HomeMy WebLinkAboutDrainage Reports - 07/25/2011Cigr of Ft. ColBns ro Plans
Approved By
Date % 5-t/
FORBES ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
' February 28, 2011
Revised May 6, 2011
tSecond revision June 1, 2011
t
Mr. Glen Schlueter
Storm Water Utility
City of Fort Collins
'
P.O. Box 580
Fort
Collins, Colo. 80222
Storm Water Run-off & Water Quality Calculations for the Spirit of Joy Church
Mr. Schlueter:
' I have revised the stormwater run-off calculations to comply with the City of Fort Collins storm
design criteria. The previous stormwater run-off calculations were determined using the Urban
Storm Drainage Criteria Manual with respect to run-off coefficients; the revised calculations use
the runoff coefficients per tables 3-1 and 3-3 of the Hydrology Standards. Also, the design of the
water quality structure has been changed from a 24 drain time to a 40 hour drain time.
As requested, I have provided an exhibit that shows existing and proposed impervious areas (see
' attachments). The amount of increased imperviousness due to the addition and added pavement is
approximately 3.8%, (12% was used in the determination of the WQCV).
' I have reviewed and compared run-off calculations from the earlier report by Phil Robinson with
Stewart & Associates (revised report dated April 19, 1991). Historic run-off decreases for the 2y
and increases for the 100y, but remains relatively the same for the 10y storm (see calculations in
' attachments). The developed run-off calculations for the site were calculated using the previously
calculated time of concentration and decrease very slightly (again, see calculations provided in the
attachments).
1
As with the previous drainage plan and report prepared for the Spirit of Joy Church, we plan to
allow the runoff from the site to be undetained. The stormwater run-off will be released into the
outflow ditch so that it can be carried downstream before the major flows from the upstream
development reaches the site. An extended detention basin for the captured water quality volume
water (approximately 1444 cubic feet) and a quality structure have been designed to maintain
water quality. The water quality structure has been designed to release at a 40 hour drain time
(see attachment) and will be provided on the construction drawings.
The drainage design and computations have been prepared in accordance with the provisions of
the City of Fort Collins. Storm Drainage Design Criteria and Construction Standards and the site
improvements for the Spirit of Joy Church are in compliance with the original report.
With the completion of the designed water quality structure, the extended detention basin for the
captured water quality volume and implementation of erosion control measures, this project will
improve existing drainage conditions and will not adversely impact downstream properties.
Please call if I can be of further assistance in this matter, or if you have any questions. I can be
reached at (970) 232-6014.
Sincerely,
FORBES
EF
Kevin Forbes, Colo. %�24
PresidentEnc.'�Ut�ie�
01)
' FORBES ENGINEERING
STORM WATER RUNOFF CALCULATIONS
SPIRIT OF JOY CHURCH
FORT COLLINS, COLORADO
1
1
1
ADDITIONAL
ASPHALT
LANDSCAPED
ISLANDS
ASPHALT J
D(ISTING
CHURCH
ADDITIONAL
ROOF AREA
CONC WALK .._ ..
SPIRIT OF JOY CHURCH
NOT TO SCALE
'
NOTE:
SEE FULL DRAINAGE PLAN FOR DETAILED SITE
'
AREA DESIGNATIONS
JOB # 1300
CLIENT: STEWART & ASSOC
DATE: 2124111
BY- KEF
DEVELOPED SITE AREAS
LOT AREA
185,326 SQ FT
4.25 AC
ROOF AREA
12,306 SQ FT
0.283 AC
ASPHALT
36,384 SQ FT
0.835 AC
CONCRETE
11,972 SQ FT
0.275 AC
LANDSCAPING
124,664 SQ FT
2.862 AC
NEW IMPERVIOUS AREAS
DUE TO ADDITION
ROOF AREA
6190 SQ FT
0.142 AC
ASPHALT
5104 SQ FT
0.117 AC
CONCRETE
1541 SQ FT
0.035 AC
Page 1
' SPIRIT OF JOY CHURCH
FORT COLLINS, COLORADO
HISTORIC RUN-OFF CALCULATIONS
CHECK OF PREVIOUS HISTORIC RUN—OFF (3/28/1991 REPORT BY STEWART & ASSOC)
' 12 = 1.25 Q2 = 1.0 CFS THIS WAS DEVELOPED W/ Tc = 39 MIN
' 11a= 2.2 Q10= 1.9 CFS (37 MIN FOR TC100 ), COMPOSITE C = .2 &
I �Go = 3.65 Q100 = 3.9 CFS A 1.25 FACTOR FOR FOR THE 100 YEAR
' USING CURRENT FEQUENCY CURVE DATA, & RUNOFF COEFFICIENTS & Ta = 39 MIN
RUN—OFF COEFFICIENTS FREQUENCY ADJUSTMENT FACTOR
' 2 YEAR 10 YEAR 100 YEAR 2 YEAR 10 YEAR 100 YEAR
0.20 0.20 0.20 1.00 1.00 1.25
' USING RATIONAL EQUATION (Q=CIA) A = 4.25 ACRES
C2 = .20 12 = 1.09 Q2 = (C2)(12)(A) = 0.927 CFS
' C10 = .20 110 = 1.85 Q10 = (C1o)(11o)(A) = 1.58 CFS
C100 = .20 Itoo = 3.93 Q1oo = (C1oo)(C1)(I 1oo)(A) = 4.18 CFS
* THE INCREASE IN THE 100Y RUN—OFF VALUES FROM THE ORIGINAL REPORT
ARE DUE TO THE CHANGE IN THE FREQUENCY CURVE
1
Original Report Revised Report
1 Q 2 1.0 CFS > 0.93 CFS DECREASED BY 77.
' Q 1 Q 1.9 CFS > 1.6 CFS DECREASED BY 16%
Q 100 3.9 CFS < 4.2 CFS INCREASED BY 8%
1
' Page 2
' SPIRIT OF JOY CHURCH
' FORT COLLINS, COLORADO
DEVELOPED RUN-OFF CALCULATIONS
CHECK OF PREVIOUS RUN—OFF CALC'S — FULLY DEVELOPED
(3/28/1991 REPORT BY STEWART & ASSOC)
' 17 = 1.9 Q2 = 4.6 CFS THIS WAS DEVELOPED W/ TC = 18 MIN
' 1 t0= 3.3 Q10 = 8.0 CFS (14 MIN FOR TC100 ). COMPOSITE C = .57
1100 = 6.2 Q100 = 18.8 CFS & A 1.25 FACTOR FOR FOR THE 100 YEAR
USING CURRENT FEQUENCY CURVE DATA, RUNOFF COEFFICIENTS & TC = 14 MIN
' COMPOSITE RUNOFF COEFFICIENT CALCULATIONS
RUNOFF COEFFICIENTS PER TABLE 3-3
' LAND USE RUN—OFF COEFFICIENT
LAWNS, SANDY SOIL 0.10
LAWNS, HEAVY SOIL 0.20
' CONCRETE 0.95
ROOFS 0.95
ASPHALT 0.95
PACKED GRAVEL 0.50
COMPOSITE RUNOFF COEFFICIENT WAS CALCULATED
USING THE FOLLOWING FORMULA; n
' C= IE CI AI /At
' WHERE C = COMPOSITE RUNOFF COEFFICIENT
C1= RUNOFF COEFFICIENT FOR SPECIFIC AREA Al
A, = AREA OF SURFACE WITH RUNOFF COEFFICIENT OF C,
' n = NUMBER OF DIFFERENT SURFACES TO BE CONSIDERED
At= TOTAL AREA OVER WHICH C IS APPLICABLE;
THE SUM OF ALL A1's IS EQUAL TO At
DEVELOPED SITE AREAS
' AL(LANDSCAPE)
AC(CONC) AR(ROOFS) AG(GRAVEL)
AG(PAVEMENT)
At(TOTAL)
SQ FT
SQ FT SQ FT SQ FT
SQ FT
SQ FT
124,664
' (2.862 AC)
11,972 12,306 0
(0.275 AC) (0.283 AC)
36,384
(0.835 AC)
185,326
(4.25 AC)
' COMPOSITE RUNOFF COEFFICIENT C = 0.45
Page 3
' SPIRIT OF JOY CHURCH
' FORT COLLINS, COLORADO
CALCULATED USING RATIONAL METHOD
NOTES:
1. RUNOFF COEFFICIENTS (C) ARE FROM TABLE 3-3 & PREVIOUS CALCULATIONS
2. THE RAINFALL INTENSITY (I) IS FROM A DEVELOPED INTENSITY —DURATION —
FREQUENCY CURVE FOR LARIMER COUNTY AREA I — FORT COLLINS AREA
' RUN—OFF COEFFICIENT FREQUENCY ADJUSTMENT FACTOR
' 2 YEAR 10 YEAR 100 YEAR 2 YEAR 10 YEAR 100 YEAR
0.45 0.45 0.45 1.00 1.00 1.25
CHECK ON TIME OF CONCENTRATION
AREA (A) = 4.25 ACRES
OVERLAND FLOW (GRASS)
' L = 270 FT, DROP = 2.6 FT, S = 0.96%,
INITIAL FLOW TIME T11= [(1.8)(1.1—CCf)(L)'/Z1/(S)'/'
' FOR T2& T1o, T11= 27.0 MINUTES FOR T1oo. Tit=
OVERLAND FLOW (PAVEMENT)
L = 165 FT, DROP = 0.60 FT, S = 0.367,
INITIAL FLOW 11ME Ti2= [(1.8)(1.1—CCf)(L)'/21/(S)'/'
' FOR T2 & T10 . T12= 4.87 MINUTES FOR T1oo ,
TRAVEL TIME IN SWALE
WEST SWALE (SHORT GRASS SHALLOW SWALE)
L = 180 FT, S = 1.07., V = 1.5 FPS,
' TT = 2.0 MINUTES
25.5 MINUTES
T11= 3.25 MINUTES
' TIME OF CONCENTRATION To= Tl + T + TT
FOR T2 & T10 , To = 33.9 MINUTES FOR T100 , To = 30.8 MINUTES
' (PER ORIGINAL CALCS) USE Tc = 18 MIN (14 MIN FOR 100y)
' USING RATIONAL EQUATION (Q=CIA) A = 4.25
C2 = .45 12 = 1.70 Q2 = (C2)(12)(A) = 3.25 CFS
C10 = .45 110 = 2.90 Q10 = (C1o)(11o)(A) = 5.55 CFS
C1oo = .45 1100 = 6.71 Q1oo = (C 1oo)(Cf )(I 1oo)(A) = 16.0 CFS
Page 4
y ♦
s
�f
T
u
P-
'Fai
N
�fj{h
a fi'
- N
r
In•
IE
O O O O O O O O O O O O
OOCIOOOMMOOOO
6 O 4 M CV O
(aglui) Avsua;ul
CD
N
u
11 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility 11
11
[]
Designer. Kevin Forbes
1 of 3
Company:
Forbes Engineering
Date:
REVISED MAYS. 2011
Project:
Spirit of Joy Church
Location:
Ft Collins, CO
1. Basin Storage Volume
A) TriblgaryArea's Imperviousness Ratio (i = I,/ 1D0 )
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =t0•(0.91 •0-1.19-P+0.78-D)
D) Design Volume: Vol = (WQCV / 12) - Area' 1.2
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Recommended Mapmum Outlet Area per Row, (AJ
D) Perforation Dimensions:
i) Cinwlar Perforation Diameter or
ii) Width of 2" High Rectangular Perforations
E) Number of Columns (nc, See Table 6a-1 For Ma)dmum)
F) Actual Design Outlet Area per Row (Ao)
G) Number of Rows (m)
H) Total Outlet Area (A,)
3. Trash Rack
A) Needed Open Area: Ah = 0.5 • (Figure 7 Value)' Ad
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (W.)
from Table 6a-1
ii) Height of Trash Rack Screen (Hm)
1, = 12.00 %
i=1 0.12 I
Area = 4.250 acres
WOCV = 0.08 watershed inches
Vol = 0.0332 acre-feet
X Orifice Plate
Perforated Riser Pipe
Other.
H = 1.83 feet Q
Ao=squam Inches
D=r o�-jirhca, Of33 ke
W =1 l inc hes
nc=F --- l---1 number
Ao= 0.1 square inches
nr = number
Aa = 0.6 square inches
A, = square inches
< 2" Diameter Round
I --IT High Rectangular
Other
W. = inches
Hm = 52 inches
€t�
El
04
b
�3w
-
--
EI
—MEN
...
................
.■.OMEN■■■■■■...�.
................
..................
.
..........-
9E'e'=
9E=MMMO
.■MEM.EWEN1
..MMMMI
.■ENMM�
............
M
'-. ....=BE...
C....I.1
:
.
MEN...
ZI
O
U
W
U)
LO
M
N
O
rn
rn
rn
rn�
�
o
.-
N
^
>
Z
W
3
O
O
i
�O
gl
s
o3g
e 0
�oN
' _ w
J
a6 g
cn
0
I a�
f
�g
mg
tw
nay
od
s d
m
§0
9
I
1
STEWART&ASSOC[ATES
Consulting Engineers and Surveyors
October 30, 1991
Mr. Glen Schlueter
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
' Dear Glen:
I have checked the grading and construction of drainage facilities at
Lot 1 of the Spirit of Joy Lutheran Subdivision. The grades of the parking
lot, building, and drainage swales, and the construction of the trickle pan
and pipe culverts were all done in substantial compliance with the approved
plan.
Please call if you need any additional information about this project.
Sincerely,
G7
Phillip V. Robinson, P.E. & L.S.
Vice President
' jrr
J
cc: Mr. Ron Young, Adolfson—Peterson, Inc.
James H. Stewart
and Associates, Inc.
214 N. Howes Street
P.O. Box 429
Ft. Collins, CO80522
303/482-9331
I
i
1
STORM DRAINAGE REPORT
FOR
LOT 1, SPIRIT OF JOY LUTHERAN SUBDIVISION
PREPARED FOR
SPIRIT OF.JOY LUTHERAN CHURCH
C/O ROBB, BRENNER & BRELIG
PREPARED BY
STEWART & ASSOCIATES, INC.
FEBRUARY 18, 1991
REV15E,n 31zef91
(3EVI5ED ¢l14``4I
I
' SITE LOCATION AND EXISTING CONTITIONS
' The Spirit of Joy Lutheran Church site contains 4.25 acres, and is
located at the northwest corner of Harmony Road and Lemay Avenue. The site
is platted as the Spirit of Joy Lutheran Subdivision. The site is located
' in the McClellands Drainage Way. The site drains to the south into a
previously constructed ditch, which, is the outfall ditch from the detention
pond systems constructed in Whalers Cove. This ditch drains from west to
east across the Spirit of Joy Lutheran Church site, then east under Lemay
' Avenue, then south under Harmony Road, to an outflow ditch which goes
southeast across the Oak Ridge development. The prevously designed flow
quantity under', Harmony Road and into the Oak Ridge development is 55 c.f.s.,
' although our calculations show the pipe will carry 61 c.f.s.
PROPOSED DEVELOPMENT
' We plan to allow the runoff from the Spirit of Joy Lutheran Church
site to go undetained into the outflow ditch, so that it can be carried
downstream before the major flows from the upstream development reach the
' site. Our calculations show that the 27" X 44" pipe under Harmony Road
will carry the maximum outflow from the Whalers Cove detention pond, along
with the 100 year developed runoff from the church site, the runoff from
' Lemay Avenue, and the runoff from Harmony Road.
The existing site and developed site runoff quantities are calculated
on sheets 2 and 3 of this report. The developed site takes into account
the planned future expansion of the building and parking lot. The runoff
from the proposed development shall be directed to the southeast across
the site, so that no additional runoff is allowed into the Whalers Cove
' swale which lies just west of the site.
The 100 year runoff from the developed site is 18 c.f.s. after 14
minutes. This quantity can be easily carried by the existing ditch and
pipe system, and since it will peak before upstream flows reach the site,
there will be no problem caused by the undetained runoff.
' The offsite flows consist of the outflow from the Whalers Cove detention
pond which crosses the south edge of the property in an existing ditch,
the Lemay Avenue runoff which is picked up by existing catch basins on each
' side of the street, and the Harmony Road runoff which drains to the existing
ditch across the south edge of the property. There are no other offsite
flows onto the property. Sheets 4 and 5 show the quantity calculation of
these offsite flows.
Sheets 6 and 7 of the calculations show the capacity of the 27" X 44"
pipe under Lemay and Harmony, and the total runoff which will be directed
' to this pipe.
Sheet 11 is a vicinity map showing flow directions, and sheet 12 is
the site grading and drainage plan.
' Phillip I. Robinson, P.E. & L.S.
1
COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St.. Ft. Collins, CO 80521 (303) 482-9331
' By: P) J�s Date 3)Ztr 91 Client: s i ri Ir o; rd Lvl-ko �h Sheet No. 2 of r -
11
Chkd By: Date Project: Si } e e A/y✓ GO . Le/no 4-
j }O NOk
Subject %7 %S40 HCr� s'i'%e 1'l/n09
COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
By: Date lajqi Client: -5vjrl� Sheet No. 3 of
� I I I
Chkd By: Date- Project: SLLe- 4 /V k/ CVf-- LAMP v 4 14e4rMa4t'
Subject -514� rvr)o� 5),L")
y II Ic
sl 7o.
'3 +�l -16V
ill; ;1 j
G'fUZ- i /'nl 5 '3. 3 2. B, C7 C45
100 cA= I(ItZi5
TF4 ES Old Y, vFi -ri P'E
8- A�S!
IT
F U 7u �z p-, P, r-- i) PL4 K!
COMPUTATIONS
' Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
By: PifE Date - 2d) 9 I Client: Sheet No. 4- of /Z
' Chkd By: ,,�� (�•(('' 7 Date Project: S/ ��` a� mt/ Go r LeMa �
Subject �+S 1 e ;)a wJ �(p � tn/A a )er-s Cp V e
I I I! I I
E X I s 7-1 N G- �. T i� P 4 _ U(_= j Al,
t�.Ej ;
10. - - -
i I ;
I ;
1ivv-85.3Nl=
Gq�ctci�/ z$�I �Z�yIII o_.�I.- a o_ -1
- -
J eG�� Frq U,-r4'i 1=�g.,l m'ir vs -I ur�r.1 I
/-�e� ✓asr I of G• 2�H� �c.e �y� _ !.rz � x�fi � I I I I '
1%clrav 1c s�oTC f _ = I- r
—
,
i
F
r r'or� �r�� c-h�a,r
;
s
Ga Gtci'� �yvl
!
I � I
i�) /c) V :;-
l%
I
I
1'�"li.2t'"E'IFIOf.CI NC61btl -,yr� -r t.�„�_ O '- -- -jf' j4e'!rS
--- ,
I
I I
i
i
i
I
I i I i i
j
I
I
COMPUTATIONS
' Stewart & Associates, Inc. 214,1N.Howes St. Ft. Collins, C080521 (303)482-9331
By: PIR Date 3)215*)01/ Client: of Soy �C'Aer_aki Sheet No. of /Z
Chkd By: Date- Project: Sfkf -V AJw r-or Ler�my 1-ar-riven
Subject
J
�.✓e -1! 4, 114Vp_,k)
TZ 0 x 93 -,3 7 % �O
0i�
'e
7-c
GUD +L0
+
T
3A
2_1
2
3
7
L E7 M A) 1%1)=�jUE
4;1!
1;
L
Area 9 20 k 40 3 ceo
dCl 7!
0,
720,
7
��OK
7
as ,-e'
J
0. 1(9 �7
1z
btu
Q too,
5-1
360 �e 0
'Liis j<Y
'f oh� 0SI -'Z �360'4 cl� �ov 4
4
0,
T, 13V 3V,�,
U.
-.1 -------
C iA 0.,
0. _�
J
2-3 1
V,
0O1'�
05)
0
COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, C0 80521 (303) 482.9331
' By: Dirt Date 3 z09 Client: S1 1!h o� To y ��'�7ero^ Sheet No.�_of / 2
J
Chkd By: Date Project: 5 i 3 e 0.* N L/ car- Lento - ii rwi'Ntany
Subject r_ r ci `'y 0 T- 4 ¢ if x 2-71i RCP ohel « J emo,v l uf(-sAo^,-
J
' Are0.
0 = 0.0/5 I
1 ! '
1 I f
R° i I ! ilvV 82, )
MllnvS�.%��QdGi
%}cam /os1 - o, 6
' �yo�ra�Iic. S �Ope � !¢•Y30Q. _ �r01%
I c/3 % �i •l
L7���)� G GI.S� I �Q.7i� i o. 01¢ l06 G- S
I I
I
' GQ�atei r 6r i,)e eo., f-a�
(71 I� a.:
6 is G4(4-Ix
i 44 Ji x 77it 0v4JC.J1 .lei ;un 1 er: li��'' ytl�
iCci.//
/0WGOver'/ S�;GTS'1� 71 �' ��.� use' In'
the p� r5i 1P1 po:,c:i� el_ G45�C 1nt
di ��eie�ce i3 '� shall 5, er4 eel( + U a shov
170' ccic/Se i ctin a.civeirse, Olol.✓ns;lrecrm
I
I I ;
' i .
[1
COMPUTATIONS
' Stewart & Associates, Inc. I 214 N. Howes LSt. Ft. Collins, CO 80521 (303) 482-9331
By: �i/_ Date3 2J 't Client:_ : 72! c4 o' i Sheet No.-7of
Chkd By: /"c Date-
SubjectProject: Sl�' N ✓ CGr L.?n�u�r- /�c�/rn.or�y
__/Q7/ run0--r F 10 ¢9 " x 27 II Vi�C uo7niei P-ai'MOny
rvn0 4
ru
r✓oqr;�
r 1inGTr9
run U1
�ra,r wl;otG'r� zcrive
FranVll' de -o/v�r �l Vj-c�t she
i ,7
-�1'OMt AA/ /-{ I
Si--i� �MPy '✓Pn
�j
i
e.PJ G?S
G.¢ J f
S- `1 rJ
6 /. 2 cJ
COMPUTATIONS
' Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
'BY: P1 R Date 3 2 Jll Client: SPLt,Aef-, n Sheet No. ofZ2
Chkd By: Date t Project: sloe 00L N v✓ cVf`. Lem oty 4- 14.fMf/NL
Subject -G! Capa e j y 01 %fig f
i
1
LOV FLOW
G
/area 0,75;
I0.175-
3 2f
0:7s��._r-I
Mau Q = /01). , i =
CA-5
Pam wllt catfir` i = I�. s ', lOd Y,- fo i
ccS/n
APHCITy OF EX/57t%IG DizCr=! 01'.C)4 I�LCjX67 S. slpE
/ j
2. RYea _ ZO ;s, c, :SJ_ 0'. S� _ Pf J = Z=
y o�
4. c���cv� :��=rs!;..� �� a : ,s��r�P �o:ndir i 0'1 CLe�ay)
Fron Fi�Jre s-z the G61c1, bcs'irf. will ha✓e a co oci''� of /
1, CIS ner � .'off otDPrt nF G1- (l.'SICf�( 80 ¢,�FS
%his Is :ICJ Vectr -FIO,.✓ )-6e E:+s and n/t'sf'.
sr�Es hF L er,oy �.. and- jS /80,� o� f� e 100 -F�uw.
COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
' By: p)Tt Date Client: -5bz �4 o--Joa Lo4ero,H Sheet No. of I Z
ChkdBy: Date Project: Sti& k/ Cur -
Subject i'ar(cit)< Lai` %-<unlJ4 ��ull�y de✓elaEer—l)
PAFRPCIN G
rJ
'RUNoFFI
n/044 eu
Ai-e_c%- =
sf pa rr lo 4 C
O. `13 G = 6
fu.ivr ullr d e✓elan ed
:,4
p•
L = 2 err' s lv/a e = J f
Tc= /0
G/fa =
(o,e x� S)� U.43
1.86.E r
�w =
G! /a
o.8i ( �)( 0',").3.
3. ic�!
I ,
Sou'u '1EGS� PG 0 e✓elope .
/-)ream _ �,/G /1c c = 0.95 . L ./100
TG- 5 vim
J 3,J
�1a= G1i4 5'.6t(0•'161). O.S'e4I:
�1Go= GFCI,A'= 41.7 GfS:
I i '
v✓es% Pq r--I- o-� /a ( -Fulvr¢. 4.!/y �l e ✓ego e�
L 35�0 s)o7
CIA
41'-4`)C,rj':IGTS
Qwo = G G1/a (1l(3/� l ¢s�' Z: s
I
COMPUTATIONS
Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331
By: �%� Date_ Client:`ni r o I oy i}� grog Sheet No. / U of j Z
Chkd By: Date Proiect: S) Gi NL✓ nr / e_ J -.
Subject
�`� i ji I; Gs i
a 21
I ,
• ' 1 I
r� I
o 7�ar�' hbTi�east! alGieve lope�. �artTi✓1� /af
�/
01# 3;3 G,Ff
Qtuv�
�cUrrh'
I
Area- ¢.I s !s%13e ;I )Yi! ! 11-7 030
z.7 BPS
G1= /3 tr �¢ J}(i.�) ; %1, I t ''w ore f h'a� re�vlrc!
I � I
T1te swa�F ! ✓i!1); cc#rry� �hq JUO I SCA- 62
?�/.!L
i I
i i I
i
I
�A10 5CA)LE)
' OLVEF nr COVRr
-------1-
3
' N
J
J
Q
Z
ExisT 4-' cr3
S. LEMA✓ /-iJE
Exis r
4 cQ
J
�_
!
3a
OF,s-1 IN Pl7GH
— GHVRCN 51TE
II
o
FULLY' z cDEVElUPttCZd,
u -- 8.0 cfs
I
a
18.
EXIST z4Z'
G
g
F
\\
Q
C�F?GLE
o
ILL
!n
PC
SHEET / ( of )7.
Public Improvements Opinion of Costs
Spirit of Joy Church
Manna nnte- Senarate costs are needed for nn.site and nff-site imorovemerKs
Public Improvement Item
Iynits
Unit Cost
Est.
Item Cost
.. _-- .- , ..,. .., . , , ...-s,.
....
-
,
20.2.1 Erosion Control
Stockpile Topsoil
CY
$0.00
Straw Bales
EA
$10.00
5
$50.00
Inlet Protection
EA
$0.00
Silt Fence
LF
$1.50
563
$844.50
Sediment Trap
EA
$0.00
Vehicle Tracking Pad
I EA
$3,000.00
1
$3,000.00
Subtotal 20.2.1 Erosion Control $3,894.50
20.2.2 Street Improvements
Clearing and Grubbing Lump Sum
LS
$0.00
Removal of Structures and Obstructions
EA
$0.00
Subgrade Preparation
SY
$0.00
Excavation
CY
$0.00
Borrow
CY
$0.00
Fill
CY
$0.00
Rock Excavation
CY
$0.00
Filter Material
CY
$0.00
Lime Treatment
SY
$0.00
Asphalt Patching
TONS
$0.00
Asphalt Pavement
Sq Yd
$0.00
Base Course
TONS
$0.00
Concrete Pavement
SY-IN
$0.00
Geotextile
SY
$0.00
Riprap
CY
$0.00
Survey Monuments
EA
$0.00
Adjust Manholes
EA
$0.00
Adjust Valves
EA
$0.00
Adjust Monuments
I EA
$0.00
Mobilization and Demobilization
1
$0.00
Subtotal 20.2.2 Street Improvements
20.2.3 Structures
$u.uu
Bridge Structure
EA
$0.00
Culverts
EA
$0.00
Guardrail
LF
$0.00
Railing (Pedestrian)
LF
I
$0.00
Railing (Traffic)
LF
$0.00
20.2.4 Pedestrian and Bikeway Facilities
20.2.5 Sti
Subtotal 20.2.3 Structures
Sidewalk Grading
SY
$0.00
4-inch Thick Sidewalk
SY
$0.00
6-inch Thick Sidewalk
SY
$0.00
Directional Curb Ramp
SY
$0.00
Comer Curb Ramp
SY
$0.00
Mid Block Ramp
SY
$0.00
Concrete Bikeway
SY
$0.00
Sidewalk Chase
EA
$0.00
Curb and Gutter Grading
LF
$0.00
Curb and Gutter - Type II
LF
$0.00
Curb and Gutter- Type I
LF
$0.00
Glue -down Curb
LF
$0.00
Subtotal 20.2.4 Pedestrian and Bikeway Facilities
;.= 1r
met Lighting
Standard Pedestrian Light I EA I 1 $0.00
Standard Street Light I EA I 1 $0.00
Subtotal 20.2.5 Street Lighting $0.00
20.2.6 Traffic Signals. Signing and Striping
Standard Street Signs
EA
$0.00
Standard Sign Posts
EA
$0.00
Standard Regulatory Signs
EA
$0.00
Standard Speed Limit Signs
EA
$0.00
Latex Paint (4 inches)
LF
$0.00
Latex Paint (8 inches)
LF
$0.00
Latex Paint (12 inches)
LF
$0.00
Latex Paint (18 inches)
LF
$0.00
Latex Paint (24 inches)
LF
$0.00
Epoxy Pavement Marking (4 inches)
LF
$0.00
Epoxy Pavement Marking (8 inches)
LF
$0.00
Epoxy Pavement Marking (12 inches)
LF
$0.00
Epoxy Pavement Marking (18 inches)
LF
$0.00
Epoxy Pavement Marking (24 inches)
LF
$0.00
Preformed Tape for Symbols & Crosswalks
LF
$0.00
Preformed Thermoplastic
SF
$0.00
Traffic Signals
EA
Subtotal 20.2.6 Traffic Signals, Signing and Striping
$0.00
I
i
1
1
20.2.7 Work Zone Traffic Control
Traffic Control
20.2.8 Storm Drainage Facilities
LS
Subtotal 20.2.7 Work Zone Traffic
Grading
SY
$0.00
Inlets
EA
$0.00
Manholes
EA
$0.00
Pipe (Material Type - Size)
LF
$0.00
Trickle Channel (width)
LF
$0.00
Outlet Structure (orifice plate)
EA
$0.00
Subtotal 20.2.8 Storm Drainage Facilities
20.2.9 Removals and Repair
$0.00
Asphalt Patching
SY
$0.00
Concrete Sidewalk R & R
SY
$0.00
Concrete Curbwalk R & R
LF
$0.00
Milling
SY
$0.00
Asphalt Removal
SY
$0.00
Subtotal 20.2.9 Removals and Repair
20.2.10 Construction Surveying/Staking ILS
Subtotal 20.2.10 Construction Surveying/Staking $0.00
20.2.11 Material Testing $0.00
Subtotal 20.2.11 Material Testing $0.00
20.2.12 Record Drawings
Subtotal 20.2.12 Record Drawings $0.00
20.2.13 Construction Management I I I Inla
Subtotal 20.2.13 Construction Management $0.00
Water Line Construction
Water Mains
I
1
1
$0.00
On -Site Water Supply Service
LF
$0.00
Fire Hydrants
$0.00
Subtotal Water Line Construction
$0.00
i
1
1
1
1
Sewer Line Construction
Trunk Lines
$0.00
Mains
$0.00
Laterals or House Connections
$0.00
On -Site Sewage Facilities Septic
EA
$0.00
Subtotal Sewer Line Construction $0.00
Other $0.00
Subtotal Other $0.00
SUBTOTAL OF PUBLIC IMPROVEMENTS:
Additional 15% required by Section 12.6.2.C:
GRAND TOTAL OF PUBLIC IMPROVEMENTS:
Landscape Improvements:
$3,894.50
$584.18
$4,478.68
Plant Materials
-
$0.00
Irrigation System
$0.00
Paving / Surfacing
$0.00
Structual Elements (Gazebo's, Benches,
Fountains, etc.)
$0.00
Mulch / Weed Barrier Materials
SF
$0.00
Edging / Tree Staking Materials
$0.00
SUBTOTAL OF LANDSCAPE IMPROVEMENTS: $0.00
Additional 15% required by the Dev. Agreement $0.00
GRAND TOTAL OF LANDSCAPE IMPROVEMENTS: $0.00
BOARD OF COUNTY COMMISSIONER
�0�. REG[o. LARIMER COUNTY I
If project in GMA)
Chairman
DEVELOPER