HomeMy WebLinkAboutSP2012-500253 - Strategic BehavioralLETTER OF COMPLETION
CITY ENGINEER
CITY OF COLLEGE STATION
COLLEGE STATION, TEXAS
Dear Sir:
DATE: S/21 /lY
RE : COMPLETION OF 6~-~~ Ycc...\\\e_
D e ~--~fci....\ \\e<l-\-T\.:-.. DP l2-~
The purpose of our letter is to request that the following listed improvements be
approved and accepted as be ing constructed under City inspection and completed
according to plans and specifications as approved and required by the City of College
Station, Texas. This approval and acceptance by the City is requested in .order that we
may finalize any subcontracts and to affirm their warranty on the work. This approval
and acceptance by the City of the improvements listed below does hereby void the lette r
of guarantee for the listed improvements on the above referenced project. .
. ~"{.-~<;"o-..,,\~ ~ \\.
The one -year warranty is hereby affirmed and agreed to b rl ~-s C.ca 0 :;:>!S\:::L.::t'4!:>-G.'~ lLL.
and by their subcontractors as indicated by signatures below.
WORK COMPLETED
Owner: Qe..c ¥.-Ys-c..,, ,=€..... ?>. \.1,
Phone Number: \1°1 1D31S'64iS
Address: ~SD vYcc ~ vr.
Cb\\e ~e b.~,c,,o. »-S;s. ·1]'f;U.$
Sign.ature :<;J(C
Revised 113 1107
WARRANTY DATE
Phone Number:°\\°\. L\Y. 1e. t.;cp 5)
Address: '"' IJV\\h -!c.,rl C 0-ko&C:-~
S\-c.. 19\\
Signature : G ')_LL\
~LAT FILED
OFFSITE ESMTS FILED
TEMP BLANKET ESllT F&ID
NO OTHER EIMTl •IDl.D
SOP: Filin of Final Plats -Letters of Com letion
Engineering Inspector/Date: K~.fthT\nkar L/ 1//4
Project Engineer/Date: D@I elll Si~ 5jZ3//1f
DP Number: D p Id.-~ 53
10/01/10
Inspectors shall acquire written (i.e. email) punchlist comments and subsequently written
confirmation from the following contacts before forwarding Letter of Completion to development
review engineer:
vErosion/Drainage: Donnie Willis (0: 764-6375, C: 229-7632)
~S Water Services -General: Charles "Butch" Willis (0: 764-3435, C: 777-1202)
• Water -coordinate fire flow analyses (or the design engineer for non-city utilities)
and confirm test results meets min requirements with the dev review engineer
(specific hydrants to test, if simultaneous, and min allowable flow)
• Sanitary
11 ffc.s Water Service -Liftstation: Doug Wallace (0: 764-6333)
rJr--CS Electric and Streetlights: Gilbert Martinez (0: 764-6255)
l"'f//IBTU Electric and Streetlights: Sonia Creda (0: 821-5770)
John Fontinoe or Randy Trimble (0: 821-5728)
Confirm with development review engineer that service agreement is in place with BTU
~on-City Utility Service Providers: (Wellborn Water SUD, Brushy Creek SUD, Wickson
I 1 /'i Creek SUD, etc) confirm with development review engineer that infrastructure is complete
and for outstanding issues,
o. D!!lital Constrution Pictures: From contractor on CD-R, Inspector to confirm and file
~ecord Drawings: (2 Red-Lined Copies) for all Public Infrastructure with the
( following attestation:
"I, General Contractor for development, certify that the
improvements shown on this sheet were actually built, and that said improvements are
shown substantially hereon. I hereby certify that to the best of my knowledge, that the
materials of construction and sizes of manufactured items, if any are stated correctly
hereon."
General Contractor
b-1lecord Drawings: (2 Red-Lined Copies) for Public Drainage Infrastructure including
Private Detention Facilities with the following attestations:
"I hereby attest that I am familiar with the approved drainage plan and associated
construction drawings and furthermore, attest that the drainage facilities have been
constructed within dimensional tolerances prescribed by the Bryan & College station
Unified Stormwater Design Guidelines and in accordance with the approved construction
plans or amendments thereto approved by the City of College Station."
(affix seal) Licensed Professional Engineer
State of Texas No. ___ _
"I certify that the subdivision improvements shown on this sheet were actually built, and
that said improvements are substantially as shown hereon. I further certify, to the best of
my knowledge, that the materials of construction and sizes of manufactured items, if any,
are stated correctly hereon."
General Contractor
Inspectors to review Red-lined Record Drawings, upon acceptable confirmation of drawings,
inspector to:
~file one set of Record Drawings in Public Works files, and
y orward one set of Record Drawings to Jeffery Speed (CSU)
Inspectors should forward Letters of Completion to the development review engineer that
reviewed and stamped the construction plans after confirming:
t--the date on the Letter of Completion Warranty should reflect the date when all associated
punchlist items are completed, and
~e Owner is shall be listed as the one affirming the one -year warranty
Development review engineer to:
o Add Dev Permit Number to Letter of Completion
o stamp the Letter of Completion to confirm by initialing that the final plat is filed (or mylar
is ready to be filed), all necessary easements (including offsite) have been filed, and
blanket easement issues are resolved, and
o initial and route the Final Plat mylar for filing. (Note if the developer provided surety the
plat it may have been filed ahead of construction.)
Deborah Grace-Rosier (Planning) to file the Final Plat utilizes a coversheet to confirm :
o infrastructure is accepted by Letter of Completion -or-Surety is provided and acceptable,
o signed and notarized mylar of final plat,
o parkland dedication has been paid,
o digital file of final plat is provided,
o a current paid tax certificate has been submitted, and
Development review engineer, upon the filing of Final Plat, stamp the Letter of Completion
with the new stamp and verify-initial-n/a the Final Plat was filed, offsite easements have been
filed, we have all necessary easements, etc -and then forward the Letter of Completion to Alan
Gibbs (City Engineer) for final signature.
Carol (Sr. Asst. City Engineer) to:
o enter the engineer's estimate and Letter of Completion date into Inspection List
o forward hard original of finalized Letter of Completion to Mandi Alford (P&DS).
Mandi to: verify
o signatures on the Letter of Completion,
o forward scanned copy of Letter of Completion and associated Engineers Estimate to the
owner, developer, contractor, Terry Boriskie (Building), Ben McCarty (Building), Janet
Dudding (Accounting), Jeffery Speed (CSU), Stephen Maldonado Sr. (CSU), Diane
Broadhurst (CSU), Charles "Butch" Willis (CSU), Sue Hosea (CSU), Carol Cotter
(Engineering), Alan Gibbs (Engineering) and Deborah Grace-Rosier (Planning),
o if don 't have email addresses, mail copies to the owner and contractor, and
o place the original in Development Permit file.
Deborah to place a hard copy of the Letter of Completion in the associated Planning Final Plat file.
Keith Tinker
From: Donnie Willis
Sent: Tuesday, April 01 , 2014 1 :41 PM
To: Donnie Will is; Gina Bosquez ; Alan Gibbs; Amber M. Johnson ; Artis Lawson ; Benjamin
Mccarty; Brenda Godfrey; Bridgette George ; Brittany Caldwell ; Carol Cotter; Carol Rodr iquez ;
Charles Butch . Willis ; Chris Haver; Crystal Derkowski ; Daniel Graalum ; Danielle Singh ;
Eaphrame Thomas; Eric Dotson ; Eric Horton ; Erika Bridges ; Gale Watson ; Gilbert Martinez;
Israel Koite ; James Boykin ; Jason Schubert ; Jenifer Paz ; Jennifer Prochazka ; Jerry Duffey ;
Jim Giles; Joyce Duda; Keith Tinker; Kelli Schlicher; Lori Gove; Matthew Marek; Matthew
Matcek; Morgan Hester; Norman Herrick; Patsy Wiley ; Paul Schoenfeld ; Pete Garcia ; Ray W .
Argersinger; Raymond Olson ; Robin Krause ; Rodney Harris; Samuel D. Weido ; Sean Dwyer;
Stephen A. Maldonado Jr.; Stephen Maldonado ; Stephen Smith; Teresa Rogers ; Tony
Michalsky; Wally Urrutia; Walter J. Jones ; Weldon Davis
Subject: RE : Calling for CO -Behavorial Health Center
OK for TEMP CO .
l. Need to establish grass on the site. 30 -45 days
2. Need to continue maintenance on storm drains and detention pond until grass can stabilize the area. 30-45
days.
From: Donnie Willis
Sent: Tuesday, March 25, 2014 12:18 PM
To: Gina Bosquez; Alan Gibbs; Amber M. Johnson; Artis Lawson; Benjamin Mccarty; Brenda Godfrey; Bridgette George;
Brittany caldwell; carol Cotter; carol Rodriquez; Charles Butch. Willis; Chris Haver; Crystal Derkowski; Daniel Graalum;
Danielle Singh; Eaphrame Thomas; Eric Dotson; Eric Horton; Erika Bridges; Gale Watson; Gilbert Martinez; Israel Koite;
James Boykin; Jason Schubert; Jenifer Paz; Jennifer Prochazka; Jerry Duffey; Jim Giles; Joyce Duda; Keith Tinker; Kelli
Schlicher; Lori Gove; Matthew Marek; Matthew Matcek; Morgan Hester; Norman Herrick; Patsy Wiley; Paul Schoenfeld;
Pete Garcia; Ray W. Argersinger; Raymond Olson; Robin Krause; Rodney Harris; Samuel D. Weido; Sean Dwyer; Stephen
A. Maldonado Jr.; Stephen Maldonado; Stephen Smith; Teresa Rogers; Tony Michalsky; Wally Urrutia; Walter J. Jones;
Weldon Davis
Subject: RE: calling for CO -Behavorial Health Center
No for CO.
l. Normand and Arnold need to be swept.
2. Detention pond at the corner of Normand and Rock Prairie needs to be policed of trash.
3. On site detention pond flumes silted over.
4 . Need to remove silt fence from detention pond discharge and add rip -rap
5. Both storm drain inlets that direct charge to the detention pond have framing material still in boxes .
6. Parking lot drain behind building holding water. Suspect the drain line is plugged with silt.
7. In ground drain west of the building completely buried.
8. Storm drain inlet on south side of building contains trash .
9. Area has been hydro-seeded, need to establish vegetation.
OK for Temp CO after items 1-8 are corrected .
I discussed items 1-5 with contractor.
Donnie R. Willis, CFM
Environmental Engineering Technician
City of College Station
979-764 -6375
1
From: Gina Bosquez
Sent: Monday, March 24, 2014 3:05 PM
To: Alan Gibbs; Amber M. Johnson; Artis Lawson; Benjamin Mccarty; Brenda Godfrey; Bridgette George; Brittany
caldwell; Carol Cotter; carol Rodriquez; Charles Butch. Willis; Chris Haver; Crystal Derkowski; Daniel Graalum; Danielle
Singh; Donnie Willis; Eaphrame Thomas; Eric Dotson; Eric Horton; Erika Bridges; Gale Watson; Gilbert Martinez; Gina
Bosquez; Israel Koite; James Boykin; Jason Schubert; Jenifer Paz; Jennifer Prochazka; Jerry Duffey; Jim Giles; Joyce
Duda; Keith Tinker; Kelli Schlicher; Lori Gove; Matthew Marek; Matthew Matcek; Morgan Hester; Norman Herrick; Patsy
Wiley; Paul Schoenfeld; Pete Garcia; Ray W. Argersinger; Raymond Olson; Robin Krause; Rodney Harris; Samuel D.
Weide; Sean Dwyer; Stephen A. Maldonado Jr.; Stephen Maldonado; Stephen Smith; Teresa Rogers; Tony Michalsky;
Wally Urrutia; Walter J. Jones; Weldon Davis
Subject: Calling for CO -Behavorial Health Center
@ 3550 Normand Dr. Contact person is Curtis at 910-524-1987 with Thomas Construction Group.
He would like to get a CO on Friday 03/28.
BP# 13-770
Gina Bosquez
Permit Technician
Planning & Development Services
City of College Station
P.O . Box 9960
1101 Texas Avenue
College Station, TX 77842
Office: 979.764.3570
Fax: 979.764 .3496
Email: gbosguez@cstx.gov
Website: www.cstx.gov
2
Keith Tinker
From:
Sent:
To:
Subject:
Attachments:
Justin Tampl in
Tuesday , January 14 , 2014 4 :03 PM
Alan Gibbs ; Carol Cotter; Casey Rhodes ; Charles Butch . Willis ; Danielle Charbonnet; Danielle
Singh ; Diane Broadhurst; Edward Mcdonald ; Emily Fisher; Erika Bridges ; Israel Koite ; Jeffrey
Speed ; Keith Tinker; Philip Bargas ; Ray W . Argersinger ; Stephen Maldonado ; Walter J . Jones
Strategic Health
Q-203 14Jan14.xls
Initial inspect ion of valves and hydrants completed, Q-204 needs raising and needs to be turned. Air Reliefs need to be
finished .
1
Co ege Station Utilit·es
Reliable, Affordable, Communit y Own . d
Date test completed Tuesday January 14, 2014
Time completed 11 :00 A.M.
Test completed by Justin Tamplin
Witness Jeff Boriski
FLOW HYDRANT
Location Strategic Health
Nozzle size 2.5
Hydrant number Q-203
Pitot reading in PSI 70
Flow in G.P.M. 1405
STATIC HYDRANT
Location Strategic Health
Hydrant number Q-204
Static PSI 97
Residual PSI 85
Comments Initial
Keith Tinker
From:
Sent:
To:
Subject:
Justin Tamplin
Friday , January 31 , 2014 8:18 AM
Alan Gibbs ; Carol Cotter; Casey Rhodes ; Charles Butch . Willis ; Danielle Charbonnet; Danielle
Singh ; Diane Broadhurst; Edward Mcdonald ; Emily Fisher; Erika Bridges ; Israel Koite ; Jeffrey
Speed ; Keith Tinker; Ray W . Argersinger ; Stephen Maldonado ; Walter J. Jones
Strategic Health
We went back and checked on problems we had found during initial, all had been taken care of and corrected .
1
ENGINEER'S ES Tl MA TE
STRATEGIC BEHAVIORAL HEAL TH -PUBLIC INFRASTRUCTURE
11t:M
NO. QUANTITY UNIT DESCRIPTION UNIT PRICE TOTAL COST
Onsite Waterline
1 1 LS Prepare R.O .W . $ 2,500 .00 $ 2 ,500.00
2 1 LS Mobilization $ 1,000 .00 $ 1,000 .00
3 1 LS Silt Fencing & Associated Storm Water Runoff Prevention $ 1,000 .00 $ 1,000 .00
4 109 .7 LF 8" PVC Waterline (AWWA C909 CL 200) $ 40 .00 $ 4,388 .00
5 412 .2 LF 6" PVC Waterline (AWWA C909 CL 200) $ 30 .00 $ 12,366.00
6 65 .0 LF 16" Steel Casing w / Carrier pipe and spacers by Open Cut $ 350.00 $ 22 ,750 .00
7 1 EA 12"x8" M.J . Tee $ 850.00 $ 850 .00
8 1 EA 8" M.J . Gate Valve & Box $ 1,250 .00 $ 1,250 .00
9 1 EA 8"x6" M .J . Reducer $ 400 .00 $ 400 .00
10 5 EA 8"x45 Degree M .J . Bend $ 320 .00 $ 1,600 .00
11 1 EA 6" M.J . Gate Valve & Box $ 1,000 .00 $ 1,000 .00
12 1 EA 6"x6" M .J . Tee $ 600 .00 $ 600 .00
13 7 EA 6"x45 Degree M .J . Bend $ 350 .00 $ 2,450 .00
14 1 EA Connection .to existing system $ 2,000.00 $ 2,000 .00
15 2 EA Std . Fire Hydrant Assembly $ 3 ,265 .00 $ 6 ,530 .00
16 521 .9 LF Structural Backfill $ 8 .00 $ 4 , 175 .20
17 1 LS Bacteria Test $ 1,200 .00 $ 1,200 .00
18 1 LS Pressure Test $ 3 ,500 .00 $ 3 ,500 .00
19 2 EA Water Meter Connection Fittinos and Valves $ 650 .00 $ 1,300 .00
20 521 .9 LF Trench Protection $ 5 .00 $ 2 ,609 .50
Public Waterline Total : $ 73 ,468 .70
BRYAN TEXAS UTILITIES
************ THE ENERGY TO SERVE 'IOU SINCE 1919
December 27 , 2012
205 E. 28 111 St. <77803 >
P.O. Box 1000
Bryan , TX 77805
Phone : 979 -821 -5715
FAX : 979 -821 -5795 .
http ://www .btutilities .cphi •
' ..
Veronica J.B. Morgan, P.E., C .F.M.
Managing Partner
Mitchell & Morgan
511 University Drive East, Suite 204
College Station , TX 77840
RE : Proposed Walking Trail and Landscaping Addition in BTU Easement at 1401
Arnold Road in College Station , Texas .
Ms . Morgan ,
I have reviewed the technical drawings associated with the site located generally at
140 1 Arnold Road in College Station , TX (Exhibit A), and I have studied the
corresponding transmission easements (Exhibit B). The planned walking trail and
associated landscaping are acceptable to BTU as depicted in the Landscape Plan
drawing (Exh ibit C) dated 11 /04/2012 if the closest edge of the walking trail is no less
than 10 feet from BTU's existing transmission poles as noted in Exhibit D. Vegetation
planted in the BTU easement must not exceed 8 feet in height, and BTU reserves the
right to prune such vegetation to maintain appropriate local , state , and federal
clearance requ irements . Please also ensure that if any plats are produced , they each
reference the volume/page of the BTU easements that are applicable to said plat.
Please let me know if any additional documentation is needed.
Best Regards ,
James Tanneberger
Div ision Manager Transmission
Bryan Texas Utilities
979-821-5763
979-209-9799
...
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I
STATE OF TEXAS I
COUNTY OF .SRAZOS I KNOW ALL MEN BY THESE PRESENTS:
That I, Robert F. Spearman, for and in c onsideration of the sum o f
TEN AND ·N0/100 ($10.00) DO LLARS, and other good and valuable consitlcrati
to me in hand .paid by Leonard R. Bewle~, the rece ip t of ~hich is hereby
..... -
acknowledged, have granted and conveyed and by these pres ents do grant
and convey unto the said Leonard R . Bewley, his heirs and assigns, the
free a nd uninterrupted use, liberty, provilege and easemen t of passing
in and along a certain way across a certain tr act or land l ying and being
situated in Brazos County, Texas, to,wit :
Be ing all that certain tract or parcel of land in the S .W. Ro b ertson
Loaguo and/or the ff.McGrew Survey , Brazos Co u nt y , Texas , being a part
of the 76,252 acre tract of land in the S.W. Robertson Lcugue described
as Second Tract in the deed to Leonard H. Bewley from Joe L . Al br i tton
dated June 23, 1964, and recorded in Vol, 238 , pg. 229 , D~~d Records 0£
Brazos County, Texas; an.d a part of that 320 acre tract of land in tlw
H. McGrew Su r v ey conveyed to Robert F. Spearman by G~orgc B. Huckeba by
deed dated October 5, 1971, and recorded in Vo l~me 298 , pg . 351, Deed
Records of Bra:t.os Co ·unty, Texas; the tract of land hereby described
being ~ 32 foot wide strip of la nd lying adjacent to and to the East of
a line on or near the conm1on bounda:ry of the aforesaid S.l'I . Robertson
League and H. McGrew Survey., said. lin e being dcsc:ribed as follo1·1s:
BEGINNING at a point about SO feet North of the N\·/ cor n er of the ;:;fore-
said 76,252 acre Bewley tract, said point bein ~ on the West side of and at
the end 0£ a .Presently existing public road and also being 0 1 ~ the Ecist
line of the aforesaid 320 acre Spea r man Tract;
THENCE S 00° 14.6' W for a distance of about 2260 feat to a point at or
near the SW corner of the aforesaid S.N. Robertson Le age, for the end
of this 32 ftiot wide strip of land;
Together with free ingress, egress , regress to and fo r the said Leo nard
R. Bewley , his heirs and assigns, and his and their tenants, by foot,
with
with carts, wagons, carriages, automobiles, and other vehicles , horses
mules or livestock , as by him or t hem shall be necessar y or convenient
at all times and &eas ons forever, in, along u~on and out o f said way , in
common with me the said ilobert F. Spearman , my heirs , assigns, and my
and their tenants to have antl to hold all si ngul ar the rights and
privileges aforesaid to him , the said Leonard R. Bewley, his heirs and
assigns , to their proper use and behoof, in COJllJJl<:_n with me, ;;be :sa i.ci
Robert F. Spearman , iny :hcirs and assigns, and my and their tenants.
WITNESS MY HANO thi' the q_. ,12._ d:~~~eh~'-'.;Y ,' 197 2 •.
1 r ,. / ii I · ' 1".r. (; t,. . , _....--v ~')1\.J -J I J\)v -V~ -~
o rt r.-··>:>pea m·
66415
428
426 Exhibit B
R IGHT OF W AY E ASE ME N T
THE STAT E OF TEXAS,
COUNTY O F KNOW All MEN BY THESE PR ES ENTS1
'rHAT ___ H ~---------------------
........
·---<'>.
ot Cow1ty, Texns, hc.rclnatter cnllcd t h e "Gran tor", wbrlher one or more, for 'a+ good a.nd
valua.ble coasldera tlon, hereby grants to 'tHE ctTY 0 .P DRY AN, 'f.E.XA S, o. munlclp nl co rporntlon undi; the lawa ot
the State o! Texas, its sueccssor.l and a..sslgna, h erclna!t er en.li ed "CITY", a n eucm ent and r lc ht 9f way tot tbt
PU!J>OS'! of constructing, operating •.mi ma.Jn tafnlng an electrfe tra.ra~mJMlon or dlstrlbut1on lfnc on. CJYt}, and a~ _, .
GrRntor's land tn~-Ra~h~a~rt~~·st=a~v~e~nunn~n~---------"""~
_Jl,,.r~a~z~Oa3~--------C0\.1 Dt)'. Tc.'"':n:J, rno-re p!.rtlcula.rly described in deed tro!·~------
_G~u~s~Gt:~o~r~g~e'--------------'w H. P. Lau ren t,_.]~--------
dat•~ A.D. 19--4!!-, and recorded Jn Volume 135 ', Page 6!)3
Deed Records o! .sai d County, and contalnlng: 17,06 ncrcs, more or lt!:s.
The center line of sa1d electtia t r:ansm1ss1on or d15tr l but1on Hnc shall be located o.cros.."' .&:a ld land as tallows :
nEGmNWG at a point on t be Northwest property ilia a pproximately 800 feet appro:z::I.-.
11'.ate],y South 43 degrees \'/ea t of the northernmost co m er o! the property , '
Then ce, approxl.mate],y 704 feet app r oxiJ!late l:y South 88 de gree s Ea.et to a point on tlto
Southea st property line a pp:'OJd.matel.y JJO f eet ap pr aximnte],y So uth 43 degrees \lest
of tho Easternmo st comer of t he prope rty ,
In conside r ation of grantl.n.g sai d easement and rl.ght-of-wq as defj,nod herein, t he ·
City will pay to s aid granter the oum of &20 .CO per pole or anchor placed in cul-
tivat ed land and $10 .00 per polo or an chor pl.a ced i n past uni land, Such pa;yinent
ohalJ. be made in due dispatch of business a fter such poles and/or an chora have been
placed en grontor 1 s l a.,d and such pas:nent •hall constit ute the s ole coneide:rotioo
of gr anging s aid easement and righ t-of -m:y .
1'!U Crcn •or t•.:c-tinla~, !bot ·~• fitntra ! coone cf nld ll'l t , 01 obove d1ucr ib4d, 11 boi'~d upon o prt llll'l lncry Ufl•Y• 11011 U la •d tt-
~looil thal J.o ld Oly 111cy t •lo,ol• 11;1\d lh1 1 in 1h• 1t1iri• genera l dlrcr;tto11 h1iore or ol Oii}' •~• 01 1•1 COR Jll utllo11.
ros•lh •' ... 1th-;;, rl;hJ of lnqr•n o nd e fi'"' ovtr th G1 o ntor'• o dl o unl tond t I"> ot fro111 1016 rlshf of wo )' l or lh• ,.r po t t ol ~atwrf.
INJ, 1 .. pt'O'l'ln;, reco1utr11rti119, ttpcltlng , hup•dl119, polloltlng, IP'alnlo ln lr.9, ond r.n~IYflrlfi 'old lln • 011d o,pVJl e nuuo 1h ril•t kt rtlK11!1
iold Pro In Iii• 'a n a ,.10H"1 pa1itlon to 011 y adloc~f rooo If an4 a. .,..lde .. d In !h • luhu•1 U:c rl;bt to Ilia or nt 4oW'ft lieu flt .~ ...
~;z ',: :~::!·~~ . .,:::·,',:~tr!: ~',:"~~! :0 ~111:!',.,~':',t·~~nc; .. ~1:_ 1~:,~':W:'a;, ~~.'oc~t!"r' ,:,!~ ~,:':°:~ ~=~t»~::a.~il ;·~:o~::ltr:Z
;~:;~:',:: o~1 o::;~ ~j:~;~~."~:;::~~:.oJ, -:.::;11;;,~:,',~!:~·~;, ~'!~,;~;d:~l<~~"YG,::f1~. ;;111:";h:l ·;~ ~::;o~i;!:' o'.:O'!.ll~:~t!' ~
prior wr lll•n t0nt.nt ol lh• City, !ho lht Gt)' dud l hove th• rt o h1 lo t e4"0'l'o 101:1• fr a11 11Jdl 1pou o nlll Orontor o;-re.1 to l'"T .. 1" °'1
lh 1•C1C1t1ohl• to1t o f 1-1tch ru1ovol, ood !hit Ofil ttfn l l'll, toge/her ,..Ith I~• oth•r pro._hlol'ls of t hh 9ront, ah:oll (on1tlt9t• • mnl)~ ~ "'"''ft 1th •he !ond for lilt l:iuelll of the 01y, lie wcuuou end oit l9"•· ·
Th• rlgll1 i1 reurv.d liy th G"'"lor lo uu lh• lo(od •lthln Ill• 40 lool •l'oa c bova <!udt:•d for QC!lt"rol a grlnUnel •II ~ ~
porpo1•1 , provld•d uch v1e 1hall no! fl)dud• lh• 9ro .. ln v or 1r .. s lh •1.on or u y other 11t1 wtilc~ 1tl9M lt1 l•rlu e with Jh.t utft111 !rt ,..,
Cil r al !It• rli.1hh he r•by groftf1d. Tho Chy, haw•"•'· w•ll p•Y lo 11'• ow11u o l Ill • lo11d for od•el d cl!!C 0t1 to lt 11c111, lh Jo,.O Dlt d ,,..,..,_
In; uepi ,..hlch 111oy rt1 11!1 ln 1nhtlng 11pan the lnnd In !ht contlttCllon, 111oinlonuu or re11ovol of 1okf R:1 1.
Th• Gra11)0f a9101u lhol c:ll ~ol.J, wlr e 1, i;GblH, fi 1ty.wfre . o~d o!ll er to<illli o lru tclful 011 l .. t. obon de1 crib1d hrndt ot Ill• t?••,. of
tb1 Clfy , 1holl rt-,,.cfn lht prop1f lY of UI • Cit y, run oorohl t oJ rhe cplfon ol the City,
1h1 1~o~ ~~:"11~w~~~==~·:m~;a,a"'a;;:~~ ,::1~ h :a ~~~:::~~~, '~:~.~;:.:.0 ~::;1:d .~~,:~,"; !~~ ~~=r~'!f, d"a;o~~~ 1~b,:: :~ !:, ~ !: -.''
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Exhibit A
All walkways must be
at least 1 O feet from
BTU power poles.
Exhibit D
! FOR OFF1f~SE~Yr--:::;:
, CASE NO .: ..\. ~ ~a
I DATE SUBM ITTED: • ;
I ::~, ;;~ ~¥-CITY oF Coil.EGE STATION
Home ofT=s A&M Univmiry" SITE PLAN APPLICATION
GENERAL
MINIMUM SUBMITTAL REQUIREMENTS:
$932 Site Plan Application Fee.
$350 Non-Residential Architectural Standards Building Review Application Fee (if applicable).
$600 (minimum) Development Permit Application I Public Infrastructure Review and Inspection Fee . Fee is
1 % of acceptable Engineer's Estimate for public infrastructure, $600 minimum (if fee is > $600 , the balance is
due prior to the issuance of any plans or development permit).
Application completed in full . This application form provided by the City of College Station must be used
and may not be adjusted or altered .
Fourteen (14) folded copies of site plan.
One (1) folded copy of the landscape plan .
One (1) copy of the following for Non-Residential Architectural Standards building review or Northgate
Building Review (if applicable).
D
D
Building elevations to scale for all buildings .
A list of building materials for all facade and screening .
O Color samples for all buildings or list colors to be used from the approved color palette .
/ D Electronic copy of Site Plan e-mailed to csuelectdesign@cstx.gov.
{%] Two (2) copies of the grading, drainage, and erosion control plans with supporting drainage report .
,/'[ii Two (2) copies of the Public infrastructure plans and supporting documents (if applicable).
lfZ1A Traffic Impact Analysis or calculations of projected vehicle trips showing that a TIA is not necessary for the
proposed request (if applicable).
@. The attached Site Plan Non-Residential Architectural Standards Building Review and Northgate Building
Review checklists (as applicable) with all items checked off or a brief explanation as to why they are not
check off.
Date of Optional Preapplication or Stormwater Management Conference -----------------
NAME OF PROJECT Strategic Behavioral Health, College Station
ADDRESS 3550 Normand Drive, College Station, TX 77845
LEGAL DESCRIPTION (Lot, Block, Subdivision) Lot 3 . Block 1. College Station Medical & Senior Living Subdivision
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary contact for the project):
Name Mitchell & Morgan, LLP -Veronica Morgan E-mail __ v_@_m_1_· t_c_h_e_l_l_a_n_d_m_o_r~g,,_a_n_._c_o_m_
StreetAddress 511 University Drive East, Suite 204
City College Station State __ T_e_x_a_s _____ Zip Code 77840
Phone Number 979-260-6963 979-260-3564
PROPERTY OWNER'S INFORMATION :
Name Jim Shaheen E-mail j shaheen@strategicbh.com
StreetAddress 8295 Tournament Drive, Suite 201
City Memphis State
------'"--------------~
__ T_e_n_n_e_s_s_e_e __ Zip Code _3_8_1_2_5 ___ _
Phone Number 901-969-3100 Fax Number 901-969-3120
---------------~
1/11 Page 1of11
ARCHITECT OR ENGINEER'S INFORMATION:
Name Joshua Aisenberg, LS3P E-mail j oshaisenberg@ls3p.com
Street Address 434 Fayettville Street, Suite 1700
27601 City Raleigh State North Carolina Zip Code
---~~----------~ -------
Phone Number 704-333-6686 Fax Number 704 -333 -2926
OTHER CONTACTS (Please specify type of contact):
Name Christopher Reid E-mail creid @thomasco ns tru c ti ong roup .com
-----=------------------~
1111 Military Cutoff Road S1iite 191 Street Address
City Wilmington State NC Zip Code __ 2_8_4_0_5 __ _
Phone Number (910) 799-2295 FaxNumber (910) 799-2072 --'---'-------------
Currentzoning __ P_D_D ________________________________ _
Present use of property
Proposed use of property
Vacant
Behavioral Health Facility
Number of parking spaces required xxx Number of parking spaces proposed
Is there Special Flood Hazard Area (Zone A or Zone AE on FEMA FIRM panels) on the property?
114 I 5 HC =ll9
I Yes fX No
This infonnation is necessary to help staff identify the appropriate standards to review the application and will be used to
help determine if the application qualifies for vesting to a previous ordinance . Notwithstanding any assertion made ,
vesting is limited to that which is provided in Chapter 245 of the Texas Local Government Code or other applicable law .
Is this application a continuation of a project that has received prior City platting approval{s) and you are requesting the
application be reviewed under previous ordinance as applicable?
I Yes
IX' No
If yes, provide information regarding the first approved application and any related subsequent applications (provide
additional sheets if necessary):
Project Name:
City Project Number (in known):
Date I Timeframe when submitted:
1/11 Page 2of11
The following CERTIFICATIONS apply to development in Special Flood Hazard Areas.
Required for Site Plans, Final Plats, Construction Plans, Fill / Grading Permits, and Clearing Only
Permits:*
A I, \j ~ j '£::> ~ oert;fy , as demonst'8ted in the attaohed drainage study, that the
alterations or development covered by th is permit, shall not:
(i) increase the Base Flood elevation ;
(ii) create additional areas of Special Flood Hazard Area ;
(iii} decrease the conveyance capacity to that part of the Specia l Flood Hazard Area that is not in the tloodway
and where the velocity of flow in the Base Flood event is greater than one foot per second . Th is area can
also be approximated to be either areas within 100 feet of the boundary of the regulatory floodway or
areas where the depth of from the BFE to natural ground is 18 inches or greater;
(iv) reduce the Base Flood water storage volume to the part of the Special Flood Hazard Area that is beyond
the floodway and conveyance area where the velocity of flow in the Base Flood is equal to and less than
one foot per second without acceptable compensation as set forth in the City of College Station Code of
Ordinances . Chapter 13 concerning encroachment into the Special Flood Hazard Area; nor
rease Base Flood velocities . --"'t'of:"~i''\''
.:? ~ ............ ··~..qlS' ''•
those areas exempted by ordinance in Section 5.11 . 3a of Chapter 1 3 Codt"~...:.ii*. · .... ii ''· ... '1:""11\J .. • ~
~ * ... . ........ : ..... ~ ~ · .............. MQRGAN~ LI · 30---\Z, ~·vEP:o~~9.~.~:~: .......... :-··"~ \··.:o :. 11eB9 .: EE~
(v)
l,_~... Q/~~ .,, o~ ... ~~G1sT~~~··:& .E fl~ Y\44; .,,,~SsioN'~(~..:=-
'''''''''" D • If a platting-status exemption to this requirement is asserted, provide written justification under separate
letter in lieu of certification .
Date
Initial
Required for Site Plans, Final Plats, Construction Plans, and Fill / Grading Permits:
B. I, V tA'b l\iu., je,~ , cel1ify to the follOWing:
(i) that any nonresidential or ~tructure on or proposed to be on this site as pa~._~tion is
s ned to prevent damage to the structure or its contents as a result of flooding fro~ ~~"1f~
.:r;.~ .... *· ......... ,, ;* / ..... ~
l I it! : : ..... ,,. ·7>0117.-~*:" ..................... GAN~ fvERoNtCAJ .B:.~··'a: ~
Engineer Date
1/11 Page 5of1 1
Required for all projects proposing structures in Special Flood Hazard Area (Elevation Certificate
required).
Residential Structures:
D. I, ~}Pr:: . certify that all new construction or any substantial improvement
of any residential structure shall have the lowest floor, including all utilities, ductwork and any basement, at an
elevation at least one foot above the Base Flood Elevation . Required Elevation Certificates will be provided with
elevations certified during construction (forms at slab pre-pour) and post construction .
Engineer I Surveyor Date
Commercial Structures:
E. I, -~'--'--'"-'--"'"'(~"'-'--j_6 ___ ~----, certify that all new construction or any substantial improvement
of any commercial, industrial, or non-residential structure are designed to have the lowest floor, including all
iii ·es, ductwor1< and basements, elevated at least one foot above the Base Flood Elevation
Date
OR
I, N/ A , certify that the structure with its attendant utility, ductwork ,
basement and saflitary facilities is designed to be flood-proofed so that the structure and utilities, ductwork,
basement and sanitary facilities are designed to be watertight and impermeable to the intrusion of water in all
areas below the Base Flood Elevation, and shall resist the structural loads and buoyancy effects from the
hydrostatic and hydrodynamic conditions.
Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-
pour) and post construction .
Engineer I Surveyor Date
Conditions or comments as part of approval:
1111 Page 6of11
CITY OF Cm.LEGE STATION
Ho= ofTaJIS A&M UnivmilJ•
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING :
~ Sheet size -24" x 36" (minimum).
~ A key map (not necessarily to scale).
1RJ Title block to include:
KJ Name, address, location, and legal description
~ Name, address , and telephone number of applicant
KJ Name , address , and telephone number of developer/owner (if differs from applicant)
~ Name, address , and telephone number of architect/engineer (if differs from applicant)
~ Date of submittal
IX) Total site area
~ North arrow.
IRJ Scale should be largest standard engineering scale possible on sheet.
IBJ Ownership and current zoning of parcel and all abutting parcels .
!-@The total number of multi-family buildings and units to be constructed on the proposed project site .
!@The density of dwelling units per acre of the proposed project.
~ The gross square footage of all buildings and structures and the proposed use of each . If different uses are to be
located in a single building, show the location and size of the uses within the building . Building separation is a
minimum of 15 feet w/o additional fire protection .
Locations of the following on or adjacent to the subject site:
Designate between existing and proposed
@The density of dwelling units per acre of the proposed project.
@Phasing. Each phase must be able to stand alone to meet ordinance requirements.
~ Buildings (Existing and Proposed).
~ Setbacks according to UDO, Article 5.
Geography
@Water courses .
g] 100 yr . floodplain and floodway (if applicable) on or adjacent to the proposed project site . Please note if there is none
on the site with confirming FEMA/FIRM map number.
~ Existing topography (2' max or spot elevations) and other pertinent drainage information . (If plan has too much
information, show drainage on separate sheet.)
*~Proposed grading (1' max for proposed or spot elevations) and other pertinent drainage information . (If plan has too
much information , show drainage on separate sheet.)
*see grading plan
1/11 Page 7of11
Streets, Parking, and Sidewalks
Kl Existing streets and sidewalks (R.O .W.).
~ Existing Driveways , both opposite and adjacent to the site according to UDO , Art ic le 7 .
~ Proposed drives. Min imum drive aisle width according to UDO , Art icle 7
~ Ind icate proposed driveway throat length accord ing to UDO , Article 7
~ Proposed curb cuts .
~ For each proposed curb cut (including driveways , streets, alleys , etc .) locate existing curb cuts on the same and
opposite side of the street to determine separation d istances between existing and proposed curb cuts .
1iJ Proposed curb and pavement detail.
~ A 6 " raised curb is required around all edges of all parts of all paved areas without exception . (To inc lude island ,
planting areas. access ways, dumpster locations. utility pads , etc.) No exception will be made for area s
designated as "reserved for Mure parking ".
~Proposed medians.
Kl Proposed sidewalks (both public and private).
~ Proposed pedestrian/bike circulation and facilities for non-residential buildings (UDO , Article 7).
~ Off-Street parking areas with parking spaces drawn . tabu lated, and dimensioned.
~ Designate number of parking spaces required by ordinance and provided by proposal.
Kl Handicap parking spaces.
~ Parking Islands drawn and dimensioned with square footage calculated according to UDO , Section 7 .2 or 7 .9 forno n-
residen ti al buildings .
~ Parking setback from R.O.W. to curb of parking lot as required .
N1Z) \Nheelstops may be required when cars overhang onto property no t owned by the applicant or where there may be
conflict with pedestrian or bike facilities , handicap accessible routes or above g round utilities. signs or other confl icts .
N ~ Secu ri ty gates , showing swing path and design specs w ith colors .
l'@.Guardrails. Include design and colors.
NO-Traffic Impact Analysis for non-residential development (UDO , Article 7).
Kl Please note if none is required .
~ Will there be access from a TxDOT R.O.W.? O Yes 0 No
If yes, then TxDOT permit must be submitted with this application .
Easements and Utilities
~ Easements -clearly designate as existing or proposed and type (u ti lity , access. etc.)
~ Utilities (noting size and designate as existing or proposed) within or adjacent to t he proposed site , includ ing building
transformer locations. above ground and underground service connect ions to bu ild ings , and drainage inlets .
Nt'.]. Sewer Design Report (if applicable).
NZA.Water Design Report and/or Fire Flow Report (if applicable).
~ Drainage Report with a Technical Design Summary .
~ Meter locations , existing and proposed (must be located in public R.O.W. or publ ic utility easement).
~ Provide a water and sanitary sewer legend to include
!RI Minimum water demands
[29 Maximum water demands
~ Average water demands in gallons per minute , and
eg Maximum sewer loadings in gallons per day
~Wi ll there be access from a TxDOT R.O.W.? O Yes O No
If yes , then TxDOT permit must be submitted with th is application .
1111 Page 8of11
..
Fire Protection
~ Show fire lanes . Fire lanes with a minimum of 20 feet in width w ith a minimum height clearance of 14 feet must be
established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a
public street or highway .
~ Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street as a
project , and shall be in a location approved by the City Engineer . Any structure in any zoning district other than R-1 ,
R-1A, or R-2 must be within 300 feet of a fire hydrant as measured along a public street . highway or designated fire
lane .
NOTE: Fire hydrants must be operable and accepted by the City , and drives must have an all weather surface before a
building permit can be issued .
~Will bu il ding be sprinkled? ~ Yes D No
If the decision to sprinkle is made after the site plan has been approved , then the plan must be resubm itted . If Yes ,
~ Show fire department connections . FDC 's should be within 150' of the fire hydrant. In no case shall they be any
further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or
a st ructure.
Landscaping
g:) Landscape plans as required in Article 7 of the Unified Development Ordinance . The landscaping plan can be shown
on a separate sheet if too much information is on the original site plan . If requesting protected tree points. then those
trees need to be shown appropr iately barricaded on the landscape plan . Attempt to reduce or el iminate plantings in
easements .
Include information on the plans such as:
g] required point calculations
~ additional streetscape po ints required. Streetscape compliance is required on all streets .
~ calculations for # of street trees required and proposed (proposed street tree points will accrue toward total
landscaping po ints.)
g] proposed new plantings with points earned
g] proposed locations of new plantings
~ screening of parking lots. 50% of all shrubs used for screening shall be evergreen.
~screening of dumpsters, concrete retaining walls , off street loading areas , utility connection po ints , or other
areas potentially visually offensive .
N!Z'.f\existing landscaping to remain
Nrf-i. show existing trees to be barricaded and barricade plan . Protected points will only be awarded if barricades are
u· up before the first development perm it is issued .
N ~Buffer as required in Article 7 of the Unified Development Ordinance .
~how irrigation system plan . (or provide note on how irrigation system requirement will be met prior to issuance of C .
0 .) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular wate r
systems for buildings and will be sized by city according to irrigation demand submitted by applicant and must
incl ude backflow prevention protection .
~ Is there any landscaping in TxDOT R.O.W.? O Yes g:] No
If yes , then TxDOT permit must be submitted at the time of application .
Other
~Common open spaces sites
Kl Loading docks
g:] Detention ponds
!@.Retaining walls
Kl Sites for solid waste containers with screening . Locations of dumpsters are accessible but not visible from streets or
residential areas . Gates are discouraged and visual screening is required. (M inimum 12 x 12 pad requ ired .)
~ Are there impact fees associated with this development? O Yes EJ No
NOTE: Signs are to be permitted separately.
1111 Page 9of1 1
DEVELOPMENT PERMIT
PERMIT NO . DP 12-253
CrTY OF COLL£(;£ ST,\TION
P/.4nni~ & ["kivl1Jpmt'11t Stn:iM
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
St rategic Behavioral Health
College Station Med ical & Senior Living
Lo t 3
DATE OF ISSUE: 2/27/2013
OWNER:
LS3P Associates Ltd .
434 Fayetteville Street Suite 1700
Raleigh , North Carolina 27601
SITE ADDRESS:
1401 Arnold Road
DRAINAGE BASIN:
Lick Creek
VALID FOR 24 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
CONDITIONS:
1. No work beyond limits covered in permit is authorized .
2. The perm it may be revoked if any false statements are made herein . If revoked , all work must cease unt il pe rm it is re-
issued .
3. Development shall not be used or occupied until Certificate of Occupancy is issued .
4 . The permit will expire if no significant work is progressing within 24 months of issuance .
5. If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pou r)
and post construction .
6. Other permits may have been required to fulfill local, state and federal requirements . Construction w ill be in
compliance with all necessary State and Federal Permits.
7. Stormwater mitigation , including detention ponds will be constructed first in the construction sequence of the project.
8. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to
insure that all debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing
drainage facilities . Construction Site Notice or Notice of Intent (NOi) along w ith Stormwater Pollution Prevention Plan
(SWP3) w ill be kept and maintained on-site during construction as per TPDES permitting requirements . If it is
determined that the prescribed erosion control measures are ineffective to retain all sediment on-site , it is the
Contractor's responsibil ity to implement measures that will meet City , State , and Federal requ irements .
9. All disturbed areas w ill be re-vegetated prior to Letter of Completion or Certificate of Occupancy .
10 . All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with the
Landscaping and Tree Protection Section of the City's Unified Development Ordinance , prior to any operat io ns of th is
permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil ,
solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to
remain is also prohibited .
11. All construction shall be in accordance with the stamped approved plans and spec ifications for the above -named
project and all of the codes and ordinances of the City of College Station , as well as State and Federal Regulations
that apply . Only those deviations from BCS Unified Design Guidelines , Specifications and Details specifically
requested and approved will be allowed .
12. Special Conditions : Utility Permit Only. *** TCEQ PHASE II RULES IN EFFECT ***
I, _______________ , the Contractor, hereby agree to comply with all conditions here in.
Contractor Date
I hereby grant this permit for development. Contact -t(e)\\ \\\n\(Qr qi-q-J -·f"1..-0J-.q2, the Publ ic Works
Inspector assigned to this project 24 hours prior to beginning construction for scheduling required Inspections .
D//__,ib.i )_ ~-~T-G:,
City Engineer/RelJretative Date
Danielle Singh, P .E.
City of College Station
Planning & Development Services
PO Box 9960
College Station, TX 77842
MITCHELL
MM
MORGAN
February 11 , 2013
RE: LETTER OF ACKNOWLEDGEMENT FOR THE STRATEGIC BEHAVIORAL
HEALTH HOSPITAL PROJECT AT COLLEGE STATION
Dear Jason:
The purpose of this letter is to acknowledge that the construction plans for The Strategic
Behavioral Health Hospital project, to the best of my knowledge do not deviate from the B/CS
Design Guidelines Manual.
I also acknowledge, to the best of my knowledge that the details provided in the construction
plans are in accordance with the Bryan/College Station Standard Details.
If you have any comments , or would like to discuss this further, please feel free to contact me.
Veronica J.B. or , PE, CFM
Manag ing Partner
cc: file
511 UNIVERSITY DRIVE EAST. SUITE 204 • COLLEGE STATION, TX 77840 • T 979 .260.6963 • F 979 .260.3 564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitche llandmDrgan .com • www.mitchellandmorgan .com
T/G •309.50 / D D .,_._
SW •JOB.38
SILT FENCE ""-.,,
~~~~t~ ARNOLD ..... R-D ·~
-···------------------------------"--;~:;·:·:~-:-.-----------------'~-----------~---<--...... '--'L->-<-.L.->-.---'---'-'--'-"---'---"-----r-------------t
/ ~ ~ -; ,_ -...
-.. -.. --o• ".A' .. ,0 -.. 0 W.: ·-·'-·
""" PARTIAL GRADING PLAN
· .
C02
DEVELOPMENT PERMIT
PERMIT NO . DP 12-253
Crrv OF COLLEGE STATION
JlLtmsi1tf & llrwlop1'1n'lt .Sn1:im
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Strategic Behavioral Health
College Station Medical & Senior Living
Lot 3
DATE OF ISSUE: 3/22/13
OWNER:
LS3P Associates Ltd .
434 Fayetteville Street Suite 1700
Raleigh , North Carolina 27601
SITE ADDRESS:
1401 Arnold Road
DRAINAGE BASIN:
Lick Creek
VALID FOR 24 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
CONDITIONS:
1. No work beyond limits covered in permit is authorized .
2 . The permit may be revoked if any false statements are made herein. If revoked , all work must cease until permit is re-
issued .
3. Development shall not be used or occupied until Certificate of Occupancy is issued.
4 . The permit will expire if no significant work is progressing within 24 months of issuance.
5. If required , Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-p9ur)
and post construction. ,
6 . Other permits may have been required to fulfill local, state and federal requirements . Construction will be in
compliance with all necessary State and Federal Permits .
7. Stormwater mitigation , including detention ponds will be constructed first in the construction sequence of the project.
8. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to
insure that all debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing
drainage facilities . Construction Site Notice or Notice of Intent (NOi) along with Stormwater Pollution Prevention Plan
(SWP3) will be kept and maintained on-site during construction as per TPDES permitting requirements . If it is
determined that the prescribed erosion control measures are ineffective to retain all sediment on-site, it is the
Contractor's responsibility to implement measures that will meet City, State, and Federal requirements .
9. All disturbed areas will be re-vegetated prior to Letter of Completion or Certificate of Occupancy.
10 . All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with the
Landscaping and Tree Protection Section of the City's Unified Development Ordinance , prior to any operations of this
permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil ,
solvents, asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to
remain is also prohibited .
11 . All construction shall be in accordance with the stamped approved plans and specifications for the above-named
project and all of the codes and ordinances of the City of College Station, as well as State and Federal Regulations
that apply . Only those deviations from BCS Unified Design Guidelines , Specifications and Details specifically
requested and approved will be allowed.
12 . Special Conditions :*** TCEQ PHASE II RULES IN EFFECT***
I, _______________ , the Contractor, hereby agree to comply with all conditions herein .
Contractor Date
I hereby grant this permit for development. Contact , the Public Works
Inspector assigned to this project 24 hours prior to beginning construction for scheduling required Inspections.
Date r I
CIT Y OF C OLLE GE STATI ON
Mr. Rob Elsner
Executive Director of Environmental Services
Strategic Behavioral Health, LLC
8295 Tournament Drive, Suite 201
Memphis, Tennessee 38125
Dear Mr. Elsner,
June 24, 2013
Please accept this letter as permission for your contractor on the Strategic Behavioral
Health (SBH) hospital project to clear and do minor grading work in the existing ditch on
the City of College Station Parks property. An exhibit showing where this work will be
accomplished as well as the extent of this work is attached. We understand that the
contractor will be removing the low spots in the ditch and grading a continuous flowline
from the SBH detention pond outfall to Rock Prairie Road and cutting a 6" v-notch in the
concrete headwall . This is in an effort to provide a positive outfall for the existing ditch
which currently holds water after rain events . We understand that the ditch will be fine
graded and reseeded with native plant materials upon completion and that the contractor
will prevent silt from migrating downstream during this construction.
Please do not hesitate to contact me if you have any questions.
Sincerely,
o~~· >~~
David Sc itz
City o~ ollege Statio
Parks & Recreation Director
Cc: Veronica Morgan, Mitchell & Morgan,LLP
Ryan Clark, Thomas Construction Group
Laura Miller, LS3P
th e heart of the ReserJrc h Valley
PO. BOX 9960
llO l T EXAS AVE NUE
C OLLEGE STATION· T EXAS · 77842
979.764 .3510
w ww.cstx.gov
1320 SOUTH UNIV ERSITY DRIVE
SUITE lOO
FORT WORTH TEXAS 76107
PHONE 617.806.1700
FAX 817.870.2~36
T8P€ f ;rm No. I l
ENVIRONMEN TAL
ENG INEERS AND SCIE NT ISTS
892-000-00
June 4 , 2013
Mr. Rob Elsner
Strategic Behavioral Health , LLC
8295 Tournament Drive, S uite 201
Memphis, Tennessee 38125
C el ebra ti ng 35 Yea rs of Se rvirt
197 8-2013
Re: Preliminary Waters of the United States Detem1ination for a Drainage Ditch
adjacent to the Strategic Behavioral Health Facility -College Station, Texas
Dear Mr. Elsner:
I was contacted by Veronica Morgan with Mitchell and Morgan, LP to evaluate an
earthen drainage ditch south of Rock Prairie Road between the College Station
Medical Center and the City of College Station 's Brian Bachman City Park. The
purpose for this eva luation was to discern if the ditch wou ld be subject to Clean
Water Act (CWA) jurisdiction specifically Section 404 of the CW A Ms. Morgan
and I visited. the site on May 30, 2013. The follow ing is my profossional opinion on
the drainage ditch's CW A jurisdictional status. For an aquatic resource to be subject
to CW A jurisdiction, it has to have a "significant nexus" to a traditionally navigable
water of the United States (US). The closest tra ditionaJly navigable water to the
proposed project site is the Brazos River.
As currently proposed, the drainage ditch would be itnpacted by the construction of a
detention pond associated with the Strategic Behavioral Health facility. It is my
understanding that the drainage ditch woul d be lowered to provide positive drainage
from the proposed detention facility to an existing concrete lined drainage ditch
located north of Rock Prai1ie Road.
Prior to the on-site investigation, h istorical and current aerial photography (from
1995 through 2012), and available maps including the US Geological Survey
(USGS) topographic map (Wellborn, Texas Quadrangle), the National Wetland
Inventory (NWI) map, and soil survey data for the area were reviewed. This data is
included as figures in Attachment A. Photographs from the on-site assessment are
included in Attachment B.
Mr. Rob Elsner
Page 2
June 4 , 2013
In reviewing the aer ial photography and available mapping data, the drainage ditch
did not replace , modify, or extend an existing stream channel. The drainage ditch
appears to have been constructed to provide storm drainage following rain events
from the adjacent medical center property and City of College Station park property.
In reviewing the USGS topographic map (Figure A-1), which was photo-revised in
1980, the contours suggest a preferential flow path in the general vicinity of the
drainage ditch ; however, the map did not identify a defined stream channel. This
finding was also supported on the NWI map (Figure A-2), which was produced in
1982; subsequent to the USGS map 's publication. Further, the NWJ map did not
identify any potential wetland areas in the general vicinity of the drainage ditch. The
first readily available data source that shows the drainage ditch is the 1995 aerial
photograph (Figure A-3). It is my opinion that the drainage ditch was constructed
between 1980 and 1995.
The general project area, which includes the Strategic Behavioral Health facility
property, is located on or immediately adjacent to the topographic divide between
Bee Creek and L ick Creek. The drainage ditch in question conveys drainage toward
the Bee Creek watershed. It is my opinion that the slope of the area surrounding the
ditch was insufficient to create a natural , defined stream channel displaying an
ordinary high water mark. It is not until further downstream (approximately 1,350
linear feet from the Strategic Behavioral Health property) that the slope was
sufficient enough to create adequate scour to support the formation of a defined
ordinary high water mark. Therefore, historically, the area currently occupied by the
drainage ditch would have been considered an upland area -a swale at most.
During the May 30, 2013 on-site investigation, cattail (Typha spp.) were observed
within the ditch . It is my opinion that when the ditch was constructed, it had
inadequate slope, which caused the ditch to retain water. Consequently, water within
the ditch is retained with sufficient frequency and duration to support the
colonization of cattail (Typha spp.). If the ditch were constructed properly with
sufficient slope, water would not be retained within the channel and therefore the
cattail would not have the opportunity to colonize. Regardless , the cattail currently
occupy a man-made feature.
To conclude, despite the presence of cattail and the conveyance of excess storm water
to an unnamed tributary to Bee Creek, the drainage ditch south of Rock Prairie Road
should not be con s idered a water of the US subject to Section 404 of the CWA. It is
my opinion that the drainage ditch does not have a significant nexu s to the Brazos
Mr . Rob Elsner
Page 3
June 4, 2013
River. It is simply a man-made feature that was constructed in uplands . Thus , there
would be no requirement for a Section 404 of the CWA permit from the U.S. Army
Corps of Engineers (USACE) for the minor grading work proposed. Further, the
detention pond , under construction , is also located in uplands and therefore would
not require USACE review.
If you have any questions regarding the determination , please feel free to contact me
at (979) 694-7619 (office) or (817) 845-3280 (mobi le).
Sincerely,
ALAN PLUMMER ASSOClA TES , INC.
Loretta E. Mokry, PWS
Attachments
cc: Ms. Veronica Morgan , P.E., Mitche ll and Morgan , LP
Ryan Clark, Thomas Construction Group
Laura Miller, LS3P
ATTACHMENT A
FIGURES
~ DRAINAGE DITCH
D PROJECT AREA
DATE: 6/4/2013
400 200 0 Feet
FIGURE A-1
U.S. GEOLOGICAL SURVEY
WELLBORN, TEXAS TOPOGRAPHIC QUADRANGLE
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEGE STATION, BRAZOS COUNTY, TEXAS
SOURCE: TNRIS/USDA NAIP • 2012 AERIAL PHOTOGRAPH
1320 S. UNIVERSITY DRIVE
SUITE 300
FORT WORTH, TEXAS 76107
PHONE: (817) 806-1700
FAX: (817) 870-2536
FIGURE 1OF7
DRAINAGE DITCH
D PROJECT AREA
DATE : 6/4/2013
400 200 O Feet
FIGURE A -2
NATIONAL WETLAND INVENTORY MAP
WELLBORN , TEXAS TOPOGRAPHIC QUADRANGLE
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEGE STATION, BRAZOS COUN T Y, TEXAS
SOURCE : TN RIS/USDA NAIP · 201 2 A ER IAL PH OTOGR A PH
1320 S . UNIVERSITY DRIVE
SUITE 300
FORT WORTH, TEXAS 76107
PHONE : (817) 806-1700
FAX : (817) 870-2536
FIGU RE 2 OF 7
D PROJECT AREA
DATE: 6/4/201 3
400 200 0 Fe et
FIGURE A-3
1995 AERIAL PHOTOGRAPH
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEGE STATION, BRAZOS COUNTY, TEXAS
SOUR CE : TNRIS/USDA NAIP -1995 AERIAL PHOTOGRAPH
1320 S . UNI VERSITY DRIV E
SU ITE 300
FORT WORTH, TEXAS 76 107
PHONE : (817) 806-17 00
FAX : (81 7) 870-2536
FIGUR E 3 OF 7
D PROJECT AREA
DATE : 6/4/2 013
400 200 0 Feet
FIGURE A-4
2005 AERIAL PHOTOGRAPH
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEG E STATION , BRAZOS COUNTY, TEXAS
SOUR CE TNRI S/USD A NAIP -2005 A ER IAL PHOTO G RAP H
1320 S . U NIVERS IT Y DRIVE
SUITE 300
FORT WORTH. TEXAS 76107
PHONE : (8 17 ) 806-1700
FAX : (8 17) 870-2536
FIGURE 4 OF 7
D PROJ ECT AREA
DATE : 6/4/2 01 3
400 200 0 Fee t
FIGURE A-5
2009 AERIAL PHOTOGRAPH
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEGE STATION, BRAZOS COUNTY, T EXAS
SOURCE : TN RIS/USDA NAI P -20 09 A ER IAL PHOTO GRAPH
1320 S . UNIVERSITY DRIV E
SUITE 300
FORT WORTH. TEXAS 76 107
PHONE : (8 17 ) 806-1700
FAX : (817) 870-2536
FIGURE 5 OF 7
D PROJECT AREA
DATE : 6/4/2013
400 200 0 Fe et
FIGURE A-6
2012 AERIAL PHOTOGRAPH
STRATEGIC BEHAVIORAL HEALTH PROJECT SITE
DRAINAGE DITCH CWA STATUS
COLLEGE STATION , BRAZOS COUNTY, TEXAS
SOURCE : TNRI S/B IN G -201 2 AERIAL PHOTOGRA PH
1320 S . UNIVERSITY DRIVE
SUITE 300
FORT WORTH, TEXAS 76107
PHONE : (8 17 ) 806-1700
FAX : (817) 870-2536
FIGURE 6 OF 7
Soil Map-Brazos County , Te xas
(Dra inage Ditch_Strategic Be havioral Health)
;... f-.
"' F I GURE A-7 f.-
ill 1o O>
8 758900 759000 759100 759200 759300 759400 759500 759600 759700 759800 759900 760000 760100 760200 760300 760400
30' 35' 5" ,._ 30' 35' 4" :g
"' "'
0 0 0 0 <O <O
<O <O ., .,
"' "' "' "'
0 0 0 0 "' "' <O <O ., .,
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0 0 0 0 .., ..,
<O "' ., !!l "' "' "'
0 0 0 0 "' "' <O <O ., .,
"' "' "' "'
0 0 0 0
~ N :g
"' "' "' "'
§ 0 ~
<O :g .,
"' "' "' "'
0 0
0 0
0 0 :g <O
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0 0 0 0 ~ O>
"' ., .,
"' "' "' "'
0 ~ 0
0 0 ., .,
"' "' ., "' "' "' "' "'
0 0
0 0 ,._ ,._
"' "' "' i!l "' "' "'
30" 34' 31 " 30" 34' 30''
758900 759000 759100 759200 759300 759400 759500 759600 759700 759800 759900 760000 760100 760200 7603 00 760400
f-. Ma p Scale: 1:7 ,570 if printed on A size (8 .5" x 11 ") s heet. ;.,
"' f.-
1o N Me te rs ill O> A 0 100 200 400 600
Fee t
0 4 00 800 1,600 2 ,4 00
US DA Natural Resources Web So il Survey 6/4/2013 ~ Conservation Service National Cooperative Soil Survey Page 1 of 3
USDA
:iiiii
Soil Map-Brazos County , Texas
(Drainage Ditch_Strategic Behavioral Health)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
LJ Soil Map Un its
Spec ial Po int Features
(!) Blowout
~ Borrow Pit
* Clay Spot
• Closed Depress ion
x Gravel Pit
.. Gravelly Spot
@ Landfill
/\. Lava Flow
~ Marsh or swamp
11'-Mine or Quarry
@ Miscellaneous Water
@ Perennial Water
v Rock Outcrop
+ Saline Spot
.. Sandy Spot
-Severely Eroded Spot
¢ Sink ho le
p Slide or Slip
" Sodic Spot
·= Spoi l Area
0 Stony Spot
Natural Resources
Conservation Service
(l) Very Stony Spot
f We t Spot
.t. Other
Special Line Features
~ Gully
Short Steep Slope
other
Political Features
0 Cities
Water Features
Streams and Canals
Transportation m Rails -Interstate Highways -~
~
US Routes
Major Roads
Lo ca l Roads
Web Soil Survey
National Cooperative So il Survey
Map Scale: 1 :7 ,570 if printed on A size (8.5" x 11 ") sheet.
The soi l surveys that comprise your AOI were mapped at 1 :20 ,000 .
Warning : So il Map may not be valid at this scale .
Enlargement of maps beyond the scale of mapping can cause
misunderstand ing of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map : Natural Resources Conservation Service
Web So il Survey URL: http ://websoilsurvey.nrcs .usda.gov
Coordinate System : UTM Zone 14N NAD83
This product is generated from the USDA-NRCS certified data as of
the vers ion date(s) listed below.
Soil Survey Area :
Survey Area Data :
Brazos County , Texas
Version 10 , Sep 20 , 2012
Date (s) aerial images were photographed : Data not available .
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result , some minor shifting
of map un it boundaries may be evident.
6/4/2013
Page 2 of 3
So il Map-Brazos County, Texas
Map Unit Legend
US DA
""iiiF
Map Unit Symbol
BoA
BrB
RsC
Sa
TaA
TuA
ZuB
Totals for Area of Interest
Natural Resources
Conservation Service
,,
Brazos County, Texas (TX041)
Map Unit Name Acres In AOI
Boonville fine sandy loam , 0 to 1 percent
slopes
Boonville-Urban land complex , O to 3 percent
slopes
Rosanky fine sandy loam , 2 to 5 percent
slopes
Sandow loam , frequently flooded
Tabor fine sandy loam , 0 to 2 percent slopes
Tabor-Urban land complex , 0 to 2 percent
slopes
Zulch fine sandy loam , 1 to 3 percent slopes
Web Soil Survey
National Cooperative Soil Survey
20 .7
6.0
11 .3
10.6
2.5
187.0
3.0
241 .2
Drainage Ditch_Strategic Behavioral Health
Percent of AOI
8.6 %
2.5 %
4.7 %
4.4%
1.0%
77 .5%
1.3%
100.0%
6/4/2013
Page 3 of 3
ATTACHMENT B
PHOTOGRAPHS
't • ,
Pl . Looking south along drainage ditch from Rock Prairie Road
P2 . Sub-drainage pipe below drainage ditch south of Rock Prairie Road
P3. Concrete lined drainage ditch and culvert drainage inlet north of Rock Prairie Road
P4 . Concrete-lined drainage ditch which provides storm drainage for residential development
north of Rock Prairie Road.
Danielle Singh, P.E.
Assistant City Engineer
City of College Station
Planning and Development Services
P.O . Box 1100
College Station, TX 77840
MITCHELL
M M
·-·
MORGAN
July 12, 2013
RE: Proposed Rock Prairie Road 'V'-Notch Weir for Strategic Behavioral Health
Danielle ,
Thanks for talking with me yesterday regarding the 'v' -notch weir that we need to cut in the headwall at
the Rock Prairie Road drainage structure. As construction progressed on the SBH project, we realized
that the detention pond outfall was below the flowline of the adjacent overgrown channel. To remedy
the situation we will need to regrade this ditch from the SBH pond outfall to Rock Prair ie Road . The
existing ditch is very overgrown , does not drain we l l and has numerous low points which collect water
continuously from irrigation runoff. A picture of th is drainage structure in which we need to notch the
top by 6 inches is shown below. A 12-inch pipe is what can be seen coming through the wall, wh ich
should give you a frame of reference for the height of the wall.
I have attached the grading sheet showing the grading proposed and the location of the 'v' -notch weir in
the wall. Please note that I we have performed our necessary due dil igence for any potential wetland
issues. (see attached letter from Alan Plummer & Associates) We also have obtained permission from
College Station Parks and Rec r eation Department head, David Schmitz, and The MED, Frank Hartman, to
do the necessary grading on their properties (see attached correspondence).
Please let me know if notching this wall is acceptable to the City of College Station . As always please do
not hesitate to call if you have any questions .
sj;1v ,
Veron ica J.B. or
Managing Partner
5 11 UN IVER Si Y ORM EASI, SUi l! 204 • COLL EGf SfATI ON, TX 7784 0 • 1 979260.696 3 • r 9 79 260 3~&J
Mr. Rob Elsner
Executive Director of Environmental Services
Strategic Behavioral Health, LLC
8295 Tournament Drive, Suite 201
Memphis, Tennessee 38125
Dear Mr. Elsner,
June 24, 20 13
Please accept this letter as permission for your contractor on the Strategic Behavioral
Health (SBH) hospital project to clear and do minor grading work on the MED property .
An exhibit showing where this work will be accomplished as well as the extent of this
work is attached. We understand that the con tr actor will be removing a bank of dirt that
may have originated as spoils from an old sanitary sewer line project constructed years
ago . It appears that the spoils were discarded and not removed from the site . Removal
of this mound wi ll allow the SBH detention pond outfall to have access to the existing
downstream ditch on the City of College Station Parks property . We understand that the
ar ea to be regraded will be fine graded and reseeded with native plant materi als upon
completion and that the contractor will prevent si lt from migrating downstrean1 durin g
th is construction.
Please do not hesitate to contact me if yo u ha v e any qu estions.
Sincerely,
Frank Hartman
Director of Property & Facilities
The MED
Cc : Veronica Morgan, Mitchell & Morgan,LLP
Ryan Clark , Thomas Construction Group
La ura Miller, LS3P
r ...
NOTICE OF CONFIDENTIALITY RIGHTS: IF YOU ARE A
NATURAL PERSON, YOU MAY REMOVE OR STRIKE ANY
OR ALL OF THE FOLLOWING INFORMATION FROM ANY
INSTRUMENT THAT TRANSFERS AN INTEREST IN REAL
PROPERTY BEFORE IT IS FILED FOR RECORD IN THE
PUBLIC RECORDS: YOUR SOCIAL SECURITY NUMBER
OR YOUR DRIVER'S LICENSE NUMBER.
DATE :
GRANTOR:
TEMPORARY BLANKET UTILITY EASEMENT
_, 2013
STRATEGIC BH--COLLEGE STATION, LLC ,
a Delaware limited liability company
GRANTOR'S MAILING ADDRESS:
. (including County)
3550 Normand Drive
Brazos County
Da e Bk Vol Ps
01151193 OR 11257 23 5
College Station, Texas 77845
GRANTEE: CITY OF COLLEGE STATION, TEXAS
GRANTEE'S MAILING ADDRESS:
(including County)
1101 Texas Avenue
Brazos County
College Station, Texas 77842
CONSIDERATION: Ten Dollars ($10 .00) and other good and valuable consideration.
PROPERTY:
All that certain lot, tract or parcel of land lying and being situated in Brazos
County, Texas, being Lot Tlu·ee (3), of COLLEGE STATION MEDICAL +
SENIOR LIVING Subdivision to the City of College Station, Brazos County,
Texas, according to the Plat recorded in Volume 11071 , Page 177 , Offic.ial
Records of Brazos County, Texas.
Page 1
0 : 5 EASEMENTS/Stra tegic EH-College Station/te mporm y blanket utility easement.docx 03115120 13
ESTATE GRANTED:
Doc Bk Vo l pg
01 1511 93 OR 11 257 236
1. GRANTOR grants to GRANTEE an undefined or "blanket" easement for various
utilities, to be restricted hereafter to the as-built area, and defined by subsequent
survey or plat.
2 . GRANTOR does hereby grant, bargain, sell and convey unto GRANTEE, its
successors and assigns, an undefined easement in and to the above-described
parcel of land; GRANTEE to install, maintain, repair , rebuild, operate, inspect ,
improve and remove all utility facilities, including conduits, duct lines , vault s,
fittings , appliances and equipment, upon, ov er, across and /or under the above -
described property.
RESERVATIONS AND RESTRICTIONS:
1. This conveyance is only for the right, privilege and easement for the aforesaid
purposes. GRANTOR and its successors and assigns shall have the right to use
and to grant to others the right to use the easement area for any purpose which
will not umeasonably interfere with the safe and reasonable maintenance and
operation of installations to be made by GRANTEE therein.
2. GRANTEE covenants and agrees to interfere as little as possible with the normal
flow of vehicular and pedestrian traffic over and upon the site, and to restore the
surface of the site, whenever and wherever disturbed by GRANTEE, to as good a
condition as existed at the time of such disturbance.
3. GRANTEE hereby covenants and agrees that in the event the future development
or expansion of either the site or adjacent land, or both, requires the relocation of
the facilities already constructed and installed in the easement area , GRANTEE
will relocate such facilities, at the request and expense of GRANTOR, provided
such relocation is sound and feasible from an engineering standpoint as
reasonably determined by GRANTEE, and provided further that GRANTOR shall
grant to GRANTEE a substitute easement, by instrument in recordable form
providing for such relocation.
4. The easement is intended to be temporary, but the rights granted hereunder shall
not terminate unless GRANTOR shall deliver a final "As Built" survey or plat, as
approved by GRANTEE, showing the location of all necessary utility services ,
equipment, and facilities as determined by GRANTEE. The "As Built" survey or
plat shall delineate all proposed permanent easement areas to enable GRANTEE
to maintain, repair, rebuild, and operate the equipment and perform all other
activities described in paragraph 2 above, and GRANTOR or its successors shall
thereafter execute an instrument in recordable form perfecting the rights existing
hereunder in and to the "As Built" area.
Page2
0 : 5 EA SEMENTS/Strategic EH-College Station/tempormy blanket utility eas ement.docx 0311512 013
Do c Bk Vol pg
0115119 3 OR 11 25 7 237
5. GRANTOR wanants the rights and interests herein described unto the
GRANTEE, and its successors and assigns, forever, and GRANTOR does hereby
bind itself, its successors and assigns, to warrant and forever defend, all and
singular, these rights and interests unto the GRANTEE, and its successors and
assigns, against every person whomsoever lawfully claiming, or to claim same, or
any pa11 thereof.
STRATEGIC BH--COLLEGE STATION, LLC, a Delaware limited liability company
By : (l-___ ------6-rA'tffi'+-E-,~-S-T-.-S-H_A_HE_•E_N_,-JR-.,-M-a-n-ag-er
By:£~~ EDWARDi.D~er
CONSENT A.ND SUBORDINATION BY LIENHOLDER
Lienli er, as the holder of liens(s) on the fee simple title to the Easement Property, con ts to
the above ·ant of an easement, including the terms and conditions of such grant, an 1enholder
subordinates i ien(s) to the rights and interests of the easement, such that a :D closure of the
lien(s) will not extl uish the rights and interests of the easement.
corporation
APPROVED AS TO FORM.
THIS DOCUMENT MA OT
BE CHANGED WI UT
RE-SUBMISSIO OR APPROVAL
Page 3
0 : 5 EASEMENTS/Strategic EH-College Station /temporary blanket utility easement . docx 0311512013
5
Do c Bk Vol Ps
01 15 1193 OR 11257 238
GR ANTQR warrants the rights and interests herein described unto
GRANTEE, and its successors and assigns , forever, and GRANTOR does he y
bind itself, its successors and assigns, to warr ant and forever defen all and
ingular, these rights and interests unto the GRANTEE, and its cesso rs and
ass s, against every person whomsoever la wfully claiming o cl aim s am e, or
any part reof.
CONSENT AND SUBORDINATION BY LIENHOLDER,
Lienholder, as the holder of liens(s) on the fee simple title to the Easement Propetty, consents to
the above grant of an easement, including the tenns and conditions of such grant, and Lienholder
subordinates its lien(s) to the rights and interests of the easement, such that a foreclosure of the
lien(s) will not extinguish the rights and interests of the easement.
APPROVED AS TO FORM.
THIS DOCUMENT MAY NOT
BE CHANGED WITHOUT
RE-SUBMISSION FOR APPROVAL
FIFTH THIRD BANK, an Ohio state banking
corporation
Page 3
0 : 5 EA SEMENTS/Strategic EH-College Statio11 /1emporary blanket utility e asem ent.doc.~ 0311512013
THE STA TE OF TENNESSEE §
Doc Bk Vol P~
01 1511 93 OR 11 257 239
§ ACKNOWLEDGMENT
COUNTY OF Shlb<tf §
This instrument was aclmowledged before me on this ~day of (\fl .OJ"L c};J ,
2013 , by JAMES T. SHAHEEN, JR., Manager of STRATEGIC BH --COLLEGE STATION,
LLC, a Delaware limited liability company, on behalf of said STRATE GIC BH --COLLEGE
STATION, LLC , a Delaware limited liability company.
,,,111111111111111. s-'~' ~~ E. tc.l 1111, $-~",..-.;, ......... !$/,~
$Q:-.V.:,·' STAT E ··.~%
~l OF··*
j f TE NN ESS EE l ~ ~ \ NOTARY ! ~
~ '• PUBllC : ~ ~l~··· ~· .... ·\~ ~;;7),t-\''•····· ~ ~111.~-lBY ·\~" 11111111111111111111<~
MY COMMISSION EXRIA ES:
THE STATE Q¥101J'ENlQJ.EssEE
COUNTY OF 5h e J,)2'·.f I
§
§
§
ublic in and for the State of Te!U1esse e
ACKNOWLEDGMENT
This instrument was aclmowledged before me on this c2Js./ day of /Yla~·c )1 ,
2013, by JOHN H. DOBBS , JR, Manager of STRATEGIC BH --COLLE GE STATION, LLC ,
a Delaware limited liability company, on behalf of said STRATEGIC BH --COLLEGE
STATION, LLC, a Delaware limited liability company.
THE STATE OF TENNESSEE
COUNTY OF JJ~
§
§
§
Notary Public in and for the State of Tennessee
ACKNOWLEDGMENT
This instrument was aclmowledged before me on this d. t P day of Jf){).)...C.( ,
2013 , by W. CHRISTOPHER CROSBY, Manager of STRATEGIC BH --COLLEGE
STATION, LLC, a Delaware limited liability company, on behalf of said STRATEGIC BH --
COLLEGE STATION, LLC, a Delaware limited liability company.
Notary Public in and for the State of T e!U1ess ee
Page4
0 : 5 EASEMENTS/Str ategic EH-College Station /tempora1 y blanke t utility ease men t.docx 0311512 01 3
THE STATE OF TENNESSEE §
§ ACKNOWLEDGMENT
Doc Bk Vol Pe
0115119 3 OR 11 257 24 0
COUNTY OF J~ §
(}4 '\ ~!:
This instmment was acknowledged before me on this a<_(_ day of J1afldv ,
2013, by EDWARDS J. DOBBS, Manager of STRATEGIC BH --COLLEGE STATION, LLC,
a Delaware limited liability company, on behalf of said STRATEGIC BH --COLLEGE
STATION, LLC , a Delaware limited liability company.
~\\\\\llll/111~ ~ ~H., ~ ~~ STATE Q~~ ::::~l Of ~ :::: ~ rtMesaE :::
~o ~.f.OW?V ..,._::;
~o PlQlc ~;:::: ~(;..~ @i~ ~ ~/,i!YO F ~~ ~ ~ oo,, ~l/f//ff \\\\\\~ .')~
r./f , .~ .. ~ I •"' 4,~
THE STATE OF -----
COUNTY OF ____ _
§
§
§
Notary Public in and for the State of Tennessee
ACKNOWLEDGMENT
This instrument was aclmowledged before me on this __ day of ______ _
2013, by , , of FIFTH THIRD BANK, an
Ohio state banking corporation, on behalf of said FIFTH THIRD BANK, an Ohio state banking
corporation.
PREPARED IN THE OFFICE OF:
City of College Station
Legal Department
P.O. Box 9960
College Station, Texas 77842-9960
Notary Public in and for the State of ____ _
Page 5
RETURN ORIGINAL DOCUMENT TO:
City of College Station
Legal Department
P.O. Box 9960
College Station, Texas 77842-9960
0 : 5 EASEMENTS/Strategic EH-College Station/temporary blanket utility easement.docx 03 11512013
THE STATE OF TENNESSEE
COUNTY OF ___ _
§
§
§
Doi:: Bl: Vol. f'9
01151 193 OR 11 257 24 1
ACKNOWLEDGMENT
This instrument was acknowledged before me on this __ day of------~
2013, by EDWARDS J. DOBBS, Manager of STRATEGIC BH --COLLEGE STATION, LLC,
a Delaware limited liability company, on behalf of said STRATEGIC BH --COLLEGE
STATION, LLC, a Delaware limited liability company.
. THE STATE OF ') r--)
COUNTY OF .Dttv 1D~ o,..J
§
§
§
-------·-·-·
Notary Public in and for the State of Tennessee
ACKNOWLEDGMENT
This instrument was acknowledged before me on this ;J/ff°day of /llo,at_
2013, by 15'; ii 1Jv-..-d I , El. i~tA-"'-1-f,p, tr , of FIFTH-T~H-IR~D-B_A_N_K_,_an
Ohio state banking corporation, on behalf of said FIFTH THIRD BANK, an Ohio state banking
corporation.
PREPARED IN THE OFFICE OF:
City of College Station
Legal Department
P.O. Box 9960
College Station, Texas 77842-9960
Page 5
My Commlt»lon Exp/rN
Jfmullry I, 2014
RETURN ORIGINAL DOCUMENT TO:
City of College Station
Legal Department
P.O. Box 9960
College Station, Texas 77842-9960
O: 5 EASEMENTS/Strategic BR-College Stationltemporary blanket utility easemen t.doc.r 0311512013
Doc Bk Vol P!l .
01151193 OR 11257 2U
riled ror Record In:
e.RAZOS COUtnY
on: APr 0512013 at 03:49P
Amount
As a
f\ecord i n9s
011.51193
.l,4,1)0
Rer.eiPt ttu1~ber -'i6671B
B!!r
F'atsY l1o ntalbo.no
STATE OF TEXAS COUMTY OF BRAZOS
I hereb !I certif!I thut this instrument uas
filed on the date and t i111e sta1dPed hereon b!l w~
nod was dul!l recorded in the \lolu111e o.nd pu~e
of the Official Public records of:
BRAZOS COUNTY
as stati1 Ped hereon b!l tie.
APr 0512013
Karen M1:Queen1 Brazos Count!-! Clerk
BRAZOS COUMTY
STRATEGIC BEHAVIORAL HEAL TH, LLC
WATER LINE ANALYSIS
February 2012
PREPARED FOR:
STRATEGIC BEHAVIORAL HEAL TH , LLC
JIM SHAHEEN
8295 TOURNAMENT DR . SUITE 201
MEMPHIS , TENNESSEE 38125
Submitted to
CITY OF COLLEGE STATION
the heart oftht Research Valley
By
MITCHELL
MM
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVERSITY DRIVE , SUITE 204
COLLEGE STATION , TX 77840
OFFICE (979) 260-6963
FAX(979)260-3564
CERTIFICATION
This report for the water design for Strategic Behavioral Health of College Station Site was
prepared under my supervision in accordance with provisions of the Bryan/College Station
Unified Design Guidelines for.J.b..~ers of the property .
~011 I':,,,, :-~'\fl-············ ~..f: '•• .:,. ..... *~· . .,"'1\S" ,, :: ... ... "· .., '· .... "' . . .. .,................... \*~ ~ VERONICA is ................. ~ ~ ..... ! ............. : .. :.~QRGAN ~
?. ~ ~ n689 "'Tii: .. ,
... ~ /<ii~ 11 ~"·~r:>isrE~~~·"#; .Ir. AA..'"2 •1, U".s-~ ........... :..,6-.:ten n ,~:c.....h-r~
''\ ONAL €.\~---r l'"'V\ T
Veronica J.B. M gan, P.E., ~~-..,. 2/l/1?
Registered Professional Engineer
State of Texas No. 77689
Strategic Behavioral Health Page 1
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INTRODUCTION
WATERLINE ANALYSIS
STRATEGIC BEHAVORIAL HEAL TH
FEBRUARY 2013
Strategic Behavioral Health (SBH) will be located in College Station, Texas, southeast of the
College Station Skate Park and at the future intersection of Arnold Rd . and Normand Dr., across
from the College Station Medical Center. The new extensions of Arnold Rd . and Normand Dr.
will be built concurrently with the SBH by others. The proposed development will be a single
medical facility housing a cafeteria, gymnasium, multiple courtyards , offices, common gathering
areas and patient rooms. The overall site plan is provided in Exhibit 1.
FIREFLOW DESIGN CRITERIA
The updated City of College Station system MikeNET model created for the SBH's waterline
analysis (Mitchell & Morgan -March 2009) was used. In order to determine if this model was
calibrated two runs were performed .
1. Run 1 -Average Day Conditions without SBH's Development (Exhibit 3A/38)
2 . Run 2 -Average Day Conditions without SBH's Development and Fire Flow at Node
59923 (Exhibit (9A/98)
The results from these runs were compared to a fire flow pressure test performed by City of
College Station Utilities (Exhibit 11). Based on the output it was determine that the model used
underestimated pressures measured in the field . As a result the model is considered to be
conservative in predicting pressures of modeled water distribution system. A comparison of
measured and modeled values can be found in Table 1.
Table 1 -Calibration Results
FLOW HYDRANT
Measured Modeled
Node Number 59923
Nozzle size 2 .5
Pitot readina in PSI 75 89 .4
Flow in G.P.M. 1455
STATIC HYDRANT
Measured Modeled
Node Number 2073
Static PSI 95 90 .7
Residual PSI 92 90
Strategic Behavioral Health Page 2
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The demands utilized for this analysis were based upon the flow demands estimated by the
MEP engineer using fixture units within the building. Table 2 illustrates how the water demands
were calculated.
Table 2 -Water Line Demand Data
Avg Peak
Use Area (SF) Demand Demand
(lpm) (gpm)
Medical 52,574 30 120 .0
These water demands were allocated to Node 59926 in the model, while Table 3 shows the
water line information (size, length, connectivity) for the model. The corresponding MikeNET
line and node identifiers are provided in Exhibit 2 and 3 .
Table 3 -Water Line Length Data
Pipe Number From Node To Node Length (ft) Size (in)
4245 59917 59918 224 .8 6
4246 59918 59919 67.0 6
4247 59919 59920 65 .3 6
4248 59920 59921 32 .1 6
4249 59921 59922 26.5 8
4250 59922 59923 146.6 8
4251 59920 59924 22 .8 6
4252 59925 59926 316.4 12
4253 59926 59927 764.1 12
4254 59927 59928 185 .3 12
4255 59928 2149 72 .2 12
SBH hospital is a total of 52,574 square feet and will be built using Type VA construction. SBH
will have a maximum fire area of 30,633 square feet given internal fire walls constructed within
the building . The facility will contain a fire suppression system. Based upon Table 8105.1 of
the 2012 International Fire Code (Exhibit 10) the required fire flow for this facility is 3,250 gpm.
This flow can be reduced by 50 percent due to of the presence of a fire suppression system,
resulting in a required fire flow of 1625 gpm.
The following Runs were tested to observe the system behavior during various loading
conditions:
3. Run 3 -Peak Day with Fire Flow split between the Normand Dr. and Arnold Rd.
Hydrants Nodes 59924 & 59926. (Exhibit 7 A/78)
Strategic Behavioral Health Page 3
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4 . Run 4 -Peak Day with Fire Flow split between the Normand Dr. and SHB Hydrants
Nodes 59942 & 59917. (Exhibit BA/88)
The results from these runs show that the current waterlines will sufficiently serve the fire flow
needs of SBH, keeping pressures in the proposed waterlines above 20 psi, and velocities at or
below 12 fps .
It is important to note that where nodes/lines have unusual flow and pressure numbers in the
results tables is due to their being disconnected from the model. This was caused when lines
were closed within the mode.
Strategic Behavioral Health Page4
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ATTACHMENTS
EXHIBIT 1:
EXHIBIT 2A:
EXHIBIT 28:
EXHIBIT2C:
EXHIBIT 3A:
EXHIBIT 38:
EXHIBIT 4A:
EXHIBIT48:
EXHIBIT SA:
EXHIBIT 58:
EXHIBIT SA:
EXHIBIT68:
EXHIBIT7A:
EXHIBIT78:
EXHIBIT 8A:
EXHIBIT 88:
EXHIBIT 9A:
EXHIBIT 98:
EXHIBIT 10 :
EXHIBIT 11:
Overall Site Layout
MikeNET Site Layout
MikeNET Node Identifier Map
MikeNET Link Identifier Map
Existing Average Day Conditions without SSH -Junction Results
Existing Average Day Conditions without SSH -Pipe Results
Existing Peak Day Conditions without SSH -Junction Results
Existing Peak Day Conditions without SBH -Pipe Results
Proposed Average Day Conditions with SHB-Junction Results
Proposed Average Day Conditions with SHB -Pipe Results
Proposed Peak Day Conditions with SHB-Junction Results
Proposed Peak Day Conditions with SHB -Pipe Results
Future Peak Day Demand with Fireflow spilt between Normand Dr. and Arnold
Rd. -Junction Results
Future Peak Day Demand with Fireflow spilt between Normand Dr. and Arnold
Rd. -Pipe Results
Future Peak Day Demand with Fireflow spilt between Normand Dr. and SSH
Rear Hydrants -Junction Results
Future Peak Day Demand with Fireflow spilt between Normand Dr. and SSH
Rear Hydrants -Pipe Results
Calibration Run -Junction Results
Calibration Run -Pipe Results
Table 8105.1 of the 2012 International Fire Code
College Station Hydrant Data
Strategic Behavioral Health Pages
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EXHIBIT2A
MikeNET Site Layout
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EXHIBIT2B
MikeNET Node Identifiers
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EXHIBIT2B
MikeNET Node Identifiers
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EXHIBIT2C
MikeNET Link Identifiers
• • • • • • •
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EXHIBIT2C
MikeNET Link Identifiers
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EXHIBIT3A
MikeNET Link Identifiers
Description: Steady State Analysis
Existing Average Day Demand on System
Results -Junctions
Number of Junctions: 27(Selection)
I Junction ID Description Elevation Demand Grade Pressure
(ft] (gpm) (ft) (psi]
2022 WPIPEFIT 300.862 16.787 515.518 93 .011
2033 WPJPEFIT 302.907 1.361 515.472 92.104
2041 WPIPEFIT 307.258 2 .993 515.483 90.224
I 2061 WPIPEFIT 311.033 2.507 515.491 88.592
I 2073 WPIPEFIT 306.000 40.650 515.408 90.736
I 2076 WPIPEFIT 317.572 0.630 515.495 85.760
I 2078 WPIPEFIT 308.000 0.000 515.480 89.901
2080 WPIPEFIT 318 .000 0.401 515.496 85.575
2091 WPIPEFIT 316 .000 0.000 515.560 86.469
I 2102 WPIPEFIT 315.418 0 .000 515 .560 86.722
2149 WVALVE 308 .000 2.607 514.785 89.600
2157 WPIPEFIT 308 .000 2 .965 514.785 89.600
2162 WPIPEFIT 305 .000 0.330 515.747 91.317
2179 WPIPEFIT 304 .000 1.704 515 .706 91.732
: 2185 WV AL VE 298.022 3.022 514.784 93.923
59917 310.870 0 .000 461.259 65.163
59918 308.520 0.000 461.259 66.182
1 59919 307.880 0.000 461.259 66.459
1 59920 307.760 0 .000 461.259 66.511
I 59921 307.330 0.000 461.259 66.697
Exhibit 3A
1 Junction ID Description Elevation Demand Grade Pressure I
I
(ft] (gpm) (ft] (psi]
I 59922 306 .670 0.000 461.259 66 .983
1 59923 307.000 0.000 515.497 90.342 I
1 59924 307.330 0.000 461.259 66.697
I 59925 307.400 0 .000 515.483 90.162
I 59926 308.800 30.000 -3341499.75 -144800 5 .62
I 59927 307.800 0.000 -3341499 .75 -1448005 .25
1 59928 307.400 0 .000 -3341499.75 -1448005 .00
Exhibit 3A 2
EXHIBIT 3B
MikeNET Link Identifiers
Description: Steady State Analysis
Existing Average Day Demand on System
Results -Pipes
Number of Pipes: 25(Selection)
I Pipe ID Description Node 1 Node2 Diameter Length Roughness
I [in] [ft] [millift]
I 224 WMAfN 2162 2179 2.000 370.211 135.000
I 294 WMAIN 2149 2157 12 .000 122.322 140.000
I 295 WMAIN 2157 2185 6.000 868.914 140.000
) 1135 WMAfN 2078 2073 8.000 249.020 135 .000
I 1759 WMAfN 2076 2061 12 .000 279.079 125.000
I 1160 WMAfN 2041 2033 12 .000 267.124 125.000
I 1762 WMAIN 2061 2041 12.000 276.290 125.000
I 2112 WMAfN 2022 59923 12 .000 418.816 135.000
I 2113 WMAIN 2102 2091 8.000 319.550 140 .000
1 2623 WMAfN 2102 2162 6.000 977.433 125 .000
I 2624 WMAlN 2080 2102 6.000 336.323 125.000
1 3917 WMAfN 2076 2080 12.000 53 .770 125 .000
I 4243 WMAIN 59923 59925 12 .000 272.949 135.000
I 4244 WMAlN 59925 2078 12.000 64.049 135.000
I 4245 59917 59918 6.000 224 .850 150 .000
1 4246 59918 59919 6.000 67.020 150.000
1 4247 59919 59920 6.000 65.310 150.000
1 4248 59920 59921 6.000 32.180 150.000
I 4249 59921 59922 8.000 26.520 150 .000
1 4250 59922 59923 8.000 146 .620 150.000
Exhibit 3B
Flow Velocity Headloss
[gpm] [ft/s) [ft)
1.704 0.174 0 .040
-17.607 -0.050 0.000
3.022 0.034 0.001
111.168 0.710 0.073
64.836 0.184 0.005
102 .977 0.292 0.011
85.453 0 .242 0.008
126.168 0 .358 0.021
0 .001 0 .000 0.000
-38.691 -0.439 0.187 I
-38.691 -0.439 0 .064
-38.290 -0.109 0.000
126.168 0.358 0 .014
111.168 0.315 0.003
-0.000 -0.000 0 .000
-0 .000 -0.000 0.000 I
0 .000 0 .000 0 .000 I
0 .000 0.000 0.000 I
-0.000 -0.000 0 .000 I
0 .000 0 .000 0.000 I
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\Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Head loss
[in) [ft) [millift) [gpm) [ft/s) [ft)
1 4251 59921 59924 6 .000 22.800 150 .000 0.000 0.000 0.000
4252 59925 59926 12.000 316.480 150.000 0 .000 0 .000 0.000
4253 59926 59927 12.000 764 .110 150 .000 -15 .000 -0 .043 0 .000
4254 59927 59928 12.000 185.340 150 .000 -15 .000 -0 .043 0.000
4255 59928 2149 12.000 72 .280 150.000 0 .000 0 .000 0.000
Exhibit 3B 2
EXHIBIT4A
MikeNET Link Identifiers
Description: Steady State Analysis
Existing Peak Day Demand on System
Results -Junctions
Number of Junctions: 27(Selection)
\ Junction ID Description Elevation Demand Grade Pressure
I [ft] [gpm] [ft] [psi]
I 2022 WPIPEFIT 300.862 67.148 487.143 80.715
I 2033 WPIPEFIT 302.907 5.443 486.866 79.710
2041 WPIPEFIT 307 .258 11.974 486.801 77.796
2061 WPIPEFIT 311.033 10.026 486.771 76.147
I 2073 WPIPEFIT 306.000 162.600 487.131 78.484
I 2076 WPIPEFIT 317.572 2.521 486.763 73.310
I 2078 WPIPEFIT 308.000 0.000 487.132 77.618
I 2080 WPIPEFIT 318.000 1.604 486 .763 73 .125
I 2091 WPIPEFIT 316.000 0.000 486.758 73 .989
I 2102 WPIPEFIT 315.418 0.000 486.758 74.242
) 2149 WV AL VE 308 .000 10.428 486 .301 77.258
I 2157 WPIPEFIT 308 .000 11.860 486.303 77.259
l 2162 WPIPEFIT 305.000 1.318 486 .744 78 .750
I 2179 WPIPEFIT 304.000 6.818 486.218 78.955
) 2185 WV AL VE 298 .022 12.089 486 .287 81.575
I 59917 310 .870 0.000 486.566 76.129
I 59918 308.520 0.000 486.566 77.147
) 59919 307.880 0 .000 486.566 77.425
I 59920 307.760 0.000 486.566 77.477
I 59921 307.330 0 .000 486.566 77.663
Exhibit 4A
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I Junction ID Description Elevation Demand Grade Pressure
l [ft) [gpm) [ft) [psi)
I 59922 306.670 0.000 486.566 77.949
1 59923 307.000 0 .000 487.136 78.053
J 59924 307.330 0 .000 486 .566 77.663
I 59925 307.400 0.000 487.132 77.878
1 59926 308.800 120.000 -13367573 .0 -5792303.00
1 59927 307.800 0.000 -13367573 .0 -5792303 .00
1 59928 307.400 0 .000 -13 3675 73 .0 -5792302.50
Exhibit4A 2
EXHIBIT4B
MikeNET Link Identifiers
Description: Steady State Analysis
Existing Peak Day Demand on System
Results -Pipes
Number of Pipes: 25(Selection)
I Pipe ID Description Node 1 Node2 Diameter Length Roughness
I [in] [ft] [millift]
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224 WMAIN 2162 2179 2.000 370.211 135 .000
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294 WMAIN 2149 2157 12.000 122.322 140.000
I 295 WMAIN 2157 2185 6.000 868 .914 140.000
I 1135 WMAIN 2078 2073 8.000 249.020 135 .000
I 1159 WMAIN 2076 2061 12.000 279.079 125.000
I 1760 WMAIN 2041 2033 12.000 267.124 125.000
I 1762 WMAIN 2061 2041 12.000 276.290 125.000
I 2112 WMAIN 2022 59923 12.000 418.816 135 .000
I 2113 WMAIN 2102 2091 8.000 319.550 140 .000
2623 WMAIN 2102 2162 6.000 977.433 125.000
2624 WMAIN 2080 2102 6.000 336.323 125 .000
I 3917 WMAIN 2076 2080 12.000 53.770 125 .000
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4243 WMAIN 59923 59925 12.000 272.949 135.000
1 4244 WMAIN 59925 2078 12 .000 64.049 135.000
\ 4245 59917 59918 6 .000 224.850 150 .000
I 4246 59918 59919 6.000 67.020 150.000
1 4247 59919 59920 6.000 65.310 150.000
1 4248 59920 59921 6.000 32.180 150 .000
I 4249 59921 59922 8.000 26.520 150.000
1 4250 59922 59923 8 .000 146.620 150.000
Exhibit 4B
Flow Velocity Headloss j
[gpm] [ft/s] [ft]
6 .818 0 .696 0.525
-70.428 -0.200 0 .002
12.089 0.137 0.016
6.990 0.045 0 .000
-87.594 -0.248 0 .008
-271.250 -0.769 0 .065
-175 .792 -0.499 0.030
66.990 0.190 0.007
-0.000 0.000 0.000
9.574 0 .109 0 .014
9.574 0.109 0.005
11.178 0.032 0.000
66.990 0.190 0.004
6 .990 0.020 0.000
-0.000 -0.000 0 .000
-0.000 -0.000 0.000
-0.000 -0 .000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0 .000 0 .000 0.000
1
I . Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Headloss
I [in) [ft) [millift) (gpm) [ft/s) [ft)
1 4251 59921 59924 6 .000 22.800 150.000 0 .000 0.000 0.000
I 4252 59925 59926 12 .000 316.480 150.000 0.000 0.000 0 .000
1 4253 59926 59927 12 .000 764.110 150.000 -60.000 -0 .170 0 .000
1 4254 59927 59928 12 .000 185.340 150.000 -60 .000 -0.170 0.000
1 4255 59928 2149 12.000 72.280 150.000 0.000 0 .000 0.000
Exhibit 4B 2
EXHIBIT SA
MikeNET Link Identifiers
Description: Steady State Analysis
Proposed Average Day Demand on System
Results -Junctions
Number of Junctions: 27(Selection)
I
Junction ID Description Elevation Demand Grade Pressure Quality
I [ft] [gpm] [ft] [psi)
I 2022 WPIPEFIT 300.862 16.787 515.470 92.990 0.000
I 2033 WPIPEFIT 302.907 1.361 515.437 92.089 0.000
I 2041 WPIPEFIT 307.258 2.993 515.449 90.209 0 .000
2061 WPIPEFIT 311.033 2 .507 515.458 88.577 0.000
2073 WPIPEFIT 306.000 40.650 515.302 90.691 0.000
I 2076 WPIPEFIT 317.572 0.630 515.463 85.746 0 .000
I 2018 I WPIPEFrT 1 308.000 I o.ooo 1 515.335 1 89.838 0.000
2080 WPIPEFIT 318.000 0.401 515.463 85 .561 0 .000
2091 WPIPEFIT 316.000 0.000 515.530 86.456 0 .000
I 2102 WPIPEFIT 315.418 0.000 515.530 86.709 0 .000
: 2149 WV AL VE 308.000 2.607 515 .247 89.800 0 .000
I 2157 WPIPEFIT 308.000 2.965 515 .238 89.796 0 .000
l 2162 WPIPEFIT 305 .000 0.330 515 .725 91.307 0 .000
I 2179 WPIPEFIT 304.000 1.704 515.684 91.723 0.000
1 2185 WV AL VE 298.022 3.022 515.237 94.119 0.000
) 59917 310.870 0.000 515.389 88 .618 0 .000
I 59918 308 .520 0.000 515.389 89.636 0 .000
I 59919 307.880 0.000 515.389 89.914 0 .000
I 59920 307.760 0 .000 515.389 89.966 0 .000
) 59921 307.330 0.000 515.389 90.152 0.000
Exhibit 5A 1
I Junction ID Description Elevation Demand Grade Pressure Quality
I (ft] (gpm] (ft] (psi]
I 59922 306 .670 0.000 515 .389 90.438 0.000
\ 59923 307.000 0.000 515.389 90.295 0.000
1 59924 307.330 0.000 515.389 90.152 0.000
\ 59925 307.400 0 .000 515 .337 90 .099 0.000
1 59926 308.800 30.000 515.310 89.481 0.000
I 59927 307.800 0 .000 515 .263 89.894 0.000
\ 59928 307.400 0.000 515 .251 90.062 0.000
Exhibit 5A 2
EXHIBIT5B
MikeNET Link Identifiers
Description: Steady State Analysis
Proposed Average Day Demand on System
Results -Pipes
Number of Pipes: 25(Selection)
I Pipe ID Description Nodel Node2 Diameter Length Roughness
I (in] [ft] (millift]
I 224 WMAIN 2162 2179 2 .000 370.211 135.000
I 294 WMAIN 2149 2157 12.000 122.322 140.000
I 295 WMAIN 2157 2185 6.000 868.914 140.000
I 1135 WMAIN 2078 2073 8.000 249.020 135.000
I 1759 WMAIN 2076 2061 12.000 279.079 125.000
I 1760 WMAIN 2041 2033 12.000 267.124 125.000
I 1162 WMAIN 2061 2041 12 .000 276.290 125.000
I 2112 WMAIN 2022 59923 12.000 418.816 135.000
I 2113 WMAIN 2102 2091 8.000 319.550 140.000
I 2623 WMAIN 2102 2162 6.000 977.433 125.000
I
I 2624 WMAIN 2080 2102 6.000 336.323 125.000
I
3917 WMAIN 2076 2080 12.000 53.770 125.000
1 4243 WMAIN 59923 59925 12.000 272.949 135.000
I 4244 WMAIN 59925 2078 12.000 64.049 135 .000
1 4245 59917 59918 6.000 224.850 150 .000
1 4246 59918 59919 6 .000 67.020 150 .000
\ 4247 59919 59920 6.000 65.310 150 .000
1 4248 59920 59921 6.000 32.180 150.000
1 4249 59921 59922 8.000 26.520 150.000
\ 4250 59922 59923 8.000 146 .620 150.000
Exhibit 5B
Flow Velocity Headloss
[gpm] [ft/s] [ft]
1.704 0.174 0 .040
152.344 0.432 0 .008
3.022 0.034 0.001
73.099 0.467 0 .033
67.312 0.191 0 .005
109.322 0.310 0 .012
89.696 0 .254 0 .009
258.050 0.732 0.081
0.000 0.000 0 .000
-39.650 -0.450 0 .195
-39.650 -0.450 0 .067
-39.249 -0.111 0 .000
258 .050 0 .732 0 .052
73 .099 0 .207 0.001
0.000 0.000 0.000
-0.000 -0 .000 0.000
-0 .000 -0.000 0.000
0 .000 0.000 0.000
-0.000 -0.000 0 .000
-0 .001 -0.000 0 .000
1
I Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Head loss
I [in) (ft) (millift) (gpm) (Ws) (ft)
1 4251 59921 59924 6 .000 22.800 150 .000 0.001 0.000 0.000
I 4252 59925 59926 12 .000 316.480 150 .000 184.951 0.525 0 .027
\ 4253 59926 59927 12 .000 764.110 150 .000 154.951 0.440 0.047
\ 4254 59927 59928 12 .000 185.340 150.000 154.951 0.440 0 .011
\ 4255 59928 2149 12 .000 72.280 150 .000 154.951 0.440 0 .004
Exhibit SB 2
EXHIBIT6A
MikeNET Link Identifiers
Description: Steady State Analysis
Proposed Peak Day Demand on System
Results -Junctions
Number of Junctions: 27(Selection)
1 Junction ID Description Elevation Demand Grade Pressure
I [ft] [gpm] [ft) [psi)
I 2022 WPIPEFIT 300.862 67.148 487.072 80.685
I 2033 WPIPEFIT 302.907 5.443 486.823 79.691
I 2041 WPIPEFIT 307.258 11.974 486 .762 77.779
I
2061 WPIPEFIT 311.033 10.026 486 .735 76.132
I 2073 WPIPEFIT 306.000 162.600 486.954 78.407
I 2076 WPIPEFIT 317.572 2.521 486.728 73.295
l 2078 WPIPEFIT 308.000 0.000 486 .952 77.540
I 2080 WPIPEFIT 318.000 1.604 486 .728 73.110
I 2091 WPIPEFIT 316 .000 0.000 486.728 73.976
I 2102 WPIPEFIT 315.418 0.000 486.728 74.229
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2149 WVALVE 308 .000 10.428 486.848 77.495
I 2157 WPIPEFIT 308 .000 11.860 486 .842 77.492
l 2162 WPIPEFIT 305.000 1.318 486.728 78.743
I 2179 WPIPEFIT 304.000 6.818 486.203 78.948
I
2185 WVALVE 298 .022 12.089 486.826 81.809
I 59917 310 .870 0.000 486.999 76.317
) 59918 308 .520 0.000 486.999 77.335
I 59919 307.880 0.000 486.999 77.612
I 59920 307.760 0.000 486.999 77.664
1 59921 307.330 0.000 486.999 77.851
Exhibit6A
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm) [ft] [psi)
I 59922 306.670 0.000 486.999 78.137
1 59923 307.000 0 .000 486.999 77.994
I 59924 307.330 0.000 486.999 77.851
I 59925 307.400 0.000 486.952 77.800
1 59926 308.800 120.000 486.900 77.171
1 59927 307.800 0 .000 486 .861 77.587
1 59928 307.400 0.000 486.852 77 .756
Exhibit 6A 2
EXHIBIT6B
MikeNET Link Identifiers
Description: Steady State Analysis
Proposed Peak Day Demand on System
Results -Pipes
Number of Pipes: 25(Selection)
I Pipe ID Description Node 1 Node2 Diameter Length Roughness
I (in] [ft] [millift]
I 224 WMAIN 2162 2179 2.000 370.211 135.000
I 294 WMAIN 2149 2157 12 .000 122.322 140.000
'295 WMAIN 2157 2185 6 .000 868.914 140.000
I 1135 WMAIN 2078 2073 8.000 249.020 135.000
1759 WMAIN 2076 2061 12.000 279.079 125.000
1760 WMAIN 2041 2033 12 .000 267.124 125 .000
I 1162 I WMAIN I 2061 1 2041 I 12.000 276.290 125.000
1 2112 WMAIN 2022 59923 12.000 418.816 135 .000
I 2113 WMAIN 2102 2091 8.000 319.550 140.000
I 2623 WMAIN 2102 2162 6.000 977.433 125.000
2624 WMAIN 2080 2102 6.000 336.323 125.000
3917 WMAIN 2076 2080 12.000 53 .770 125.000
\ 4243 WMAIN 59923 59925 12.000 272.949 135.000
I 4244 WMAIN 59925 2078 12.000 64.049 135.000
4245 59917 59918 6.000 224.850 150.000
I 4246 59918 59919 6.000 67.020 150.000
1 4247 59919 59920 6.000 65.310 150.000
1 4248 59920 59921 6.000 32.180 150.000
4249 59921 59922 8.000 26.520 150.000
I 4250 59922 59923 8.000 146 .620 150.000
Exhibit 6B
Flow Velocity Headloss
(gpm] [ft/s] [ft]
6.818 0 .696 0 .52 5
130.386 0.370 0.006
12.089 0.137 0.016
-16.280 -0.104 0.002
-79.095 -0.224 0.007
-260.904 -0.740 0.060
-166.422 -0.472 0.027
244.534 0 .694 0.073
0.000 0.000 0.000
1.913 0.022 0.000 I
1.913 0.022 0.000
3.517 0.010 0.000
244.534 0.694 0 .048 I
-16.280 -0 .046 0.000
-0.000 -0.000 0.000
-0.000 -0.000 0 .000
-0.000 -0.000 0 .000
-0.000 -0.000 0.000
-0.000 -0.000 0.000
-0.000 -0.000 0.000
1
I Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Headloss
I [in] [ft] [millift) (gpm) [Ws] [ft)
1 4251 59921 59924 6.000 22.800 150.000 0 .000 0 .000 0.000
\ 4252 59925 59926 12 .000 316.480 150 .000 260.814 0 .740 0 .051
1 4253 59926 59927 12 .000 764.110 150 .000 140.814 0.399 0 .039
\ 4254 59927 59928 12.000 185.340 150 .000 140.814 0 .3 99 0.010
1 4255 59928 2149 12.000 72.280 150.000 140.814 0 .3 99 0.004
Exhibit 6B 2
EXHIBIT7A
MikeNET Link Identifiers
Description: Steady State Analysis
Future Peak Day Demand with Strategic Behavioral Health and Fireflow placed at
Normand Dr. (Node 59924) and Arnold Rd. (Node 59926).
Results -Junctions
Number of Junctions: 27(Selection)
1 Junction ID Description Elevation Demand Grade Pressure
1 [ft] [gpm] [ft) [psi]
I
2022 WPIPEFIT 300.862 67.148 481.722 78.367
I 2033 WPIPEFIT 302 .907 5.443 481.642 77.446
I 2041 WPIPEFIT 307.258 11.974 481.598 75.542
I 2061 WPIPEFIT 311.033 10.026 481.580 73.898
l 2073 WPIPEFIT 306.000 162.600 480.345 75 .544
l 2016 WPIPEFIT 317.572 2.521 481.575 71.063
2078 WPIPEFIT 308 .000 0.000 480.134 74.585
2080 WPIPEFIT 318.000 1.604 481.575 70.877
I 2091 WPIPEFIT 316.000 0.000 481.576 71.744
I 2102 WPIPEFIT 315.418 0.000 481.576 71.996
I 2149 WVALVE 308.000 10.428 480.099 74 .571
I 2157 WPIPEFIT 308.000 11.860 480.133 74.585
I 2162 WPIPEFIT 305.000 1.318 481.577 76.511
I 2179 WPIPEFIT 304.000 6.818 481.052 76.717
I 2185 WV AL VE 298 .022 12.089 480.117 78.902
1 59917 310.870 0.000 478.606 72.680
1 59918 308.520 0.000 478.606 73.698
1 59919 307.880 0.000 478 .606 73.975
\ 59920 307.760 0.000 478.606 74.027
Exhibit 7A 1
I
Pressure I Junction ID Description Elevation Demand Grade
I
I [ft] [gpm] [ft] [psi)
I
59921 307.330 0 .000 478 .606 74.214
I 59922 306.670 0 .000 478.859 74.609
1 5992 3 307.000 0 .000 480 .2 57 75.072
I 59924 307.330 812.500 477.722 73.831
1 59925 307.400 0.000 480.126 74.842
I 59926 308.800 932.500 479.871 74.125
1 59927 307.800 0.000 480.042 74.632
I 59928 307.400 0.000 480.083 74 .824
Exhibit 7A 2
.,
EXHIBIT7B
MikeNET Link Identifiers
Description: Steady State Analysis
Future Peak Day Demand with Strategic Behavioral Health and Fireflow placed at
Normand Dr. (Node 59924) and Arnold Rd. (Node 59926).
Results -Pipes
Number of Pipes: 25(Selection)
I Pipe ID Description Nodel Node2 Diameter Length Roughness Flow Velocity Headloss
I (in] [ft] [millift] [gpm] (ft/s) [ft]
I 224 WMA1N 2162 21 79 2.000 370.211 135 .000 6.818 0 .696 0 .525
I 294 WMA1N 2149 2157 12.000 122.322 140.000 -321.463 -0.912 0 .033
I 295 WMA1N 2157 2185 6.000 868.914 140.000 12.089 0 .137 0.016
I 1135 WMAIN 2078 2073 8.000 249.020 135 .000 -198 .164 -1.265 0.212
I
I 1759 WMA1N 2076 2061 12.000 279.079 125.000 -61.396 -0.174 0.004
I 1160 WMA1N 2041 2033 12 .000 267.124 125 .000 -218.146 -0.619 0.043
1762 WMAJN 2061 2041 12.000 276.290 125 .000 -136.097 -0.386 0.019
2112 WMA1N 2022 59923 12.000 418.816 135 .000 1235.801 3.506 1.465
l 2113 WMA1N 2102 2091 8 .000 319.550 140.000 -0.000 0 .000 0.000
I 2623 WMAIN 2102 2162 6.000 977.433 125.000 -3.965 -0.045 0.001
I 2624 WMAJN 2080 2102 6.000 336.323 125.000 -3.965 -0.045 0.000
1 3917 WMA1N 2076 2080 12.000 53.770 125.000 -2.36 1 -0.007 0.000
\ 4243 WMAIN 59923 59925 12 .000 272.949 135.000 423.301 1.201 0.131
1 4244 WMA1N 59925 2078 12.000 64.049 135 .000 -198.164 -0.562 0.008
J 4245 59917 59918 6.000 224.850 150.000 -0.000 -0.000 0.000
1 4246 59918 59919 6.000 67.020 150.000 -0.000 -0.000 0.000
\ 4247 59919 59920 6.000 65.310 150.000 0.000 0 .000 0.000
1 4248 59920 59921 6.000 32.180 150.000 0.000 0 .000 0.000
1 4249 59921 59922 8.000 26.520 150 .000 -812 .500 -5 .186 0.253
Exhibit 7B
'
) Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Headloss
I (in] [ft] (millift] (gpm) [ft/s) [ft)
1 4250 59922 59923 8.000 146.620 150.000 -812.500 -5.186 1.399
) 4251 59921 59924 6.000 22 .800 150 .000 812.500 9.220 0.883
4252 59925 59926 12.000 316.480 150 .000 621.465 1.763 0.255
4253 59926 59927 12.000 764 .110 150.000 -311.035 -0 .882 0.171
4254 59927 59928 12.000 185.340 150.000 -311.035 -0.882 0.041
\ 4255 59928 2149 12.000 72.280 150.000 -311.035 -0.882 0 .016
Exhibit 7B 2
EXHIBIT SA
MikeNET Link Identifiers
Description: Steady State Analysis
Future Peak Day Demand with Strategic Behavioral Health and Fireflow placed at
Normand Dr. (Node 59924) and Strategic Behavioral Health internal Hydrant
(Node 59917).
Results -Junctions
Number of Junctions: 27(Selection)
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm] [ft) [psi)
2022 WPIPEFIT 300.862 67.148 481.706 78.360
2033 WPIPEFIT 302.907 5.443 481.631 77.441
2041 WPIPEFIT 307.258 11.974 481.588 75.537
2061 WPIPEFIT 311.033 10.026 481.569 73.893
2073 WPIPEFIT 306 .000 162.600 480.408 75.571
I
2076 WPIPEFIT 317 .572 2.521 481.565 71 .058
2078 WPIPEFIT 308.000 0 .000 480.211 74.619
2080 WPIPEFIT 318.000 1.604 481.565 70.873
2091 WPIPEFIT 316 .000 0.000 481.566 71.740
2102 WPIPEFIT 315.418 0.000 481.566 71.992
2149 WV AL VE 308 .000 10.428 480.390 74.697
I
2157 WPIPEFIT 308.000 11.860 480.415 74.707
2162 WPIPEFIT 305.000 1.318 481.568 76 .507
2179 WPIPEFIT 304.000 6.818 481.043 76 .713
2185 WVALVE 298.022 12 .089 480 .399 79 .024
59917 310.870 812 .500 459.074 64.217
59918 308.520 0.000 467.784 69.009
59919 307.880 0.000 470.380 70.411
59920 307.760 0.000 472 .910 71.559
EXHIBIT SA
•
Junction ID Description Elevation Demand Grade Pressure
[ft] (gpm) [ft] [psi]
59921 307.330 0.000 474.156 72.286
59922 306 .670 0.000 475 .070 72.968
59923 307 .000 0 .000 480.119 75.012
59924 307.330 812.500 473 .273 71.903
59925 307.400 0.000 480.204 74.876
59926 308.800 120.000 480.221 74 .277
59927 307.800 0.000 480.347 74.765
59928 307.400 0.000 480.378 74 .951
2
EXHIBIT8A
EXHIBIT SB
MikeNET Link Identifiers
Description: Steady State Analysis
Future Peak Day Demand with Strategic Behavioral Health and Fireflow placed at
Normand Dr. (Node 59924) and Strategic Behavioral Health internal Hydrant
(Node 59917).
Results -Pipes
Number of Pipes: 25(Selection)
Pipe Description Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2
(in] [ft) [millift] [gpm] [ft/s) [ftl
224 WMAIN 2162 2179 2 .000 370 .211 135.000 6 .818 0 .696 0.525
294 WMAIN 2149 2157 12.000 122.322 140.000 -274 .621 -0 .779 0.025
295 WMAIN 2157 2185 6.000 868.914 140.000 12.089 0.137 0 .016
1135 WMAIN 2078 2073 8.000 249.020 135.000 -190 .676 -1.217 0.197
1759 WMAIN 2076 2061 12 .000 279.079 125 .000 -60.787 -0 .172 0.004
1760 WMAIN 2041 2033 12.000 267.124 125.000 -216.860 -0.615 0 .043
1762 WMAIN 2061 2041 12.000 276 .290 125 .000 -135.321 -0.384 0.019
1 2112 WMAIN 2022 59923 12.000 418.816 135.000 1290.131 3.660 1.587
2113 WMAIN 2102 2091 8.000 319.550 140 .000 -0.000 0.000 0.000
2623 WMAIN 2102 2162 6.000 977.433 125.000 -4.407 -0 .050 0.002
2624 WMAIN 2080 2102 6.000 336.323 125.000 -4.407 -0 .050 0 .001
3917 WMAIN 2076 2080 12.000 53 .770 125 .000 -2.803 -0.008 0.000
4243 WMAIN 59923 59925 12.000 272.949 135 .000 -334.869 0.950 0 .085
4244 WMAIN 59925 2078 12 .000 64.049 135 .000 -190.676 -0.541 0.007
4245 59917 59918 6.000 224 .850 150 .000 -812.500 -9.220 8.710
4246 59918 59919 6.000 67.020 150.000 -812 .500 -9.220 2.596
4247 59919 59920 6.000 65 .310 150.000 -812.500 -9.220 2.530
4248 59920 59921 6.000 32.180 150.000 -812.500 -9.220 1.247
1
EXHIBIT 8B
•
Pipe Description Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2
[in) [ft) [millift) [gpm[ [ft/s) [ft)
-4249 59921 59922 8.000 26.520 150.000 1625 .000 -10.372 0.913
-4250 59922 59923 8.0 00 146.620 150.000 1625.000 -10.372 5.049
4251 59921 59924 6.000 22.800 150.000 812 .500 9.220 0 .883
4252 59925 59926 12.000 316.480 150.000 -144.193 -0.409 0.017
4253 59926 59927 12.000 764 .110 150.000 -264 .193 -0.749 0.126
4254 59927 59928 12.000 185.340 150.000 -264.193 -0.749 0 .031
4255 59928 2149 12.000 72.280 150.000 -264 .193 -0 .749 0.012
2
EXIDBIT 8B
•
EXHIBIT9A
MikeNET Link Identifiers
Description: Steady State Analysis
Average Day Demand with Fireflow placed at Node 59923 to Calibrate System.
Results -Junctions
Number of Junctions: 5(Selection)
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm) [ft] [psi]
2022 WPIPEFIT 300 .862 16.787 514.974 92.775
2073 WPIPEFIT 306.000 40.650 513 .790 90.035
2078 WPIPEFIT 308.000 0.000 513.544 89.062
59923 307.000 1455 .000 513.498 89.476
59925 307.400 0.000 513.536 89.319
EXHIBIT9A I
'
EXHIBIT9B
MikeNET Link Identifiers
Description: Steady State Analysis
Average Day Demand with Fireflow placed at Node 59923 to Calibrate System.
Results -Pipes
Number of Pipes: 4(Selection)
I Pipe ID Description Node 1 Node2 Diameter Length Roughness Flow Velocity Headloss
I (in] (ft) (millift] [gpm] (Ws) (ft]
I 1135 WMAIN 2078 2073 8.000 249.020 135.000 -214.482 -1.369 0.245
I 2112 WMAIN 2022 59923 12.000 418.816 135.000 1240.518 3 .519 1.475
I 4243 WMAIN 59923 59925 12.000 272.949 135.000 -214.482 0 .608 0.037
I 4244 WMAIN 59925 2078 12.000 64.049 135 .000 -214.482 -0 .608 0.009
1
EXHIBIT9B
APPENDIX B
TABLE B1Cll.1
MINIMUM REOUtRID AM-A.OW AND FlOW DURATION FOR BUILDINGS
F1RHLOW CAUIULATDI AMA t...-1M1t1 f1AE.f'l.OW FLOW DURATION
Type IA -" .. Type llA _. u· Typel'llndY-A· Type • lftd -·
ry,.v..-(gmllotlei-tnlnul91' ~)
0-22 ,700 0-12 ,700 0-8,200 0-5,900 0-3,600 l.SOO
22,701-30,200 12,701-17,000 8,20l·10.900 S,901-7,900 3,601-4,800 1,750
30 ,201-31.700 17,001-21,800 10,901-12,900 7,901-9,800 4,801~200 2,000
21,IOl-lA,lOO 12,901-17,«JO 9,801-12,600 6,201-7,700 2
38.701-41.300 2,250
48.301-59.000 24.201-33.200 17.401-21.300 12,601-lS,400 7.701-9,400 2.SOO
59,001-70,900 33.201-39.700 21.301-lS,500 lS,401-18,400 9.401-11,300 2,750
70,901-13. 'JOO l9,701-47,IOO 2S-'Ol-30, 100 18,401-21,800 11,JOl-13,400 3,000
IS, '101-97 ;JQO 4'7,101-54,900 30,101-15,lllO 21,101-lS,900 13,401-IS,600 3,2SO
97,'101-tU.• MJOl.Q.400 35,l0l-40,Ml0 lS,901-29,JIO ISMl-11,000 3,500 3
112,'101-121,'JIO ' G,401-12,400 40,lll ..... ........ IU,Dl-:IDAOO 3,7SO
128,701-14',!IOO '72.401-12.100 . 46,401 -n,D 33,JOl-37,., JO,Ml-?3,lOO -4,000
I 4S. 90 l-164.200 12.101•92.400 52,SOl-'9.100 37 .901-42,700 23,301-26.JOO 4,2SO
164,201-183,.400 92.«>l-103,100 59,IOl-t6,000 42. 701-47,700 26,JO 1-29,300 4,SOO
183,401-lOl,700-1m,101-114.600 66,001-73,300 47,701-53.000 19,JOl-32,600 4,7SO
203,701-225,lOO 114,601 -126,700 73,301-11,100 SJ,OOl·Sl.400 32,601-36.000 5,0CX)
22S,201 -lA7,700 126,701-139,400 81,101-39,200 Sl,601-M,400 36,001-39,600 S.2SO
247 ,701 -271,lOO 1)9,401-152.600 89.201-97,700 65 ,401-70AOO 39,601-43,G 5,500
271,201-~ • l 52,601-166,SOO 97,701-106,500 70,601 -77.000 43,401-47,..00 5,7SO
29S,9014-er 166.sol-GreMer 106-'C)l-115,IOO 77,001-b,700 47,401-Sl,SOO 6,0CX) 4
--I IS,IOl-llS.SOO 13 ,701-tO,lllO 51-'0l-SS,700 6,2SO
--12S.501-13S.SOO 90,601-97 ·"'° 55,701~.200 6,500
--135-'01-145,IOO 97,901-t ... 60,»t-64,800 6,7SO
--145,IOl-156,700 106,IOl-113,200 64,IOl -69.600 1,0CX)
--156,701-167,llOO 113,201 -121.300 69,601-74 ,600 7;2SO
-167,901· 179,«JO 121.301 -l?UOO 74,601-79,800 7.SOO
I --179,401-191,400 129,601-1--Jta14,KIO 7,7SO
I --191 ,401-0realtt 138,301 -0ruler BS .10 I -Grca1er 8,000
Par SI: I ..-S ........ m1. I ... !Ill'--• 3.71S Um, I pollllld per.-inch• U9S Id's .
a. Typa ~ ...-1c1Mit-llwdoa • IllU~ IWltM1 Ct*.
b. Ml!Ulled • 20 pJi r9lldml piallft.
EXHIBIT 10
2012 INTERNATIONAL FIRE COOi!'
EXHIBIT 11
Description: Calibration data for Node 59923 from College Station Utilities
College Station Utilities
Reliable, Affordable, Community Owned
Date test
completed Wednesday September 5, 2012
Time completed 1:30 P.M.
Test completed by Justin Tamplin
Witness Floyd Anderson
FLOW HYDRANT
Location 1602 Rock Prairie
Nozzle size
-
Hydrant number Q-032
Pitot reading in PSI 75
Flow in G.P .M. 1455
STATIC
HYDRANT
Location
Hydrant number
Static PSI
Residual PSI
-
1602 Rock Prairie
Q-030
95
92
STRATEGIC BEHAVIORAL HEALTH, LLC
DRAINAGE ANALYSIS
Dec 2012
Prepared for:
JIM SHAHEEN
8295 TOURNAMENT DR. SUITE 201
MEMPHIS, TENNESSEE 38125
Submitted to
COLLE · TATI N
ti. e he arr of the Reuarrl. Vall~
By
MITCHELL
MM
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVERSITY DRIVE, SUITE 204
COLLEGE STATION, TX 77840
OFFICE (979) 260-6963
FAX(979)260-3564
-
CERTIFICATION
This report for the drainage design for Strategic Behavio ral Health Development was p repared
u nder my superv ision in accordance with provisions of the Bryan/College Stat ion Unified
Drainage Design Guidelines for the owners of the property . All licenses and permits required by
any and all state and federal regulatory agencies fo r the proposed dra inage improvements have
been issued .
~''''"'' ---""._~~OF r '''' .: c:,,"<.~ •• ···········'.~-t-1. ••• ;-,.. .·· * · ... IS',, #;,.... ... • ~ ~ ..... ·......... \ * ~ ~VERO ·······················~ ~ ..... , .... ~!g~-~.B . MORGAN ~ \.1 \ n6ii9·······7/i;""l Ii--l ~ · [ 'Z
vvw-.:·l~ · •. ~ Q .• • {lf ~ ft ~~·-~~!~~~~~"&:.f-fAO,j ,;I F°.--\443 '"~ONAL €.~---r '4"""'
Ve ron ica J .B. organ , P .~~'e~M .
Registered Profess ional Eng ineer
State of Texas No . 77689
-
Strategic Behavioral Health Drainage Analysis
INTRODUCTION
The purpose of this drainage report is to analyze existing and proposed conditions of drainage
for the proposed Strategic Behavioral Health hospital development. The new medical site will
be located on 6 .03 acres in College Station , Texas, southeast of the Brian Bachmann
Community Park at the future intersection of Arnold Rd. and Normand Dr., adjacent to and
west of the College Station Medical Center ("The Med"). The new extensions of Arnold Rd .
and Normand Dr. will be constructed concurrently with the Strategic Behavioral Health facility
by others . This drainage report provides analysis for the infrastructure required to facilitate
temporary detention and removal of onsite flow from the 6 .03 acre property .
GENERAL LOCATION & DESCRIPTION
The Strategic Behavioral Health hospital development will be located in south College Station ,
Texas , southeast of the Brian Bachmann Community Park. The site is currently undeveloped
with no thoroughfare access . The development is situated in both the Lick and Bee Creek
Drainage Basins just south of Rock Prairie Road as seen on Exhibit 1. The site will gain
driveway access from the extensions of Arnold Rd . and Normand Dr . which will be located on
the northeast and southeast sides of the site . The proposed development will be a single
medical facility housing a cafeteria , gymnasium , multiple courtyards, offices , common
gathering areas and patient rooms. Exhibit 2 illustrates the proposed site plan for the facility.
This site , all underground utilities, and the detention pond will be constructed in a single
phase . The proposed stormwater systems will be used to convey runoff from the site to an
onsite detention pond that will provide detention storage for the project. The majority of the
site will drain to this newly constructed pond with a minor portion of the site being released
undetained to the southwest into the Lick Creek drainage basin in Arnold Road and a small
amount releasing undetained to Bee Creek.
DRAINAGE DESIGN CRITERIA
All drainage design is in accordance with the Bryan/College Station USDG . As such :
• Flow calculations for the onsite storm sewers are based upon the Rational Method .
• Design rainstorm events consist of the 5-, 10-, 25-, 50-and 100-year, 24 hour duration
hypothetical frequency storm events in order to analyze the effectiveness of the detention
facilities as well as capture conservative peak flow values .
• Flow calculations for the detention pond sizing are based on the Soil Conservation
Service Curve Number Loss Method . Curve Numbers are based on soil type and land use in
the subbasins and impervious cover data was used to calculate percent impervious.
• The target peak runoff rate for the post-development condition is that of the pre -
development peak flow rates analyzed at the study points .
The analysis locations for this study are identified as Study Point A draining to Bee Creek
and Study Point B draining to Lick Creek to the southwest. The effects of the proposed
development outflow compared to existing outflow conditions will be evaluated to determine
whether the design objectives were satisfied .
PRIMARY DRAINAGE BASIN DESCRIPTION -PRE & POST DEVELOPMENT
The proposed project site is located between Bee Creek and Lick Creek Drainage Basin . As
demonstrated in Exhibit 1, the property does not lie within the regulatory 100-year floodplain
Strategic Behavioral Health Page 1
-
-
per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM)
panel 0310E , with a revised date of May 16 , 2012 .
Currently under existing cond itions there are no drainage areas from offs ite that contribute to
the property . However, under proposed conditions the Normand Drive construction which is
being designed by others is going to reduce the capacity of the adjacent "The Med " detention
pond . Through an agreement with the City of College Station , a portion of the runoff from
"The Med " parking lot and a portion of the new extension of Normand Drive and Arnold Road
are being added to the Strategic Behavioral Health (SBH) detention pond as compensation for
the lost detention storage at 'The Med " site. This analysis presented herein simply illustrates
that with this add itional flow added to the SBH detention pond , post-developed flows are still
less than pre-developed flows currently leaving the SBH property . This analys is does not
compare nor calculate any existing or post development condition flowrates from the modified
'The Med " detention facility . That analysis is being undertaken by others .
STORMWATER RUNOFF ANALYSIS
ON-SITE STORM SEWER SYSTEM
Pre-Development Drainage Basin
The existing site consists of grasslands and approximately 30% tree cove r. The pre -
development analysis for the Strategic Behavioral Health development consists of 2 drainage
basins (See Exhibit 3). These basins were used to create the drainage area divides and
compute flows to Study Points A & B .
Post-Development Drainage Basin
The development of the SBH medical facility will result in a significant addition of impervious
cover and a higher peak runoff rate from the site than currently exists . The post-developed
analysis of SBH project includes 16 basins which drain through a proposed storm sewer
system to the proposed detention pond to the northeast and 3 basins that are released
undetained . Basin DA-P-09 releases undetained toward Arnold Road , while basin DA-P-1 1
releases to Normand Drive but is recaptured w ith a curb inlet and is directed back into the
SBH detention pond and DA-P-10 releases undetained to Study Point A in the creek. Storm
sewer infrastructure was sized based on Rational Method flows determined from proposed
drainage areas as shown in Exhibit 4 . Exhibits 5 & 5A illustrate the pipe sizes calculated
using the runoff from each of these drainage basins for the 10-and 50-yr storms . The blue
highlighted values shown on Exhibit 5A denote the storm flow for the 50 -year storm event
rather than the 10-year event. The larger storm event flows were used to size the courtyard
pipes to ensure adequate capacity to transport the larger storm event out of the enclosed
courtyards .
Inlet and grate capacity calculations (Exhibits 6 & 7) were created for the 10-, 50-and 100-
year storm events to size proposed curb and grate inlets . Peak runoff rates were calculated
using the Rational Method (Exhibit 4) and used to size the inlets . Grates not located in
enclosed courtya rds were sized for the 10 -year event and all grates located inside enclosed
courtyards (with limited or non-existent 100-year overflow routes) were sized for a 50 -year
event. Hydraulic grade lines (HGL) were calculated for each pipe sect ion (Figure 11 & 12 ). As
seen on these exhibits the HGL is below the proposed grade at all inlets during the 10 -year
storm event. During the 100-year event the inlet for DA -P-01 will experience ponding of 0.1ft
wh ich is below the allowable 0.5ft. All other inlets will experience no ponding due to the HGL.
All curb inlets will be standard 5-ft inlets , sized for the 10-year event. The results of these
calculations are shown on Exhibits 6 & 7. Exhibit 7 shows the 100-year ponded water surface
Strat e gic Behavi oral Health Pa ge 2
-
.,
-
elevation at each of the curb inlets is lower than the curb at the recessed inlet , with one
exception . Curb inlet DA-P-04 during a 100-year storm event will have a "y " of 0 .83 ft which
requires an inlet size greater than 5 feet (calculated 5 .5ft) to keep the ponded depth below
0 .83 ft. This should not be of concern since this inlet is adjacent to the detention pond . When
the water in the 100-year event reaches the height of the curb at this particular inlet it simply
spills into the detention pond as shown in Exhibit 8 .
HEC-1 -DETENTION SIZING
General Information
For the purpose of this analysis, storms were generated for all studied rainfall events using the
depth-duration data taken from the National Weather Service TP-40. The storms generated
were used for post-development analyses . Post-development hydraulic modeling was
performed for all specified rainfall events and included the required 2-through 100-year
rainfall events specified by Bryan/College Station USDG . Runoff losses due to infiltration and
initial abstractions were calculated using the SCS (NRCS) Curve Number Loss Method .
These parameters were calculated using the Curve Number, established from soil type in the
Brazos County Soil Survey , and percentage of impervious cover in the basins. The project
drainage basin consists of Type D soil with a Curve Number of 75 for Antecedent Moisture
Condition (AMC) II. Direct runoff hydrographs were generated using the calculated runoff
depths and the SCS dimensionless unit hydrograph . This analysis was performed for the two
study points.
Pre-Development Drainage Basin
Basin runoff was computed for the flows exiting the site under current conditions . Total peak
runoff for predeveloped conditions is shown below in Table 1.
Post-Development Drainage Basin
The increased runoff from the development is designed to drain to an onsite detention pond
and is reduced with an outlet control structure . The outlet control structure for the detention
pond consists of a 15 " RCP outlet pipe along with a 20 ' weir that will drain toward the Bee
Creek tributary . The discharge pipe from the pond will directly discharge to the northeast to
an existing creek and the weir will discharge to the same location. The weir will also act as the
emergency overflow in the 100 year storm event.
The berm will be graded with 4 :1 slopes for ease of maintenance with heights of 4 .50 feet.
Exhibit 8 illustrates the berm as well as the pipe and weir outlet structures . The detention
pond size was determined using the development of Strategic Behavioral Health as well as
accommodating a portion of "The Med " parking lot and a portion of the extensions of Arnold
Road and Normand Drive .
The Med & Arnold/Normand Drive Drainage
As discussed earlier in this report , SBH has agreed to allow for a portion of 'The Med " parking
lot as well as a portion of the new extension of Normand Drive and Arnold Road to enter the
SBH detention pond to compensate for a loss of storage in "The Med " detention pond .
The HEC-1 runs included in Appendix A illustrate the addition of this area to the SBH pond .
In the HEC-1 run , the basin called "Arnold, Normand & The Med " consisting of .0028 square
miles or 78 ,059 square feet of drainage area was added into the pond as runoff. This area
consists of areas M3 + P8 + Y:z P11 + Y:z P10 as seen on the Binkley & Barfield plans in Exhibit
10 . Exhibit 9 illustrates the Binkley & Barfield inlet location along the Normand Dr. extension
Str ategic Behavioral Health Page 3
-
to accomplish this additional flow . Because these drainage areas currently include a portion
of "The Med " parking lot , the impervious cover value increases from 72% currently to 80%
post development when the roads are constructed.
Diversion of Drainage Area
In addition to the flow coming from "The Med ", Arnold Rd . and Normand Dr., the site design
diverted some runoff from the pre-development Drainage Area 1 (which currently flows to Lick
Creek) to the Bee Creek basin . The HEC-1 runs (Appendix A) show this drainage area
labeled as "Divert". This is indicating a diversion from the Lick Creek basin to the Bee Creek
basin. The area being drainage area being diverted is 11 ,000 square feet or .0004 square
miles . Because it did not flow to the Bee Creek basin in the pre-developed conditions it has
been given a CN of 1 and a 0% impervious cover. A CN of 82 and a 73% impervious cover
was assigned for the post-developed conditions . This will properly account for a full diversion
of flow from 0 cfs in pre-developed conditions to 1 and 2 cfs (depending upon storm event) in
post-developed conditions .
As seen in Table 1 below , the detention pond has effectively reduced the runoff to pre-
development levels even when including the small area diverted from the Lick Creek basin
and the addition of flow from The Med parking lot and Arnold and Normand Drives . The
detention pond has significant reductions in post-developed flowrates for each storm
analyzed.
Table 1: HEC-1 Results
Study Study Study Study
Point A Point A Point B Point B
Existing Proposed Existing Proposed
Storm Flow Flow Flow Flow
Event (cfs) (cfs) (cfs) (cfs)
2 yr 13 10 2 2
5 yr 19 13 3 2
10 yr 23 15 4 3
25yr 28 20 5 3
50yr 31 25 5 4
100 yr 35 32 6 4
The pond was designed with sufficient freeboard to meet the City of College Station drainage
design criteria . The water surface elevation within the pond for the individual storm events are
listed in Table 2 below.
Strategic Behavioral Health Page4
Table 2: Pond Water Surface Elevations
Storm Pond Pond WS PondWS
Event Details (ft) Elev (ft) Elev with
Clogging
(ft)
Berm Ht 306.5
Weir Ht 304 .0
2 yr 302 .49 304 .31
5yr 303 .45 304 .75
10 yr 304 .10 304 .98
25yr 304.55 305 .18
50 yr 304 .79 305 .31
100 yr 305.03 305 .44
From the above table it can be illustrated that we have approximately 1.47ft of freeboard above
the 100-year storm event, thus meeting the requirement of a 0 .5 ft freeboard . During the event
that the outlet pipe is clogged there will be approximately 1.06ft of freeboard meeting minimum
requirements . The pond discharges into an existing creek just downstream of the site and rip
rap is specified on the downstream side of the outlet control structure to dissipate velocities
before entering the downstream drainage facility .
CONCLUSION
Although the development of Strategic Behavioral Health facility will significantly increase
volume of runoff from the site , the proposed on-site detention facilities have been designed to
mitigate the effects of the SBH development. The changes in the drainage patterns that occur
as the result of developing the tract will have no impact on the properties surrounding the site
because of the project drainage infrastructure .
Strategic Behavioral Health Page 5
ATTACHMENTS
EXHIBIT 1:
EXHIBIT 2
EXHIBIT 3:
EXHIBIT 4 :
EXHIBIT 5:
EXHIBIT 5A:
EXHIBIT 6 :
EXHIBIT?:
EXHIBIT 8:
EXHIBIT 9:
EXHIBIT 10:
EXHIBIT 11 :
EXHIBIT 12:
Firmette -FEMA Map Panel 0310C (Revised May, 2012)
Site Plan Map
Drainage Area Map -Existing & Ultimate Development
Rational Formula Drainage Area Calculations
Pipe Capacity Calculations-10-Year Storm
Pipe Capacity Calculations-50-Year Storm
Inlet Capacity Calculations -10 & 50 Year Storm
Grate Inlet Capacity Calculations -100 Year Stenn
Grading Plan
Binkley & Barfield Normand Drive plan sheet
Binkley & Barfield drainage area map for Normand Drive storm system
Hydraulic Grade Line Calculations-10-Year Storm
Hydraulic Grade Line Calculations-100-Year Stenn
APPENDIX 1: HEC-1 -Hydrologic Model (Detention Pond Sizing)
Strategic Behavioral Health Page6
'
~ 3r:
0
0:: -' < < c c LL
w w z w I-c
(!) 0:: :5 0.. z < z
< < 0 w () :5 ~ z -' "' -' :&: -' < "' w w < 0:: (!) ~ I-~ > > I-Wz
0 w ~ 0 >w c I-(!) c I-0 -'
NO. AC. 0.40 0 .7 0.95 ft.
DA-E-0 1 1.16 1.16 0 .00 0 .00 0.46 610.4
DA-E-02 4 .90 4.90 0 .00 0 .00 1.96 609.7
DA-P-01 0 .44 0 .11 0 .00 0 .33 0 .35 307.6
DA-P-02 0 .17 0.10 0 .00 0 .07 0 .11 137.2
DA-P-03 0 .18 0 .12 0 .00 0.06 0 .11 131.6
DA-P-04 1.35 0.67 0 .00 0 .68 0 .91 201.7
DA-P-05 0 .85 0 .28 0 .00 0 .57 0 .65 252 .3
DA-P-06 0 .50 0 .06 0 .00 0 .44 0 .44 141.8
DA-P-07 0 .1 5 0 .01 0 .00 0 .14 0 .14 68 .9
DA-P-08 0.46 0.46 0 .00 0 .00 0 .18 1.0
DA-P-09 0 .87 0 .68 0 .00 0 .19 0.45 377 .6
DA-P-10 0 .08 0.08 0 .00 0 .00 0.03 181 .0
DA-P-11 0 .10 0 .10 0.00 0 .00 0 .04 161 .8
DA-P-110 0 .13 0 .05 0.00 0 .08 0 .10 67 .2
DA-P -111 0 .14 0 .05 0 .00 0.09 0 .11 72 .3
DA-P-112 0 .10 0 .05 0.00 0.05 0.07 64.1
DA-P-113 0 .11 0.03 0 .00 0 .08 0 .09 48.4
DA-P-114 0.11 0.05 0 .00 0 .06 0 .08 47 .9
DA-P-115 0 .09 0 .05 0 .00 0 .04 0 .06 57.4
DA-P-116 0 .11 0 .04 0 .00 0 .07 0.08 49.3
DA-P-117 0 .11 0 .04 0 .00 0 .07 0.08 55 .1
~~--------
EXHIBIT 4
Rational Formula Drainage Area Calculations
Strategic Behavioral Health
3r:
0 3r: 3r: -' LL 0 0 c -' -' z LL LL ~ :5 0:: :I: 0:: u w I-w (3 I-u
0:: -' I-(!) I--' 0 I-u w -' I-z I--' -' w >< ::> w ::> < w iii "' N
0 LL (!) -' (!) LL > () ::> !::! a !!?
ft. ft. ft. ft/s min min ln!Hr cfs Inf Hr
6 .5 1.0 1.0 0 .7 14 .0 14 .0 5 .39 2.5 6 .6
7.5 1.0 1.0 0.8 13.0 13.0 5 .59 11.0 6.8
5 .6 1.0 1.0 1.0 5.4 10 .0 6 .33 2 .2 7 .7
1.9 1.0 1.0 0.8 2.8 10.0 6.33 0.7 7 .7
1.8 1.0 1.0 0 .8 2 .7 10.0 6 .33 0 .7 7 .7
5 .3 490.9 3.4 1.5 7.9 10.0 6 .33 5.8 7 .7
1.8 1.0 1.0 0.6 7 .0 10 .0 6 .33 4 .1 7.7
0.7 1.0 1.0 0.5 4 .7 10 .0 6 .33 2 .8 7.7
1.3 1.0 1.0 1.0 1.2 10 .0 6 .33 0 .9 7 .7
1.0 1.0 1.0 10.4 0 .0 10.0 6.33 1.2 7 .7
4 .8 1.0 1.0 0 .8 7.9 10.0 6 .33 2.9 7 .7
5 .5 1.0 1.0 1.2 2.4 10.0 6 .33 0.2 7.7
2 .5 1.0 1.0 0.9 3 .1 10 .0 6 .33 0 .3 7 .7
1.0 1.0 1.0 0 .9 1.3 10.0 6.33 0.6 7 .7
1.0 1.0 1.0 0 .9 1.4 10 .0 6 .33 0 .7 7 .7
1.0 1.0 1.0 0 .9 1.2 10 .0 6.33 0.4 7 .7
0 .7 1.0 1.0 0 .9 0 .9 10.0 6 .33 0 .6 7 .7
0 .7 1.0 1.0 0 .9 0 .9 10.0 6 .33 0 .5 7.7
1.0 1.0 1.0 1.0 1.0 10 .0 6 .33 7 .7
0 .8 1.0 1.0 0.9 0 .9 10.0 6 .33 7 .7
0 .7 1.0 1.0 0 .8 1.1 10 .0 6 .33 7.7
ll) 0 a :!:
cfs Inf Hr
3 .1 7.4
13.4 7.7
2 .7 8 .6
0 .8 8 .6
0 .8 8 .6
7.0 8 .6
5 .0 8 .6
3.4 8.6
1.1 8 .6
1.4 8.6
3 .5 8 .6
0 .2 8 .6
0.3 8.6
0 .7 8.6
0 .8 8 .6
0 .5 8 .6
0.7 8 .6
0.6 8 .6
0.4 8 .6
0 .6 8 .6
0.6 8 .6
0
0 ll) 0 0 0 ,,.. ll) N 0 ll) 0 ,,.. a !::! a !!? a :!: a
cfs Inf Hr cfs ln!Hr cfs Inf Hr cfs
3 .5 8.5 4 .0 9 .7 4 .5 10 .9 5 .0
15.1 8.8 17 .3 10.0 19 .6 11.2 22 .0
3 .1 9 .9 3 .5 11 .1 3 .9 12 .5 4.4
0 .9 9 .9 1.0 11 .1 1.2 12.5 1.3
0.9 9 .9 1.1 11 .1 1.2 12 .5 1.4
7 .9 9 .9 9 .0 11 .1 10 .2 12 .5 11.4
5 .6 9 .9 6.4 11 .1 7 .3 12.5 8 .2
3.8 9 .9 4 .3 11.1 4 .9 12 .5 5 .5
1.2 9.9 1.4 11 .1 1.6 12.5 1.7
1.6 9.9 1.8 11 .1 2.0 12 .5 2 .3
3 .9 9.9 4 .5 11 .1 5.1 12 .5 5 .7
0 .3 9.9 0 .3 11.1 0.4 12.5 0.4
0 .3 9 .9 0.4 11 .1 0.4 12 .5 0.5
0 .8 9 .9 0.9 11 .1 1.1 12.5 1.2
0 .9 9 .9 1.0 11 .1 1.2 12 .5 1.3
0 .6 9.9 0.7 11 .1 0.8 12 .5 0.8
0 .8 9.9 0 .9 11.1 1.0 12.5 1.1
0.7 9 .9 0 .8 11.1 0 .9 12.5 1.0
0 .5 9 .9 0.6 11 .1 0 .6 12 .5 0.7
0.7 9 .9 0.8 11.1 0 .9 12.5 1.0
0 .7 9 .9 0 .8 11 .1 0 .9 12.5 1.0
EXHIBIT 4
-
0 < 9 s.. E--u 0 z ~ -00 g ~ E--= ~ bl) g E--.... 0 0 ~ CJ E--E--E--Q # # Ac. min yr DA-P-01 DA-P-02 0.35 10.0 10 DA-P-02 DA-P-03 0.46 10.4 10 DA-P-03 J1 0.57 11.0 10 DA-P-04 DA-P-08 2.14 12.0 10 DA-P-05 DA-P-06 0.79 10.6 10 DA-P-06 DA-P-08 1.23 11.1 10 DA-P-07 DA-P-05 0.14 10.0 10 DA-P-110 DA-P-111 0.10 10.0 10 DA-P-111 DA-P-112 0.20 10.2 10 DA-P-112 DA-P-113 0.33 10.3 10 DA-P-113 DA-P-114 0.42 10.5 10 DA-P-114 J2 0.49 10.7 10 DA-P-115 DA-P-112 0.06 10.0 10 DA-P-116 DA-P-117 0.08 10.0 10 DA-P-117 J1 0.17 10.1 10 J1 J2 0.74 11.2 10 J2 DA-P-04 1.23 11.5 10 EXHIBIT 5. Pipe Capacity Calculations Strategic Behavioral Health 10-year Design Storm "C ~ ~ I'll ~ ~-"C-.e-~iii;; s.. ~~ ~ ~ = .:.. = ~ - = ,.... 0 "C bl) I'll bl) 0 .... ~ ~ .... = .... ~ ~ 't Q. = ~ ..... I'll Q 0 Q. ·-0 "C ~ fi: ~ s.. -~Q <Q z ~ 00 cfs cf s # cf s % 3.1 3.8 1 3.8 0.35 3.9 4.9 1 4.9 0.57 4.7 5.9 1 5.9 0.83 17.1 21.4 1 21.4 0.89 6.7 8.3 1 8.3 0.63 10.2 12.7 1 12.7 0.32 1.2 1.5 1 1.5 0.18 0.8 1.0 1 1.0 0.08 1.7 2.2 1 2.2 0.36 2.8 3.5 1 3.5 0.95 3.5 4.4 1 4.4 1.50 4.1 5.2 1 5.2 2.09 0.5 0.6 1 0.6 0.03 0.7 0.9 1 0.9 0.06 1.4 1.8 1 1.8 0.25 6.1 7.6 1 7.6 1.36 10.0 12.5 1 12.5 0.30 ~ ~ a Q. = .... "C ~ E--= 0 E--.... ~ 00 CJ IJ -~ .J ~ ~ @ ~ Q. z ~ Q. ~ ~ ~ ... ~ s.. CJ 00 u E--E--o % in. fps cfs ft. min min 0.350 15 3.1 3.8 80 0.43 10.43 0.570 15 4.0 4.9 134 0.56 10.99 0.840 15 4.8 5.9 75 0.26 11.25 0.950 24 7.0 22.1 17 0.04 12.03 1.450 18 7.2 12.7 205 0.48 11.08 0.350 24 4.3 13.4 13 0.05 11.13 0.650 12 3.7 2.9 132 0.60 10.60 1.500 12 5.6 4.4 71 0.21 10.21 1.500 12 5.6 4.4 39 0.12 10.33 1.500 12 5.6 4.4 70 0.21 10.54 2.200 12 6.7 5.3 54 0.13 10.67 2.100 12 6.6 5.2 45 0.11 10.79 2.300 12 6.9 5.4 71 0.17 10.17 3.000 12 7.9 6.2 53 0.11 10.11 4.000 12 9.1 7.1 46 0.08 10.19 1.370 15 6.2 7.6 92 0.25 11.50 0.300 24 4.0 12.4 118 0.50 11.99 ·,.,1;_,,.,_.,,··;_..,.>:.:';."-'.'·:,\•!'"~>~· .. _ ..... _.,.._.
0 < s ~ ... u 0 z r;;;'l .... 00 ~ ~ E-c ~ = r;;;'l ~ ~ E-c ·-0 0 VJ ~ tJ ~ E-c E-c E-c ~ # # Ac. min yr DA-P-01 DA-P-02 0.35 10.0 50 DA-P-02 DA-P-03 0.46 10.4 50 DA-P-03 J1 0.57 11.0 50 DA-P-04 DA-P-08 2.14 12.0 50 DA-P-05 DA-P-06 0.79 10.6 50 DA-P-06 DA-P-08 1.23 11.1 50 DA-P-07 DA-P-05 0.14 10.0 50 DA-P-110 DA-P-111 0.10 10.0 50 DA-P-111 DA-P-112 0.20 10.2 50 DA-P-112 DA-P-113 0.33 10.3 50 DA-P-113 DA-P-114 0.42 10.5 50 DA-P-114 J2 0.49 10.7 50 DA-P-115 DA-P-112 0.06 10.0 50 DA-P-116 DA-P-117 0.08 10.0 50 DA-P-117 J1 0.17 10.1 50 J1 J2 0.74 11.2 50 J2 DA-P-04 1.23 11.5 50 EXHIBIT SA. Pipe Capacity Calculations Strategic Behavioral Health 50-year Design Storm "C g g VJ ~ ~-"C -.e-~~ ... ~~ ~ ~ = .=:. = .... = """ ~ 0 "C ~ VJ ~ 0 t !. ~ ·-= ·-~ ~ = r; ..... VJ ~ 0 c. .... 0 "C ~ ~~ ... -~~ <~ ~ 00 cfs cfs # cf s % 3.7 4.7 1 4.7 0.52 4.8 6.0 1 6.0 0.85 5.8 7.2 1 7.2 1.24 21.0 26.2 1 26.2 1.33 8.2 10.2 1 10.2 0.94 12.5 15.6 1 15.6 0.47 1.5 1.8 1 1.8 0.26 1.0 1.3 1 1.3 0.13 2.1 2.6 1 2.6 0.55 3.4 4.3 1 4.3 1.42 4.3 5.4 1 5.4 2.26 5.1 6.3 1 6.3 3.14 0.6 0.8 1 0.8 0.05 0.9 1.1 1 1.1 0.10 1.8 2.2 1 2.2 0.38 7.4 9.3 1 9.3 2.05 12.3 15.3 1 15.3 0.46 ~ s ~ c. = E:: "C .ea = 0 E-c c;J ·y (,!) ~ r;;;'l ~ ~ ~ @ ~ c. z ~ c. ~ ~ .... ~ ~ ... tJ ~ 00 u E-c E-c % in. fps cfs ft. min min 0.350 15 3.1 3.8 80 0.43 10.43 0.570 15 4.0 4.9 134 0.56 10.99 0.840 15 4.8 5.9 75 0.26 11.25 0.950 24 7.0 22.1 17 0.04 12.03 1.450 18 7.2 12.7 205 0.48 11.08 0.350 24 4.3 13.4 13 0.05 11.13 0.650 12 3.7 2.9 132 0.60 10.60 1.500 12 5.6 4.4 71 0.21 10.21 1.500 12 5.6 4.4 39 0.12 10.33 1.500 12 5.6 4.4 70 0.21 10.54 2.200 12 6.7 5.3 54 0.13 10.67 2.100 12 6.6 5.2 45 0.11 10.79 2.300 12 6.9 5.4 71 0.17 10.17 3.000 12 7.9 6.2 53 0.11 10.11 4.000 12 9.1 7.1 46 0.08 10.19 1.370 15 6.2 7.6 92 0.25 11.50 0.300 24 4.0 12.4 118 0.50 11.99 •.. _ ,:i.t:.\,; ,;,_·._. ,!\-; ·''t.:..~,·?>:-i:-:<.'~:'. _.;;,".
I c = = -g ~ 0 8. e o E E 0. .. "' ii: : -.. :S -., a..= "' "' 8. ..Jl: ..J • c .. 11. • 11. c .. 0 0. 0. J ..J iii ii: ::i 0 0 Storm Sewer SO-A DA-P-07 I DA-P-05 305.54 304.41 132.0 0.0065 -DA-P-05 I DA-P-06 304.40 301.46 206.0 0.0145 DA-P-06 I POND 301.45 301.39 12.5 0.0035 Storm Sewer S0-8 J2 I DA-P-04 301.61 301.27 119.0 0.0030 DA-P-04 I POND 301.26 301.10 18.0 0.0095 Storm Sewer SD-C J1 I J2 302.88 301.62 93.0 0.0137 Storm Sewer SO-D DA-P-01 I DA-P-02 304.57 304.30 81.0 0.0035 DA-P-02 I DA-P-03 304.29 303.52 134.0 0.0057 DA-P-03 I J1 303.51 301.89 75.0 0.0084 Storm Sewer SD-E -DA-P-116 I DA-P-117 306.29 304.72 53.0 0.0300 DA-P-117 I J1 304.71 302.89 46.0 0.0400 Storm Sewer SD-F_ DA-P-112 I DA-P-113 304.81 303.77 71.0 0.0150 DA-P-113 I DA-P-114 303.76 302.57 55.0 0.0220 DA-P-114 I J2 302.56 301.62 46.0 0.0210 Storm Sewer S~ DA-P-110 I DA-P-111 306.46 305.43 70.0 0.0150 DA-P-111 I DA-P-112 305.42 304.82 40.0 0.0150 Storm Sewer SO-H DA-P-115 I DA-P-112 306.41 304.82 70.0 0.0230 EXHIBIT11 Strategic Behavioral Health ---10-YEAR HYDRAULIC GRADE LINE CALCULATIONS ;§: .. " -"'g :S 0. 0. ii: 0 0. ~ iii-"' .. 0 .. ; ~' g~ .E g o_ il -= 0. u g '5 ,._ E J-'ii-e ... .. £ -c: :I .. 0 i5 :r: 11. z 12 1.2 0.0011 0.1489 0.45 18 6.7 0.0040 --o:8336 ---o:78 24 10.2 0.0000 0.0004 0.62 24 10.0 0.0019 0.2313 1.36 24 17.1 0.0000 0.0000 0.63 18 6.1 0.0034 0.3119 0.75 15 1.2 0.0003 0.0278 0.48 15 6.7 0.0107 1.4338 1.25 15 10.2 0.0000 0.0000 0.47 12 0.7 0.0004 0.0203 0.23 12 1.4 0.0000 0.0000 0.09 15 2.8 0.0019 0.1327 0.52 15 3.5 0.0029 0.1606 0.52 15 4.1 0.0000 0.0000 0.20 12 0.8 0.0005 0.0351 0.29 12 1.7 0.0000 0.0000 0.13 12 0.5 0.0002 0.0137 0.21 _ .. g = .. ii = 0 -~->..• E e g e -0. _ii: ~ g' E .c g-• ~a~ 0 :S i ~E-.. 0 = _,-.. GC~ z ~ ! =-..J .... 31 !P~ >.., ! ..... -o:E. Cl c 0. c • .0 0 -.0 0 • :Cb :r: ~ii: :r: • c G !. ..J i :I a. :I J • ::i 0 Cl 0 0. 0 0 :r: ::i :r: 0 ::i ~ 305.18 305.99 304.86 305.99 305.181 304.93 304.10 305.18 302.24 305.18 304.101 304.10 304.10 302.07 302.01 304.10 304.10 304.33 304.10 302.97 302.63 304.33 304.101 304.10 304.10 301.89 301.73 304.10 304.10 -304.64 304.33 303.63 302.37 304.64 304.33 306.10 306.08 305.05 304.78 306.10 306.08 306.08 304.64 305.54 304.77 306.08 304.77 304.64 304.64 303.98 302.36 304.64 304.641 304.82 304.80 306.52 304.95 306.52 304.95 304.64 304.64 304.80 302.!l!i 304.80 304.64 304.62 304.49 305.33 304.29 305.33 304.49 304.49 304.33 304.28 303.W 304.49 304.33 304.33 304.33 302.76 301.82 304.33 304.33 305.59 305.55 306.75 305.72 306.75 305.721 305.33 305.33 305.55 304."" 305.55 305.33 305.34 305.33 306.62 305.03 306.62 305.33
c = g
~ " &. e ., E g E
Cl Q. • .&; -. -.. .. a. .. a. = °' !. rn ...J = ...J .. c: " ...... .... ~ .. .2 Q. Q. ...J rn a: ::>
0
Storm s -r SD-A
DA-P-07 I DA-P-05 305.54 304 .41 132.0 0.0065
DA -P-05 I DA-P-06 304.40 301 .46 206.0 0.0145
DA-P-06 I POND 301.45 301 .39 12 .5 0.0035
Storm Sewr SD-B
J2 I DA-P-04 301 .61 301 .27 119.0 0.0030
DA-P-04 I POND 301 .26 301 .10 18.0 0 .0095
S torm Sewr SD-C
J1 I J2 302 .88 301 .62 93 .0 0.0137
Storm Sewer SD-D
DA..P -01 I DA-P-02 304.57 304.30 81 .0 0.0035
DA -P-02 I DA -P-03 304.29 303.52 134.0 0.0057
DA..P -03 I J1 303.51 301 .89 75.0 0.0084
Storm Sewer SD-E
DA-P-116 I DA-P-117 306.29 304 .72 53.0 0.0300
DA-P -117 I J1 304 .71 302 .89 46.0 0.0400
Storm Sewr SD-F
DA -P-112 I DA-P-11 3 304 .61 303.77 71.0 0.0150
DA ·P-11 3 I DA-P-114 303 .76 302 .57 55.0 0.0220
DA -P -114 I J2 302 .56 301 .62 46.0 0.0210
Storm s-r SD-G -~
DA..P -110 I DA..P -111 306.46 305.43 70.0 0.0150
DA-P-111 I DA -P -112 305.42 304.82 40.0 0.0150
Storm Sewer SD-H
DA-P-115 I DA -P -112 306.41 304 .82 70.0 0.0230
---
EXHIBIT12
Strategic Behavioral Health
100-YEAR HYDRAULIC GRADE LINE CALCULATIONS
:§: " .. _ .. g = Q. Q. a: 0 Q.
~ iii-Cl • " 8. ~ -E _; o _ ~ c: = .g E. -= E J -c: ... ~-. ... ... 0 0 0 i::: :Ii ..
ii: .... :z: z
12 1.7 0.0023 0.2989 0.55
18 9.7 0.0085 1.7472 0.99
24 14 .8 0.0001 0.0008 0.80
24 14.5 0.0041 0.4863 2.00
24 24 .9 0.0000 0.0000 0.81
18 8.8 0.0070 0.6492 0.94
15 5.5 0.0072 0.5840 1.25
15 5.7 0.0077 1.0377 1.25
15 6.9 0.0000 0.0000 0.37
12 1.0 0.0008 0.0415 0.27
12 2.1 0.0000 0.0000 0.11
15 4.0 0.0038 0.2706 0.63
15 5.1 0.0062 0.3410 0.65
15 6 .0 0.0000 0.0000 0.25
12 1.2 0.0011 0.0790 0.36
12 2.5 0.0000 0.0000 0.16
12 0.7 0.0004 0 .0269 0.24
... g
~ ga E
...J -• ~~~
:Ii a. ::>
307 .08
306.78
305.03
305.52
305.03
306 .17
307 .79
307 .20
306.17
306 .21
306.17
306.13
305.86
305.52
306 .21
306 .13
306.15
= ii g ii g " E ,..-"'e e e .2-
-a. iii!£ ~ ~. ~~i 0 = i ~E -...J -.. z Q." i5 ~ &. ~i ~ >. • ! ,.. .. = C> : !:.
"'0 -"'0 .. :I:= :I:~ a: ...J • ...J ~ .. :Ii J (!) Q. Q. 0 0 :I: ::> (!) 0 ::> 0 :I: 0
306.78 306 .09 304.96 307.08 306.78 1
305.03 305 .39 302 .4'1 306.78 305.03
305.03 302 .25 302 .rn 305.03 305.03
305.03 303.61 303.27 305.52 305.03
305.03 302.07 301 .91 305.03 305.03
305.52 303 .82 302.56 306.17 305.52
307 .20 305.82 305.55 307.79 307.20
306.17 305.54 304.77 307.20 306.1i
306.17 303.88 302.26 306.17 306.17
306.17 306.56 304.99 306.56 306.17
306.17 304.82 303.oc 306.17 306.17
305.66 305.44 304 .40 306.13 305.66
305.52 304.41 303.22 305.66 305.52
305.52 302 .61 301.87 305.52 305.52
306.13 306.82 305.79 306.82 306.13
306.13 305.58 304.98 306.13 306.13
306.13 306.65 305.1 .. 306.65 306.13
Appendix 1
December , 2012 Hydrologic Model
Existing Conditions (Plan 0)
Proposed Cond itions (Plan 1)
Clogged Conditions (Plan 2)
FLOOD HYDROGRAPH PACKAGE ( HEC-1) 0. S . ARMY CORPS OF ENGINEERS
HYDROL<X;IC ENGINEERING CENTER
60 9 SECOND STREET
JUN 1998
VERSION 4 .1
RON DATE 17DEC12 TIME 17 :21 :57
x x xxxxxxx
x x x
x x x
xxxxxxx xxxx
x x x
x x x
x x xxxxxxx
xxxxx
x x
x
x
x
x x
xxxxx
x
xx
x
xxxxx x
x
x
xxx
DAVIS , CALI FORNIA 95616
(916) 756 -11 04
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB , AND HEClKW .
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WI TH THE 1973-STYLE INPUT STRUCTURE .
THE DEFINITION OF -AMSKK -ON RM-CARD WAS CHANGED WI TH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION
NEW OPT I ONS : DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION , DSS:WRITE STAGE FREQUENCY,
DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE: GREEN AND AMPT IN FI LTRATION
KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPOT PAGE
LINE ID .•.•... 1. ...... 2 ....... 3 .....•. 4 ••..... 5 ..•.... 6 .•••... 7 ..••... 8 ...•••• 9 ..•... 10
ID H&M Project 1216 -Strategic Behavioral Health
ID Detention Analysis
ID All S torms
IT 5 01JAN99 289
5 IO 5 0
6 JR PREC 4. 5 6 . 2 7 . 4 8 . 8 9 . 8 11 14
7 JP 3
* STORM YR YR 10 YR 25 YR 50 YR 100 YR 500 YR
KK SSH Site
BA 0 . 0073 19
10 PB
11 IN 01JAN99 0
12 PC 0 . 001 0 .002 0 . 003 0. 004 0. 005 0. 006 0 . 007 0 .008 0 .009
13 PC o . 01 0.011 0 . 012 0 . 013 0 .014 0 . 015 o. 016 0 .017 0 .018 0 .019
14 PC 0 . 02 0 . 021 0 .022 0. 0231 0 .0241 0 . 0252 0 . 0263 0 .027 4 0 . 0285 0 . 0296
15 PC 0. 0308 0. 0319 0. 033 1 0 . 0343 0 .0355 0 . 0367 0 . 0379 0 . 0392 0.0404 0 . 0417
16 PC 0 .043 0 .0443 0 .0456 0 .047 0 .0483 0 . 04 97 0 . 0511 0 . 0525 0 .0539 0 . 0553
17 PC 0. 0567 0 . 0582 0. 0597 0 . 0612 0 .0627 0 . 06 42 0 . 0657 0 . 0673 0 . 0688 0 . 0704
18 PC 0 .072 0 . 0736 0 .0753 0.077 0 . 0788 0. 0806 0 . 0825 0 . 0844 0 .0864 0 .0884
19 PC 0 . 0905 0 .0926 0 .0948 0 . 097 0 . 0993 0 .1016 0 .104 0 .1064 0.1089 0 .1114
20 PC 0.114 0.1167 0 .1194 0 .1223 0.1253 0 .128 4 0 .1317 0 .135 0 . 1385 0 .1421
21 PC 0 .14 58 0.1496 0 . 1535 0 .1575 0 . 1617 0.1659 0 .1703 0 .17 48 0 .1794 0 .18 4 2
22 PC 0 .189 0 .194 0.1993 0 . 20 48 0. 2105 0 . 2165 0.2227 0 . 2292 0 .2359 0 . 2428
23 PC 0 . 25 0.2578 0 .2664 0 . 27 6 0 .2866 0.298 0 . 3143 0 .3394 0 . 3733 0 .4166
2 4 PC 0.5 0 .58 4 0. 6267 0 . 6606 0 .6857 0 . 702 0 . 7134 o . 72 4 0 . 7336 0. 7422
25 PC 0 . 75 0. 7572 0 .7641 0. 7708 0 . 7773 0. 7835 0 . 7895 0 . 7952 0 . 8007 0 . 806
26 PC 0 .8 11 0. 8158 0 . 8206 0 . 8252 0 . 8297 0 .8 3 41 0 . 8383 0 .8425 0 . 8465 o . 8504
27 PC 0 . 8543 0.8579 0.8615 0. 865 0 .868 3 0 . 8716 0 . 8747 0. 8777 0 . 8806 0 . 8833
28 PC 0 .886 0 . 8886 0 . 8911 0 . 8936 0 . 896 0 . 8984 0. 9007 0 . 903 0 . 9052 0 . 907 4
29 PC 0 . 9095 0 . 9116 0 .9136 0. 9156 0 . 9175 0 . 9194 0 . 9212 0 . 923 0 . 924 7 0 . 9264
30 PC 0 .928 0.9296 0 . 9312 0 . 9327 0 . 9343 0 . 9358 0 . 9373 0 . 9388 0 .9403 0 . 9418
31 PC 0 .9433 0 .9447 0. 9461 0 . 9475 0. 9489 0 . 9503 0 . 9517 0 . 953 0 . 95 44 0 . 9557
32 PC 0 . 957 0 .9583 0. 9596 0 . 9609 0.9621 0 . 9634 0 . 964 6 0 . 9658 0. 967 0 .9682
33 PC 0 . 9694 0 . 9706 0 . 9718 0 . 9729 0 . 9741 0. 9752 0 . 9764 0. 9775 0 . 9786 0. 9797
34 PC 0 .9808 0. 98 18 0.9829 0 . 9839 0 . 985 0 . 986 0 . 987 0 . 988 0 . 989 0 . 99
35 PC 0 . 9909 0 . 9919 0 .9928 0 . 9938 0 . 9947 0 . 9956 0. 9965 0 .9974 0. 9983 0 . 9991
36 PC 1
37 LS 0 82
38 OD 0 . 31
39 KP 2
40 LS 82 73
41 UD 0 .14
42 zw A•DAl , B=-SBH, C-FLOW, E•2MIN , F-lOOYR
Str ateg ic Behav io ral Hea lth , LLC
1 j Page
-
43
44
45
46
41
48
49
Kl<
BA
LS
UD
KP
LS
UD
Divert
0. 0004
0
0 . 31
2
0
0.14
Appendix 1
December, 2012 Hydrolog ic Model
Existi ng Condi ti ons (Plan 0 )
Proposed Cond itions (Plan 1)
Clogged Conditions (Plan 2)
52
1
82 13
HEC-1 INPUT PAGE 2
LINE ID ...•.•. 1. ••.... 2 ....... 3 ...•.•. 4 •...... 5 ....... 6 ....... 1 ....... 8 ....... 9 ...... 10
50
51
52
53
54
55
56
51
58
59
60
61
62
63
64
65
66
61
68
69
10
11
12
13
14
15
16
11
18
19
80
81
82
83
84
85
86
81
88
Kl<
BA
LS
UD
KP
LS
UD
KP
LS
UD
Kl<
HC
Kl<
RN
KP
RS
SA
SE
SL
SS
ST
KP
RS
SA
SE
SL
SS
ST
zw
KO
Kl<
BA
LS
UD
Kl<
BA
LS
UD
zz
Arnold , Norman &
0. 0028
0 82
0.09
2
0 82
0. 09
82
0.09
All
3
POND on SBH
2
1 STOR
0.1881 0. 2152
300 301
300. 1 1. 23
304 6
305 . 5 50
STOR
0.1881 0.2152
300 301
300. 1 0. 001
304 6
305. 5 50
A•POND, BzSBH ,
LickE
0.0018 183014
82
0 . 33
LickP
0. 0013 662459
0 82
0 . 33
The Med
12
80
80
-1
0 . 244 0.2144 0. 3064 0. 3401
302 303 304 305
0 .1 0 .5
3 1. 5
3 1. 5
-1
0 .244 0 .2144 0. 3064 0. 3401
302 303 304 305
0 .1 0 .5
3 1. 5
1.5
C-FLOW , E=2HIN , F-lOOY R
21
24
1 * *** ** * ** ** * * * * *** * * ** * * * * * * *** * *** ** ** * *
FLOOD HYDROGRAP H PACKAGE (HEC-1)
JUN 1998
VERSION 4 .1
RUN DATE 17DEC12 TIME 17 :21 :57
H&M Project 1216 -Strategic Behavioral Health
Detention Analysis
5 IO
IT
All Storms
OUTPUT CONTROL VARIABLES
IPRNT 5
I PLOT
QSCAL
HYDROGRAPH TIME DATA
0
0.
NMIN 5
IDATE 1JAN99
ITIME 0000
NQ 289
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
0. 3154 0. 5
306 301
0. 3154 0 . 5
306 301
Strategic Behaviora l Health, LLC
21 Page
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS , CALIFORNIA 95616
(916) 156-1104
1
Appendix 1
December, 2012 Hydrologic Model
Existing Conditions (Plan 0)
Proposed Conditions (Plan 1)
Clogged Conditions (Plan 2)
NDDATE
NDTIME
I CENT
2JAN99 ENDING DATE
0000 ENDING TIME
19 CENTURY MARK
COMP UTATION INTERVAL . 08 HOURS
TarAL TIME BASE 24. 00 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE HILES
PRECIPITATION DEPTH INCHES
LENGTH , ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
JP MULTI -PLAN OPTION
NPLAN 3 NUMBER or PLANS
JR MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
4 .50 6 .20 7 .40 8 . 80 9 . 80 11. 00
-----DSS---ZOPEN: Existing File Opened , File: 1216-SBH.DSS
Unit : 71 ; DSS Version : 6-JG
-----oss---ZWRITE Unit 71 ; Vers. 20: I DAl I SBH I FLOW/ 31DEC19 9 8 / 5MIN / l 0 0 YR+ l /
-----oss---ZWRITE Unit 71 ; Vers. 20: I OAl I SBH I FLOW I 0lJAN199 9 / 5MIN / l 0 0 YR+ l /
-----oss---ZWRITE Unit 71 ; Vers . 20 : I DA l / SBH I FLOW/ 31DEC19 9 8 / 5MIN / l 0 OY R+2 /
-----oss---ZWRITE Unit 71; Vers. 20: I DAl I SBH I FLOW/ 01JAN19 9 9 / 5MIN / l 0 OY R+ 2 /
-----oss---ZWRITE Unit 71; Vers . 20 : I DAl I SBH I FLOW/ 31DEC19 9 8 / 5MIN / l 0 OY R+ 3 /
-----oss ---ZWRITE Un it 71; Vers. 20 : /DA l / SBH I FLOW I 01JAN19 9 9 / 5MIN / l 0 OY R+ 3 /
-----oss---ZWRITE Unit 71 ; Vers. 20: /OAl/SBH/FLOW/ 31DEC1998/5MIN/100YR+4 /
-----oss---ZWRITE Unit 71; Vers. 20 : /OAl/SBH/FLOW/ OlJANl 999/5MIN /100YR+4 /
-----oss---ZWRITE Uni t 71 ; Vers. 20 : I DAl I SBH/ FLOW/ 31 DEC l 998 / 5MIN / l OOYR+ 5 /
-----DSS---ZWRITE Un it 71 ; Vers . 20 : I DAl I SBH I FLOW I 0 lJANl 99 9 / 5MIN / l 0 0YR+5 /
-----oss---ZWRITE On it 71; Vers. 20 : I DAl I SBH I FLOW/ 31 DE Cl 998 / 5MIN / l 0 OYR+ 6 /
-----oss---ZWRITE Unit 71 ; Vers. 20: I DAl I SBH I FLOW I 01JANl9 9 9 / 5MI N / l 0 0 YR+ 6/
-----oss---ZWRITE Un it 71 ; Vers . 20: /DAl /SBH/FLOW/ 310EC1998 /5MIN/100YR+ 7 /
-----oss ---ZWRITE Un it 71 ; Vers. 20 : /OAl/SBH /FLOW/ 01JAN1999/5MIN/100YR+ 7 /
14 .00
*** *""* *** *** *** *** *** *** *** *** *** *** *** *** **"" *** *** *** *** '*** *** **'* *** *** *** *** *** *** *** *** *** *** ***
62 KK
7 9 KO
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss ---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZWRITE
-----oss---ZW'RITE
-----oss---ZWRITE
POND on SSH
OUTPUT CONTROL VARIABLES
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Unit
Onit
Unit
I PRNT 5 PRINT CONTROL
IPLO'r
QSCAL
IPNCH
IOUT
ISAVl
ISAV2
TIMINT
71;
71;
71 ;
71 ;
71;
71 ;
71;
71;
71;
71;
71;
71 ;
71 ;
Vers .
Vers .
Ve rs .
Vers.
Vers .
Vers .
Vers .
Vers .
Vers .
Vers .
Vers.
Vers .
Vers.
71; Vers .
0 PLO'r CONTROL
0 . HYOROGRAPH PLar SCALE
0 PUNCH COMPUTED HYOROGRAPH
21 SAVE HYORcx;RAPH ON THIS UNIT
FIRST ORDINAT E PUNCHED OR SAVED
289 LAST ORDINATE PUNCHED OR SAVED
. 083 TIME INTERVAL IN HOURS
18: I PON D/S BH I FLOW/ 31 OE Cl 9 98 / 5MI N / l 0 0 Y
18 : I POND/ SBH I FLOW/ 01JAN19 99 / 5MIN / l 00 Y
18: /POND/SBH/ FLOW/ 31DECl998/ 5MIN/ 1 OOY
18 : I PONO/ SBH/ FLOW I 01JANl9 99 / 5MIN / l 00 Y
18 : I POND/ SBH /FLOW/ 31DECl998/5MIN/100 Y
18 : I PONO/ SBH/ FLOW I 01JANl9 99 / 5MI N / l 00 Y
18: / POND/SBH/FLOW/31DECl998/5MI N/1 OOY
18: I POND/ S BK/ FLOW I 01JAN19 9 9 / 5MIN / l 0 0 Y
18: I PONO/SBH/FLOW/31OECl998/ 5MIN/ 1 OOY
18: I POND/ SBH I FLOW I 01JANl9 99 / 5MI N / l 00 Y
18: I PONO/SBH/ FLOW/ 31DEC1 998 /5MIN/ lOOY
18: I PONO/ SBH /FLOW/ 0 lJANl 9 9 9 / SMI N / l OOY
18: I PO ND / SBH I FLOW/ 31 OE Cl 9 98 / 5MI N / l OOY
18: I PON 0/ SBH I FLOW/ 01 JAN l 999 / 5MIN / l 0 OY
R+l/
R+l/
R+2/
R+2/
R+3/
R+3/
R+4/
R+4/
R+5/
R+5/
R+6/
R+6/
R+7/
R+7/
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND , AREA I N SQUARE MILES
OPERATION STATION AREA PLAN
TIME TO PEAK IN HOIJRS
RATIOS APPLI ED TO PRECIPITATION
RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7
Strateg ic B e haviora l Hea lt h, LLC
3 I P age
HYDROGRAPH AT
HYDROGRAPH AT
HYDROGRAP H AT
+
3 COMBINED AT
+
ROUTED TO
+
HY DROGRAPH AT
+
HYDROGRAPH AT
PLAN 2
-
SBH
Divert
Arnold
All
PONO
LickE
LickP
RATIO
OF
PMF
4 . 50
6. 20
7 . 40
8 . 80
9 . 80
11. 00
. 01
. 00
.00
. 0 1
. 01
. 00
. 00
ELEVATION
STORA GE
OUTFLOW
MAXIMUM
RESERVOIR
W.S.ELEV
302. 4 9
303. 45
30 4 .10
304 . 55
304. 79
305 . 03
Appendix 1
December, 2012 Hydrologic Model
Existing Conditions (Plan 0)
Proposed Conditions (Plan 1)
Clogged Conditions (Plan 2)
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
4. 50
8 .
12. 33
13 .
12 .17
8 .
12 . 33
0.
.00
1.
12 .17
0 .
.00
6.
12. 08
6 .
12. 08
6.
12 .08
11.
12. 25
19.
12 .17
11.
1 2 . 25
11.
12. 25
9 .
12 .50
3 .
13.00
PEAK STAGES IN FEET
STAGE . 00
TIME
STAGE
TIME
STAGE
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
.00
302 . 49
1 2 . 50
304.31
13.00
2 .
1 2 . 42
2 .
12 .33
2 .
12 .33
2 .
12 . 42
2 .
12 . 33
2 .
12. 33
INITIAL VALUE
300. 70
0 .
o.
MAXIMUM
DEPTH
OVE R DAM
MAXIMUM
S TORAGE
AC-FT
.00
.00
.00
.00
.00
.00
1.
1.
1.
1.
1.
1.
6 .20
12.
12 . 33
19.
12 .17
12 .
12. 33
o .
.00
1.
12.17
0 .
.00
8 .
12. 08
8 .
12. 08
8 .
12. 08
17 .
12. 25
28.
12 .17
17 .
12. 25
17.
12 . 25
11.
12 . 50
12 .
12. 58
.00
. 00
303 . 45
12. 50
30 4 . 75
12. 58
3.
12. 4 2
3 .
12. 33
3 .
12. 33
2 .
12. 33
2 .
12. 33
2 .
12. 33
7. 4 0
16 .
12. 33
23 .
12 .17
1 6 .
12 . 33
o.
.00
1.
1 2 .17
0 .
. 00
9 .
12. 08
10.
1 2 . 08
10 .
12 . 08
21.
12. 25
33 .
12 .17
2 1.
12 . 25
21.
1 2 . 25
13.
1 2 . 50
17.
12 . 50
. 00
.00
30 4 .10
1 2 . 50
304 .98
12 . 50
4.
1 2 . 33
4.
1 2 . 33
4.
1 2 . 33
3 .
12 . 33
3 .
1 2 . 33
3.
12 . 33
SPILLWAY CREST
304. 00
1.
13.
8. 80
19 .
12. 33
28.
12 .17
19.
12. 33
o .
.00
2 .
12 .17
0 .
• 00
11.
12. 08
11.
12 . 08
11.
12 . 08
26 .
12 . 25
40.
12 .17
26 .
12 . 25
26 .
12 . 25
21.
12. 42
23 .
12 . 42
. 00
.00
30 4. 55
12. 42
305.18
12 . 42
5 .
12. 33
5.
12 . 33
5 .
12 .33
3 .
12 . 33
3 .
12 . 33
3.
12. 33
9 . 80
22 .
1 2 .33
31.
12 .17
22 .
12 . 33
0 .
.00
2 .
1 2 .17
0.
.00
1 3 .
12. 08
1 3 .
12 . 08
13 .
12 .08
30.
12 . 25
4 5 .
12 .17
30 .
12. 25
30 .
12 . 25
26 .
1 2 . 42
27 .
12. 42
.00
.00
304. 79
12. 42
305. 31
12. 42
5 .
12 .33
5 .
12. 33
5.
1 2 . 33
4.
12. 33
4.
12 .33
4 .
12 .33
TOP OF DAM
305 . 50
1.
4 8.
11.00
25 .
12 . 33
35 .
12 .17
25 .
12 .33
0 .
.00
2 .
12.17
0 .
.00
14.
12. 08
14 .
12. 08
14 .
12. 08
34 .
12 .25
50 .
12 .17
3 4.
12.25
34 .
12. 25
33 .
12. 33
31.
12 . 42
.00
.00
305 . 03
12 .33
305. 44
12. 42
6 .
12. 33
6 .
12. 33
6 .
12. 33
4.
12 . 33
4.
12 .33
4.
12 . 33
14 .00
33 .
12 . 33
45.
12 .17
33.
12 .33
o.
.00
2 .
1 2 .1 7
0 .
. 00
18 .
12. 08
19 .
12 . 08
19 .
12. 08
44 .
12 . 25
65 .
12 .17
4 4 .
1 2 . 25
44 .
12. 25
49.
12. 33
44.
12. 33
. 00
• 00
305 . 51
12. 33
305 . 62
12. 33
8 .
12. 33
8 .
12 . 33
8 .
12. 33
6 .
12 . 33
6 .
12 . 33
6 .
12. 33
MAXIMUM
OUTFLOW
CFS
DURATION TIME OF T IME OF
9.
11.
13.
21.
26 .
33 .
OVER TOP MAX OUTFLOW FAILURE
HOURS HOURS HOURS
.00 12.50 .00
.00 12.50 .00
. 00 12 . 50 . 00
.00 12 .4 2 .00
.00 12.42 .00
.00 12.33 .00
Strategic Behavioral Health , LLC
4 j Page
14 .00
PLAN 3 ...••..•••..•••
RATIO
OF
PMF
4. 50
6. 20
7 . 40
8. 80
9. 80
11. 00
14 . 00
*** NORMAL END OF HEC-1 ***
305 . 51
ELEVATION
STORAGE
OUTFLOW
MAXI MU M
RESERVOIR
W.S .ELEV
304 . 31
304 . 75
304 . 98
305.18
305. 31
305. 44
305 . 62
Appendix 1
December, 2012 Hydrologic Model
Existing Conditions (Plan 0)
Proposed Conditions (Plan 1)
Clogged Conditions (Plan 2)
. 01 1. 49 . .08 12 . 33
INITIAL VALUE SPILLWAY CREST TOP OF DAM
300 . 70 304 . 00 305 . 50
0 . 1. 1.
o . 0 . 33 .
MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF
DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW
OVER DAM AC-FT CFS HOD RS HOO RS
. 00 1. 3 . .00 13.00
.00 1. 12 . . 00 12 .58
. 00 1. 17 . .00 12 .50
. 00 1. 23 . .00 12. 42
. 00 1. 27 . .00 12. 42
.00 1. 31. . 00 12 . 42
.12 2 . 44 . . 42 12 . 33
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