HomeMy WebLinkAbout59 Precision Tune 99-333 204 Southwest PKWY E/
FOR OFFICE USE ONLY
CASE NO. 11 q -4 5~
DATE SUBMITI'ED I (/ta_/ qq
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
XX Site plan application completed in full.
-XX-$100.00 Application Fee.
__ $100.00 Development Pennit Application Fee.
__ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public
waterline, sewerline, sidewalk, street or drainage &cilities is involved.)
XX Ten (10) folded copies of site plan.
-XX-A copy of the attached site plan checldist with all items checked off or a brief explanation as to why they are not
checked off.
NAME OF PROJECT
ADDRESS
APPLICATION DATA
Precision Tune
208 Southwest Parkway, College Station, TX
LEGALDESCRIPTION Ashford Square Subd. Lot 4, Block 11 8 11
-0.73 Ac. Tr. Vol . 590, Pg. 269
APPLICANT (Primacy Contact for the Project):
Name Jim Alle ga dba Allega Holiday Travel
Street Address --"S-'-i ...... x_.D ..... e ....... s ....... ta...__...D ....... r ....... i v .... e"""''""--=-S=-u ,""'""· t....,e'--=-10.._.0....,.0______ City ~M~i _d J ..... a ...... n..,.d ________ _
State TX Zip Code _7_9_70_2___ E-Mail Address ------------
Phone Number 915-682-2817 FaxNumber ---------------------------
PROPERlY OWNER'S INFORMATION:
Name same as above
Street Address City
--------------~ -------------
State Zip Code -----E-Mail Address ------------
Phone Number Fax Number -----------------
ARCIIlTECT OR ENGINEER'S INFORMATION:
Name Kling Engineering & Surveying
Street Address 4103 Texas Ave. Suite 212 City Co 11 ege Sta ti on,
State TX Zip Code _7_78_0_2 __ _ E-Mail Address kl i ng@tca .net
Fax Number 409-846-8252 Phone Number 409 -846-6212
01HER CONTACTS (Please specify type of contact, i.e . project manager, potential buyer, local contact, etc.)
Name ---------------------------------
StreetAddress --------------~ City-------------
State Zip Code _____ E-Mail Address ------------
Phone Number Fax Number
SITE PLAN APPLICATION
SITEAPP.DOC 0312.51')9
-----------------
l of3
12/27/1999 15:47 9156822817
12/27/99 U; ~II ·a4u11 atn ~":)" ALLEGA HOLIDAYATRAVL
l\L-1 ·"" ~1''11\ PAGE 02
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
ACIQ!OWl,JJ)GMENTS;
I, James Al 1 ega . cksip ~ eckDowledp or aftirm Wt:
1be IDttlnmdGa. ud ~oas mr>saiaod 1'l &be allDvc plw ud lllfPOIUg den•PM • coq>IJ with W: cumm rcquiremws ol
Ille Qcy f/ICollap St&t.ioa. TCXM City~ Qap&cr ll IDd i• •=ride' D .... ~ Uld I>eidp S&aadards.
Ma CDlldidan at~ at ibis panait applic:ldoa, I~ to CGlllblll tbc improvaDIWI jWupcwl ill tJaia appliClltiau ~liq to
daalD dDc:mmDcl md tbl: ltlquimncoU "'~ 13 oftbe ~ SWion City Code. x~.~44p-< -Colln:sar ____ _
CJRIWCATIONS: (for pnlpal'Cd alc.nDanl ..;tbUa dllllipaJC11UJoad 1aranl -.)
A. L c:crttij dW UIJ ~ ~ Oll ur P"lS 'serf CD b: 011 thi• ail& &1 put
al dais applic:ut1oa is duiguai.c:d to prneat dsmqc to Ck~ o~ ill mDtcntl u a .rmult g(ftooding !m.m dM: 100 yc::ar srmm
B. I. ~ dYt tbo hdbed 11oor ~ll al tbc 1awcst fiODr, iacl 1Mfing aDY
baremem, al any zaidential S11'UCNR, propo.I •put. allhis applfcaJ:iOll ii .r Qt above the bu: flood ei0\'8lfon cstablialm.t In the
Wat Federal IalDnulcc Adminilllalioa flood Ha:mrd Study aad JD&?&. u UIJl!ndcd
C. (, oertify lbll dMI allmlliCIGI or~ cuvend by this pcmiil shall n0t
rdimin•o IM ftoQd<anying capacil)' at die ~ '4jolniDs er croJli.ag tb1s pcirftaad aitm and Ow such al1cntiona «
dnolopmeat ~ coDJ.istcal wilJt n!iquileram19 of the City of. O>Uep Statia11 City Code. Cbaplar l1 c:occ:ctning ciicro.ai;;bnlcnt1 of
"*~ ~d of6codMy fringa.
D. I. do catjfy tbal the Jll......-1 aJr.cndou do mt naisa the .lovel oC the 100 yim
llood alJO\lec::kwtian ~lisbcd ill ihc latat Fedora!~ A~ P1.ocd Hazard Sludy.
Eagimicr
CoDditioMOl'Q)llUQ.OQtl al part of~:----------------------:
ID 81:1:1Xdan0c witll Chapter lJ CIC the Codes vr OrdUwlca aC lbe City al College Sla&ion, mcuuns ahall be takm co iuuR: diat debris
from~ ermi~ and •Rvmadoa lhall aot be depKitnl Ui city llnctl, or Cldsti.D, dmnage facilities.
! bdcb)' gram 1hU permit tor d.cvclopmcat. AD clcvekipmclll a.hall bD ill U'ClOnlaucc widl the plans and spc:Uic;:;u.iou JUbmilicd ~
IDd 4'Jll'CMlll bJ die City ~DCa' (Qrll)C ~ ~ proJCIX. All of the applicable axles am D~ of the City of Collqe
Stat.ioa sball apply.
lcil3
KLING ENGINEERING AND SURVEYING
Consulting Engineers • Land Surveyors
4103 Texas Avenue , Suite 212
Bryan , Texas 77802
TO
WE TRANSMIT :
D Under Separate Cover
~closed
VIA :
DMail
~ssenger
D Federal Express
D Express Mail
D Special Courier
D Picked Up By Your Offic e
NO.
Tel. (409 ) 846-6212
Fax (409) 846-8252
THE FOLLOWING :
D Prints
D Copies
D Originals
D Plat
D Field Notes
~ans
D Report
D Estim ate
D Cut Sheets
D Computer Pr intout
D Fi le
D Contract
}{F~
DES CR I PTI O N
DATE
PR OJECT NO .
PR OJECT N AME
REF ERENCE
z Ke:vc""-~ s~ 'RA~
P.O. Box 4234 qq -:J::fj333 Bryan , Texas 77805
FOR :
~our Review & Approval
D Your Review & Commen t
D Your Review & Distribution
D Your Review, Revision & Return
D Your Signature & Return
D Your Fi le and /or Use
D As Requested By :
D Please Acknow ledge Rece ipt of
Enclosures
D Please Return Enclosures To Us
D Copies Of This Letter Of Transm itta l
Sent To :
I PSiY~CYn<J'rJT V>~ .-r. £-r-/A/P. s-~~-tA4 r/4-J<
I ~/Q/)"° . /),-rY,,,. _,.. -~--((')...,..
L},__ ---..n'd.A.J ,
-~g~ If Enclosures Are Not As Noted ,
Please Notify Us At Once .
Project Name: 'f!e~ ~10AJ --&e__.1
Review Date: dev /, f
Drainage Reports
~ ]%~ Primaly drainage system identified
if. Surrounding developments shown if Local streets, drainage sy&tcms shown
Description ~Acreage of project
)d _ Land cover described
~/ Primaly/sccondary sy&tcms within property &hown
µ General description ·
Dr.ainage Basins ~ RdcrcDccs to FIRMs if applicable ~ Secondary system flow patterns and impact of development on existing system
;a Proposed pathways to Primary system shown or described
Design Criteria
0 Ally deviation from standards being requested? ~Discussion of site constraints and capacities (streets, existing structures, etc.) a/" Discussion of any applicable previous drainage studies and how this plan will affect it
~drologic Criteria
Rainfall/nmotr calculation method described and calculations provided
Ef Detention discharge I storage calculation method I calculations
)1' S&orm rccurreocc intcntali used Y Discussion of other clraioage facility design criteria used if not referenced in Standards
Hvdaulic Criteria ;r ldcD1ify capacity of sy&tcms used ~ Specify vdociticl at cri1ica1 points in system
;ef' Identify detention I retention outlet and routing
D Discussion of other drainage facility design criteria used not referenced in Standards
DraJnage Facility Dgign -
Z Diicma clraiDage pat&crDI I fioM (pre vs. post)
~ Azc they draining waler OD&o aoother property owner? -if so, is it wbcrc the water flowed before? and is it no<
more than what flowed there before? and no faster than it flowed before?
.Z ~iscuss erosion control measures employed
$ Discuss detention pond design (sideslopc, low flow channels, outlet wolks, f.reeboard, emergency spillway)
Z Discuss maintenance access and responsibilities
o clusion
Verify compliance with DPDS (signed and scaled certification) JJ/ Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by
a) Detaining
b) Accommodating nmofl' in existing I proposed casements or ROW discharging into primary system
c) Combination of a & b
fa(12
Project Name:. _________ _
Review Date: __________ _
Reviewer..~-----------
Drainage Reports{cont.)
~pendicg
R.cfcrcnccs (all aitcria and technical infonnation used)
)d" Hydrologic computations
d' Land use assumptions for adjacent property
H Minor/major storm runoff at specific points
l:Y Historiclfully developed runoff specific points ../ Z Hydrographs at critical points
A Hydraulic computations
0 Culvert capacities (headwater and tailwatcr assumptions)
0 Storm sewer capacities
0 S&Rct capacities
~ Storm inlet capacities (inlet control rating)
~ -Open cbanncl design
J!{ Detention area I volume capacity I outlet capacity
~ached Drawings
Location map with drainage patterns
O Floodplain map it any
.LY" Drainage plan with topo (existing and proposed with arrows it needed)
0 Detaili of outlet suuctwcs
10 afl2
DRAINAGE REPORT
FOR
Precision Tune
Lot 4, Block "B"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
16-December, 1999
DEVELOPED BY:
Mr. Tun Allega
Allega Holiday Travel
Six Desta Drive, Suite 1000
Midland, Texas 79702
(915) 682-2817
PREPARED BY:
CITY Of COLLEGE STATION
••• CUSTOMER RECEIPT ••• OPER: MRODGERS CT DRAWER: 1
DATE: 12/28/99 00 RECEIPT: 0083721
DESCRIPTION QTY AMOUNT TP TM
1999 500333 1 $100.00 •BL CK BUILDING PERMITS CK: 27263
KLING ENGINEERING-CK27263 DEVELOPMENT PERMIT KR
TENDER DETAIL
CK 27263 S100.00
DATE: 12/28/99 TIKE: 13:34:28
TOTAL PERSONAL CHECK S100.00
AMOUNT TENDERED S100.00
THANK YOU
DRAINAGE REPORT
for
Precision Tune
Lot 4, Block "B"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
16-December, 1999
GENERAL LOCATION & DESCRIPTION:
The area to be developed consists of a 0. 73 acre tract within the Ashford Square
Subdivision (Lot 4, Block "B") located adjacent to the southeast side of Southwest Parkway
approximately 1000 feet east of the Texas Avenue (SH 6-Business) and Southwest Parkway
intersection (see Appendix 1: "General Location Map"). Private, v-section, concrete alleys
comprise the existing means of vehicle circulation around the tract as well as stormwater
conveyance away from the tract. Currently, the lot is vacant. Existing ground cover consists
of grass only with no trees. This site is not within the 100 year floodplain according to the
Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas, Community
No . 480083, Panel No. 0144C, effective date: July 2, 1992 (see Appendix 2 : "Flood
Insurance Rate Map"). Surrounding developments include a Wendy's restaurant to the west,
a day care center to the east, and a pool hall to the south. Proposed improvements include an
auto service center consisting of a 4200 sf metal building with associated drives, parking, and
landscaping .
DRAINAGE BASIN:
The primary drainage basin for this area is the Bee Creek drainage basin . Stormwater
runoff leaving the site is conveyed to a detention pond designed for the Ashford Square
Duplex and Dartmouth Addition Apartment projects . The tract receives off site runoff from a
portion of the Wendy's parking lot.
DRAINAGE DESIGN CRITERIA:
Due to the expected increase in runoff; detention will be provided within the parking areas
of the site. An analysis of existing conditions was made to determine design constraints . The
Rational Method was used to determine pre and post -developed runoff rates from the site
areas . Rational 'C' factors of0.25 for grassed areas and 0.90 for impervious areas were used .
The project was analyzed with two drainage areas under pre-development conditions and five
drainage areas under post-developed conditions . Detention pond routing was performed
using the Level Pool Routing Method . This report documents the 2 -100 year storm events.
DRAINAGE ANALYSIS AND DESIGN:
EXISTING CONDffiONS :
The two drainage areas in the pre-developed or existing conditions analysis consist of the
area within the bounds of the lot, 0.73 acres designated drainage area 1, and approximately
0.17 acres of off site contributing area from the Wendy's parking lot (refer to Append ix 3,
"Drainage Area Map"). The following table summarizes these drainage area characteristics .
Drainage Area
1
Offsitc
TotalArea
(acre)
0.732
0.170
Avg.C
(pre)
0 .46
0 .86
(refer to Appendix 4, "Hydrologic Calculations for computation)
Tc
(Min)
10
10
Table l
Total pre-developed runoff rates for the various storm events are summarized in the following
table.
Drainage Area Q2 QS Q10 Q2S Q~ Q100
(d1) (di) (d1) (d1) (d1) (di) ..... ____________ ,.._ ______ ....., ____ ..,. ______ ,.._ __
1 2.11 2.57 2.89 3.30 3.73 3.89
--~~~~~~--~~~+--~~--~~~--~
Offsitc 0.92 1.12 1.26 1.44 1.63 1.70
--~~~~~~--~~~+--~~--~~~--~
Total/ Allowed 3.04 3.69 4.14 4.73 5.35 5.59
---=---------............ --==-=====----------------Table 2
(refer to Appendix 4, Hydrologic Calculations for computation)
PROPOSED CONDffiONS:
Under post-developed or proposed conditions, the site is broken up into five drainage
areas corresponding to post-developed drainage patterns (refer to Appendix 3, "Drainage
Area Map"). The contributing offsite runoff is directed to proposed Pond Area 2 and is
included as Pond Area 2 inflow. The following table summarizes post-developed drainage
area characteristics (refer to Appendix 4 "Hydrologic Calculation" for computations).
Drainage Area Total Area Avg. C Tc Description
(acre) (post) (Min)
IR O.I92 0.79 IO consists of existing alley and
grassed areas to remain -
drains to alley
2R 0 .122 0 .72 IO consists of proposed parking
and grassed areas
-drains to alley
DA-I O.I87 0 .90 IO consists of proposed
building. drive and parking
areas -drains to Pond Area I
DA-2 0 .23I 0 .82 IO consists of proposed drive
parking, and grassed areas -
drains to Pond Area 2
O.ffsite O.I70 0 .86 IO consists of existing drive,
parking and grassed areas on
Wendy's site to remain-
drains to Pond Area 2
Table 3
Total post-developed runoff rates for the various storm events are summarized in the
following table.
Drainage Area Ql QS QlO QlS QSO QlOO
(di) (di) (di) (di) (di) (di)
IR 0.96 1.I7 1.3I 1.50 1.69 1.77
2R 0.55 0 .67 0 .76 0 .86 0 .98 1.02
DA-I 1.06 1.29 1.45 1.66 1.88 1.96
DA-2 I.2I I.47 I.65 I.88 2.13 2.22
O.ffsite 0.92 1.I2 I.26 1.44 I.63 I .70
Total 4 .7I 5.72 6.43 7.34 8.30 8.66
Table 4
(refer to Appendix 4, Hydrologic Calculations for computation)
DETENTION:
Attenuation of the expected increase in stormwater runoff will be achieved within the
site access drive and parking areas . Two areas will be designated for detention ponds as
shown in Appendix 3 and labeled Pond Area 1 and Pond Area 2 (refer to Appendix 5,
"Grading Plan" for site elevations). Required attenuation for each storm event was
determined by finding the difference in pre -vs-post development peak runoff rates . The
following table summarizes detention requirements of the storm events analyzed.
STORM RETURN
CONDmON Q2 QS QtO QlS QSO QtOO
(d•) (d•) (d•) (d•) (cf•) (cf•)
PRE 3.04 3 .69 4.14 4 .73 5.35 5.59
POST 4.71 5 .72 6 .43 7.34 8.30 8.66
REQUIRED 1.67 2 .03 2.28 2.61 2.95 3.08 ATTENUATION
Table 5
(See Appendix 4, "Hydrologic Calculations" for computation)
Drainage areas designated lR and 2R will be released from the site undetained . The peak site
runoff rate, including the released areas, will be at the pre-developed peak runoff rate . To
determine allowable release rate from the detention ponds , the undetained site runoff was
subtracted from the pre-developed peak runoff rate as follows:
Qprw = QtR + Q2R + QPondll.t.2
QPondd.t.2 = Qprw -QtR -Q2R
Results for allowable pond outflow calculations are tabulated below .
STORM RETURN
AREA Q2 QS QtO QlS QSO QtOO
(cf•) (cf•) (cf•) (d•) (d1) (di)
PRE 3.04 3.69 4 .14 4.73 5.35 5.59
IR 0 .96 1.17 1.31 1.50 1.69 1.77
2R 0 .55 0 .67 0.76 0.86 0.98 1.02
ALLOW ABLE POND ·l.52 1.85 2 .08 2.37 2.68 2.80 OUIFLOW
Table 6
The design grades for the detention pond areas are based on obtaining a maximum depth of
0.83' as allowed by City Drainage Policy and Design Standards for impoundment of water in
parking areas . Outlet structures for the two pond areas consist of a l' wide rectangular curb
opening for Pond Area 1 and a 0.5' wide rectangular opening for Pond Area 2. Both are
modeled as weirs . Pond Area 2 includes a 3' wide (inside dimension) concrete flume located
adjacent to the access drive. Water is metered out to the existing v-section alley via the above
mentioned 0.5' rectangular opening (refer to Appendix 5, "Grading Plan" for graphical
representation). The following table summarizes pond routing results for the various design
storm events.
STORM RETURN
CHARACTERISTIC 2YR 5YR lOYR 25YR SOYR lOOYR
Pond Area 1 -Peak Inflow 1.07 1.30 1.46 1.67 1.89 1.97 (cfs)
Pond Area 1 -Peak Outflow 0 .84 0.98 1.10 1.21 1.31 1.35 (cfs)
Pond Area 1 -Peak Depth 0.45 0.51 0.54 0 .59 0.63 0 .64 (ft)
Pond Area 2 -Peak Inflow 2 .15 2 .61 2 .93 3 .35 3.79 3.95 (cfs)
Pond Area 2 -Peak Outflow 0 .64 0.72 0 .15 0 .80 0 .84 0 .86 (cfs)
Pond Area 2 -Peak Depth 0 .42 o.so 0 .54 0.59 0 .64 0 .67 (ft)
Total Outflow from Ponds 1.48 1.70 1.85 2.01 2 .15 2 .21 (cfs)
Allowable Pond Outflow 1.52 1.85 2.08 2.37 2 .68 2 .80 (cfs)
Attenuation Achieved: ,/ ,/ ,/ ,/ ,/ ,/
Table 7
(Refer to Appendix 4, "Hydrologic Calculations" for computation)
Peak pond depths are kept below the maximum 0.83' as allowed by City policy . Maximum
depths occur at the 100 year event and are 0.64' and 0.67' for Pond Areas 1 and 2
respectively. There will be the inconvenience of parking lot and driveway ponding depths at
0.45'+, or 5 .4"+, for the 2 year and above storm returns . Total peak runoff leaving the site
under post-developed conditions are tabulated in the following table .
STORM RETURN
AREA Q2 SYR lOYR 2SYR SOYR lOOYR
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
IR 0.96 1.17 1.31 I.SO 1.69 1.77
2R o.ss 0 .67 0.76 0 .86 0.98 1.02
Pond Area 1 0 .84 0.98 1.10 1.21 1.31 1.35
PondArea2 0.64 0.72 0 .15 0 .80 0.84 0 .86
Total Site Runoff 2 .99 3.54 3.92 4.37 4 .82 5.00
Pre-Developed 3.04 3.69 4 .14 4.73 5.35 5.59
Table 8
Total post-developed runoff rates leaving the site are kept at or below pre-developed
conditions .
CONCLUSIONS:
Storm water runoff from the site will be released at or below pre-developed/existing
conditions runoff rates. Detention of excess stormwater will be accomplished within the
parking and driveway areas of the site. No adverse effects are expected to upstream or
downstream properties or structures.
"I hereby certify that this report for the drainage design of Precision Tune, Lot 4,
Block 'B' of Ashford Square Subdivision was prepared under my supervision in accordance
with the provisions of the City of College Station Drainage Policy and Design Standards for
the owners thereof."
Regi ered Professio
B .J. Kling, P.E. 2470
APPENDICES
1)
2)
3)
4)
5)
E:\Projec:ta\Precillon Tune\ddp.wpd
General Location Map -City of College Station 2' Contour Map
Flood Insurance Rate Map - F .E .M.A
Drainage Area Maps
Hydrologic Calculations
Grading Plan
APPENDIXl
GENERAL LOCATION MAP
-)'J .... / r
J
I
.... "'
GENERAL LOCATION MAP
ICUHG ENGINEERING ill SUIM."flNG
BRYAN. TEXAS
SCALE: 1 •-200'
I
\ .280.
\
\. ----
.279.4
APPENDIX2
FLOOD INSURANCE RATE MAP -F.E.M.A.
t
*
1
lPOND ARlBA MAJP
D1BV1B1LOP'ED CONDmONS
YI
-.. __ ... ...
\ \ \ \ \ \ \ \ \ \
\ \ \ \ \ \ \ \ \ \ \
~
SCALE: 1"=40'
APPENDIX4
HYDROLOGIC CALCULATIONS
December 09, 1999
INTENSITY CALCULATIONS
BRAZOS COUNTY
CONSTANTS FOR IDF CURVES
FREQ • b d
2 0.806 65 8.0
5 0.785 76 8.5
10 0.763 80 8.5
25 0.754 89 8.5
50 0.745 98 8.5
100 0.730 96 8.0
INTENSITY•bl(Tc+d)Ae
FREQ
Tc 1mln) 2 5 10 25 50 100
PRE -
1 10.00 6.33 7.69 8.63 9.86 11.15 11.64
OFFSITE 10.00 6.33 7.69 8.63 9.86 11.15 11.64
POST -
1R 10.00 6.33 7.69 8.63 9.86 11.15 11.64
2R 10.00 6.33 7.69 8.63 9.86 11.15 11.64
DA-1 10.00 6.33 7.69 8.63 9.86 11.15 11 .64
DA-2 10.00 6 .33 7.69 8.63 9.86 11.15 11.64
:>Ff SITE 10.00 6.33 7.69 8.63 9.86 11.15 11.64
HYDROLOGIC CALCULATIONS
December 09, 1999
RUN-OFF COEFFICIENT (C-VALUE) CALCULATIONS
C-VALUES
GRASS 0.25
IMPERV 0.90
AREA
DA GRASS IMPERV TOTAL C~w
PRE ----
1 0.4997 0.2325 0.7322 0.4564
OFFS I TE 0.0111 0.1589 0.1700 0.8576
POST ----
1R 0.0319 0.1600 0.1919 0.7919
2R 0.0344 0.0877 0.1221 0.7169
DA-1 0.0000 0.1869 0.1869 0.9000
DA-2 0.0268 0.2045 0.2313 0.8247
OFFSITE 0.0111 0.1589 0.1700 0.8576
where: C = (0.25 *GRASS+ 0.90 * IMP)ITOTAL
PEAK FLOW CALCULATIONS
DA TC C-VALUE AREA Q2 Q5 Q10
PRE ---3.036 3.692 4.144
1 10.00 0.46 0.732 2.114 2.571 2.885
OFFSITE 10.00 0.86 0.170 0.922 1.121 1.259
POST - - -
4.708 5.725 6.426
1R 10.00 0.79 0.192 0.961 1.169 1.312
2R 10.00 0.72 0.122 0.554 0.673 0.756
DA-1 10.00 0.90 0.187 1.064 1.294 1.452
DA-2 10.00 0.82 0.231 1.207 1.467 1.647
OFFSITE 10.00 0.86 0.170 0.922 1.121 1.259
where: Q = C-Value *Area * I
I -is found in "Intensity Calculations" and corresponds to the
appropriate Tc and frequency.
DETENTION REQUIREMENT CALCULATIONS
Q2 QS Q10 Q25 QSO Q100
PRE 3.04 3.69 4.14 4.73 5.35 5.59
POST 4.71 5.73 6.43 7.34 8.30 8.66
REQ. 1.67 2.03 2.28 2.61 2.95 3.08
where: REQ. = POST -PRE
HYOROLOGIC CALCULATIONS
Q25
4.733
3.295
1.438
7.339
1.499
0.863
1.659
1.881
1.438
Q50 Q100
5.350 5.586
3.725 3.890
1.625 1.697
8.297 8.662
1.694 1.769
0.976 1.019
1.875 1.958
2.126 2.220
1.625 1.697
December 09, 1999
ALLOWABLE OUTFLOW CALCULATIONS
0.55 0.67 0.76 0.86 0.98
1.52 1.85 2.08 2.37 2.68
where: ALLOW. = PRE -(1 R+2R)
FINAL SITE RUNOFF TABULATION
DA Q2 QS Q10 Q25 QSO Q100
PRE
1 2 .11 2.57 2.89 3.30 3.73 3.89
OFFSITE 0.92 1.12 1.26 1.~ 1.63 1.70
POST
1R 0.96 1.17 1.31 1.50 1.69 1.n
2R 0 .55 0.67 0.76 0 .86 0.98 1.02
POND-1 0.64 0.72 0.75 0.80 O.M 0.86
POND-2 0.M 0.98 1.08 1.21 1.31 1.35
%ATTEN. 100 100 100 100 100 100
HYDROLOGIC CALCULATIONS
Job File: E:\HAESTAD\PONDPACK\PPIC6\PRECJS-1\PTUllE8.PPK
Rain Dir: J:\HAESTAD\PPK6\UTIL\
JOI TITLE
..........................
Precision TU'MI
Ashford Square Subdivision
Lot 4, Block 'B'
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01·98 (61) C0111pUte Ti111e: 11:47:45 Date: 12·09·1999
Table of Contents
Table of Contents
*********************** PONO VOLlJ4ES ***********************
POND AREA 1 ••••• Vol: Elev-Area ••••••••••••••••••••• 1.01
******************** OUTLET STRUCTURES *********************
POND AREA 1 ••••• outlet Input Data •••••••••••••••••• 2.01
C~site Rating Curve ••••••••••••• 2.03
*********************** POND ROUTING ***********************
POND AREA 1 ••••• Pond E·V·Q Table 3.01
POND AREA 1 ••••• 10 YR
Pond Routing Sunnary ••••••••••••••• 3.02
POND AREA 1 ••••• 100 YR
Pond Routing SUllll&ry ••••••••••••••• 3.03
POND AREA 1 ••••• 2 YR
Pond Routing Sunnary ••••••••••••••• 3.04
POND AREA 1 ••••• 25 YR
Pond Routing Sunnary 3.05
POND AREA 1 ••••• 5 YR
Pond Routing SUllll&ry 3.06
PONO AREA 1 ••••• 50 YR
Pond Routing S1.1111&ry ••••••••••••••• 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) C~te Time: 11:47:45 Date: 12-09-1999
Type •••• Vol: Elev-Area
Name •••• PONO AREA 1
Ffle •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
Title ••• PONO AREA 1
Elevat i on
(ft)
281.44
281.50
281.75
282.00
282.25
Planimeter
(sq. in)
Area A1+A2+sqr(A1*A2) Volune
(sq.ft) (sq.ft) (cu.ft)
0 0 0
3 3 0
155 180 15
1189 1m 148
1668 4265 355
PONO VOLUME EQUATIONS
Page 1.01
Volume S1111
(cu.ft)
0
0
15
163
518
* Incretnental volune COlllpUted by the Conic Method for Reservoir Vol1.111es.
Volune • (1/3) * (EL2·EL1) * (Area1 + Are12 + sq.rt .(Area1*Area2))
where: EL1, EL2 • Lower and upper elevations of the incre111ent
Are11,Area2 •Areas COlllpUted for EL1, EL2, respectively
Vol1.111e • Incre111ental volUllle between EL1 and EL2
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01·98 (61) COlllpUte Time: 11:47:45 Date: 12-09 -1999
Type •••• outlet Input D•t•
Name •••• POND AREA 1
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
REQUESTED PONO WS ELEVATIONS:
Min. Elev.• 281.44 ft
Incre11ent • .20 ft
Max. Elev.= 282.25 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
···> Forward Flow Only CUpStream to DnStream)
<··· Reverse Flow Only (Dn5trea11 to UpStream)
<···> Forward and Reverse Both Allowed
Structure No. outfall E1, ft
Page 2.01
E2, ft
Weir-Rectangular ---> TW 281.440 282.250
TW SETUP, DS Channel
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01-98 (61) C°"""'te Time: 11:47:45 Date: 12-09-1999
Type •••• OUtlet Input Data
Name •••• PONO AREA 1
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
Cl.ITLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
• 1
• Weir·Rectangular
•
• 281.44 ft
• 1.00 ft
• 3.000000
Page 2.02
Weir TW effects (Use adjustment equation)
"' TW Structure ID
Structure Type • TW SETUP, OS Chal'V\el
FREE Cl.ITFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES •••
Maximun Iterations"' 30
Min. TW tolerance • .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance "' .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01·98 (61) C~te Ti111e: 11:47:45 Date: 12·09-1999
Type •••• COlllPQSite R•ting Curve
Name •••• PONO AREA 1
File •••• E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\PTUNE8.PPK
***** COMPOSITE ClJTFLOW SlltMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
281.44
281.64
281.84
282.04
282.24
282.25
.00
.26
.70
1.23
1.80
1.83
Notes
--------Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
--------
Free OUtfall
Free OUtfall
Free outfall
Free OUtfall
Free outfall
Free OUtfall
S/N: HOMOL0863131 KLING ENGINEERING
P•ge 2.03
Pond Pack Ver: 8-01-98 (61) COlllpUte Time: 11:47:45 Date: 12-09-1999
Type •••• Pond E-V-Q Table
Name •••• POND AREA 1
File •••• E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL ROUTING DATA
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PND1 10 YR
outflow HYG file. PT.HYG -PND 1 OUT 10 YR
Pond Node Data • POND AREA 1
Pond Voll.Ille Data • POND AREA 1
Pond OUtlet Data • POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 281.44 ft
Starting Voll.JM! •
Starting OUtf low •
Starting lnfiltr. •
Starting Total Qout•
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
Ti• lncr...,,t • .0200 hrs
Elevation
ft
outflow
cfa
Storage
cu.ft
Area
sq.ft
281.44 .00 0 0
281.64 .26 4 60
281.84 .70 40 415
282.04 1.23 212 1260
282.24 1.80 502 1647
282.25 1.83 518 1668
S/N: HOMOL0863131 KLING ENGINEERING
lnfil t.
cfs
.00
.00
.00
.oo
.00
.00
Pond Pack Ver: 8-01-98 (61) C~te Time: 11:47:45
Q Total
cfs
.oo
.26
.70
1.23
1.80
1.83
Page 3.01
2S/t + 0
cfs
.oo
.36
1.80
7.11
15.74
16.23
Date: 12-09-1999
Type •••• Pond Routing Suimry
Name •••• POND AREA 1 Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PND1 10 YR
outflow HYG file= PT.HYG -PND 1 OUT 10 YR
Pond Node Data • POND AREA 1
Pond Voll.Ille Data = POND AREA 1
Pond OUtlet Data = POND AREA 1
No Inf fl tratfon
INITIAL CONDITIONS
Starting "5 Elev • 281.44 ft
Starting Volume •
Starting OUtf low •
Starting Infiltr. •
Starting Total Qout=
Time Increment =
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
················--·············==···===·=============
Peak Inflow
Peak OUtflow
Peak Elevation
Peak Storage •
•
•
1.46 cfs
1.08 cfs
• 281.98 ft
144 cu.ft
at
at
.1668 hrs
.2068 hrs
·····=·····=·····==··············=·==================
MASS BALANCE (cu.ft)
+ Initial Vol • O
+ HYG Vol IN • 880
-Infiltration• 0
-HYG Vol OUT = 880
-Retained Vol = 0
Page 3.02
Unrouted Vol =-cu.ft (.OOOX of Inflow Volune)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) c~te Time: 11:47:45 Date: 12-09-1999
Type •••• Pond Routing S~ry
N-•••• PONO AREA 1 Tq: 100 YR
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL ROOTING Sl.M4ARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file= PT.HYG -PND1 100 YR
Outflow HYG file= PT.HYG -PND 1 WT 100 YR
Pond Node Data • PONO AREA 1
Pond VolUllllt Data • PONO AREA 1
Pond Outlet Data • PONO AREA 1
No lnfi l tration
INITIAL CONDITIONS
Starting WS Elev • 281.44 ft
Starting Vol1.111e •
Starting Outflow •
Starting lnfiltr. •
Starting Total Qout•
Ti• Increment •
0 cu.ft
.00 cfa
.00 cfa
.00 cfs
.0200 hrs
INFLOW/WTFLOW HYDROGRAPH Sl.M4ARY
··=====·=========·=·=================================
Peak Inflow
Pealt Outflow
Pealt Elevation
Peak Storage =
=
•
1 .97 cfs
1.35 cfs
• 282.08 ft
269 cu.ft
at
at
• 1668 hrs
.2268 hrs
················===·······=····======================
MASS BALANCE (cu.ft)
+ Initial Vol • O
+ HYG Vol IN • 1186
-Infiltration• 0
-HYG Vol WT • 1186
-Retained Vol • 0
Page 3.03
Unrouted Vol • 0 cu.ft (.OOOX of Outflow Voli.e)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) C~te Time: 11:47:45 Date: 12-09-1999
Type •••• Pond Routing S~ry
N11111e •••• PONO AREA 1 Teg: 2 YR
File •••• E:\HAESTAD\PONOPACIC\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL RClJTING SlJICARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PN01 2 YR
outflow HYG file= PT.HYG -PND 1 ClJT 2 YR
Pond Node Dete • PONO AREA 1
Pond Voll.Ille Dete • PONO AREA 1
Pond outlet D•t• = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Vol1.111e
Starting outflow
• 281.44 ft
• 0 cu.ft
= .00 cfs
Starting lnfiltr. •
Starting Total Qout•
Ti111e lncrlMl"lt •
.00 cfs
.00 cfs
.0200 hrs
INFLOW/ClJTFLOW HYDROGRAPH SlllMARY
................................. ==•==··=======·=====
Peele Inflow
Peele outflow
Peele Elevation
Peele Storage "
•
•
1.07 cfs
.84 cfs
• 281.89 ft
68 cu.ft
et
et
.1668 hrs
.2068 hrs
--··························••a.•=••==···======··~·==
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 645
-Infiltration= 0
-HYG Vol Cl.fl • 645
-Retained Vol = 0
Pege 3.04
Unrouted Vol •-cu.ft (.OOOX of Inflow Volune>
YARNING: Inflow hydrogreph tn.nceted on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Peele Ver: 8-01-98 (61) C~te Time: 11:47:45 Date: 12-09-1999
Type •••• Pond Routing s..-ry
N-•••• POND AREA 1 Tag: 25 YR
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL ROUTING SlMMARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PND1 25 YR
Outflow HYG file• PT.HYG -PND 1 OUT
Pond Node Data • POND AREA 1
Pond VolUlle Data • POND AREA 1
Pond Outlet Data "' PONO AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 281.44 ft
Starting Voh.111e •
Starting Outflow •
Starting Infiltr. •
Starting Total Qout•
Ti• Incrllleflt •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SlMMARY
25 YR
=====================================================
Peale Inflow
Peale Outflow
PHlc Elevation
PHk Storage •
•
•
1.67 cfs
1.21 cfs
• 282.03 ft
203 cu.ft
at
at
.1668 hrs
.2068 hrs
••••••••=•••••••==z••=••••••••=•=•••=================
MASS BALANCE (cu .ft)
+ Initial Vol • 0
+ HYG Vol IN • 1005
-Infiltration "' 0
-HYG Vol OUT • 1005
-Retained Vol = 0
Page 3.05
Unrouted Vol =-cu.ft (.OOOX of Inflow Volune)
WARNING: Inflow hydrograph trlrlCated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) c~te Time: 11:47:45 Date: 12-09-1999
Type •••• Pond Routing SUlll!lary
N1111e •••• PONO AREA 1 Tag: 5 YR
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG · PND1 5 YR
outflow HYG file= PT.HYG -PNO 1 OUT 5 YR
Pond Node Data = POND AREA 1
Pond VolUllle Data • PONO AREA 1
Pond outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 281.44 ft
Starting Voluiie •
Starting OUtf low •
Starting lnfiltr. •
Starting Total Qout•
Ti• Increment •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
·--··············································====
Peale Inf low
Peale OUtflow
Peale Elevation
Peale Storage =
..
=
1.30 cfs
.98 cfs
• 281.95 ft
107 cu.ft
at
at
.1668 hrs
.2068 hrs
······=·=···=···===·===·====··======··===============
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 784
-Infiltration• 0
· HYG Vol OUT • 784
-Retained Vol • 0
Page 3.06
Unrouted Vol =-cu.ft (.OOOX of Inflow Volune)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01-98 (61) C~te Time: 11:47:45 Date: 12-09-1999
Type •••• Pond Routing S~ry
N8111e •••• POND AREA 1 Tag: SO YR
File •••• E:\HAESTAD\PONDPACIC\PPK6\PRECIS-1\PTUNE8.PPK
LEVEL POOL R<lJTING SlltMARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file= PT.HYG · PND1 SO YR
outflow HYG file= PT.HYG -PND 1 <lJT
Pond Node Data = POND AREA
Pond VolUlllt Data • POND AREA
Pond OUtlet Data = PONO AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 281.44 ft
Starting Volune •
Starting OUtf low •
Starting lnfiltr. •
Starting Total Qout•
Ti• lncre.ent •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/<lJTFLOW HYDROGRAPH SlltMARY
Peak Inflow
Peak outflow
Peak Elevation
Peak Storage •
•
•
1.89 cfa
1.31 cfs
• 282.07 ft
2SO cu.ft
at
at
SO YR
.1668 hrs
.2068 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 1136
-Infiltration• 0
· HYG Vol <lJT = 1136
-Retained Vol = 0
Page 3.07
Unrouted Vol =-cu.ft (.OOOX of Inflow Volune)
WARNING: Inf low hydrograph trin:ated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) C~te Time: 11:47:4S Date: 12-09-1999
Job File: E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.pplt
Rein Dir: J:\HAESTAD\PPK6\UTIL\
Precision Ti.ne
shford Square Subdivision
ot 4, Block '8'
·=·=·····==·==·====-=·====
JOB TITLE
••••••••••=••••sas••••=•••
S/N: HOMOL0863131 KLING ENGINEERING
Pond Peck Ver: 8·01·98 (61) C0111pUte Time: 12:36:07 Date: 12·09·1999
Table of Contents
Table of Contents
*********************** PONO VOLUMES ***********************
PONO AREA 2 ••••• Vol: Elev-Area ••••••••••••••••••••• 1.01
******************** OUTLET STRUCTURES *********************
PONO AREA 2 ••••• Outlet Input Data •••••••••••••••••• 2.01
COlllPO•ite Rating Curve ••••••••••••• 2.03
*********************** POND ROUTING ***********************
POND AREA 2 ••••• Pond E·V·Q Table ••••••••••••••••••• 3.01
POND AREA 2 ••••• 10 YR
Pond Routing Sllllll8ry ••••••••••••••• 3.02
POND AREA 2 ••••• 100 YR
Pond Routing Sllllll8ry ••••••••••••••• 3.03
POND AREA 2 ••••• 2 YR
Pond Routing SUlllll8ry ••••••••••••••• 3.04
POND AREA 2 ••••• 25 YR
Pond Routing Sllllll8ry ••••••••••••••• 3.05
PONO AREA 2. • • • • 5 YR
Pond Routing SUlllll8ry ••••••••••••••• 3.06
PONO AREA 2 ••••• 50 YR
Pond Routing Slllllllry ••••••••••••••• 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01·98 (61) C°"""te Tiine: 12:36:07 Date: 12-09-1999
Type •••• Vol: Elev·Area
N&111e •••• PONO AREA 2
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.ppk
Title ••• PONO AREA 2
Elevation
(ft)
280.71
281.00
281.25
281.50
281.75
281.83
Planimeter
(sq.in)
Area A1+A2+sqrCA1*A2) Volune
(sq.ft) (sq.ft) (cu.ft)
0 0 0
174 174 17
2281 3085 257
3784 9003 750
4370 12220 1018
4666 13552 361
PONO VOLUME EQUA Tl ONS
Page 1.01
Voll.Ille Sun
(cu.ft)
0
17
274
1024
2043
2404
* Incremental volune c~ted by the Conic Method for Reservoir Volunes.
VolUMe • (1/3) * CEL2·EL1) * (Area1 + Area2 + sq.rt.CArea1*Area2))
where: EL1, EL2 • Lower and upper elevations of the incr11111nt
Area1,Area2 •Areas c~ted for EL1, EL2, respectively
Voll.Ille • lncretnental volume between EL1 and EL2
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8·01·98 (61) C~te Time: 12:36:07 Date: 12·09·1999
Type •••• OUtlet Input Deta
N11111e •••• POND AREA Z
File •••• E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\PTUllE8.ppk
REQUESTED PONO \IS ELEVATIONS:
Mfn. Elev.• 280.71 ft
lncr...,,t • .20 ft
Mex. Elev.• 281.83 ft
Page 2.01
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only CUpStre .. to DnStrea11)
<---Reverse Flow Only CDnStre .. to UpStream)
<·--> Forwerd and Reverse Both Allowed
Structure No. OUtfell E1, ft
Weir-Rectangular ---> TW 280.710
TW SETUP, OS Chaniel
S/N: HOMOL0863131 KLING ENGINEERING
EZ, ft
281.830
Pond Pack Ver: 8-01-98 (61) COlllpUte Ti111e: 12:36:07 Date: 12-09-1999
Type •••• OUtlet Input Data
Name. • • • POND AREA 2
File •••• E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\PTUNE8.ppk
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
t of Openings
Crest Elev.
Weir Length
Weir Coeff.
• 1
= Weir-Rectangular
•
• 280.71 ft
= .50 ft
• 3.000000
Page 2.02
Weir TW effects (Use adjustment equation)
• TW Structure ID
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES •••
Maxillllll Iterations• 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) Coq:iute Time: 12:36:07 Date: 12-09-1999
Type •••• C0111pOSite Rating Curve
N-•••• PONO AREA 2
File •••• E:\HAESTAD\PONOPACIC\PPK6\PRECIS-1\PTUNE8.ppk
***** COMPOSITE OUTFLOW SUMMARY ****
lilS Elev, Total Q Notes
------------------------Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
------------------------------------------
280.71 .00 Free outfall
280.91 .12 Free outfall
281.11 .32 Free outfall
281.31 .53 Free outfall
281.51 .73 Free outfall
281.71 .90 Free OUtfal l
281.83 .98 Free outfall
S/N: HOMOL0863131 KLING ENGINEERING
Page 2.03
Pond Pack Ver: 8-01-98 (61) C~te Time: 12:36:07 Date: 12-09-1999
Type •••• Pond E·V ·Q Table
N11111e. • • • PONO AREA 2
File •••• E:\HAESTAD\PONOPACIC\PPK6\PRECIS-1\PTUNE8.pplc
LEVEL POOL ROUTING DATA
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG ffle. PT.HYG -PNO 2 IN 10 YR
outflow HYG file. PT.HYG -POND 2 OUT 10 YR
Pond Node Data • PONO AREA 2
Pond VolUllle Data • PONO AREA 2
Pond OUtlet Data • POND AREA 2
No lnfil tration
INITIAL CONDITIONS
Starting WS Elev • 280.71 ft
Starting Volune •
Starting outflow •
Starting lnfiltr. •
Starting Total Qout•
Ti• lncreMnt •
0 cu.ft
.00 cfa
.00 cfa
.00 cfa
.0200 hra
Elevation
ft
outflow
cf a
Storage
cu.ft
Area
sq.ft
280. 71 .00 0 0
280.91 .12 6 83
281.11 .32 67 807
281.31 .53 420 2607
281.51 .73 1062 3807
281. 71 .90 1870 4273
281.83 .98 2404 4666
S/N: HOMOL0863131 KLING ENGINEERING
lnfil t.
cf a
.00
.00
.00
.00
.oo
.00
.oo
Pond Pack Ver: 8-01-98 (61) C~te Ti111e: 12:36:07
Q Total
cfa
.oo
.12
.32
.53
.73
.90
.98
Page 3.01
2S/t + 0
cfa
.00
.28
2.17
12.21
30.23
52.83
67.75
Date: 12-09-1999
Type •••• Pond Routing s..-ry
N11111e •••• POND AREA 2 Tag: 10 YR
File •••• E:\HAESTAD\PONDPACIC\PPK6\PRECIS-1\PTUNE8.pplt
LEVEL POOL ROUTING SUMMARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PND 2 IN 10 YR
Outflow HYG file. PT.HYG -POND 2 OUT 10 YR
Pond Node Data = POND AREA 2
Pond VolUlle Data • POND AREA 2
Pond Outlet Data • POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 280.71 ft
Starting VolUlle •
Starting Outflow =
Starting Infiltr. •
Starting Total Qout•
Ti• Incre.nt •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage •
•
•
2.93 cfa
.75 cfs
• 281.54 ft
1169 cu.ft
at
at
.1668 hrs
.2868 hrs
···===·===·========·==··=····========================
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 1762
-Infiltration• 0
-HYG Vol OUT = 1762
· Retained Vol • 0
Page 3.02
Unrouted Vol =-cu.ft (.002% of Inflow Volune)
WARNING: Inflow hydrograph tn.nc:ated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01 -98 (61) C0111pUte Time: 12:36:07 Date: 12-09 -1999
Type •••• Pond Routing S~ry
N11111e •••• PONO AREA 2 Tag: 100 YR
Ffle •••• E:\HAESTAD\PONOPACK\PPIC6\PRECIS-1\PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir • E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\
Inflow HYG ffle. PT.HYG -PND 2 IN
outflow HYG file= PT.HYG -POND 2 OUT
Pond Node Data = POND AREA 2
Pond Volu.e Data • PONO AREA 2
Pond OUtlet Data • PONO AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Vohne
• 280.71 ft
• 0 cu.ft
.00 cfs
.00 cfs
.00 cfa
Starting OUtflow •
Starting lnffltr. •
Starting Total Qout•
Ti11e lnc:r...,,t • .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peale Inflow
Peale outflow
Peale Elevation
Peale Storage •
•
•
3.95 cfs
.86 cfs
= 281.67 ft
1684 cu.ft
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 2376
· Infiltration= 0
· HYG Vol OUT • 2376
· Retained Vol • 0
at
at
100 YR
100 YR
.1668 hrs
.2868 hrs
Page 3.03
Unrouted Vol •· cu.ft (.002X of Inflow Volune)
WARNING: Inflow hydrograph tr...,c;ated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pacle Ver: 8-01·98 (61) Con.,ute Time: 12:36:07 Date: 12-09-1999
Type •••• Pond Routing S~ry
N1111e •••• PONO AREA 2 Tag: 2 YR
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.ppk
LEVEL POOL ROUTING SlJllllARY
HYG Dir • E:\HAESTAD\PONDPACK\PPK6\PRECIS-1\
Inflow HYG file • PT.HYG -PNO 2 IN 2 YR
Outflow HYG file. PT.HYG -POND 2 OUT 2 YR
Pond Node Date • POND AREA 2
Pond Voluiie Data • PONO AREA 2
Pond Outlet Data • PONO AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev • 280.71 ft
Starting Volune •
Starting Outflow •
Starting fnfiltr. •
Starting Total Qout•
Time lncre111ent •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SlJllllARY
.....................................................
Pealt Inf low
Pealt Outflow
Peelt Elevation
Pealt Storage •
•
•
2.15 cfl
.64 cfs
• 281.42 ft
758 cu.ft
at
at
.1668 hrs
.2668 hrs
===========z=========================================
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 1291
• Infiltration= O
• HYG Vol OUT = 1291
• Retained Vol • 0
Page 3.04
Unrouted Vol =-cu.ft (.004% of Inflow Volune)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Paclt Ver: 8·01·98 (61) C~te Time: 12:36:07 Date: 12·09·1999
Type •••• Pond Routing S1m111ry
N11111e •••• PONO AREA 2 Tag: 2S YR
File •••• E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\PTUNE8.pplc
LEVEL POOL ROUTING SUMMARY
HYG Dir • E:\HAESTAD\PONOPACK\PPK6\PRECIS-1\
Inflow HYG ff le a PT.HYG -PNO 2 IN 25 YR
outflow HYG file = PT.HYG -PONO 2 OUT 2S YR
Pond Node Data • PONO AREA 2
Pond VolUllle Data • PONO AREA 2
Pond OUtlet Data • PONO AREA 2
No Inf fl tratfon
INITIAL CONDITIONS
Startfng WS Elev
Starting Volune
• 280.71 ft
• 0 cu.ft
Starting outflow a
Starting lnffltr. •
Startfng Total Qout=
Tf• lncr...,,t •
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYOROGRAPH SUMMARY
Peale Inflow
Peale outflow
Peale Elevation
Peale Storage •
•
•
3.35 cfs
.80 cfs
a 281.59 ft
1373 cu.ft
at
at
.1668 hrs
.2868 hrs
·············=====····=··==·~···===·=================
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 2013
-Infiltration= 0
-HYG Vol OUT • 2013
-Retained Vol = 0
Page 3.05
Unrouted Vol =-cu.ft (.002X of Inflow Volune>
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Peele Ver: 8-01-98 (61) C~te Time: 12:36:07 Date: 12-09-1999
Type •••• Pond Routing S~ry
Na.e •••• POND AREA 2 Teg: 5 YR
File •••• E:\HAESTAD\PONDPACIC\PPK6\PRECIS-1\PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir • E:\HAESTAD\PONDPACIC\PPK6\PRECIS-1\
Inflow HYG file= PT.HYG -PNO 2 IN 5 YR
outflow HYG file• PT.HYG -PONO 2 OUT 5 YR
Pond Node Date .. PONO AREA 2
Pond Voluae Dete • PONO AREA 2
Pond OUtlet Dete ,. PONO AREA 2
No Infiltration
INITIAL CONDITIONS
Starting YS Elev • 280.71 ft
Starting Vol11111t •
Starting OUtf low •
Starting lnfiltr. •
Starting Total Qout•
Ti• lncr...,,t •
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SlJICARY
···--··=···=·····=·===····=·=··==·=====····=··=======
Peek Inflow
Peak outflow
Peek Elevation
Peek Storage •
• 2.61 cfs
.n cfs
• 281.50 ft
1007 cu.ft
et
et
.1668 hrs
.2868 hrs
··--····=·········=··=====··=·===========·===========
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 1570
-Infiltration• 0
-HYG Vol OUT • 1570
-Retained Vol • 0
Pege 3.06
Unrouted Vol =-cu.ft (.002% of Inflow Volune)
WARNING: Inf low hydrogreph tn.ncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Peck Ver: 8·01-98 (61) C0111PUte Ti111e: 12:36:07 Date: 12-09-1999
Type •••• Pond Routing SUllllllry
N11111e •••• PONO AREA 2 Tag: SO YR
File •••• E:\HAESTAD\PONOPACIC\PPK6\PRECIS-1\PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir • E:\HAESTAD\PONOPACIC\PPK6\PRECIS-1\
Inflow HYG file• PT.HYG -PND 2 IN SO YR
outflow HYG file. PT.HYG -PONO 2 OUT 50 YR
Pond Node Data = PONO AREA 2
Pond VolUllll Data • PONO AREA 2
Pond outlet Data • PONO AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting VolUllll
• 280.71 ft
• 0 cu.ft
Starting OUtflow •
Starting Infiltr. •
Starting Total Qout•
Ti• Incr--.t •
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
•••••--••••••••••--••••••••••••••••••••••s•••••===•=•
Peak Inf low
Peak outflow
Peak Elevation
Peak Storage •
•
•
3.7'9 cfs
.84 cfs
• 281.64 ft
1596 cu.ft
at
at
.1668 hrs
.2868 hrs
saz•••••==•==•===•==••z••••==•=======================
MASS BALANCE (cu.ft)
+ Initial Vol • 0
+ HYG Vol IN • 2275
-Infiltration• 0
-HYG Vol OUT • 2275
-Retained Vol • 0
Page 3.07
unrouted Vol •-cu.ft (.001X of Inflow Vol1.111e)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8-01-98 (61) C0111pUte Tiine: 12:36:07 Date: 12-09-1999
APPENDIX5
GRADING PLAN