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Home My WebLink AboutDrainage Reports - 01/05/1999PROPERTY OF FORT COLUNS Final AT dReport Final Drainage Report for 185 N. College Avenue Building Fort Collins, Colorado December 29, 1998 NORTHERN ENGINEERING SERVICES IN( Final Drainage Report for 185 N. College Avenue Building Fort Collins, Colorado December 29, 1998 Prepared for: Paragon Design and Development P.O. Box 8 Idledale, Colorado 80453 Prepared by: MEMMUMCIMMM Norhem Engineering Services, Inc 420 S. Ho re , Suhe 202 Fort Collins, Colorado 8 21 Phone:(970)2214158 Project Number: MAC; 9804.00 December 29, 1998 ' City of Fort Collins ' Stormwater Utility 235 Mathews Fort Collins, Colorado 80522 RE: 185 N. College Avenue Building ' Fort Collins, Colorado Project Number: 9804.00 Dear Staff. Northern Engineering Services, Inc. is pleased to re -submit this Final Drainage Report for 185 N. College Avenue Building for your review. We have addressed the comments contained on the "Project Comment Sheet" dated December 15, 1998. This report was prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN k�n- " ' Mary B. Wol INC. 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLOR.ADO 80521, (970) 221-4158, FAX (970) 221 4159 SHEETI DATE: December 15, 1998 DEPT: Stormwater PROJECT: 185 N. College Ave. Building The following continents are considered minor and should be addressed prior to signing of the mylars. All three copies of the report are being returned to simply replace the necessary pages. Please clarify if.thc height of the floodproofing is 4983 feet as shown on the Floodproofing Certificate or the minimum necessary as shown in the calculations (west 4982.64 and east 4982.46). Please add a statement in the text regarding the elevation to which the structure will be floodproofed. Also, please note that this is at least 1.5 feet above the BFE. RESPONSE: 0 4 a 2. Please note on the utility plans the elevation that the structure will be floodproofed to. Please also note that this is at least 1.5 feet above the BFE. RESPONSE: +�^ 3. Please show doorway entrances on the drainage plan. This is needed because of the floodproofing panels. RESPONSE: Date: s- 18 Signature: Cc:S CHECK HERE IF YOU WISH TO RECEIVE COPIES OF REVISIONS �s _ Plat _ Site _ Drainage Report _Othe TA _ Utility — Redline Utility _ Landscape I �lq�.yu�jr 4. Please clarify the height of floodproofing above the lowest adjacent grade. On the , floodproofing certificate it is shown to be 2.2 feet. Based on the calculations given, it ' would be 2.73 feet (assuming the floodproofing elevation is 4983). Please change the floodproofing certificate if necessary. Please submit an original signed elevation certificate. RESPONSE: r> 43B z 5. A Floodplain Use Permit and $325 application fee is required. — RESPONSE: 185college5.doc I 1. z j 1S euoa.5 An Ql- 15 lu! xn LU LU a.a I it y I ~3 N3/AV J93I w� 15 �•^� 15 ••�N� P < RN S V 3 4 1S 4S S I ' 1 E" p ® u so IL A CG $y> l 6^, s I� v 1 1 1 1 1 TABLE OF CONTENTS Page I. INTRODUCTION 1.1 Master Drainage Plan 1 1.2 Mapping and Surveying 1 1.3 Site Reconnaissance 1 II. SITE LOCATION AND DESCRIPTION 2.1 Site Location 1 2.2 Site Description 1 III. HISTORIC DRAINAGE BASIN 3.1 Historic Drainage Patterns 2 IV. DEVELOPED DRAINAGE 4.1 Developed Conditions 2 4.2 Design Criteria and References 2 4.3 Hydrologic Criteria 2 4.4 Hydraulic Criteria 2 4.5 Drainage Concept 3 V. FLOODPLAIN ANALYSIS 5.1 Master Drainage Basin Plan 3 5.2 HEC-2 Models 4 VI. EROSION CONTROL AND WATER QUALITY 6.1 Erosion Control Plan 6 6.2 Water Quality Measures 6 VII. CONCLUSIONS 7.1 Compliance with Standards 6 7.2 Floodproofing 7 REFERENCES 8 APPENDICES Section A: Historic /Developed Hydrology Section B: Excerpts from Master Drainage Plan Section C: Design of Inlets Section D: Design of Storm Sewers Section E: Detention Pond Design Section F: Floodplain Analysis Section G: Floodproofing Closures ' Final Drainage Report for ' 185 N. College Avenue Building Fort Collins, Colorado ' December 29, 1998 ' I. INTRODUCTION 1.1 Master Drainage Plan ' The proposed site is located in the Old Town Basin in north central Fort Collins, Colorado. The report Old Town Master Drainage Basin Plan for the City of Fort Collins (Master Plan), prepared in January, 1993 by Resource Consultants & Engineers (Reference 1) summarizes the results of a study conducted to develop a master plan for the Old Town Basin. The Master Plan does not call for on -site detention of developed stormwater for proposed sites within the basin. The SWMM model for the Master Plan does however estimate the basin imperviousness at 99.9% for properties within Basin 7 (See Page 112). In order to comply with the Master Plan, the imperviousness of the proposed site will not exceed 99.9% and has been calculated to be 98.5% (See Page A6). ' 1.2 Mapping and Surveying Topography of the site was provided to Northern Engineering Services by Landstar Surveying with a contour interval of one (1) foot. The field survey was conducted in January 1998 and identifies all known existing utilities in the vicinity of the proposed site. ' 1.3 Site Reconnaissance A site visit was conducted on February 3, 1998 by the project engineer. Based on the topographic mapping, existing drainage basins and land use were confirmed as well as existing structures. The location and dimensions of existing utilities were verified as well as their condition and flow direction. IL SPPE LOCATION AND DESCRIPTION 2.1 Site Location The site is located within the SE Quarter of Section 11, Township 7 North, Range 69 West of the 6th Principal Meridian in Fort Collins, Colorado. The project is bounded by North ' College Avenue on the east and LaPorte Avenue on the north. (See Vicinity Map). 2.2 Site Description ' The site is approximately 50 feet wide by 190 feet long or 0.218 acres. The property was formerly a gas/service station, with three drive entrances onto the site off of College and LaPorte ' Avenues. There are no existing structures on the site, although asphalt and landscaped areas remain (See Existing Conditions Plan). I ' Final Drainage Report NorthemEngineenng Services, Inc. 185 N. College Avenue Building December 29, 1998 ' III. HISTORIC DRAINAGE BASIN 3.1 Historic Drainage Patterns Roughly three-quarters of the site historically drains from south to north at a slope of approximately 1.92% out to the south flowline of LaPorte Avenue. Stormwater in LaPorte ' Avenue is then conveyed east, to an existing combination inlet near the southwest comer of LaPorte and College. The other portion of the site (Basin 112) appears to drain to the alley located to the west (See page Al). Historic runoff from the site, discharging to LaPorte Avenue, has been defined at Design Point HI. The 2 and 100-year discharges at Design Point H1 are approximately 1.4 and 4.8 cfs respectively. The 2 and 100-year discharges at Design Point H2 are approximately 0.2 and 0.8 cfs ' respectively. It appears that there is no off -site runoff entering the site. ' IV. DEVELOPED DRAINAGE 4.1 Developed Conditions Planned development for the site includes: ' • proposed mixed -use building (restaurant, retail, office), • parking area with on -site detention. Off -site easements for drainage and grading are not required for this development. ' 4.2 Design Criteria and References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria Manual, (SDDCM) and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District have been referenced for this Final Drainage Study. ' 4.3 Hydrologic Criteria The Rational Method has been used to estimate peak stormwater runoff within the ' developed site with a minimum time of concentration of 5.0 minutes. The initial 10-year and major 100-year design storms have been used in the design of the proposed drainage system which will include an area inlet. Rainfall intensity data for the Rational Method has been taken ' from IDF curves and equations generated specifically for the site by the computer program "Watershed Modeling" by Eagle Point. Input of precipitation amounts for the intensity equations have been taken from the NOAA Atlas 2, Volume III - Colorado. Compared to Figure 3-1 in the ' SDDCM, rainfall intensities generated for the site were comparable to intensities given in Figure 3-1 (See Page A7). ' 4.4 Hydraulic Criteria The City of Fort Collins Storm Drainage Design Criteria has been referenced for all hydraulic analyses. In addition, the following computer programs have been utilized: ' • The computer program "UDINLET" has been used to analyze the area inlet. • The computer program "Storm Sewer Module" by Eagle Point Software has been ' Page 2 ' Final Drainage Report Northern Engineering Services, Inc. 185 N. College Avenue Building December 29, 1998 ' used to analyze the storm sewer extension. 4.5 Drainage Concept The proposed drainage design endeavors to collect, convey and detain as much on -site developed stormwater as practicable. Runoff from the roof of the proposed building will be directed to the west parking area. An area inlet will be provided in the parking lot to collect stormwater which will be conveyed through a six (6) inch diameter PVC pipe to the west, to an existing storm sewer manhole located in the alley. The existing storm sewer conveys stormwater to the south down the center of the alley. The existing manhole currently has a 6" PVC pipe stubbed out to the east toward the proposed site. Therefore we have proposed the use of a 6" ' Schedule 40 PVC pipe as be installed from the proposed area inlet to the existing manhole. Limits on the depth of cover over the proposed storm sewer pipe also dictates a smaller than a normal pipe diameter. Detention Pond 2 will detain developed runoff from Basin 2 and release into Storm Sewer Line 2. Using the "Storage Indication" reservoir routing method, the maximum 100-yr release will be 1.18 cfs with a corresponding water surface elevation of 4980.57 (see pg. E4). Release ' from Pond 2 will be controlled by the capacity of the 6" diameter proposed storm sewer pipe in Storm Sewer Line 2 (see pg. D 1). The FAA method has also been used to verify the detention pond volume. The required ' storage volume according to this method is 230.7 cu-ft (see pg. E8) and the volume provided in Pond 2 is 430.90 cu-ft (see pg. E2) up to an elevation of 4980.77, which is where the pond will begin to spill toward the alley. V. FLOODPLAIN ANALYSIS 5.1 Master Drainage Basin The proposed site is located within a flooded area of downtown Fort Collins. The report, Old Town Master Drainage Basin Plan for the City of Fort Collins (Master Plan), prepared in January, 1993 by Resource Consultants, has been referenced in the analysis of the existing floodplain. The proposed building will be within the Old Town floodplain which is also considered a floodway. No rise in the water surface elevation, due to the proposed development, must be demonstrated or, a release and indemnification form must be completed between the developer and the effected adjacent property owners located north and south of the proposed site. Since the building will be a commercial structure, regulations allow the building to be floodproofed or, the finished floor elevated a minimum of I.5' above the base flood elevation ' (BFE). The owner has elected to floodproof the building as per the criteria set forth in the SDDCM, which will include a Preconstruction Floodproofing Certification (see pg. F47) and a Postconstruction Floodproofing Certification. Details of the floodproofing measures for the building are located in the Utility Plans. The HEC-2 file RCH6., which was developed for the Master Plan, was obtained from the Page 3 Final DrainageRel ort Northem Engineering Services, Inc. 185 N. College Avenue Building December 29, 1998 City of Fort Collins Stormwater Utility Department. This model does not include a floodway run therefore the floodplain and floodway are considered synonymous. ' 5.2 HEC-2 Models Beginning with the model RCH6., two additional files were developed to represent existing and proposed conditions at the site. The computer model HEC-2 has been used in the analysis of the floodplain. t The model ME-RCH6.HC2 represents modified existing conditions on and adjacent to the site, subsequent to the Master Plan and, prior to development . Four additional cross -sections were added to the model RCH6., SECNO 2860, 2921, 2993 and 3061. SECNO's 2860, 2921 ' and 2993 reflect the existing topography on the site and SECNO 3061 reflects the existing topography on the west side of Washington's restaurant which is to the west of the proposed site(see pg 176). The model PD-RCH6.HC2 represents proposed developed conditions. SECNO's 2860, 2921 and 2993 were modified to reflect the proposed building and SECNO 3061 remained unchanged. ' At the time of this report, construction was complete on the "Downtown GID/CBD Streetscape Improvements" which involves extension of the existing median in LaPorte Avenue (see pg. F48). The minor modifications to the street cross-section due to the improvements have been taken into account in the HEC-2 modeling. The results of the HEC-2 modeling are summarized in Table 1. The HEC-2 cross -sections in the vicinity of the proposed site are orientated north to south, perpendicular to the flow which ' travels from west to east thru downtown Fort Collins. The starting water surface and design flows have not been altered from the information contained in the Master Plan model RCH6. However, Mannings "n" in the right overbanks in the ' proposed site have been reduced from the original 0.013 to 0.012. Reductions were made to account for smoother trowel finish at the site. HEC-2 Calculated Water Surface Elevation, CWSEL (ft) Change in SECNO Water Surface Elevation File: File: ME- File: PD- from Existing RCH6.OUT RCH6.OUT RCH6.OUT Conditions (ft) Master Plan Modified Proposed File Existing Developed Conditions Conditions 2080 1 4980.29 1 4980.29 4980.29 0.0 2160 1 4980.82 1 4980.82 4980.82 0.0 Page 4 I [1 1 Final Drainage Report 185 N. College Avenue Building December 29, 1998 NorthemEngineering services, Inc. �« {`rr7F,tin � . 0 � n � ,� ;� �� ry E O 0 Weo y 4 Y MqS . Y �a4� 7 r}w✓t`i" � �'ry KI MV � ry •y� Y M Y�Yry��FS 'S riqq r�4�'v' wo s I® I\• I\• 1 1 Table 1 Section F of this report provides supporting documentation relating to the analysis of both existing and proposed conditions at the site. Also, enclosed in the back of this report is a 3.5" computer disk with the input and output files of the two HEC-2 models for use in review by the City. VI. EROSION CONTROL and WATER QUALITY 6.1 Erosion Control Plan The erosion control plan presented here is intended to control both wind and rainfall erosion. Evaluation of the rainfall erosion control plan will be completed first, with the wind erosion control plan to follow. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been referenced for this erosion control plan. The disturbed area susceptible to erosion will be minimal and confined to the 50' x 47' parking area with construction of the building occupying the remainder of the site. The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. A gravel inlet filter will be placed at the proposed area inlet. Page 5 ' Final Drainage Report Northern Engineering Services, Inc. 185 N. College Avenue Building Decemlxr 29, 1998 In addition, inlet protection will be provided at the existing combination inlet in LaPorte Avenue. Vegetative erosion control will not be used in association with this project. The "Construction Sequence' for the proposed development is given on the Grading, Drainage and Erosion Control Plan. A minimum escrow of $1,000 will be required for the ' proposed development. It appears that wind erosion on this site will be of minimal concern, therefore silt fencing will not be provided for this site. See the Grading, Drainage and Erosion Control Plan for locations of proposed erosion control measures. 6.2 Water Ouality Measures The issue of water quality has been addressed for the proposed site. A sand and oil interceptor has been proposed and is located between Inlet 2 and the existing storm manhole. VIL CONCLUSIONS 7.1 Compliance with Standards All drainage analyses have been performed according to the City of Fort Collins Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage and Flood Control District's ' Drainage Criteria Manual. Variances are requested for detention of stormwater from adjacent streets and, for the omission of erosion control calculations. It is not feasible to convey stormwater from the streets ' to the detention area due to the topography of the site relative to adjacent streets. In addition, a variance is requested for the 1.0-foot of freeboard required from the 100yr detention pond water ' surface elevation and the finished flood elevation since the building will be floodproofed. 7.2 Floodproofine It is recommended that the lift -out flood panels be stored in readily accessible locations ' near the doors where they will be used. It will be the responsibility of the tenant in each retail space to install the panels and it is recommended that the installation occur each night during the flood season (May -Sept.). ' The minimum top of foundation for the proposed building is 4983.00 which is 1.86-feet above the highest base flood elevation on the site (4981.14) and, which is above the minimum required 1.5-foot (see calculations pages F46 and F47). 1 Page 6 Final Drainage Report 185 N. College Avenue Building December 29, 1998 NorthernEngmeenng Services, Inc. REFERENCES 1). Old Town Master Drainage Basin Plan for the City of Fort Collins, Resource Consultants & Engineers, Inc., January 7, 1993. 2.) Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 3.) Drainage Criteria Maunal, Urban Drainage and Flood Control District, Wright - McLaughlin Engineers, Denver, Colorado, March, 1969. Page 7 I I I D I I I I I I Ca I 11 a 0 0 L. I I Q c 0 U L1 ' Z r-------------�-------waw------1 Q anmBA V 30317bO H.LUON m ! I s {, ' ? _ �B{ I _V) i 1 b � "°98 I S •'� x e i I I fill i I ' i I I W � I � I •J • I �•\ " I I I .• • � �.�� o I o o l l 1 V ilk ¢ { ' � •v�' n o �i � � � f / it �°� it � •II 'II i... �� i{ ' t•e I ,o � � J T i MGM 1i ON M M MIM IM M MIi M G M O M1111M OM Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: 185 N. College Calculations By: M. Date: February 11, Avenue Building Wohnrade 1998 Streets, Parking Lots, Drives: _ Asphaltand Concrete........................................................................................ 0.95 Gravel.............................................._.................................a........................ 0.50 Roofs................................................................................................................ 0.95 Lawns, Sandy Soil., Flat,Q.0%.... ............. ............................ ..................... .....__........... .................. 0.10 Average, 2%to 7%..... .................................................... ......................... ..... .... 0.15 Steep,>7.0% ........... ............. ............. ..... ......... ............................. ................ .. 0.20 Lawns, Heavy Soil: Flat,<2.0%.................. ..........................................._.....................,................. 0.20 Average, 2% to 7%.._............................................. _......._................................ 0.25 Sleep,>7.0%.............................................. ........................... _....................... 0.35 Runoff Coefficients are taken from the City of Fort Collins, SDDCM Table 3-3 Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Weighted Runoff Coefficient 1 0.460 0.420 _ 0.000 0.000 0.040 0.89 2 0.219 0.050 0.165 0.000 0.004 0.94 H1 0.601 0.497 0.000 10.072 0.032 0.86 O.089 0.067 0.000 ---±::H2 0.000 0.022 0.78 30 r r� 1111111100111111111 m im m r m r im m it " r illy M f HISTORIC RUNOFF COMPUTATIONS City of Fort Collins. Colorado Overland Flow. Time of Concentration: TI= 1.87(1.1-CCt)L1n / S1" Gutter/Swale Flow, Time of Concentration: T, L / 60V To= Ti + Tt Intensity, (i) taken from OF Equations for 185 N. College site Calculations Bv: MBW Velocity, (V) taken from Figure15.2 Project: 185 N. College Ave. Rational Equation: Q= dA Date: February 11, 1998 F1� --- .,WiR�.iRe'lcia... sw 9in (�a5i�//�i��la Fi rAS Length Slope, Length Slope, Velocity, Length, Slope, Velocity, Intensity, Design Area, A Coefficient L S i; L S V 1, 1. S V .l, l- i Flow,Q Point Basins (acres) c C (fl) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) (in/hr) (cfs) _Cr rnieij �,.�� Hl Ill 0.601 0.86 1.00 0.45 -66.3 1.92 8.0 92.1 0.56 1.50 1.0 0.0 0.00 0.00 0.0 9.0 2.67 1.4 (2yr) H1 H1 0.601 0.86 1.25 0.45 66.3 1.92 66 -' 92.1 0.56 1.50 1.0 0,0 � 0,00 0.00 0.0 7.6 - 8.07 4.8 (100yr) H2 112 0.089 0.78 1.00 0.95 90.9 0.59 3.2. 0.0 0.00 O.OU 0.0- 0.0 0.00 0.00 0.0 5.0 3.24 0.2 (2yr) H2 112 0.089 0.78 1.25 0.95 90.9 0.59 2.1 0.0 0.00 0.00 0.0 0.0 0.00 0.00 0.0 5.0 9.19 0.8 10 r Note: Use a minimum 5 minute time of concentration D C:\PROJECTSVv1AC\HIST•RNF.T131- � a 4� 1 w a N `I 1 �- 1 i c Q co i N S b N T C 0 00LL � � N VJ U fill o> Z °' O > N (� O i'- o g O g. v z m a' y _ m L L fM \. 1 LL `�.. ' N E 7 G d Ory c ` O Z EE L I o 0 p ji cJ.t O: m ! a CO of J Q O F— N CD O N S o U CO L6 U o Z O a N o c U w LL rn G 0 U O p j1 Q ,I z o m m a)Il o O O C) � U j U��11�� O �✓ N F � w \J ui 0Q! 1 ry i V N U o V_ N � o � f �sl O' O L.L O H v > LJ A _ Ch�CO } � >.C: 1 m > II J II III N (0 y o N i I I `1 L I I I I I I I I i i Q d O O .ci C o i CAS i III LL Z U of O > i f O @ ca �: ciao d o Q o 0 � � s a =Jr y o � o a ! O C I N O LL LL O LO Z ai ry `^ r\ O N O y c c r a I M! l ' r � 0 N R N L t f I LL Z O t C JYV p O L co vJ L U 1..1� 0 O _ N C C O O O N m a) m ui N N o L) C �a U^ O 3 f L' O; QLQ O O O E_ E E U� °°ui J E W 2 C�.-.O m I A� <a Q N 0 0 3UL ��•� U o a> L M a3 > _ _ `. > W c 0'a 3 0 f-- CM + 1 � m W L\ _ .r y C II�N O Nwol N UGH(71=� >a,- cLL g I 1 1 I I i 1 [1 1 1 1 1 I 1 [1 1 :'—C !/v+o ✓ J..1 c SS 4:: ,— ✓„�..ri o,JS L A{' l Aln 3 wJ Z/ 9a i i✓� o� r r� Z i e �� i5, � � -n o � = 9✓-7 e 9, 4 9$ 1 1 1 1 i 1 2/3/98 RAINFAI: REPOR: cage 1 ,a-7/ RAINFALL TYPE : WESTERN RAINFALL RAINFALL FILENAME : IDF Equations for 185 N. College Site [PRECIPI^_ATION] [ 2yr/6hr [ 2yr/24hr 1 = 2. Gc =.. [ 100yr/6hr ] _ _.`0 in [ 100yr/24hr ] = 4.80 in [ Elevation ] = 4981.00 tt INTERMEDIATE INTENSITIES f 5 min J f 15 min 30 ..._n [ 2 yr] 3.20 2.10 -._- [ 5 yrl 4.66 3.06 f 10 yr] 5.81 [ 25 yr] 7.06 r 50 yr] 3.'_4 �.�: ...._ [ 100 yr] 9.12 5.97 z.1= f 100 yr, Figure 3-11 6.0C 4.13 [BDE VALUES Intensity = B/(time conc + D)^E] [ B ] f D [E '. [ 2 yr] 26.82 9.54 0.79 [ 5 yr] 40.40 9.82 0.80 [ 10 yr] 49.43 9.67 0.80 [ 25 yr] 60."-8 9.69 0.80 [ 50 yr] 69.63 9.71 0.80 [ 100 yr] 76.05 9.5'_ �i.719 60 min ] 6 hr ] [ 24 hr ] c.92 0.25 0.09 1_.34 0.36 0.12 0.44 0.15 53 0.18 0.61 0.21 2.62 0.71 0.24 2.60 z J G O Z U 5 0 w w C U 0 0 6W (2 N w w N :r. •r. n c o Z J ¢ Z m L i m I I I In < • I I I l i uj o Z< 1 05 OI I (L I. pI I II II I I I U II I I I I I I I I I I 11 I I I I I � i l II I III III O I 111 1 I11 1 1 1 1 I 1 1 1 1 C0 I 1 I I I I I I! 1 1 1 I I I /y) \'! � l L 1 I I I I M LLI ! ( 1 1 LU J LL 1 I m `LL O U— - ! LL I I 1 I I I Z I I I I I I I i I I I D I I I I I I I I i I I I I I I ! I I Q 1 I i I I I I I p I I i I I I I I I 11 I I I I = I I I 11 1 W ! I I I I I Q I 1 1 h cc s U V< U V< V n Q C w =U> E < _C C W d aI n a w 0 5 D. XSh Lu _LL � Z Vnm Lu ` H Q w = o S Q O, Z� No Text LJ 1 1 I r- L 7 n �J I 1 I I OLD TOWN BASIN MASTER DRAINAGE PLAN CITY OF FORT COLLINS Resource Consultants & Engineers, Inc. 3665 John F. Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, Colorado 80527 i3 I January 7, 1993 WN BASINS 81,62,83 ..100 YR STORM.. FUTURE CONDITIONS _8E/BULL FARM CHANCES.. 220/90/220 CPS NEW MERCER CAP ... ADD'L IMPERV COLLEGE SI -C l- LOfJ��i% /14 /y_::r.� 7 / \ +C& l=?. Q .I COTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/SR) CAGE OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUN DECAY RATE SO 1 1 2400. 24.0 80.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 2 1600. 25.0 80.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 '2 3 3 1400. 18.0 99.9 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 4 A 600. 13.0 90.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 5 5 1200. 18.0 99.9 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 O1 101 600. 14.0 80.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 102 102 5600. 52.0 70.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 103 1500. 17.0 40.0 .0040 .016 .250 ., .100 .300 3.00 .50 .00180 1 �03 04 104 1200. 28.0 40.0 .0040 .016 .250 .100 .300 3.00 .50 .00180 1 105 105 1800. 34.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 106 106 1200. 69.0 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 07 107 1000. 29.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 08 108 5000. 31.0 60.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 109 109 1400. 9.0 60.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 110 110 3600. 31.0 40.0 .0100 .016 .250 .100 .300 3.00 .30 .00180 1 ill 3600. 22.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 i 111 12 112 1300. 19.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 113 113 800. 33.0 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 1 14 114 1400. 17.0 70.0 .0100 .016 .250 .100 .300 3.00 .50 .00280 1 15 115 5000. 69.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 136 2000. 17.0 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 1 137 2400. 37.0 30.0 .0050 .016 .250 .100 .300 3.00 .50 .00186 1 138 2500. 64.0 40.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 1 938 O1 201 1700. 64.0 60.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 02 202 1000. 7.0 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 1 203 203 1600. 22.0 70.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 1 04 204 1600, 23.0 70.0 .0030 .016 .250 .100 .300 3.00 .50 .00180 1 05 205 800. 18.0 70.0 .0020 .016 .250 .100 .300 3.00 .50 .00180 1 06 206 4600. 77.0 60.0 .0030 .016 .250 .100 .300 3.00 .50 .00180 1 207 207 3600. 27.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 08 208 3600. 66.0 40.0 .0070 .016 .250 .100 .300 3.00 .30 .00180 1 09 209 3800. 40.0 30.0 .0100 .016 .250 .100 .300 3.00 .30 .00180 1 30 210 6400. 49.0 40.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 1 211 211 2000. 45.0 60.0 .0030 .016 .250 .100 .300 3.00 .50 .00180 1 12 212 2000. 10.0 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 13 213 2100. 36.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 39 239 1500. 55.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 240 240 1000. 8.0 40.0 .0100 .016 .250 .200 .300 3.00 .50 .00180 1 301 4000. 41.0 40.0 .O100 .016 .250 .100 .300 3.00 .50 .00180 1 F01 02 302 2000. 12.0 40.0 .0110 .016 .250 .100 .300 3.00 .50 .00180 1 303 303 1500. 33.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 304 304 2000. 25.0 60.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 305 2000. 28.0 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 1 F05 06 306 800. 45.0 40.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 1 307 307 3200. 27.0 70.0 .0300 .026 .250 .100 .300 3.00 .50 .00180 1 308 308 2000. 23.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 309 2800. 56.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00280 1 f09 310 310 500. 12.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 311 311 1000. 19.0 40.0 .0010 .016 .250 .100 .300 3.00 .50 .00180 1 312 312 1100. 20.0 50.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 313 1000. 9.0 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 314 1000. 24.0 50.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 1 315 315 2400. 26.0 20.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 1 'LE ref:90-411 - Sept. 16, 2993 PaSe 147 t�3/ W (D 0 r+ 0 55 m P+ N -------------------------------------------------------------------------- - ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------- SER:Northern Engineering Services -Ft Ccil'ns Coloradc....................... ON DATE 02-03-1998 AT TIME 13:10:01 ** PROJECT TITLE: 185 N. College 1 1 1 [J *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.63 INLET GRATE LENGTH (ft)= 2.25 INLET GRATE TYPE =Nonstandard Grate NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.08 GRATE OPENING AREA RATIO (%) = 0.39 IS THE INLET GRATE NEXT TO A CURB ?-- NO Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE STREET CROSS SLOPE STREET MANNING N GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ GUTTER FLOW DEPTH (ft) _ FLOW VELOCITY ON STREET (fps)= ' FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= CURB OPENNING CLOGGING FACTOR(%)= 1 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: 'i.29 2.00 0.016 --SC' 2.00 7.63 0.28 2.85 0.71 50.00 20.00 DESIGN DISCHARGE (cfs)= 2.00 IDEAL GRATE INLET CAPACITY (cfs)= 4.61 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 2.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 2.00 a,av CARRY-OVER FLOW (cfs)= 0.00 M M = M M M M M J-3M fhru J-3M Concave Grate and Frame Grate Corners Relieved to Prevent Rocking � s� ,/ 3 SIDED �— FLAT GRATED p.. ^.OVER T I IIh I rONCAVE 1 <;RATED COVER r- i 4" 3 2 U {�--25y4.. JSYi- � 2614^ Illustrating J-3448 Catalog No. Type of Grate Total Wt. Catalog No. - - Type of Grate Total Wt. J3440 2 Sided Concave 340 J-3416 3 Sided Flat 360 J3444 2 Sided Flat _ 340 J3448 4 Sided Concave 380 J3444 . 3 Sided Concave 360 J-3450 4 Sided Flat 380 GRATE OPENING AREA RATIOS FOR UDINLET ') FLAT GRACE OPENING AREA RATIO 2) CONCAVE GRATE OPENING 4PE4 PATIO _ '09.34 sq-ir. / 52550 sq-In (19.5' z 27") = 204.75 sq-in % _c550 Sq-in (19.5" v 27") = 0.39 y = 0.39 1 11111 n I FIAT GP.ATE� :OVER 'I OPENINGS AT 1.375" L OPEN APEA=_'U9.34 CONCAVE GRATED COVER l u u u u u u 19 7PENINGS AT 1.3Z5" 7.00" C'PE'I -RE4= 204.75 sq-in= 1.42 sq-ft REF: C MO C SUPPLY. COMMERCE COY. COLORADO (303)286-8014 NORTHERN ENGINEERING SERVICES 420 SOUTH 40WES SurtE 02. FT. COLLINS, -CLOR100 K521 ":<. . •• ai-4158 AREA INLET FRAME AND GRATE 'a 1 i9�C1 Lrurxnwm�a :.:. r z Z :J G < C C O I W I C wo U t' Z� - O S U < C =`om : N i ¢ � C m I I t+1 O Q I I - I d l 1 1 O J L.l Lo Q W � I I I I I J m m Q ' ` I U G � I G I ; U � i i I I I I I W � I Z I I I I i I I I I I I I I - < t I I _ G 1 I y N I � C 0 i - U 2 fW7 S U N O b I -' = J U r a i cA I? - W O U < LL z LL Z. Lu W 3 CC r F O. ZO I I I I I I r I r 11 I I 1 co 'I - I .. In 1 L II ✓ 1 G G a a ✓ I I I ii i I m m III I I _ i ¢ p•, ii I s u I K n I I a it I G .. E F I fq II I v N � I i I y I C� I m is ii fa F ii J N y IC II ail .T u O 4 a J I - _ C 6 II y � V� 4 Vi I 1 '•. N I: �- a it A _ :I 0 0 I R 0 I I t I I C14 11 11 m v cD F+ cD 0 0 0 a v m 0 (Q 7 I_ 0 h Z W F � N a X W z Z K OHP AS —{— - - 8" SAN B� h9 C7 K 4 \ W(� W 9. m Q NO Q Q ap> J Z = UZ Q W p J Od a:Z Z D N N Q N m ir r N F Z w 0X� 0 �3 w p a0a a Wo ¢¢(r K OR aMa a O — Q,O —TELE 9� A A GAS — m a C I / i 0 LLJ J U Elevation Area (st) Ave. Area Volume (cu-ft) Cum. Volume Pond 2 4980.149902 4.687500 4.687500 0.000000 0.000000 4980.230000 58.092964 31.390232 2.079162 2.079162 4980.330000 210.713373 134.403168 12.643742 14.722904 4980.430000 458.666263 334.689818 32.668587 47.391491 4980.530000 801.860284 630.263274 62.288633 109.680124 4980.630000 1234.644140 1018.252212 101.252845 210.932969 4980.730000 1666.229390 1450.436765 145.281545 356.214515 4>a q 4980.830000 2056.119018 1861.174204 186.724712 542.939226 4980.930000 2242.079030 2149.099024 217.464823 760.404049 4981.030000 2257.165808 2249.622419 225.218496 985.622546 �I J c 3/ 2/12/58 ?aoe 1 RECORD NUMBER - TYPE MODIFIED RATIONAL METHOD DESCRIPTION Pond 2 Inflow [HYDROGRAPH INFORMATION] Peak Discharge ............................ = 2.01 (cfs) Volume .................................... = 0.02 (acft) Time Interva_............................. = 0.10 (min) Time tc Peak .............................. = 5.00 (sin) Time of Base .............................. = 13.35 (sin) Mult-p'-ication. .a.._:._ ..................... _ 1.00 [RATIONAL HYDROGRAPH ---NFORMATION. Flow Multiplier ........................... _ 11.00000 Receding 1-4 b factor ...................... - 1.67000 [APPROXIMATE STORAGE' Maximum Outflow ........................... = C.00000 (cfs) Maximum Storage ........................... _ �.00000 (tuft) [BASIN DESCRIPTION] !WEIGHTED WATERSHED AREA; ---------------------------------------------------------------------- DESCRIPTION AREA CN# RUNOFF COEF ---------------------------------------------------------------------- Basin 2 0.22 0 1.00000 ---------------------------------------------------------------------- Overall Apprcxiswtion 0.22 0 1.00000 [TIME CONCENTRATION -- USER Time of Concentrat_on..................... = 5.00 (min) [RAINFALL DESCRIPTION! Distribution Type ......................... = SYNTHETIC Total Precipitation ....................... = 0.77 (in) Return Pericd............................. = 100 (yr) Storm Duration ............................. = 0.08 (hr) 0 I ,It 2/4/98 YDROGRAPH REPORT Page 1 RECORD NUMBER 2 TYPE RESERVOIR ROUTING; STORAGE _INDICATION METHOD DEscRI PTI ON Pond 2 Routing [HYDROGRAPH INFORMATION; e 4l Peak Discharge ............................ = 1.18 (c`_s) Volume .................................... = 0.02 (acft) Time Interval ............................. = 0.10 (min) Time to Peak .............................. = 8.50 (min) Time of Base .............................. = 13.30 (min) Peak Elevation ............................ = 4980.57 (ft) [RESERVOIR STRUCTURE INFORMATION; Reservoir r Description............ I ................... = Pond 2 Storage type .............................. = KzlIl STAGE/STOR Max storage ............................... = 985.62 Cuft Discharge type ............................ = COMP S^AGE/DIS Max discharge ............................. _ ' 1.45 cfs [RESERVOIR INFORMAT_T_ON' Reservoirn ............................... = 1 Reservoir Description ..................... = Pond 2 [INFLOW HYDROGRAPH INFGRKkTION! Hydrograph �.............................. _ 1 Hydrograph Description .................... = Pond 2 Inflow 0 2/4/98 ?age 2 [Storage ind cazion Reserve:_ Rohe- 9c-3C=ac . _"_ow Values -:.me vs. Flow] ._c L_...c _nterda-' __ -._ -- ELEVATION TIVSE TX F1:O-'v; OUTFLOW ------------------ 4979.02 ----- 0.04 --------- 0.04 4979.09 0.2 0.08 0.08 4979.15 0.3 �.12 0.12 4979.22 C"4 0.16 0.16 4979.29 C.5 G.2C 0.20 4979.35 0.6.2': 0.24 4979.39 -. :.._:. 0.2E 4979.42 C.8 J.32 0.32 4979.46 0.36 4979.49C.40 0.4C 4979.52 _._ 0.44 0.44 4979.55 1.2 0.48 0.48 4979.58 1.3 0.52 0.52 4979.61 1.4 0.56 0.56 4979.63 1.5 0.60 0.60 4979.66 1.6 0.64 0.64 4979.70 1.7 C.68 0.68 4979.73 1.8 0.72 0.72 4979.'7 1.9 3.7c. 0.76 4979.84 2.0 .:.BC 0"80 4979.91 C.85 4979.98 2.2 ....:., 0.85 4980.05 2.3_3 0.93 4980.12 2.4 .,.9' 0.97 4980.15 2.5 1.01 0.98 4980.16 2.6 1.05 0.99 4980.17 2.7 L C9 0.99 4980.18 2.8 1.13 1.00 4980.20 2.9 1.17 1.01 4980.22 3.0 1.21 1.02 4980.25 3.1 1.25 1.03 4980.26 3.2 1.29 1.04 4980.27 '_.04 4980.29 _.37 1.05 4980.29 3.5 --"- "_.05 4980.30 3.6 1.06 4980.32 s.7 _.49 1.06 4980.34 3.6 1.53 1.07 4980.35 3.9 1.57 1.08 4980.36 4.0 1.61 1.08 4580.37 4.1 i.65 1.09 4980.38 4.2 1.69 1.09 4980.39 4.3 1.73 1.09 4980.40 4.4 1.7' '_.10 4980.41 4.5 1.81 1.10 2/4/98 c� va ge 3 / (Storage Indication Reservoir Routed Hydrograp Flow Values Time vs. Flow] (The time interval Is 0.1 min^, ELE',IATION (tt) ________________ 4980.42 4980.43 4980.=: 498C.45 4980.46 4980.47 4980.48 4980.48 4980.49 4980.50 4980.50 4980.51 4980.51 4980.52 4980.52 4980.53 4980.53 4980.-14 4980.54 4980.55 4980.55 4980.55 4980.56 4980.56 4980.56 4980.56 4980.56 4980.37 4980.57 4980.57 4980.57 4980.57 4980.57 4980.57 4980.57 4980.57 4980.57 4980.57 TIME (ff.1n) 4.9 5.2 5.3 5.4 5.5 5.7 5.8 5.9 6-- 6.3 6.4 6.5 6.c" 6.7 6.8 6.9 7.0 7.: 7.2 7.3 7.4 7.5 7.c 7.7 7.8 7.9 8.0 8.1 8.2 8.- ------------------------------ .NFiO'r.' OITT F',OW ------------------------------ =.59 1.11 1._2 '.9-,7 _.12 %.0' 1.13 1.99_.13 '_.96 1.13 i.94 1.14 -.92 1.14 1.89 1.14 -.87 1.15 1.64 1.15 1.82 1.15 =.SC _.15 1.77 1.16 _ 7.. -, I6 _.72 1.17 1.63 1.17 _.6C _.17 1.58 1.17 1.17 1.1.°5 53 1.17 7.48 1.17 -.46 _ 39 _. to 1.36 1.18 1.34 1.18 1.31 1.18 _.29 _.18 _.2. _.18 1.24 1.1E ,.22 _.18 = 19 .16 4980.57 8.�1.18 4980.57_.'_8 4980.57 8.8 _.-_C _.'_8 4980.57 9.9 1.G7 _.:8 4980.57 :.1 _.,._ _.le c AFL 2/4/98 Page 4 [Storage Indication Reservoir Routed Hydrograa: Flow Values Time vs. Flow] (The __me irzerva-. is _ ..._r.) ______ ETEVATION __.^?_ YF_Oi$ CUTFLOW _____ _______________ 4980.57 9.2 '_.00 i.i8 4980.57 9.3 0.98 4980.57 9.: 0.95 i.18 9980.57 9.5 3.93 1.i8 4980.57 9.6 0.9� 1.18 4980.56 9.7 G.88 1.17 4980.56 9.8 111.86 i.17 4980.56 9.9 0.83 1.17 4980.56 lc.c 0.81 1.17 4980.56 4980.55 4980.55 4980.55 '_c.4 3.71 _.:7 4980.55 iG.S i.69 4980.54 ic.6 0.66 1.16 4980.54 10.7 0.64 1.16 4980.53 i0.8 0.6'_ 1.16 4980.53 10.5 0.59 1.16 4980.52 _c.,, .`_".' 1.16* 4980.52 il.= 0.54 1._5 4980.51 '_1.2 4980.51 11.3 0.49 '-`- 4980.50 4980.49 -'-.6 4980.48 11.E.4G _.14 4980.48 11.8 0.37 1.13 4980.47 11.9 0.35 1.13 4980.46 12.0 0.33 1.13 4980.46 12.1 0.30 1.13 4980.45 12.2 0.28 1.12 4980.44 12.3 0.25 1.12 4980.42 12.4 0.23 1.11 4980.41 11) 0.20 i.10 4980.39 12.6 0.18 1.i0 4980.38 __. lc" 1.09 4980.36 12.8 0 '3 1.08 4980.31 4980.28 13.1 .'.'.G6 i.05 4980.23 13.2 0.04 1.02 4979.32 13.3 0.0i 0.22 'I I 0 O L cN G LL N L_ 01 C D N 01 N O co c O C .O• N �I o 0 m o t I r m 0 10 N 0 t m r I N 0 0 0 0 O O N N N m m P N N l l r m 01 O O O O O O O O O O 0 O O O O O O O O N 'O 0 O O O O O O O O 0 O O O O O 0 O O O O � N W � G I � N U U al N r ti o v r m m m m �n m In r o c o r m 10 0 0 10 r m m 10 r m N m m m 10 . r .+ m v N N m v O O m m �(1 m N N m 10 O t0 4 N m 1 I I I I I I I I I 1 1 N C ( � JJ W W_ N v K 0 O O O O O O O O O O O O O O O O O O O O m N ID O m N 10 O m N tp O N y m O 1O p 1- N m m v O1 v O m N m r y N m r O r N v m N N m N 1O T m tO O m N N N N N m m m N N lO tO m 0 1^ v N ( W U m O O m N N 0 m V N 0 m N N m O m N N O r .1 10 m N r l0 N N N v m O N O N c O p 1D N Q� N 10 m m O1 N r O O m m m m r N Ol O m W IN m O .1 N m p Vl Vl r r m m m S O1 O1 O O O � C N V � O W N O 10 tp N r O v O1 r m O m 10 c N 1n r o 0I1 v .. m m r r m In In In In Q o m m 0 0 0 0 0 0 0 0 0 0 0 0 O N U a - 0 0 m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W fp bl M 4 N ti Z N W N U L � — a m N Y' 0 0 0 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 0 0 O 0 O 0 O 0 O 0 0 0 0 0 0 0 0 0 O � V ^ i U N N 4 Z 4 — Y 0 N M m N O O O 1I1 O ✓1 O N O N 0 0 O N O N O N O IN N m m v v N N 10 10 r r m m O1 Z U N O d U � I N F L S E m F o U & O E I 2/12/98 RESERVCIR REPOR- RECORD NUMBER - STORAGE TYPE YwNU'Al. STAGE/ S^_CRAGE DISCHARGE TYPE COMPUTED STAGE/DISCHARGE DESCRIPTION Pond 2 Rating [RATING CURVE LIMIT; Minimum Elevation ......................... _ Maximum Elevation .......................... _ Elevation_ncre:nent....................... _ fSTAGE STORAGE INFORMkTICNj Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) (CULtJ ____________ __ __________________ ----4980.23 2.08 4980,33 =4.72 4980.43 17.39 4980.53 109.6E 4980.63 210.93 4980.73 356.21 4980.83 542.94 4980.93 760.40 4981.03 985.62 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR = 2 TYPE MP.NiUP? RATING CURVE DESCRIPTION Manual Rat-= c- 3tc=-. Sewer Page 1 E G ) 4978.85 (ft) z981.03 (ft) 0.10 (ft) 9 2/12/98 [Reservoir Discarge Value vs. Stage] (the elevation increment is 0.1) ?--ge 2 --------------------------------------------------------------------------- STAGE ELEVAT_TON, CCYTOUR AREA STORAGE DISCHARGE (Cll Ft) (Cfs) 0.00 4978.85 O.CO C.CC 0.00 0.10 4978.95 C.00 0.00 0.06 0.20 4979.05 0.00 0.00 0.12 0.30 4979.15 0.00 0.00 0.18 0.40 4979.25 0.00 0.00 0.24 0.50 49I -- C.oC 0.00 0.36 0.60 4979.45 0.00 0.00 0.49 0.70 4979.55 C.oc C.00 0.63 0.80 4979.65 3.00 0.00 0.76 0.90 4979.75 0.00 C.00 0.81 1.00 4979.85 C.110 0.00 0.87 -_.10 49',9.95 G.00 0.00 0.93 1.20 498O.CS- G.CC 0.03 0.98 1.30 4980.15 0.01 0.00 1.03 -.40 498C.25 9.8? 4.61 1.08 �.50 4980.35 42.51_ 21.26 1.12 1.60 4980.45 112.22 59.85 1.17 1.70 4980.55 229.29 129.93 1.21 1.80 4980.65 399.98 239.99 1.26 1.90 4980.75 621.41 393.56 1.30 2.00 4960.85 879.65 586.43 1.33 2.10 498C.95 ..iSC.64 SCS.45 1_37 2.18 4961.03 1356.36 985.62 1.40 0 2/4/98 rage 1 RECORD NUMBER 2 TYPE MANUAL RATING CURVE DESCRIPTION Manual Rating of Storm Sewer 1 [RATING CURVE LIMIT! Minimum Elevation ......................... _ Maximum Elevation ......................... _ Elevation Incren::en=....................... _ [Manual Flow Value vs. _levatic:j (From Eagle Point "Storm Sewer Module- ________________________________________________ ELEVATION FLOW (ft) fs' ------------------------------------------------ 4979 27 0.25 4979.46 0.50 4979.64 0.75 4980.08 1.00 4980.63 4981.16 [Culvert Weir Discharge Value vs. Stage; (the elevation increment is G.1) --------------------------------------------------- STAGE ELEVATION FLOW (ft; (cfs; --------------------------------------------------- C 10 4978.95 0.06 0.20 4979.05 0.3C -i97S.15 - :3 0.40 4979.25 1. C.50 4979.3= ...36 0.60 4979.45 0.49 0.70 4979.55 0.c3 0.80 4979.65 0.76 0.90 4979.75 0.81 1.00 4979.85 C.87 1.10 1979.95 0.93 1.20 4980.05 2.Sb 1.30 4980.15 1.03 1.40 4980.25 1.06 1.50 4980.35 -.12 1.60 498C.45 1.70 4980.-5 4978.85 (ft) 4991.03 (ft) 2/4/98 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ------------------------------------------------- STAGE ELEVATION FLOW 1.80 98G.c'c - _.,'L 1.90 2.00 2.10 4900.9q 2.20 4981.05 2.30 4981.15 1.45 1 1 1 Page 2 0 I I I I 11 I 11 [1 I I 11 I I I I 1] I OLD TOWN BASIN MASTER DRAINAGE PLAN CITY OF FORT COLLINS Resource Consultants & Engineers, Inc. 3665 John F. Kennedy Parkway M Building 2, Suite 300 P.O. 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O c❑. ❑ j ❑ C j �. ❑ - 1 ❑ 4 QSa QECF, � 4Ea K Ea Ki'cF. Z�Z E S E E F F S E E F F E 1 U d 2 E 1 E Z U 1 F z 1 Z F 1 Z E ❑ ril Q cl Q ❑ Q ril 4 I,I ti Q ❑ fil ❑ E ❑ E L: ❑ i .'� i ❑ f V` Z N a zOz a lil .N] a til a w A .N.1 .-1 w� Q H 4 N Q a Q U m H Q Q Um C 4 < 4 a Q Q a G ul E Q5 . < u] w Q5 E Z E O E E m Z F F F F F F O O 2' O IX O 5 Y O II II II II II II li II II II I! II, II II L II I� L. 4. 4. = o 5 0 5 0 0 0 0 0 5 5 5 0 0 0 0 5 5 o 5 0 0 K 5 5 o o c o o c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c o o 0 0 000 000 0 000 000 coo 0 0 0 0 0 0 0 0 0 0 0 c o 0 o o c . o o . . . m rl m . . . o 0 0 0 . . . coo . . . coo . . . 00. N N l0 l0 m o .-I mmm .. In r r r mmm o00 II II II II II II II II II II 11 II II II It !I O Z O Z O O Z Z Z O O O Z Z Z O Z O O O Z Z Z 0 0 Z Z O O O z Z 0 ' U U U U U U U U U U U U U U U U U N N N N N N N N N N N N N N N N N N Z U Z Z C] Z Z Z Z Z Z Z Z O O O O 0 0 0 Z O O O O O O O O O r n E F U U U D U U U 3 U U U U U U 3 U U U U r37 L 0 1000 Old Town Basin HEC-2: Modified Existing Riv Sta = 2860 CWSEL= 4981.00 .013 - )j( .013 wS t Ground • Bank Sta 1050 1100 1150 Station (ft) 1200 1000 Old Town Basin HEC-2: Modified Existing Riv Sta = 2921 CWSEL= 4981.00 .013 1050 1100 1150 Station (ft) 013 --� wS t Ground • Bank Sta 1200 F' �I i 1 1 1 1 Old Town Basin HEC-2: Modified Existing Riv Sta = 2993 CWSEL= 4981.13 .013 .013 4990 1 3 WS 1 Ground • Bank Sta 4988 4986 m m 0 4984 0 4982 4980 4978 1000 1050 1100 1150 1200 1250 Station (ft) FeIi Old Town Basin HEC-2: Modified Existing Riv Sta = 3061 CWSEL= 4981.37 .013 .013 4984.0 1 3 WS1 Ground • 4983.5 Bank Sta 4983.0 4982.5 m ru 0 4982.0 0 4981.5 4981.0 4980.5 4980.0 1000 1050 1100 1150 1200 Station (ft) i 1 I i LI II I 1 1 F 4a/ Old Town Basin HEC-2: Proposed Developed Riv Sta = 2860 CWSEL = 4980.96 4990 .012 .013 .012-H n WS PF#1 Ground Bak Sta 4988 4986 .. 8 4984 - w 4982 4980 4978 1000 1020 1040 1060 1080 1100 1120 1140 1160 Station (R) I I 1 1 1 1 f IF Old Town Basin HEG2: Proposed Developed Riv Sta = 2921 CWSEL = 4980.96 4990 .012 A* .013 .012 —s e WS PF#1 Ground • Bank Ste 4988 4986 - F 0 >D W 4982 4980 4978 1000 1020 1040 1060 1060 1100 1120 1140 1160 Station (R) I I 1 1 11 1 I I I 11 I ^I J 1 F-yS/ Old Town Basin HEC-2: Proposed Developed Riv Ste = 3061 CWSEL = 4981.40 4984.0 .012 .013 .012s� WS PF#1 Ground Bank Sta 4983.5 4983.0 4982.5 c 4982.0 w 4981.5 - ._ ... _. 4981.0 4980.5 4980.0 1000 1050 1100 1150 1200 Station (R) 1 5/r5/SPA ' Mr3f/�l I=4G ' G..��G"._�,—� THE M,.J.M 4. .✓1 Tui u�= /—i+._. ,.�,��e.�J ' Fa'i- /-�-u ��.'��i'-�u,=.,J f� o/C /�,�a�,4.a rc7� .�✓H,._,�i,.lS . 1 'J I ) /�iAJc j-,,e.�r� C,-2 ✓r.r.e.,i G-� Scc-rn�.J L99 = 4'"i®l.l¢ YVi-F/Gr� IS C..0 calf d!!D-i 77-1L hJCJ'i C^/•� ur= 7-/'+� / r�a7r•�%�i, ' Cam% To,^ o/ rTy....,o ✓.f>o...� A N�.,.j /,-. �. �n -, /.- /P/ i.,3u✓c I�V-a Pe JrJ� l)ui�O.,J c,, Ti/S 1-/ /,83' ✓��3,..✓E Cxifrl.J�li /a.�.s�c Zl J M/.J l.r ti✓1 Tbh pr l�a�r.J.7�T��.�.I H C�rT C'/� oi- h/�-ohoft�7 /�jtn.,.-,�,.JG� (/I/`. /�a�"� %�.-��op C�-8 ✓/'+r �J ' � S�GT'.�.J zr✓�c� 4�i9o.gL 45nv. �v r /.5' = 45PJ2, 4� _ rr•+-,f � z. / 9 � ,4,�=,.c /20r I-v ...0 Jr,.fre.J 1= �-`L ✓^-,"a,J 7"ti 7ii'C N /c'•e,M-/ES!•` /-i�eT o/Z / 4'9B j. c'ao '%r-''Gs , .el v.� /�-o.......��.q-+o. �J (N rLt� /°✓�+ $98 �j - 4900. i'1 a 2,'7 .� AcSovv� Cxlrr/�.l �'Cj,a.....�� FEDERAL EMERGENCY MANAGEMENT AGENCY � M.B. May B!7 r993 NATIONAL FLOOD INSURANCE PROGRAM FLOODPROOF,ING,CERTIFICATE �47/ FOR NON-RESIDENTIAL STRUCTURES The floodprooling of non-residential buildings may be permitted as an alternative to elevating to or above the Base,Flood Elevation; however, a ttoodproo/ing, design certification is required. This form Is to be used for that certification... Floodproofing.of a residential building does not alter a community's lloodplaln management elevation requirements or effect.the insurance rating unless the,. community has been Issued an exception by FEMA to allow f/oodproolsd residential basements. ` The permitting of a Boodprooled residential basement requires a separate certification specifying that the design complies with the local Boodp/ain management ordinance. BUILDING OWNER'S NAME. :r,p ,, ,• POLICY NUMBER . ' STREET ADDRESS (Induding APL, Unit, Suite and/or BMg. Number) OR P.O. ROUTE AND BOX NUMBER COMPANY NAIC NUMBER OTHER DESCRIPTION (Lot and Book Numbers, etc.) CITY ' 'r.�•••�� T STATE ZIP CODE 'SECTION I FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Provide the following from the proper FIRM: COMMUNITY NUMBER PANEL NUMBER SUFFIX DATE OF FIRM INDEX FIRM ZONE BASE FLOOD ELEVATION , J....+1 . •� , I 1 9 �J . A . (In AO Zones, use depth) ✓..r,ES 4960, 9L -4'i P.l.l g• SECTION II FLOODPROOFING INFORMATION (By a Registered Professional Engineer or Architect) ' Floodproofing Design Elevation Information: ' Building is floodproofed to an elevation of I I4I `IIel 51.0 feet NGVD. (Elevation datum used must be the same as that on the FIRM.) Height of floodproofing on the building above the lowest adjacent grade is t_Lf .1'7] feet. (NOTE: for Insurance rating purposes, the building's floodprooled design elevation must be at least one foot above the Base Flood Elevation to receive rating credit. It the building Is goodproo/ed 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: ' I 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 walls 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 IS U.S. Code, Section 1001. ' CERTIFIER'S NAME LICENSE NUMBER (or Affix Seal) A✓1A, -'- /-3 r".C- -J a-33, 7-7 TITLE COMPANY NAME .ADDRESS CITY STATE ZIP T-o'L /-o�-.r Co,-�,•JS ��o 0,oS2- SIGNATURE DATE PHONE ' li✓1 - 1'-� ILI i'5 196 Z] 1 — ¢/-3&8 Copies should be made of this Certificate for:1) community official, 2) insurance agent/company, and 3) building owner. FEMA Form 81.GS, MAY 90 REPLACES EDITION OF IUN 87, WHICH IS OBSOLETE. PC STA., 101+34-6 OFFSET. 1.24 R - 4 UPEL PC PC JL III 7� 04 LAPORIE—AVENUE- 4—w--ss,—n—oN:] e E.— TO. NEML OU3FSTAIL 60 CONC. PAVEMENT STA: EELL 95 IOFF : 21.13 14*�O.95 -NSTAI CURB 5 (WO +a6% 101 U -WA -TO-I+--36.0-2 3 TMRAMNgSWON STMi OEESET--W.86 L FROM -UP EL -40047— TO OUNrA-GEW - TF - . Ll boWntown Streetscape Improvements ' �49 1 N OI Ownwls �nM titiMM +A ..euY a4N..p I.Y w s"MIM �.wasiYslN�n� �dr N iM fJl" M WI 9.nr yp(fM.� I LY N M w Irllq rnJrtl q. m N .nnY vn IW .an 11 «« r� . w a.HNn .... .YN.Y ., N^rYlwr Mn, >rq:ny Yaels N M nMl N"drNl�) Y�Yn. .nw W mrpun N W n/� q it W YYOr a .r.N w nev..ypnn,,H, r +uunwry ee. w .rr.I w n rurw IN`ir� M dI. Svrl Mrannl n .nr w N IRR A..wrn Y u. nw.. Ihww4n 4�Y""as M NT . sYsl wn M wr Svw B..wnl ws u r.pirllY Nrrl ..n.uy uwM nsuY H M f bn," tl1v ]. Iv Mlu !an w died=Mu Yrr�u11.Y W M1.Y., Ap.r��NM � .... W pMlvann� �r W .Yru�, • � N 116W inUv.,n n Y M M 4 W I1Nw• (lq.ry } M p� W tgYnls Y rpuY� N Y, m�bV N II M M �"�vu rWYMr sYe Y, N r�IFr W 1 r r""n w wnl .rr w. r.wn n. rN r rl� n.M Yrr w ,ar Y ww rN. r wun NY dM1 0 W �Ya.. Y r�wYW ti NrrW +W n.N M MNO Ye �i. � YW,.Y O.Xy MaYYWn� rN.ay H M Cne.els w M mn.Ar Na ..Y Yr H tl" GRr. r�blYr r Ywa4..N�Y" w uYn .In. NN W - Y mwwn �w unYY lyn.l PYYn N li/u.lY SM_. Y 4bay Sn�yY }p.ryly fs� CIPs nil N 14u`r1anY"ry Y!y yleW�i'. Y w.rY. N .vYMN aV1 NY w SNWC ].wYSYN. CITY OF FORT COLLINS. COLORADO MGD]®(DIG DIVISION NEW CBpBIRYCfEB 5-027 fAMSIMUCrLW SUB I =. W. 11WG p 0 III 6nIM. wu rlaia w. Y w YM. M� .Yy.Y MM Iil M taM1al. Y rYynr. Y n.mq Yv1Y m�bN mWryNMn� I]�.Wr�weO Y TW.IY ny.q r �W M Y.n NNn�HpY IwnYY.I 01Y� ,NI aswYl. wsaun µ. r myr NY mm Y-Nf-I —VFTI— XEM SNL PAW T N C Q PAS T TYPICALSECTION COLLEGE AVE. - NORTH SIDE OF INTERSECTION TYPICAL SECTION AVE. - WEST SIDE OF INTERSECTION DBrmvm ®/® a)mfBun DO•avomm I - . Gr y.J / •J I-Fc c - Z Downtown GIDICBD Streetscape Improvements 1 1 1 t 1 0 0 0 0 Cl 0 0 0 0 0 0 o 0 0 O O o00000 00 Fa vss o 0 0 0 0 o 00000o n u as O Op ^ Oo � o 0 O N 0 0 0 � y > O U y 0 W x a ¢UW.W-1W 0 0 -- oU � U o z 0 Z U v, 00 �? z O II O W� z F U ell O U w ,aj w a F. aO oa O 04 POCF WW F OF" o F CD oF' wLn F' z p-� AL rwd f7, m o 4 d�aC7V)cnrA wuz W R I I 1 1 1 1 1 1� I 1 1 1 A a C V. 0 0 c. 'a 0 LL 0 +r 0 y 1 GIB Vic.-eo,� r �-�lEc..S Sr+.a �.` r3c �✓1„7�� i�— !_ i3 r w� � � � ,tea -a,., �E�z .4,�,� �.:,,��. ,3� I$e✓.AGO r,J �� r�io,` a?ls.�/r�.11.1 ,��, 7'7-i'L� /�iti+�sa JCLi /jt�r�0 rr�/� I ' 'fable of Applications .....................2 Product Prescnullion ...................... l Sick Ifingcd Flood Panel ................ 1 Lill -Out Flood Panel ......................4 Inflatable (lasket Flood Dour......... 5 Compression (iaskel flood Door... h Availability, Cost ......................... ...7 Technical Support .......................... R ' Walz & Kreozer, Ina and associated companies have continuously m;lnulacluled marine and industrial ' cuslonn closures since 1945, Walz & K"•ozar "ITers a blood Iange "f sp.-cril pulpo.se• darns / panels / halchcs.:dl III which :ale rusluto m:lnulhrtlnrd I" ::oil ' the design crilcria. WK also bats e.x penence doing special projects that involve very sllecilic design crilcria such as wind, blase, radioactive, walcr and gas pressure. Walz & Krcnzcr of7crs unparalleled experience in the design and manuhaclurc ofcus(onn airlig) and ' walerlighl closures. Whedler nuunlally, hydraulically, of pneumatically upciawd, Walz and Krcnzcr offers many alter native designs I improve operations, IcIiabiIily, and maintainability. ' PRELIMINARY I)I;SIGN Phone, fax, or write WK with your closure problems and WK will provide hasic design recommendations, sketches, and pricing. W K will also site survey It, assist (he. owncr/architect. ' SPECIFICATIONS, PLANS WK will prepare plans, specifications, and installation procedures to assist owncr/archilects in the preparation of hid documents. lu addition WK will assist bidders and potential contractors in the preparation of bids and review of ' inslallalion procedures I I'll-11-') Side Ilinged Flood P811el - 1). i Light weight, simple installation, low Single or double panel with conpressiuo maiulenance. Low sill for zero leakage, or I'.nsy insLdlaliuu lot:un size nu sill for very low leakage. Manually operable Drum one side or bath sides. opening. (laskeliug on three sides or four. Lill -Out Hood I'auel - p. 4 Ulilize where grade or clearance prevents Light weight lilt-uul panel, Cuulpression use of hinged food pallel. Light weight, gasket, manual of kuklifi operation forany simple operation, low maintenance. Low ' sill for zero leakage, or no sill for very low size opening. leakage. Wl'-INP-' Inllalah1c (iaskel Uoar - p. 5 Flood proteclion or pressure doors for any Ifingcdorslidingdoor% -ilh inllalahlcgaskcl si/c "felling. Low or no sill designs ;nailablc. Inflatable gasket for case of b• For industrial. waste trcalmcnl. and hospital operation. Air supply required. npplicalion. .``IIIIp1C, WIM111t• plt'SSIIrC 41""Ik 1l-flUSSIll" W11:1) ( olllprrs6m(;04rl I I11111 11, 11 Siu)!Ic pnucl binpcd Iluod loot %ilb np 111 ell PSI. tiiugle m double Joins cnngn essiou Basket. Ifasy insinllalinn lia %% lboul mullion, in any size Low sill for n•n, Icakage. Na sill :its,, mmiable with any size opening, nunlinal leakage. I.nrgc dunes may be push blllloll Pllculllallcoll y of hytlraoli ally operate(]. W'1'1I-' I Tinged (or lift -out) pressure hatch for zero Wa(ertight halch. Zell, leakage floor. leakage. operahlc above only, below only. waste trcalnlcnl, road or roof hatch. orahoveandbelow. Raised ahovemounting A%aihahle in slceL aloe moo, or slamicss surface In eliminate wear ;fall ice pockets steel, Colnplcssion gaskcl. III flush with flank drains. Large hatches may he spring balanced, pncunnlic ally, or hydraulically operated. W 0A-' Lever or handwheel operation fur pressure Ouick-acting walertight door. Operable by light access. Doors up to 4' O" x T-O" single lever or handwhed. Compression available as manually operated. Larger g+(vkeL • doors available as power operated. WTDI3L.-' Utilize where grade or swing clearance does Double panel pressure light don". not permit ,single pancl door. Supplied Compression gasket. without centermullion to provide full width access. Low sill permits pedestrian or vehicular traflic. No sill design available with offset hinges to raise panels as they open, low leakage. SLWT-" Utilize where gradc or swing clearance does Single panel sliding door lilt any size not permit hinged (](for. Operable treat one opening. Manual or power operation. or both sides. Low 2" sill for zero leakage Compression gasket. or na sill with low leakage. Up to R' x 12' manual. Larger sizes power operated. Utilization by non -maintenance personnel. Aluminum hinged or lifl-oul inllatalllc Inflatablc gasket requires compressed air gasket Iluod panel. supply. SO4jing un three or foursides. Push button operation. Low sill lilt zero leakage. or no sill fur very low leakage. WTS-' Circular opening for easy access. Operable Circular halch or n:nway for pclvoullel hull either side or hot]] sides. access. ('oulIII ession type gaskcl. I I I i 1 I I MODEL FP FLOOD BARRIER WK flood barriers effectively scat openings in new or cs isling wa Iis or strue l roes. Where possible, single ur double hinged baniers should be used to eliminate handling and storage. Compression type or inflatable type gaskets in the barrier panel are secured against the frame by securing devices and provide an effective seal. WK recommends aluminum panels to reduce maintenance and steel frames forbolting (13), welding f W ), or frames with an integral masonry suhfran)c (NIF) furcmbcdding in new concrete. Where operational conditions permit, a low I" or 2" bolion) sill is preferred In pmvidc an ellfeclivc scaling surface. Where required, flush sill barriers may be provided. WK recommends compression seals for moss applications to reduce inslallallion and maintenance costs. Where frequent operation by non -maintenance personnel will occur (laboratories. office buildings, cic.), inflatable gaskets may be employed. CONSULT US! 2.02 A/ateria[.e: 2.03 Urcive MODEL FP-H-* SIDE HINGED A. P;mc1: 0061- f6 aluminum (optional Kcicr to l:S Technical Support, page S. steel• stainless steel). 2.(14 /-i/brit smog.: FLOOD PANEI, — IS. Fr:nne: /).Jfi slcL•I Islninloss steel IS unn• to he IIN a'itllin Uti" Ilvor satin Lighdweighl ahnninuul hinged flood p:mcl upliouah. Sland:od 2" sill fol iclo Icakace fur windows, loading bays, vents, louvers. Icggl h. 6 Y� ur flush sill fur case of access. and all openings that require sealing on C. (iaskel: Neoprene AS ITI 020011 (iR -'.I15 [ns1w(Wunpnr[''/<;cC three or four sides. Panels may be hinged 1)1':. 25 dmonicler wilh fully molded Refer to IS technical Support, page S. sideways, or down, or be made removable corners. (Additional gasket materials Part III -EXEC"(1770N A heavy duty compression gasket provides available for unusual environmental Refer lo'I"S'fechnical Support, page S. a 1000U effective seal. conditions.) D. hinges:WnlzandKrcnzcrsl;uxlanl(or offset) hinges with 3/4" stainless steel CL 316 hinge pins, oil impregnaled bronze - SUGGESTEDSPECIFICA•pIONS Ihrusl bearings and clongaled holes in PART / -GENERAL hinge blade to permit gasket compression. Refer to TS Technical Supporl, page S. F. Finish: Ahrlsive finished hare r �' PART//-PRODUC7S alumiuum(primecoalsteel), 2.0/ Product DeciQnatiorr' F. Dogs / Drop Rills: AISI (1, 316 ) /5 sill ill less steel dogs li,roperation lion) bell 11 Flood barrier shall be model PP-lf-* ;Is sides.(lilizcdrop hohslirn,per:diunlFom '; M nuuudachrrc(I by Walz and Krcnzcr, Inc. outside only to simplify operation aul ) , maintenance. WI rll SI DC DROP 'aOL IS, BOTTOM DOC AND COW SI L 1. 1 YPI CAL SI 1-1. BOLICD (N) I-*-. fiq I I'"A.' i 11) 1'.10 DOrD ran M1. I MI) I l l'ICAI III A❑ Arll-) ,IAMI'i 11 I I I 11 MODEL FP-L-* LIFT -OUT FLO PANEL Aluminum flood panels sui(ablc lot any commercial, industrial or municipal application where grade or clearance considerations preclude the use of hinged panels. Any size opening can be accommodated, with larger panels over 20 sq. ft. generally requiring the assistance of a mechanical handling device. Panels under this size can he installed or rcnnaved manually. A heavy duty compression gasket provides a I OW,, cllcc(ive seal on three or all liver sides and requires minimal maintenance. The frame is bulled to existing structures with anchor bolts or supplied with an integral sub frame for embedding. Nu -sill designs may be supplied; together with storage brackets, transport dollies, etc.. l.11y J? �N X P ijyyS NN 7 Tn';:.xq is A SUGGESTED SPEC[FICNHONS PART I - GrNF.RAL Met lu'I;S Technical Supporl, page s. PART 11- PRODUCTS 2.0/ Producl Desienalio Flood barrier shall he model as manufactured by Walz and Kren/er, Inc. 2.02 Alalerials: A. Panel: 6061-16 Aluminum plale. (optional: steel, sminlcss steel) It. Frame: A-16 steel (optional: alunin/na, slainless.steel). Slandard 2" sill liar zero leakage or no sill fur ease ofaccess. C. Dogs / Drop Rolls: AISI ('I.. 316 Stainless Steel. Uliliv.e stainless steel dugs for quick, simple operation. Utilize drop bolts for reduced maintenance and lower cost where operation from outside only is permissible. 1). Gasket: Neoprene ASTM D2000 OR Dfi, 25 duromcter with fully molded corners. (Additional gasket m:ucrials available for unusual environmental conditions.) E. Finish: Abrasive finished bare aluminum (prime coat steel). 2.111 Design: I(elcr to "I'S Technical Supporl, page V. L04 Pithriruliun: I:r:uue to be Ilal within I/S" mrr enlire length. 2._(19 -his pe lion and T,st. Relcr lo'IS technical Support, page \. Part I// - r..CE('UT/ON Refer lo'I'S Technical Supporl, page Is, 'COMPRESSI ON GASHrT 1.1 I71 -11111 1 I [ �'ANI'I 1 L A P (3 R T E �i, PPROMSED TREE W/ OWE h0 (SEE LWOSGPE PEµ) (WHO S ffw E Nb, I / VOTING S'ON . V B' 0UT- M .330 4awpol y ♦ • En3iv�G ° j El W WMENT) El a ry K R¢wOW . I_ ° .( DIN TO i I ♦ /, ' mu ° WgWNe3 HIF CIM3 a - 1�1 j `I Cl. 1 dl A ELos.POND 2 Y Ole aLOCATION MEDLW / V E N U E DP 0-C lE W. B _ I9 Ek6TING SIGH GIIImxG 3' w m come da- Elf E4EWI1t "(_+y d a. _1�1 ^fI05TING. mb♦.b EMrtLAakE 1 — am a d - d MVING No `—I wrtwv 3'a PRWptry WUHGWY L 0 T WS11NG yI T TO BE IXI "EYfA4'4° To PRpppgD AEPHNT PARKING PROPOSED BUIL[ LDS NDNG nRO°` AT J1 FF= 4981.0C PROPOSEV TRASH ZNCLOSDRE, /(/ L 0 T C NOV a ♦ a ...... . . pe L1LJ d ° ♦� dVIP ♦ - / ii%//////.fur EI05'IIND VNDSCME. D POro tttt aCuts! 9Cp GAauErroCu AS pEWRE J E TVNG V NRICUION _ mOnEE wx 3) GSNFFT REMrnEo (a) EaVela am III Nor ro BE REWmre NG---- —^�---W— d ♦ ♦. 2 ROpm DIPAiNl a \ d ° d NORTHERN ENGINEERING SERVICES J[QESIGRNEIV� E°'B`t: 420 SOUTH HOWES SUITE 202. FT. COLONS, COL9RADO 80521 CAL(870) 221-4155 /'Lm-2 Gq3-al.TMtl I / I I 1 IXpT116 TRAFTRL slGxv. I / ON ELKI.- EEAER MI , 1 v...9W.0] I RAW Mnm I) THE 1" C CVNiED WATER SVRf,KE EIZOOKIN (C•SE1) IS W(EN Foote W HEC-2 MODEL PO-RCM,OH2 µD REPRESENTS THE R6Poy1) CONDITIONS WE RWD EZRA". 2) THE VIE 6 LOCA20 WHIN A FLOODED AREA OF THE = oven WIN PLCM NMTER MILL SLggOWD THE ENTRE 9UR➢MD, W11ICX 'RITE BE EL000PRWf[D AS PER CONVIR SE! FORTH M THE I.ltt co, PONT CpLNO, VORM DROWE MEN CRITERIA µD WNSIA SET RTH N TH 3) THE NNSNED FLOOR QZY,T NI (4981.02) WHLL Wi $ 1.0ASUIE THE RON WATER LIEVAHION 1NE03]) W NMD 2. FEOWPROORNO OF THE BVI ONO MLL 9E CONE W 4EU OF THE REONREMEM. W 7 Z W ancFWwuc MAK IIMIIE]!I � pryW W i Irt v Ek6Tµ` ].e' cuR ='77 F7 ,�-aRa_ e••a�= EMISTNG S,ORM SOON EkMNG STOPII 9EW£R INIE! ® PROPOSED VORA SEVER PROPOSED STORM Vv ER IN11T —mi EaVING COROM PRwD$D GONTDCYI PROJECT BLUIMT( "VIM SPOT E ATION PROPOSED gpi DFNOON ® �7 GRI MoF FILTER MIA OF CONCRETE Q I To RE mon"ND µD ec% ci0 EMSONC BPoCX Rol EKSONG WMREM PFOI µPH&T PIOPIG - POND 2 iCOM MSEL ... NORTH ..L long an Hill •.:H.:: aseCe...ee9T fiese:?eiEL9GRAPHIC SCALE • W::: uuonun•o`:::::%li:`in • 30 �YYmo•o•:Y•ry — Y'�� 7JMR�+s in a � No lJJ of • •• • 3• •-.•• APPROVALUI PLAN \' J • J1 Cal Mr. ell .I I CREamet W. nt oats' Nw ^° l85 N. °^"'�,M" COLLEGE AVENUE BUILDING 4 .�P T" a Pp a ., :,: " HEC— 2 -D , 27 9a CROSS— SECTION EXHIBIT MEDIAN .5 I 1 II _- ------rf L A P R T E V E N U E {, PROPOSED TREE W1 GRATE A9FYLT PAVEB�° JAM (M) i (SEE LAND scesE PIA:) (gA MAL) C SI NG Sµiµl N I / EXISTING $VEX IXSTNO SCX R ELEV 980 B -- — ' • a vRWLE Y TPNILX —� --- _IZ W— WRCm STANDARD 9W =IT -� Ex B' VERTICAL cum ItTI FEE REMOE Enw coxcRETEPRORDS ♦ D XPGE E RI NEW M JOINTV off # E \ CG ByEERGKVR9lryCONCRETE SIDu NN T4951 Ew RBEXISTING LINOS ME 1 WELANDSwR PPN1 O THEW To (SCCCKREE CPE PA 2 ASARGE r CROWED LANDSCAPE AREA 0 ORV 0 DIPO µIC II 7 ESE . OIL ITARIIITLA STORM Ik yFM. Bm FE x / AREA I, INLET PROPOSED ASPHALT PARKING'i AT ,�: TLC.' MATCH EXISTINGGRLLC 0 ERtt BOUNDARY LMAnON ' B4Oj15 "ryry�/!!R OFORDD 9 0 OSED TRl9 ENCLOSURE EMERf /y R 0 OXCp/ ROOFSAC S 0 CIYNAGGf i uFY 1dE HEST PANMNG i - B Pµ5 EYYmI N F 0°O PANEL / �I iE;�DER r ,. EXISTING FORM SI°RM YX I I I 0.B LP, B"POCOHLREESC.VE )�A/ (B E PRpE11E RCX1'j' ST . OAK .00 r } v LIAM MEVI (SEE OETNL _ RIM ELEV •Pb.6• V B Pic QQQ SE EA OF S' BILK m / BY OG• WEE ql l� p EXISTING DEC NJ D49 tD' ROOtP NOSE II I �O P (8) 9]050 C19TXG GMVEL KIHO T II _ RAJ T. \ E[ISIHO G XLfR RLGGK WALL (4e%Mk. B XIGN Q— jKK FLAT) GAVE TBH — .,WmwNAME NO JAM DETAIL Jmw— ---._ _ _ __ RIM ___ _ _____. ---------------- III _ 0 9 q-- 0 LE43END: P E 1 8 g / S I EXISTING STORMFORM EXISTING FORM SUED SEWER MLE! PROPOSED STORM SEWER I NEP3 Op59-SECIICN I PROPOSED now SEWER YU1T E I - MIT - _- Eg9nN0 CONTOUR OAEO I �11� PROPOSED CONTOUR REMOVE AND REPLACE EURTIN CpM1REE MASS ENTRANCES PROTECT eOUNNR! D OAW°EO CONCRETE MN MEM CONCRETE SIDEWALK 49B0 I OWNI •onamomm• LESIPI 6 ROUWMRv (SEE MAL SHEET) . — — — 11 \ TNNDE 2' TRANSITION FROM BE BENCHMARK M 1 EXISTING TRAFFIC SIGNAL I � CASTING STORM MIT I E BASIN DESGNATOR CURB AT INLET TO STµDART B' CUM I BRASS MMONUMEM R �MN ELEV.. 49]9.]I 1'IO µE/, IN gpES p fLEV. 98D 15 ER 6 SE E 4 '1' 1M'M AND n ANCHJB °D STEAP O B' VERTEXµ EXISTING COMBINATION LET RIM ELEV. 498007 �W RACE OMN=y N CRATE EIaV._ 497908 `' � 8 9P�SID (GEE uL SIT" — NV. IC' RCP OUT (E)- 9 . E +� \ I DESIGN MINr — 2• W B "1 RLDIxc — ..� IJJY EXISTING SPOT ELEWnox J IFRAMP 1 `a / 0 U7y I PROPOSED SPOT ELEVATION U F \ EXS rv.. Z / I O r� °RAF VEL NU DETER '4990\ Z RAMP \ W I ® ARC OF CONCRETE N \ IS+ ' I ED Be MENEYED AGED REPUCm CO EgSTW BRICK FIRMS NEL EXISTING (THE CK EXISTING LANDSCAPE EXISTING SO N j V "T"Ys I < ) t WITHIN FS�E DOE PAID � 3' O BE REL ED TO OF URB tt (' i{ 9 IS 5" B6 BR N I } ' I pgp�E µD AVERS) 7 % ABNAEE CBRN° I EXISTING CONCRETE `\ UCURB STOP / ERCK PAYERS B' TO LPROPCtt µ PO � 9'VXOY REMAIN. S REQUIRED VEWULLY pFRRmUIRm SERMSEENSEDI t' GT ON SERVICE (SEER ME USUNG A REMOVED SP'Wi TO RE TO REMFEO (5) TO BE REMOVED METERER PIT ) PROPOSED BUILE ING e FF= 4981.00 ° p d EXISTING CONCRETE y TBE � PAIN OSt9 0 8E REMOVED EBOSTyG O d tS 8LL DETAIL m COMPRESSION GASKET LFT-OUT FLOOD PANESL L POFNDABY EXINNNA SULWALK (A5.55 BRICK EXISTING BUILDING pi' IXISTNL CURB STOP ° KnUvQRLa REQUIRED EXISTING CONCRETE SAB urvrs� WATER µSURFACE ELEVATOR REPRESENTS NTAKEN MGM FLOOD ATON OWN GROW FUNDS WATER WILL 511E URROLWp°ME ENTIRE BUUIiLLDINGDED µWHICH MLL BE EA OF THE OLDFLC�Tµ^ Fp AS POB CRITERNA ET TO" IN THE ANY OF FORT COLLINS, STORM DRAINAGE OE CMFTM AID CONSTRUCTION STµDALML ]) THE FINISHED FLOOR ELEVATION (498I M) WILL NOT BE 10 ABOVE ME HIGH WATER EELACKAOf°ENi49RE7) .5IN NUNN 3. FLOCOPROOFING OF LEE BUILDING WLL BE DONE IN LIED No. Revisions _ --, By ;NORTHERN ENGINEERING SERVICES kDESIGNCEMR t. �—, 420 SOUTH HOWES SUITE 202, FT COLLINS. COLORADO 80621 SCALE: V (970) 221-6158 St jI TH NORTH OF �A YROAD) 2 None MESEL RUMORS AND n r /r_ �!I NO MATCH J ;11010 r W�`Urorm 0�AES'01AB CURB f REPLACE FOR III REP—im- BANK FAVORCE mNO TO¢ ME SWRI OF jJ OOHCRETE PAVEMENT 0 0 w III EVENING a tuna IIEST IXAING SWERACK COYBXATON EVSINC LUE CRAZE ELLV.- 49I9.13 RUNOFF TABLE ceSIGER roBMr fl/,BNB AMCA mo moo 00 aw oBeTr4REEorY om AREA 1 1 .NO O.B9 1. 2.4 !2 E%ISTNG INLET 2 2 0.219 0.90 1.0 1.2 2.0 All£Y _ POND 2 REQUIRED BEFORE. x]O] CU-Fr ) Roou�REO v°wuE- tw.x cu-Fr FS�. mal�mlN. wail NORTH PROVIDED. 985.622 OCTET 'UP T SEEM •9BLQ0)" MAXIMUM tW-?AR RELEASE FUTE- IB n. MAXIMUM LUPIEN WE EL- 4990.57 GRAPHIC SCALE 10 IN FEET ) :KN • iD R, NOTE: J U.SG. S, MDR ADD NEED' TO AL EPoT DONATIONS 4990 4985 b BIT ME, 61 E"S ffl GROLWD 4960 5.942 CENIEA E 0. EG AN _ TOLE «M NO E Pq s STORM g SRM4 SEWER 4975 Mal n� R 4970tt z 5 I IF 1+0( _0+00 CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL aEDxm mTHE AFTER Ac NNI — CHECKED WE mmErr CHECKED BI De Date: "Id.dgXN",";;;m186 N. COLLEGE AVENUE BUILDING DRAINAGE PLAN =Een AUSBAL GtlSED