HomeMy WebLinkAboutDrainage Reports - 02/15/2001f final A rived Report
�itoPF.itTY of Dae
s
FINAL DRAINAGE REPORT
FOR
POUDRE RIVER BUSINESS PARK, THIRD
OLD TOWN BASIN
PREPARED FOR
GENERAL CARE HEALTH SERVICES, INC.
FEBRUARY 6, 2001
PREPARED BY
STEWART & ASSOCIATES
103 SOUTH MELDRUM STREET
P.O. BOX 429
FORT COLLINS, CO 80522
TEL. 970-482-9331
FAX. 970-482-9382
L
'
TABLE OF CONTENTS
'
1
Vicinity Map
2-3
Teat of Report
'
4-8
Stormwater Runoff Calculations
9-10
Detention Pond Mass Diagram & Pond Volume Table
'
11
Orifice Sizing
12-15
Erosion Control Calculations
'
16-18
Extended Detention Calculations
19
Storm Drain Capacity Calculation
20
Emergency Spillway Design
'
21
Rip Rap Calculation
22
Floodplain Use Permit
Pocket
Grading Plan and Drainage Plan
11
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(1)
VICINITY MAP
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(2)
STEWART&A SSOCIATES
February 6, 2001 Consulting Engineers anti Surveyors
Mr. Basil Hamdan
Stormwater Utilities
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522-0580
' Dear Basil,
The following is the final drainage report for Poudre River Business Park, Third Filing situate
' in the Northwest 1/4 of Section 18, Township 7 North, Range 68 West of the 6th P.M., Fort Collins,
Colorado.
The site is in the Old Town Basin and is within a shallow flooding area and contains a net area
of 1.0986 acres and a gross area of 1.1643 acres. The site slopes Southwest to Northeast at an
approximate slope of 1.2%. The site has a good ground cover of grass and weeds. The site is
bounded on the North by Poudre River Drive, on the East by Hoffman Mill Road, on the Southwest
by the Burlington Northern Railroad and on the West by Lemay Avenue.
' The site is served by an existing storm drain system. There is an existing curb inlet at the
Southwest corner of the intersection of Poudre River Drive and Hoffman Mill Road. An existing 15"
R.C.P. storm drain flows East in Poudre River Drive to another curb inlet at the Southeast corner of
the intersection. Then an existing 18" R.C.P. storm drain flows North across Poudre River Drive to
another curb inlet. An existing 24" A.D.S. storm drain flows to an existing area inlet in the Internal
Medicine Clinic parking lot and then continues down the bank to the Cache ]a Poudre River. The
capacity of the 24" A.D.S., N-12 pipe is 23 c.f.s. The 100 year runoff rate for The Poudre River
Business Park, First Filing is 7.98 c.f.s. and for the Second Filing is 5.92 c.f.s., for a total runoff rate
of 13.9 c.f.s.. The 13.9 c.f.s. includes the runoff from the streets that are existing and that drain to
the three curb inlets. The Westerly 150 feet of Poudre River Drive flows West to Lemay Avenue and
' North in Lemay Avenue to the Cache la Poudre River. Therefore the unused capacity of the storm
drain system is 9.1 c.f.s..
' The site is divided into two historic basins and also two developed basins,. which are the same.
H.B.-I and D.B.I. are the proposed lot and that part of the right-of-way from the back of the
sidewalks to the right-of-way line. H.B.-1 and D.B.-1 contain 1.237 acres. The two year historic
'. runoff rate is 0.39 c.f.s. and the 100 year historic runoff rate is 1.73 c.f.s.. The two year developed
runoff rate is 1.31 c.f.s. and the 100 year developed runoff rate is 6.09 c.f.s..
BB -II an D.B.-H are the South half of Poudre River Drive and the West half of Hoffman Mill
Road that are adjacent to this filing and drain to the existing curb inlet at the Southwest corner of the
intersection of Poudre River Drive and Hoffman Mill Road. The area of H.B.-II & D.B.-II is 0.270
acres. The two year historic and developed runoff rate is 0.50 c.f.s. and the 100 year historic and
developed runoff rate is 2.20 c.f.s..
James H. Stewart and Associates, Inc.
' 103 S. Meldrum Street • P.O. Box 429 • Ft. Collins, CO 80522
970/482-9331 • Fax 970/482-9382
1 (3)
1 Offsite Basin I is that part of the South half of Poudre River Drive that flows to Lemay
Avenue and the East half of Lemay Avenue adjacent to the site. Offsite Basin I does not drain onto
' our site.
Mite Basin II is the area between the South property line of the site and the back of the curb
1 • on Riverside Drive. It is fairly flat and does not drain very well. The runoff will run across the
Southeast corner of the lot and also Southeasterly in the railroad Borrow ditch. There is an existing
24 inch culvert that is lower than all the ground in Offsite Basin H. There appears to be some existing
ponding on Offsite Basin II. The existing elevation of Hoffman Mill Road is higher than OB-II.
1 D.B.-I will have a medical building and a parking lot constructed on it. Due to the limited
capacity in the storm drain system we have designed an onsite storm water detention pond in the
parking lot and a part of the landscaped area. The detention volume provided is 5,444 cubic feet.
1 The discharge rate is 1.00 c.f.s.. The discharge rate is a small amount larger than the two year
historic rate of 0.39 c.f.s. but is detaining the difference between the 1.00 c.f.s. and the developed
100 year runoff rate of 6.09 c.fs.. A storm drain will be constructed in the proposed parking lot with
two area inlets to capture the runoff. The extended detention pond for water quality will be in the
grass area North of the parking lot. The water quality structure will have a discharge pipe into the
back of the existing curb inlet at the comer of Poudre River Drive and Hoffman Mill Road. The
1 spillway will beat elevation 54.10. The freeboard elevation will be 54.46.
EROSION CONTROL: The site is in the moderate rainfall erodibility zone and in the moderate wind
1 erodibility zone.
A silt fence will be constructed along the North and East property lines. Straw bales will be
1 placed around the two proposed area inlets when the pipes are laid. After the inlets are constructed,
we will place a rock filter at the two inlets until the pavement is laid.
' An extended detention pond will be constructed between the parking area and Poudre River
Drive for water quality requirements. We are requesting a variance to allow 3:1 slopes in the Water
Quality Pond.
The stormwater runoff calculations, the erosion control calculations, the water quality
1 calculations and the grading plan and drainage plan are enclosed as a part of this report.
This drainage report and the design. of the drainage system are in compliance with the City
1 of Fort Collins Storm Drainage Design and Criteria. If you have any questions regarding this report,
please call.
1 Sincerely,
Richard A. Rutherford, P.E. L.S. ; 5028
RAR/meh ,k i
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STEWART&kSSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: 9 A &0- Date: &/ /Z Od Client: G �5 N E .e A c_ (' A e E Sheet No. 4— of_
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STEWART&ASSOCIATES 103 S. MEL9331DRFAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
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Consulting Engineers and Surveyors
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Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
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1 Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382
By: A R. Date: / 2 Client: A4 rc Sheet No. of_
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STEWART&kSSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
' By: 7t? .41P Date: /11z, l d0 Client: G evee,At_GA,e F Sheet No. L6 of
' Project: PoU[)eft� J�iVEe B✓sitij4F-rss pA2r 3,efl Fi�tiJro
Subject: D ETAA-/T/0 N 6 Al t7 o e- u M E %+. a G E
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54.10 = HWL POND
ORIFICE SIZING
ORIGINAL DESIGN DATA
1.00 = Allowable Des. Release Rate(cfs) NOTE: 1. VERT. PLATES WILL BE PLACED
49.40 = Flowline Orifice Elevation(ft) AT PIPE FLOWLINE
0.65 = Orifice Coefficient (Cd)
4.70 = Avaliable Driving Head(ft)
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CONSTRUCTION SEQUENCE
PROJECT: PoufleE R%vae garimarr Paer',3,eb Fi4i,V6 STANDARD FORM C
SEQUENCE. FOR 2 ppl ONLY COMPLETED BY: P- ,Q DATE: 1,4)y l Z, Z401
Indicate by use of a bar line or symbols when erosion control measures will be installed�t
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
2001 YEAR
MONTH T F M 1 A � M � �- �- � A S U
-------------------------------------
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL I
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers i
Silt Fence Barriers
Sand Bags f
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other you" c>AT'0"
VEGETATIVE:
'
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
'
Nettinas/Mats/Blankets
Other
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STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
HDI/SF-C:1989
--------------- 7 -------------y----
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MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
' JANU: ; 1991 8-20
DESIGN CRITFRIa
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
' JANU: ; 1991 8-20
DESIGN CRITFRIa
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EFFECTIVENESS CALCULATIONS
PROJECT: ou v P-0 i✓pie 0.fl-v .sr PACK 3,en Fi&...ue. STANDARD FORM B
COMPLETED BY: P- ADATE: JUe-y 2-7, Z"D
Erosion Control C-Factor P-Factor
Method Value Value Comment
BAE& Geou,vp 11 0 /.,00
Foun)D,4-r,p,u 0.ol /•0a
.Y'L-T FEUC.6 /,OD O.SO
SrP-Aw BAeOee /, 00 6.80
As c- M ATC- p 1qL 0. o(p /•b o
ExIS i. G P- 4
MAJOR
PS
SUB
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($)
BASIN
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CALCULATIONS
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B A Q E G ,2 o u v D 0, 7Z,4c.
BASS MATee/AL 6,2.9o42.
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WTD P = 0,80 X0", = 0,40
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RAINFALL PERFORMANCE STANDARD EVALUATION
---------------------------------------------------------------------
PROJECT: Pt✓are ButiNEsr PgeK 3evjr,4,, STANDARD FORM A
COMPLETED BY: A,2 DATE: �JULV z-7,zoo�
------------------------- -------------------------------------
DEVELOPEDIERODIBILITYI Asb I Lsb• I Ssb I Lb I Sb I PS
SUBBASIN I ZONE I (ac) I (ft) I (p) .1(feet) I (p) I ( )
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D . p,. / M O DSEA� /.3z,4c I z40 ' I l' 2s% I I I 77-s0
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$TEWARMO SSOCIATE$
Consulting Engineers and Surveyors
July 28, 2000
Mr. Basil Hamdan
Stormwater Utilities
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522-0580
' Dear Basil,
1
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The following is the cost estimate for the erosion control measures for Poudre River
Business Park, Third Filing.
1. Silt Fence, 500 L.F. @ $3 per L.F. $ 1,500.00
2. Extended Detention Pond $ 500.00
3. Gravel Base, 1400 S.Y. @ $2 per S.Y. $ 2,800.00
Total Estimate of items 1-3 $ 4,800.00
4. Reseeding 1.32 acres @ $650 per acre $ 858.00
Escrow For Site = $4800 X 1.5 $ 7,200.00
Ifyou have any questions regarding this estimate, please call.
Sincerely,
ca% /� Q
Richard A. Rutherford, P.E. & L.S.
RAR/meh
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
970/482-9331
Fax 970/482-9382
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: Dater Client: G r,-/i>= P- A-/ _ i'_ a ec Sheet No. 16 of
Project: POy D2 i5 P-IV B2 �Ur/yFsr �f}2i'� -ri4lp D ;=/L/AI%
Subject: ST02 M 1iCA/,uAG 1A) AT �va iT CMGGl1L 4Tio.us
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DRAINAGE CRITERIA MANUAL (V. 3)
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STORMWATER QUALITY MANAGEMENT
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9-1-1992
UDFCD
cc
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A
,6-Hot
Extenc
ed De
r Drai
entior
time
Basi
(Dry)
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000
Detentic
1
-Hour
n Pon
Drain
Js (W
me
t)
0 10 20 30 40 50 60 70 BO 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo; Tucker (1989)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
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DRAINAGE CRITERIA MANUAL (V. 3)
m 0.6C
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STRUCTURAL BMPs
NAN
WQCV - 2.1 acre-feetINEV/01
OLU ION: Required Area
Row 1.75 in
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Source: Douglas County Storm Drainage and Technical Criteria, 1986.
FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9-1-1992
UDFCD
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EMERGENCY SPILLWAY DESIGN
Weir Equation Q = C L (H) ^ 3/2
Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
y/
20 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 8.16 (cfs)
Depth of
flow ft
Flow Over Weir
(cfs)
0.10
1.96
0.20
5.55
0.21
5.97
0.22
6.40
0.23
6.84
0.24
7.29
0.25
7.75
0.26
8.22
0.30
10.19
0.50
21.92
20
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STEWART&ASSOCIATES 103 S- ME9331 LDRUM, FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
By: % A R- Date: 1ajJ/oi Client: 6 c s,e 41. C A,- F Sheet No. -E.L of
Project: f �nP-FEE 12I -AP-k� T-,qi2j> Ea-IAJ4
Subject: Pi p g A f2 1^- A I- c u 1_ 4 T ie .
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Permit
Floodplain Use Permit
City of Fort Collins Code, Section 10-37
(Attach application Lee of$25.00. ljfloodplain analysis required fee is 3325.00)
PETITIONERNAME: _G ENGQ A r avc 14_cA, ru _ pyt cr _rme
ADDRESS: / 0 4.S- PG WA,00f A!_ A r-- F-r-r'_DLL/Au go 4 PHONE:
OWNER NAME: _ tJ9AJffeAr [`_AR& HFA ru eS2 v/ F1j TAe_
ADDRESS: JO LS PeAlAlock FLACEy FT [ bL-/-/V f �0 A oSv�PHONE:
CITY: /=T. COL [. / wt STATE: C e LD ZIP:_ A O.SZ d.
LEGAL ADDRESS AND/OR ADDRESS OF PROPERTY: S. E. C D K AJFy Dr- C E At Ay AV E
A,V_D POynreF 1ilt/F DQlL/F
DESCRIPTION OF THE PROPOSED PROJECT (CIRCLE ONE): new residential, new commercial, accessory structure, fill,
excavation, remodel -commercial, remodel -residential, other
IS STRUCTURE: _)16S ELEVATED YES FLOODPROOFED
IF FLOODPROOFED DESCRIBE METHOD USED: ERavI D6 A/ATRO_ .fTnirJ 8A ¢t B rwee// F*or/414
Amp FovA/AAID A WA -rag T/GMT /4EM61ZA 6 C-SOAIu6Re2J NynsoS/ac
Lt d Ur n Aem s n A AIS o12 EDu4 ou EKTE171oC FACE OF Foy rijy& Aat, t.,1uam r/O A1.
H is m air EXISTING GROUND ELEV:49 S3.LLM.S.L. FINISHED GROUND ELEV: 99SI, / M.S.L.
LOWEST FLOOR ELEV (INCLUDING BASEMENT): ?1 cI�1 _Q— M.S.L.
BENCHMARK USED: Fz Coac/u_r 1F 30-97 ELEV OF BENCHMARK:+ 931.77 M.S.L.
FLOODPLAIN DESIGNATION: FEMA A CITY
FLOODPLAINNAME:OLm Tat._i,y 8 A t•/ t •FLOODWAY (YIN):_ IV„
FEMA BASE FLOOD ELEVATION (BFE): A1, A. ZONE (CIRCLE ONE): A, AE, AH, AO, X-500, X
MASTER PLAN BFE: 4. 9S.S 1 ZONE (CIRCLE ONE): 100-YR, 500-YR, hallow Flooding /. S FT.
REGULATORY FLOOD ELEVATION (BFE+1.5')_ _ 4- oLSb. 4. M.S.L.
' ••VARIANCE FROM CITY CODE: YES X_NO (if yes, attach variance application with
additional S300 variance fee -City Code, Section 10-38)
' COST OF IMPROVEMENT FOR THIS PROJECT:
(Submit an itemized cost list of the improvements)
VALUE OF STRUCTURE:
(Submit an assessors or appraisers valuation of the structure)
' CUMULATIVE VALUE OF SUBSTANIIAL IMPROVEMEN
X SIGNATURE OF PETITIONER: C� DATE:
X SIGNATURE OF OWNER: / ' DATE:
FLOODPLAIN USE PERMIT: APPROVED: DENIED:
SIGNATURE OF FLOODPLAIN ADMINISTRATOR: DATE:
1 COMMENTS:THE LOWEST OpEA'/A/G TD BASva 6Ajr tr TorOG ExrFatD frwlZWAY
AA1D E1 4511= 49s6 LZ TN AR a /rn / r/AlDo / ... r.— net
' 'If property is located in a floodway include technical evaluation that demonstrates "no rise" City Code 10-55.
"Variance application can be obtainedfrom Utilities. Variance request requires consideration by Water Board.
6i i
' FEDERAL EMERGENCY MANAGEMENT AGENCY O.A4.8. No 3057-00;
NATIONAL FLOOD INSURANCE PROGRAM fAP-IVS w4r31. 1e9
FLOODPROOFING CERTIFICATE
' FOR NON-RESIDENTIAL STRUCTURES
The floodproofing of non-residential buildings may be permitted as an alternative to elevating to or above the Base Flood Elevation.
however, a floodproofing design certification is required. This form is to be used for that certification. Floodproofrng of a residential
building does not after a community's floodplain management elevation requirements or effect the insurance rating unless the
community has been issued an exception by FEMA to allow floodproofed residential basements. The permitting of a Aoodpraofed
residential basement requires a separate certification specifying that the design complies with the local floodplain management
ordinance.
FOR INSURANCE COMPANY USE
' BUILDING OWNER'S NAME POLICY NUMBER
GIf1L — Aj a.
STREET ADDRESS (Including ApL. Unit Suits wwor Blog. Number) OR P.O. ROUTE AND BOX NUMBER COMPANY NAIC NUMBER
S. E. /M A is
OTHER DESCRIPTION (Lot and Block Numbers, etc.)
n? 17n,)12 1l/6L BUJ/Al9&f PA49k 141P-o F/LiAli
' CITY
STATE ZIP CODE
Fn1�T t�OLuryJ GO BOSZ�
SECTION I FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
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Provide the following from the proper FIRM:
COMMUNITY NUMBER
PANEL NUMBER
SUFFIX
DATE OF FIRM INDEX
FIRM ZONE
BASE FLOOD ELEVATION
o L-D Towu M AJTe
(in AO ZOrMS. use wptn)
pL-Au
!/y/93
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49SS.lL
SECTION 11 FLOODPROOFING INFORMATION (By a Registered Professional Engineer or Architect)
Floodproofing Design Elevation Information:
,'!i; Building is floodproofed to an elevation of i 14;115'6 .1111 feet NGVD. (Elevation datum used must be the same as that
on the FIRM.)
-9- Height of floodproofing on the building above the lowest adjacent grade is 1 10 1.116,J feet.
(NOTE: for insurance rating purposes, the building's floodproofed design elevation must be. at least one foot above the
Base Flood Elevation to receive rating credit. If the building is floodproofed only to the Base Flood Elevation, then the
building's insurance rating will result in a higher premium.)
SECTION III CERTIFICATION (By a Registered Professional Engineer or Architect)
Non -Residential Floodproofed Construction Certification:
If certify that based upon development and/or review of structural design, specifications, and plans for construction that
the design and methods of construction are in accordance with accepted standards of practice for meeting the following
provisions:
The structure, together with attendant utilities and sanitary facilities, is watertight to the floodproofed design
elevation indicated above, with wails that are substantially impermeable to the passage of water.
All structural components are capable of resisting hydrostatic and hydrodynamic flood forces, including the
effects of buoyancy, and anticipated debris impact forces.
' I certify that the information on this certificate represents my best efforts to interpret the data available. I understand that
any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
CERTIFIERS NAME LICENSE NUMBER (or Affix Seat)
' IEIGHAIZf7 :Se 2UTEIGPGQ2D Coto SOZtf
TITLE COMPANY NAME
P. E fr L S TE(vA2r £ QsJOc. 2.L/c.
' ADDRESS CITY STATE ZIP
P 1) B o x 47,9 FZf'Co R eSzz.
SIGNATURE DATE PHONE
i'�,..f/� i C, its• J'a., L(,, ?,dot 1 7,0 4 8 Z - 9 33 /
Copies should be made of this Cartlflcate for: 1) community official, 2) Insurance agent/company, and 3) building owner.
' WVAAA rn.,., e1_95 ILAAY 90 REPLACES EDITION OF IUN 87• WHICH IS OBSOLETE
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POUDRE RIVER DRIVE
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SCALE: 1"STD'
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LEGEND
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6 PROPOSED BUILDING :D1p
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Finish Floor = 55.50
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