hyd. No. 9 -- 1 Yr Q (cfs)
2.00 2.00
1.00 1.00
o�
0 00 r I 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 9 — Hyd No. 7 Req. Stor= 4,661 tuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:48 PM
Hyd. No. 9
trench clogged 2c
Hydrograph type = Reservoir Peak discharge = 0.41 cfs
Storm frequency 2 yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 41.10 ft
Reservoir name = infiltration clogged 2c Max. Storage = 5,506 cuft
Storage Indication method used. Hydrograph Volume=3,097 cuft
trench clogged 2c
Q (cfs) Hyd. No. 9 --2 Yr Q (cfs)
3.00 — -- 3.00
2.00 2.00
i!
III it
i
ill
Ii
1.00 too I I ',
Ii iil II Ij �Ii� iilll ill l.l' . ..
0.00 111 I' ' III I)I 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3
Time (hrs)
— Hyd No. 9 Hyd No. 7 Req. Stor= 5,506 cuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:48 PM
Hyd. No. 9
trench clogged 2c
Hydrograph type =:,Reservoir Peak:.discharge, = 2.44 cfs oi.
Storm frequency = 10 yrs Time interval 2 min
Inflow hyd. No. = 7 Max. Elevation = 41 .30 ft
Reservoir name = infiltration clogged 2c Max. Storage = 5,877 cuft
Storage Indication method used. Hydrograph Volume=7,556 cult
trench clogged 2c
Q (cfs) Hyd. No. 9 — 10 Yr Q (cfs)
3.00 3.00
_ ------- ----- —— III --=-- - - --..
-- -- —
LI II,.
2.00 2.00
I
1.00 1.00
I � I
I
ICI ' I
Ilil � l I
'I i
i � jiil iIIIII� .
III I'
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 9 — Hyd No. 7 TTl Req. Stor= 5,877 tuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:48 PM
Hyd. No. 9
trench clogged 2c
Hydrograph type = Reservoir. peak.discharge.- 3.43 cfs
Storm frequency 25„yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 41.37 ft
Reservoir name = infiltration clogged 2c Max. Storage = 6,012 cuft
Storage Indication method used. Hydrograph Volume= 10,176 cult
trench clogged 2c
Q (cfs) Hyd. No. 9 --25 Yr Q (cfs)
AIM 4.00
......
3.00 3.00
2.00 I 2.00
I
-- ---- -- —.- ------ .... .
I
1.00 1.00� Ii
-- - . .. . ----
ul i
0.00 lL ll, '' ' III:: ill I� ,,il 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 9 — Hyd No. 7 fT LL Req. Stor= 6,012 tuft

Hydrograph plot
Hydraflow Hydrographs by Intelisolve Monday, Jan 21 2008,4:48 PM
Hyd. No. 9
trench clogged 2c
Hydrograph type =. Reservoir.- Peak-discharge = 3.96 cis
-
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 7 Max. Elevation = 41.40 ft
Reservoir name = infiltration clogged 2c Max. Storage = 6,079 cuft
Storage Indication method used. Hydrograph Volume= 12,210 cult
trench clogged 2c
Q (cfs) Hyd. No. 9 -- 50 Yr Q (cfs)
5:00 5.00
4.00 . 4.00
ri,
3.00 3.00
''IIII
2,00 !' 2.00
i
I I I I -
I��
1.00 I
1.00
i
-
, �,
0.00 ill!II�', III .I. I ;� III 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
— Hyd No. 9 — Hyd No. 7 7ITFI Req. Stor= 6,079 cult

Hydrograph Plot
Hydraflow Hydroaraphs by Intelisolve Monday, Jan 21 2008,4:48 PM
Hyd. No. 9
trench clogged 2c
Hydrograph type Reservoir peak discharge-.- 4.43 cfs
Storm frequency = 100,yrs Time interval = 2 min
Inflow hyd. No: = 7 Max. Elevation = 41.43 ft
Reservoir name = infiltration clogged 2c Max. Storage = 6,136 tuft
Storage Indication method used. Hydrograph Volume= 14,246 tuft
trench clogged 2c
Q (cfs) Hyd. No. 9 -- 100 Yr Q (cfs)
5.00 5.00
-. 4.00 -- --- - —Ill 4.00
I
..__. _.. _ ..__ ...--- ----..--- — ----
3.00 3.00
j
2.00 2.00
1.00 00
I
fl, jII IIIIi I �i ' i
�
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
— Hyd No. 9 — Hyd No. 7 Req. Stor= 6.136 tuft Time (hrs)

st,•3e infiltration Clomled 2C
Top of pond
5.00 - Elcv,42.42
4.00 5.00 ft Riscr
WtirA-Elev.40.80
0.00
2.00 i -a
n
Loo �
(100 yr)
r '
.25 yr)
10yr)
� :C loll CvIvA•10.0LFof24.0in@0,00% 2yr)
11 1yr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 07-4030 pipe revision.gpw Monday, Jan 21 2008, 4:48 PM

Re: [Fwd: Longleaf Mall Express Review]
Subject: Re: [Fwd: Longleaf Mall Express Review]
From: Linda Lewis<[e-mail]>
Date: Tue, 20 Nov 2007 15:51:01 -0500
To: Ed Beck<[e-mail]>
Ed:
The application was received on October 26, 2007. On October 31, 2007, Paul emailed the
consultant and indicated that the original application had not been submitted, only a
copy, and that he needed the original. The original was submitted 7 working days
later, on November 9, 2007, and Paul continued the review and formally requested
additional information via a faxed letter dated November 13, 2007.
In one way, yes, it was more than 10 days, but the application should never have been
accepted in the first place without the original signed application forms. If you count
Paul's 10/31/07 email as a request for additional information, then technically, the
consultant took 7 working days to respond and Paul followed up 4 days later with a more
formal letter dated 11/13/07.
I'd say that the additional information was relatively major. There were the standard
inconsistencies between numbers used in the calculations and those shown on the plans.
More important, Vincent visited the site and based on the SBWT, limited the bottom
elevation of the trench to 39' , but the project was submitted with a trench bottom
elevation of 35.7. This will require a significant redesign and review. Paul only
charged them 25% ($1000.00) instead of $2000.00.
Both Lyn and Scott were out when I called, so I can't confirm anything in regard to Mr.
Tang' s allegation that WaRO gives him an opportunity to respond to one addinfo without
being charged a fee. I'm thinking that maybe he is referring to the submittal meeting,
where the errors can be fixed during the meeting, without incurring any additional fee.
Linda
Ed Beck wrote:
Linda
Let ' s discuss
Ed
----------------------------------------------------------------------- -
Subject :
Longleaf Mall Express Review
From:
"Ed Tang" <etang@chashsells . com>
Date:
Tue, 20 Nov 2007 10 :22 :40 -0500
To:
<ed.beck@ncmail . net>
To:
<ed.beck@ncmail .net>
CC:
" 'Adam Tucker '" <AdamTucker@zdc. com>, " ' Shayne Leathers '"
<sleathers@chashsells . com>
Ed,
1 of 2 11/20/2007 4:28 PM

r
Re: [Fwd: Longleaf Mall Express Review]
I am in receipt of comments from Paul Bartlett regarding an express
submittal we made on Oct . 29 to his office in Raleigh. There were 5
comments and several of which are minor in nature in the form of
clarifications . The request was also made that when we resubmit that
we attach a resubmittal fee of $1000 . My client has asked me to
inquire of this because we did not receive the comments within the 10
working days of the submittal and received them the day prior to Paul
retiring and never got a chance to respond to anything via phone call
or email . In a previous express submittal we made to the Washington
office, we were given the opportunity to resubmit or clarify any items
on the comment list with the staff reviewer and did not get charged
this additional review fee . Is there any way to get relief from this
resubmittal fee? We should be allow the resubmit once for the express
fee paid and then get charged anything additional after that if we do
not respond to the request for additional information adequately.
Please let me know if there is anything you can do here.
Thanks .
Ed Tang, P.E.
//Project Manager//
Chas . H. Sells, Inc .
15401 Weston Pkwy, Suite 100
Cary, North Carolina 27513
(919) 678 . 0035 (phone)
(919) 678 . 0206 (fax)
etang@chashsells . com <mailto:etang@chashsells . com>
2 of 2 11/20/2007 4:28 PM

PRINCIPALS
STEVEN W.
CHAS. H. SELLS, INC. SUSAN K.FASNACHT RE.
TtHOMAB UON NOVELLINOE
PERPS.
SENIOR ASSOCIATES
C,ROSS MASSEY.PE.
.. �q ,, _ - _ - '•DAVID K.BRUBAKER,PLS.
DAN E.BREWER,PE.
November 20, 2007
Via Fax and Mail
Ms. Janet Russell
NCDENR-W IRO
127 Cardinal Drive Extension
Wilmington, 28405
SUBJECT: Long Leaf Mall Harris Teeter Addition-EXPRESS REVIEW
Stormwater Permit Modification SW8 000536
Shipyard.Blvd. and South College Road
City of Wilmington, New Hanover County, North Carolina
CHS Project# 07-4030
Dear Janet
Pursuant to a fax from Mr. Paul Bartlett dated November 13, 2007 prior to his retirement
in. your Raleigh office, we are requesting an extension to resubi-hitting the requested
additional information to your office until November 30, 2007, original requested
submittal date of November 27, 2007. This request is being made in accordance with
the directives of the request for additional information from Mr.Bartlett.
Please notify us:immediately if this request cannot be accommodated.
If you have anyequestions please contact me at [phone].
Sincerely,
C s. H. Sells, Inc.
Edward Tang, P.�
Project Manager �r
Enclosures
c: Shayne Leathers, P.E. — Chas. H. Sells, Inc.
Adam Tucker—Zimmer Development
V:\Projects\Sells Projects\07-4030 Zimmer Long Leaf Mal1\2-correspondence\NCDENR Stormwater P9ftit8g\1e20e7- V E
Itr-ncdenr-extension request.doc DD
NOV 2 1 2007
DWQ
15101 Weston Parkway • Soile, 100• Cary,NC 27513 • Tel:[phone] • Fax:919,678.0206• MP PNJII s, .,
AN EQUAL OPPORTUNrrY I:MI'LO1'Fai, ,N/h'

NOV-21-2007 03:02 AM P. 1
CHAS. H. 'SELLS, INC. FACSIMILE
15401 Weston P"Ste 100,Cary, NC 27513
Phone: [phone]
Fax: [phone]C6
To: JAtJ1ET (1 J sse'u From: ED T/nJ(
Company. pr7pp.- W1R'O Date: I I yoJ 07
Fox Pages:
Phone: Project: boys -iz#FM,gw
Re: Tent3(ea Pa 4T CHS C) 7 -40z,-o
C)Urgent 0 For Review 0 Please Comment 0 Please Reply ❑Please Recycle
•Comments:
Q"�FNET-
PLIEmg: 5619 al"toa L6Tr& FC%U.& f1NA 094&N/IL
Pd@o ff (-wt 7n1Fi„R M�{-recr� P�� j34vL- wrLerr.

P. 01
TRANSACTION REPORT
K NOV-20-2007 TUE 03:46 PM
FOR: NCDENR 9103502004
RECEIVE
DATE START SENDER RX TIME PAGES TYPE NOTE M# DP
NOV-20 03:45 PM 1' 39" 4 FAX RX OK

�OF W ATFnQ Michael F.Easley,Governor
William G.Ross Jr.,Secretary
UJ Noah Carolina Department of Environment and Natural Resources
0 � Caleen 11.Sullins Director
Division of Water Quality
November 13, 2007
Mr. Jeffrey L. Zimmer, Manager
ZP No. 73, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Request for Additional Information
Stormwater Project No. SW8 000536 Modification
Long Leaf Mall
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Long Leaf Mall on November 9, 2007. A preliminary review of that information has determined
that the application is not complete. The following information is needed to continue the
stormwater review:
1 . Please submit signed, fully-completed originals, including initials, using the new
application and infiltration supplement forms (available on the DWQ web page.
2. Please clarify your ZIP code on page 1 of the application (28402 per application
�1 and 28401 per permit SW8 000536, issued 8/3/2000.
3. For the infiltration trench system, please clarify: (a) total drainage area (2.33 ac
t per application and 2.30 ac per calculations and DA map in calculations); (b)
"Trench 1 Existing Infiltration Trench" calculations (sheet after DA map) (It
appears that this should be the proposed trench); and (c) linear feet of piping for
both existing and new addition sections (it appears that only 1 run (@101') of 3 is
labeled in the first section on Sheet# C2.1 .2 and the existing piping illustrated
�Q appears to be less than the permitted amount of 430'). Please make all
SAD, 1 documents, calculations, and plans consistent.
1-4
Please clarify the building impervious area (13,067 sq ft per application) for the
DA to the new piping. Only the "Vestibule" area (approx. 1500 sq ft) is illustrated
within the DA.
5. Please label the invert elevations on Sheet #C2.1.3 for the: (a) trench bottom; (b)
pipe bottom; and (c) SHWT based on the 10/12/07, site visit by Vincent Lewis.
Note that 50" max. to the trench-bottom per Vincent will be approximately an
elevation ofh39' vs the proposed 35.7(in the supplement.
NPor'ltCarolina
Naturally
Noah Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office IntemeC www.ncwatmq ality.ure Fax [phone]
An Equal Oppotlunity/Mirmative Action Employer—50%Recycled110%Post Consumer Paper

Mr. Jeffrey L. Zimmer
November 13, 2007
Stormwater Application No. SW8 000536 Modification
Additional fees, not to exceed 50% of the original permit application fee, may be
charged for subsequent reviews due to the insufficiency of a permit application,
as specified by Section 11.4A of S.L. 2003-284.
Because the application has significant permitting issues/deficiencies, a
resubmittal fee of $1,000 will be required in order for this project to remain
in the express program.
Please note that this request for additional information is in response to a partial,
preliminary review. The requested information should be received by this Office prior to
November 27, 2007, or the application will be returned as incomplete. The return of a
project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call Ed
Beck or Linda Lewis at [phone].
Sincerely, —
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2007\000536Mod.nov07
cc: S. Shayne Leathers, P.E., Chas. H. Sells, Inc.
f aul-Bartlett---)
2

State of North Carolina 'XI(h f o 7 ' �^�/�d(�1 f' � ',
I ✓
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
FAX COVER SHEET
Date: 11/13/07 No. of Pages: 3 (Intl. Cover)
To: Shayne Leathers From: Paul Bartlett
Company: Chas. H. Sells Water Quality Section -
Stormwater
FAX #: [phone] FAX #: [phone] (until 11/14/07)
Phone #: [phone] (until 11/14/07)
DWQ Stormwater Project Number: SW8 000536 Modification
Project Name: Long Leaf Mall
MESSAGE:
Shayne,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Zimmer, and a copy will be mailed to you.
I will be retiring 11/15/07. It has been a pleasure working with you.
Please send your response to the Wilmington Office (address below) and to the
attention of Linda Lewis.
ENB\ptb: S:\WQS\STORMWATERWDDINFO\2007\000536ModFAX.nov07
127 Cardinal Drive Extension,Wilmington,NC 28405-3845 Telephone[phone] FAX[phone]
An Equal Opportunity Affirmative Action Employer

Mr. Jeffrey L. Zimmer
November 13, 2007
Stormwater Application No. SW8 000536 Modification
November 13, 2007
Mr. Jeffrey L. Zimmer, Manager
ZP No. 73, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Request for Additional Information
Stormwater Project No. SW8 000536 Modification
Long Leaf Mall
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a Stormwater Management Permit Application
for Long Leaf Mall on November 9, 2007. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please submit signed, fully-completed originals, including initials, using the
new application and infiltration supplement forms (available on the DWQ
web page.
2. Please clarify your ZIP code on page 1 of the application (28402 per
application and 28401 per permit SW8 000536, issued 8/3/2000.
3. For the infiltration trench system, please clarify: (a) total drainage area
(2.33 ac per application and 2.30 ac per calculations and DA map in
calculations); (b) "Trench 1 Existing Infiltration Trench" calculations (sheet
after DA map) (It appears that this should be the proposed trench); and (c)
linear feet of piping for both existing and new addition sections (it appears
that only 1 run (@101') of 3 is labeled in the first section on Sheet# C2.1.2
and the existing piping illustrated appears to be less than the permitted
amount of 430'). Please make all documents, calculations, and plans
consistent.
4. Please clarify the building impervious area (13,067 sq ft per application)
for the DA to the new piping. Only the "Vestibule" area (approx. 1500 sq
ft) is illustrated within the DA.
5. Please label the invert elevations on Sheet #C2.1.3 for the: (a) trench
bottom; (b) pipe bottom; and (c) SHWT based on the 10/12/07 site visit by
Vincent Lewis. Note that 50" max. to the trench bottom per Vincent will be
approximately an elevation of 39' vs the proposed 35.7' in the supplement.
i

Mr. Jeffrey L. Zimmer
November 13, 2007
Stormwater Application No. SW8 000536 Modification
Additional fees, not to exceed 50% of the original permit application fee, may be
charged for subsequent reviews due to the insufficiency of a permit application,
as specified by Section 11.4A of S.L. 2003-284.
Cj Because the application has significant permitting issues/deficiencies, a
resubmittal fee of $1,000 will be required in order for this project to remain
in the express program.
Please note that this request for additional information is in response to a partial,
preliminary review. The requested information should be received by this Office prior to
November 27, 2007, or the application will be returned as incomplete. The return of a
project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call Ed
Beck or Linda Lewis at [phone].
Sincerely,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATERWDDINFO\2007\000536Mod.nov07
cc: S. Shayne Leathers, P.E., Chas. H. Sells, Inc.
Paul Bartlett
2

TRANSMITTAL
CHAS. H. SELLS, INC.
V. ,
15401 Weston Pkwy, Suite 100, Cary, NC 27513
Phone: [phone]
Fax: [phone]
To: Paul Bartlett, PE Date: November9,2007
Company:NCDENR-DWQ Project Long Leaf Mall-Harris Teeter
12 floor room 1209E Additions
Address: 512 N. Salisbury Street CHS Project#: 074030
Wilmington, NC 28402 Re: Signed original forms
FOR YOUR:
❑ Approval 2 Use ❑ Information ❑ Review&Comment ❑ Record ❑ Distribution
WE TRANSMIT THE FOLLOWING:
COPIES DATE DESCRIPTION
1 Stormwater Permit Application with original signature
1 Underground Infiltration Trench Supplement with signature
D
� p g 2001
REMARKS: �ol �y
Paul,
Attached are the forms requested that have the owner's original signature. Let us know if you
need any thing else
�Shayne Leathers

Re: Longleaf Mall
Subject: Re: Longleaf Mall
From: Paul Bartlett <[e-mail]>
Date: Tue, 06 Nov 2007 13:12:28 -0500
To: Shayne Leathers <[e-mail]>
CC: [e-mail]
Shayne,
I hope to start the Longleaf Mall review this PM. I have 1 other review to complete
first.
I have yet to receive originals per my 10/31 email. Send them to my attention at:
DENR-DWQ
Archdale Bldg. , 12th Floor, Room 1209E
512 N. Salisbury St.
Raleigh, NC 27604
FAX isn't going thru to 919-678-0206; keep getting disconnected. Let me know if # is
wrong.
Paul
Shayne Leathers wrote:
Paul,
I just want to make sure'you are not waiting on us for anything. We are
waiting for any additional' comments and then we will address all comments at
that time. _
If you can try faxing the field report again I would appreciate it.
Thanks
S. Shayne Leathers, P.E.
Assistant Project Manager
Chas. H. Sells, Inc
919-678-0035
-----Original Message-----
From: Paul Bartlett [mailto:[e-mail]] Sent: Wednesday, October 31,
2007 8:31 AM
To: Shayne Leathers
Subject: Re: Longleaf Mall
Shayne,
I received the package but it did not include originals of the application and
supplements. I will need those. I suggest that you use the new supplements that
are available on the DWQ web page. I 'll FAX you a copy of Vince's report later
today or AM tomorrow.
Paul
Shayne Leathers wrote:
Paul,
I dropped off the plans on Friday for the review. Please let me know that
you received them.
It is my understanding that the DWQ field report results from yesterday
Monday October 29, 2007 still differ from the two sealed reports performed
in 2000 and 2007 . We are prepared to make the necessary changes but we
need
to know how to proceed. I would also like a copy of the DWQ report from
Monday before we proceed with any changes.
Thanks
1 of 3 11/6/2007 1:13 PM

Re: Longleaf Mall
S. Shayne Leathers, P.E.
Assistant Project Manager
Chas. H. -Sells, Inc
919-678-0035
-----Original Message-----
From: Paul Bartlett [mailto:Paul.Bartlett@ncmail .net] Sent: Monday, October 22,
2007 8:43 AM
To: [e-mail]
Cc: 'Shayne Leathers'
Subject: Re: Longleaf Mall
Ed,
Sounds good. I will be out of the office Fri. , 10/26. Shayne, either leave the
package on my desk, or send by courier to my attention at:
NCDENR - Div. of Water Quality
Archdale Bldg. , 12th Floor, Room 1209E -
512 N. Salisbury St.
Raleigh, NC 27604
Thanks,
Paul
Ed Tang wrote: '
Paul,
Just wanted to let you know that I will be out of the office all next week
and probably a couple days after that the following week. Shayne Leathers,
my assistant project manager will be handling and delivering to you the
Express Review package for Longleaf Mall next Friday afternoon to your office
and doing any last minute coordination if there are any.
Thanks. .
Ed Tang, P.E.
//Project Manager//
Chas. H. Sells, Inc.
15401 Weston Pkwy, Suite 100
Cary, North Carolina 27513
(919) 678.0035 (phone)
(919) 678.0206 (fax)
[e-mail] <mailto:[e-mail]>
2 of3 11/6/2007 I:I3 PM

' ra/�`�, A ytl�_ag® SELLS,T PSTEVEN W.SMITH,RE,
RINCIPALS
•,- � HAS. H. SEL LS, INC. THOOMAS NOOVEWNOEC PE PPS.
SENIORASSOCIATES
• C.ROSS MASSEY,PE.
DAVID K.BRUBAKER,PLS.
DAN E.BREWER,P E.
October 26, 2007
Via Hand Delivery
C
Paul Bartlett, P.E. 2 g 2001
NCDENR-DW Q
512 N. Salisbury Street
Raleigh, NC 27604 $`I
SUBJECT: Long Leaf Mall Harris Teeter Addition-EXPRESS REVIEW
Shipyard BLVD and South College Street a
City of Wilmington, New Hanover County, North Carolina SLJo OCR�3�0
CHS Project# 07-4030 a 141) — 1 v �, l✓��"`
Dear Mr. Bartlett: � 4 000 Pec
In accordance with our meeting of September 17, 2007 we are submitting the following /
items for your review and approval on the Stormwater Management Permit Appli Ion
for the Long Leaf Mall-Harris Teeter Addition in the City of Wilmington. R ��� I GLu
a) Stormwater Management Permit Application Form, Copy and original
lolxc) 7
b) Deed Restrictions and Protective Covenants Form, Copy and original
c) Infiltration trench supplement form, Copy and original
d) Check#2540 for 4000 express review
e) Stormwater Infiltration Study by LMG
f) Subsurface Investigation and Geotechnical Engineering Evaluation by
TerraTech.
g) Detailed calculations including narrative.
h) Three Copies of pertaining plans and specifications.
The submittal is a request of a modification to the existing permit issued under permit
number SW8000536. The system was installed and was designed as two systems (an
upper leg and a lower leg) after the approval in 2000. The lower leg will remain
unchanged with the new building addition while we propose additional stormwater
infiltration trenches to the upper leg due to the addition of two collection points. A copy
of the original permit, calculations, and small size set of plans pertaining to the original
infiltration trench are included in the attached calculations. The narrative attached in the
calculations describes the proposed development and water quality/quanity measures.
The design is based on 8-foot water table based on the two engineered reports
performed by Law Gibb Group dated April 17, 2000 and by LMG Environmental
Consultants dated October 9, 2007.
If you have any questions please contact me at [phone].
15401 Weston Parkwav • Suitc 100• Cary,INC 27,513 •Tel:[phone] • Far:919.678.0206• www.ehashsclls.com
AN EQUAL OPPORTUNITY KMPLOYER, M/F

October 26, 2007
Paul Bartlett, P.E.
NCDENR-DW Q
Page 2 of 2
Sincerely,
Chas. H. Sells, Inc.
Shayne Leathers, P.E.
Assistant Project Manager
Enclosures
c: Ed Tang, P.E.—Chas. H.Sells, Inc.
Adam Tucker—Zimmer Development
Tim Lassiter—Zimmer Development
V:\Projects\Sells Projects\07-4030 Zimmer Long Leaf Mall\2-correspondence\NCDENR Stormwater Permitting\10-23-07-
It r-n cd of-b a rt l e tt-s u b m i tt a I I ette r.d o c

P. 01
TRANSACTION REPORT
OCT-15-2007 MON 08:55 AM
FOR: NCDENR 9103502004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
OCT-15 08:50 AM 919197339612 51161r 11 FAX TX OK 866
>K �
TOTAL 5M 16S PAGES: 11
North Carolina Department of R
,
ment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor (910) Y96-I215
�V'lliam G, Foss Jr„ Secretary
FAt COVER SHEET
Da te: 10 - I
# paees���
To: �
From: u SSe (�
C0: �W (� LX r� S3 '
L Division _ C--c 'rC SS
FA-\ #: 910-350-2004 .
KfiRlarks; `
k--"- u 17
40
%CdrJmal Drive E,I, WdrmngNn, North L"arohne?
6dp5.3B45 • Phone: [phone]
SU•�OUa

OCT-15-2007 MON 08:50 AM NCDENR FAX NO. 9103502004 P. 02/11
_lc) : T
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION S'1�✓ W ¢
Scheduled Site Visit Date and Time
Project Name: County:_rJFLJ tfAr+aye�
Street Address: y41N 5ffiP4,aLv %-v�Goecc&E2D
Directions from the nearest Intersection of two major roads:
t,0c.4TEb aG 5H1Pwtao + cacc e
lJ Wi rJ EX 96G 5 Pide- CTk,.
>1 acre being disturbed? ES NO CAMA Major required? YES
Consultant Name:--C#AS• q• 56Lxs , i tic _ Phone: 919_ G-7&-oo3S
Consultant Firm Name: Ey Tht* d w 5 NAryN e Lc-4TWi'4S
Bore Number 1 2 3 4 5 6 7
a Existing Ground Elevation N I.o 1 ,41'
b Proposed Bottom Elevation Iyr..z g6•Z I
c Subtract a—b q A' ¢g,
d Add 2 ft. Min. Bore De th 4. 6.6
e Soil Type 5A, e
Infiltration Rate OK? t ;L►rt
LgLLG Elev. Of SHWT 3 33' '
h Max, lowest bottom elev, //��i,•z 31,.z'
J 1
V L� V d PJcLr�NJ " .M1S'i'1 Nrr'x [r.t�`q• i
Comments_ u� ,912.E ptcoPo51 NG— To 40 o 7b tXlsa t,s� hers~ l nub
[I'n1�lt-T RNrioN 7ZLl tJcH /Oh_f Wr _
I
i
Required Attachments:
1. Legible vicinity map & written directions to the project.
2. Compete Soils Report.
3. Map of the site with the boring locations to be tested.
All proposed infiltration areas and existing,active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby,equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the Infiltration design requirements under NCAC 21-1.1000, and
assumes no liability should the system fail,
I
S:1WQS\STORMWATERIFORMSIinfiltration site visit.for
i

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Longleaf Mkll Soils investigation
Subject: Longleaf Mall Soils investigation
From: "Ed Tang" <[e-mail]>
Date: Wed, 3 Oct 2007 17:02:16 -0400
To: <[e-mail]>
CC: "'Adam Tucker"' <[e-mail]>, "'Shaytie Leathers"' <[e-mail]>
Hl Vincent,
I am working on putting together the Infiltration System Investigation form to send to you for your field
verification before we do an express review. We have tentatively set up an appointment with Paul Bartlett in
Raleigh to do the express on Oct. 29. The geotech engineer Is to have his report to document the seasonal
high water table end of next week. If I forward you that information,will you be able to schedule a site visit to
complete your investigation before the Express review? Please advise.
Thanks.
Ed Tang, P.E.
Project Manager
Chas. H. Sells, Inc.
15401 Weston Pkwy, Suite 100
Cary, North Carolina Z7513
[phone] (phone)
[phone] (fax)
[e-mail]
1 of 1 10/5/2007 8:43 AVI
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Stormwater Infiltration Study-By Land Management Group
Geotechnical Evaluation —By Terratech

GS
L11V JS ` '
j-
,
LAND.MANAGEMENT GROUP iuc.
Environmental Consultants
o—
October 9,.2007
C:Adam Tucker
Zimmerman Development Co.
I i l Princess St.
W ilmingtori,NC;28402
Reference: Stormwater infiltration study for the Harris Teeter-located at Long Leaf Mall in
Wilmington,NC..
Dear Mr.Tucker:.
On Tuesday;October 09,2007,Land Management Group,anc.had the pleasure of
evaluating the proposed stormwaievinfiltration-area at the exist ng,Harris Teeter property. The
purpose of the evaluation was to describe the.soil profile,quantify the depth to the seasonal high
water table,.and to inform:the project-engineer'ofany potential:liMitations of this project
The soils at this site are mapped as Baymeade soils in,the Soil Survey of New Hanover
County(USDA, 1977). Actual soil borings 1 and 2;confirm the soil to be a Baymeade soil series
Appendix A. The Baymeade soil series can best be described as soils thatformed from sandy
material on flats and low ridges. The seasonal high,watee table is normally evident by
observation of redoximorphic features.suggesiingpast conditions of saturation and reduction.
There is evidence of relicredoximorphic features as shallow as 56' in.boring 2'and 100"in
boring I of the.proposed.infiltration area(see complete soil profile notes iinAppendix A). No
physical water levels were recorded,on.October 9 to a depth,-of 112"from the existing asphalt.
surface. All recorded depths are from the existing surface as noted in the pit notes. The official
published description and physical and chemical data for the Baymeade soil series are shown in
Appendix B for comparison..
In summary, LMG has performed a site specific evaluation within the stormwater
infiltration area. This area has soils that have relic seasonal high water tables that are 56"in
boring and I00"in boring 1 from the existing surface. From the observation of existing
regional drainage canals and drainage basins within the immediate area,the contemporary
seasonal high water table Iis;believed to be in excess of 8 feet Coin the existing asphalt surface.
No limitations for the proposed use'have been identified on this site. Please do not hesitate
to contact me if you have any questions with this report. I may be reached at910-452-6001,9 10-
471-0505 or nborr-ell(a)lnr*rouu.net
AA� .�5W vl$
Sincerely, hl�
/II /
Nick Howell
Environmental.Scientist [ g � /�at� 1t�
i113
�,e. •eft• �i,�a``,.a'�.:9�.�'
www.lmgi-oup.net [e-mail] = Phone: [phone] 060
3805 Wrightsvi11e'"A've.';`Suite"1'5; Wiimingion;'NC`2�8403 P.O. Box 2522;'W11m1 gton, NC 28402

Harris Teeter
Stormwater Evaluation
Detailed Soil Profile Descriptions
October 9, 2007
Hole I Parking Lot 0-2%
Asphalt 0-4"
Fill l —4-10" Gravelly Fill-Material
Fill 2— io-4v,Mixed Sandy Fill
A-41-47"Fine Sand, granular very friable non sticky non plastic,2;5Y'4/1.
E—47-59"Loamy Fine Sand,.granular friablemon sticky non plastic, 10YR 7/1.
EBh—59-79"Fine Sand,_granular friable non sticky non plastic, 2.5Y 5/4 with IOYR 3/3
Soft non cemented Bh-bodies.
E' —79-84" Fine Sand single grained,loose.non sticky non plastic 1 OYR 5/6.
Bt—84-100" Fine Sandy Loam, weak medium subangular blocky,friable slightly sticky
non plastic, IOYR 5/8.
Btg— I00-107"Sandy Clay Loam, weak coarse subangular parting.to weak medium
subangular blocky, friable slightly sticky slightly plastic,2.5Y 611 with.7.5YR 5/8 and
1 OYR 5/6 mottles:
- C— 107-112 Loamy Fine Sand,single grained, loose non sticky non plastic, I OYR 5!6
with 7.5YR 5/&=.mottles.
Physical Water:NA
SHWT 10& from existing surface'(59" From Natural
Hole 2 Parking Lot 0-2%
Asphalt 0-:l"
Fill—1-6" Gravelly Fill material.
A—6-9'Fine Sand, Grariulu, very friable non sticky non plastic;2.5Y 5/1.
E—9-23"Fine Sandi single_grained;loose non sticky non plastic,I OYR 7/1.
EBh-23112" Fine Sand, single grained, loose non sticky non plastic, 10YR 5/6 with
I OYR 3/3 Bh bodies and 10YR 7/1 E bodies both granular very friable:non sticky non
plastic.
E' —42-56" Fine Sand, single grained,loose non sticky non plastic 10YR 6/6 with IORY
7/3 stripped sand grains.
Bh—56-73" Loamy Fine Sand, granular friable non sticky non plastic; 10YR 3/1,with
I OYR 2/1 non cemented Bh concretions.
Bw—73-81"Loamy Fine Sand weak medium'subangular blocky friable non sticky non
plastic 2.5Y 5/4 with 2.5Y 6/2 mottles.
Btg—81-88"+ Sandy Clay, weak very coarse subangular'blocky firm very sticky very
plastic, 5Y 7/1 with 5YR 5/8 and 7.5YR 5/8 mottles.
Physical Water:NA
SHWT: 56" from existing surface (50"'from Natural)
i

Appendix B
Published Description and Chemical and Physical Properties of the Baymeade
Series
j

Official Series Description - BAYMEADE Series Pagel of 3
.. "LOCATION BAYMEAGB NC
Established Series
Rev. REH:ENH
07/1999
BA�YMEADE S� E S
The Baymeade series consists of deep,well drained soils with moderately rapid permeability. They formed
in loarny-and sandy marine sediments:of the lower Coastal Plain. Slopes range from 0 to 12 percent. Mean
annual temperature is 63 degrees.F., and mean annual precipitation is.54 inches:
TAXONOMIC CLASS:,Loamy,siliceous, semiactive,thermic Arenic Hapludults
TYPICAL PEDON:.Baymeade sand--on a 3 percent slope under mixed hardwood and pine..(Colors are for:
moist soil unless otherwise stated.)
A--O'to 3 inches; dark gray (I OYR 4/1) fine sand; weak granular structure; loose;many fine and medium
roots; many uncoated sand grains; moderately acid; abrupt smooth boundary. (2 to 10 inches thick)
E--3 to 12 inches;'light gray (I OYR 7/2) fine sand; single grained; loose; many fine and medium roots;
slightly acid;-gradual wavy boundary. (0 to 15 inches thick)
E/Bh--12 to 36'inches; very pale brown (10YR 7/4) fine sand; single grained,;loose;common irregular
bodies of friable organic coated sand that are darlrbrown (7.5YR'3/2) and brown(7.5YR 4/4) (Bh) make up
about 12 percerit of this horizon; many fine and medium roots; moderately acid;.abrupt smooth boundary. (0
to,26 inches thick)
Bt--36 to'49 inches;strong brown (7.5YR 5/6) fine sandy loam;weak coarse subangular blocky structure
arts into weak fine granular lar s
p structure;.very friable;many fine and medium roots; moderately acid;
gradual wavy boundary.(5 to 40 inches thick)
BC-49 to 58 inches; strong brown(7.5YR 5/6) loamy fine sand; weak fine granular structure; very friable;
few fine roots;moderately acid; gradual wavy boundary. (0 to 17 inches thick)
C1--58 to 75 inches;mottled white (10YR 8/1),and very pale brown (10YR 7/4)fine sand; single grained;
loose; moderately acid; gradual wavy boundary.
C2--75 to 78 inches;_very'pale brown(1 OYR 8/3) fine sand and loarry.fine.sand; single grained; loose;
moderately acid.
TYPE LOCATION: New Hanover County,North Carolina; Wilmington, 0.5 mile south of Dawson and
Sixteenth Streets on west side of Sixteenth Street road bank.
RANGE IN CHARACTERISTICS: Solum,thickness is 35 to more than 60 inches. Reaction ranges from
very strongly acid to slightly acid, unless limed. Some pedons have extremely acid A and E horizons.
The A or Ap horizon has hue of 1 OYR to 2.5Y value of 4 to 6, and chroma.of 1 or 2 or is neutral with value
of 4 to 6 with common clean grains that are white or light gray. Texture of the A horizon is sand,fine sand,
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Official Series Description - BAYMEADE Series Page 2 of 3
loamy sand,°orloamyfine sand.
The E horizon has hue of 10YR or 2.5Y, value of 4 to 8, and chroma of 1 to 6 or is neutral with value of 6 to
8. Texture is sand, fine sand, loamy sand, or loamy fine sand. The Bh portion of EBh horizon or Bh horizon,
where present, is granular to massive with hue of 5YR to I0YR, value of 3 to 7, and chroma of 2 to 8.
The E'horizon,where present has hues of 7.5YR to 2.5Y,values of.4 to 8, and chroma of 2 to 6 or it is
neutral with values of 6 to 8.It is sand; fine sand, loamy sand or loamy fine sand.
The Bt horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 4 to 8. Mottles are in,shades of
yellow, brown, or gray at depths below 25 inches in some pedons. A gray matrix may be present in the lower
Bt horizons of some pedons. Texture is commonly sandy loam or fine sandy loam but some pedons are sandy
clay loam,The lower Bt horizon may occur as lamella of sandy loam.
The BC"horizon has'hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 2 to S. Mottles are in shades of
yellow,brown, or:gmy in some pedons.Texture is loamy sand, loamy fine sand, sandy loam, fine sandy
loam or in some pedons sandy clay loam.
The C to value of 5 to 8j Y y clayey per is mottled in dons
of
these lolors.Texture s sand or sand or stratified sand ,loam morecla f I to material. Some edons have
thin discontinuous Bh.bodiesin the C horizon;
COMPETING SERIES: Ai—le y;;Blaney, Chipola, Chisalm,Coosanv, Garcon, Gomerv, Kenai sville Remlik,
Tenahai,Tomahawk, Lichee, and Valhalla in the same family. Closely related soils are the Alaga,Lusts;
k'ureb, Onslow, Seagate; Wa2ram; and Wakulla series.All of these soils except Kureb'lack irregular
intermittent Bh bodies in the E/Bh horizon. Kureb soils lack argillic horizons..Onslow soils lack an arenic
epipedon and contain gray mottles indicative of wetness in the Bt horizon.Seagate and Valhalla soils have
continuous Bh horizons..Seagate.soils have poorer drainage.
GEOGRAPHIC SETTING: Baymeade'soils occur on broad, gently sloping surfaces of the"lower Coastal
Plain,"generally above 20 feet. Slopes range from 1 to 12 percent. They formed in(stratified) interbedded
sandy and loamy Coastal-Plain sediments. The mean annual precipitation ranges from 47 to 60 inches and
mean annual temperature ranges from 53 to 74 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Kureb and the Blanton, Foreston,
Goldsboro,Lakeland, Leon, Norfolk and Riiiini series. Blanton soils have a Grossarenic epipedon. Foreston,
Goldsboro and Norfolk lack an arenic epipedon. Lakeland soils lack light gray E horizons and an argillic
horizon. Leon and Rimini soils have continuous Bh horizons, and the Leon soils have poorer drainage.
DRAINAGE AND PERMEABILITY: Well drained; slow runoff; moderately rapid permeability.
Measured matertable levels at two.sites show that the water table is 45 to 60 inches below the surface in
December to April and other wet periods.
USE AND VEGETATION: Most of these soils are in forest of mixed hardwood and pine. Native
vegetation Y e etation is turkey oak, long leaf pine; dwarfed huckleberry, small myrtle, wire grass, and astor. Large areas
are in residential and urban uses in New Hanover County.
DISTRIBUTION AND EXTENT: Lower Coastal Plains of North Carolina and possibly South.Carolina.
The series is extensive.
ML,RA OFFICE RESPONSIBLE: Raleigh,North Carolina
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Official Series Description- BAYNIEADE Series Page 3 of 3
SERIES^ES 1 ABLI-ShM,D:'New itlanover County;Nofth Caro',ina;"4973.
REM,ARXS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 36 inches (the A and E horizons)
Arent feature- the zone of sandy sediments from 0 to 36 inches (the A, E, EBh horizons)
Argillic horizon -the zone from a depth of 36 to 58 inches(the Bt and BC horizons)
ADDITIONAL DATA: None
TABULAR SERIES DATA:
S0I-5 Soil Name. Slope 'Airt emp'P'rFr/seas"-Prcc'_p.' Elevation
NC0083 BAYMEADE 0- 12 59; 63 190-250 46- 57 20- 70
SOI-5 F1oodLFloodH Watertable Kind Months' Bedrock Hardness
'NCO083 NONE 4.'0-.5,,0 APPARENT DEC,APR' 60-60
SDI-5 Depth Texture .3-Inch No=10 Clay% '-CEC-
N00083 C-36 FS S 0- 0 ..100-100 0- 8 1.- 3
NC0083 0-36 LS LFS 0- 0 100-100 5-13 1- 4'
NCO083 .36-49 FSL SCL 'SL 0- 0 100-100 8-26 2- 6
NCO083 49-78 LFS S SL 0- o 100-100 0-12 0- 3
SOI;5, Depth. -pH- -O::M. Salin Perneab Shnk-Swll
NCO083 0-36' 4.5- 6..5 ::5-1. 0- 0 6.0- 20 LOW
NC6083 6-36 4 .5'- 6.5 .5-1. 0- 0 6.0- 20 LOW
NC6083 36-49 4 .5- 6.5 0.-.5 0- 0 2-0- 6.0 LOW
NC0083 4948 4.5- '6_5 0---5 0- 0 6.0- 20 LOW.
National Cooperative Soil Survey
U.S.A.
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Stormwater Evaluation
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October 9, 2007
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Revised Report of Subsurface investigation and
Geotechnical Engineering Evaluation
Long Leaf Shopping Center Additions
Wilmington,North Carolina
prepared for
Zimmer Development Company
4905 Profess�nnel Coun•Raleigh.North Carolina 27609•[phone]•Fax:[phone]
311 Judges Road,Suite 3-A•Wilmington.Nonh Carolina 28405•[phone]•Fax:[phone].

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October 8,2007 „1,.no, Mvtr�a c TFeins
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Zimmer Development Company
III Princess Street ,
Wilmington,North Carolina 29402
Attention:Mr.C.Adam Tucker
Revised Report of Subsurface investigation
and Engineering Evaluation
Long Leaf Shopping Center Additions
Wilmington,North Carolina
Our Project Number 124-07-52290
Gentlemen:
TermTech Engineers, Inc. has completed the authorized subsurface investigation and engineering
evaluation for the Long Leaf Shopping Center additions in Wilmington,North Carolina.
In summary, our test borings in the planned building area encountered loose sails near the ground
surface. Based on the reported structural loading conditions,settlement of the shallow foundations for
the building are expected to exceed allowable limits unless a reinforced shallow foundation system is .
utilized. The enclosed report describes our investigative procedures,presents the results of our testing
and evaluation,and provides our recommendations for site preparation and foundation design.
The enclosed report describes our investigative procedures and presents the results of our testing and
evaluation along with design and construction recommendations for this project.
We appreciate the opportunity to work with you on this subsurface investigation and engineering
evaluation,and are prepared to follow up with the recommended construction materials testing services.
If you have any questions concerning this report,please contact us.'
Sincerely, ,pu.vn
N CA
aTech Engip2� ssi O��y'•
ten A.Malpass #. S jg = Erwin T.William
Senior Good •• e'•y Principal Geotechnical Engineer
A. M LQQ`'P
GAM/ip '�"a•�uvuvo4"`
4905 Pmressianal Court•Raleigh,Norh Caroh.va 27609•[phone]•Fax:[phone]
311 Judgcs Road,Suite 3-A•Wilmington,Nonh Carolina 28405•[phone]•Fax:[phone]

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SCOPE OF SERVICES
The scope of our services was outlined in our proposal number 3915-N dated August 16,2007. The
primary objectives of this investigation were to evaluate the subsurface conditions within the area of
proposed construction and to make recommendations regarding foundation design. More specifically, .
this investigation included the following objectives:.
(1) To evaluate the existing subsurface soil and ground water conditions within the area of
proposed development.
(2) To recommend foundation types which can safely and economically support the
proposed construction.
(3) To evaluate the allowable bearing pressure of the foundation subsoils encountered within
the proposed building addition area for support of shallow foundations.
(4) To make recommendations concerning site preparation and site grading.
(5) To make recommendations concerning concrete slab-on-grade construction.
.(6) To provide recommendations for thickness and material types for a bituminous concrete-
. pavement system in the planned driveways and pa-king areas. _
(7) To make recommendations for achieving high density structural fill capable of
satisfactorily supporting the proposed constmction.
(8) To make pertinent recommendations concerning quality control measures during-
construction.

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f,NN-ESTIGATTVE PROCEDURES
Field Investigation
Our subsurface investigation consisted of thirteen soil test borings in the proposed construction areas.
Test borings B-I through B-10 were performed in the planned building areas to depths ranging from 20
to 68 feet below the existing ground surface. Test borings B-11 through B-13 were performed in the
existing parking and driveway areas and in the area of the planned storm water infiltration trench.
These test borings were performed to a depth of 10 feel below the existing asphalt pavement surface.
The boring locations are,approximately shown on the Test Boring Plan (Figure 1)-included-in the
Appendix. -
The test borings were located in the field by our representative by measuring distances and angles from
existing site reference points. In general, the locations of the test borings should be considered
approximate.
Standard penetration testing(ASTM D-1586)and dynamic cone penetrometer testing(ASTM STP-399)
was performed at selected intervals in the soil borings.The penetration resistance, in conjunction with
soil classification,provides an indication of a soil's engineering characteristics.
Detailed descriptions of the soils encountered in the test borings are provided in the Test Boring
Records.included in the Appendix. Ground water conditions, standard penetration resistances, and -
other pertinent information are also included.
Laboratory Investigation .
The laboratory investigation consisted of a physical examination and.classification of all samples
obtained from the drilling operation. Classification of the soil samples was performed in general -
accordance with ASTM D-2483 (Visual-Manual Procedure for Description of-Soils). Soil
classifications include the use of the Unified Soil Classification System described in ASTM D-2487
(Classification of Soils for Engineering Purposes).

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GENERAL.SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The subject site is the current location of the Long Leaf Shopping Center located west of the
intersection of South College Road and Shipyard Boulevard in Wilmington,North Carolina. There is
one main shopping center building located near the western property line and several stand-alone retail
and commercial properties on the eastern portion of the site. Asphalt concrete parking and driveway
areas surround the existing buildings. The existing ground surface is relatively level. Maximum relief
across the site is approximately 4 to 6 feet.
Regional Geology
Based on a review of geologic maps,the site is located in die Coastal Plain geologic province. The
soils in this area are generally marine sediments which were deposited during successive periods of
fluctuatine sea level and moving shoreline. The formations tend to dip slightly seaward,and several are
exposed at the surface in bands paralleling the coast. Many beds exist only as fragmented,erosional
remnants with more continuous strata located above and below.
The soils in this province are typical of those deposited in a shallow,sloping sea bottom; sands,silts,
and clays,.with.irregular deposits of shells. Some of the existing formations contain predominantly ...
plasliq,clays interbedded with strata of sands and poorly consolidated limestones. Others contain
predominantly sands with localized deposits of highly plastic clays.
General Subsurface Conditions
From the ground surface, test borings B-1 through B-5 encountered topsoil, The thickness of the
topsoil was approximately 3 inches. The thickness of topsoil materials is generally quite variable and
could be.significantly different at other locations on the site. The reported topsoil thicknesses should
not,therefore,be used for deiailed quantity estimates.
Asphalt concrete was encountered at the ground surface in the remaining test borings. The thickness of
the asphalt concrete ranged from I to 3 inches. Beneath the asphalt concrete, ABC stone was
encountered. The thickness of the ABC stone was measured to be approximately 3 to 4 inches.
Beneath topsoil in test borings B-I through B-5,and beneath the asphalt concrete and ABC stone in the
remaining test boring locations, soils typical of the Coastal Plain were encountered. These soils
consisted primarily of poorly graded sands with varying amounts of silt, sandy silts,clayey sands and
sandy clays. Standard penetration resistances ranged from 4 to more than 100 blows per foot. Dynamic
cone penetrometer resistances in these soils ranged from 6 to 20 blows per increment.
Auger refusal was encountered in test borings B-I at a depth of 68 feet below the ground surface.
Auger refusal is the depth at which the boring cannot be further advanced using conventional soil
drilling techniques. The materials causing auger refusal may consist of a boulder, a lens or laver of
rock,the upper surface of relatively massive rock,or other hard material.

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Groundwater was encountered in test borings B-I, B-2,B•3,B4, B-5,and B-9 at depths rangingfrom.
14.5 to.24,feet.below.the.existing.ground or.asphalt concrete surface. The borings were backfilled upon
or traffic. It should be noted that younA water9evels
completion to avoid hazard to automobile and fo
will fluctuate depending on seasonal variations of precipitation,tidal changes and other factors.
For more detailed descriptions of subsurface soil and ground water conditions,please refer to the Test
Boring Records included in the Appendix.
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PROPOSED CONSTRUCTION .
Project information has been supplied by Mr Adam Tucker with Zimmer Development and Mr. Ed
Tang,P.E.of Chas H. Sells, Inc. We have also reviewed a preliminary site plan supplied to us. We
understand that the planned construction will consist of additions to the north and south sides of the
main shopping center building. The planned additions are expected to consist of single story steel
frame structures with metal stud or masonry walls and concrete slab-on-grade floor systems. Based on
our experience with similar construction, we have assumed maximum column loads of 132 kips and
maximum wall loads of 7.5 kips per lineal foot. If actual loading conditions are greater than these
assumed maximums;please contact us to review the applicability of these recommendations.Although
site'grading-plans are not currently known,we expect minimal cut and fill since the site is relatively
level.
Portions of the existing asphalt parking and driveways are expected to remain in place after the
completion of the planned building additions. However, given the relatively poor condition of the
existing asphalt pavement observed during our recent visits to the site, repair and/or rehabilitation of
the existing pavements is expected. We have estimated that traffic volumes for the parking and
driveway areas will not exceed 3,000 automobiles per day and 20 dumpster or delivery trucks per week. .
If actual traffic volumes are greater, please notify us and we will review our recommendations for
applicability to the higher traffic volumes.
Storm water infiltration trenches are to be constructed in the location of the existing parking and
driveways on the north,south and cast sides of the planned building additions. Test borings 13-11,13-12
and B-13 were performed in the general area of the planned storm water infiltration trenches.

TFRRATECH
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EVALUATIONS AND RECOMMENDATIONS .
The following recommen 11 dations are based on the information available on the proposed structures,the
data obtained from our soil test borings,and our experience with soils and subsurface conditions similar
to those encountered at this site. Because the test borings represent a very small statistical sampling of
subsurface conditions, it is possible that conditions may be encountered during construction that are
substantially different from those indicated by the test borings. In these instances,adjustments to the
design and construction may be necessary depending on actual conditions.
J
General Site Preparation- .
All trees, underbrush, topsoil, roots, and other deleterious materials should be removed from the
proposed constriction area. The existing asphalt pavement should be removed or ground up and mixed
with the existing ABC stone. If possible, the existing asphalt could be left in place in the planned
pavement areas during construction to provide a working platform and to limit surface water
infiltration. Site clearing and stripping should be performed only during dry weather conditions.
All demolition; removal of demolition debris; and removal or relocation of existing underground
utilities should be completed before site grading begins. The ends of abandoned underground utilities
should be permanently sealed to prevent the inadvertent introduction of fluids into the construction
area.
As noted in our test borings;the near surface soils consist of relatively loose sands. After the removal
of the topsoil and/or pavement materials,we recommend that the near surface soils be compacted to at
least 95 percent of their standard Proctor maximum dry density. Density tests should be performed to
verify that the recommended level of compaction is achieved.
We recommend that areas to receive structural fill be proofrolled prior to placement of structural fill.
Areas of proposed excavation should be proofrolled after rough finished subgrade is achieved.
_ Pmofrolling should be performed using a loaded dump truck weighing at least 15 tons. ProoGolling
should be accomplished by performing at least 7 passes in each of two perpendicular directions within
entire construction areas,and 10 feet beyond. Proofrolling should not be performed within 8 feet of the
exciting buildings. Any unsuitable materials that may be present,and any low consistency soils that are
encountered which cannot be adequately densified in place,should be removed and replaced with well
compacted fill material placed in accordance with the Structural Fill section of this report. Proofrolling
should be observed by our representative to determine if remedial measures are necessary.
Based on our experience on similar sites,there may be buried foundations,burn pits or trash pits. On
sites located near developed areas this is not an unusual occurrence. All too frequently such buried -
material occurs in isolated areas which are not detected by the soil test borings. Any buried waste
construction debris or trash which is found during the construction operation should be thoroughly
excavated,and the waste material should be removed from the site prior to placement of fill soils.

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Ground Water Control
As mentioned above;�testrbosiag::B-d,.B,2,B-3,B-4,8-5,and B-9 encountered ground water at depths
ranging from approximately 14.5 to 24 feet at the time of our investigation. If only minimal excavation
is expected during construction, the control of ground water may not be required. Ilowever, ground
water control may be required during the installation of underground utilities. In general, we expect
that control of ground water in utility trench excavations can be performed by pumping directly from
the trench excavation. If pumping from trench excavations proves to be ineffective,then the use of well
points or other methods may be required. Pumping from dewatering trenches should be done with care
to prevent of loss of soil fines,boils,or instability of slopes. In certain cases,gravity flow in a trench
-may be sufficient for effective dewatering.
We must emphasize that dewatering requirements will be dictated by ground water conditions at the
time of construction.. The contractor should use a technique or combination of techniques which
achieves the desired result under actual field conditions.
Wales Infiltration Tests
Our representative performed water infiltration tests in the location of test borings B-11, B-12 and
B-D, The existing asphalt concrete was cored and ABC stone was removed prior to testing. The water
infiltration rates were measured using equipment similar to the falling head cylinder infdtrometer and
procedures used in water percolation tests. The follow table presents the results of our testing.
Test Average Water
Location Infiltration in./min
B-11 L8
B-12 0.3
B-13 0.4
Earth Slopes
Temporary construction slopes should be designed in strict compliance with the most recent OSHA.
regulations. The test borings indicate that most soils at the site are Type C as defined in the OSHA
regulations. The Type C soils will require that temporary construction slopes be no steeper than 1.5
horizontal to I vertical for excavation depths of up to 20 feet. Depending upon ground water conditions
at the time of construction, Batter slopes may be needed. A wmpetent person as defined by OSHA
guidelines should be present to determine the type of material during trench excavations. Temporary
construction slopes should be closely observed for signs of mass movement: tension cracks near the
crest,bulging at the toe of the slope,etc. If potential stability problems are observed,the geotechnical
engineer should be immediately contacted. The responsibility for excavation safety and stability of
construction slopes should lie solely with the contractor.
We recommend that permanent cut or BII slopes be no steeper than 2.5(11)to 1.0(V)to maintain long
term stability. Slopes constructed steeper than 2.5(H)to 1.0(V)could be highly susceptible to erosion,

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will be difficult to maintain, and could experience large scale slope failure in some instances. Flatter
slopes may be necessary, depending upon the type of-erosion control selected. The crest or,toe of
permanent^siopesshould be no closer,than,IS.feet to.buildings or 5 feet to pavements.
Foundation Desien
The soil borings in the planned building areas encountered loose sands near the ground s surfaceurface. The
that
extended to depths ranging from approximately 5.5 to 12 feet below the existing ground
presence of these loose sands, and the expected maximum loading conditions for the structures, may
2 and
produce settlements that exceed that which the structures can tolerate: The enc`eseecdvelre After -
Figure 3 provide the expected settlements for a range of column and wall loads, p y
considering,several foundation types;it is our opinion that reinforced shallow,foundations are the best
alternative for the heavy column loads of the planned structure. The follow section details our
recommendations for the reinforced shallow foundations.
Reinforced Shallow Foundations
Since our settlement estimates for the maximum column loads supported on conventional shallow
foundations are expected to exceed that which the planned structure can tolerate, reinforced shallow
foundations are recommended. This procedure would involve excavation of the soils to a depth of 3
feet below the planned foundation bearing level. The excavation should be a minimum of 12 inches
wider than the footing size in each direction. The over-excavation should be backfilled with ABC stone
reinforced with three layers of Tensar BX-6100 geogrid at depths of 6, ]g, and 30 inches below the
foundation bearing surface. The ABC stone should be compacted to a minimum of 95 percent of its
standard Proctor maximum dry density. Our settlement estimate for the reported maximum column
load, assuming a foundation design bearing pressure of 3,000 pounds per square foot, and using the
recommended reinforced shallow foundation system, is approximately 0.80 inch. The expected
settlement for the maximum assumed wall load of 7.5 kips/foot supported on reinforced, shallow
foundation using a design bearing pressure of 3,000 pounds per square foot is approximately 0.6 inch.
Detailed footing examinations should be performed in each footing excavation prior to placement of the
recommended ABC stone and geogrid. These inspections should be performed by our representative to
confirm that the design allowable soil bearing pressure is available. The fooling examinations should
be performed using a combination of visual observation, hand rod probing, and dynamic cone
penetrometer testing. Dynamic cone penetrometer testing,as described in ASTM STP-399,should be
performed in each column footing location and at no greater than 20 foot intervals in continuous.wall
footings. If the soil is found to have an unsatisfactory bearing capacity,our representative will review
the problem with our project geotechnical engineer.. Recommendations will be developed to be
immediately implemented in order to minimize construction delays.
Our representative should observe the construction of the reinforced shallow foundations. Density tests
should be performed on the ABC stone to verify that the recommended level of compaction is achieved.
If actual loading conditions are significantly less than the assumed loads, it may be possible to use
conventional shallow foundations. We would be pleased to review the actual loading conditions,it they
are significantly different than our assumed maximums.

TFRRATECH
E v ,• v ! 495INC
<ev e<-ncal Gg'v,ee�iny
�„a enn,nGl Cmaulliny
CorsGmEa Mats.i•la T�=:w
Page 9
The building additions should be structurally independent of the existing buildings to minimize
differential settlement concerns. The footings for the building addition should.bear:at.the same.
elevation as•tae.footings.,for.the,existing buildings....Care,should be taken during the excavation of the
footings for the addition so as not to undermine the existing building footings.
Seismic Site Classification
We have reviewed the test boring results and pertinent geological maps to determine a site seismic
classification in accordance with the 2000 International Building Code. Based on our review,the site
should be classified as type.D in accordance with table 1615.1.1 of the 2003 International Building
Code. Based on our review of Figures 1615(I)and 1615(2)of the 2003 International Building Code,
the locah,03,second(Ns)-and-4.0 second (Sbyspectral response accelerations are 30%g and.12.51%9„
respectively.
Concrete Slabs-On-Grade
Based on our test boring results, and the anticipated site grading operations, we recommend that a
design modulus of subgrade reaction(k)value of 100 pounds per cubic inch(pci)be used for concrete
slabs-on-grade. This recommended value assumes that the subgrade soils and fill soils will be
compacted to a minimum of 98 percent of their standard Proctor(ASTM D-698)maximum drydensity
in the upper 12 inches.
In order to provide a stable base for construction activity,and to prevent the capillary rise of ground
water.from adversely affecting the concrete slabs,we recommend that ail slab-on-grade construction be.
underlain by a minimum 4 inch thickness of 457 stone meeting the NCDOT gradation specification.
Construction activities and exposure to the environment often cause deterioration of the prepared slab-
on-grade subgrade. Therefore, we recommend that the subgrade sails be evaluated by our
representative immediately prior to floor slab construction. This evaluation may include a combination
of visual observations,proofrolling observations,and field density tests to verify that the subgrade has
been Properly prepared. If soft areas are encountered,recommendations for remedial measures should
be provided by our project geotechnical engineer.
Flexible Pavement Design
If the existing asphalt pavement is left in place in the planned pavement areas during the construction
operation, it may be possibleto utilize an overlay to provide the needed pavement thickness. The
-presentative at the time of construction to determine the
existing asphalt should be evaluated by our r
extent of damage caused by construction operations,and to determine if an overlay is suitable. If so,
then an overlay of 2 inches of type S9.5C should be placed above the existing asphalt.
If the existing asphalt is removed,or if the existing asphalt is damaged during construction operations,
then a new asphalt pavement system is recommended. Site grading operations are expected to include
compaction of the existing ABC stone. Based on our past experience, the California Bearing Ratio
(CBR) for the existing silty sands at the site may reasonably range from approximately 4 to 8. For
purposes of pavement design,we have used a California Bearing Ratio of 6 for the pavement subgrade

TFRRATECH
, wGINtF vt � lrvt
Ge.twhd=at cremm�s
E.%•mamtat Gm,�tSy
Can..vc.n:'.Maanab Tastvq
Page 10 uor<m.,.=b—
soils at the site,and the loading conditions described above. Based on the.AASHTO design method,a
20,year design life,and our past experience,we recommend the.following pavement section:
3 inches Asphalt Concrete Surface Course
6 inches Aggregate Base Course
A Type S9.5C asphaltic concrete surface course in accordance with Division 3 of the NCDOT Standard
Specifications(2002)would be appropriate for the planned construction. The ABC stone should be in
accordance with Section 520 of the NCDOT Standard Specifications.' 'The use of the existing ABC
tone with ground up asphalt pavement will likely be
stone or a mixture of the existing ABC s
acceptable. Any areas where the existing AS stone becomes mixed with excessive amounts of the
subgrade soils,(such as in the areas of underground utilites)should be removed and replaced with new
ABC stone. Proper subgrade compaction, adherence to the NCDOT specifications, and compliance
with project plans and specifications are critical to the performance of the constructed pavement.
Reid Pavements Design Recommendations
We recommend that a Portland cement concrete pavement be used in dumpster pad areas, loading
docks,and in other areas where heavy trucks will be traveling and tuming at slow speeds. Based upon
a modulus of subgrade reaction value of 100 pci, and the previously discussed traffic volumes, we
recommend the use of a 6 inch thick section of NCDOT type AA Portland cement concrete having a 28
day design compressive strength of 4;500 psi above a.minimum 4 inch thick section of compacted ABC
stone:-Construction joints and other design details should be in accordance with guidelines provided by
the Portland Cement Association and the American Concrete institute. The rigid pavement system
should be constructed in accordance with section 700 of the NCDOT Standard Specifications.
Suitability o'Excavated Material for Re-use as Structural Fill
Based on the results of our soil test borings,the soils encountered in our test borings generally appear
to be suitable for re-use as structural fill material. Routine adjustment of moisture content will be
- necessary to allow compaction in accordance with project specifications.
Structural Fill
In order to achieve high density structural fill,the following recommendations are offered:
(1) Materials selected for use as structural fill should be free of vegetable matter,waste construction
debris,and other deleterious materials. The material should not contain rocks having a diameter
over 3 inches. It is our opinion that the following soils represented by their USCS group symbols
will typically be suitable for use as structural fill:(ML),(CL),(SM),(SC),(SW),(SP),(SP-SM)
and(SP-SC). The following soil types are considered unsuitable: (MH),(CH),(OL),(OH),and
(Pt).
(2) Laboratory Proctor compaction tests and classification tests should be performed on
representative samples obtained from the proposed borrow material to provide data necessary to
determine acceptability and for quality control. The moisture content of suitable borrow soils
should generally not be more than 3 percentage points above or more than 3 percentage points

TERR�TEtH
IN sI UE < M4IMC
4•atrd,.;nl Gro;�eers
Ccn;hvct'a M.,l:,�db Tenn,
Page I 1 „e nicxd;ona
below optimum at the time of compaction. Tighter moisture limits may be necessary with certain
soils.
(3) Suitable fill material should be placed in thin life(lift thickness depends on type of compaction'"
equipment, but in general, lifts of 8 inches loose measurement are recommended). The soil
should be compacted by mechanical means such as sheepsfoot rollers or vibratory drum rollers.
Proofrolling with rubber tired,heavily loaded vehicles may be desirable at approximately every
third lift to bind the lifts together and to seal the surface of the compacted area thus reducing
potential for absorption of surface water following a rain. This sealing operation is particularly
. important at the end of the work day and at the end of the week-
(4) We recommend that mcmral•fill be compacted to a minimum.of 95% of the standard Proctor . ,.
maximum dry density (ASTM Specification D-698). Additionally,the in-place maximum dry
density of structural fill should be no less than 90 pcf. The upper 12 inches of Floor slab
subgrades should be compacted to at least 98% of the standard Proctor maximum dry density
(ASTM D-698). Fill placement in pavement areas should be performed in accordance with the
NCDOT Standard Specifications.
(5) An experienced soil engineering technician should take adequate density tests throughout the fill
placement operation to verify that the specified compaction is achieved. It is particularly
important that this be accomplished during the initial stages of the compaction operation to
enable adjustments to the compaction operation,if necessary.

TFRRATECH
Carnic<Am�-0nt<ym>Tnlry
Page 12
ADDITIONAL-SERVICES RECOANIF.NDED -
Additional foundation engineering, testing, and consulting services recommended for this project are
summarized below: '
(1) Proofrollim,Observation: Proofrol ling should be observed by our representative to determine if
remedial measures are necessary in certain instances.
(2) Quality Control of Fill Placement and Compaction: We recommend that an experienced
engineering technician witness all required filling operations and take sufficient in-place-density
—tests,to verify that•toc•specified.degree of compaction has been achieved. Soil engineerine
judgments will be involved and should be made by our project geotechnical engineer with
information provided by our engineering technician.
(3) Footing and Slab Evaluations:- Footing and slab areas for this project should be evaluated by our
representative. The purpose of these evaluations will be to verify that the design soil bearing
pressure is available and that subgrade areas are properly prepared.
(4) Pavement System Test ine: Our representative should perform testing of the pavement system
components in accordance with NCDOT requirements to verify that pavement construction is
performed in accordance with the project specifications.
The attached Appendix completes this report.
Sincerely,
aTech EngineeiC� :1.
KL
Glen A.MalpaCys,P 8 ° Erwin T.Williams III,P.E.
Senior Geoteche' in ��y: Principal Geotechnical Engineer
PS;.
.. GAMlip <<O'•a,�um a�erw .
Enclosures

OERRATK
F N G N E E R 5 N C
:f
APPENDIX

iNGINf 5 N5INC
Itit
I
it
I11 III �
r Iil II .I
tll II 1
fig) Iil II
B-13 B
Figure 1.Test Location Plan
Not to Scale Project: Long Leaf Shopping Center Additions
Wilmington,North Carolina
Legend: O Test Location _ Our Job Number 124-07-52290

Figure 2: Estimated Settlement vs. Column Loads
2 -- -
1.6 --- -
c
1.4 _
C
d 1.2 --- - —
V
- - -
E0.6 ---.......__ _.— .--- -
N
--
0.2 -- - - —
0
0 25 50 75 100 125 150 m'
Column Load (kips) __

Figure 3: Estimated Settlement vs. Wall Loads
1.2
c '
c 0.8 ------
E
U)
v
m
w
wE 0.4 ._..._.. .---
Y
W
0.2
Z.
o
0 T =.
0 1 2 3. 4 5 6 - 7 8 `�
Wall Load (kip/ft)

TERR-ATECH
Symbols and Nomenclature
f Undisturbed Sample(UD)
e Standard penetration resistance(ASTM D-1586)
iom- Number of blows(100)to drive the spoon a number of.inches(2)-
W.O.S.R'Miglit Of Hammer,Weight of Rods
Ax,ex.Nx Core barrel sizes for rock cores
65% Percentage of rock core recovered
ROD Rock quality designation-%of core 4 or more inches long .
Y Water table at least 24 hours after drilling
S Water table one hour or less after drilling
o Loss of drilling water
A Atterberg Limits test performed
C Consolidation test performed
GS Grain size test performed
T Triaxial shear test performed
p Proctor compaction test performed
18 Natural moisture content(percent)
Penetration Resistance Results
Sands Number of Blows,N Relative Density
0-4 very loose
5-10 loose
.. 11-20 firm
21-30 very firm
31-50 dense over 50 very dense
Silts and Number of Blows,N Approx.Consistency -
Clays 0-1 very soft
2.4 soft
5-8 firm
9-15 still
16-30 very stiff
31-50 hard
over 50 very hard
Drilling Procedures
Soil sampling and standard penetration testing performed in accordance with ASTM D-1586. The
standard penetration resistance is the number ofblows ofa 140 pound hammer falling 30 inches In drive a
2 inch O.D.- 1.4 inch I.D. split spoon sampler one fool. Core drilling performed in accordance with
ASTM D-2113. Undisturbed sampling performed in accordance with ASTM D-1387. v

TEST BORING RECORD TER TECH"
E N G I N E E R S - I N C
Water Blowt46
Depth Description - Bl°° 7F,� Counts
Tnnsmil(An, zmatc3v 3 inches
1
2 "3-2.3'345-4-456 Loose brown and gray fine silty sand(SMJ
7 2-4-4
8
9
10 335
11 -12
12
13
14
15 12-14.18 •
16
17 Dense tan line to medium sand(SP)
18
19
20 10-14-23
w 21 .22
22
23
24 a
Very 8rm tan medium to coarse send(SP)
9-11-14 •
25
26
27
27
28
29 Firm tm fine w medium sand(SP)
30 8-9-11
31 -32
32
33
34
35 - 4-4-5 •
36
37
38
TeasTech Eagiaeers,Inc. Bode,Number.D-1
Water) al 24 hr.:Daring)3e�lld Upon Campleao 4905
Weser Professions]Co
Level 1 br.:2?tl ProJal Numbsr.t14-07-5]290
Raleigh,NC 27609 Dste Driila:L30N7 _
Shea:I of l

TEST BORING RECORD' E TECH
t N G L N t S R S - 1 N G
Water 81ow Standard Penetration Test
Depth Description E1ev' Leval Counts blows/ft
20 40 60 80
39 447
40 I -.
41
42
43
44
Loose to Ltm mn and gray fine to medium sand 4-4-7 �
45 (SF)
46
47
48
49
6-7-8
50
51 -52
52
53
54 Stiff dark gray into sandy silt(ML)with root
55 Gagments 4-5-10
56 -57
57
58
59 Dense tan and gray tote to medium sand(SP)
16-19-24
60
61 .62
62
63
64
65 Loose tan and gray medium to coarse send(SP) 64-5 •
66
67 -68 25
68 0
AUGER REFUSAL
69
70
71
72
73
74
75
76
WRter LwdM hr.:Oodng It kfEl Upon ce.plaios TesmTech Eaglueera,Inc. eoriap Nambm 6l
4905 PmfesaWnal Court PrjetN�mberi 12"7-52290
Wuar Lerd 16r.:24.0 Raleigh,NC 27609 Drtn Drilled:V3M7
Sb.t:2 of 2

I
TEST BORING RECORD TER ` ECH ..
ENGINEERS ' IN C
Water Blow Standard Pene'ration Test
Depth Description Elcv' Level Counts 20 blows/ft
40 60 80
To soil A roAmately 3 inches
1
Firm brown silty fine Band(SP)
479 •
-3
3
9
3-3.7 •
6
fi
7 ra 3-3-3 •
Loose tan end bwn silty fine sand ISM)
8-
9-
3-3-5
10
11
-12
12
13
14
' Very 8rm tan medium m coarse Band(SP) O
_ 6-30-13
16
16
-17
17
18 Very firm tm fine sand(SP)
19
-20 9-12-16
20
BORING TERMINATED
21
22
23
24
25
Wakrt^d 24 hr.:Baring B-I&Iled Upon Cmnaletion Te=Tech Eegiaeera,Ine. Boring Number:B-2
4905 Profesafoml Coart prof ert Nvmhcr.1244152290
Watsr level 1 he:15.0' Raleigh,NC 276 I9 Dvte Drilled:OM7
Sheer:t on

TEST BORING RECORD TER TECH.,
E N G I N f E R 5 - I N C
Depth Description EIp°' Water Blow Standard Penetration Test
Level Counts blows/ft _
20 40 60 80
oosoil(A rmdmatel 3 in es
1
Very loose brown silty fine sand•(SW
2 5-2.2 •
.3
3
4 Loess tan fine clayey One sand(SCE
2.2-4 •
5 -5.5
6
..Stiff ismand,gray.One sandy clay(CL)
7 2-3-9 •
.g
8
9
10 Dense tan fine sand(BP) 10-14-20
11
.12
12
13
14
Dense tan clayey medium to coarse sand(SC)
]3 17-22
15
2
16
-17
17
IS
Denac tan One to medium send(SF)
19
20
-20 10-15-18
- BORING TERMINATED
21
L25
22
23
24
Tc=Teeh&aylneen.Ise. B deg Number.BJ
Wetee Level 2/hr.:Boeing BedShced Upon Cermpleuon 4905 Prafeas[oaal Coact Proles Number.124-07.52290
Weter Levd l br.:I60 Raleigh,NC 27609
D ete Dd0ed:5p0197
Sheen 1 of I

TEST BORING RECORD TER TECH
E N 5 1 N E E 4 S 1 N C
Water Blow Standard Penetration Test
Depth Description Level Counts blows/ft
20 40 60 80
T sail A rodmateN 3 inches
I .
..,..2- 2-2.3 •
3-
4-
4-4-6
•
5
6... Loose end gray.satyfine sand(SM)
7 3-3-3 •
g
9
3.3-5
10
11
-12
12
13
14 S
30-14-16 •
15
16 Very firm tan and brown fine send(SPI
17 -
l8
19
-20 7.12-14
20 BORING TERMINATED
21
22
23
24
25
le'ios TerreTech EngWeere,Inc. BorieL Number.B4
Weser Levd 3/hr.:boring Beclidlcd Upoo Come 4905 Profesatoasl Conft Projeel Number.INZI-52290
Water,vet 1 tr.:J4.5' Res Jgh,EC 27609
part Dr111M:W007
Sheet:1 of 1

KI
ad
Nil
TEST BORING RECORD TE�i CH"
E N G I N E f t 5 I N C
_ Water Blow StMdard FtoMotian Test
Depth
pesciption El Water Level Counts blows/ft
20 40 60 80
To soil An roxLma[el 3 inches
Loose brown silty Ent sand(SM) " "
.3
3
4 Fim®v5•stity fine send(S1.'!)
7-7-7 •
5 -5.5
6
._ 7 445. 0..
8-
Loom tnn silty five sand(SM(
9
4.4-3
10
11
-12
12
13
14
1 14-17-20 •
is
16 Dense tan fine to medium send(S ) '
17
18
19
.20 9-13-18
20
^• BORING TERMMATFD
21
L24
Water Level 24 hr.:Being BeckfalM Upon Compteim T.=Tech]itt,&eers,Dnv Borlee Nomber:0-5 -
4905 Prefesalotnl Court •-Freject Number.124-07-52290
Water Level I it':15.0 Raleigh,NC 27609 pate ur8led:913W
Sheet:I of 1

TEST BORING RECORD TE TECH'" `
E N GINEEPS - INC
T.3 'US'o
Standard Penetration Test
Dcpth Description blows/R
20 40 60 80
As halt concrete Annm>omat�ly 1 inch
AHC tone A roAmntel 3 inches I
Loose tan silty fine to medium sand(3M)
2
•
3
4 Loose brown fine to medium sand(S )
2-2-3 •
5 5.5
6
7
Firm tan clayey fine send(SC)
4-5-30 •
8
8
9
10 6-9-13
11
12
13
14 Very firm tam fine to medium sand(SP)
16 7-9-13
16-
17-
IH
19
20 I
HORING TERMINATED -20 7-10-11
21
22
23
24
25
Water Uvd 24 hs:Boring BaWlcd Upon csc tedoe T..Te.b Engineers,Ina. Boelvg Nember.BL
... 4905 P fesslonsl Court Prvlect Nemher.1 M7.5229
Weser Levell6u Not E,=o U-d Rsldgh,MC 27609
Dam DriOcd:901N7
5hmt 3 of 1

TEST BORING RECORD TER TECH ,
1•
Water Blow Standard Penetration Test
Depth Description Elev. Level Counts bloWa/R
20 40 60 80
halt mnmte IA rorsns¢ly 1 J-01
1 C atene IA rmdmnt,ty 3 in
3 Firm to Twee tan silty line to medium sand(SM)
4
3-4-6 0
5 -5.5
6
7 6-7-11 •
8
Fi,m brawn fine to medium sand(SF)
9
10 5-7"9
11
-12
12
r 13
14 Very firm tan fine sand(SP)
7-17-15 •
IS
16
-17
17
18
Firm tam and gray fine sand(SF)
19
20
BORING TERMINATED -20 7-14-16
21
22
23
24
25
7etra7eoh Em esmr Ine. Oorive Namher.B-7
Weser Leve121 hr.:BeringBaet611ed Upon Completion4905 P+ofessional Court Prvie<t Nambr.124.07-52290
Weser Lead l br.:Not Fnwwlmod Raleigh,NC 27609 Dale Drilled:V31 N7
Share:i en

TEST"BORING'RECORD TERRA TECH
E N 0 1 N E E N S I N C
Neater Hlow Standard Pcnetrabon Tcst
Depth Desa'iDtian SIC, Wow
Cotmts blows/20 40 0 80
As It It eonc<tc IA rrsdmeCl inches
I SC atone A ,,dmatelv 4 inches
F1tm tan silty fine sand(SM)
2 ,. 7-10-10 ... + ..
3
3-
4-
4-4-4
•
5-
6-
7- -. 1d 3.3-4 •
Loose brown and out sOty fine sand(3 �
8
9
4.4-6
10
11
.12
12
13
4
7-12-15 •
15
-- 16. very firm tan 8nc to medium send(SP)
17-
18
19
20
BORING TERMINATED -20 9-12-16
21
22
23
24
25
TemTech Ua&aers,Inc. Dorlvg Number&s
Wiser Levd Sl br.:Baring Bac711ed Opov Comalnivn 4905 Professional Court
Project Nvmbd:l2<-0]-52290
N'akr Lsve11 hr.:RA Eo o.N Egalelgh,NC 27609
Date Drilled:BgOrD]
' Shne lofl

TEST BORING RECORD -TER TECH..
E N GINEEMS - INC
Wow B1. Standard Penetration Test
- D<pN Dcscripdan Etev. Level Counts biows/tl
20 a0 60 80
As halt concrete 1A Dmnmatel 3 inebes -0.5
1 BC et ne A eromma e1v 3 inches
Loose light gray silty fine sand(SM)
.,
3-5-5 •
-3
3-
4-
5-7-6 •
5
6
7 3 6-7 •
Pirm tan and brawn silty fine sand(SMl
8
9
4-6-9
10
11-
12
12
13
14
9.12-18 •
15
16• Very fam tan Bne to medium send(SP)
17
18
19
.20 9-12.12
20
BORING TERMINATED -
21
22
23
24
25
Wne r[.evd L hr.:Boring BerNlld Upon Completion TermTeeh Engineer,lac. Bodog NumtKr:B-9
4905'Proleasloaal Court ProlutNumbec 114-07.52290
Watr E. d I hr.:13.0 1Lleigh,NC 27609
D�Is Odlled:8I31/0'!
snra:i en

TEST, BORING RECORD TER TECH... .
E N 0 1 N E E R 5 - I N C
Water Blow Standard Penetration Test
Depth Description Ele°' LeNe1 Counts blows/lt
20 40 60 80
As bait mnaete fAvpnecinxtael 3 inchesl -0.5
1 C stone IA tmdmatd inches
..,.,2 ...., ..
- 6-7-8 O
3
4
5 4-5-6 O
6 Firm tart and brown Silty fine send(SM('
7 4.6-8 •
e
9
4-6-8
l0
11
-12
12
13
14
5-7-9 •
15
16' Finn brown fine to medium sand(SP)
17
18
19
-20 4-7.8
20
' BORING TERMINATED
21
22
23
24
25
Tc=Tevh Ev eem'Lae. BoHne Number.B-10
Wrhr Ln'e12/hr.:Boriag BrrYCdld Upon Completion 4905 Pao[esslonel Court INember:124A3-522W
.W Star Level I In:Not Bncowured
Rhlai�,NC 27609 Da.D.re Dri11eA:&31/0/
Sheet:1 of l

TEST BORING RECORD TECH'
f N G N f f R 5 N G
Water Blow DCP Test(ASTM STP-3991
Depot Description Me, Wow
Count Maas/inflament
5 0 IS 20 25
As hslt concrete fA mAmetel 1 inch -0.3
C stonc A vdmatcly 3 inches
7 Y
1
6
2 Dark brown silty fine W medium sand(SM)
12
3-
-4 10
a '
B •
5
6 14
Tan fine to medium sand(SP) 20
S 20
9-
20
•10 20
10
BORING TERMINATED
11
15
L12
3
14
Water l,..a 24 br.:Boring as Bled llpoo,ssplcis. Te=Teeh Bnglnoers,Inc. Boaeg Number.1L11
4905 Profe"Wnsl Court pro7mt Nvmb<r.12447-522W
Wau L d 1 br.:Not Px ssd Raleigh,NC 27609
Deu Drilled:6R7A7
sbsa:I of

TEST BORING RECORD
TERATECH
Depth Description Elev. Water Blow DCP Test(ASTM STP-3991
Level Count bltrus/increment '
5 10 IS 20 25 d,
Psnhal[cronete ,Wel inches .0.4
ABC Ro fAonrmdmatet 3' ches
6 •.
7
2
3 17
Ten and brawn silty fine to medium send ISM)
6
4. . .
5 15 �`II
I
6 9
-6.5
7 20
Gray fine to medium sandy clay(CL) .
-B 20
... 8
q Light gray fine sand(SP) 20
.10 20
lD
BORING TERMINATED "
11
12
13
14
15
Wekr Lard 24 In,B3riq acKllod Upon Campled.n „TenmTech Enginees,Inc IbrivyNumLer:B-12
Wafer Laval]fie:Not Fu+roufse¢d " Yroleu Numbar.IN47.522W
Rale1{h�RC 27609 Due Drilled:07N7
Sheet:I of I

u
TEST BORING RECORD
E N C I N E E A S I N C
M
Water Blow DCP Test(ASTM STP-399)
Depth Description E1ty' Level Count blows/increment
5 10 15 20 25
As hn;.rIAM.
te A r rim teI 1 inch -0.3
AHC s toximatdv 3 inU:esl
Tan ailty fmc to medium sand(SM)
6
2
.3 6 0
3-
Gray and tan fine to medium sandy clay(CL) 7
4
-4.5
5 6 •
9
6
9 •
Tin end brown silty fine to medium send(81✓!)
20
8
20
9
10
10 20
BORING TERMINATED
11
12
L15
13
14
Water 1.evel i/hu;Boring 9rliillel Upon Completion TamTeeh Eaglaeere,Ina• BodaA N..h. B-❑
"4905 Pcafaaaloa.1Coart Prole,Number:IN47,52290
New,Levd I hn:Nd Lm .orvd Raleigh,NC 29609
Uote fJri]1W:922N1
Sh,a;tofl

Hydraeilow Plan View
a.
a4
s
s
�I 6
9\
DI-7
3
DI-8
8 CB-9
z JB-10
7
JBI I I
OtAlao
Project file: 07-4030 PIPE NEW.stm No. Lines: 8 10-19-2007
Hydrallow Storm Sewers 2003

Sto. Sewer Inventory Report Page 1
rLine Alignment Flow Data Physical Data Line ID
Dnstr Line Deg Junc Known Drug Runoff qlntetInvert Line F
Line Line ' N J-loss Inlet/line length angle type Q area coeff EI Do slope size type value coeff Rirn EINo. (ft) (deg) (cfs) (ac) (C) (ft) M (in) (n) (K) (ft)1.
End 15.4 -119.1 MH 0.00 0.00 0.00 36.64 0.39 24 Cir 0.013 1.00 41.10 JB11-EX
2 1 63.3 0.0 MH 0.00 0.10 0.90 5.0 36.70 0.32 36.90 24 Cir 6.013 0.15 41.10 D18-JB11
3 2 110.4 -0.2 MH 0.00 0.33 0.90 5.0 36.90 0.36 37.30 24 Cir 0.013 0.15 40.69 D17-DI8
4 3 82:4 -2.8 MH 0.00 0.81 0.90 5.0 37.30 0.36 37.60 24 Cir 0.013 0.45 40.98 D16-D17
5 4 87:4 12.7 MH 0.00 0.26 0.90 5.0 38.00 0.46 38.40 18 Cir 0.013 0.45 41.60 D15-D16
6 5 158.3 19.6 MH 0.00 0.95 0.80 5.0 38.60 0.26 39.00 18 Cir 0.013 1.00. 41.80 D14-DI5
7 1 552 89.5 MH 0.01 0.00 0.00 5.0 37.50 0.91 38.00 15 Cir 0.013 0.45 41.01 JB-10-JB1t
8 7 16.0 -31 A MH 0.01 0.00 0.90 5.0 38.00 3.13 38.50 15 Cir 6.013 1.00 42.05 CB9-JB10
Project File: 07-4030 PIPE NEW.stm Number of lines:8 - Date: 01-28-2008
HydraOow Storm Sewers 2003

Ston Sewer Tabulation Page 1
Station Len Drug Area Rnoff Area x C- Tc Rain Total Cap Val Pipe Invert Elev HGL Elev Grud 1 Rim Elev Line ID
coeff (1) flow full
Line 70 Inca Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line (ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (fus) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
1 End 15.4 0.00 2.45 0.00 0.00 2.11 0.0 94.2 1.7 3.71 14.10 1.19 24 0.39 36.70 36.64 38.64 38.64 41:10 41.10 -EX
2 1 63.3 0.10 2.45 0.90 0.09 2.11 5.0 7.0 6.7 14.11 12.71 4.49 24 0.32 36.90 36.70 38.90 38.70 41.10 41.10 DI8-JB71
3 2 110.4 0.33 2.35 0.90 0.30 2.02 5.0 6.6 6.8 13.72 13.61 4.37 24 0.36 37.30 36.90 39.30 38.95 40-.69 41.10 DI7-DI8
4 3 82.4 0.81 2.02 0.90 0.73 1.72 5.0 6.2 6.9 11.86 13.64 3.79 24 0.36 37.60 3Z30 39.55 39.34 40.98 40.69 DI6-DI7
5 4 87.4 0.26 1.21 0.90 0.23 0.99 5.0 5.8 7.0 6.94 7.10 3.93 18 0.46 38.40 38.00 40.04 39.65 41.60 40.98 DI5-DI6
6 5 156.3 0.95 0.95 0.86 0.76 0.76 5.0 5.0 7.2 5A8 5.31 3.10 18 0.26 39.00 38.60 40.57 40.14 41.80 4L60 DI4-DI
7 1 55.2 0.06 0.00 0.00 0.00 0.00 5.0 37.7 0.0 0.02 6.15 0.02 15 0.91 38.00 37.50 138.66 38.67 41.01 41.10 JB-10-JB11
8 7 16.0 0.00 0.00 0.90 0.00 0.00 5.0 5.0 - 0-0 0.01 11.42 0.06 15 3.13 38.50 38.00 �38.66 38.66 42.05 41.01 C89-J610
Project File: 07-4030 PIPE NEW.sIm Number of lines:8 Run Date: 01-28-2008
NOTES: Intensity= 105.701(Inlet time+ 16.80)^0.87; Return period= 10 Yrs.
I lytlrall.Storm Sewers 2W3

Stc i Sewer Profile Pfoj. file: 07-4030 f NEW.stm
I
i
Elev. (ft)
I
49.00
_UI Inv136.0(t) —_ _JB 1 41 4 ft -- - 308. 0
46 00 JB 1 EX JB- O II Inv: 38.00
CB9-JB1
R m=42 5 (ft)—
- -- U Inv5 ft)
—
ft) —
Dn.lnv:36.64-O —Up-Inv` 800-(ft)= L n: J6.00-(ft) _
—Le :15A4-(ft) =Dn Inv: 7.50(ft) _ 1 -(in)
-- —-24 (in)------ -- —Len_55 �9 (ft) -
43.00 — 15-(in)—
f
— --- - — -
I 40.00 — —
37.00 — — -
I
I
i 34.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Sto I Sewer Profile Proj. file: 07-4030 F NEW.stm
Elev. (ft)
49.00
46 00 DI5-D16 DI4 DI5
JB11 EX 18 JB11 DI6 17 Ri .41-.80(fl)----
Rim 41 10 P 41 10(ft) DI7- 18 Rim 0.98(fl) Rim 41 6 (ft).__ _—Up nv:39.00(ft) ---
Up Inv 36-7(p(fhN 36 90(t) Rim 40 69((t)�-- Up In . 37.60(fq Up Inv 3 40(ft) On nv-38.60(ft)
--
Dn Inv: 36. ft)j:36.70(t) Up f v. 37.30-(fl) Dn.ln _37 30_(fl) _Dn Inv. 3 00(fc) Len-156:25-(ft)—
Len: 15.44- h 63.33(ftj On f v:36:90"(ft)- _Len:_2.44_(ft)_—_Len:87.4 (ft) -_ 18n)---------
43.00 - 24�(in)-- 4(in)----�—Len:110:41-(ft)-- 24 in 16(in)
40.00
_ —.— — _- ____ --. ._-
37.00 _ --—
1 ....._._..._. _ __.. _------.._
' 34.00
0 50 100 150 200 250 300 350 400 450 500 550
i
iReach (ft)
1
Hydraflow Storm Sewers 2003

-Long Leaf Mall Renovations
DWQ Permit No. SW8 000536
City of Wilmington 200002t

CHAS. H. SELLS, INC.
Comp.By......................Date........................ Project....... .......................... Sheet No.................of ...............
Chkd.By.......................Date........................ Subject ............. ...- ....I....... ........... Job No........................................
U I- - .......... ...................................
........................ .................... ... ................................................ ........Y. .............
7IN
-- ---- --- --
cz�
7— - -----
14J,
-7-
----- ----------
---- ------------
C�

Stra:e of North Carolina
Department of Environment
and Natural Resources 1 e
l\iilrriingtnn Rndipngl ()ff LOL
11� Far
.James B. Hunt, Jr., Governor 'D oil
Bill Holman,, Secretan,
Division tit `Y,�ater Qualih NORTH CAROLINA DEPARTMENT OF
ENvIRONMENT AND NATURAL RESOURCES
August 3. 2000
Mr. Jeffrey L. Zimmer, Administrator
ZP No. 73. LLC
1 I 1 Princess Street
Wilmington.NC 28401
Subject: Permit No. SW8 000536
Long Leaf Mall Renovations
High Density Stormwater Project
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Long Leaf
Mall Renovations on Julv 24. 2000. Staff review of the plans and specifications has determined that the project,
as proposed, will. comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. S'\VS 000536 dated August 3. 2000, for the construction of Long Leaf Mall Renovations.
This permit shall be effective from the date of issuance until August 3, 2010, and shall be subject to the conditions
and limitations as specified therein.. Please pay special attention to the Operation and Maintenance requirements
in this permit.Failure to establish an adequate system for operation and maintenance of the stormwater management
system will result in future compliance problems.
If any parts;requirements,or limitations contained in this permit are unacceptable,you have the right to request an
adjudicatory hearing upon written request within thirty(30)days following receipt of this pen-nit. This request must
be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447,Raleigh,NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis. or
me at [phone].
Sincerely,
Pvck Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\000536.AUG
cc: Mark Hargrove. P.E.
Tony Roberts. New Hanover County Inspections
Beth Easlev,I`Temv Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
.. ..127 North,Carolina 2540; - Telephone [phone] FAX [phone]
An Equal opportunity Affirmative Action Employer 50,, recycled/100/6 post-consumer paper

State Stormwater Management Systems
Permit No. SWS 000536
STATE OF NORTH CAROLIN'A
DEPARTDIENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the.provisions of Article 21 of Chapter 141,General Statutes of North Carolina as amended.and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
ZP No. 73, LLC
Long Leaf Mall Renovations .
New Hanover County
FOR THE
construction, operation and maintenance of an underground infiltration trench in compliance with the provisions
of 15A NCAC 2H.1000(hereafter referred to as the "stormwater rtdes'�and the approved stormwater management
plans and specifications and other supporting data as attached and on file with and approved by the Division of
Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 3, 2010 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit,the Project Data Sheet.The stormwater control has been designed to handle the runoff from
87,120 square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit, and per
approved plans.
2

State Stormwater Management Systems
Permit No. SWS 000536
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: LonL, Leaf Mall Renovations
Permit Number: SW8 000536
Location: New Hanover County
Applicant: Mr. Jeffrey L. Zimmer, Administrator
Mailing Address: ZP No. 73, LLC
111 Princess Srreet
Wilmington, NC 28401
Application Date: July 24, 2000
Name of Receiving Stream/Index #: Hewlett's Creek/(CFR 18-87-26)
Classification of Water Body: "SA"
If Class SA, chloride sampling results: N/A (1.5" design storm used)
'i
Trench Dimensions; LxWxH, feet: 150 x 3.9 x 3.32 140 x 5.48 x 3.32
Pipe Diameter: 24" 24"
i
! Pipe Length: 150 feet 280 feet (Double 24")
Perm'anent Pool Elevation, FMSL: 35.3 36.04
Drainage Area, acres:. 0.84 1.5
Total Impervious Surfaces, ft2: 35,720 51,400
Offsite Area entering Pond, ft2: None, per Engineer
Required Storage Volume, ft': 4,247 6,109
Provided Storage Volume, ft': 1,706 902
Temporary Storage Elevation, FMSL: 38.62 39.36
Controlling Orifice: Bypass to City of Wilmington Storm Sewer
Bypass Weir Elevation: ---- 39.52
Seasonal High Water Table: 33 FMSL
Type of Soil: Sand below clay layer
Expected Infiltration Rate: 29.2 inches per hour
haw down Time: 8.5 hours 83 hours
r
3

State Stormwater Management Systems
Pemtit No. SW8 000536
II. SCHED.ti.LE OF.COiMPLIANCE
1. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built-upon surface.
2. During construction,erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
3.. :. . The permittee shall at all times,provide the operation and maintenance necessary'to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
ofDWQ. The records will indicate the date,activity,name of person performing the work and what actions
were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment.system.
6: The facilities shall be constructed as shown on the approved plans:This permit shall become voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
7. Upon completion of construction,prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility,a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
8. Ifthe stormwater system was used as an Erosion Control device,it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
9. The following items will require a modification to the permit:
a. Any.revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision;acquisition,or sale of the project area.The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approyed,plan.
10. The Director may determine that'other revisions to the project should require a modification to the permit.
1. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a minimum
of ten years from the date of the completion of construction.

State Stormwater Management Svstems
Permit No. SWS 000i36
12. Prior- io he-sale of any portion of the property,an access/maintenance easement in the stormwatef facilities
shall be granted in favor of the permittee if access to the stormwater facilities will be restricted by the sale
of any portion of the property.
13. The p ermittee is responsible for verifying that the proposed built-upon area does not exceed the allowable
built-upon area.
14. The runoff from all built-upon area on the project must be directed into the permitted stonmwater control
sv5terrt.
15. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit.Within the time frame specified inthe notice,the permittee shall submit a written
time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in w7iting to the Director that the changes have been made.
16. The permittee shall notify the Division of any mailing address changes within 30 days.
III. GENERAL CONDITIONS
I. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee,documentation from the parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its merits and may or
may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-2 L5.6A•to-143-215.6C.
3. The issuance of.tEs.permit does not preclude the Permittee from complying with any and all statutes,rules,
regulations, or ordinances which may be.imposed by other government agencies (local, state, and federal)
which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the,
a idelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Permit issued this the 3rd day of August, 2000.
NORTTHHCCA�ROLINA ENIVIjRONMENTAL MANAGEMENT COMMISSION
Kerr T. Stevens, Director -14
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SNVS 000536
5

State Stomwater Management Systems
Penult N0. SW8 000:56
_Lon_.Lecf Ia,!!nee:; :ations,
StornnvaterTermitNo. SW8 OOOf36
New Hanover County
Designer's Certification
_t
as.a duly-registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project.
(Project)
for (Project Owner)hereby state that,to the best of my abilities,due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications. X
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
6

State Stonnwater Management Svstems
Permit No. SWS O0Oi36
Certification -Requtrements:
1. The drainage area to the system contains approximately the permitted acreage.
2 The drainage area to the system contains no more than the permitted amount of built-upon area. _
Ald•the built-upon area associatedwith the project is graded such'that'the fuhoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
j. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a forebay.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspector
7

OFFICE USE ONLY
FIF ...Date Received .. _Fee Paid . _ .Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER,MANAGEMENT PERMIT APPLICATION.FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sef f-P - L , rnme- LLC A-41 n n
3. Mailing Address for person listed in item 2 above:
i f P06V"
City: State: rUC_ zip: '��
Telephone Number: ( 9
- 4. Project Name (subdivision,-facility, or.establishment name-should be consistent with project.name on plans,
specifications, letters,operation and maintenance agreements, etc.):
v LC� f %nrsl "eQFnOc n y 'uip 5
5. Location of Project (street address):
41310 54( , a n d
City: County:_X e.tJ it f'i 2' r
6. Directions to project (from nearest major intersection):
O« Jkr �enF6r +��Sf Cromer• of
n ncl 5&; 6JVWe
a /
7. Latitude: N 34 1 'eO Longitude: Ad 7 5_3 ay of project
8. Contact person who can answer questions about the project:
0
Name:_ 4k rk /v- �c'f yye, P 15, Telephone Number: ( %/0 ) 3`-2 ` // V y
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X, New Renewal
Modification
Form SWU-I01 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
_Low Density _High Density X Redevelop Ceneral Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CANA Major A- Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
,Information'on.equired,state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
S t 5 'Ec?'"P bG'/c il� IT Z'K� �. / �.�P "S �t i ' /7 'et1/ /`Pc�c•('P< �lA in eii
5 l �• e,!'4� i `- i � P c'� i'_";f -v 'I �t'.« ' t U:. c _ - .1-r�iq„_ of . =: C�.<- /'f��-
2. Stormwater runoff from this project drains to the '/ti" 6'id ' River basin.
i
3. Total Project Area: : / % acres 4. Project Built Upon Area: %
5. How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information: Drainage Area 1 Drainage'prea 2
.. U ..u�w�E_cl rt d o f / 1VI?I LN-'Wc' seA rift C. /.{P.w•''F
Receiving Stream Name _ C rem
Receiving Stream Class �/j S�
Drainage Area
Existing Impervious*Area {,b 7 r•,c x' ?
Proposed Impervious Area
Impervious*Area (total) `/ rl '
Area' Drainage Area 1 s Drainage,Area 2
Impervious Surface
On-site Buildings Z2-NW b �l wl Sf
On-site Streets
On-site Parking 7 r. "✓Y JJ7"
On-site Sidewalks
Other on-site
Off-site
Total: l s((- ,f = =,�`lu� Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks,gravel areas, etc.
Form SNVU.101 V.ersion.3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. -No more than 0 i square feet of any lot shall be covered by structures or impervious materials.
Impervf ous materials include asphalt,gravel, concrete, brick, stone,slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in,piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
.5. All permitted runoff,`,`rom outparcels or future development sha'I be directed into the permitted storinivater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form'SWU-104 "Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SW1J-I0I Version 3.99 Page 1 of 4

VI. SUB MITTAL REQUIREMENTS
Only complete application packages.will be accepted and reviewed by the Divisinn(if Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted ro the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
Original and one copy of the Stormwater Management Permit Application Form Al N
One copy of the applicable Supplemen Form(s) for each BMP h 0
Permit application processing fee of$420 (payable to NCDENR) R IV
a
Detailed narrative description of stormwater treatment/management —tI ti
' Two copies of plans and specifications, including: R1 N}}
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
- Revision number & date
- Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours,spot elevations, finished floor elevations
- Details of roads,drainage features, collection systems,and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off-site), drainage easements, pipe sizes,.runoff calculations
-Drainage areas delineated
-Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): ��S l t, 1't�d( Evva ? Y Y ri t1k Cecv�Q L�
Mailing Address: M p! `hL'YSS -
City: Q .. I oA ;ft5 5 v:1 _ State: Al C_ Zip: y n �L
Phone: ( 110 Fax: ( 91 0 ) 3 9 a - 9l V l
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information,item 2) .J e ' Y r-C
certify that the information included on this permit application form is,to thelbest of my knowledge, correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. I I \ 7 ��
Signature: Date:
Form SWU-101 Version 3.99 Page 4 of 4

Eastwind Engineering Company, LLP
Engirieering • Planners •Architects
Princess St. P.O. [3ox 2628 Wilmington,North Carolina,28402 910-342-9144 FAX [phone]
STORMWATER NARRATIVE FOR NCDWQ
The Long Leaf Mall Renovation project totals 25.17 acres in area. The mall portion of the shopping
center is planned to be demolished and new retail shops are proposed to replace them. The existing site is
95.4% impervious. The renovations to the site actually reduce the imperviousness by 0.23 acres to 94.5%
imperviousness. Landscape islands have been added throughout the parking lot to help break up the sea of
pavement. The existing drainage system will continue to be utilized to convey the surface water runoff off
of the site. The area at the southeast corner of the property will be regraded-due to the requirements of the
finished floor elevations. This resulted in regrading the parking lot. Two new drop inlets were added and
one was relocated. These three drop inlets connect to the existing drainage system discharging into the
ditch within the NCDOT right-of-way along South College Road.
••,.��m, CAROZ/
ESSIpy'.y9 y
a 4C SEAL 9r
q s., 19742 i a
6A J4�0Nt
= .
ClyO AS AIJ
"►rr�H�,MCN
RECEIVED
MAY 18 2000
DWQ
PROD #

Permit No. �— t' (-' ` �Jt✓
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND.INFILTRATION.TRENCH SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : _ N: n e Lea '( AgM
Contact Person: %lla c-m !v` Phone Number: (7/c. 1 3 y d
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench in Drainage Area
(from plans) (from Form SWU-101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils.Report Summary (based upon an actual f eld investigation and soil borings)
Soil Type
Infiltration Rate (`( ! to tr r cf/hr/sf (circle appropriate units)
SHWT Elevation y.hdcl. i—44 fmsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume % s-C 01,6YC c.f.
Design Storm / 5 inch event(1.5 inch event for SA waters, I inch event for others)
Drawdown Time N ` �- ? -days, 1t`-'W
Perforated Pipe Size J`i inch diameter
Perforated Pipe Length % 0 2 KO ft.
No. Observation Wells - O (may be required on a case-by-case basis)
Stone Type (if used)
Stone Void Ratio
Trench Elevations (in feet mean sea level)
Bottom Elevation %N c.et "t fmsl
Storage/Overflow Elevation fins]
FormSWU-107 Rev3.99 Page I of 4

Trench Dimensions
Height % 7, 30t ft. Length f 5 C 1/uc ft.
Jidth 3. �/ S `/ R. Volume Provided %�'z! 17 r. (.- cu.ft.
III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C.
Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15
A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
., documentation is attached. .,..If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
Asti N a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
W1 NN b. System is located at least 100 feet from water supply wells.
fit NN c. Bottom of system is at least 2 feet above the seasonal high water table.
11)N I} •d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
MNI� e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided). .
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
Hl Nib g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
M/.9 h. System is not sited on or in fill material or DWQ approval has been obtained.
M A4 i. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Cr f4 j. System is.sized to take into account the runoff at the ultimate built-out potential from all
surfaces draining to the system, including any off-site drainage.
a' 1 k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
jo/t'# 1. System captures and infiltrates the runoff from the First 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
110V� m. Drainage area for the device is less than 5 acres.
n:.-A-pretreatmentde.vice•( filter strip, grassed swale, sediment trap, etc.) is provided.
mfyd o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
ff1 N'rj p. Sides of the infiltration trench are lined with geotextile fabric.
i�l h 4f q. Rock used is free of fines (washed stone) and has a large void ratio.
IA/bd r. Side to bottom area ratio is less than 4:1.
Ponn 5 WO-107 Rev 3.99 Page 2 of 4

x'M s. Observation well(s) are provided (case-by-case basis).
,tld" Vege�ated f.lte, is provided fe. . .erf:o.1 (50 feet for SAwatet 30 feet for ether waters)
and detail is shown on plans.
/r,F'II u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re-seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or.when depth is reduced to 75% of the original design depth. Restore
depth to original design depth without over-excavating. Over-excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed.
4. The water level in any monitoring wells will be recorded after a 1 inch rainfall event and at least once a month.
Chronic high water table elevations (within 1 foot of the bottom of the system for a period of three months)
shall be reported to DWQ immediately.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater control
devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
6. Remove accumulated sediment from the infiltration system annually or when depth in the unit is reduced to
75% of the original design depth. The system shall be restored to the original design depth without over-
excavating. Over-excavating may cause the required water table separation to be reduced and may
compromise the ability of the system to perform as designed. Removed sediment shall be disposed of in an
appropriate manner and shall not be handled in a manner that will adversely impact water quality (i.e.
stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the infiltration system. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used.to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the depth at the benchmark reads O the accumulated sediment shall be removed
from the system.
Form SWO-107 Rev 3.99 Page 3 of 4

I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection. system in.accord ance:with•the.six maintenance procedures listed above. I agree to notify DWQ
of any problems with the system or prior to any changes to the system or responsible party.
//
Print Name and Title: J F, '�"l Y L. , ill%:'V r" (' L L C. 4 61!Y1 t1
Address: !)) f' `rt �. , I (. �; ' r ...�_, .t n' t J,.Str�l
Phone: itG iF3 .. rl(.-(j Date:_ 1��� x�' >.avt>
Signature:
Note: The legally responsible party should not be homeowners association unless more than 50%of the lots have been sold and a
0 resident of the subdivision has been named the president. .
e
f (I �(� 62I lftno a Notary Public for the State of tVyr t i� County of
a' 1
l i y `—
] 'yIt k)�t A K ,do hereby certify that L� � �v personally appeared before me this
i,"'•7-'. day of , and acknowledge hgYauwe%QrY[ion of the,forgoing infiltration basin maintenance
1 = A C
requirements. Witness my hand and official seal, >� .�iA L
VI+
�9�k ai ri �C •C'
yr �
SEAL My commission
i
Page 4 of 4
Form SWU-107 Rev 3.99 ?S

North Carolina Secretary of State Page 1 of 1
SwS 0����6 Mol7
North Carolina
Al i
�
Elaine F. Marsha!!
DEPARTMENT OFTI-lE
Secretary SECRETARY OF STATE
w ,a PO Box 29622 Raleigh,NC 27626-0622 [phone]
CORPORATIONS Date: 9/17/2007
Corporations Home Click here to:
Search By Corporate Name View Document Filings i
Search For New Corporation �1Print apre-populated Annual Report Form i Annual Report Ci
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Corporations FAQ Corporation Names
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Tobacco Manufacturers Name Name Type
Dissolution Reports NC ZP NO. 73, LLC Legal
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Verify Certification Limited Liability Company Information
Online Annual Reports
SOSID: 0468917
LINKS&LEGISLATION Status: Current-Active
KBBE B2B Annual Reports Date Formed: 8/27/1998
SOSID Number Correction
Citizenship: Domestic
2001 Bill Summaries
1999 Senate Bills State of Inc.: NC
Annual Reports 1997 Duration: DEC 2099
Corporations 1997
Register for E-Procurement _ Registered Agent
Dept. of Revenue
Agent Name: Zimmer, Jeffrey L.
ONLINE ORDERS Registered Office Address: 111 Princess Street
Start An Order Wilmington NC 28401
New Payment Procedures Registered Mailing Address: PO Box 2628
Wilmington NC 28402
CONTACT US Principal Office Address: 111 Princess Street
Corporations Division Wilmington NC 28401
Secretary of State's web site Principal Mailing Address: P O Box 2628
TOOLS Wilmington NC 28402
Secretary of State Home
Secretary of State Site Map
Printable Page
For questions or comments about the Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=4882938 9/17/2007

c2000"00723 SOSID: 0468917
ox any Date Filed: 3/5/2007 9:04:00 AM
Elaine F.Marshall
LIMITED LIABILITY COMPANY North Carolina Secretary of State
ANNUAL REPORT C2tN1706400723
NAME OF LIMITED LIABILITY COMPANY: ZP NO. 73.LLC
STATE OF INCORPORATION: NC
SECRETARY OF STATE R.L.L.P.ID NUMBER: 0468917
NATURE OF BUSINESS: Rental Real Estate
RF.GiSTF.RRD AGENT: Zimmer,deffrey L.
REGISTERED OFFICE MAILING ADDRESS: PO Box 2628
Wilmington,NC 28402
REGISTERED OFFICE STREET ADDRESS: III Princess Street
Wilmington, NC 28401 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS: PO Box 2628
Wilmington,NC 28402
PRINCIPAL OFFICE STREET ADDRESS: III Princess Street
Wilmington,NC 28401
MANAGERS/MEMBERS/ORGANIZERS:
Name:Jeffrey L Zimmer -
Title:Manager
Address:
PO Box 2628
Wilmington,NC 28402
CERTIFICATION ^ ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Ieffrey Zittn r 20070223
FORM MU S • SIGNED BY A MANAGER.MEMBER DATE
Jeffrey Zit er Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE:E-Paid Secretary of State•Coryorations Division•Post Office Boa 29525•Raleigh,NC 27626-0525
IIIIIIIIIIIIIIII IIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIII

Re: Longleaf Mall Harris Teeter Renovations
Subject: Re: Longleaf Mall Harris Teeter Renovations (�
From: Paul Bartlett <[e-mail]> Il /
Date: Thu, 06 Sep 2007 14:03:00 -0400 I(7
To: [e-mail]
CC: 'Janet Russell' <Janet.Russel [e-mail]>
Ed,
Scoping meeting 9/10 at 11:00 or 9/17 at 9:00? Come to my office in the Archdale
Building (512 N. Salisbury St. , Raleigh) , 12th floor, Room 1209E.
Paul T. Bartlett, P.E.
Stormwater Permitting
(919) 733-5063 X235
Ed Tang wrote:
Thanks Janet. I will wait to hear from Paul to schedule a meeting in
Raleigh.
Ed Tang, P.E.
Project Manager
Chas. H. Sells, Inc.
15401 Weston Pkwy, Suite 100
Cary, North Carolina 27513
(919) 678.0035 (phone)
(919) 678.0206 (fax)
[e-mail]
-----Original Message-----
From: Janet Russell [mailto:[e-mail]] Sent: Wednesday, September
05, 2007 4:15 PM
To: e tang; [e-mail]
Subject: Longleaf Mall Harris Teeter Renovations
Ed: `
Paul Bartlett is back at work and will be contacting you to schedule a
pre-application meeting there in Raleigh. When you're ready to schedule a
stormwater submittal, please contact me again. Also, very important, if we need to
asked our Soil Scientist to re-evaluate the site relative to seasonal high water
table and/or infiltration, please let me know so that can be scheduled.
Thanks,
Janet Russell
Express Permitting
_f, N411nn4 l.nn MA

Soil Map—New Hanover County,North Carolina Longleaf Mall
Map Unit Legend
New.Hanover County,North Carolina(NC129)
Map Unit Symbol .Map Unit Name - - Acres In AOI Percent of AOI
Be Baymeade fine sand,1 to 6 32.3 99.8%
percent slopes
Le Leon sand 0.1 0.2%
Totals for Area of Interest(AOI) I 32.3 100.0%
US U Natural Resources Web Soil Survey 2.0 8/2/20W
Conservation Service National Cooperative Soil Survey Page 3 of 3

2007-08-01 11:15 AMERICAN"PIPE 9105759966 >> p 1/1
r �✓U �'"'�rrUY
No 4108
American Ripe Cleaning
P.O. Box 10417
Wilmington, NC 28404
Phone: [phone] • Fax: [phone]
nvoice Job Address:
❑ Work Order
Date 7-7S— V
Work Completed Satisfactorily X
Terms:_ � �—
Work Done as Follows:
JUL 3 1 2007
- Special Attention:
TotalRS
ZS
X .
Guarantee
Fore period of from the above date, we i
agree to rework the above described proolem at no additional cast(or refund l l
your money) in the event of a recurring problem due to faulty workmanship.
t
�>� rye: '7,? y�,N ,7 •—_ _,�t,Y�. .._. ryya
D zDC#_ /g8
DATE RECEIVED:�_
CODE_/CODE ELQ
AMOUNT PAID:
�VAPPROVED:

. . . ... . ... .. ...
J' East Atlantic Pipe Cleaning,Inc. ,
4710-B North College Rd
Castle Hayne,NC 28429
Phone: [phone] 8/23/2006 16590
Fax: [phone]
Zimmer Development - Long Leaf Mall
I I Princess Street
Wilmington,NC28401 -
763-4669 Ext.225
Net 10 9/3/2006 CE
Cleared storm drain. 135.00 135.00
e
ZDC# /88
MATE RECEIVED:
�Y CODE—/. CODE 4516D
-- AMOUNT PAID:
i, YPPROVED:____L
All Invoices Over 30 Days Past Due are Subject to a 1.50%Monthly Finance Charge and a
$5.00 Rebilling as well as any Collection Fees or Attorney Fees Associated with Past Due $135.00
Invoice.
Payments/Credits $0.00
Balance Due $135.00

VACUUM TRUC5, SERVICE REPORT
RETENTION T '• VICES,INC.
P.O.Boa 1?"j R'i�m�ID2 W 28408
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www com
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Soil Map—New Hanover County,North Carolina
(Longleaf Mall)
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Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—New Hanover County,North Carolina
(Longleaf Mall)
MAP LEGEND MAP INFORMATION
Area of Interest(AO0 M very Stony Spot Original soil survey map sheets were prepared at publication scale.
Area or Interest(AOI) Wet Spa Viewing scale and printing scale,however,may vary from the
original.Please rely on the bar scale on each map sheet for proper
Solis Other map measurements.
Soil Map Units
— Special Line Features Source of Map: Natural Resources Conservation Service
Special Point Features ti Gully Web Soil Survey URL: http://websoilsuNey.nrm.usda.gov
v Blowout Coordinate System: UTM Zone 18N
Short Steep Slope
® Borrow Pa This product is generated from the USDA-NRCS certified data as of
Clay Spot Other the version date(s)listed below.
Political Features Soil Survey Area: New Hanover County,North Carolina
e Closed Depression Municipalities Survey Area Data: Version 11,Apr 2,2007
X Gravel Pit Cities Date(s)aerial images were photographed: 2/3/1993
Gravelly Spa Urban Areas The orthophoto or other base map on which the soil lines were
® Landfill Water Features compiled and digifized probably differs from the background
Oceans imagery displayed on these maps.As a result,some minor shifting
jk Lava Flow of map unit boundaries may be evident.
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Natural Resources Web Soil Survey 2.0 8/2/2007
Conservation Service National Cooperative Soil Survey Page 2 of 3

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