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Home My WebLink AboutDrainage Reports - 12/30/2015City of Ft, Col ins pprov d Plans Approved 81 Date FINAL DRAINAGE REPORT River Modern Subdivision 900 E. Stuart Street Prepared for: BHA Design 1603 Oakridge Drive Fort Collins, CO 80524 970-223-7577 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970)460-8488 December 18, 2015 Job Number 1223-131-00 v INTERWEST C O N S U L T I N G G R O U P December 18, 2015 Mr. Wes Lamarque City of Fort Collins Stormwater t 700 Wood Street Fort Collins, CO 80522-0580 ' RE: Final Drainage Report for River Modern Subdivision 900 E. Stuart Street Dear Wes, ' I am pleased to submit for your review and approval, this Final Drainage Report for River Modern Subdivision 900 E. Stuart Street development. I certify that this report for the drainage ' design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual with variance requests as noted. ' I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' Sincerely, Reviewed By: ' Erika Schneider, P.E. Michael Oberlander, P.E., LEED AP Colorado Professional Colorado Professional ' Engineer No. 41777 Engineer No. 34288 ' 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 7R. 970.674.3300 • FAX. 970.674.3303 TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................iii ' 1. GENERAL LOCATION AND DESCRIPTION................................................................ 1 1.1 Location...........................................................................................................................1 1.2 Description of Property............................................................... ......................... I........ 1 ' 2. DRAINAGE BASINS AND SUB-BASINS.......................................................................... 2 ' 2.1 Major Basin Description................................................................................................ 2 2.2 Sub -Basin Description................................................................................................... 2 ' 3. DRAINAGE DESIGN CRITERIA...................................................................................... 2 3.1 Regulations......................................................................................................................2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints...................................................... 3 3.4 Hydrologic Criteria........................................................................................................ 4 3.5 Hydraulic Criteria.......................................................................................................... 5 ' 3.6 Floodplain Regulations Compliance............................................................................. 5 3.7 Modifications of Criteria............................................................................................... 6 ' 4. DRAINAGE FACILITY DESIGN....................................................................................... 6 4.1 General Concept............................................................................................................. 6 ' 4.2 Specific Flow Routing.................................................................................................... 7 4.3 Drainage Summary........................................................................................................ 7 ' 5. CONCLUSIONS....................................................................................................................8 5.1 Compliance with Standards.......................................................................................... 8 5.2 Drainage Concept........................................................................................................... 8 ' 6. DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE (SOP).............................................................................................................................................. 8 7. REFERENCES.................................................................................................................... 11 ' APPENDIX A VICINITY MAP, DRAINAGE PLAN, FLOODPLAIN PLAN AND GRADING PLAN ' APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D WATER QUALITY AND LID CALCULATIONS ' APPENDIX E SPRING CREEK INFORMATION (SWMM MODEL) APPENDIX F FLOODPLAIN INFORMATION, FP USE PERMIT, NO RISE CERTIFICATION AND CITY OF FORT COLLINS FLOODPLAIN ' REVIEW CHECKLIST FOR 100% SUBMITTALS APPENDIX G SOILS INFORMATION, FIGURES AND TABLES 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The proposed project is located north of Stuart Street between Stover Street and Lemay Avenue, Fort Collins, Colorado. More specifically it is known as the west 264 feet of Tract 7 of East Acres, being a portion of the W 1 /4 of the NW 1/4 of Section 24, Township 1 7 North, Range 69 West of the 6`h P.M., City of Fort Collins, County of Larimer, State of Colorado. Please refer to the vicinity map in Appendix A. ' The project is located north of E. Stuart Street and south of Spring Creek. Shadowbrook PUD is located to the west of the project and the Springmeadows Condos property and Replat of Stuart Hill PUD are located to the east. 1.2 Description of Property The property is approximately 4.4 acres in size and will consist of 30 single family paired homes along with the conversion of an existing residential structure into a Child Care Center. The site will be served by three undersized private drives which account for the ' majority of the proposed pavement area. ' The land currently slopes to the north at about 6%. The majority of the land is currently vacant with an existing house, garage and shed located in the southeast corner of the property. The majority of the ground cover is pasture. There are small offsite flows onto the property from the east. ' The existing soil type on -site consists of Kim loam (48%), Altvan Satanta loams (21%), Stoneham loam (13%) and Satanta loam (4%) which are classified as Type B by the ' Natural Resources Conservation Service. The remaining soil type is Nunn clay loam (14%) which is classified as Type C and is located in the area of Spring Creek. Soil 1 information is located in Appendix G. ' Spring Creek is located'in the north portion of the property. The property is located within a FEMA 100-year floodplain (FEMA FIRM Panels 08069C0983H and 08069C0979H, effective May 2, 2012). The "City of Fort Collins Floodplain Review ' Checklist for 100% Submittals" and other floodplain information are included in Appendix F. 1 2. DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description ' The proposed development lies within the Spring Creek Master Drainage Basin. ' 2.2 Sub -basin Description The existing site drains to the north and discharges directly into Spring Creek. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations ' This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the ' "Urban Storm Drainage Criteria Manual' (UDFCD), developed by the Denver Regional Council of Governments, has been used. t3.2 Directly Connected Impervious Area (DCIA) Discussion ' Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently ' occurring events. Step l: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff for the majority of the site will be routed through porous pavers before entering a water quality pond thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. 2 Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release The porous pavers help reduce total runoff by allowing the water to infiltrate. The water quality pond located north of the project is designed to allow sediments to settle while incorporating a slow release. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to a proposed water quality pond, bank stabilization is unnecessary with this project. No changes to the main Spring Creek channel floodway are proposed. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post - construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality facilities are required for the new construction proposed on the site. Water quality will be met through the use of a fully sized water quality pond in addition to the porous pavers. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project adds 84,292 sf of new impervious area. Using the porous paver LID technique, 57,580 sf of new impervious area (68%) will be treated which exceeds the 50% requirement. The City has dictated that a 3:1 area ratio flowing to pavers is the maximum allowed for this 50% requirement. With this ratio, the total treatment of new impervious allowed is only 28,828 sf. Paver suppliers have stated that more than 3:1 is justifiable. The current design does not meet the 3:1 standard and required an Alternative 3 ' ComplianceNariance Application; however, full water quality is being provided in the water quality pond to offset this deficiency. No less than twenty five percent of any newly added pavement areas must be treated ' using a permeable pavement technology. The project adds 32,280 sf of new pavement area. This project will incorporate 6,707 sf of porous pavers which is 21 % of the newly added pavement. This is less than the required 25% and required an Alternative ComplianceNariance Application. The shortfall is due to the proposed utility mains in ' the drives and City's desire not to put pavers over these areas of City owned water and sewer. There are very few locations on this site that are appropriate for paver technologies. The design as proposed maximizes the use of the pavers without putting ' them in locations where they will not be effective (i.e. the high side of the site). In order to offset this shortcoming, full water quality is being provided in the water quality pond. ' Please refer to Appendix D for LID calculations and exhibit and the Alternative ' ComplianceNariance Applications. These Alternative ComplianceNariance Applications were approved through the PDP process and no changes were made to the ' project in preparation of the final plans. 3.4 Hydrologic Criteria The City of Fort Collins Rainfall Intensity -Duration —Frequency Curves (Figure RA-16 of ' the City of Fort Collins Storm Drainage Design Criteria Manual) is used for all hydrologic computations associated with this project. Runoff computations were ' prepared for the 2-year and 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Please refer to Appendix A for the Drainage and Erosion ' Control Plan depicting drainage basins and design points. ' Water quality volume was calculated using the method recommended in the "Urban Storm Drainage Criteria Manual". Water quality capture volume calculations are located in Appendix D. Full water quality is provided because of the shortfalls in LID and pervious paver percentage discussed above. ' Interwest has studied the impact of the proposed project on the peak flow in Spring Creek. This work has verified that the project area, even with an increased ' 4 ' imperviousness does not impact the overall peak flow in Spring Creek, and therefore the site does not need detention (required in the Master Plan to keep the Spring Creek peak ' flow at or below existing conditions). Three models were used to show that our site does not increase the peak flow of Spring Creek: ' 1. Existing Conditions City Model: Filename: SCAB100 ' 2. Current Conditions City Model with SWMM Basin 226 split into two basins (226 and 999) where Basin 999 is the project site with current impervious conditions modeled: Filename: SCAB100EX 3. Proposed Conditions City Model with SWMM Basin 226 split into two basins (226 and 999) where Basin 999 is the project site with proposed impervious ' conditions modeled: File name: SCAB 100PROP The results of the SWMM model show that the existing peak flow of Spring Creek in this area (SWMM conveyance ID 425) is 2,438.2 cfs at a time of 46 minutes. By splitting Basin 226 and adding the new imperviousness of the site into the model, the 100-year flow of Spring Creek is 2,437.9 cfs at 46 minutes. Therefore, the proposed condition does not increase the peak of Spring Creek (because of the time of concentration of the site versus the sub -basin and the channel). Please refer to Appendix E for printouts of the models. Since the proposed release of the site does not increase the peak flow of Spring Creek, it is requested that a variance from the detention requirement be deemed acceptable by the City. 3.5 Hydraulic Criteria ' All hydraulic calculations were prepared in accordance with the City of Fort Collins Drainage Criteria. All calculations are included in Appendix C of this report. 3.6 Floodplain Regulations Compliance ' The site is within a City of Fort Collins floodway and FEMA special flood hazard area (Panels 08069C0983H and 08069C0979H). Therefore, a completed "City of Fort Collins Floodplain Review Checklist for 100% Submittals" has been included in Appendix F of this report. Chapter 10 "Flood Prevention and Protection" of the City Code has been ' 5 Ireferred to for this report. The discharge pipe for the water quality pond will extend into the Spring Creek's floodway and daylight at the invert of the channel. Also, a trail will extend through the floodway on the south side of Spring Creek. All existing ground within the floodway will be returned to same condition and elevation once the pipe and trail are in place; and therefore, no fill or cut will occur in the floodway. A Floodplain Use Permit Application for any work (outlet pipe and trail) performed in the Spring Creek floodplain will be required. A City "No Rise Certification" will be required for work in the floodway and is included in Appendix F. The four northern most structures are located outside of the floodplain boundary. The closest building to the floodplain is 6.8' south of and outside of the floodplain. Survey will be required prior to construction proving that the buildings are located outside of the floodplain. ■ 3.7 Modifications of Criteria rModifications to criteria was requested and approved through the PDP process and are variances from the 25% porous paver requirement and the 50% LID treatment requirement (refer to Section 3.3) and from the Master Plan detention requirement (refer to Section 3.4). 4. DRAINAGE FACILITY DESIGN i4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed water quality pond on the northern most portion of the site where it will be treated before being released. The pond outfall will discharge to an 18-inch storm pipe and into Spring Creek. This system discharges into Spring Creek. An emergency ' overflow spillway will be constructed and will be designed to pass the 100-year flow. 1 6 1 4.2 Specific Flow Routing ' A summary of the drainage patterns within each basin is provided in the following paragraphs. 1 Basin A is 2.58 acres and includes the majority of the site. Runoff from this basin will ' sheet to the drive aisle and then flow via curb and gutter to design point A where a 10' Type R sump inlet will collect it. The inlet and storm system will convey flow to the water quality pond located to the north. Basin B is 0.74 acres and includes the four north duplexes. This basin sheet flows north 1 to the water quality pond. This basin includes the water quality pond. Basin C is 0.26 acres and includes the southern most portion of the site adjacent to East Stuart Street. This basin includes the north half of East Stuart along the frontage of the property. Runoff from this basin will continue to follow existing conditions and sheet south to East Stuart Street where it will then flow west to existing inlets located in East Stuart Street. Basin D is 0.79 acres and includes the northern most portion of the lot. Runoff from this basin will sheet north to Spring Creek. ' Water will be treated for water quality in the porous pavers and water quality pond located south of Spring Creek in the flood fringe. Water will be released to the north to ' Spring Creek. Please refer to Appendix D for water quality capture volume calculations and pond volume table. ' 4.3 Drainage Summary ' Drainage facilities located outside of the right of way (including, water quality pond, proposed storm drain system, pavers, and the pond outlet) will be maintained by the ' property owners. 1 CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quantity and quality treatment of proposed impervious areas. All conveyance elements were designed to pass required flows and to minimize future maintenance. The design minimizes impacts to other utilities and properties and maintains the existing drainage flow paths as much as possible. The design will effectively control damage from storm runoff originating from the site. The recommended BMPs are sufficient to reduce runoff peaks, volumes and pollutant loads from the impervious areas of the site. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE (SOP) In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPs) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. Records shall be kept regarding perpetual maintenance activities. The records shall show when and which facilities have been inspected and cleaned. 8 Porous Pavers Routine Maintenance Table (Summary from Chapter 6 of UDFCD). Action Debris Removal, Sweeping, and Vacuuming ' Snow Removal Full or Partial Replacement of Pavement or Infill Material ' Inspections maintenance Remove debris with regular sweeping of the pavement surface, typically performed with a broom sweeper. Removing solids from void spaces will require a vacuum or regenerative air Sweeper. Conventional plowing operations should be used for snow removal. Do not use sand or deicing liquids on permeable pavement systems. If sand is accidentally used, use a vacuum sweeper to remove it Concrete pavers, when installed correctly, should have a long service life. Follow industry guidelines for installation and replacement after underground repairs. If the surface is completely clogged, restoration of infiltration can be achieved by removing the first''/: to 1 inch of soiled aggregate infill material with a vacuum sweeper. Replace with clean aggregate infill material using a push broom. Inspect to ensure that the facility continues to function as initially intended. 9 Frequency of Action Routine — Sweeping should be performed weekly to monthly depending on the season. Frequency of vacuuming is site specific but recommended twice annually to maintain infiltration rates. Non -routine — Performed as needed after winter storm events. Non -routine — Performed as needed when surface infiltration becomes completely clogged or when individual pavers require a repair. Routine — Inspect pavement condition at least annually, either during a rain event or with a garden hose to ensure that water infiltrates into the surface. Systematic measurement of surface infiltration can be accomplished using ASTM C1701 Standard Test Method for Infiltration Rate of In Place Pervious Concrete I Water Quality Pond and Outlet Structure Routine Maintenance Table (Summary from Chapter 6 of UDFCD). Reauired Action Maintenance Obiective Freauencv of Action Sediment, Debris and Remove sediment, debris and litter Routine - Including just before Litter Removal from the entire pond to minimize annual storm seasons (that is, outlet clogging and improve April and May), end of storm aesthetics season after leaves have fallen, and following significant rainfall events. Major Pond Sediment Remove accumulated sediment Non -routine — Performed when Removal from the bottom of the basin. sediment accumulation occupies 20 percent of the pond volume. This may vary considerably, but expect to do this every 15 to 25 years, as necessary per inspection if no construction activities take place in the tributary watershed. More often if they do. Mowing & Plant Care Maintain healthy, weed -free Non -routine — Performed as vegetation needed depending on planting scheme and cover. Weeds should be removed before they flower. Aeration Supply the soil and roots with air Routine — Performed at least once and increase infiltration, reduce per year when the ground is not soil compaction, and help water frozen. Water turf thoroughly prior move into the root zone to aeration. Avoid aerating in hot & dry conditions. Heavy traffic areas may require more frequent aeration Mosquito Control Inspect for signs of mosquito Routine - Inspect Weekly. breeding; provide treatment when Typically, inspections start in mid - breeding is found. Inspection and May and extend to mid - treatment is recommended to be September. performed by a mosquito control service Inspections Inspect basins to insure that the Routine —Annual inspection of pond continues to function as hydraulic and structural facilities. initially intended. Examine the Also check for obvious problems outlet for clogging, erosion, during routine maintenance visits, slumping, excessive sedimentation especially for plugging of outlets. levels, overgrowth, embankment and spillway integrity and damage to any structural element. 10 Storm Drain System Routine Maintenance Table. Reauired Action MaintPnancp Oi ipctivP FrPnilPnry of Artinn Debris Removal from Inlets and Catch Basins Remove debris and trash from inlets to prevent them from continuing downstream or clogging and reducing the flow capacity of the system. Non -routine — Remove debris as needed after storm events or seasonally such as during the Fall with heavy amounts of leaves and twigs entering the system. Debris Removal from Storm Ensure the pipe systems function Non -routine — Pipe cleaning is Pipes as intended. Reduced capacities recommended as needed based in the pipes will cause the system on the results of inspections or to back up and increase the when the system is no longer frequency of surface flooding able to regularly convey routine that could damage property. storm flows from the site. Inspection Use a video camera to inspect Routine —Visually Inspect pipes the condition of the storm drain and inlets at least annually or pipes looking for sediment after major storm events. Every buildup and structural integrity. 2-5 years the pipes should be Clean out pipes as needed. If the inspected with a video camera. integrity of the pipe is compromised, then repair the damaged section(s). 7. 'REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 11 APPENDIX A VICINITY MAP ' DRAINAGE PLAN, FLOODPLAIN PLAN ' GRADING PLAN 900 EAST STUART SCALE: t =soo' il_�Z / / I 7RACTG• O f I P)NNACLE70t*WHONES to I 1 AE, DE LW m / IO j \1 40 20 0 40 so SCALE: 1"40' / 9PRINo CHEEK ` / 100-M FLOODPWN \ 1" -496 �\ \ a�'/ \ �4D66- _ l / --4967_ 1 \ 1 SHADOWAW0XPu.D. / G1 mNW6 PAYERSL 1 6' UNDERpal (TIP) SEE DETAIL SEICIION \ 1 1 III f/NPL.ATTEO —rl r- 4 ` 11 I a \ \ 1 "INSIST! r N O / C17TOFFOIPTCOUJAW X Nil Cq-< I8' FES lTOP OF BAN i HH. r NOTES I EROSION CONTROL MEASURES SHOWN ON EROSION CONTROL T / Q PLAN. UIII / \ / •a 2. PLEASE SEE SECTION 3.4. I OF THE LAND USE CODE FOR W ` - ALLOWABLE USES WITHIN THE BUFFER ZONE. m LL / m ` I 3. THE NATURAL HABRAT AREA IS MEANT TO BE MAINTAINED IN arG VM --- A NATIVE LANDSCAPE. i 8 4. SEE FLOODPLAIN PLAN FOR FLOODPLAIN INFORMATION. 5. PORTIONSOFTHIS PROPERTYARE LOCATED IN THE FEMA' REGULATORY SPRING CREEK 100 YEAR FLOODPLAIN AND ALL LOTS•REPLATOF DEVELOPMENT MUST SATISFY REQUIREMENTS OF CHAPTER IO SAWNONEApOWS - ' / OF CITY CODE. -/ S�� J _ - PRIOR TO BEGINNING ANY WORK IN THE FLOOD FRINGE (DETENTION / APPROVED FLOODPLAIN USE PERMIN715 REQUIRED. 7. PRIOR TO BEGINNING ANY WORK IN THE FLOODWAY(STORM PIPE, RIPRAP. BIKE TRAIL, ETC.) AN APPROVED NOIRISE CERTIFICATE IS REQUIRED. / / WATER Cil CAPRON VDLIIE II II , SPRINGNEADOWS I _ Jape l r °arr. e�a rae rr Ipl Aj A- -- Mix IL1ygL1tJill -400� All ��TeA[1,:FF�ill� w loll E I %6P- - 9lp- ■ PERVIS PAVERS y W/ 6- UNDEREal (TYP)i i DETAIL SECTION �� I I� ! LOT)P4 / I aT.O' EXISTING MINOR CONTOUR ++ EXISTING MAJOR CONTOUR -XXXR� PROPOSED MINOR CONTOUR �XXX� PROPOSED MAJOR CONTOUR PROPOSED DIRECTION OF OVERLAND FLAW ■ DRAINAGE BASIN DIVIDE LINE DRAINAGE BASIN NUMBER PROP MAJOR STORM RUNOFF COEFFICI[.N! PROP DRAINAGE BASIN ARFA QDESIGN POINT POND SUMMARY TABLE REQUIRED WOCV 10.08 AC FT WQCV ELEVATION 4954.0 FT PROVIDED WOCV O.OB AC FT EMERGENCY SPILLWAY ELEVATIONI 4954.5 FT TOP OF BERM ELEVATION 1 4955.0 FT DRAINAGE SUMMARY TABLE Donlon PMa Trlemay allaamYl AMa Im CI'm CHWI tc ON (Ave Nltml prim, Di lt as t91ARK6 a A 2.m am am 6A so ee10'Type RInNA b ■ 0471 0.47 0.0 &a eA toWO Pand C area on am 6a led 01Slunk Stress n O on ate a.]0 H.a ito aeS Crass Tanta 4m am am se 7.7 9.7t mn oa aAro osa tsA ta4 oeOBalbt hpon6 apl roSpnno Clark I J , / / 11 /�, e7AACTA- / I S7VARTH)LL \ LID Table "2 PUDREPLAT \ . LOT 1•6) _1 `\ 1 I� \ I _ 1RAFFlC RATED e' CO. � o / > / I I \_ i LOT? O 0.41 0. e 'Del- ._ � T ( e \ I - - �---1.0 I I l PC , rr'I• / 0.26 0.95 1I 1 -- EAST STT)ARTS7REET-1182- I_ - - -- --------li� r-------- a- TTT W%On-Site Tmmmem W ulmmem Newlmpervous Area 94,299 acre/sq.ft, Required Minimum Impervious Area to be Treated 4Z150 acre/sq. ft. Area of PamrSeRior l 6,707 acre/sq, It. Pun -on area for Paver Sectlon#1(up to 3:1 is PermitedP-APPROVED VARIANCE 59,560 acre/sq.ft. Impervlous Area Treated by UD Treatment Method #1 (Pervious Pavement System) 59,560 acre/sq, ft. Total lmpe wous Area Treated 59,560 acre/sq. ft. Actual %OmSim Treated by UD 71% 25%Porous Pavement Raqulril New PavementAma 32,290 acre/sq. ft. Required Minimum Area of III Pavement 8,070 acre/sq. ft. Amaof Paver Seatlonll 6707 acirelog ft. Total Porous Pavement Area 6,707 ecre/sq. ft. Actual% of Porous Pavement Provided --APPROVED VARIANCE 21% Is ID 0 0 Z p W D W Q ( ) D m 0 U N W W or O x Z O W = O J 0 O W a m 0UZ boa x N 0 W F ♦ a m - z O 0 ry Z Y O u u w i O M m 0 U 01 CIT OF FORT GOWNS. CCLCRADO U71UTY PLAN APPROVAL sDN2W APPROVED: lCHECKED BY:! "MwAr[R anon uATE CHECKED BY: �A ATr yr[ CHECKED BY: vAAas A umunw yt[ CHECKED BY:------ yrz CHECKED BY: dvinaxv[xra vuxwA DAn ' P'ROJ. NO. 122313 t o0 13 I 1 1 1 1 / J \ / Do a .O / N- TRACTG- 07 I I ` / \ \•�\\ ID PINNACLE TOWNHOMES 1 - '� O) \ a ` AE, DE, UE Z I II ` / / � � I i / I / In m LU II 1 J I _o i Ii ..4p� 1(D I ' \/� / CITYOFFORTCOLL/NS X m EX W \SLp6 (� _ 0) LL Li EX 4954.D4 I JZ • \ q� aQ IIII X EX A'.,,.. \ TOP OF BANK � � 00 w5o.ao 18" FES 4953.98 \+\ — \ \ EN 49 R,0 SGGURST PROPOSED Er SPRING CREEK \ \\ / I EX 4esJ.0o7/— 4954.62 \ 10G-YR FLOODWAY \ _ EMERGENCY OVERFLOW 4954 f _ / /LLLyyyL� P 5' CONCRETESPILLWAY W/ CONCRETE y TRAIL RIBBON AND SCOURSTOP MAT p19 RCP 4954 95] —4959� tMnLH�� eR yyl 4960' SPRING C� REEK- 1 eoay u I 4e% 100-YR FLOODPLAIN V WATER DUALITY 0\ _ _ _ 1 18" RCP 7� OU T STRUCTURE SCOURSTOP MAT J \ _ 6}/ _ _ \ y4 a.o ow i . 7.w — rt een: eAa9 / \ 9M. .exec rt mTa nww m" U." p ee.ae ^4964., \ \ m is 1e IB 20 21 22- UE, D l\1 �^g965 \vim \ \ r4966— \ JE, DE" WATERCOURSE WAY (PRIVATE) Co co 14 24 / (D i D LL — LL / o 1 / O / LOTS-REPLATOF— SPR/NGMEADOWS - 4953// OP MAT ,4956� _ 1 / ^4957— �j I / IIII LOT4-REPLATOF II SPR/NGMEADO WS I rI J4. 0' / Uf & AE I L / — J J) I I 1 I I I 1 I I ( —4963 \ --- o - - - o — / - - 9 6— =1i /4965� �/ /� `4968 — — 97z— -= T� �`"•9iv_-/J ,� III � l�/ 21 LEGEND o EXISTING MINOR CONTOUR z EXISTING MAJOR CONTOUR n� 3 C r %X%%� PROPOSED MINOR CONIOLPE � ----Xxxx-� PROPOSED MAJOR CONTOUR 100 YR FLOODPLAIN IOOYRFLOOOWAY NATURAL HABITAT BUFFER ZONE 30 15 O 30 60 SCALE: I"- 30' NOTES 1. NO STORAGE OF MATERIALS OR EQUIPMENT IN THE FLOODWAY 2. FLOOOPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED FOR THE STORM PIPE AND TRAIL IN THE FLOODPLAIN. 3. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA REGULATORY SPRING CREEK IODYEAR FLOODPLAIN AND ALL DEVELOPMENT MUST SATISFY REQUIREMENTS OF CHAPTER 10 OF CITY CODE 4. PRIOR TO BEGINNING ANY WORK IN THE FLOOD FRINGE (FILL LANDSCAPING. POND. STORMWATER OUTLET PIPE, RIPRAP, BIKE TRAIL ETC.) A FLOODPLAIN USE PERMIT IS REQUIRED, 5. PRIOR TO BEGINNING ANY WORK IN THE FLOODWAY (STORMWATER OUTLET PIPE. RIPRAP. BIKE TRAII ETC.) AN APPROVED NC RISE CERTIFICATE IS REQUIRED. 6. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 7. THE NATURAL HABITAT AREA IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE B. NO FILL IN THE FLOODWAY UNLESS A HYDRULIC ANALYSIS SHOWS "NO -RISE". NO MANUFACTURED HOMES, EXCEPT IN AN EXISTING PARK, CAN BE PLACED INTHE FLOODWAY. NO CHANGING A NONCONFORMING NONRESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE. LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODWAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO RISE". NO STORAGE OF MATERIALS OR EQUIPMENT. 9. EXISTING AND PROPOSED ELEVATIONS ARE FOR CERTIFICATION OF NO -RISE AND FLOODPLAIN USE PERMIT. CITY OF FORT COWNS, COLORADO UTILITY PLAN APPROVAL APPROVED: CIM1 pWN6P CHECKED BY: MRA A wrzr4ml uwn CHECKED BY: CHECKED BY; DAMS A PEw . CHECKED BY:�� _ CHECKED BY; [nx4o--- --- N SON R Z O m r D w0M O BI DOUN YZO w 10�� a m0Ui O C. IL PROD. NO. 1223-131-00 15 TRACT G - Y \ P/NNACLETOWNHOMESAE, DE, UE Its-- I ' I ARV C / ------ \ I 11 SHADOWBROOKP.U-D. I \ \ I \ 1 PROPERTM J � —I AWE (T19J --T �I\\ / L \ MATCHLINE SHEET 7 \ 1 I I l LEGEND �XXKX/ PROPpuEDMINORCOWOUI PROPOSED MAJOR CONTOI. IN EXISTING MINOR CONTOl1R �----XXXX-'-- E%DST NO MPARCOMOVR NOTES. I. SEE DRAINAGE PLAN FOR STORM SEWER DESIGN AND FLOODPLAIN PLAN FOR FLOODPLAIN INFORMATION 2. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 3. THE NATURAL HABITAT AREA IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 4. WORK IN FLOODPLAIN WILL REQUIRE A CITY FLOODPLAIN USE PERMIT. 5, WORK IN FLOODWAY (TRAIL CONNECTION AND POND OUTFALU WILL REQUIRE A CITY NO RISE CERTIFICATION 6. ADD 4900 FEET TO ELEVATIONS. 7, SPOT GRADES ARE FLOWLINE ELEVATION OR FINISHED GRADE UNLESS OTHERWISE NOTED. B. THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE ABOVE THE 100-YFAR FLOODPLAIN. ORR LOTS-REPLATOF SPR/NGMEADOWS 0000 / .851 / / "' 490 i LOT4-REPLATOF / SPR/NGMEADOWS z U fll I I N.SB BN — — — — ---7- b / 'I I I I I I � I I J MATCHLINE SHEET 7 1 6y,IOJ — — — — _ 415 — N r wLn 0 11 D Z pmr 0 w p m IN Ul O IN W U. Z O Y a Q aim w 20 10 O 20 40 d m O U i 00 SCALE: 1"s 20' OL U. It z d c� z O Q z 0 i CALL UTILITY NOTIFICATION CENTER OF COLORADO NO---- a,S �''4� n o CITY OF FORT COUINS, COLORADO UTILITY PUN APPROVAL 811 APPROVED: uses TALL 2-BUSINESS DAYS IN ADVANCE 01Y dMNQR BEFORE YOU DIGOR EXCAVATE .. f `....„..�' GRADE. FOR THE MARKING OF UNDERGROUND CHECKED BY: RATER A R SMWAM ue SAT[ Y J$ICNAL MEMBER UTUTES, CHECKED BY: -------- CHECKED BY: rMMs A aoannoi Vnn CHECKED BY: %_ G � �n CHECKED BY: 5TRONMNTAI Pu ER WE RROJ.NO. 13 131,00 6 9 zSD� / .29 e29z uFF 8SMT 64.31� J /" ,� MATCHLINE SHEET 6 X :-� GAR. DOOR: 67.33 °4.90 4- FF BSMT: 67.92 F FF MAIN: 73.87 w _ J •z] _____-- - ______-__ �, - T MATCHLINE SHEET 6 \ . FF MAINt, 77.48 'RIS .85 W.9G i GAR. DOOR: 9 72 FF BSMT: 59.72 24 / 1 90110PEI PAVM pEHWWS PAVOrs AR. DOOR: 70.00 3FF BSMT: 63.33 A -- FF MAIN: fi9.B7 1 °eAe °e6o rg I W/°• DRAI(TYP) 6B]9 FF MAIN: 71.48 8.2.65.E M "70.6] a+%. mw T _ ? 7D.]pl.]8 HP 8 �... 9s.96 65..m 68.10 _ .60 \ .02 / 6B.9B 8559 _ �� _60.41_ 06.98 67.05. 0 6 ( / I / 6402 ;HADOWBROOKP.U.D. ? •9 10 "70.86 91.x GAR. DOOR: 70.68 68W GAR. DOOR: FF BSMT: 67.30 2$ PROPERTY / / j^---- / 12 FF BSMT: 71.27 1 es 7J T _ FF MAIN: 77.20 67. SAN UNE (TK) I _ _ \ - FF MAIN: 80.83 ._ I s7 GAR. DOOR: 69.72 -67.e9 / - , .96E n.]] GAR. DOOR. 73.35 .6 FF 8SMT. 63.05 26 ROEw PATH (TYP) `, FF BSMT: 66.68 •\ FF MAIN: 76.83 �� FF MAIN: 73.20 70.29 :• M.12 _, ROW (1YP) / - 2.✓ 72.54 • a ]p.S I 7D.69\ ]4,75 ` h .7x ee.51': W 89.27 ' TBW - ]I.D2 - -- 66. e 6 LOT iya / HP e9.x6 I- 1 \ . 73.7 .71.Se . . / w Q.^ / / ,I / 71.75 72.18 DOOR. 70.38 70.29 69.69 / 1 73.34 Q W F I / \ / +6J0 / ' \ 74.0 71.92 W Q �.I GAR. r'>o •\ l ;� GAR. DOOR: 74,03- r9» W Z Ff 8SMT: 70.97 27 FF MAIN: 80.53 I. k�J/ .� \ FF BSMT: 74.62 Y� O ___-- '°°° � i _., J I FF MAIN: 84.18 a - I` / \ I 'GAR. - \ T,ta GAR. DOOR: 05 I i _ 7L6e� DOOR: 76.70 O _ - FF BSMT: 86.36.38 __28_ •I - / = 9 FF BSMT: 70.03 70.n] FF MAIN: 76.53 7].62 R1-TRACTA- \ FT MAIN: 80.18 \ e.m - ]2 74.55 ` _ '-- 7s.ee 780 77`34 • J2 7e 72, I - SMARTHALLPUDREPLAT \ 2e2 ! / I"empp / ( ) T7.1 NP 7 -: c• \ I iUEr AEi D.E) \ 7S7 76. M 72]4 A Vic sNAucrt0 IN PLACE ]s.e9 tt '711 - ne] ne 7e.n 7].]6 : -GAR. DOOR: 73.71 .y77 - -{-_ \ GAR. DOOR: 77.58 7143 _ FF BSMT: 74.30 FF BSMT: 77.9s �` -ns9 _ = FF MAIN 83.8E - les \ FF MAIN: 8753 / n. 70.03 CAR. DOOR: 80.05 r - - .' 1' ; AR. DOOR: 76.38 FF BSMT: FF BSMT: 73.38 a •.. MAIN: 79.8E7 9,86 FF MAIN: 83.53 - 7,, _FF ]6.20 O M, M67 80.47 _ 7: St . ]BYI 't 7i G ` _ r- LOT 1•B) -. - .. Y6:1`] �TM,•r'in.1,e�. !' O Q i9.H ] SB . 588.. 76.e9 .: 81.8C 80.70 e1.n\ 79.00 eL .,\ I u I - - �l - , 77.31 \ \ 79.69 GAR. DOOR: 81.85 FF BSMT: 75.18 > 77, 2 n.12 ' • 77.14 77.67 77.87 .22 i 7l , l e \ FF MAIN: 85.33 ' w i \ 77.32 ` ] .� \ `y 79.20 ]9.7D _ \ r,�. � 3 .� _ _ _ _ t _ I MATCHLINE SHEET 8 '. ]8.78 _ e1.es \ �0 7aec "°' 66 MATCHLINE SHEET 8 \ tt 80] W L 477.98 78.00 /• 78.01 01 UNPLA77WD6 I - ,I 79.7 LEGEND ,XIIXX_ PROPOSED MINORCONIOUR PROPOSED MAIORCONTOUR _"---XXXA` ES16T:NG MINOR CONiOVR XX/A`•' EKISTWGMNORCOHTOUR NOTES' 1 SEE DRAINAGE PLAN FOR STORM SEWER DESIGN AND FLOODPLAIN PLAN FOR FLOODPLAIN INFORMATION. 2. PLEASE SEE SECTION 3 4.1 OFTHE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 3. THE NATURAL HABITAT AREA IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 4. WORK IN FLOODPLAIN WILL REQUIRE A CITY FLOODPLAIN USE PERMIT. 5. WORK IN FLOODWAY (TRAIL CONNECTION AND POND OUTFALU WILL REQUIRE A CITY NO RISE CERTIFICATION 6. ADD 4900 FEET TO ELEVATIONS. 7. SPOT GRADES ARE FLOWLINE ELEVATION OR FINISHED GRADE UNLESS OTHERWISE NOTED. 8. THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE ABOVE THE TOOYEAR FLOODPLAIN. CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 r.= 2-BUSNESS DAIS IN AOVANCE BEFORE YOU DIGGRADE. OR EXCAVATE FOR THE MARKING DF UNDERGROUND MINSM UTILITIES. I 20 10 0 20 SCALE: 1"= 20' CITY OF FORT COLUNS COLORADO UTILITY PLAN APPROVAL APPROVED: _ OlY fRONFFR CHECKED BY: _ Mip A wRSRMRip YMIT CHECKED BY: TIw61M V1W CMECNEO BY: PA9u_ CHECKED BY: _ CHECKED BY: _ pMPxYpiLL hAVIEII N W NIA > ID U) w Z pmr C7 W O h D W O N N � YZO W = 0 O al a m 0 U p 10 0 d L m \ ry \ w m 2 m " S F Z w Wy w Y ❑ N 0 0 U N00 REO.S> W f 0 u wJ g1gF$ 34288 �]GWAL PROD. NO. 12 18100 7 •4 aS€ Yu^' / I A. 2 71.3x n 77.67 77.67 )7.22 �I-ifl •t- GAR. DOOR: 81.85 I J0 MATCHLINE SHEET 7 )L6B FF FMA NT 85.33 7L52 ' 7I.2DB.7o \ MATCHLINE SHEET 7 I 1 9 \ IIIIIII \ \ e1.as \ vw 73nI n. e I 11 III 1 UNPLA7TEP 797e rc ez.o3 w n.l noo /. 7am I 7e.m 7a.o III,, 7& e62 T 76.6 TC j / ■ 7Lee 7Lx3 7e.41 \ \ / I I- + JI. .yam °> ]8.54 \ _ .3]TC --- - %-. _ � \ eos3 7Bw_ 7I.w � 4. 7v..e 1I nq■i I � o I I 1 f I 11- J 1 / I-1------1 \ HP 7In 31 60.. 1 N w. v 11 I I w N r \ \ 1 M17 lc 1 1 / >Nr w.4t. q .76 1 I I Z O m r a1e2 7Lse se _ I� �� 0 w p m r- e.1x ----- ]L 7 \ _ - LOT213 D N \ \ \ \ GAR. DOOR: 81.80 V e0.1a fi I I ' , I SOse �' 7a v 1 0 11 Ir - `� - - , I w W MI ci FF BSMT-- 73.66 8a5t BL]I II I .T_ _ eos3 fi I I O y Z A I \ FF MAIN' 82.80 NP to II +se w=c_n>-�_ �- I I �1 / I d Q a 0)i \ PRCMTYI• 91.aB d' In II � ' I J - \ , .: PIT 1Y 1/ ¢ _ � O iJ I UNPLA77ED LIME 1T1P7 e1.12 O I I TYP) - - - - - - - m m 0 z ( r -- �- --ri \ t 2 3 4 W d II/ - 'II1� if-49e» _ �..I / �1 i 20 10 o zo a 0 O II I -I GAR. Molt: 82.05 1 ---- F \ I II 1 I 11----I SCALE: I"= 20' OIL I \\ I I y FF BSMT: 75.38 1 Q 1 EE ea,za i( I i I IL 11 I I FF MAIN- 85.53 II \ lI tI I \ L�V o \ �1 i i �•90r-_ e2Jx r-T 51.12 KWIC V J1 alat \ i ? _ _ _ _ _� _ _ i 180.170 - -\- - - - - - _ ro/Te e I I ` \ \ I \ I v oo \ ateDROP WRB N IAST 3' z _ 7Le \TRANSITI N TO 2.' DRIVE HP A2 TO all" a _ _ eo. s.D ■.ao (BOTH sus) e1 +s 1 I I I \ \ \ 1 \ Ter 6w Bane II w - - / cx arse I --- L-- \ TRANsTION TO .' EX SMINAIK I \ \ 1 �T + .F-� .. • •• - _ ).w Tc eLa e1.x^ s' Rwu eoIT z.'TYPEr - �mlTr-_______- ■ \ __- -k_ _ _ 1 -_IVY___-MITI___ �� n.eR _ .n -- -- J Ir-�iiiffNll LL _lWW WNj -WALL a� / .'/ 77.eo EC ° n.s 7nfl 1 IR? ___T __�______ -_. f J uAtw 6D2i-'`� --T- SOM -1 l- J K 7v.e1 I 1 8047 - j - - I I-j YAIE1IX / ,.,° R MATE' IX I I _ MA TCN IX u' TYPE n DRIVE I I\ EAST STUARTSTREET Z MATE1 EX MATCH FA MATCH IX Y TOME € 1 ,} MAIN I �I TRANsnaN To x.• omvE LEGEND �LCXXI PROPOSEOMINONCOMIX:i. ��/ PgOGOSEO MAJORCONTCUR EXISTING MINOR CONTOUR `. EXIST. NG MAgR CONTOUR II sA■rJtt firs) �( I I 1 � I I -._ _ __ - -- VSHIFT FRExamOM -- -- z - W-- /0?ki 1 - s 1` It / 1 I I --1-- NOTES: I SEE DRAINAGE PLAN FOR STORM SEWER DESIGN AND FLOODPLAIN PLAN FOR FLOODPLAIN INFORMATION. 2. PLEASE SEE SECTION 3 4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 3. THE NATURAL HABITAT AREA IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. 4. WORK IN FLOODPLAIN WILL REQUIRE A CITY FLOODPLAIN USE PERM!'" 5, WORK IN FLOODWAY (TRAIL CONNECTION AND POND OUTFALLJ WILL REQUIRE A CITY NO RISE CERTIFICATION 6 ADD 4900 FEET TO ELEVATIONS, 7. SPOT GRADES ARE FLOW LINE ELEVATION OR FINISHED GRADE UNLESS OTHERWISE NOTED. 8. THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE ABOVE THE i OOYEAR FLOOOPLAIN. CALL UTILITY NOTIHCAnON CENTER OF COLORADO 811 I�BLL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG. GRADE. DR EXCAVATE FOR THE MARKNG OF UNDERGROUND MEMBER 0711nES. OTY DF EMT COU-INS, COLORADO UTILITY PLAN APPROVAL APPROVED: _ OlY dg1IIq CHECKED BY: lIk" 1 WSR.NIFR MIN CHECKED BY: ETnun.nRu n - CHECKED BY. FAM(s A q[O1TA ib1 - CHECKS) BY_ _ CHECKED or _ pMlneLv+ql TureER Do � d m � 0 Lo Z f a w O i0 rc rn w N b g m _ z o IJ u u 6 W O e M 0 U NDO RCOTS n u a V 3138e ` f�'ONAI PROD. NO. 12 13IOD s APPENDIX B HYDROLOGIC COMPUTATIONS 0 J ' Q t� } Q d' ' D � N LU Q Y N N U c c cl 0 N � f0 3 a = f cl N It c 0 OL y L C Y N N p 0 o U) cl H tm a) ? .` o z _ O � 7 W < N N N Q 0 z ID. N CD N n tD u CO d o of o O o r E 6 ui u s o o 0 4 m E ui c6 u O O N th N O T N O N W N f0 In V O O O G O O G O N t0 f0 N �- L ro v n 6 0' V 0 0 06 0' 0 0 N ` V N N O n w N o n tD Ci a7 a W N 0 0 0 7 0 Z ` W J a a m U �h a p O C � C d a 0 11 Interest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: 900 E. Swan PROJECT NO: 1223-131-00 COMPUTATIONS BY: es DATE: 411512015 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stornwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.50 40 0.15 0 0.20 0 Type B Soils Runoff Streets, parking lots (asphalt; Sidewalks (concrete) Rools Pavers Landscape Areas (Average, Sandy) Landscape Areas (Steep, Sandy) SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.0) ROOF AREA (sq.0) PAVED AREA (sq.0) PAVERS AREA (sq.n) SIDEWALK AREA (sq.f) LANDSCAPE AREA (sq.e) RUNOFF COEFF. (C) % Impervious REMARKS Existing Lot 4.36 190,062 4,318 6,673 0 4,119 174,972 0.21 8 Pcopmed Lot 4.36 190,082 30284 3&072 4,756 22,290 90,680 0.56 48 Equations - Calculated C coefficients & % Impervious are area Weighted C = L (Ci Ai)1 At Cl = runoff coefficient for specific area, Ai At = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider ' At = total area over which C is applicable; the sum of all Afs 1 4-15-15 FC FLOWAS Intervresl Consulting Group RUNOFF COEFFICIENTS & %IMPERVIOUS LOCATION: 900 E. Swart PROJECT NO: 1223-131-00 COMPUTATIONS BY: es DATE: 211912015 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type B Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, Sandy) : 0.15 0 Landscape Areas (Steep, Sandy) : 0.20 0 SUBBASIN DESIGNATION TOTAL AREA (ec) TOTAL AREA (.q it) ROOF AREA *it) PAVED AREA *it) PAVERS AREA (4Q.q) SIDEWALK AREA IN it) LANDSCAPE AREA (W.fl) RUNOFF COEFF. (C) % Impervious REMARKS A 2.58 112,2D2 27,430 27.448 6,707 17,807 32,BW 0.69 84 B 0.74 32,260 8,848 0 0 2,163 21,249 0.42 31 C 0.26 11.130 0 0,873 0 1,a31 Z026 076 76 A-C 3.57 155.082 3a, 2" 34,121 0,707 21,801 50,700 0." 58 D 0.79 34,400 0 0 0 4B9 33,911 0.16 1 Total Lot 4.38 f00,062 30,284 34,121 a, 707 22,290 OO,aBf (ITS 4B GRAVEL AREA SF O&11 0.41 1 17,044 1 1,fa9 1,540 1 0,703 239 8,227 0.41 31 Equations - Calculated C coefficients & % Impervious are area Weighted C=£(Ci Ai)/At Ci = runoff coefficient for specific area, Ai At = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ars 4-15-15 FC FLOW.4Ie } 0 r V C l0 N Z E Q 2 N LL F N W O U d o U Z ; Q V O U. F O C m WW L_ v F 0 IL 0 UL) `o N O m a F E �o L� 'O M O O o N a ^ II U m � z E � o N OuD 0 U O2 Fw- c O 0. O O N Y Q f w rc 0 0 0 o m e c vi vi vi � eo vi Z E en m U>v v 4 _ U � w r Y O N N N N O N O r m W Sm 3+K� u � N m O O m N V � m 0 rn r G! r J E LL J ro_N 171,111"R N ¢ S U rn D7 m o m O o O M O o O 0 C C O O c Q O O O O C C Wr m p F C9 i ae= 0 o m llci 1"� I W N Q � v F 5 rm�: C e? m m C N N M N E � O e � N N IAN N �- Till o N m b o n p r N N Q Z M F a 5 .., J W O _ �U ci �co r 7 m v Z f m q o m r N m r m— th O N I N N O C O 0 0 n z J �- ¢ O U N o0 m D ~ N Z Z ~ m � L m f N 0 W U D ¢ o a W O M E w N C c J U U z O� Q + r W J D cy II II II W m d Z 7 U U LL N � U 0 c m m E d° N N C lC j c ' E c 1n N 11 � r D C 0 E E J E c E 11 U f0 c e a } O 0 Z O N N H Z W o(L) LL Z 00 a V z LL ~ O N WW L F N Y f W K orn n a Q In 0 n t 7 2 V E rrl LL M y In y Q Q Or N O Q 7 i H � E ly m 0 V Y O N N IA N O yUj Z _J _ N Q Q � n N ro N rn n f0 u � V # c y o rn n c rn n O J o E� Q r LL J W N th N fD t7 z g OI Q N N O tV N S U y 0 IxL C �� 0 0 N 0 0 C O O O w O O yZ) dio I o 0 0 lq `� w I O N E 10(f r N F W C x h qaJ.. fR Vl y N n W E 0 0 0 0 0 0 O n N y 0 y �co y Ill O W N � W Uh N W N 10 IA �j o00000 U IY W U m W F,u 0 0 0 0 0 0 2 F ((pp z mQMoo 9ln O O m � r N z Z Vl m Fa- N O QIT 0 a N O o <0 _ C l0 C O) �N N p to C U 0 LL O> L CU 0 (M C7 N 5 rn LL O N C n y t 8 CD 2 L = U 3 ,e LL c mp O L N U O _r C y w 'E h a c 0 � .E N N m m� 2 -e C E =E e C IO M 11 U U + O F C_ > 0E E _. E E It f0 c w N X O LL U LL U) 4 LL LL ZZO E 0 � Q d' N Y � WN c c O = o W U W 2 o J LL Q C Z O �v m i q LL LL 2 7 N Q i W Q IL G � O� = O W V O J LL Z o O U LC a LL LL O E z o N Y > a o w o a o O ._ c = o W U 2 C J 0 Q LL Z p O •- �qv X O Q V1 uj ^ N r%I � O N ^ a a� I U co o P] `y Oz o zza CD O_ F F F W a O a O a U 0 i APPENDIX C HYDRAULIC CALCULATIONS C DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: 900 E. STUART STREET Inlet 10: a Show Details ROADWAY CENTERLINE In ow: ONLY if ready determined throughother m Mime Worksheet Protected (local peak A. for 1/1 of Waet OR prma ir.d channel): *QK.—= 1 8.6 22.1 cfs values in Row 14, Skip the rest of this sheet and proceed to sheet O-Allow or Area Inlet. FILL IN THIS SECTION OR... e... m on:(Enter dala in the blue cellsy FILL IN THE SECTIONS Subcatchment Area= Ades BELOW. Percent Imperviousness= 16 c-- sire Type: How, Developed For: — NRCS Soil Type = A, B, C, or 0 QSteisLMat ostreet Wes Slope(fUlO Length (it I(DStesorAJ1bani NQNm Ines i n a Madan Overland Flow= Channel Flow = nation: Intensity I (inchurs)= ut , o s Minor Stem Major Stow Design Stone Return Period T, = years Return Penod One -Hour Prampitamn. Pr = 1 lincres User -Defined Stone Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined Syr. Runoff Coefficient (leave this blank to accept a calcNated value), Ce = Bypass (Carry -Over) Flow from upstream Subcatchmems, Qe -1 0.0 0.0 ds Total Design Peak Flow, Q -1 8.6 22.1 eta DP a 1.0-Inlet_0.14.4sm, (}Peak 4/1512015, 1:16 PM ' Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 g !— T, T� Trnavw Wes-- Tx, y Qw Qx/ -- H� d $x a do mum Allowable Width for Spread Behind Curb TencK = 5.5 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SencK = 0.020 ft/ft ring's Roughness Behind Curb (typically between 0.012 and 0.020) nancK = 0.013 'd of Curb at Gutter Flow Line Hcuaa = 6.00 inches we from Curb Face to Street Crown TceowN = 27.0 ft rr Width W = 2.00 It I Transverse Slope Sx = 2.600 ft/ft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Sv„ = 0.083 ft/ft t Longitudinal Slope - Enter 0 for sump condition Sc = 0.000 ft/ft ring's Roughness for Street Section (typically between 0.012 and 0.020) Rsmr er = 0.013 Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flovdine for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Minor Storm Major Storm Tmm = 27.0 27.0 ft dmm = 6.0 7.9 inches ❑ check = yes 2 STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion Qmm =I SUMP I SUMP cfs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' DP a UD-Inlet_v3.14.xlsm, 0-Allow, 4/15/2015, 1:16 PM INLET IN A SUMP OR SAG LOCATION Project = 900 E. STUART STREET Inlet ID = a `Lo (C) H-Curb WVert We Wp W Lo(G) :of Inlet Inlet Type: I Depression (additional to continuous gutter depression's' from'O-Allow') a� : ber of Unit Inlets (Grate of Curb Opening) No: x Depth at Flawfine (outside of local depression) Pending Depth a Information th of a Unit Grate 4 (G) h of a Unit Grate W. Opening Ratio for a Grate (typical values 0A 5.0 90) A. Sing Factor for a Single Grate (typical value 0.50 - 0.70) Cr (G) Weir Coefficient (typical value 2.15-3,60) C„ (G) o Onfice Coefficient (typical value 0.60 - 0.80) C. (G) Opening Information th of a Unit Cum Opening L, (C) = it of Vertical Cum Opening in Inches H, , _ it of Cum Orifice Threat in Inches H. = of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) W. = ling Factor for a Single Cum Opening (typical value 0.10) CG (C) = Opening Weir Coefficient (typical value 2.3-3.7) C. (C) = Opening Onfice Coefficient (typical value 0.60 - 0.70) C. (C) = II Inlet Interception Capacity (assumes clogged condition) Q. = NING: Inlet Capacity less than O Peak for MAJOR Storm O MINOR MAJOR CLOT Type R Curb Opening 3.00 3.00 inches 2 2 6.0 T9 inches MINOR MAJOR ❑Override Depths N/A NIA feet N/A N/A feet N/A NIA N/A N/A N/A NIA N/A NIA 5,00 500 600 600 6,00 6.00 63.40 6340 2.00 2.00 0.10 0.10 3.60 3.60 0,67 0.67 IINOR MAJOR 10.5 19.1 8.6 22.1 eel fiches tches egrees let DP a UD4nlet_v3.14.xism, Inlet In Sump 4/15/2015, 1:16 PM Storm A.stsw 2/23/2015 Scenario: 100-YR WQ POND tirj2.-5,A `T\/,,I S-I,CD -� I 1.o / T ^1 LL DP A (101 TYPE R) �o = 8 CIS Bentley Systems, Inc. Haestad Methods Solution Bentley StornnCAD V8i (SELECTseries 3) Center [08.11.03.84] 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 No Text 3 C M III O U + V- 00 4::O oU OU C O N- �L6ln $O air O r N' W /`y V E 3�= r L a- O O O to O 1A (0 (0 In O O O (4) UOIIBA913 O LO + r O O + r O = LO + O O Y F/ N O O + O O LO O O O O LO O :i Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 s Inlet Flow Calculation for Area Inlets Project: 900 E. Stuart Job Number: 1223-131-00 Calculations by: es Date : 9/25/2015 Objective: to determine capacity of Type C area inlet in given grassy area WSEL Geometry at inlet Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Q; = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value ' C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG=Q;*(1-F) ' WQ Structure DETERMINE CAPACITY OF TYPE C INLET AT OUTLET H = 0.5 ft Single Type C Inlet A = VA = 6.69 ft2 ' Q; = C*A*SQRT(2*g*H) 25.45 cfs QG= Q;*F ' = 12.73 cfs o f O' ,O1- y r ` /F t' a V-J 4—k/ ov �r N USE: Single Type C Inlet / C `1 5+y v C Pagel Q 7 b do � 1 m d0 0 U o 5� U N r a- =3� aou� moan y N1� N N v / c w �a U 0 C U 0 .� m 0 W- Ell Z-d N cq O N H m O O IL d d = $O O 00 d U)O d N a? 0 W�� d of W ' N I > Ucr C � wd W c c W NW x D c) Q /y O T LLL LO LO C) LO., U�� 3jEc N Nu O 0 o0 G o N� N a 0 0 Lo 0 o O (4) UOIIBA913 LO T O T LO O 0 T O O LO O c 0 N 00 OR O / } f E § k k /0 k{ 2$ 0) 7 K § 9)] c ±a2 0 =RLO 5r-:a \ „ ) § a = E 0 0 / � k t5 < 2 \f = § § \ $ 0 q� E� j) w \/§\� k ° E ƒb■k \o2) = cc v k J {e) ■ Q � i , � ( § 2 ) §§§§ k) a�urA Lr � /o k� § ii i5 a /� 0 < a& §§ --d Qco E c L In m t U .r+ E U)cn x c � 3 C fncm m O .`. F J O > � J C O O F- O (n > 11 c 0 O Q Z C N a) V O O CO N Q3 ? c "' J °o Ln .c1c o,�w ` v V (0 I� N LL .r a > n u > u w 0) E V O o o cc LL Z C Q� I Z p O J co U rn F U)N (0 to Z �V V °p w N_0 ._ .c .L ` � M O F V W m cc 3 NQ Ix w �� :3 w = O J o 1`0 C o p Ln oa H .�O �o Q a d O d w G rna 0— U`r ai e co comCL C O U E 3 10 .t., �O� m° =° cv a d o �* °r° m O U)Il 11 a a o U) o �Clo O m G ~UAc� m Z O H Q c O Q IL Vi2m � v Ew O0 W 0 J APPENDIX D WATER QUALITY AND LID CALCULATIONS E Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility WQ POND Project Name: 900 E. STUART Project Number: 1207-069-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 4/15/2015 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=la/100) la = 58 % i = 0.58 B) Contributing Watershed Area (Area) A = 3.57 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.229636 watershed inches (WQCV =1.0-(0.91'i3-1.19*Q+0.78i)) D) Design Volume: Vol = WQCV/12' Area' 1.2 Vol. = 0.08198 ac-ft O,C�� ac--q OPTIONAL CONCRETE WING WALL (TYP.) \ AND PAD (END OF PAD TO MATCH END OF WING WALL) 1' \ \ (MIN.) 6" 6" T04GRA ET WIWELDED \ \ 3/8"x6" THREADED BOLT \ A B TO FASTEN GRATE DOWN (TYP. OPP. SIDE) 3 Ls 3'-6" 6" TRASH RACK 3/8" ROUND OR 51"x5l" GRATING TWISTED CROSS (3/8" ROUND OR TWISTED D BAR 1 "x3/8" CROSS BARS AT 3" O.C., BEARING WELDED TO 1"x3/8" BAR BEARING BARS AT 2 1/2" O.C.) ��— 0.1 .I 7CENTERLINE OF OUTLET I • HOLD HINGE IN •EDGE'0 GRATE O • - • CONTROL PLATE .■■■■■■■■Y 1■■■■m■■■11 1■m■■■■■■n . momon `.A■o■■■m■■■■■■■■■■■■Y monsommossonso■■■■■■moll `\■■■■■■Y 11►■■■■■� l�in■mm■■rii■■■■■■1• 1 1 XL `1/4" METAL PLATE TO COVER OPENING WELL SCREEN AI 93 (FASTEN WITH 3/8"x6" TREADED BOLTS) STEEL FOREEQUAL) LESS A B PLAN D 1/4" PLATE, WELDED (NOTE SACS) TO GRATE, WITH 3/8"x6" THREADED BOLT ELEV. B TO FASTEN GRATE DOWN WELL SCREEN NO. 93 (U.S. FILTER STAINLESS STEEL OR EQUAL) o 0 CONCRETE PAD WITH USE OF OPTIONAL WING WALLS , 3" CLR. ELEV. A 5.I P a v / i to #4® o N DOWEL WITH USE OF #4L CONCRETE PAD t� ro J U ELEV. C 5 5 4OR3 1� 1 FLOW CONTROL PLATE 100-Y OUTLET ORIFICE TE—fI- 1 12" #4012" I12" #4018" O SECTION C—C -3/B"x6" BOLTS 12" O.C. TO HOLD HINGE IN PLACE, 2 1/4" FROM EDGE OF SPILL ELEV. GRATE (TYP. OPP. SIDE Vy #4012" OUTLET PIPE 3 1/2" 3" CLR. Xl 1/2" - KEY STEEL CHANNEL FORMED INTO CONCRETE SIDES Wo 3/8"xl" FLAT BAR HOLDING FRAME WELL SCREEN NO. 93 (U.S. I I STEEFILTER STAINLESS OR EQUAL) 71 STAINLESS STEEL ANCHOR BOLTS OR INTERMITTANT WELDS ON TOP AND SIDES WELL SCREEN SECTION A —A #4 HOOP BAR METAL CONCRETE PIPE 12 LAP 3" CL / 4% /4% •10 0 Ole o 0 a •10 l0 0 01 0 0 0 l0 0 0 10 0 01 Ic 0 01 Q I0 0 CI —WATER QUALITY (WQ) HOLE (TYP.), SEE TABLE 41ti �1/4" (MIN.) THICK STEEL FLOW CONTROL PLATE BOTTOM ROW OF 3" (TYP,) STAINLESS STEEL HOLES TO BE AT ANCHOR BOLT (TYP.) INVERT OF PLATE FLOW CONTROL PLATE SECTION B—B LEGEND A A SECTION LINE A —A (ARROWS # 4®12" POINT IN DIRECTION SECTION O.C. IS VIEWED) ABBREVIATIONS CLR. CLEARANCE TYP. TYPICAL DIA. DIAMETER Wo WIDTH OF CONCRETE OPENING ELEV. ELEVATION Wp WIDTH OF PLATE INV. INVERT WQ WATER QUALITY 4 DIAGONAL MAX. MAXIMUM Ls LENGTH OF STRUCTURE TYP.) MIN. MINIMUM Ws WIDTH OF STRUCTURE O.C. ON CENTER # NUMBER OPP. OPPOSITE ® AT #4012" O.C. SECTION D—D GENERAL NOTES 1. CONCRETE SHALL BE CLASS B. MAY BE CAST -IN -PLACE OR PRECAST. 2. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED, AND SHALL HAVE A MINIMUM 2" CLEARANCE. 3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6- AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. 4. ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. 5. TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED AFTER GALVANIZING. } CITY OF FORT COLLINS UTILITIES o Co«ins S POO. BOXT 80, FORT COLLINS, CO. 8052ER CONSTRUCTION 125 (970) 221-6700 ELEV. A POND INV. ! r ELEV. B WQCU ELEV ELEV. C r>> . SPILL ELEV. Dwo 12" MIN. ' Ls Ws Wo HOLE DIA. WO # OF ROWS # OF COLUMNS WATER QUALITY OUTLET STRUCTURE DETAILS DRAWN BY: T. COX DATE DRAWN: 8/15/05 LAST DATE REVISED:4/7/11 CAD FILE NAME: D46.dwq DETAIL D-46 DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES 1 E 1 O.E CIS ro 0.4 E �n 0.2 U _T c6 7 0 2 a) 0.11 N of 0.0' 0.02 i.0 it EXAMPLE: DWQ = 4.5 ft WOCV = 2.1 acre-feet 0 SOLUTION: Required Area per Row = 1.75 in? .0 EQUATION: WQCV a= K 40 A in which, K 40=0.013D WQ +0.22DWQ -0.10 0 1b 0 e �t i Qr Oe J� 0.01 0.02 U.Vv U.UU U. iU / U.LU URU U.bU 1.0 Required Area per Row,a (in.2 ) 2.0 4.0 6.0 FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Control District S-43 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. So (in) Area per Row (sq in) n=1 n=2 n=3 1 4 0.256 1 0.05 0.10 0.15 5 16 0.313 2 0.08 0.15 0.23 3 8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 0.15 0.30 0.45 0 1/2 0.500 2 0.20 0.39 0.59 9 16 0.563 3 0.25 0.50 0.75 5 8 0.625 / 3 0.31 1 0.61 0.92 11 16 0.688 3 0.37 0.74 1.11 3 4 0.750 3 0.44 0.88 1.33 13 16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 0.60 1.20 1.80 15 16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 1.063 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1 1 4 1.250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 1 3 8 1.375 4 1.48 2.97 4.45 1 7 16 1.438 4 1.62 3.25 4.87 1 1/2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 1 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4A2.41 4.81 7.22 1 13 16 1.813 5.16 7.74 1 7 8 1.875 5.52 8.28 1 15 16 1.938 5.90 8.84 2 2.000 6.28 1 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 ' 5/16 ' 3/8 ' • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches R Rectangular Width (inches) _equired Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) I'lle: DetallsAwg Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " 8" 5/16 " g" 11 /32 " 10" 3/8 >10" 1/2 " Figure 5 WQCV Outlet Orifice Perforation Sizing r Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (Wc.„j of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Terms. Maximum Dia. of Circular Opening (inches) Width of enin c.� Per Column of Holes as a Function of Water De th H H=2.0'' H=4.0' H=5.0' H=6.0' Maximum Number of Columns < 0.2S 3 in.3 in.. 3 in. 3 in. 14 < 0.50 3 in.3 gin. in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in.9 iA. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 15 in. 2 < 1.50 12 in.18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 24 in. 24 in. I < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. I `,*S�VA, nt'MVM �\A ' mZ Table 6a-2: Standardized WQCV Outlet Design Using 2" Diaeter Circular Openings. US FilterTm Stainless Steel Well -Screen' (or equal) Trash Rack Design Specifications. Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, S acin Total ThicType arbon Steel Frame 9" 0.139 #156 VEE 3/4" 0.%'k1.0'Ylat q bar 18" 0.139 TE .074"k50" 1" 0.6'/."x 1.0 an le 24" 0.139 TE .074"x.75" 1" 1.01.0"x I%"anle 2T' 0.139 TE .074%75" 1" 1.03" 1.0"x 1%"anle 30" 0.139 TE .074"x1.0" 1" 1.155" 1 '/,'k 1'/"anle 36" 0.139 TE .074"xl.0" 1" 1.155" 1 '/; k 1 h"anle 42" 0.139 TE.105"x1.0 1" 1.155"I I74k1%:"anele US kilter, St. Fau1, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, ' Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18", or less, wide opening trash rack using US ' Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE .074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.655" and'/;' x 1.0" welded carbon steel frame. ' Table 6a No Text WO Pond - Stage/Storage LOCATION: 900 STUART PROJECT NO: 1223-131-00 COMPUTATIONS BY: MO DATE: 2/20/2015 WQCV- SPILLWAY- Top Berm V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (Ac-ft) Detention Storage (Ac-ft) Total Storage (Ac-ft) 4951.5 0 4952.0 185 0.00 0.00 4952.5 783 0.01 0.01 4953.0 1527 0.01 0.02 4953.5 2505 0.02 0.04 4954.0 3515 0.03 0.08 4954.5 4718 0.05 0.12 4955.0 6066 1 0.18 REQUIRED WQCV= PROVIDED WQCV= 0.08 AC -FT 0.08 AC -FT 2-20-15 POND PRELIM (1).xls 0 ' WO Pond Emergency Overflow Spillway Sizing LOCATION: 900 STUART ' PROJECT NO: 1223-131-00 COMPUTATIONS BY: ES DATE: 9/30/2015 ' top of berm Equation for flow over a broad crested weir ' Q = CLH3�2 H where C = weir coefficient = 2.6 4 + spill eleve0on H = overflow height ♦— —� ' L = length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond ' Design spillway with 0.5 ft flow depth, thus H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. ' Pond Q (100) = 27.3 cfs (peak flow into pond, includes OS-1) Spill elev = 4954.50 ft = 100-year WSEL ' Min top of berm elev.= 4955.00 Weir length required: L = 30 ft Use L = 30 ft ' v = 1.61 ft/s tspillway, 4-15-15 PONDAs 1 Project Name:Project No.: 12�23 - f 3� ^ -50 Client: Subject: 4/ 0 1 Date: / `+� By: /�_ With: LAY 1 7 1 --I-- -- % I rl !/..A. f s—•K�_t !�T/+.�.�G•.� Irv 77 I ; -1 r -� 1//Ki��/S;S�d—lM�/f/_�(�AC/-re_(.�y.i ,1 i �.._ . �MiO.//V-ov5 ��i � � i P.t Vi/S � �:�• ; � �� , 1 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300 • EAx.970.674.7303 LID Table 50% On -Site Treatment by LID Requirement New Impervious Area 84,299 acre/sq. ft. Required Minimum Impervious Area to be Treated 42,150 acre/sq. ft. Area of Paver Section #1 6,707 acre/sq. ft. Run-on area for Paver Section #1 (up to 3:1 is permited)--APPROVED VARIANCE 59,560 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 59,560 acre/sq. ft. Total Impervious Area Treated 59,560 acre/sq. ft. Actual % On -Site Treated by LID 71 % 25% Porous Pavement Requirement New Pavement Area 32,280 acre/sq. ft. Required Minimum Area of Porous Pavement 8,070 acre/sq. ft. Area of Paver Section #1 6,707 acre/sq. ft. Total Porous Pavement Area 6,707 acre/sq. ft. Actual % of Porous Pavement Provided --APPROVED VARIANCE 21 % 1 II I II I I I 1 I\ I -- �II I I Ln I L - - - oil .. .❖.•a •.oe.:oo• . , I II I I I III «whial �� a• � r�ii�,srat� '1.♦ f . ts_1 . ♦ a z W 0 j Z O ■-- W �-- W co W Q C] H J W W O 0) •a iii i:�ii•�i�i�i�i�i i�i�N�i�i�iii�i�N�ii�ili��i•i� ��i�i�i• �i: i•�iiiw��•�ii�ii�i�i��i�i��•i�.~'-• �°o".............p•e� ::off"'..� r.. �ii��e7iiis'_i��%��i_r_��iiilr'•_S'iid'iiia'i»i_ilii�iiJi_�i»��aii{r•�i��i��a�.•oil ------ ` {{{■pppyyyppp999��gfff •• r• r LL 10 wr • � ••11 r �r1r s �i i1 i • � � pI� \ \ \ \ \� \ \ \ •• f x �0 M I ffi� � wa L@'� �� M.1 � i v. " � � \ m 1 Stormwater Alternative ComplianceNariance Application City of Fort Collins Water Utilities Engineering Engineer Name Interwest Consulting Group - Erika Schneider Street Address 1218 West Ash Street, Suite C hone 970-460-8485 City Windsor State CO Zip_ Owner Name KJH Commercial, LLC Phnna 970-219-3838 80550 Street Address 7619 South Cedar Circle City Littleton State CO ZiD 80120 Project Name River Modern Subdivision Project/Application Number from Development Review (i.e. FDP123456) PDP150005 Legal description and/or address of property 900 East Stuart Street, Fort Collins CO, 80525 Description of Project Single Family, Duplex and School Project ' Existing Use (check one): ❑residential ❑non-residential []mixed -use []vacantground Proposed Use (check one): []residential []non-residential ❑ mixed -use []other. ' If non-residential or mixed use, describe in detail Zone Low Density Mixed -Use Neighborhood District (L-M-N) ' What is the alternative compliance/variance request? (please include applicable Drainage Criteria Manual volume, chapter and section, as well as reference to locations in plan set, drainage report, etc.) ' No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project added 84,292 sf of new impervious area. Using the porous paver LID technique, 57,580 sf of new impervious area (68%) will be treated which exceeds the 50% requirement. The City has dictated that a 3:1 area ratio flowing to pavers is the maximum ' allowed for this 50% requirement. With this ratio, the total treatment of new impervious allowed is p What circumstances justify this request? The shortfall is due to the proposed utility mains in the drives and desire not to put pavers over these areas. There are very few locations on this site that are appropriate for paver technologies. The design as proposed maximizes the use of the pavers without putting them in locations where they will not be effective (i.e. the high side of the site). Full water quality capture volume required for the site (no reduction taken for the upstream LID facilities) is provided to offset this shortfall. page 2 The owner agrees to comply with the provisions of the zoning ordinance, building code and all other applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances affecting the construction and occupancy of the proposed building that are not directly approved by this variance. The owner understands that if this variance is approved, the structure and its occupants may be more susceptible to flood or runoff damage as well as other adverse drainage issues. Signature of owner: Date: The engineer hereby certifies that the above information, along with the reference plans and project descriptions i� ^^"o''+ ' Signature of e �.��.:,.......F per. 'OpOTHYSC .�Y� rF.,tiyo , m; Mo.41777 A' PE STAMP Date complete application submitted: Date of approval/denial: Variance: ® approved 0 denied Staff justification/notes/conditions: Approved by: Entered in UtilityFile Database? yes []no Stormwater Alternative ComplianceNariance Application ' City of Fort Collins Water Utilities Engineering Engineer Name Interwest Consulting Group - Erika Schneider Phone 970-460-8485 ' Street Address 1218 West Ash Street, Suite C City Windsor State CO Zip 80550 ' Owner Name KJH Commercial, LLC Phone 970-219-3838 Street Address 7619 South Cedar Circle City Littleton State CO Zip 80120 ' Project Name River Modern Subdivision Project/Application Number from Development Review (i.e. FDP123456) PDP150005 Legal description and/or address of property 900 East Stuart Street, Fort Collins CO, 80525 ' Description of Project Single Family, Duplex and School Project Existing Use (check one): ❑residential ❑non-residential []mixed -use []vacant ground Proposed Use (check one): []residential ❑ non-residential ❑ mixed -use []other ' If non-residential or mixed use, describe in detail Zone Low Density Mixed -Use Neighborhood District (L-M-N) ' What is the alternative compliance/variance request? (please include applicable Drainage Criteria Manual volume, chapter and section, as well as reference to locations in plan set, drainage report, etc.) No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 32,280 sf of new pavement area. This project will incorporate 6,707 sf of porous pavers which is 21 % of the newly added pavement. This is less than the required 25%. Please refer to the attached LID exhibit, calculations and Drainage and ' Erosion Control Plan. p What circumstances justify this request? The shortfall is due to the proposed utility mains in the drives and desire not to put pavers over these areas. There are very few locations on this site that are appropriate for paver technologies. The design as proposed maximizes the use of the pavers without putting them in locations where -they will not be effective (i.e. the high side of the site). Full water quality capture volume required for the site (no reduction taken for the upstream LID facilities) is provided to offset this shortfall. page 2 The owner agrees to comply with the provisions of the zoning ordinance, building code and all other applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances affecting the construction and occupancy of the proposed building that are not directly approved by this variance. The owner understands that if this variance is approved, the structure and its occupants may be more susceptible to flood or runoff damage as well as other adverse drainage issues. Signature of owner: The engineer hereby certifies that the above information, along with the reference plans and project descriptions is correct. ' Signature of engi .o,%:•........ F� o�,.01mysoy,%, No.41777 PE STAMP Date complete application submitted: Date of approval/denial: Variance: ❑ approved ❑ denied Staff justification/notes/condit ions: Approved by: Entered in UtilityFile Database? []yes []no APPENDIX E SPRING CREEK INFORMATION (SWMM MODEL) No Text I II t i ' AA o =? Ce I S clIo� AA Q E C zn xw 9 g W ® ]0 zw xl) 21e Ses PF° P r= .j P u•n INVEO NA t4 ] ]3A x 1 1® z°° 2pJ 2p2 ays u9 ! (014 us ss u9 au 230 }i�i 1 xll I 9 T I 131 IS V/V/P�Y]¢il b 2 3 3 2> Va Sb SPRING ]i9 CREEK i19 SIA 313 Sae 13. p x ! 127 ® I ]31 S ] ! ! 3 uJ zss 3 uz im r I 1 210 1 u Z. a uv S! xxe 2 2 ul 2 ® •oiD zs) F N in IRS2 1u 234 .15 1 xlw x.�°°Av99ue°°3S 1e w ul ej 7 \` 2 21e Mtm°e w So1N °) ® ° merle• iY6Pr'd�` 3 as Jl O—® o s ae 9v�9P .. 39 ]) ]]I _art p°[vnv,� 62 B) ox� b 1I!1 63 66 % ITMo 6 9Nf AA x33 !e ll2 3H 0. ® x le O !] S 2H b dtYtE Ap WE MAD Ib v e n st s p IA9zH 3 �)3 sl y,�pjA J) J 60 p+N 3u zSt 13 zo 4er4� ®® •uo ®)s )) !•:. JJC 1V�fQq zb 242 ®°p Pita°� 0 96] 9 3 � tpp ivM, 11e )A � ) / 3 IH 1A1 119 J2 °° YS! 3A0 M9 zH Im In 1 Ise ass »e n aH �•�� In IeJ iA - 94 9H NI 9Ap 9 9A 0 ] )3 °motwu liu 910w 9 ® i 124 73 N) 963 91 942 Ip t 103 197 94 Ib 9 ® 1x6 )I ® D9sw 9999s aWiPD Xgf]ETMiN MAp I61 2A ® I:e 0 uNUIR IS{ S Is° 3A IN Il9 11 Iz 111 iu )0 s 93 29 - i 9 - yW © q IA 11 !) I]] m 17 •tvmoXs N npna nwlem COFC2007- 17 Du9x n: JMA/JDD Anderson Consulting En Inee a e Civil IYore)Relmere] Ee+ir°mnenrni a�9m:Yp.S.Ju° rw,:rP, S, Inc CITY OF FORT COLLINS SPRING CANYON, TAFT HILL, ROLLAND MOORE, AND HILL POND LOMR REVISED CONDITION SWMM SCHEMATIC wm E5.2 CW 12 1 1999 TAW 10 Os 2001 AC. r9c RC SWMM 01�4"eo e" AMH/GJK JDD 08 zz zoos 0211712009 GJK 2 1 1 2 3 4 WATERSHED 0 TAFT HILL ROLLAND MOORE (SPRING CREEK) PMR- AS -BUILT HYDROLOGY 100-YEAR PILE: SCAB100.IN MAY 2008 ANDERSON CONSULTING ENGINEERS 720 0000 1. 1 1. 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 • INFLOW HYDROGRAPHS FROM CANAL IMPORTATION, OLD TOWN AND CSU UPDATED B • ACE JANUARY 2005 • SPRING CANYON PARK RATING CURVE PROVIDED BY AYRES • TAFT HILL POND WITH NEW 1-FOOT CONTOURS AND OPTIMIZED FOR SCP • NEW ROLLAND MOORE PARK CONFIGURATION -2 .016 .25 .1 .3 .51 .50 143 240 7000 72.2 12. .062 170 357 4500 37.3 45. .014 180 964 4900 51.7 11. .030 182 360 3400 20.5 40. .015 184 361 1400 4.0 25. .014 146 358 1900 51.4 10. .075 167 247 3450 50.9 28. .078 168 355 3700 25.9 45. .013 169 356 2800 19.6 45. .009 171 358 2800 14.7 45. .010 144 244 4419 63.6 30. .013 145 962 5261 26.1 45. .023 345 838 6957 47.9 22. .012 147 962 4146 47.6 10. .064 347 946 7585 87.1 10. .064 148 34017350402.7 24. .219 149 349 8000 56.1 45. .010 150 241 5931 98.3 20. .070 152 242 4800 81.7 13. .14B 153 953 8000205.2 15. .128 154 24310000139.5 18. .083 1 1 235 3900 27.8 40..0160 1 100 318 5500 43.9 40..0160 1 2 102 5000 32.1 40..0100 1 3 103 550 10.7 10..0160 1 4 104 2400 19.3 40..0300 1 5 105 5100 39.6 40..0200 1 6 106 6500 47.2 40..0100 1 7 107 3600 27.6 30..0130 1 8 108 7700 50.4 45..0300 1 9 109 1100 6.4 50..0100 1 10 110 3000 20.0 30..0330 1 11 111 4000 42.4 60..0100 1 12 112 2800 18.9 45..0130 1 14 114 3200 42.8 62..0130 136 336 8000 60.9 40. .015 158 337 9200 70.6 40. .015 137 232 7600 58.4 40. .015 38 233 8000 39.1 63. .011 139 235 2500 18.6 45. .02 141 245 5000 49.4 30. .013 142 236 4500 62.6 30. .034 BEGINNING OF SUBBASINS MODIFIED BETWEEN DRAKE ROAD AND COLLEGE AVENUE 121 221 5500 62.4 90. .015 122 321 2500 16.6 75. .010 125 261 2450 22.6 51. .015 126 726 7900 72.6 25. .015 127 727 4557 41.8 25. .015 128 327 6000 41.7 40. .015 129 328 3500 19.9 72. .010 130 13015000 90.3 50. .020 131 131 3700 17.8 60. .025 132 333 5200 22.1 71. .020 133 330 4900 33.9 67. .025 37 331 2500 17.1 10. .010 134 230 5500 61.8 10. .020 135 334 7000 22.6 57. .025 86 187 6470 10.4 100. .020 87 287 9350 53.7 90. .010 88 288 3100 17.8 82. .010 89 289 2750 25.4 90. .010 END OF SUBBASINS MODIFIED BETWEEN NEW MERCER DITCH AND COLLEGE AVENUE BEGINNING OF SUBBASINS MODIFIED TRIBUTARY TO VTH OUTFALL CHANNEL 70 370 2030 14.0 40. .020 71 371 4150 42.1 45. .022 72 372 6650 76.3 40. .020 73 173 3000 24.9 60. .020 74 374 2920 8.7 60. .015 75 373 3500 34.9 80. .020 76 277 1450 33.2 25. .010 77 277 1710 21.8 70. .010 78 178 9500109.1 40. .020 79 179 5360 49.2 40. .020 80 380 1160 9.3 90. .015 50 153 9500 44.6 45. .029 60 279 3200 30.8 60. .020 61 50 9800 20.4 90. .010 62 362 857 5.9 70. .010 63 363 3140 18.3 80. .010 0018 64 364 1550 14.2 90. .010 65 50 Soo 6.5 S. .009 66 50 1550 17.8 55. .009 67 260 1720 29.2 55. .008 68 260 680 11.5 55. .008 • END OF SUBBASINS MODIFIED TRIBUTARY TO VTH OUTFALL CHANNEL • BEGINNING OF SUBBASINS MODIFIED DOWNSTREAM OF COLLEGE AVENUE 1 202 402 4050 37.5 59. .020 1 203 603 4500 24.6 90. .020 1 204 604 5000 35.6 73. .020 1 205 605 6000 50.5 43. .030 1 206 406 2600 21.5 90. .014 1 207 407 4500 37.6 90. .020 1 208 408 4400 40.5 54. .012 1 209 409 6000 68.2 64. .010 1 210 509 950 16.5 85. .020 1 211 411 3100 26.0 75. .015 1 212 412 6500 61.4 55. .030 1 213 613 3500 25.1 70. .020 1 214 414 4500 48.0 10. .025 1 215 415 6000 44.7 55. .010 1 216 616 4000 31.3 70. .010 1 217 417 6500 57.5 45. .020 1 218 618 1800 18.4 80. .020 1 219 419 4500 40.8 79. .035 1 220 420 3500 31.7 65. .035 1 221 421 4500 40.3 45. .009 1 222 422 7000 59.5 53. .008 1 223 523 7300 74.9 45. .005 1 224 424 4000 37.4 56. .020 1 225 425 3100 26.8 50. .030 1 226 425 4000 35.9 47. .035 1 227 427 5000 48.5 54. .015 1 228 428 2500 24.5 45. .010 1 229 429 6000 58.4 50. .025 1 230 43010000110.2 51. .010 1 232 432 3700 33.9 27. .028 1 233 433 3800 33.9 79. .020 1 234 434 3500 28.7 45. .015 1 235 735 2700 22.6 55. .015 1 236 436 3000 20.4 70. .020 1 237 637 3500 26.8 60. .020 • SPRING CREEK CENTER SUBBASIN 1 256 811 1700 14.4 70. .020 • SUBSTATION SUBBASIN 1 257 813 1400 22.6 70. .020 • DIVISION OF CE SUBBASIN 210 1 258 410 1500 13.2 20. .020 • BEGINNING OF SUBBASINS TRIBUTARY TO PARKWOOD LAKE 1 240 740 7000 47.9 78. .020 1 241 441 5600 56.5 53. .020 1 242 642 1250 9.3 90. .020 1 243 443 5000 34.1 55. .008 1 244 740 2800 25.7 54. .008 1 245 445 2400 22.2 72. .005 1 246 446 4400 40.7 52. .008 1 247 447 3300 30.2 60. .013 1 248 548 3000 30.3 70. .009 1 249 449 5000 35.5 57. .010 1 250 450 2500 15.5 67. .008 1 251 451 4500 40.9 62. .011 1 252 452 2500 20.0 90. .013 1 253 453 8000 83.7 45. .013 1 254 554 3500 28.3 45. .018 1 255 455 3200 25.5 90. .010 + END OF SUBBASINS MODIFIED TRIBTARY TO PARKWOOD LAKE AND D/S OF COLLEGE A" 0 0 243 242 4 8. 2200. .013 S. S. .04 6. 68. 2200. .013 IS. is. .04 50. 242 960 4 8. 1350. .014 10. 10. .04 6. 128. 1350. .014 20 20. .04 50. 953 960 1 0. 4400. .041 10. 10. .04 100. 960 241 0 3 .1 1. .01 .13 .1 241 961 4 8. 1700. .009 10. 10. .04 6. 128. 1700. .009 20. 20. .04 so. 349 961 12 2 .1 1. 0. 0. 0.53 3. 3.48 6. 5.86 7. 6.13 9. 6.40 12. 6.74 18. 7.02 24. 7.28 30. 7.65 40. 8.00 so. 8.32 60. 961 941 0 3 .1 1. .01 .13 .1 941 962 4 B. 1750. .009 10. 10. .04 6. 128. 1750. .009 20. 20. .04 50. *+ Begin change 962 939 0 3 .1 1. .01 .13 .1 • Diversion of flows > 10-year to Regional Pond 942 939 940 12 3 .1 1. 0. 0. 126. 0. 400. 234. 600. 420. 900. 710. 1000. 812. 1100. 908. 1200. 1000. 1300. 1099. 1400. 1193. 1500. 1288. 1600. 1380. 940 946 4 8. 650. .007 10. 10. .045 6. 128. 650. .007 20. 20. .045 50. 946 342 4 8. 950. .007 10. 10. .045 6. 128. 950. .007 20. 20. .045 50. 942 943 3 .1 1. .01 943 838 1 200. 1550. .010 10. 10. .02 6. • Conceptual Regional Pond 838 239 23 2 .1 1. .01 .13 .1 0.0 0.0 0.03 6.0 29.1 6.2 32.3 10.5 33.4 15.0 36.3 39.5 37.8 64.0 39.0 88.5 40.0 113.0 40.7 137.5 41.5 162.0 42.1 186.5 42.7 211.0 43.4 235.5 43.8 260.0 46.6 390.0 48.7 520.0 50.6 650.0 52.3 780.0 53.7 910.0 54.8 1040.0 55.9 1170.0 56.6 1300.0 239 344 4 8. 750. .007 10. 10. .045 6. 128. 750. .007 20. 20. .045 50. •* end change 358 355 13 2 .1 1. .01 .13 .1 0.0 0.0 0.6 2.0 1.87 2.8 2.07 7.0 2.26 15.0 2.36 20.0 2.70 40.0 2.94 60.0 3.14 80.0 3.32 100.0 3.63 140.0 3.90 180.0 3.98 200.0 247 947 0 1 10. 1600. .013 4. 4. .040 100. 947 355 0 1 10. 650. .012 4. 4. .040 100. 355 342 0 3 .1 1. .01 .13 .1 356 338 0 3 .1 1. .01 .13 .1 338 343 0 3 .1 1. .01 .13 .1 342 239 0 3 .1 1. .01 .13 .1 343 238 0 3 .1 1. .01 .13 .1 344 338 0 3 .1 1. .01 .13 .1 238 963 4 8. 800. .01 9. 9. .040 6. 116. 800. .01 100. 100. .040 50. 963 938 0 3 .1 1. .01 .13 .1 938 964 4 8. 600. .007 9. 9. .04 6. 116. 600. .007 100. 100. .04 50. 964 237 0 3 .1 1. .01 .13 .1 340 240 15 2 .1 1. .01 .13 .1 0.0 0. 17.2 5. 22.7 10. 27.7 15. 315 20. 34.3 25. 37.6 30. 43.7 40. 48.1 50. 52.6 60. 61.5 80. 68.2 100. 76.0 120. 86.3 150. 100.3 200. 240 357 0 1 5. 3500. .014 S. S. .035 50. 357 963 16 2 .1 1. .01 .13 .1 0.0 0.0 0.25 4.0 0.58 8.0 1.61 12.0 3.57 16.0 5.00 18.0 5.54 18.7 6.56 40.0 7.09 60.0 7.54 80.0 8.03 120.0 8.25 160.0 8.43 200.0 8.65 260.0 8.87 330.0 9.07 400.0 360 963 7 2 .1 1. .01 .13 .1 0.0 0.0 0.05 2.7 0.26 4.2 0.73 5.4 1.51 6.3 2.06 6.7 2.60 32.6 361 964 7 2 .1 1. .01 .13 .1 0.0 0.0 0.03 0.19 0.23 0.37 0.55 0.48 0.64 0.5 0.75 5.4 0.83 11.2 244 964 1 0. 2000. .010 10. 10. .04 4. 237 968 4 8. 900. .006 9. 9. .04 6. 116. 900. .006 100. 100. .04 50. 968 937 0 3 .1 1. • INFLOW HYDROGRAPH PROM CANAL IMPORTATION BASIN (PV" SOUTH OF DRAKE ROAD) -1 8 343 20 3 .1 1. 0.0000 0.0 0.6500 0.0 0.7833 3.4 0.6033 15.4 1.0000 24.9 1.1500 28.4 1.2333 28.8 1.3333 28.5 3.0000 19.7 3.5000 17.9 3.8333 17.0 4.0000 16.8 4.5000 16.2 5.0000 15.2 6.0000 12.9 8.0000 9.5 9.0000 8.2 10.0000 7.3 11.0000 6.6 12.0000 6.1 • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (PV6L NORTH OF DRAKE ROAD) -1 7 233 15 3 .1 1. 0.0000 0.0 0.6333 0.0 0.7833 101.7 0.8333 108.1 1.0833 83.2 1.2500 74.1 1.5500 65.2 2.0667 53.7 2.6833 23.1 2.9333 15.8 3.3500 8.4 3.6667 5.6 4.1333 1.7 5.4833 0.0 12.0000 0.0 • INFLOW HYDROGRAPH PROM CANAL IMPORTATION BASIN (MANCHESTER POND) -1 38 233 20 3 .1 1. 0.0000 0.0 0.1500 0.0 0.2167 0.5 0.3167 3.9 0.4333 9.6 0.5667 20.1 0.6667 23.0 0.8500 23.1 0.9667 23.6 1.0667 23.6 1.2500 23.0 2.6833 23.0 4.3333 20.0 5.8500 8.3 6.4667 4.9 6.7833 3.0 7.3000 1.4 8.0833 0.4 9.5500 0.0 12.0000 0.0 • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (NM➢ AT SPRING CREEK) -1 29 332 20 3 .1 1. 0.0000 0.0 0.3833 0.00 0.4333 16.8 0.5000 68.5 0.6167 377.7 0.6500 387.9 0.6833 382.6 0.8000 392.4 0.9500 385.7 1.2333 384.4 1.6167 348.6 2.0500 271.1 2.3667 202.7 2.6667 167.5 2.9167 148.3 3.2500 138.7 6.2167 122.6 7.0333 115.4 9.3833 81.7 12.0000 65.8 925 968 0 3 .1 1. 245 945 1 0. 1000. .012 10. 10. .04 4. 945 236 1 0. 1400. .029 10. 10. .04 4. 937 236 4 8. 600. .007 6. 6. .04 4. 56. 600. .007 30. 30. .04 50. 236 304 4 8. 700. .011 6. 6. .04 4. 56. 700. .011 30. 30. .04 50. • PROPOSED POND WEST OF TAFT HILL ROAD (BY SEAR -BROWN; modified by City-SCPaYk50) 304 934 12 2 .1 1000. .001 .100 .1 0.00 0. 0.06 100.0 0.27 200.0 0.83 300.0 2.59 400.0 7.58 500.0 15.47 600.0 32.50 700.0 71.62 800.0 80.59 831.7 83.29 851.0 84.12 863.8 233 934 2 6. 1150. .011 0. 0. .013 6. 934 235 4 8. 700. .007 2. 2. .04 6. 15. 700. .007 30. 30. .04 50. 235 965 4 8. 700. .007 2. 2. .04 6. 15. 700. .007 30. 30. .04 50. 965 234 0 3 .1 1. .01 .13 .1 234 335 4 e. 800. .010 2. 2. .04 2. 16. Soo. .010 30. 30. .04 50. 232 332 4 8. 2640. .0069 2. 2. .04 S. 0. 2640. .009 35. 35. .04 so. 335 232 0 3 .1 1. 336 736 11 2 .1 1. 0. 0. 0.10 45. 0.22 so. 1.13 55. 2.67 60. 3.61 63. 4.09 94. 4.27 124. 440 155. 4.50 185. 4.65 230. 936 736 836 7 3 .1 1. 0. 0. 63. 0. 94. 30. 124. 60. 155. 90. 185. 120. 230. 165. 836 231 0 3 .1 1. 936 332 0 3 .1 1. 337 335 0 3 .1 1. 332 231 0 3 .1 1. 101 965 0 4 7. 750. .0146 .001 .001 .016 4. 10. 750. .0146 4 4 .035 100. 318 118 2 2 .1 1. 0. 0. 8.55 11.4 118 101 0 1 S. 590. .010 4. 4. .035 4. 119 118 0 1 4. 729. .011 4. 4. .035 5. 102 120 0 5 2. 3000. .010 .013 2. 1. 3000. .010 33. 33. .016 100. 104 103 0 5 4.0 1300. .0044 0. 0. .013 4. 1.0 1300. .0044 33. 33. .016 100. 103 119 9 2 .1 1000. .0001 0. 0. .100 .1 0. 0. 0.06 10. 4.38 20. 16.11 30. 19.74 40. 23.38 so. 27.37 60. 29.65 65. 31.31 80. 120 119 0 1 2.5 650. .0165 4. 4. .035 4.5 124 123 0 1 2. 900. .0060 4. 4. .035 4.5 105 104 0 5 2. 2100. .0050 0. 0. .023 2. 1. 2100. .0050 33. 33. .016 100. 106 104 0 5 3.5 1750. .01 0. 0. .013 3.5 1. 1750. .01 33. 33. .016 100. 126 124 0 1 2. 1140. .006 4. 4. .035 4.5 108 124 8 2 .1 1. 0. 0. 0.49 4.2 2.32 7.6 3.85 9.1 6.31 11.1 6.48 48. 6.65 116. 6.81 204. 127 126 0 5 1.5 166. .016 0. 0. .016 3. 1. 166. .016 33. 33. .016 100. 109 126 2 2 .1 1. 0. 0. 1.33 1.7 107 123 0 5 1.8 633. .002 0. 0. .013 1.8 1. 633. .002 33. 33. .016 100. 123 120 0 1 4. 1300. .006 4. 4. .035 4.5 110 106 0 5 2. 80. .005 .0 .0 .013 2. 1. 80. .005 33. 33. .016 100. 111 127 0 4 2. 800. .02 .3 .3 .040 3.5 4. 800. .02 4. 4. .035 100. 112 128 5 2 .1 1. 0. 0. 2.90 5.6 2.93 12.2 2.96 24.2 2.98 39.8 128 127 0 1 1. 1300. .008 S. 5. .06 3. 114 129 0 1 1. 1200. .010 5. S. .06 6. 129 111 0 1 2. 550. .004 3. 3. .035 4. • BEGINNING OF MODIFICATIONS DOWNSTREAM OF NEW MERCER DITCH (LA, 1997) 231 331 4 10. 1500. .012 2. 2. .04 3. 22. 1500. .012 10. 10. .04 10. • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (LCC#2 AT SPRING CREEK) -1 52 331 17 3 .1 1. 0.0000 0.0 0.7000 0.0 0.9000 269.0 1.0167 341.5 1.0667 356.2 1.1667 368.5 1.3000 340.2 1.6667 240.9 1.7500 229.8 2.5667 187.5 3.0000 174.3 3.6667 163.3 6.7333 130.0 8.1500 121.6 10.5500 112.6 11.1500 107.6 12.0000 92.1 331 931 0 3 .1 1. • CONCEPTUALIZED DETENTION POND FOR RAINTREE TOWNHOMES DETENTION POND SYSTEM 333 931 4 2 .1 1. 0. 0. 2.1 5.6 3.9 6.1 5.0 6.4 • CONCEPTUALIZED DETENTION POND FOR THE PRESERVE DETENTION POND SYSTEM 334 931 4 2 .1 1. 0. 0. 2.0 4.8 3.8 5.7 4.9 6.1 931 230 4 10. 700. .003 2. 2. .04 3. 22. 700. .003 10. 10. .04 10. 230 630 4 10. 800. .003 2. 2. .04 3. 22. 800. .003 10. 10. .04 10. 131 330 5 2.5 900. .0050 0. 0. .013 2.5 0. 900. .0050 50. so. .016 5. INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (VILLAGE WEST POND) -1 34 630 16 3 .1 1. 0.0000 0.0 0.1000 0.0 0.1333 0.5 0.2500 10.0 0.3167 18.2 0.4333 18.4 0.5333 18.9 0.6667 20.2 2.0833 19.9 3.5333 18.2 3.6167 6.3 3.7500 1.8 3.8833 0.6 4.1667 0.1 4.5333 0.0 12.0000 0.0 Proposed Rolland Moore Park Pond, current design by ACE. 630 900 24 2 1. 0.00 0.0 0.03 100.0 0.05 200.0 0.11 300.0 0.15 400.0 0.43 500.0 0.81 600.0 1.15 700.0 2.80 800.0 2.59 900.0 3.29 1000.0 4.95 1200.0 7.95 1400.2 11.21 1611.9 14.69 1823.0 19.04 2033.9 2419 2244.8 25.73 2303.8 27.04 2355.5 27.92 2422.1 29.02 2511.6 30.45 2642.1 31.33 2732.2 32.32 2844.2 902 900 901 23 3 1. 0.0 0.0 100.0 0.0 1397.4 0.0 1400.2 0.2 1611.9 11.9 1823.0 23.0 2033.9 33.9 2244.8 44.8 2261.6 45.6 2308.8 47.8 2346.6 50.6 2355.3 51.3 2422.1 86.1 2455.9 103.9 2511.6 135.6 2549.7 157.7 2569.9 169.9 2610.5 194.2 2642.1 213.5 2720.6 263.5 2732.2 271.0 2819.3 329.5 2844.2 346.2 901 229 3 1. 902 327 3 1. 229 330 0 1 40. 1200. .006 4. 4. .040 10. 330 228 0 3 .1 1. 228 328 0 1 70. 1200. .003 4. 4. .040 10. 328 966 0 3 .1 1. • INFLOW HYDROGRAPH PROM CANAL IMPORTATION BASIN (CI CHANNEL AT SPRING CREEK) -1 43 966 19 3 .1 1. 0.0000 0.0 0.1333 0.0 0.3500 10.5 0.4333 29.2 0.7167 367.9 0.8000 399.6 1.0000 360.1 1.4000 502.0 1.7667 463.4 2.0167 475.3 2.1667 459.4 3.0000 248.5 3.4333 171.5 4.1167 103.3 5.0000 62.9 6.1167 27.7 7.0167 12.5 8.0167 8.0 12.0000 5.6 966 227 0 3 .1 1. .01 .13 .1 227 327 0 1 ISO. 1600. .003 4. 4. .040 10. 130 327 0 1 30. 1750. .005 4. 4. .040 5. 327 226 0 3 .1 1. 226 727 4 8. 1100. .003 2. 2. .04 4. 24. 1100. .003 100. 100. .04 50. • CONCEPTUALIZED DETENTION POND FOR CENTRE FOR ADVANCED TECHNOLOGY 287 187 4 2 .1 1. 0. 0. 9.3 11.3 11.2 11.9 12.1 120.0 187 189 5 3.5 1800. .010 0. 0. .013 3.5 0. 1800. .010 50. 50. .016 5. • CONCEPTUALIZED DETENTION FOND FOR CENTER FOR ADVANCED TECHNOLOGY 288 189 2 2 .1 1. 0. 0. 4.6 2.7 • CONCEPTUALIZED DETENTION FOND FOR CENTRE FOR ADVANCED TECHNOLOGY 289 260 2 2 .1 1. 0. 0. 6.7 4.5 189 27 5 3. 1200. .040 0. 0. .013 3. 0. 1200. .040 50. 50. .016 5. • UPSTREAM END OF MODIFICATIONS MR VTN OUTFALL CHANNEL BASIN (LA, 1997) • KINGSION WOODS DETENTION FOND 370 170 8 2 1. 0.00 0.0 0.14 1.4 0.49 2.0 1.06 2.5 1.27 2.6 1.67 6.1 1.71 22.8 1.80 53.0 170 371 5 1.5 1620. 0.007 .0 .0 0.011 1.5 50.0 1620. 0.007 5. 5. 0.025 2.0 • CHAPARRAL DETENTION POND 371 271 18 2 1. 0.00 0.0 0.19 2.0 0.23 4.0 0.29 6.0 0.40 8.0 0.50 10.0 0.86 12.0 1.31 14.0 1.90 16.0 2.63 18.0 3.58 20.0 3.82 20.4 4.00 30.0 4.11 40.0 4.20 50.0 .4.29 60.0 4.35 70.0 4.46 121.0 • DIVERSION FROM CHAPARRAL DETENTION POND TO FOOTHILLS BASIN 273 271 272 8 3 1. 0.0 0.0 20.4 0.0 30.0 9.2 40.0 19.0 50.0 28.9 60.0 38.7 70.0 48.6 121.0 99.6 272 171 3 1. • CHAPARRAL DETENTION POND SPILLWAY OVERFLOW TO FOOTHILLS BASIN 273 974 3 1. 171 372 5 1.5 950. 0.008 .0 .0 0.013 1.5 50.0 950. 0.008 5. 5. 0.025 2.0 • WAGON WHEEL DETENTION POND 372 173 14 2 1. 0.00 0.0 0.08 2.0 0.10 4.0 0.25 6.0 0.52 8.0 0.90 10.0 1.61 12.0 2.48 14.0 4.43 16.0 12.43 18.0 13.23 18.4 13.48 36.0 13.55 45.0 13.84 90.0 173 175 5 2.0 1070. 0.007 .0 .0 0.013 2.0 50.0 1070. 0.007 S. 5. 0.025 3.0 + SILVERPLUME DETENTION POND 374 174 2 2 1. 0.00 0.0 1.97 4.75 174 373 1 1. 1200. 0.005 50. 50. 0.016 0.5 • ROCKY MOUNTAIN HIGH SCHOOL DETENTION POND 373 175 3 2 1. 0.00 0.0 5.10 7.0 5.35 100.0 175 277 5 2.5 950. 0.007 .0 .0 0.013 2.5 50.0 950. 0.007 5. S. 0.025 3.5 277 177 3 1. 177 178 5 3.5 1550. 0.009 .0 .0 0.013 3.5 50.0 1550. 0.009 S. S. 0.025 4.5 179 178 5 3.0 1110. 0.009 .0 .0 0.013 3.0 50.0 1110. 0.009 5. S. 0.025 4.0 178 51 5 5.0 920. 0.007 .0 .0 0.013 5.0 50.0 920. 0.007 S. 5. 0.025 7.0 • WOODWEST DETENTION POND 51 181 19 2 1. 0.00 0.0 0.18 20.0 0.19 40.0 0.31 60.0 0.51 80.0 0.77 100.0 1.11 120.0 1.50 140.0 2.01 160.0 2.57 1fi0.0 3.05 200.0 5.87 220.0 9.39 240.0 13.46 260.0 14.04 262.0 14.27 277.0 14.96 338.0 15.65 469.0 16.64 650.0 • DRAKE ROAD/SHIELDS STREET DETENTION 380 180 2 2 1. 0.00 0.0 1.31 18.6 180 181 5 1.75 2470. 0.007 .0 .0 0.013 1.75 50.0 2470. 0.007 S. 5. 0.025 2.5 • CENTRE FOR ADVANCED TECHNOLOGY FILING 19 DETENTION POND 363 181 4 2 1. 0.00 0 0.0 3.7 4.7 5.1 5.0 5.9 87.4 • CENTRE FOR ADVANCED TECHNOLOGY (EAST OF NEW MERCER DITCH) DETENTION POND 364 181 4 2 1. 0.0 0.0 2.9 2.9 3.5 3.0 3.8 30.0 181 50 5 5.0 1390. 0.011 .0 .0 0.013 5.0 50.0 1390. 0.011 S. S. 0.025 6.0 153 156 4 .5 750. .0058 12. 12. 0.016 0.5 12.0 750. .0058 20. 20. 0.020 2.0 156 282 3 1. • AVOCET ROAD DETENTION AREA 282 274 14 2 1. 0.00 0.0 0.02 3.4 0.03 6.7 0.05 16.0 0.22 24.9 0.60 32.5 0.98 34.4 2.29 36.0 3.32 36.5 3.62 38.7 3.92 40.8 4.22 45.9 4.53 53.1 5.22 81.4 • DIVERSION FROM AVOCET ROAD DETENTION AREA TO LARIMER COUNTY CANAL NO. 2 276 274 275 7 3 1. 0.0 0.0 36.5 0.0 38.7 2.0 40.8 4.0 45.9 9.0 53.1 16.0 81.4 44.0 275 50 3 1. • AVOCET ROAD DETENTION AREA SPILLS TO LCC#2 276 278 3 1. 278 279 1 20. 1000. 0.0004 2. 2. 0.035 4.0 279 50 4 .5 1000. .0050 50. 50. 0.016 0.5 50.0 1000. .0050 10. 10. 0.035 2.0 • DETENTION POND FOR CSU PROPERTY (BASIN 62) 362 50 2 2 1. 0.00 0.0 1.40 1.5 • VTH DETENTION POND 50 160 12 2 1. 0.00 0.0 1.59 2.0 2.28 5.0 2.73 8.0 3.42 10.0 4.68 33.0 6.02 55.0 7.37 79.0 10.42 130.0 13.99 326.0 18.12 440.0 21.57 528.0 160 260 1 10. 1360. 0.004 4. 4. .040 5. 260 161 3 1. 161 261 1 10. 1400. 0.025 4. 4. .040 S. 261 726 3 1. • DOWNSTREAM END OF MODIFICATIONS FOR VTH OUTFALL CHANNEL BASIN (LA, 1997) • INFLOW HYDROGRAPHS PROM CSU PORTION OF OLD TOWN BASIN (ACE, 1999) -1 295 395 20 3 1. 0.0000 0.0 0.1000 0.0 0.5000 18.9 0.6000 29.1 0.8000 16.8 1.1000 12.7 1.8167 11.6 1.9333 224.9 2.0167 264.0 2.1000 276.5 2.1333 277.9 2.2167 275.4 2.8667 193.2 3.3167 146.8 3.9000 101.9 4.8667 55.6 5.6000 35.1 6.4167 21.0 8.0667 10.0 12.0000 10.0 • DIVERSION RATING CURVE FOR INFLOW HYDROGRAPH 295 695 395 396 13 3 .1 1. 0.0 0.0 3.7 0.0 4.4 0.3 6.7 1.0 10.0 2.7 12.1 3.8 15.5 5.7 19.6 7.9 25.3 10.9 112.6 53.4 213.8 103.4 314.5 158.9 414.9 208.4 396 726 3 .1 1. 695 595 3 .1 1. -1 296 726 16 3 1. 0.0000 0.0 0.1833 0.0 0.3333 0.8 0.5000 3.5 0.6333 9.8 0.6833 10.3 0.7000 10.3 0.8000 8.6 0.9697 4.8 1.1500 2.9 1.4167 1.9 2.0000 1.3 2.4667 0.4 3.0000 0.1 3.8333 0.0 12.0000 0.0 -1 297 27 17 3 1. 0.0000 0.0 0.1167 0.0 0.1500 0.7 0.2333 10.7 0.3167 35.8 0.3333 36.6 2.0333 36.6 2.2500 34.8 2.6500 34.2 4.4667 33.8 5.9333 32.6 8.3833 32.2 8.4667 31.6 10.6000 4.2 10.7833 2.9 11.1500 2.2 12.0000 2.0 -1 298 727 20 3 1. 0.0000 0.0 0.1000 60.0 0.1833 61.8 0.3667 80.3 0.5167 108.5 1.1500 108.5 1.2000 106.8 1.3500 106.4 1.4333 109.1 1.4667 112.0 3.3500 112.0 3.7333 107.1 4.6167 105.0 5.9667 105.0 6.5000 94.2 7.4667 82.1 8.7833 68.8 9.0000 66.2 9.3833 65.4 12.0000 65.1 -1 299 727 20 3 1. 0.0000 0.0 0.1167 0.0 0.1667 0.8 0.3167 19.3 0.4333 26.9 0.5500 45.9 0.8667 45.9 1.0167 40.8 1.3333 36.1 1.6833 33.8 2.0167 32.4 2.4833 29.0 2.8667 26.4 3.3333 25.1 3.8333 18.1 4.7167 14.6 5.6000 8.5 6.3000 5.4 10.3333 0.0 12.0000 0.0 727 27 3 .1 1. 27 703 3 .1 1. 726 703 3 .1 1. 703 303 3 .1 1. • DETENTION POND UPSTREAM OF BNRR 303 218 22 2 .1 30. .1 0. 0. .08 .1 0.0 0.0 0.04 96.0 0.74 195.0 1.51 244.0 2.38 348.0 3.86 461.0 6.53 580.0 12.92 754.0 26.46 862.0 47.29 995.0 58.57 1058.0 75.50 1156.0 111.28 1306.0 156.07 1415.0 208.82 1625.0 266.61 1791.0 329.14 1947.0 375.32 2058.0 396.07 2220.0 420.03 2546.0 432.38 2840.0 445.44 3227.0 218 321 4 10. 600. .006 2. 2. .04 3. 22. 600. .006 10. 10. .04 10. 221 321 5 4. 1750. .0250 0. 0. .013 4. 0. 1750. .0250 50. 50. .016 S. 321 222 0 3 .1 1. * COLLEGE AVENUE, DOWNSTREAM LIMIT OF MODIFICATIONS (LA, 1997) • BEGINNING OF MODIFICATIONS (ACE, 1999) • PARKWOOD LAKE TRIBUTARY BASIN (POND ID 640) (ACE, 1999) 452 752 4 0. 600. .002 0. 50. .016 .7 35. 600. .002 10. 0. .035 2. 952 752 852 3 3 .1 1. 0.0 0.0 14.2 0.0 514.2 500.0 852 552 0 3 .1 1. 552 449 2 3.0 1600. .010 .013 3.0 952 652 0 3 .1 1. 652 455 4 0. 700. .005 0. 50. .016 .7 35. 700. .005 10. 0. .035 2. 455 755 4 0. 850. .005 0. 50. .016 .7 35. 850. .005 10. 0. .035 2. 955 755 855 3 3 .1 1. 0.0 0.0 41.0 0.0 541.0 500.0 955 655 0 3 .1 1. 655 221 4 0. 1050. .005 0. 50. .016 .7 35. 1050. .005 10. 0. .035 2. 855 555 0 3 .1 1. 555 554 , 5 2.5 1000. .013 .013 2.5 0. 1000. .013 50. 50. .016 7. 554 453 5 3.0 1200. .010 .013 3.0 0. 1200. .010 50. 50. .016 7. 453 553 5 4.0 1300. .008 .024 4.0 0. 1300. .008 50. 50. .016 7. 451 450 4 0. 1400. .005 50. 50. .016 .4 40. 1400. .005 10. 10. .035 2. 450 553 4 0. 950. .008 50. 50. .016 .7 70. 950. .008 10. 10. .035 2. 553 447 5 5.5 1300. .010 .013 5.5 0. 1300. .010 50. 50. .016 7. 446 646 4 0. 1200. .004 50. 50. .016 .4 40. 1200. .004 10. 10. .035 2. 646 447 9 2 _ .1 1. 0.0 0.0 0.88 3.0 1.23 10.0 2.08 20.0 2.95 24.0 3.96 27.0 4.68 28.9 4.82 50.0 4.88 65.0 447 740 5 5.5 1300. .007 .013 5.5 0. 1300. .007 50. 50. .016 7. 449 749 5 2.5 1250. .009 .013 2.5 0. 1250. .009 50. 50. .016 7. 949 749 849' 3 3 .1 1. 0.0 0.0 14.2 0.0 514.2 500.0 849 0 3 .1 1. 949 549 0 3 .1 1. 549 548 4 0. 750. .005 0. 50. .016 .5 25. 750. .005 10. 0. .035 2. 548 443 4 0. 1200. .006 50. 50. .016 .5 50. 1200. .006 10. 10. .035 2. 443 543 4 0. 1400. .005 50. 50. .016 .5 50. 1400. .005 10. 10. .035 2. 543 740 4 0. 950. .008 50. 50. .016 .7 70. 950. .008 10. 10. .035 2. 445 740 1 0. 700. .004 50. 50. .016 1. 642 740 3 2 .1 1. 0.0 0.0 2.53 7.6 4.31 44.0 441 641 4 0. 1200. .005 50. 50. .016 .5 50. 1200. .005 10. 10. .035 2. 641 740 4 2 .1 1. 0.0 0.0 6.54 4.4 7.22 8.8 7.68 159.9 740 640 0 3 .1 1. 640 540 7 2 .1 1. 0.0 0.0 8.76 1.0 14.98 2.0 21.43 3.0 51.71 4.0 74.99 4.3 130.43 4.9 540 513 2 1.5 5300. .005 .013 1.5 • MAIN SPRING CREEK FLOW PATH DOWNSTREAM OF COLLEGE AVENUE (ACE, 1999) 222 433 4 8. 450. .007 7. 3. .04 8. 8. 450. .007 100. 100. .04 50. ' 595 436 1 0. 450. .005 50. 50. .016 2. 436 536 5 4. 550. .004 .013 4. 0. 550. .004 50. 50. .016 7. 637 537 3 2 .1 1. 0. 0. 0.25 3.25 11.87 3.25 537 536 2 1.25 525. .004 .013 1.25 536 735 5 4. 600. .004 .013 4. 0. 600. .005 50. 50. .016 7. 935 735 835 3 3 .1 1. 0.0 0.0 111.0 0.0 511.0 400.0 935 535 3 .1 1. 535 429 4 0. 2300. .006 50. 50. .016 .5 50. 2300. .006 10. 10. .035 2. 835 435 3 .1 1. 435 433 2 5.0 1150. .004 .013 5. 433 533 4 8. 500. .007 7. 3. .04 8. 88. 500. .007 100. 100. .04 50. 434 534 4 0. 850. .015 50. 50. .016 .5 50. 850. .015 10. 10. .035 2. 534 533 4 0. 800. .027 50. 50. .016 .5 50. 800. .027 10. 10. .035 2. 533 432 4 8. 600. .004 3. 3. .04 1.25 20. 600. .004 8. B. .035 50. 432 429 4 8. 600. .004 3. 3. .04 1.25 20. 600. .004 8. S. .035 50. 429 729 4 8. 700. .004 3. 3. .04 1.25 20. 700. .004 8. 8. .035 50. 729 529 3 .1 1. 430 730 4 0. 1300. .005 50. 50. .016 .5 50. 1300. .005 10. 10. .035 2. 930 730 830 3 3 .1 1. 0.0 0.0 5.8 0.0 505.8 500.0 930 423 3 .1 1. 830 530 3 .1 1. 530 729 2 2.0 2500. .007 .013 2. 428 528 4 0. 1150. .010 50. 50. .016 .4 40. 1150. .010 10. 10. .035 2. 528 427 4 0. 800. .013 50. 50. .016 .5 50. 800. .013 10. 10. .035 2. 427 729 4 0. 800. .016 50. 50. .016 .5 50. 800. .016 10. 10. .035 2. 529 425 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 50. 425 525 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 50. 525 420 4 8. 550. .008 2. 2. .04 3. 20. 550. .008 150. 30. .04 50. 420 720 4 S. 600. .008 2. 2. .04 3. 20. 600. .008 150. 30. .04 50. 423 523 4 0. 1400. .007 50. 50. .016 .5 50. 1400. .007 10. 10. .035 2. 523 522 4 0. 1300. .004 50. 50. .016 .5 50. 1300. .004 10. 10. .035 2. 422 522 4 0. 1300. .004 50. 50. .016 .7 70. 1300. .004 10. 10. .035 2. 522 524 4 0. 900. .017 50. 50. .016 .7 70. 900. .017 10. 10. .035 2. 424 524 4 0. 1500. .008 0. 50. .016 .7 35. 1500. .008 10. 0. .035 2. 524 720 4 0. 700. .006 50. 50. .016 .7 70. 700. .006 10. 10. .035 2. 421 521 4 0. 1250. .004 0. 50. .016 .7 35. 1250. .004 10. 0. .035 2. 521 720 4 0. 600. .041 0. 50. .016 .7 35. 600. .041 10. 0. .035 2. 720 520 3 .1 1. 520 419 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 419 969 4 S. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 417 517 4 0. 1000. .013 50. 50. .016 .4 40. 1000. .013 10. 10. .035 2. 517 969 5 3. 400. .008 .024 3. 0. 400. .008 50. 50. .016 7. 969 519 0 3 .1 1. 519 414 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 618 518 2 2 .1 1. 0.0 0.0 4.67 10.7 518 414 2 2. 2600. .010 .013 2. 414 967 4 S. 800. .008 2. 2. .04 3. 20. 800. .008 10. 10. .04 50. 616 415 5 2 .1 1. 0.0 0.0 2.8 1.7 2.9 4.2 3.2 29.8 3.9 106.2 415 515 4 0. 600. .012 50. 50. .016 .5 50. 600. .012 10. 10. .035 2. 515 967 4 0. 1250. .021 50. 50. .016 .4 40. 1250. .021 10. 10. .035 2. 967 514 0 3 .1 1. .01 .13 .1 514 412 4 8. 750. .008 2. 2. .04 3. 20. 750. .008 10. 10. .04 50. 613 513 14 2 .1 1. 0.0 0.0 0.02 6.0 0.03 12.0 0.10 18.0 0.20 24.0 0.60 30.0 0.79 32.0 1.31 i. 34.0 2.19 36.0 3.11 38.0 3.56 38.9 3.85 42.0 4.09 46.0 4.30 50.0 513 412 5 2. 950. .020 .013 2. 5. 950. .020 50. 3. .035 S. 412 410 4 S. 800. .008 2. 2. .04 3. 20. 800. .008 10. 10. .04 50. 411 410 4 0. 1100. .021 0. 50. .016 .7 35. 1100. .021 10. 0. .035 2. 410 610 3 .1 1. C6S Pond (Proposed( RM 8/30/05 12'Wx9'H Ped Box, 141wx5.0'H Lower Box 610 $10 10 2 .1 32. .005 .015 .1 0. 0. 0.72 300. 2.27 600. 4.37 900. 7.93 1200. 15.32 1500. 26.92 1800. 43.71 2100. 65.97 2400. 80.27 2532. 810 511 3 .1 1. 811 812 3 .1 1. 812 510 3 .1 1. 813 511 3 .1 1. 509 410 1 100. 800. .0050 4. 9. .06 4. 510 402 4 10. 500. .0036 3. 3. .04 2. 160. 500. .0036 4. 4. .04 50. 511 512 4 10. 350. .0036 3. 3. .04 2. 160. 350. .0036 4. 4. .04 50. 512 812 4 10. 750. .0036 3. 3. .04 2. 160. 750. .0036 4. 4. .04 50. 408 708 4 0. 1000. .013 50. 50. .016 .4 40. 1000. .013 10. 10. .035 2. 409 708 4 0. 1950. .006 50. 0. .016 .7 35. 1950. .006 0. 10. .035 2. 708 508 3 .1 1. 508 707 1 10. 700. .008 4. 4. .035 4. 407 707 1 20. 1500. .004 10. 10. .035 4. 707 706 3 .1 1. 406 706 4 0. 1050. .006 50. 50. .016 .4 40. 1050. .006 10. 10. .035 2. 706 604 3 .1 1. 604 603 11 2 .1 1. 0.0 0.0 1.2 3.0 2.5 8.4 3.7 15.5 6.1 33.3 8.6 54.7 10.0 60.0 17.9 80.0 28.3 100.0 41.1 120.0 57.4 140.0 605 2 2 .1 1. 0.0 0.0 78.0 0.0 603 402 12 2 .1 1. 0.0 0.0 5.9 0.3 9.5 0.4 11.7 0.5 14.1 5.1 15.5 11.6 21.1 72.0 23.0 128.0 24.3 182.0 26.3 291.0 27.8 398.0 29.1 495.0 402 702 4 10. 1600. .0036 3. 3. .04 2. 160. 1600. .0036 4. 4. .04 50. 702 3 .1 1. 0 0 =PROGRAM 344:3 1116.2 (DIRECT PIZw) 1 20. 3:2 . .1 8.2:D 1 3. 355:3 372.5 (DIRECT PLOW) 0 41. 35656:3 1171].3 (DIRECT PLOW) 0 35. 357:2 266.3 .1 8.7:D 0 55. 358:2 126.0 .1 3.5:D 0 49. 360:2 29.0 .1 2.5:D 0 58. 361:2 2.3 .1 .7:D 1 30. 362:2 1.5 .0 1.4:D 2 6. 363:2 4.8 .0 4.4:D 2 6. 364:2 7.5 .0 3.5:D 2 2. 370:2 27.7 .0 1.7:D 0 51. 371:2 106.3 .0 4.4:D 0 47. 372:2 77.9 .0 13.8:D 1 32. 373:2 100.0 .0 5.3:D 0 46. 374:2 4.2 .0 1.7:D 2 0. 380:2 18.6 .0 1.3:D 0 49. 395:3 277.6 (DIRECT PLOW) 2 9. 396:3 139.1 (DIRECT PLOW) 2 9. 402:4 2568.5 4.8 1 29. 406:4 154.2 .8 0 36. 407:1 230.1 1.9 0 37. 408:4 231.9 .8 0 36. 409:4 341.4 1.4 0 38. 410:3 4197.0 (DIRECT PLOW) 0 54. 411:4 192.1 .9 0 36. 412:4 4079.2 8.0 0 54. 414:4 3779.9 7.8 0 52. 415:4 287.6 .9 0 36. 417:4 318.4 .9 0 36. 419:4 3563.6 7.5 0 50. ` 1 420:4 2452.4 5.2 0 50 c �y fIM, a O,Y,,./T 421:4 6. 1. 0 3. 422:4 2 65.7 1.11 0 388. CAr 423:4 454.0 1.2 0 41. 424:4 199.6 1.1 0 37. 425:4 2438.2 5.6 0 46. 9 7:9 357.3 .9 0 36. 428:4 104.9 .6 0 37. 4:4 2.. 3 8. 93030:4 524524 .55 1.4 0 37. 432:4 2050.4 5.9 3 7. 433:4 2048.0 6.7 3 5. 434:4 152.3 .7 0 36. 435:2 119.3 3.2 0 33. 436:4 155.7 4.6 0 36. 441:5 292.2 .1 0 376. 443:4 r 413.9 1.2 0 43. 445:1 134.8 .9 0 36. 446:4 182.6 .9 0 37. 447:5 845.9 6.8 0 44. 4: 27.. 0 3, 45050:4 277.2 11.00 0 39. 451:4 212.7 1.0 0 37. 452:4 154.7 1.3 0 36. 453:5 541.0 5.2 0 37. 455:4 265.2 1.3 0 38. 508:1 542. 3. 0 39. 509:1 82.1 .66 0 40. 510:4 2540.1 4.8 1 25. 511:4 2530.0 4.8 1 22. 512:4 2529.2 4.8 1 24. 513:5 40.6 2.3 1 22. 51:4 3. 7. 0 515:4 262 262.2 .8 41. 0 41. 517:5 307.1 4.0 0 37. 518:2 9.0 .9 2 5. 519:4 3695.8 7.6 0 51. 520:4 3502.1 7.5 0 49. 52:4 .8 0 39. 522:9 894.7 894 .9 1.3 0 43. 523:4 659.3 1.6 0 42. 524:4 1046.1 1.7 0 43. 525:4 2412.0 5.2 0 48. 528:4 96.0 .6 0 41. 530: 22]. 5. 0 5. 530:2 5.8 .88 3 5. 1 533:4 2049.0 5.9 3 6. 534:4 139.1 .6 0 38. 535:4 80.9 .6 0 44. 536:5 141.8 4.6 2 17. 537:2 .3 .8 2 19. 540:2 4 .8 .9 10 26. 543:4 r 401.7 1.1 0 45. 548:4 307.5 1.0 0 41. 549:4 182.8 1.2 0 40. 552:2 14.2 .9 1 45. 553:5 0 54: 178.3 1]8.3 3.7 3.7 36. 0 36. 555:5 41.0 1.8 1 7. 595:1 138.2 .9 2 10. 603:2 100.2 .1 22.1:D 3 26. 604:2 114.6 .1 37.6:D 2 3. 605:2 .0 .1 11.9:D 4 . 610:2 r 2530.4 .1 77.9:D 22 1 22. 613:2 37.6 .1 2.9:D 0 54. 616:2 96.5 .1 3.8:D 0 45. 618:2 9.1 .1 3.9:D 2 1. 630:2 2304.6 .0 25.7:D 1 25. 637:2 . .1 6.2:D 2 1. 690:2 4 4.88 .1 121.9:D 10 100. 641:2 108.5 .1 7.5:D 0 57. 642:2 5.8 .1 1.9:D 2 0. 646:2 59.9 .1 4.9:D 1 S. 652:4 r 120.9 1.0 0 39. r � M k'MA L - q' i ��I : � 'OL/ vs xv .GelA61 Ulps . v, x lw KW1.rM1 F 6er we b x16 _ 1 I 2 M- Y6 f Y 311 I iN 335 N S3f S3! 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W ® le ❑% s! 1191Ka au IN i R /I ^ V In lee Iu 1N �pU�' a >6 ) - , ) st ,xlo sss xsl lu ® ® tIp N S S I3 N, 31i ® mn11 Goa tl ) >� ,pfpy 1N ® 96e 3 9 1 10l IN b R m xN N Nu uW fu M1 V 83 a IN f)1 1 x 3J x IN wvmvrt IN eiTQ )e > � II 79 ® 9N IN 141 11 R ® eS�e'•�I Ni 1e3 2N ® Itl % la Iss t e'°..1100' IN sss L ex ® IN ) 0® ee flail finesr 1n 9 9 N ..o ® 1 IN J S nl IS„1 ) 3e1 961 N le) 9e lel 9 I INe 1 )1 LLIAMII e1�10 3 961 90[llWn qtl II a 11 hl ) > NORSafppTK W10 ]e © 153 1 p ISe 2 2e tl 1!0 IN 13 11 311 etQtl )p r 1 IN t i eYGq.q: CAD 12 1 1999 N Mple" W'aIt" coFczoo7.,7 JMA/JOD Anderson Consulting En inee 9 9 Civil • IV.,erRvourreJ � Envilmmempl mM m ®tl {A emC rtlpe,=, ... �...e.e S. !nc CITY OF FORT COLLINS SPRING CANYON, TAFT HILL, ROLLAND MOORE, AND HILL POND LOMR REVISED CONDITION SWMM SCHEMATIC l,m E5Y2 TAW to mot )1" RC SWMM °f9"tl" AMH/GJK 200 oa zz zoos 22 02/17/2009 GJK 2 1 1 2 3 4 WATERSHED 0 TAFT HILL ROLLAND MOORE (SPRING CREEK) PMR- AS -BUILT HYDROLOGY 100-YEAR - 3.67-IN PILE: SCAB100.IN MAY 2008 ANDERSON CONSULTING ENGINEERS (EX UPDATED ICG 2-17-15) 720 0000 1. 1 1. 24 5 0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 • INFLOW HYDROGRAPHS FROM CANAL IMPORTATION, OLD TOWN AND CSU UPDATED • ACE JANUARY 2005 • SPRING CANYON PARK RATING CURVE PROVIDED BY AYEES • TAFT HILL POND WITH NEW 1-FOOT CONTOURS AND OPTIMIZED FOR SCP • NEW ROLLAND MOORE PARR CONFIGURATION -2 .016 .25 .1 .3 .51 .50 143 240 7000 72.2 12. .062 170 357 4500 37.3 45. .014 180 964 4900 51.7 11. .030 182 360 3400 20.5 40. .015 184 361 1400 4.0 25. .014 146 358 1900 51.4 10. .075 167 247 3450 50.9 28. .078 168 355 3700 25.9 45. .013 169 356 2800 19.6 45. .009 171 358 2800 14.7 45. .010 144 244 4419 63.6 30. .023 145 962 5261 26.1 45. .023 345 830 6957 47.9 22. .012 147 962 4146 47.6 10. .064 347 946 7585 87.1 10. .064 148 34017350402.7 24. .219 149 349 8000 56.1 45. .010 150 241 5931 98.3 20. .070 152 242 4800 81.7 13. .148 153 953 8000205.2 15. .128 154 24310000139.5 18. .083 1 1 235 3900 27.8 40..0160 1 100 318 5500 43.9 40..0160 1 2 102 5000 32.1 40..0300 1 3 103 550 10.7 10..0160 1 4 104 2400 19.3 40..0100 1 5 105 5100 39.6 40..0200 1 6 106 6500 47.2 40..0100 1 7 107 3600 27.6 30..0130 1 8 108 7700 50.4 45..OIOD 1 9 109 1100 6.4 50..0100 1 10 110 3000 20.0 30..0330 1 11 111 4000 42.4 60..0100 1 12 112 2800 18.9 45..0130 1 14 114 3200 42.8 62..0130 136 336 8000 60.9 40. .015 158 337 9200 70.6 40. .015 137 232 7600 58.4 40. .015 38 233 8000 39.1 63. .011 139 235 2500 18.6 45. .02 141 245 5000 49.4 30. .013 142 236 4500 62.6 30. .034 BEGINNING OF SUBBASINS MODIFIED BETWREN DRAKE ROAD AND COLLEGE AVENUE 121 221 5500 62.4 90. .015 122 321 2500 16.6 75. .010 125 262 2450 22.6 51. .015 126 726 7900 72.6 25. .015 127 727 4557 41.8 25. .015 128 327 6000 41.7 40. .015 129 328 3500 19.9 72. .010 130 13025000 90.3 50. .020 131 131 3700 17.8 60. .025 132 333 5200 22.1 71. .020 133 330 4900 33.9 67. .025 37 331 2500 17.1 10. .010 134 230 5500 61.8 10. .020 135 334 7000 22.6 57. .025 86 187 6470 10.4 100. .020 87 287 9350 53.7 90. .010 88 288 3200 17.8 82. .010 89 289 2750 25.4 90. .010 END OF SUBBASINS MODIFIED BRTWEEN NEW MERCER DITCH AND COLLEGE AVENUE BEGINNING OF SUBBASINS MODIFIED TRIBUTARY TO VTH OUTPALL CHANNEL 70 370 2030 14.0 40. .020 71 371 4150 42.1 45. .022 72 372 6650 76.3 40. .020 73 173 3000 24.9 60. .020 74 374 2920 8.7 60. .015 75 373 3500 34.9 80. .020 76 277 1450 33.2 25. .010 77 277 1710 11.8 70. .010 78 178 9500109.1 40. .020 79 179 5360 49.2 40. .020 80 380 1160 9.3 90. .015 50 153 9500 44.6 45. .029 60 279 3200 30.8 60. .020 61 50 9800 20.4 90. .010 62 362 857 5.9 70. .010 63 363 3140 18.3 80. .010 BY 0018 64 364 1550 14.2 90. .010 65 50 500 6.5 8. .009 66 50 1550 17.8 55. .009 67 260 1720 29.2 55. .008 68 260 680 11.5 55. .008 • END OF SUBBASINS MODIFIED TRIBUTARY TO VTH OUTFALL CHANNEL • BEGINNING OF SUBBASINS MODIFIED DOWNSTREAM OF COLLEGE AVENUE 1 202 402 4050 37.5 59. .020 1 203 603 4500 24.6 90. .020 1 204 604 5000 35.6 73. .020 1 205 605 6000 50.5 43. .030 1 206 406 2600 21.5 90. .014 1 207 407 4500 37.6 90. .020 1 208 408 4400 40.5 54. .012 1 209 409 6000 68.2 64. .010 1 210 509 950 16.5 85. .020 1 211 411 3100 26.0 76. .015 1 212 412 6500 61.4 55. .030 1 213 613 35DO 25.1 70. .020 1 214 414 4500 48.0 10. .025 1 215 415 6000 44.7 55. .010 1 216 616 4000 31.3 70. .010 1 217 417 6500 57.5 45. .020 1 218 618 1800 18.4 80. .020 1 219 419 4500 40.8 79. .035 1 220 420 3500 317 65. .035 1 221 421 4500 40.3 45. .009 1 222 422 7000 59.5 53. .008 1 223 523 7300 74.9 45. .005 1 224 424 4000 37.4 56. .020 1 225 425 3100 26.8 50. .030 �• BASIN 226 SPLIT INTO TWO BASINS 226 AND 999 ICG 2-17-15 1 226 425 4000 31.5 52. .035 1 999 425 540 4.4 10. .056 1 227 427 5000 48.5 54. .015 1 228 428 2500 24.5 45. .010 1 229 429 6000 58.4 50. .025 1 230 43010000110.2 51. .010 1 232 432 3700 33.9 27. .028 1 233 433 3800 33.9 79. .020 1 234 434 3500 28.7 45. .015 1 235 735 2700 22.6 55. .015 1 236 436 3000 20.4 70. .020 1 237 637 3500 26.8 60. .020 • SPRING CREEK CENTER SUBBASIN 1 256 811 1700 14.4 70. .020 • SUBSTATION SUBBASIN 1 257 813 1400 22.6 70. .020 • DIVISION OF CE SUBBASIN 210 1 258 410 1500 13.2 20. .020 • BEGINNING OF SUBBASINS TRIBUTARY TO PARKWOOD LAKE 1 240 740 7000 47.9 78. .020 1 241 441 5600 56.5 53. .020 1 242 642 1250 9.3 90. .020 1 243 443 5000 34.1 55. .008 1 244 740 2800 25.7 54. .008 1 245 445 2400 22.2 72. .005 1 246 446 4400 40.7 52. .008 1 247 447 3300 30.2 60. .013 1 248 548 3000 30.3 70. .009 1 249 449 5000 35.5 57. .010 1 250 450 2500 15.5 67. .008 1 251 451 4500 40.9 62. .011 1 252 452 2500 20.0 90. .013 1 253 453 8000 83.7 45. .013 1 254 554 3500 28.3 45. .018 1 255 455 3200 25.5 90. .010 • END OF SUBBASINS MODIFIED TRIBTARY TO PARKWOOD LARH AND D/S OF COLLEGE AVE 0 0 243 242 4 8. 2200. .013 S. S. .04 6. 68. 2200. .013 is. is. .04 50. 242 960 4 8. 1350. .014 10. 10. .04 6. 128. 1350. .014 20 20. .04 50. 953 960 1 0. 4400. .041 10. 10. .04 100. 960 241 0 3 .1 1. .01 .13 .1 241 961 4 8. 1700. .009 10. 10. .04 6. 128. 1700. .009 20. 20. .04 so. 349 961 12 2 .1 1. 0. 0. 0.53 3. 3.48 6. 5.86 7. 6.13 9. 6.40 12. 6.74 is. 7.02 24. 7.28 30. 7.65 40. 8.00 50. 8.32 60. 961 941 0 3 .1 1. .01 .13 .1 941 962 4 8. 1750. .009 10. 10. .04 6. 128. 1750. .009 20. 20. .04 50. *• Begin change 962 939 0 3 .1 1. .01 .13 .1 • Diversion of floes > 10-year to Regional Pond 942 939 940 12 3 .1 1. 0. 0. 126. 0. 400. 234. 600. 420. 900. 710. 1000. 812. 1100. 908. 1200. 1000. 1300. 1099. 1400. 1193. 1500. 1288. 1600. 1380. 940 946 4 8. 650. .007 10. 10. .045 6. 128. 650. .007 20. 20. .045 50. ' 946 342 4 8. 950. .007 10. 10. .045 G. 128. 950. .007 20. 20. .045 50. 942 943 3 .1 1. .01 943 838 1 200. 1550. .010 10. 10. .02 6. ' Conceptual Regional Pond 838 239 23 2 .1 1. .01 .13 .1 0.0 0.0 0.03 6.0 29.1 6.2 32.3 10.5 33.4 15.0 36.3 39.5 37.8 64.0 39.0 88.5 40.0 113.0 40.7 137.5 41.5 162.0 42.1 186.5 42.7 211.0 43.4 235.5 43.8 260.0 46.6 390.0 ' 48.7 520.0 50.6 650.0 52.3 780.0 53.7 910.0 54.8 1040.0 55.9 1170.0 56.6 1300.0 239 344 4 8. 750. .007 10. 10. .045 6. 128. 750. .007 20. 20. .045 50. •• End change 358 355 13 2 .1 1. .01 .13 .1 0.0 0.0 0.6 2.0 1.87 2.8 2.07 7.0 2.26 15.0 2.36 20.0 2.70 40.0 2.94 60.0 3.14 80.0 3.32 100.0 3.63 140.0 3.90 180.0 3.98 200.0 247 947 0 1 10. 1600. .013 4. 4. .040 100. 947 355 0 1 10. 650. .012 4. 4. .040 100. ' 355 342 0 3 .1 1. .01 .13 .1 356 338 0 3 .1 1. ` .01 .13 .1 338 343 0 3 .1 1. .01 .13 .1 342 239 0 3 .1 1. .01 .13 .1 343 238 0 3 .1 1. .01 .13 .1 344 338 0 3 .1 1. .01 .13 .1 ' 238 963 9 8. 800. .01 9. 9. .040 6. 116. 800. .01 100. 100. .040 50. 963 938 0 3 .1 1. .01 .13 .1 938 964 4 8. 600. .007 9. 9. .04 6. 116. 600. .007 100. 100. .04 50. 964 237 0 3 .1 1. .01 .13 .1 340 240 15 2 .1 1. .01 .13 .1 0.0 0. 17.2 5. 22.7 10. 27.7 15. 31.5 20. 34.3 25. 37.6 30. 43.7 40. 48.1 50. 52.6 60. 61.5 80. 68.2 100. 76.0 120. 86.3 ISO. 100.3 200. 240 357 0 1 S. 3500. .014 5. S. .035 50. ' 357 963 16 2 .1 1. .01 .13 .1 0.0 0.0 0.25 4.0 0.58 8.0 1.61 12.0 3.57 16.0 5.00 10.0 5.54 18.7 6.56 40.0 7.09 60.0 7.54 80.0 8.03 120.0 8.25 160.0 8.43 200.0 8.65 260.0 8.87 330.0 9.07 400.0 360 963 7 2 .1 1. .01 .13 .1 ' 0.0 0.0 0.05 2.7 0.26 4.2 0.73 5.4 1.51 6.3 2.06 6;,7 2.60 32.6 361 964 7 2 .1 1. .01 .13 .1 0.0 0.0 0.03 0.19 0.23 0.37 0.55 0.48 0.64 0.5 0.75 5.4 0.83 11.2 244 964 1 0. 2000. .010 10. 10. .04 4. ' • 237 968 4 8. 900. .006 9. 9. .04 6. 116. 900. .006 100. 100. .04 50. 968 937 0 3 .1 1. INFLOW HYDROGRAPH PROM CANAL IMPORTATION BASIN (PV6L SOUTH OF DRAKE ROAD) -1 8 343 20 3 .1 1. 0.0000 0.0 0.6500 0.0 0.7833 3.4 0.8833 15.4 ' 1.0000 24.9 1.1500 28.4 1.2333 28.8 1.3333 28.5 3.0000 19.7 3.5000 17.9 3.8333 17.0 4.0000 16.8 4.5000 16.2 5.0000 15.2 6.0000 12.9 8.0000 9.5 9.0000 8.2 10.0000 7.3 11.0000 6.6 12.0000 6.1 • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (PVBL NORTH OF DRAKE ROAD) -1 7 233 15 3 .1 . 1. ' 0.0000 0.0 0.6333 0.0 0.7833 101.7 0.8333 108.1 1.0833 83.2 1.2500 74.1 1.5500 65.2 2.0667 53.7 2.6833 23.1 2.9333 15.8 3.3500 8.4 3.6667 5.6 4.1333 1.7 5.4833 0.0 12.0000 0.0 * INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (MANCHESTER POND) -1 38 233 20 3 .1 1. 0.0000 0.0 0.1500 0.0 0.2167 0.5 0.3167 3.9 0.4333 9.6 0.5667 20.1 0.6667 23.0 0.8500 23.1 0.9667 23.6 1.0667 23.6 1.2500 23.0 2.6833 23.0 4.3333 20.0 5.8500 8.3 6.4667 4.9 6.7833 3.0 7.3000 1.4 8.0833 0.4 9.5500 0.0 12.0000 0.0 + INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (NMD AT SPRING CREEK) ' -1 29 332 20 3 .1 1. 0.0000 0.0 0.3833 0.00 0.9333 16.8 0.5000 68.5 0.6167 377.7 0.6500 387.9 0.6833 382.6 0.8000 392.4 0.9500 385.7 1.2333 384.4 1.6167 348.6 2.0500 271.1 2.3667 202.7 2.6667 167.5 2.9167 148.3 3.2500 138.7 6.2167 122.6 7.0333 115.4 9.3833 81.7 12.0000 65.8 5 968 0 3 1. 24 295 995 1 0.. 3000. .012 30. 10. .09 4. 945 236 1 0. 1400. .029 10. 10. .04 4. 937 236 4 8. 600. .007 6. 6. .04 4. 56. 600. .007 30. 30. .04 50. 236 304 4 8. 700. .011 6. 6. .04 4. ' S6. 700. .011 30. 30. .04 50. + PROPOSED POND WEST OF TAFT HILL ROAD (BY SEAR -BROWN; modified by City-SCPark50) 304 934 12 2 .1 1000. .001 .100 .1 0.00 0. 0.06 100.0 0.27 200.0 0.83 300.0 2.59 400.0 7.58 500.0 15.47 600.0 32.58 700.0 71.62 800.0 80.59 831.7 83.29 851.0 84.12 863.8 233 934 2 6. 1150. .011 0. 0. .013 6. 934 235 4 B. 700. .007 2. 2. .04 6. is. 700. .007 30. 30. .04 50. 235 965 4 8. 700. .007 2. 2. .04 6. 15. 700. .007 30. 30. .04 so. 965 234 0 3 .1 1. .01 .13 .1 234 335 4 8. BOO. .010 2. 2. .04 2. 16. 800. .010 30. 30, .04 so. 232 332 4 8. 2640. .0069 2. 2. .04 S. 0. 2640. .009 35. 35. .04 so. 335 232 0 3 .1 1. 336 736 11 2 .1 1. 0. 0. 0.10 45. 0.22 50. 1.13 55. 2.67 60. 3.61 63. 4.09 94. 4.27 124. 4.40 155. 4.50 185. 4.65 230. 936 736 836 7 3 .1 1- 0. 0. 63. 0. 94. 30. 124. 60. 155. 90. 185. 120. 230. 165. 836 231 0 3 .1 1. 936 332 0 3 .1 1. 337 335 0 3 .1 1. 332 231 0 3 .1 1. 101 965 0 4 7. 750. .0146 .001 .001 .016 4. 10. 750. .0146 4 4 .035 100. 318 118 2 2 .1 1. 0. 0. 8.55 11.4 Ila 101 0 1 8. 590. .010 4. 4. .035 4. 119 118 0 1 4. 729. .011 4. 4. .035 S. 102 120 0 5 2. 3000. .010 .013 2. 1. 3000. .010 33. 33. .016 100. 104 103 0 5 4.0 1300. .0044 0. 0. .013 4. 1.0 1300. .0044 33. 33. .016 300. 103 119 9 2 .1 1000. .0001 0. 0. .100 .1 0. 0. 0.06 10. 4.38 20. 16.11 30. 19.74 40. 23.38 so. 27.37 60. 29.65 65. 31.31 80. 120 119 0 1 2.5 650. .0165 4. 4. .035 4.5 124 123 0 1 2. 900. .0060 4. 4. .035 4.5 105 104 0 5 2. 2100. .0050 0. 0. .013 2. 1. 2100. .0050 33. 33. .016 100. 106 104 0 5 3.5 1750. .01 0. 0. .013 3.5 1. 1750. .01 33. 33. .016 100. 126 124 0 1 2. 1140. .006 4. 4. .035 4.5 108 124 8 2 .1 1. 0. 0. 0.49 4.2 2.32 7.6 3.85 9.1 6.31 11.1 6.48 48. 6.65 116. 6.81 204. 127 126 0 5 1.5 166. .016 0. 0. .016 3. 1. 166. .016 33. 33. .016 100. 109 126 2 2 .1 1. 0. 0. 1.33 1.7 107 123 0 5 1.8 633. .002 0. 0. .023 1.8 1. 633. .002 33. 33. .016 100. 123 120 0 1 4. 1300. .006 4. 4. .035 4.5 110 106 0 5 2. 80. .005 .0 .0 .013 2. 1. 80. .005 33. 33. .016 100. 111 127 0 4 2. 800. .02 .3 .3 .040 3.5 4. 800. .02 4. 4. .035 100. 112 128 5 2 .1 1. 0. 0. 2.90 5.6 2.93 12.2 2.96 24.2 2.98 39.8 128 127 0 1 1. 1300. .008 S. 5. .06 3. 114 129 0 1 1. 1200. .010 5. S. .06 6. 129 111 0 1 2. 550. .004 3. 3. .035 4. • BEGINNING OF MODIFICATIONS DOWNSTREAM OF NEW MERCER DITCH (LA, 1997) 231 331 4 10. 1500. .012 2. 2. .04 3. 22. 1500. .012 10. 10. .04 10. • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (LCCk2 AT SPRING CREEK) -1 52 331 17 3 .1 1. 0.0000 0.0 0.7000 0.0 0.9000 269.0 1.0167 341.5 1.0667 356.2 1.1667 368.5 1.3000 340.2 1.6667 240.9 1.7500 229.8 2.5667 187.5 3.0000 174.3 3.6667 163.3 6.7333 130.0 8.1500 121.6 10.5500 112.6 11.1500 107.6 12.0000 92.1 331 931 0 3 .1 1. • CONCEPTUALIZED DETENTION POND FOR RAINTREE TOWNHOMES DETENTION POND SYSTEM 333 931 4 2 .1 1. 0. 0. 2.1 5.6 3.9 6.1 5.0 6.4 • CONCEPTUALIZED DETENTION POND FOR THE PRESERVE DETENTION POND SYSTEM 334 931 4 2 .1 1. 0. 0. 2.0 4.8 3.8 5.7 4.9 6.1 931 230 4 10. 700. .003 2. 2. .04 3. 22. 700. .003 10. 10. .04 10. 230 630 4 10. BOO. .003 2. 2. .04 3. 22. Soo. .003 10. 10. .04 10. 131 330 5 2.5 900. .0050 0. 0. .013 2.5 0. 900. .0050 50. 50. .016 S. • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (VILLAGE WEST POND) -1 34 630 16 3 .1 1. 0.0000 0.0 0.1000 0.0 0.1333 0.5 0.2500 10.0 0.3167 1B.2 0.4333 18.4 0.5333 18.9 0.6667 20.2 2.0833 19.9 3.5333 18.2 3.6167 6.3 3.7500 1.8 3.8833 0.6 4.1667 0.1 4.5333 0.0 12.0000 0.0 • Proposed Rolland Moore Park Pond, current design by ACE. 630 900 24 2 1. 0.00 0.0 0.03 100.0 0.05 200.0 0.11 300.0 0.15 400.0 0.43 500.0 O.B1 600.0 1.15 700.0 1.80 800.0 2.59 900.0 3.29 1000.0 4.95 1200.0 7.95 1400.2 11.21 1611.9 14.69 1823.0 19.04 2033.9 24.19 2244.8 25.73 2303.8 27.04 2355.5 27.92 2422.1 29.02 2531.6 30.45 2642.1 31.33 2732.2 32.32 2844.2 902 900 901 23 3 1. 0.0 0.0 100.0 0.0 1397.4 0.0 1400.2 0.2 1611.9 11.9 1823.0 23.0 2033.9 33.9 2244.8 44.8 2261.6 45.6 2308.8 47.8 2346.6 50.6 2355.3 51.3 2422.1 86.1 2455.9 103.9 2511.6 135.6 2549.7 157.7 2569.9 169.9 2610.5 194.2 2642.1 213.5 2720.6 263.5 2732.2 271.0 2819.3 329.5 2844.2 346.2 901 229 3 1. 902 327 3 1. 229 330 0 1 40. 1200. .006 4. 4. .040 10. 330 228 0 3 .1 1. 228 328 0 1 70. 1200. .003 4. 4. .040 10. 328 966 0 3 .1 1. • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (CI CHANNEL AT SPRING CREEK) -1 43 966 19 3 .1 1. 0.0000 0.0 0.1333 0.0 0.3500 10.5 0.4333 29.2 0.7167 367.9 0.8000 399.6 1.0000 360.1 1.4000 502.0 1.7667 463.4 2.0167 475.3 2.1667 459.4 3.0000 248.5 3.4333 171.5 4.1167 103.3 5.0000 62.9 6.1167 27.7 7.0167 12.5 8.0167 8.0 12.0000 5.6 966 227 0 3 .1 1. .01 .13 .1 227 327 0 1 150. 1600. .003 4. 4. .040 10. 130 327 0 1 30. 1750. .005 4. 4. .040 S. 327 226 0 3 .1 1. 226 727 4 8. 1100. .003 2. 2. .04 4. 24. 1100. .003 100. 100. .04 50. • CONCEPTUALIZED DETENTION POND FOR CENTRE FOR ADVANCED TECHNOLOGY 287 187 4 2 .1 1. 0. 0. 9.3 11.3 11.2 12.9 12.1 120.0 167 189 5 3.5 1800. .010 0. 0. .013 3.5 0. 1800. .010 50. 50. .016 S. • CONCEPTUALIZED DETENTION POND FOR CENTRE FOR ADVANCED TECHNOLOGY 288 189 2 2 .1 1. 0. 0. 4.6 2.7 • CONCEPTUALIZED DETENTION POND FOR CENTER FOR ADVANCED TECHNOLOGY 289 260 2 2 .1 1. 0. 0. 6.7 4.5 189 27 5 3. 1200. .040 0. 0. .013 3. 0. 1200. .040 50. 50. .016 5. • UPSTREAM END OF MODIFICATIONS FOR VTH OUTPALL CHANNEL BASIN (LA, 1997) • KINGSTON WOODS DETENTION POND 370 170 8 2 1. 0.00 0.0 0.14 1.4 0.49 2.0 1.06 2.5 1.27 2.6 1.67 6.1 1.71 22.8 1.80 53.0 170 371 5 1.5 1620. 0.007 .0 .0 0.011 1.5 50.0 1620. 0.007 S. S. 0.025 2.0 • CHAPARRAL DETENTION POND 371 271 16 2 1. 0.00 0.0 0.19 2.0 0.23 4.0 0.29 6.0 0.40 8.0 0.58 10.0 0.86 12.0 1.31 14.0 1.90 16.0 2.63 18.0 3.58 20.0 3.82 20.4 4.00 30.0 4.11 40.0 4.20 50.0 4.29 60.0 4.35 70.0 4.46 121.0 • DIVERSION PROM CHAPARRAL DETENTION POND TO FODTHILLS BASIN 273 271 272 8 3 1- 0.0 0.0 20.4 0.0 30.0 9.2 40.0 19.0 50.0 28.9 60.0 38.7 70.0 48.6 121.0 99.6 272 171 3 1. • CHAP AREAL DETENTION POND SPILLWAY OVERFLOW TO FOOTHILLS BASIN 273 974 3 1. 171 372 5 1.5 950. 0.008 .0 .0 0.013 50.0 950. 0.008 5. 5. 0.025 • WAGON WHEEL DETENTION POND 372 173 14 2 1. 0.00 0.0 0.08 2.0 0.52 8.0 0.90 10.0 4.43 16.0 12.43 18.0 13.55 45.0 13.84 90.0 173 175 5 2.0 1070. 0.007 50.0 1070. 0.007 • SILVERPLUME DETENTION POND 374 174 2 2 1. 0.00 0.0 1.97 4.75 174 373 1 1. 1200. 0.005 • ROCKY MOUNTAIN HIGH SCHOOL DETENTION POND 373 175 3 2 1. 0.00 0.0 5.10 7.0 175 277 5 2.5 950. 0.007 50.0 950. 0.007 277 177 3 177 178 5 3.5 50.0 179 178 5 3.0 50.0 178 51 5 5.0 50.0 • WOODWEST DETENTION POND 51 181 19 2 0.00 0.0 0.18 0.51 80.0 0.77 2.01 160.0 2.57 1. 1550. 1550. 1110. 1110. 920. 520. 0.10 4.0 0.25 1.61 12.0 2.48 13.23 18.4 13.48 1.5 2.0 .0 .0 0.013 2.0 S. S. 0.025 3.0 50. 50. 0.016 0.5 5.35 100.0 .0 .0 0.013 2.5 5. 5. 0.025 3.5 0.009 .0 .0 0.013 3.5 0.009 5. 5. 0.025 4.5 0.009 .0 .0 0.013 3.0 0.009 5. S. 0.025 4.0 0.007 .0 .0 0.013 5.0 0.007 S. S. 0.025 7.0 6.0 14.0 36.0 1. 20.0 0.19 40.0 0.31 60.0 100.0 1.11 120.0 1.50 140.0 180.0 3.05 200.0 5.87 220.0 9.39 240.0 13.46 260.0 14.04 262.0 14.27 277.0 14.96 338.0 15.65 469.0 16.64 650.0 • DRAKE ROAD/SHIELDS STREET DETENTION 380 180 2 2 1. 0.00 0.0 1.31 18.6 180 181 5 1.75 2470. 0.007 .0 .0 0.013 1.75 50.0 2470. 0.007 5. S. 0.025 2.5 • CENTRE FOR ADVANCED TECHNOLOGY FILING 19 DETENTION POND 363 181 4 2 1. 0.00 0 0.0 3.7 4.7 5.1 5.0 5.9 87.4 • CENTRE FOR ADVANCED TECHNOLOGY (EAST OF NEW MERCER DITCH) DETENTION POND 364 181 4 2 1. 0.0 0.0 2.9 2.9 3.5 3.0 3.8 30.0 181 50 5 5.0 1390. 0.011 .0 .0 0.013 5.0 50.0 1390. 0.011 5. S. 0.025 6.0 153 156 4 .5 750. .0058 12. 12. 0.016 0.5 12.0 750. .0058 20. 20. 0.020 2.0 156 282 3 1. • AVOCET ROAD DETENTION AREA 282 274 14 2 1. 0.00 0.0 0.02 3.4 0.03 6.7 0.05 16.0 0.22 24.9 0.60 32.5 0.98 34.4 2.29 36.0 3.32 36.5 3.62 38.7 3.92 40.B 4.22 45.9 4.53 53.1 5.22 81.4 • DIVERSION PROM AVOCET ROAD DETENTION AREA TO LARIMER COUNTY CANAL NO. 2 276 274 275 7 3 1. 0.0 0.0 36.5 0.0 38.7 2.0 40.8 4.0 45.9 9.0 53.1 16.0 81.4 44.0 275 50 3 1. • AVOCET ROAD DETENTION AREA SPILLS TO LCC#2 276 278 3 1. 278 279 1 20. 1000. 0.0004 2. 2. 0.035 4.0 279 50 4 .5 1000. .0050 50. 50. 0.016 0.5 50.0 1000. .0050 10. 10. 0.035 2.0 • DETENTION POND FOR CSU PROPERTY (BASIN 62) 362 50 2 2 1. 0.00 0.0 1.40 1.5 • VTH DETENTION POND 50 160 12 2 1. 0.00 0.0 1.59 2.0 2.28 5.0 2.73 8.0 3.42 10.0 4.68 33.0 6.02 55.0 7.37 79.0 10.42 130.0 13.99 326.0 18.12 440.0 21.57 528.0 160 260 1 10. 1360. 0.004 4. 4. .040 S. 260 161 3 1. 161 261 1 10. 1400. 0.025 4. 4. .040 5. 261 726 3 1. • DOWNSTREAM END OF MODIFICATIONS FOR VTH OUTFALL CHANNEL BASIN (LA, 1997) • INFLOW HYDROGRAPHS PROM CSU PORTION OF OLD TOWN BASIN (ACE, 1999) -1 295 395 20 3 1. 0.0000 0.0 0.1000 0.0 0.5000 18.9 0.6000 29.1 0.8000 16.8 1.1000 12.7 1.8167 11.6 1.9333 224.9 2.0167 264.0 2.1000 276.5 2.1333 277.9 2.2167 275.4 2.8667 193.2 3.3167 146.8 3.9000 101.9 4.8667 55.6 5.6000 35.1 6.4167 21.0 8.0667 10.0 12.0000 10.0 • DIVERSION RATING CURVE FOR INFLOW HYDROGRAPH 295 695 395 396 13 3 .1 1. 0.0 0.0 3.7 0.0 4.4 0.3 6.7 1.0 10.0 2.7 12.1 3.8 15.5 5.7 19.6 7.9 25.3 10.9 112.6 53.4 213.8 103.4 314.5 158.9 414.9 208.4 396 726 3 .1 1. 695 595 3 .1 1. -1 296 726 16 3 1. 0.0000 0.0 0.1833 0.0 0.3333 0.8 0.5000 3.5 0.6333 9.8 0.6833 10.3 0.7000 10.3 0.8000 8.6 0.9667 4.8 1.1500 2.9 1.4167 1.9 2.0000 1.3 2.4667 0.4 3.0000 0.1 3.8333 0.0 12.0000 0.0 -1 297 27 17 3 1. 0.0000 0.0 0.1167 0.0 0.1500 0.7 0.2333 10.7 0.3167 35.8 0.3333 36.6 2.0333 36.6 2.2500 34.8 2.6500 34.2 4.4667 33.8 5.9333 32.6 8.3833 32.2 8.4667 31.6 10.6000 4.2 10.7833 2.9 11.1500 2.2 12.0000 2.0 -1 298 727 20 3 1. 0.0000 0.0 0.1000 60.0 0.1833 61.8 0.3667 80.3 0.5167 108.5 1.1500 108.5 1.2000 106.8 1.3500 106.4 1.4333 109.1 1.4667 112.0 3.3500 112.0 3.7333 107.1 4.6167 105.0 5.9667 105.0 6.5000 94.2 7.4667 82.2 8.7833 68.8 9.0000 66.2 9.3833 65.4 12.0000 65.1 -1 299 727 20 3 1. 0.0000 0.0 0.1167 0.0 0.1667 0.8 0.3167 19.3 0.4333 26.9 0.5500 45.9 0.8667 45.9 1.0167 40.8 1.3333 36.1 1.6833 33.8 2.0167 32.4 2.4833 29.0 2.8667 26.4 3.3333 25.1 3.8333 18.1 4.7167 14.6 5.6000 8.5 6.3000 5.4 10.3333 0.0 12.0000 0.0 727 27 3 .1 1. 27 703 3 .1 1. 726 703 3 .1 1. 703 303 3 .1 1. * DETENTION POND UPSTREAM OF BNRR 303 218 22 2 .1 30. .1 0. 0. .08 .1 0.0 0.0 0.04 96.0 0.74 195.0 1.51 244.0 2.38 348.0 3.86 461.0 6.53 580.0 12.92 754.0 26.46 862.0 47.29 995.0 58.57 1058.0 75.50 1156.0 111.28 1306.0 156.07 1415.0 208.82 1625.0 266.61 1791.0 I 329.19 1947.0 375.32 2058.0 396.07 2220.0 432.38 2840.0 445.44 3227.0 218 321 4 10. 600. .006 2. 2. 22. 600. .006 10. 10. 221 321 5 4. 1750. .0250 0. 0. 0. 1750. .0250 50. 50. 321 222 0 3 .1 1. • COLLEGE AVENUE, DOWNSTREAM LIMIT OF MODIFICATIONS (LA, 1997) • BEGINNING OF MODIFICATIONS (ACE, 1999) • PARKWOOD LAKE TRIBUTARY BASIN (POND ID 640) (ACE, 1999) 452 752 4 0. 600. .002 0. 50. 35. 600. .002 10. 0. 952 752 852 3 3 .1 1. 0.0 0.0 14.2 0.0 514.2 500.0 852 552 0 3 .1 1. 552 449 2 3.0 1600. .010 420.03 2546.0 04 3. 04 10. 013 4. 016 S. 016 .7 035 2. 013 3.0 016 .7 035 2. 016 .7 035 2. 7 2.7. 2.5 3.0 4.0 7. 4 2. ] 2. 5.5 4 2.7. 20.0 50.0 5.5 7. 2.5 7. .5 2. 5 2. 5 2. 2. 1. 5 2. 159.9 3.0 1.5 8. 50. 2. 9. 7. 1.25 4. .5 2. 5. B. 50. .5 2. ' 534 533 4 0. 800. .027 50. 50. .016 .5 50. 800. .027 10. 10. .035 2. 533 432 4 8. 600. .004 3. 3. .04 1.25 20. 600. .004 e. 8. .035 50. 432 429 4 8. 600. .004 3. 3. .04 1.25 20. 600. .004 8. 8. .035 50. ' 429 729 4 8. 700. .004 3. 3. .04 1.25 20. 700. .004 B. 8. .035 50. 729 529 3 .1 1. 430 730 4 0. 1300. .005 50. 50. .016 .5 50. 1300. .005 10. 10. .035 2. 930 730 830 3 3 .1 1. ' 0.0 0.0 5.8 0.0 505.8 500.0 930 423 3 .1 1. 830 530 3 .1 1. 530 729 2 2.0 2500. .007 .013 2. 428 528 4 0. 1150. .010 50. 50. .016 .4 40. 1150. .010 10. 10. .035 2. 528 427 4 0. 800. .013 50. 50. .016 .5 50. 800. .013 10. 10. .035 2. 427 729 4 0. 800. .016 50. so. .016 .5 so. 000. .016 10. 10. .035 2. 529 425 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 50. ' 425 525 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 50. 525 420 4 8. 550. .008 2. 2. .04 3. 20. 550. .008 150. 30. .04 50. 420 720 4 8. 600. .008 2. 2. .04 3. 20. 600. .008 150. 30. .04 50. ' 423 523 4 0. 1400. .007 50. so. .016 .5 so. 1400. .007 10. 10. .035 2. 523 522 4 0. 1300. .004 50. 50. .016 .5 so. 1300. .004 10. 10. .035 2. 422 522 4 0. 1300. .004 so. 50. .016 .7 ' 70. 1300. .004 10. 10. .035 2. 522 524 4 0. 900. .017 50. 50. .016 .7 70. 900. .017 10. 10. .035 2. 424 524 4 0. 1500. .008 0. 50. .016 .7 35. 1500. .008 10. 0. .035 2. 524 720 4 0. 700. .006 50. 50. .016 .7 70. 700. .006 10. 10. .035 2. 421 521 4 0. 1250. .004 0. 50. .016 .7 35. 1250. .004 10. 0. .035 2. 521 720 4 0. 600. .041 0. 50. .016 .7 35. 600. .041 10. 0. .035 2. 20 529 3 1. ' 520 419 4 8.. 800. .009 2. 2. .04 3. M 800. .009 10. 10. .04 50. 419 969 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 417 517 4 0. 1000. .013 50. so. .016 .4 40. 1000. .013 10. 10. .035 2. ' 517 969 5 3. 400. .008 .024 3. 0. 400. .008 50. 50. .016 7. 969 519 0 3 .1 1. 519 414 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 618 518 2 2 1. ' 0.0 0.0 9.67 30.7 518 414 2 2. 2600. .010 .013 2. 414 967 4 8. 800. .008 2. 2. .04 3. 20. 800. .008 10. 10. .04 50. 616 415 5 2 .1 1. 0.0 0.0 2.8 1.7 2.9 4.2 3.2 29.8 ' 3.9 106.2 415 515 4 0. 600. .012 50. 50. .016 .5 50. 600. .012 10. 10. .035 2. 515 967 4 0. 1250. .021 50. 50. .016 .4 40. 1250. .021 10. 10. .035 2. 967 514 0 3 .1 1. .01 .13 .1 ' 514 412 4 8. 750. .008 2. 2. .04 3. 20. 750. .008 10. 10. .04 50. 613 513 14 2 .1 1. 0.0 0.0 0.02 6.0 0.03 12.0 0.10 18.0 0.20 24.0 0.60 30.0 0.79 32.0 1.31 34.0 2.19 36.0 3.11 38.0 3.56 38.9 3.85 42.0 ' 4.09 46.0 4.30 50.0 513 412 5 2. 950. .020 .013 2. S. 950. .020 50. 3. .035 S. 412 410 4 8. 800. .008 2. 2. .04 3. 20. 800. .008 10. 10. .04 50. 411 410 4 0. 1100. .021 0. 50. .016 .7 t 35. 1100. .021 10. 0. .035 2. 410 610 3 .1 1. C68 Pond (Proposed) R1W, 8/30/05 12'Wx9'H Ped Box, 14'wx5.01H Lower Box 610 810 10 2 .1 32. .005 .015 .1 0. 0. 0.72 300. 2.27 600. 4.37 900. 7.93 1200. 15.32 1500. 26.92 1800. 43.71 2100. ' 65.97 2400. 80.27 2532. 810 511 3 .1 1. 811 812 3 .1 1. 812 510 3 .1 1. 813 13 '. 1. ' 4 509 30 1 100 800. .0050 4. 9. .06 4. 510 402 4 10. 500. .0036 3. 3. .04 2. 160. S00. .0036 4. 4. .04 50. 511 512 4 10. 350. .0036 3. 3. .04 2. 160. 350. .0036 4. 4. .04 50. 512 812 4 10. 750. .0036 3. 3. .04 2. 160. ]50. .0036 4. 4. .04 50. 408 708 4 0. 1000. .013 50. 50. .016 .4 40. 1000. .013 10. 10. .035 2. 409 708 4 0. 1950. .006 50. 0. .016 .7 35. 1950- .006 0. 10. .035 2. 708 508 3 .1 1. 508 707 1 10. 700. .008 4. 4. .035 4. 407 707 1 20. 1500. .004 10. 10. .035 4. 707 706 3 .1 1. 406 706 4 0. 1050. .006 50. 50. .016 .4 40. 1050. .006 10. 10. .035 2. 706 604 3 .1 1. 604 603 11 2 .1 1. 0.0 0.0 1.2 3.0 2.5 8.4 3.7 15.5 6.1 33.3 8.6 54.7 10.0 60.0 17.9 80.0 28.3 100.0 41.1 120.0 57.4 140.0 605 2 2 .1 1. 0.0 0.0 78.0 0.0 603 402 12 2 .1 1. 0.0 0.0 5.9 0.3 9.5 0.4 11.7 0.5 14.1 5.1 15.5 11.6 21.1 72.0 23.0 128.0 24.3 182.0 26.3 291.0 27.8 398.0 29.1 495.0 402 702 4 10. 1600. .0036 3. 3. .04 2. 160. 1600. .0036 4. 4. .04 50. 702 3 .1 1. 0 0 ENUPROGR 443 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 549 0 0 0 0 0 0 0 0 0 248 a 0 0 0 0 0 0 0 0 30.3 949 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 852 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 453 450 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 193.9 555 0 0 0 0 0 0 0 0 0 254 0 0 0 0 0 0 0 0 0 53.8 ess 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.5 695 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 604 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 228.0 706 0 0 0 a 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 203.4 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 50.5 410 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5244.0 0 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 25.1 0 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 31.3 0 0 0 0 0 0 0 0 0 0 218 0 0 0 0 0 0 0 0 0 18.4 230 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2516.3 0 0 0 0 0 0 0 0 0 0 237 0 0 0 0 0 0 0 0 a 26.8 740 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.8 441 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56.5 0 0 0 0 0 0 0 0 0 0 242 0 0 0 0 0 0 0 0 0 9.3 446 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.7 952 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 955 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 402 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5546.5 27 726 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3576.9 707 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.8 508 407 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 146.3 408 409 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.7 420 524 521 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4370.3 261 396 296 0 0 0 0 0 0 0 126 0 0 0 0 0 0 0 0 0 733.3 226 298 299 0 0 0 0 0 0 0 127 0 0 0 0 0 0 0 0 0 2761.7 429 530 427 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 4063.8 430 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.2 536 0 0 0 0 0 0 0 0 0 235 0 0 0 0 0 0 0 0 0 69.8 336 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.9 447 543 445 642 641 0 0 0 0 0 240 244 0 0 0 0 0 0 0 0 490.8 449 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55.5 452 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 455 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.5 610 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5244.0 0 0 0 0 0 0 0 0 0 0 256 0 0 0 a 0 0 0 0 0 14.4 811 512 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5281.0 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 22.6 730 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.2 735 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.8 736 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.9 943 0 0 0 0 0 0 0 0 0 345 0 0 0 0 0 0 0 0 0 47.9 749 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55.5 752 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.5 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2516.3 900 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2516.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 D .0 331 333 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2454.5 304 233 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1755.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 968 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1604.0 963 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1484.7 962 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 654.5 939 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 654.5 961 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 580.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 942 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.4 940 0 0 0 0 0 0 0 0 0 347 0 0 0 0 0 0 0 0 0 741.6 247 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.9 0 0 0 0 0 0 0 0 a 0 0 0 0 0 a 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 153 0 0 0 0 0 0 0 0 0 205.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 242 953 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 426.4 241 349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 580.8 941 0 0 0 0 0 0 0 0 0 145 147 0 0 0 0 0 0 0 0 654.5 238 357 360 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1484.7 938 361 244 0 0 0 0 0 0 0 180 0 0 0 0 0 0 0 0 0 1604.0 235 201 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2202.8 328 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2587.9 414 515 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4611.0 237 925 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 1604.0 419 517 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4468.6 TAFT BILL ROLLAND MOORS (SPRING CREEK) PMR- AS -BUILT HYDROLOGY 100-YEAR - 3.67-I PILE: SCAB100.IN MAY 2008 ANDERSON CONSULTING ENGINEERS (EX UPDATED ICG 2-17-15 J +•• PEAK FLOWS, STAGES AND STORAG85 OF GUTTERS AND DETENTION DAMS +++ ••• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT !TYPE (CPS) (FT) (AC -PT) (HR/MIN) 7:3 107.3 (DIRECT FLOW) 0 51. 8:3 28.8 (DIRECT FLOW) 1 15. 27:3 3175.4 (DIRECT FLOW) 1 36. 29:3 392.0 (DIRECT PLOW) 0 49. 34:3 20.2 (DIRECT FLOW) 0 41. 38:3 23.6 (DIRECT FLOW) 0 59. 43:3 501.1 (DIRECT FLOW) 1 25. f 50:2 512.4 .0 21.O:D 1 18. 51:2 536.7 .0 16.0:D 0 56. 52:3 367.5 (DIRECT FLAW) 1 10. 101:4 563.9 4.4 0 51. 102:5 108.6 2.7 0 41. 103:2 50.5 .1 23.6:D 2 9. 104:5 461.0 5.5 0 42. 105:5 149.9 3.0 0 40. 106:5 279.8 4.4 0 37. 107:5 106.6 2.8 0 36. 108:2 88.0 .1 6.6:D 0 53. 109:2 1.7 .1 1.3:D 2 5. 110:5 118.6 2.9 0 35. 111:4 405.9 5.8 0 37. 112:2 21.5 .1 3.O:D 1 6. 114:1 211.8 3.4 0 38. 118:1 565.9 3.6 0 50. 119:1 560.9 3.9 0 49. 120:1 539.8 3.7 0 47. 123:1 441.6 4.0 0 47. 124:1 377.9 4.0 0 44. 126:1 379.9 4.0 0 42. 127:5 407.5 4.2 0 37. 128:1 16.1 1.3 1 21. 129:1 205.0 3.7 0 40. 130:1 453.0 2.6 0 37. 131:5 116.4 3.2 0 36. 153:4 303.9 1.6 0 35. 156:3 303.9 (DIRECT FLAW) 0 35. 160:1 510.0 4.3 1 23. 161:1 551.3 2.9 1 23. 170:5 16.6 1.6 1 6. 171:5 21.3 1.6 1 15. 173:5 164.5 2.7 0 36. 174:1 4.1 .2 2 3. 175:5 193.6 3.2 0 47. 177:5 263.8 4.2 0 48. 178:5 870.7 6.7 0 37. 179:5 223.2 3.7 0 36. 180:5 15.3 1.8 - 1 16. 181:5 530.4 5.8 1 0. 187:5 101.5 2.9 0 35. 189:5 100.0 1.9 0 36. 218:4 1972.1 6.4 3 33. 221:5 513.7 4.8 0 36. 222:4 1972.6 6.6 3 34. 226:4 2909.8 6.8 1 37. 227:1 2785.9 3.7 1 33. 228:1 2288.5 5.0 1 30. 229:1 2255.0 5.2 1 27. 230:4 2508.8 7.8 1 7. 231:4 2050.3 5.8 1 2. 232:4 1569.0 6.8 1 1. 233:2 329.2 3.8 0 35. 234:4 1423.1 4.3 0 55. 235:4 941.8 6.2 2 0. 236:4 1572.3 4.8 1 27. 237:4 1470.5 5.0 1 24. 238:4 1158.4 4.1 1 22. 239:4 1116.2 4.4 1 20. 240:1 222.5 2.3 0 47. 241:4 1387.7 4.3 0 47. 242:4 695.0 3.0 0 43. 243:4 453.5 3.1 0 41. 244:1 164.1 2.1 0 41. 245:1 176.1 2.1 0 36. 247:1 191.9 2.0 0 37. 260:3 552.2 (DIRECT Flow) 1 21. 261:3 570.2 (DIRECT FLAW) 1 22. 271:3 106.3 (DIRECT FLAW) 0 47. 272:3 21.4 (DIRECT FLOW) 0 45. 273:3 84.9 (DIRECT PLOW) 0 47. 274:3 72.7 (DIRECT FLOW) 0 55. 275:3 37.3 (DIRECT FLOW) 0 55. 276:3 35.4 (DIRECT FLAW) 0 56. 277:3 289.0 (DIRECT FLOW) 0 36. 278:1 23.7 1.2 1 11. 279:4 174.2 .9 0 36. 282:2 72.7 .0 5.O:D 0 55. 287:2 45.6 .1 11.5:D 1 21. 288:2 2.7 .1 4.6:D 2 11. 289:2 4.5 .1 6.6:D 2 13. 295:3 277.6 (DIRECT FLOW) 2 9. 296:3 10.3 (DIRECT FLAW) 0 42. 297:3 36.6 (DIRECT FLOW) 0 21. 298:3 112.0 (DIRECT FLAW) 1 29. 299:3 45.9 (DIRECT FLAW) 0 34. 303:2 1972.1 .1 339.6:D 3 32. 304:2 838.7 .1 81.6:D 2 18. 318:2 11.4 .1 8.5:D 2 6. 321:3 1972.7 (DIRECT FLOW) 3 33. 327:3 2930.0 (DIRECT FLAW) 1 31. 328:3 2303.1 (DIRECT FLOW) 1 29. 330:3 2292.2 (DIRECT FLAW) 1 27. 331:3 2424.2 (DIRECT FLOW) 1 4. 332:3 1992.4 (DIRECT FLOW) 0 59. 333:2 6.4 .1 5.O:D 2 3. 334:2 6.1 .1 4.9:D 2 2. 335:3 1544.4 (DIRECT FLOW) 0 54. 336:2 151.6 .1 4.4:D 0 47. 337:3 409.3 (DIRECT FLOW) 0 35. 338:3 1133.6 (DIRECT FLOW) 1 20. 340:2 109.7 .1 72.O:D 2 S. 342:3 824.4 (DIRECT FLOW) 0 41. 343:3 1162.1 (DIRECT FLAW) 1 20. 344:3 1116.2 (DIRECT FLOW) 1 20. 349:2 55.6 .1 8.2:D 1 13. 355:3 372.5 (DIRECT FLOW) 0 41. 356:3 117.3 (DIRECT FLAW) 0 35. 357:2 266.3 .1 8.7:D 0 55. 358:2 126.0 .1 3.5:D 0 49. 360:2 29.0 .1 2.5:D 0 50. 361:2 2.3 .1 .7:D 1 30. 362:2 1.5 .0 1.4:D 2 6. 363:2 4.8 .0 4.4:D 2 6. 364:2 7.5 .0 3.5:D 2 2. 370:2 27.7 .0 1.7:0 0 51. 371:2 106.3 .0 4.4:D 0 47. 372:2 77.9 .0 13.8:D 1 32. 373:2 100.0 .0 5.3:D 0 46. 374:2 4.2 .0 1.7:D 2 0. 380:2 18.6 .0 1.3:D 0 49. 395:3 277.6 (DIRECT FLAW) 2 9. 396:3 139.1 (DIRECT FLAW) 2 9. 402:4 2568.5 4.8 1 29. 406:4 154.2 .8 0 36. 407:1 230.1 1.9 0 37. 408:4 231.9 .8 0 36. 409:4 341.4 1.4 0 38. 410:3 4197.0 (DIRECT FLAW) 0 54. 411:4 192.1 .9 0 36. 412:4 4079.2 8.0 0 54. 414:4 3779.9 7.8 0 52. 415:4 287.6 .9 0 36. 417:4 318.4 .9 0 36. 419:4 3563.6 7.5 0 50. 420:4 2452.4 5.2 0 50. 421:4 167.1 1.2 0 37. 422:4 265.7 1.1 0 38. 423:4 454.0 1.2 0 41. 424:4 299.6 1.1 0 37. 425:4 2438.2 5.6 D 46 427:4 357.3 .9 0 36. 428:4 104.9 .6 0 37. 429:4 2055.3 5.9 3 8. 430:4 524.5 1.4 0 37. 432:4 2050.4 5.9 3 7. 433:4 2048.0 6.7 3 S. 434:4 152.3 .7 0 36. 435:2 119.3 3.2 0 33. 436:5 155.2 4.6 0 36. 441:4 292.7 1.1 0 37. 443:4 413.9 1.2 0 43. 445:1 134.8 .9 0 36. 446:4 182.6 .9 0 37. 447:5 845.9 6.8 0 44. 449:5 211.9 3.3 0 36. 450:4 277.2 1.0 0 39. 451:4 212.7 1.0 0 37. 452:4 154.7 1.3 0 36. 453:5 541.0 5.2 0 37. 455:4 265.2 1.3 0 38. 508:1 542.8 3.5 0 39. 509:1 82.1 .6 0 40. 510:4 2540.1 4.8 1 25. 511:4 2530.0 4.8 1 22. 512:4 2529.2 4.8 1 24. 513:5 40.6 2.3 1 22. 514:4 3956.0 7.9 0 53. 515:4 262.2 .8 0 41. $17:5 307.1 4.0 0 37. 518:2 9.0 .9 2 S. 519:4 3695.8 7.6 0 51. 520:4 3502.1 7.5 0 49. 521:4 164.7 .8 0 39. 522:4 894.9 1.3 0 43. 523:4 659.3 1.6 0 42. 524:4 1046.1 1.7 0 43. 525:4 2412.0 5.2 0 48. 528:4 96.0 .6 0 41. 529:4 2276.5 5.5 0 45. 530:2 5.8 .8 3 15. 533:4 2049.0 5.9 3 6. 534:4 139.1 .6 0 38. 535:4 80.9 .6 0 44. 536:5 141.8 4.6 2 17. 537:2 3.3 .8 2 19. 540:2 4.8 .9 30 26. 543:4 401.7 1.1 0 45. 548:4 307.5 1.0 0 41. 549:4 182.8 1.2 0 40. 552:2 14.2 .9 1 45. 553:5 751.3 6.6 0 42. 554:5 178.3 3.7 0 36. 555:5 41.0 1.8 1 7. 595:1 138.2 .9 2 10. 603:2 100.2 .1 22.1:D 3 26. 604:2 114.6 .1 37.6:D 2 3. 605:2 .0 .1 11.9:D 4 46. 610:2 2510.4 .1 77.9:D 1 22. 613:2 37.6 .1 2.9:D 0 54. 616:2 96.5 .1 3.8:D 0 45. 618:2 9.1 .1 3.9:D 2 1. 630:2 2304.6 .0 25.7:D 1 25. 637:2 3.3 .1 6.2:D 2 13. 640:2 4.8 .1 121.9:D 10 10. 641:2 108.5 .1 7.5:D 0 57. 642:2 5.8 .1 1.9:D 2 0. 646:2 59.9 .1 4.9:D 1 5. 652:4 120.9 1.0 0 39. 655:4 200.9 1.2 0 43. 695:3 138.6 (DIRECT FLOW) 2 9- 7 02 3 2568.5 (DIRECT FLOW) 1 29. 703:3 3789.3 (DIRECT FLOW) 1 34. 706:3 918.0 (DIRECT FLOW) 0 38. 707:3 771.2 (DIRECT FLOW) 0 38. 708:3 562.9 (DIRECT FLOW) 0 37. 720:3 3518.7 (DIRECT FLOW) 0 47. 726:3 663.3 (DIRECT FLOW) 0 35. 727:3 3085.2 (DIRECT FLOW) 1 37. 729:3 2301.6 (DIRECT PLOW) 0 43. 730:3 524.5 (DIRECT PLOW) 0 37. 735:3 269.8 (DIRECT PLOW) 0 35. 736:3 151.6 (DIRECT FLAW) 0 47. 740:3 1585.6 (DIRECT FLAW) 0 42. 749:3 211.9 (DIRECT FLAW) 0 36. 752:3 154.7 (DIRECT FLAW) 0 36. 755:3 265.2 (DIRECT FLOW) 0 38. 810:3 2510.4 (DIRECT FLAW) 1 22. 811:3 118.6 (DIRECT FLAW) 0 35. 812:3 2540.5 (DIRECT FLAW) 1 24. 813:3 163.6 (DIRECT PLOW) 0 35. 830:3 5.8 (DIRECT FLAW) 0 28. 835:3 111.0 (DIRECT FLOW) 0 28. 836:3 64.9 (DIRECT PLOW) 0 47. 838:2 701.5 .1 51.3:D 1 21. 849:3 14.2 (DIRECT FLAW) 0 29. 852:3 14.2 (DIRECT FLOW) 0 38. 855:3 41.0 (DIRECT FLAW) 0 24. 900:3 2304.6 (DIRECT FLOW) 1 25. 901:3 2257.0 (DIRECT FLOW) 1 25. 902:3 47.6 (DIRECT FLAW) 1 25. 925:3 .0 (DIRECT FLAW) 0 0. 930:3 518.7 (DIRECT FLOW) 0 37. 931:4 2433.6 7.8 1 6. 934:4 921.4 6.2 2 1. 935:3 158.8 (DIRECT FLOW) 0 35. 936:3 86.7 (DIRECT FLOW) 0 48. 937:4 1474.6 5.0 1 26. 938:4 1367.9 4.7 1 23. 939:3 1501.0 (DIRECT FLAW) 0 50. 940:4 207.2 2.2 0 54. 941:4 1346.8 4.3 0 52. 942:3 1289.0 (DIRECT FLOW) 0 50. 943:1 1265.5 .9 0 53. 945:1 157.3 1.7 0 41. 946:4 452.0 3.0 0 42. 947:1 187.9 2.0 0 40. 949:3 197.7 (DIRECT FLOW) 0 37. 952:3 140.5 (DIRECT FLOW) 0 37. 953:1 490.5 2.4 0 45. 955:3 224.2 (DIRECT FLOW) 0 39. 960:3 1179.7 (DIRECT FLOW) 0 44. 961:3 1408.3 (DIRECT FLAW) 0 47. 962:3 1501.0 (DIRECT FLOW) 0 50. 963:3 1370.5 (DIRECT PLOW) 1 21. 964:3 1484.9 (DIRECT FLAW) 1 22. 965:3 1430.1 (DIRECT FLOW) 0 53. 966:3 2798.1 (DIRECT PLOW) 1 28. 967:3 3971.4 (DIRECT PLOW) 0 52. 968:3 1478.5 (DIRECT FLOW) 1 24. 969:3 3711.0 (DIRECT PLOW) 0 49. 974:3 84.9 (DIRECT FLOW) 0 47. ENDPROGRAM PROGRAM CALLED ?ro- � 054 j 14vv j ro, 2 1 1 2 3 4 WATERSHED 0 TAFT HILL ROLLAND MOORE (SPRING CREEK) PMR- AS -BUILT HYDROLOGY 100-YEAR - 3.67-IN PILE: SCAB100.IN MAY 2008 ANDERSON CONSULTING ENGINEERS (PROP UPDATED ICG 2-17-15) 720 0000 1. 1 1. i 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 • INFLOW RYDROGRAPHS FROM CANAL IMPORTATION, OLD TOWN AND CSU UPDATED BY • ACE JANUARY 2005 • SPRING CANYON PARK RATING CURVE PROVIDED BY AYRES • TAFT HILL POND WITH NEW 1-FOOT CONTOURS AND OPTIMIZED FOR SCP • NEW ROLLAND MOORS PARK CONFIGURATION -2 .016 .25 .1 .3 .51 .50 .0018 143 240 7000 72.2 12. .062 170 357 4500 37.3 45. .014 180 964 4900 51.7 11. .030 182 360 3400 20.5 40. .015 184 361 1400 4.0 25. .014 146 358 1900 51.4 10. .075 167 247 3450 50.9 28. .078 168 355 3700 25.9 45. .013 169 356 2800 19.6 45. .009 171 358 2800 14.7 45. .010 144 244 4419 63.6 30. .013 145 962 5261 26.1 45. .023 345 838 6957 47.9 22. .012 147 962 4146 47.6 10. .064 347 946 7585 87.1 10. .064 148 34017350402.7 24. .219 149 349 8000 56.1 45. .010 150 241 5931 98.3 20. .070 152 242 4800 81.7 13. .148 153 953 8000205.2 15. .128 154 24310000139.5 18. .083 1 1 235 3900 27.8 40..0160 1 100 318 5500 43.9 40..0160 1 2 102 5000 32.1 40..0100 1 3 103 550 10.7 10..0160 1 4 104 2400 19.3 40..0100 1 5 105 5100 39.6 40..0200 1 6 106 6500 47.2 40..0100 1 7 107 3600 27.6 30..0130 1 8 108 7700 50.4 45..0100 1 9 109 1100 6.4 50..0100 1 10 110 3000 20.0 30..0330 1 11 111 4000 42.4 60..0100 1 12 112 2800 18.9 45..0130 1 14 114 3200 42.8 62..0130 136 336 8000 60.9 40. .015 158 337 9200 70.6 40. .015 137 232 7600 58.4 40. .015 38 233 8000 39.1 63. .011 139 235 2500 18.6 45. .02 141 245 5000 49.4 30. .013 142 236 4500 62.6 30. .034 BEGINNING OF SUBBASINS MODIFIED BETWEEN DRAKE ROAD AND COLLEGE AVENUE 121 221 5500 62.4 90. .015 122 321 2500 16.6 75. .010 125 261 2450 22.6 51. .015 126 726 7900 72.6 25. .015 127 727 4557 41.8 25. .015 128 327 6000 41.7 40. .015 129 328 3500 19.9 72. .010 130 13015000 90.3 50. .020 131 131 3700 17.8 60. .025 132 333 5200 22.1 71. .020 133 330 4900 33.9 67. .025 37 331 2500 17.1 10. .010 134 230 5500 61.8 10. .020 135 334 7000 22.6 57. .025 86 187 6470 10.4 100. .020 87 287 9350 53.7 90. .010 88 288 3100 17.8 82. .010 89 289 2750 25.4 90. .010 END OF SUBBASINS MODIFIED BETWEEN NEW MERCER DITCH AND COLLEGE AVENUE BEGINNING OF SUBBASINS MODIFIED TRIBUTARY TO VIM ODTPALL CHANNEL 70 370 2030 14.0 40. .020 71 371 4150 42.1 45. .022 72 372 6650 76.3 40. .020 73 173 3000 24.9 60. .020 74 374 2920 8.7 60. .015 75 373 3500 34.9 80. .020 76 277 1450 33.2 25. .010 77 277 1710 11.8 70. .010 78 178 9500109.1 40. .020 79 179 5360 49.2 40. .020 80 380 1160 9.3 90. .015 50 153 9500 44.6 45. .029 60 279 3200 30.8 60. .020 61 50 9800 20.4 90. .010 62 362 857 5.9 70. .010 63 363 3140 10.3 80. .010 64 364 1550 14.2 90. .010 65 50 500 6.5 e. .009 66 50 1550 17.8 55. .009 67 260 1720 29.2 55. .008 68 260 680 11.5 55. .008 • E41D OF SUBBASINS MODIFIED TRIBUTARY TO VTH OUTPALL CHANNEL * BEGINNING OF SUBBASINS MODIFIED DOWNSTREAM OF COLLEGE AVENUE 1 202 402 4050 37.5 59. .020 1 203 603 4500 24.6 90. .020 1 204 604 5000 35.6 73. .020 1 205 605 6000 50.5 43. .030 1 206 406 2600 21.5 90. .014 1 207 407 4500 37.6 90. .020 1 208 408 4400 40.5 54. .012 1 209 409 6000 68.2 64. .010 1 210 509 950 16.5 85. .020 1 211 411 3100 26.0 75. .015 1 212 412 6500 61.4 55. .030 1 213 613 3500 25.1 70. .020 1 214 414 4500 48.0 10. .025 1 215 415 6000 44.7 55. .010 1 216 616 4000 31.3 70. .010 1 217 417 6500 57.5 45. .020 1 218 618 1800 18.4 80. .020 1 219 419 4500 40.8 79. .035 1 220 420 3500 31.7 65. .035 1 221 421 4500 40.3 45. .009 1 222 422 7000 59.5 53. .008 1 223 523 7300 74.9 45. .005 1 224 424 4000 37.4 56. .020 1 225 425 3100 26.8 50. .030 �• BASIN 226 SPLIT INTO TWO BASINS 226 AND 999 ICG 2-17-15 1 226 425 4000 31.5 52. .035 1 999 425 540 4.4 48. .028 1 227 427 5000 48.5 54. .015 1 228 428 2500 24.5 45. .010 1 229 429 6000 58.4 50. .025 1 230 43010000110.2 51. .010 1 232 432 3700 33.9 27. .028 1 233 433 3800 33.9 79. .020 1 234 434 3500 28.7 45. .015 1 235 735 2700 22.6 55. .015 1 236 436 3000 20.4 70. .020 1 237 637 3500 26.8 60. .020 • SPRING CREEK CENTER SUBBASIN 1 256 811 1700 14.4 70. .020 • SUBSTATION SUBBASIN 1 257 813 1400 22.6 70. .020 • DIVISION OF CE SUBBASIN 210 1 258 410 1500 13.2 20. .020 • BEGINNING OF SUBBASINS TRIBUTARY TO PARKWOOD LAKE 1 240 740 7000 47.9 78. .020 1 241 441 5600 56.5 53. .020 1 242 642 1250 9.3 90. .020 1 243 443 5000 34.1 55. .008 1 244 740 2800 25.7 54. .008 1 245 445 2400 22.2 72. .005 1 246 446 4400 40.7 52. .008 1 247 447 3300 30.2 60. .013 1 248 548 3000 30.3 70. .009 1 249 449 5000 35.5 57. .010 1 250 450 2500 15.5 67. .008 1 251 451 4500 40.9 62. .021 1 252 452 2500 20.0 90. .013 1 253 453 8000 83.7 45. .013 1 254 554 3500 28.3 45. .018 1 255 455 3200 25.5 90. .010 • END OF SUBBASINS MODIFIED TRIBTARY TO PARKWOOD LAKE AND D/S OF COLLEGE AVE 0 0 243 242 4 8. 2200. .013 S. S. .04 6. 68. 2200. .013 15. 15. .04 50. 242 960 4 8. 1350. .014 10. 10. .04 6. 128. 1350. .014 20 20. .04 50. 953 960 1 0. 4400. .041 10. 10. .04 100. 960 241 0 3 .1 1. .01 .13 .1 241 961 4 8. 1700. .009 10. 20. .04 6. 128. 1700. .009 20. 20. .04 50. 349 961 12 2 .1 1. 0. 0. 0.53 3. 3.48 6. 5.86 7. 6.13 9. 6.40 12. 6.74 Ia. 7.02 24. 7.28 30. 7.65 40. 8.00 50. 8.32 60. 961 941 0 3 .1 1. .01 .13 .1 941 962 4 8. 1750. .009 10. 10. .04 6. 128. 1750. .009 20. 20. .04 50. •• Begin change 962 939 0 3 .1 1. .01 .13 .1 • Diversion of flows > 10-year to Regional Pond 942 939 940 12 3 .1 1. 0. 0. 126. 0. 400. 234. 600. 420. 900. 710. 1000. 812. 1100. 908. 1200- 1000. 1300. 1099. 1400. 1193. 1500. 1288. 1600. 1380. 940 946 4 8. 650. .007 10. 10. .045 6. 128. 650. .007 20. 20. .045 50. ' 946 342 4 e. 950. .007 10. 10. .045 6. 128. 950, .007 20. 20. .045 50. 942 943 3 .1 1. .01 943 838 1 200. 1550. .010 10. 10. .02 6. ' • Conceptual Regional Pond B38 239 23 2 .1 1. .01 .13 .1 0.0 0.0 0.03 6.0 29.1 6.2 32.3 10.5 33.4 15.0 36.3 39.5 37.8 64.0 39.0 88.5 40.0 113.0 40.7 137.5 41.5 162.0 42.1 186.5 42.7 211.0 43.4 235.5 43.8 260.0 46.6 390.0 1 48.7 520.0 50.6 650.0 52.3 780.0 53.7 910.0 54.8 1040.0 55.9 1170.0 56.6 1300.0 239 344 4 8. 750. .007 10. 10. .045 6. 128. 750. .007 20. 20. .045 50. •• End change 358 355 13 2 .1 1. .01 .13 .1 0.0 0.0 0.6 0.0 2.70 2.8 2.07 7.0 2.26 15.0 2.36 20.0 .70 40.0 2.94 60.0 3.14 80.0 3.32 100.0 3.63 140.0 3.90 180.0 3.98 200.0 247 947 0 1 10. 1600. .013 4. 4. .040 100. 947 355 0 1 10. 650. .012 4. 4. .040 100. ' 355 342 0 3 .1 1. .01 .13 .1 356 338 0 3 .1 1. .01 .13 .1 338 343 0 3 .1 1. .01 .13 .1 342 239 0 3 .1 1. .01 .13 .1 343 238 0 3 .1 1. .01 .13 .1 344 338 0 3 .1 1. .01 .13 .1 ' 238 963 4 8. 800. .001 9100 , 9. .040 6. 116. 800. .001 100. . .040 50. 963 938 0 3 .1 1. .01 .13 .1 938 964 4 8. 600. .007 9. 9. .04 6. 116. 600. .007 100. 100. .04 50. 964 237 0 3 .1 1. .01 .13 .1 ' 340 240 15 2 .1 1. .01 .13 .1 0.0 0. 17 .2 5. 22.7 10. 27.7 15. 31.5 20. 34.3 25. 37.6 30. 43.7 40. 48.1 50. 52.6 60. 61.5 80. 68.2 100. 76.0 120. 86.3 150. 100.3 200. 240 357 0 1 5. 3500. .014 5. 5. .035 50. 357 963 16 2 .1 1. .01 .13 .1 0.0 0.0 0.25 4.0 0.58 8.0 1.61 12.0 3.57 16.0 5.00 18.0 5.54 18.7 6.56 40.0 7.09 60.0 7.54 80.0 8.03 120,0 0.25 160.0 8.43 200.0 8.65 260.0 8.87 330.0 9.07 400.0 360 963 7 2 .1 1. .01 .13 .1 ' 0.0 0.0 0.05 2.7 0.26 4.2 0.73 5.4 1.51 6.3 2.06 6.7 2.60 32.6 361 964 7 2 .1 1. .01 .13 .1 0.0 0.0 0.03 0.19 0.23 0.37 0.55 0.48 0.64 0.5 0.75 5.4 0.83 11.2 244 964 1 0, 2000, ,010 10, 20, .04 4. • 237 968 4 8. 900. .006 9. 9. .04 6. 116. 900. .006 100. 100. .04 50. 968 937 0 3 .1 1. INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (PV&L BOOM OF DRAKE ROAD) -1 8 343 20 3 .1 1. 0.0000 ' 0.0 0.6500 0.0 0.7833 3.4 0.8833 15.4 1.0000 24(.9 1.1500 28.4 1.2333 28.8 1.3333 28.5 3.0000 19.7 3.5000 17.9 3.8333 17.0 4.0000 16.8 4.5000 16.2 5.0000 15.2 6.0000 12.9 8.0000 9.5 9.0000 8.2 10.0000 7.3 11.0000 6.6 12.0000 6.1 • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (PVSL NORTH OF DRAKE ROAD) -1 7 233 15 3 ,1 1. ' 0.0000 0.0 0.6333 0.0 0.7833 101.7 0.8333 108.1 1.0833 83.2 1.2500 74.1 1.5500 65.2 2.0667 53.7 2.6833 23.1 2.9333 15.8 3.3500 8.4 3.6667 5.6 4.1333 1.7 5.4833 0.0 12.0000 0.0 • INFLOW HY)ROGRAPH FROM CANAL IMPORTATION BASIN (MANCHESTER POND) ' -1 38 233 20 3 .1 1. 0.0000 0.0 0. 1500 0.0 0.2167 0.5 0.3167 3.9 0.4333 9.6 0.5667 20.1 0.6667 23.0 0.8500 23.1 0.9667 23.6 1.0667 23.6 1.2500 23.0 2.6833 23.0 4.3333 20.0 5.8500 8.3 6.4667 4.9 6.7833 3.0 7.3000 1.4 8.0833 0.4 9.5500 0.0 12.0000 0.0 ' • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (NMD AT SPRING CREEK) -1 29 332 20 3 ,1 1. 0.0000 0.0 0.3833 0.00 0.4333 16.8 0.5000 68.5 0.6167 377.7 0.6500 387.9 0.6833 382.6 0.8000 392.4 0.9500 385.7 1.2333 384.4 1.6167 348.6 2.0500 271.1 2.3667 202.7 2.6667 167.5 2.9167 148.3 3.2500 138.7 ' 6.2167 122.6 •7.0333 115.4 9.3833 81.7 12.0000 65.8 925 968 0 3 .1 1. 245 945 1 0. 1000. .012 10. 10. .04 4. 945 236 1 0. 1400. .029 10. 10. .04 4. 937 236 4 8. 600. .007 6. 6. .04 4. 56. 600. .007 30. 30. .04 50. 236 304 4 8, 700. .011 6, 6, .04 4. 56. 700. .011 30. 30. .04 50. • PROPOSED POND WEST OF TAFT HILL ROAD (BY SEAR -BROWN; modified by City-SCPaYk50) 304 934 12 2 .1 1000. .001 .i00 .1 0.00 0. 0.06 100.0 0.27 200.0 0.83 300.0 2.59 400.0 7.58 500.0 15.47 600.0 32.58 700.0 . 71.62 800.0 80.59 831.7 83.29 851.0 84.12 863.8 233 934 2 6. 1150. .011 0. 0. .013 6. 934 235 4 8. 700. .007 2. 2. .04 6. 15. 700. .007 30. 30. .04 50. 235 965 4 8. 700. .007 2. 2. .04 6. 25. 700. .007 30. 30. .04 50. 965 234 0 3 .1 1. .01 .13 .1 234 335 4 8. 800. .010 2. 2. .04 2. 16. 800. .010 30. 30. .04 50. 232 332 4 e. 2640. .0069 2. 2. .04 5. 0. 2640. .009 35. 35. .04 50. 335 232 0 3 .1 1. 336 736 11 2 .1 1. 0. 0. 0.10 45. 0.22 50. 1.13 55. 2.67 60. 3.61 63. 4.09 94. 4.27 124. 4.40 155. 4.50 185. 4.65 230. 936 736 836 7 3 .1 1. 0. 0. 63. 0. 94. 30. 124. 60. 155. 90. 185. 120. 230. 165. 836 231 0 3 .1 1. 936 332 0 3 .1 1. 337 335 0 3 .1 1. 332 231 0 3 .1 1. 101 965 0 4 7. 750. .0146 .001 .001 .016 4. 10. 750. .0146 4 4 .035 100. 318 118 2 2 .1 1- 0. 0. 8.55 11.4 118 101 0 1 8. 590. .010 4. 4. .035 4. 119 Ila 0 1 4. 729. .011 4. 4. .035 5. 102 120 0 5 2. 3000. .010 .013 2. 1. 3000. .010 33. 33. .016 100. 104 103 0 5 4.0 1300. .0044 0. 0. .013 4. 1.0 1300. .0044 33. 33. .016 100. 103 119 9 2 .1 1000. .0001 0. 0. .100 .1 0. 0. 0.06 10. 4.38 20. 16.11 30. 19.74 40. 23.38 50. 27.37 60. 29.65 65. 31.31 80. 120 119 0 1 2.5 650. .0165 4. 4. .035 4.5 124 123 0 1 2. 900. .0060 4. 4. .035 4.5 105 104 0 5 2. 2100. .0050 0. 0. .013 2. 1. 2100. .0050 33. 33. .016 100. 106 104 0 5 3.5 1750. .01 0. 0. .023 3.5 1. 1750. .01 33. 33. .016 100. 126 124 0 1 2. 1140. .006 4. 4. .035 4.5 108 124 8 2 .1 1. 0. 0. 0.49 4.2 2.32 7.6 3.85 9.1 6.31 11.1 6.48 48. 6.65 116. 6.81 204. 127 126 0 5 1.5 166. .016 0. 0. .016 3. 1. 166. .016 33. 33. .016 100. 109 126 2 2 .1 1. 0. 0. 1.33 1.7 107 123 0 5 1.8 633. .002 0. 0. .013 1.8 1. 633. .002 33. 33. .016 100. 123 120 0 1 4. 1300. .006 4. 4. .035 4.5 110 106 0 5 2. 80. .005 .0 .0 .013 2. 1. 80. .005 33. 33. .016 100. 111 127 0 4 2. 800. .02 .3 .3 .040 3.5 4. 800. .02 4. 4. .035 100. 112 128 5 2 .1 1. 0. 0. 2.90 5.6 2.93 12.2 2.96 24.2 2.98 39.8 128 127 0 1 1. 1300. .008 S. 5. .06 3. 114 129 0 1 1. 1200. .010 5. 5. .06 6. 129 111 0 1 2. 550. .004 3. 3. .035 4. + BEGINNING OF MODIFICATIONS DOWNSTREAM OF NEW MERCER DITCH (LA, 1997) 231 331 4 10. 1500. .012 2. 2. .04 3. 22. 1500. .012 10. 10. .04 10. + INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (LCC42 AT SPRING CREEK) -1 52 331 17 3 .1 1. 0.0000 0.0 0.7000 0.0 0.9000 269.0 1.0167 341.5 1.0667 356.2 1.1667 368.5 1.3000 340.2 1.6667 240.9 1.7500 229.8 2.5667 187.5 3.0000 174.3 3.6667 163.3 6.7333 130.0 8.1500 121.6 10.5500 112.6 11.1500 107.6 12.0000 92.1 331 931 0 3 .1 1. + CONCEPTUALIZED DETENTION POND FOR RAINTREB TOWNHOMES DETENTION POND SYSTEM 333 931 4 2 .1 A. 0. 0. 2.1 5.6 3.9 6.1 5.0 6.4 • CONCEPTUALIZED DETENTION POND FOR THE PRESERVE DETENTION POND SYSTEM 334 931 4 2 .1 1. 0. 0. 2.0 4.8 3.8 5.7 4.9 6.1 931 230 4 10. 700. .003 2. 2. .04 3. 22. 700. .003 10. 10. .04 10. 230 630 4 10. 800. .003 2. 2. .04 3. 22. 800. .003 10. 10. .04 10. 131 330 5 2.5 900. .0050 0. 0. .013 2.5 0. 900. .0050 50. 50. .016 5. * INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (VILLAGE WEST POND) -1 34 630 16 3 .1 1. 0.0000 0.0 0.1000 0.0 0.1333 0.5 0.2500 10.0 0.3167 18.2 0.4333 18.4 0.5333 18.9 0.6667 20.2 2.0833 19.9 3.5333 18.2 3.6167 6.3 3.7500 1.8 3.8833 0.6 4.1667 0.1 4.5333 0.0 12.0000 0.0 • Proposed Rolland Moore Park Pond, Current design by ACE. 630 900 24 2 1. 0.00 0.0 0.03 100.0 0.05 200.0 0.11 300.0 0.15 400.0 0.43 500.0 0.81 600.0 1.15 700.0 1.80 800.0 2.59 900.0 3.29 1000.0 4.95 1200.0 7.95 1400.2 11.21 1611.9 14.69 1823.0 19.04 2033.9 24.19 2244.8 25.73 2303.8 27.04 2355.5 27.92 2422.1 29.02 2512.6 30.45 2642.1 31.33 2732.2 32.32 2844.2 902 900 901 23 3 1. 0.0 0.0 100.0 0.0 1397.4 0.0 1400.2 0.2 1611.9 11.9 1823.0 23.0 2033.9 33.9 2244.8 44.8 2261.6 45.6 2308.8 41.8 2346.6 50.6 2355.3 51.3 2422.1 86.1 2455.9 103.9 2511.6 135.6 2549.7 157.7 2569.9 169.9 2610.5 194.2 2642.1 213.5 2720.6 263.5 2732.2 271.0 2819.3 329.5 2844.2 346.2 901 229 3 1. 902 327 3 1. 229 330 0 1 40. 1200. .006 4. 4. .040 10. 330 228 0 3 .1 1. 228 328 0 1 70. 1200. .003 4. 4. .040 10. 328 966 0 3 .1 1. • INFLOW HYDROGRAPH FROM CANAL IMPORTATION BASIN (CI CHANNEL AT SPRING CREEK) -1 43 966 19 3 .1 1. 0.0000 0.0 0.1333 0.0 0.3500 10.5 0.4333 29.2 0.7167 367.9 0.8000 399.6 1.0000 360.1 1.4000 502.0 1.7667 463.4 2.0167 475.3 2.1667 459.4 3.0000 248.5 3.4333 171.5 4.1167 103.3 5.0000 62.9 6.1167 27.7 7.0167 12.5 8.0167 8.0 12.0000 5.6 966 227 0 3 .1 1. .01 .13 .1 227 327 0 1 ISO. 1600. .003 4. 4. .040 10. 130 327 0 1 30. 1750. .005 4. 4. .040 5. 327 226 0 3 .1 1. 226 727 4 S. 1100. .003 2. 2. .04 4. 24. 1100. .003 100. 100. .04 50. • CONCEPTUALIZED DETENTION POND FOR CENTRE FOR ADVANCED TECHNOLOGY 287 187 4 2 .1 1. 0. 0. 9.3 11.3 11.2 11.9 12.1 120.0 187 189 5 3.5 1800. .010 0. 0. .013 3.5 0. 1800. .010 50. 50. .016 S. • CONCEPTUALIZED DETENTION POND FOR CENTRE FOR ADVANCED TECHNOLOGY 288 189 2 2 .1 1. 0. 0. 4.6 2.7 • CONCEPTUALIZED DETENTION POND MR CENTRE FOR ADVANCED TECHNOLOGY 289 260 2 2 .1 1. 0. 0. 6.7 4.5 189 27 5 3. 1200. .040 0. 0. .013 3. 0. 1200. .040 so. so. .016 S. • UPSTREAM END OF MODIFICATIONS FOR VIE OUTPALL CHANNEL BASIN (LA, 1997) • KINGSTON WOODS DETENTION POND 370 170 8 2 1. 0.00 0.0 0.14 1.4 0.49 2.0 1.06 2.5 1.27 2.6 1.67 6.1 1.71 22.8 1.80 53.0 170 371 5 1.5 1620. 0.007 .0 .0 0.011 1.5 50.0 1620. 0.007 5. S. 0.025 2.0 • CHAPARRAL DETENTION POND 371 271 18 2 1. 0.00 0.0 0.19 2.0 0.23 4.0 0.29 6.0 0.40 8.0 0.58 10.0 0.86 12.0 1.31 14.0 1.90 16.0 2.63 18.0 3.58 20.0 3.82 20.4 4.00 30.0 4.11 40.0 4.20 50.0 4.29 60.0 4.35 70.0 4.46 121.0 • DIVERSION FROM CHAPARRAL DETENTION POND TO FOOTHILLS BASIN 273 271 272 8 3 1. 0.0 0.0 20.4 0.0 30.0 9.2 40.0 19.0 50.0 28.9 60.0 38.7 70.0 48.6 121.0 99.6 272 171 3 1. • CHAPARRAL DETENTION POND SPILLWAY OVERFLOW TO FOOTHILLS BASIN 273 974 3 1. 171 372 5 1.5 950. 0.008 .0 .0 0.013 1.5 50.0 950. 0.008 S. 5. 0.025 2.0 • WAGON WHEEL DETENTION POND 372 173 14 2 1. O.OD 0.0 0.08 2.0 0.10 4.0 0.25 6.0 0.52 8.0 0.90 10.0 1.61 12.0 2.48 14.0 4.43 16.0 12.43 18.0 13.23 18.4 13.48 36.0 13.55 45.0 13.84 90.0 173 175 5 2.0 1070. 0.007 .0 .0 0.013 2.0 50.0 1070. 0.007 S. S. 0.025 3.0 • SILVERPLUME DETENTION POND 374 174 2 2 1. 0.00 0.0 1.97 4.75 174 373 1 1. 1200. 0.005 50. 50. 0.016 0.5 • ROCKY MOUNTAIN HIGH SCHOOL DETENTION POND 373 175 3 2 1. 0.00 0.0 5.10 7.0 5.35 100.0 175 277 5 2.5 950. 0.007 .0 .0 0.013 2.5 50.0 950. 0.007 S. 5. 0.025 3.5 277 177 3 1. 177 178 5 3.5 1550. 50.0 1110. 178 51 5 5.0 920. * WOODNEST DETENTION POND 51 181 19 2 0.51 80.0 0.77 0.009 .D .0 0.013 3.5 300.0 180.0 1. 2 a.0 0.19 40.0 0.31 60.0 1 .11 120.0 1.50 140.0 3.05 200.0 5.87 220.0 9.39 240.0 13.46 260.0 14.04 262.0 14.27 277.0 14.96 338.0 15.65 469.0 16.64 650.0 • DRAKE ROAD/SHIELDS STREET DETENTION 380 180 2 2 1. 0.00 0.0 1.31 18.6 ISO 181 5 1.75 2470. 0.007 .0 .0 0.013 1.75 50.0 2470. 0.007 5. S. 0.025 2.5 • CENTRE FOR ADVANCED TECHNOLOGY FILING 19 DETENTION POND 363 181 4 2 1. 0.00 0 0.0 3.7 4.7 5.1 5.0 5.9 87.4 • CENTRE FOR ADVANCED TECHNOLOGY (EAST OF NEW MERCER DITCH) DETENTION POND 364 181 4 2 1. 0.0 0.0 2.9 2.9 3.5 3.0 3.8 30.0 181 50 5 5.0 1390. 0.011 .0 .0 0.013 5.0 50.0 1390. 0.011 5. 5. 0.025 6.0 153 156 4 .5 750. .0058 12. 12. 0.016 0.5 12.0 750. .0058 20. 20. 0.020 2.0 156 282 3 1. • AVOCET ROAD DETENTION AREA 282 274 14 2 1. 0.00 0.0 0.02 3.4 0.03 6.7 0.05 16.0 0.22 24.9 0.60 32.5 0.98 34.4 2.29 36.0 3.32 36.5 3.62 38.7 3.92 40.8 4.22 45.9 4.53 53.1 5.22 81.4 • DIVERSION FROM AVOCET ROAD DETENTION AREA TO LARIMER COUNTY CANAL NO. 2 276 274 275 7 3 1. 0.0 0.0 36.5 0.0 38.7 2.0 40.8 4.0 45.9 9.0 53.1 16.0 81.4 44.0 275 50 3 1. • AVOCET ROAD DETENTION AREA SPILLS TO LCC#2 276 278 3 1. 278 279 1 20. 1000. 0.0004 2. 2. 0.035 4.0 279 50 4 .5 1000. .0050 50. 50. 0.016 0.5 50.0 1000. .0050 10. 10. 0.035 2.0 • DETENTION POND FOR CSU PROPERTY (BASIN 62) 362 50 2 2 1. 0.00 0.0 1.40 1.5 • VTH DETBNTION POND 50 160 12 2 1. 0.00 0.0 1.59 2.0 2.28 5.0 2.73 8.0 3.42 10.0 4.68 33.0 6.02 55.0 7.37 79.0 10.42 130.0 13.99 326.0 18.12 440.0 21.57 528.0 160 260 1 10. 1360. 0.004 4. 4. .040 5. 260 161 3 1. 161 261 1 10. 1400. 0.025 4. 4. .040 5. 261 726 3 1. • DOWNSTREAM END OF MODIFICATIONS FOR VTH OUTFALL CHANNEL BASIN (LA, 1997) • INFLOW HYDROGRAPHS FROM CSU PORTION OF OLD TOWN BASIN (ACE, 1999) -1 295 395 20 3 1. 0.0000 0.0 0.1000 0.0 0.5000 18.9 0.6000 29.1 0.8000 16.8 1.1000 12.7 1.8167 11.6 1.9333 224.9 2.0167 264.0 2.1000 276.5 2.1333 277.9 2.2167 275.4 2.8667 193.2 3.3167 146.8 3.9000 101.9 4.8667 55.6 5.6000 35.1 6.4167 21.0 8.0667 10.0 12.0000 10.0 • DIVERSION RATING CURVE FOR INFLOW HYDROGRAPH 295 695 395 396 13 3 .1 1. 0.0 0.0 3.7 0.0 4.4 0.3 6.7 1.0 10.0 2.7 12.1 3.8 15.5 5.7 19.6 7.9 25.3 10.9 112.6 53.4 213.8 103.4 314.5 158.9 414.9 208.4 396 726 3 .1 1. 695 595 3 .1 1. -1 296 726 16 3 1. 0.0000 0.0 0.1833 0.0 0.3333 0.8 0.5000 3.5 0.6333 9.8 0.6833 10.3 0.7000 10.3 0.8000 8.6 09667 4.8 1.1500 2.9 1.4167 1.9 2.0000 1.3 2.4667 0.4 3.0000 0.1 3.8333 0.0 12.0000 0.0 -1 297 27 17 3 1. 0.0000 0.0 0.1167 0.0 0.1500 0.7 0.2333 10.7 0.3167 35.8 0.3333 36.6 2.0333 36.6 2.2500 34.8 2.6500 34.2 4.4667 33.8 5.9333 32.6 8.3833 32.2 8.4667 31.6 10.6000 4.2 10.7833 2.9 11.1500 2.2 12.0000 2.0 -1 298 727 20 3 1. 0.0000 0.0 0.1000 60.0 0.1833 61.8 0.3667 80.3 0.5167 108.5 1.1500 108.5 1.2000 106.8 1.3500 106.4 1.4333 109.1 1.4667 112.0 3.3500 112.0 3.7333 107.1 4.6167 105.0 5.9667 105.0 6.5000 94.2 7.4667 82.1 8.7833 68.8 9.0000 66.2 9.3833 65.4 12.0000 65.1 -1 299 727 20 3 1. 0.0000 0.0 0.1167 0.0 0.1667 0.8 0.3167 19.3 0.4333 26.9 0.5500 45.9 0.8667 45.9 1.0167 40.8 1.3333 36.1 1.6833 33.8 2.0167 32.4 2.4833 29.0 2.8667 26.4 3.3333 25.1 3.8333 18.1 4.7167 14.6 5.6000 8.5 6.3000 5.4 10.3333 0.0 12.0000 0.0 727 27 3 .1 1. 27 703 3 .1 1. 726 703 3 .1 1. 703 303 3 .1 1. * DETENTION POND UPSTREAM OF SER 303 218 22 2 .1 30. .1 0. 0. .08 .1 0.0 0.0 0.04 96.0 0.74 195.0 1.51 244.0 2.38 348.0 3.86 461.0 6.53 580.0 12.92 754.0 26.46 862.0 47.29 995.0 58.57 1058.0 75.50 1156.0 111.28 1306.0 156.07 1415.0 208.82 1625.0 266.61 1791.0 I 329.14 1947.0 375.32 2058.0 396.07 2220.0 420.03 2546.0 432.38 2840.0 445.44 3227.0 218 321 4 10. 600. .006 2. 2. .04 3. 22. 600. .006 10. 10. .04 10. 221 321 5 4. 1750. .0250 0. 0. .013 4. 0. 1750. .0250 50. 50. .016 5. 321 222 0 3 .1 1. ' COLLEGE AVENUE, DOWNSTREAM LIMIT OF MODIFICATIONS (LA, 1997) BEGINNING OF MODIFICATIONS (ACE, 1999) PARKWOOD LAKE TRIBUTARY BASIN (POND ID 640) (ACE, 1999) 452 752 4 0. 600. .002 0. 50. .016 35. 600. .002 10. 0. .035 952 752 852 3 3 .1 1. 0.0 0.0 14.2 0.0 514.2 500.0 852 552 0 3 .1 1. 552 449 2 3.0 1600. .010 .013 3.0 952 652 0 3 .1 1. 652 455 4 0. 700. .005 0. 50. .016 35. 700. .005 10. 0. .035 455 755 4 0. 850. .005 0. 50. .016 35. 850. .005 10. 0. .035 955 755 855 3 3 .1 1. 0.0 0.0 41.0 0.0 541.0 500.0 955 655 0 3 .1 1. 655 221 4 0. 1050. .005 0. 50. .016 35. 1050. .005 10. 0. .035 855 555 0 3 .1 1. 555 554 5 2.5 1000. .013 .013 0. 1000. .013 50. 50. .016 554 453 5 3.0 1200. .010 .013 0. 1200. .010 50. 50. .016 453 553 5 4.0 1300. .008 .024 0. 1300. .008 50. 50. .016 451 450 4 0. 1400. .005 50. 50. .016 40. 1400. .005 10. 10. .035 450 553 4 0. 950. .008 50. 50. .016 70. 950. .008 10. 10. .035 553 447 5 5.5 1300. .010 .013 0. 1300. .010 50. 50. .016 446 646 4 0. 1200. .004 50. 50. .016 40. 1200. .004 10. 10. .035 646 447 9 2 .1 1. 0.0 0.0 0.88 3.0 1.23 10.0 2.08 2.95 24.0 3.96 27.0 4.68 28.9 4.82 4.88 65.0 447 740 5 5.5 1300. .007 .013 0. 1300. .007 50. 50. .016 449 749 5 2.5 1250. .009 .013 0. 1250. .009 50. 50. .016 949 749 849 3 3 .1 1. 0.0 0.0 14.2 0.0 514.2 500.0 849 0 3 .1 1. 949 549 0 3 .1 1. 549 548 4 0. 750. .005 0. 50. .016 25. 750. .005 10. 0. .035 548 443 4 0. 1200. .006 50. 50. .016 50. 1200. .006 10, 10. .035 443 543 4 0. 1400. .005 50. 50. .016 50. 1400. .005 10. 10. .035 543 740 4 0. 950. .008 50. 50. .016 70. 950. .008 10. 10. .035 445 740 1 0. 700. .004 50. 50. .016 642 740 3 2 .1 1. 0.0 0.0 2.53 7.6 4.31 44.0 441 641 4 0. 1200. .005 50. 50. .016 SD. 1200. .005 10. 10. .035 641 740 4 2 .1 1. 0.0 0.0 6.54 4.4 7.22 8.8 7.68 740 640 0 3 .1 1. 640 540 7 2 .1 1. 0.0 0.0 6.76 1.0 14.98 2.0 21.43 51.71 4.0 74.99 4.3 130.43 4.9 540 513 2 1.5 5300. .005 .013 MAIN SPRING CREEK PLOW PATH DOWNSTREAM OF COLLEGE AVENUE (ACE, 1999) 222 433 4 e. 450. .007 7. 3. .04 8. 450. .007 100. 100. .04 595 436 1 0. 450. .005 50. 50. .016 436 536 5 4. 550. .004 .013 0. 550. .004 50. 50. .016 637 537 3 2 .1 1. 0. 0. 0.25 3.25 11.87 3.25 537 536 2 1.25 525. .004 .013 536 735 5 4. 600. .004 .013 0. 600. .005 50. 50. .016 935 735 835 3 3 .1 1. 0.0 0.0 111.0 0.0 511.0 400.0 935 535 3 .1 1. 535 429 4 0. 2300. .006 50. 50. .016 50. 2300. .006 10. 10. .035 835 435 3 .1 1. 435 433 2 5.0 1150. .004 .013 433 533 4 8. 500. .007 7. 3. .04 88. 500. .007 100. 100. .04 434 534 4 0. 850. .015 50. 50. .016 50. 850. .015 10. 10. .035 .7 2. .7 2. .7 2. .7 2. 2.5 7. 3.0 7. 4.0 7. .4 2. .7 2. 5.5 7. .4 2. 20.0 50.0 5.5 7. 2.5 7. .5 2. .5 2. .5 2. .7 2. 1. .5 2. 159.9 3.0 1.5 8. 50. 2. 4. 7. 1.25 4. 7. .5 2. S. B. 50. .5 2. 534 533 4 0. 800. .027 50. so. .016 .5 50. Soo. .027 10. 10. .035 2. 533 432 4 8. 600. .004 3. 3. .04 1.25 20. 600. .004 8. 8. .035 50. 432 429 4 S. 600. .004 3. 3. .04 1.25 20. 600. .004 e. 8. .035 50. 429 729 4 S. 700. .004 3. 3. .04 1.25 20. .700. .004 8. 8. .035 50. 729 529 3 .1 1. 430 730 4 0. 1300. .005 so. 50. .016 .5 50. 1300. .005 10. 10. .035 2. 930 730 830 3 3 .1 1. 0.0 0.0 5.8 0.0 505.8 500.0 930 423 3 .1 1. 830 530 3 .1 1. 530 729 2 2.0 2500. .007 .013 2. 428 528 4 0. 1150. .010 so. 50. .016 .4 40. 1150. .010 10. 10. .035 2. 528 427 4 0. 800. .013 so. 50. .016 .5 50. Soo. .013 30. 10. .035 2. 427 729 4 0. Soo. .016 50. 50. .016 .5 50. 800. .016 10. 10. .035 2. 529 425 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 so. 425 525 4 20. 1000. .007 6. 9. .04 6. 110. 1000. .007 65. 90. .04 50. 525 420 4 8. 550. .008 2. 2. .04 3. 20. 550. .008 150. 30. .04 50. 420 720 4 8. 600. .008 2. 2. .04 3. 20. 600. .008 150. 30. .04 50. 423 523 4 0. 1400. .007 so. so. .016 .5 50. 1400. .007 10. 10. .035 2. 523 522 4 0. 1300. .004 so. 50. .016 .5 50. 1300. .004 10. 10. .035 2. 422 522 4 0. 1300. .004 50. so. .016 .7 70. 1300. .004 10. 10. .035 2. 522 524 4 0. 900. .017 50. 50. .016 .7 70. 900. .017 10. 10. .035 2. 424 524 4 0. 1500. .008 0. so. .016 .7 35. 1500. .008 10. 0. .035 2. 524 720 4 0. 700. .006 so. 50. .016 .7 70. 700. .006 10. 10. .035 2. 421 521 4 0. 1250. .004 0. so. .016 .7 35. 1250. .004 10. 0. .035 2. 521 720 4 0. 600. .041 0. so. .016 .7 35. 600. .041 10. 0. .035 2. 720 520 3 .1 1. 520 419 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 419 969 4 e. 800. .009 2. 2. .04 3. 20. Soo. .009 10. 10. .04 50. 417 517 4 0. 1000. .013 50. 50. .016 .4 40. 1000. .013 10. 10. .035 2. 517 969 5 3. 400. .008 .024 3. 0. 400. .008 50. so. .016 7. 969 519 0 3 .1 1. 519 414 4 8. 800. .009 2. 2. .04 3. 20. 800. .009 10. 10. .04 50. 618 518 2 2 .1 1. 0.0 0.0 4.67 10.7 518 414 2 2. 2600. .010 .013 2. 414 967 4 8. Soo. .008 2. 2. .04 3. 20. Soo. .008 10. 10. .04 50. 616 415 5 2 .1 1. 0.0 0.0 2.8 1.7 2.9 4.2 3.2 29.8 3.9 106.2 415 515 4 0. 600. .012 50. so. .016 .5 50. Soo. .012 10. 10. .035 2. 515 967 4 0. 1250. .021 so. 50. .016 .4 40. 1250. .021 10. 10. .035 2. 967 514 0 3 .1 1. .01 .13 .1 514 412 4 8. 750. .008 2. 2. .04 3. 20. 750. .008 10. 10. .04 50. 613 513 14 2 .1 1. 0.0 0.0 0.02 6.0 0.03 12.0 0.10 18.0 0.20 24.0 0.60 30.0 0.79 32.0 1.31 34.0 2.19 36.0 3.11 38.0 3.56 38.9 3.85 42.0 4.09 46.0 4.30 50.0 513 412 5 2. 950. .020 .013 2. S. 950. .020 50. 3. .035 5. 412 410 4 8. 800. .008 2. 2. .04 3. 20. Soo. .008 10. 10. .04 50. 411 410 4 0. 1100. .021 0. so. .016 .7 35. 1100. .021 10. 0. .035 2. 410 610 3 .1 1. C&S Pond (Proposed) HTW, 8/30/05 12'Wx9'H Ped Box, 14'wx5.0'H Lower Box 610 810 10 2 .1 32. .005 .015 .1 0. 0. 0.72 300. 2.27 600. 4.37 900. 7.93 1200. 15.32 1500. 26.92 1800. 43.71 2100. 65.97 2400. 80.27 2532. 810 511 3 .1 1. 811 812 3 .1 1. 812 510 3 .1 1. 813 511 3 .1 1. 509 410 1 100. Soo. .0050 4. 9. .06 4. 510 402 4 10. 500. .0036 3. 3. .04 2. 160. 500. .0036 4. 4. .04 50. 511 512 4 10. 350. .0036 3. 3. .04 2. 160. 350. .0036 4. 4. .04 50. 512 812 4 10. 750. .0036 3. 3. .04 2. 160. 750. .0036 4. 4. .04 50. 408 708 4 0. 1000. .013 50. 50. .016 .4 40. 1000. .013 10. 10. .035 2. 409 708 4 0. 1950. .006 50. 0. .016 .7 35. 1950. .006 0. 10. .035 2. 708 508 3 .1 1. 508 707 1 10. 700. .008 4. 4. .035 4. 407 707 1 20. 1500. .004 10. 10. .035 4. 707 706 3 .1 1. 406 706 4 0. 1050. .006 50. 50. .016 .4 40. 1050. .006 10. 10. .035 2. 706 604 3 .1 1. 604 603 11 2 .1 1. 0.0 0.0 1.2 3.0 2.5 8.4 3.7 15.5 6.1 33.3 8.6 54.7 10.0 60.0 17.9 80.0 28.3 100.0 41.1 120.0 57.4 140.0 605 2 2 .1 1. 0.0 0.0 78.0 0.0 603 402 12 2 .1 1. 0.0 0.0 5.9 0.3 9.5 0.4 11.7 0.5 14.1 5.1 15.5 11.6 21.1 72.0 23.0 128.0 24.3 182.0 26.3 291.0 27.8 398.0 29.1 495.0 402 702 4 10. 1600. .0036 3. 3. .04 2. 160. 1600. .0036 4. 4. .04 50. 702 3 .1 1. 0 0 B PROGR 810 610 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5244.0 811 0 0 0 0 0 0 0 0 0 0 256 0 0 0 0 0 0 0 0 0 14.4 812 811 512 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 $281.0 813 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 22.6 830 730 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.2 835 735 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.8 836 736 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.9 838 943 0 0 0 0 0 0 0 0 0 345 0 0 0 0 0 0 0 0 0 47.9 849 749 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55.5 852 752 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 855 755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.5 900 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2516.3 901 900 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2516.3 902 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 .0 925 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 930 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 931 331 333 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2454.5 934 304 233 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1755.1 935 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 936 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 937 968 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1604.0 938 963 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1484.7 939 962 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 654.5 940 939 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 654.5 941 961 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 580.8 942 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 943 942 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 .0 945 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.4 946 940 0 0 0 0 0 0 0 0 0 347 0 0 0 0 0 0 0 0 0 741.6 947 247 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.9 949 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 .0 952 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 .0 953 0 0 0 0 0 0 0 0 0 0 153 0 0 0 0 0 0 0 0 0 205.2 955 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 960 242 953 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 426.4 961 241 349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 580.8 962 941 0 0 0 0 0 0 0 0 0 145 147 0 0 0 0 0 0 0 0, 654.5 963 238 357 360 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1484.7 964 938 361 244 0 0 0 0 0 0 0 180 0 0 0 0 0 a 0 0 0 1604.0 965 235 101 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2202.8 966 328 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2587.9 967 414 515 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4611.0 968 237 925 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1604.0 969 419 517 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4468.6 TAPT HILL ROLLAND MOORE (SPRING CREEK) PMR- AS -BUILT HYDROLOGY 100-YEAR - 3.67-I PILE: SCAB100.IN MAY 2008 ANDERSON CONSULTING ENGINEERS (PROP UPDATED ICG 2-17- +++ PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS +++ +++ NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAR STAGE STORAGE TIME ELEMENT :TYPE (CPS) (FT) (AC -FT) (HR/MIN) 7:3 107.3 (DIRECT FLAW) 0 51. 8:3 28.8 (DIRECT PLOW) 1 15. 27:3 3175.4 (DIRECT PLOW) 1 36. 29:3 392.0 (DIRECT FLOW) 0 49. ' 34:3 20.2 (DIRECT PLOW) 0 41. 38:3 23.6 (DIRECT FLOW) 0 59. 43:3 501.1 (DIRECT PLOW) 1 25. 50:2 512.4 .0 21.0:D 1 18. 52:2 536.7 .0 16.0:D 0 56. 52:3 367.5 (DIRECT FLAW) 1 10. ' 101:4 563.9 4.4 0 51. 102:5 108.6 2.7 0 41. 103:2 50.5 .1 23.6:D 2 9. 104:5 461.0 5.5 0 42. 0 105:5 149.9 3.0 0 40. 106:5 279.8 4.4 0 37. 107:5 106.6 2.8 0 36. 108:2 88.0 .1 6.6:D 0 53. 109:2 1.7 .1 1.3:D 2 5. 110:5 118.6 2.9 0 35. 111:4 405.9 5.8 0 37. 112:2 21.5 .1 3.0:D 1 6. 114:1 211.8 3.4 0 38. 118:1 565.9 3.6 0 50. 119:1 560.9 3.9 0 49. 120:1 539.8 3.7 0 47. 12:1 441.E 4.0 0 4. 124:1 377.9 9.0 0 494. ' 126:1 379.9 4.0 0 42. 127:5 407.5 4.2 0 37. 128:1 16.1 1.3 1 21. 129:1 205.0 3.7 0 40. 130:. 2. 0 3. 131 :5 116116 .4 3.2 0 366. ' 153:4 303.9 1.6 0 35. 156:3 303.9 (DIRECT PLOW) 0 35. 160:1 510.0 4.3 1 23. 161:1 551.3 2.9 1 23. 17:5 1.6 1 . 171:5 216 1. 21.3 1.6 1 15. 173:5 164.5 2.7 0 36. 174:1 4.1 .2 2 3. 175:5 193.6 3.2 0 47. 177:5 263.8 4.2 0 48. 178:5 ..7 0 3. 17 9:5 223 223.2 3.7 0 366. 180:5 15.3 1.8 1 16. 181:5 530.4 5.8 1 0. 187:5 101.5 2.9 0 35. 189:5 100.0 1.9 0 36. 218: 1.7 . 3 3. 221:5 513513 .7 4.8 0 38. 222:4 1972.6 6.6 3 34. 226:4 2909.8 6.8 1 37. 227:1 2785.9 3.7 1 33. 228:1 2288.5 5.0 1 30. 230:4 2508.8 1 27. 230:4 2508 .8 7.8 7.8 1 ]. 231:4 2050.3 5.8 1 2. 232:4 1569.0 6.8 1 1. 233:2 329.2 3.8 0 35. 234:4 1423.1 4.3 0 55. 23:4 941.8. 2 0. 236:4 1572572.3 4.8 1 27. 237:4 1478.5 5.0 1 24. 238:4 1158.4 4.1 1 22. 239:4 1116.2 4.4 1 20. 240:1 222.5 2.3 0 47. 242:4 1387.0 0 242:9 695.0 3.0 3.0 0 43. 93. 243:4 453.5 3.1 0 41. 244:1 164.1 2.1 0 41. 245:1 176.1 2.1 0 36. 247:1 191.9 2.0 0 37. 260:3 552.2 (DIRECT PLOW) 1 21. 261:3 570.2 (DIRECT FLOW) 1 22. ' 271:3 106.3 (DIRECT FLOW) 0 47. 272:3 21.4 (DIRECT PLOW) 0 45. 273:3 84.9 (DIRECT PLOW) 0 47. 274:3 72.7 (DIRECT FLAW) 0 55. 275:3 37.3 (DIRECT FLAW) 0 55. ' 276:3 35.4 (DIRECT FLOW) 0 56. 277:3 289.0 (DIRECT FLOW) 0 36. 278:1 23.7 1.2 1 11. 279:4 174.2 .9 0 36. 282:2 72.7 .0 5.0:D 0 55. 287:2 45.6 .1 11.5:D 1 21. . 288:2 2.7 .1 4.6:D 2 11. 289:2 4.5 .1 6.6:D 2 13. 295:3 277.6 (DIRECT FLOW) 2 9. 296:3 10.3 (DIRECT FLAW) 0 42. 297:3 36.6 (DIRECT FLOW) 0 21. 298:3 112.0 (DIRECT FLAW) 1 29. 299:3 45.9 (DIRECT FIAW) 0 34. 303:2 1972.1 .1 339.6:D 3 32. 304:2 838.7 .1 81.6:D 2 18. 318:2 11.4 .1 S.S:D 2 6. 321:3 1972.7 (DIRECT FLAW) 3 33. 327:3 2930.0 (DIRECT FLOW) 1 31. 328:3 2303.1 (DIRECT FIAW) 1 29. 330-3 2292.2 (DIRECT FLAW) 1 27. 331:3 2424.2 (DIRECT FLAW) 1 4. 332:3 1992.4 (DIRECT FLAW) 0 59. 333:2 6.4 .1 S.O:D 2 3. 334:2 6.1 .1 4.9:D 2 2. 335:3 1544.4 (DIRECT FLAW) 0 54. 336:2 151.6 .1 4.4:D 0 47. 337:3 409.3 (DIRECT FLAW) 0 35. 338:3 1133.6 (DIRECT FLAW) 1 20. 340:2 109.7 .1 72.O:D 2 5. 342:3 824.4 (DIRECT FLOW) 0 41. 343:3 1162.1 (DIRECT FLAW) 1 20. 344:3 1116.2 (DIRECT FLAW) 1 20. 349:2 55.6 .1 8.2:D 1 13. 355:3 372.5 (DIRECT FLAW) 0 41. 356:3 117.3 (DIRECT FIAW) 0 35. 357:2 266.3 .1 8.7:D 0 55. 358:2 126.0 .1 3.5:D 0 49. 360:2 29.0 .1 2.5:D 0 58. 361:2 2.3 .1 .7:D 1 30. 362:2 1.5 .0 1.4:D 2 6. 363:2 4.8 .0 4.4:D 2 6. 364:2 7.5 .0 3.5:D 2 2. 370:2 27.7 .0 1.7:D 0 51. 371:2 106.3 .0 4.4:D 0 47. 372:2 77.9 .0 13.8:D 1 32. 373:2 100.0 .0 5.3:D 0 46. 374:2 4.2 .0 1.7:D 2 0. 380:2 18.6 .0 1.3:D 0 49. 395:3 277.6 (DIRECT FLAW) 2 9. 396:3 139.1 (DIRECT FLOW) 2 9. 402:4 2569.2 4.8 1 29. 406:4 154.2 .8 0 36. 407:1 230.1 1.9 0 37. 408:4 231.9 .8 0 36. 409:4 341.4 1.4 0 38. 410:3 4199.8 (DIRECT FLAW) 0 54. 411:4 192.1 .9 0 36. 412:4 4082.0 8.0 0 54. 414:4 3782.1 7.8 0 52. 415:4 267.6 .9 0 36. 417:4 318.4 .9 0 36. 419:4 3565.1 7.5 0 50. 420:4 2452.3 5.2 0 50. 421:4 167.1 1.2 0 37. 422:4 265.7 1.1 0 38. 423:4 454.0 1.2 0 41. 424:4 199.6 1.1 0 37. 425:4 2437.9 5.6 427:4 357.3 .9 0 36. 428:4 104.9 .6 0 37. 429:4 2055.3 5.9 3 8. 430:4 524.5 1.4 0 37. 432:4 2050.4 5.9 3 7. 433:4 2046.0 6.7 3 5. 434:4 152.3 .7 0 36. 435:2 119.3 3.2 0 33. 436:5 155.2 4.6 0 36. 441:4 292.7 1.1 0 37. 443:4 413.9 1.2 0 43. 445:1 134.8 .9 0 36. 446:4 182.6 .9 0 37. 447:5 845.9 6.8 0 44. 449:5 211.9 3.3 0 36. 450:4 277.2 1.0 0 39. 451:4 212.7 1.0 0 37. 452:4 154.7 1.3 0 36. 453:5 541.0 5.2 0 37. 455:4 265.2 1.3 0 38. 508:1 542.8 3.5 0 39. 509:1 82.1 .6 0 40. 510:4 2540.8 4.8 1 25. 511:4 2530.7 4.8 1 22. 512:4 2529.9 4.8 1 24. 513:5 40.6 2.3 1 22. 514:4 3958.5 7.9 0 53. 515:4 262.2 .8 0 41. 517:5 307.1 4.0 0 37. 518:2 9.0 .9 2 S. 519:4 3697.6 7.6 0 51. 520:4 3503.3 7.5 0 49. 521:4 164.7 .8 0 39. 522:4 894.9 1.3 0 43. 523:4 659.3 1.6 0 42. 524:4 1046.1 1.7 0 43. 525:4 2411.8 5.2 0 48. 528:4 96.0 .6 0 41. 529:4 2276.5 5.5 0 45. 530:2 5.8 .8 3 15. 533:4 2049.0 5.9 3 6. 534:4 139.1 .6 0 38. 535:4 80.9 .6 0 44. 536:5 141.8 4.6 2 17. 537:2 3.3 .8 2 19. 540:2 4.8 .9 30 26. 543:4 4017 1.1 0 45. 548:4 307.5 1.0 0 41. 549:4 182.8 1.2 0 40. 552:2 14.2 .9 1 45. 553:5 751.3 6.6 0 42. 554:5 178.3 3.7 0 36. 555:5 41.0 1.8 1 7. 595:1 138.2 .9 2 10. 603:2 100.2 .1 22.1:D 3 26. 604:2 114.6 .1 37.6:D 2 3. 605:2 .0 .1 11.9:D 4 46. 610:2 2511.2 .1 78.O:D 1 22. 613:2 37.6 .1 2.9:D 0 54. 616:2 96.5 .1 3.8:D 0 45. 618:2 9.1 .1 3.9:0 2 1. 630:2 2304.6 .0 25.7:D 1 25. 637:2 3.3 .1 6.2:D 2 13. 640:2 4.8 .1 121.9:D 10 10. 641:2 108.5 .1 7.5:D 0 57. 642:2 5.8 .1 1.9:D 2 0. 646:2 59.9 .1 4.9:D 1 5. 652:4 120.9 1.0 0 39. 655:4 200.9 1.2 0 43. 695:3 139.6 (DIRECT FLAW) 2 9. 702:3 2569.2 (DIRECT FLOW) 1 29. 703:3 3789.3 (DIRECT FLOW) 1 34. 706:3 918.0 (DIRECT FLAW) 0 38. 707:3 771.2 (DIRECT FLAW) 0 38. 708:3 562.9 (DIRECT FLAW) 0 37. 720:3 3520.4 (DIRECT FLAW) 0 47. 726:3 663.3 (DIRECT FLOW) 0 35. 727:3 3085.2 (DIRECT FLAW) 1 37. 729:3 2301.6 (DIRECT FLAW) 0 43. 730:3 524.5 (DIRECT FLAW) 0 37. 735:3 269.8 (DIRECT FLAW) 0 35. 736:3 151.6 (DIRECT FLAW) 0 47. 740:3 1585.6 (DIRECT FLOW) 0 42. 749:3 211.9 (DIRECT FLAW) 0 36. 752:3 154.7 (DIRECT FLAW) 0 36. 755:3 265.2 (DIRECT FLOW) 0 38. 010:3 2511.2 (DIRECT FLAW) 1 22. 811:3 118.6 (DIRECT FLAW) 0 35. 812:3 2541.2 (DIRECT FLAW) 1 23. 813:3 163.6 (DIRECT FLOW) 0 35. 830:3 5.8 (DIRECT FLOW) 0 28. 835:3 111.0 (DIRECT FLOW) 0 28. 836:3 64.9 (DIRECT FLOW) 0 47. 838:2 701.5 .1 51.3:D 1 21. 849:3 14.2 (DIRECT FLOW) 0 29. 852:3 14.2 (DIRECT FLOW) 0 38. 855:3 41.0 (DIRECT FLOW) 0 24. 900:3 2304.6 (DIRECT FLOW) 1 25. 901:3 2257.0 (DIRECT PLOW) 1 25. 902:3 47.6 (DIRECT FLOW) 1 25. 925:3 .0 (DIRECT FLOW) 0 0. 930:3 518.7 (DIRECT FLOW) 0 37. 931:4 2433.6 7.8 1 6. 934:4 921.4 6.2 2 1. 935:3 158.8 (DIRECT PLOW) 0 35. 936:3 86.7 (DIRECT FLOW) 0 48. 937:4 1474.6 5.0 1 26. 938:4 1367.9 4.7 1 23. 939:3 1501.0 (DIRECT FLOW) 0 50. 940:4 207.2 2.2 0 54. 941:4 1346.8 4.3 0 52. 942:3 1289.0 (DIRECT FLAW) 0 50. 943:1 1265.5 .9 0 53. 945:1 157.3 1.7 0 41. 946:4 452.0 3.0 0 42. 947:1 187.9 2.0 0 40. 949:3 197.7 (DIRECT FLOW) 0 37. 952:3 140.5 (DIRECT FLOW) 0 37. 953:1 490.5 2.4 0 45. 955:3 224.2 (DIRECT FLAW) 0 39. 960:3 1179.7 (DIRECT FLOW) 0 44. 961:3 1408.3 (DIRECT FLOW) 0 47. 962:3 1501.0 (DIRECT FLOW) 0 50. 963:3 1370.5 (DIRECT FLOW) 1 21. 964:3 1484.9 (DIRECT FLOW) 1 22. 965:3 1430.1 (DIRECT FLOW) 0 53. 966:3 2798.1 (DIRECT FLOW) 1 28. 967:3 3973.6 (DIRECT FLOW) 0 52. 968:3 1478.5 (DIRECT FLOW) 1 24. ' 969:3 3713.4 (DIRECT FLOW) 0 49. 914:3 84.9 (DIRECT FLAW) 0 47. 1 ENDPROGRAM PROGRAM CALLED Project Name: & ?oo Project No.:/-,?,:? 3 Client: Subject: JAA A4 Date :—By: _Y 5 —With: - - -- - ------ 77- ZX 8 7-11 -77- 4 ell -- --- -- - --- -- 4 - �o 6 1 i j i � il 1218 W. ASH, STE C WINDSOR, COLORADO 80550 TEL.970.674.3300 - F4X.970.674.3303 ' FLOODPLAIN INFORMATION, ' NO RISE CERTIFICATION AND ' CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 100% SUBMITTALS F rou,dee wlub-W ekvaiwia_ ilesa BFEs are irreMae for PooO iys,veel4 myg pinpmes pNy aM Mara rot m uWd as e,e ale sm� M kooe eIP.aIM '•Minsk.. AmgUegry, Ibad CY?Yalon dye FIRM I d m Me d rayon akutl M uMmE WryMidon aiP Pp FIRM a Wryusa a mrpWpion arWp koodplan managw.a. Uesbl Bifa Fbde Flevatlom sbowr, mou map apply mly prtMrard a D.eNm. 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Mod rbk lee myM1Ml rtlr yreeS prlVwb ow o iM reydaAY are emrapad km din hood kouniw wd Boo*wodkgmoDry prdaxNe rreana¢ Fm mom Flbrrndarl m Moo barri2, khbrestm pzykes ynkd vyk the FEfM rie6yh M hl�://YA'Av.lenv.9m'/blayrws/FdpfrrdelL9lhn ZMEAH rim raw d 1 m l to twos »� a LaY91, is r1rR1 ri�a erin.oa xME10 rlpy ygrn b I m l lee ( m ,km as m YVq mr)� +a4 opal. 6lmravl ry d tliw4r y Ikwq a� b elm. 2. /.R dpay rim rypy yp ynph lE ypptly ryun ie •vuY MR Iby � i 14y @py gSpn Tt na abcpCpx/ yen mo Islam as ae er�m rvoa miod bins Y a>g �y m pwtli ppMm Fran the ti saW Tsai v 9yra IW. iUNE iy NO b k paT1N M1pn IA mi Tsm Ibo1 b/ a fNsJ nos aaardkm ayin aiw. ro � Rna xkwnaa ZME v Drool pine ere .n ae6Yr Ime I. ampr): rro eQ woe tY+dm 6bnid xONE vI Ell TW vc a'Oi widO Iva (tea •�1: rtrb gybe erbrsd. ® RLIWWAY AkFAS IN II]NE AE ,k eroea a ee aw.tl d • wY.n pi. n wpme mowre •s rra nay k aia ki d emstnwa s rc h xK a..y ewe Ime m k urYe walsie .+caw yo®a fbe title Q Ox1ER RDOD ApFAS mrkEY am d oaw ..w a,am Ira¢ m d t� rain ago nine nin .yqe eases y e ems, h Loa > •M am e. km I Aw rant .e •rm wam4G I,I- I bin emr i• .ne.l We sine. 0 Dnex ARaYS IpNE Y ,Yin eWw•A O k aNM Pe 03% aeW Oyi¢ �. ZOrE D YYy F shin No11mJ ae Wilrrirµ 4a p®pi ® amSUE BaRR1EA RESO(IIICS MTFM (I'HLS) ARFAS \ \ Cl16lW� PROIE[IED ARFAs (GPAs) m as are ow w mwy mre.uN a .wins m had+ win Nose arm mdgYb eaaWY X➢}ay auardY - IDR Okuatry mtiNCVAawa•Y �.�— so•my M1rhip h®l ram romd wio d yYvea od Rona Ni.+w, lYul amen > nm .eoae —513— 9ae Woe wrrtim Ye se++xrt elaw,n lest• (EL®Ir ra Wa1 Earyu uia• Jan Wlnm MM, ale. sawk ma• • wteavy m a kmar� I,eml lynn a Ism (xaw rat a1VTD.9a44 �dr ¢vJrar6 nxavaal m ae WN arrwv, 0.evn d 1� (MO a3) -75—N 10.0a1n ebAY91 Tr1PVY Ik4aa D<pai me u I'n0000D Fr Mm.ml v+ � wa, slw ww mas.ie ar>tn�rn(Rrary esoaA l..ear aw,rw teat Dx to ireA nrR I. d * aJ xM•r weyl a MI alas isle MaP REPasrroRlEs weir wsYp Rrauilwewym�up yiao EFFECINE Dare IC fladoseDR•NCEMTE rare MW stye par 19.Ab sFEcrrvE wiEpj v REREVIsaN1s1 royhas paxax W 11.1OC8 ' x- dRaxyY FbllNaMm Cv®IhYaix. braaaJrpYwl a�Etl yyti � OTRBeea rtrtl [Iwoin,NbamWale Va'kN Yawl a mme+r ^ev n.®i I•>sr P+i m m.yJee rrrop+n � m as m.aary r� rrmr YiDY Yma b a< Wd omaa sew rmme k et p.Yisb. a e�x.i r Imo .m.o n .tee b Pa ao..oas vm yea Yw•av aa+ o d rat Ivmr Nm aa..a Ratan i name -ma. YAP BCALE 1"=See, PANEL 09 W FIRM FLOOD INSURANCE RATE MAP LARMER COUNTY, COLORADO AND INCORPORATED AREAS PANEL NO of M" (SEE MAP WDE% FOR RRM PANEL IAY0" 1XMl6d$fY BIMBER PANEL SVEE13 waen munr mmm rammtin cane �m ® x Mee i Ir: Jr. 0Yp w•Va yea Yaea y.Ar k tolmdeE M bbl aevalda. Tlcae BEES ere IreaMen br flood ban. .0, Wrpasas on), arse should not, be toad as Na able sbmm of Mod aevaton irinmutnII Anvdmply, N.00d elevation dam ae5edbd n one FIS reW sfbulo W baTI2W In mtjumbn anion the FIRM M Wrpam of rortmudion anai ApWplain mana0ar m Comml Bab Rom El,"albna ¢roan on title map apply only, lantlezrd of D.0NaN Amadcen Vnnc l Datum of 13oa INAVD W. Iba d Nis FIRM shpuld W aware lMl coastal Mod aevanaaa ae ako PrbvitlW u tie Summary of Sbbwaar Laevaioa table in one Flood insurance Study mpmt for Gab WliadNon Ebveuura a a IM Summary of SMlaaer Ele b a taCb aeuld be lead far cpIsvu uon a or fi..Valn mabWnv,rn pugbn. Mori frog are M,Mr than de elevanms mown on I111s FIRM. D.uraanaadtie Iloadavays .1. computed at boas Seaba and!Inhowlaled between RC6s ssotbnoa Tie floes as wen based on hyciraldc mnsiduabw,; wit, m,ad to rworemaas of tM Halm Flom Iaunnuo Prngrem. Rooeway widlta and bona paMan Modnay data ae provided in one Flood lnui ace Sluey repot) W this huisdMdbn. Certain areas not In Speael Flood HaveM Araat mar bat uohalad by Mod coma alnactutaa. Rbla b Seabn La "Roc¢ Nofed4m Manures' d ae Food bauncoa SIW, repot) Nu iNotma4m on Pootl maul sbudur. ba but )uesdbMn TM pvolealon use¢ in one pl.,a auon of Iho map was Cololaeo sm. Para mnh �. (FIPSWNE o5011. TM ho bbanal dafbm was NADW (3 S198() Whatm, 011aeav In dab m. apnamin, prbj p a Slab Pare res used In on, pndualai d FIRM be d ul l.0adod a may rewR ai,M WSM..l diflarenms ua map batons . j.nsdlron bouWaies Those dReremes da not abl.1 one a..a of de FlRM. Food elevaiaa on Nis mat are mferet cl In Ind Norm Amerc n Vettnan Daum of I,BB. These flood alevalba must be our I.ned to a ud.. and ,round al .uonu relenutbed b the same vertical datum For indetmabon mperdirg conversion balaeal one National Ge,deu� Vemmt Daorn of 1323 aM de Noon American Veni.a Damm of 1R9B, —it oM National Gaudetic Survey wehLfe at t //nww.rgs reaapovl a wMM lie National Gemow, Samey at one balk addass: NOS Idea ~ Samos N(IAA, NMGS12 Nat t Gemeoc Survey SSMC-3. a 2 1315 East-V/aa W,Ilwae SiNa Sang, MD 20310-32M To boom arrant ema•I1aat, desvlpbon, aura localn trdamabon for EeILdI aEw gown on Ne rrlap, plaaae bmMd Na obrmation S"cea Brerbn d to Nabo al Gmdalc Sunuy a (3d1) )13-926R, or vish M aeosAo to n mdAvww.npandaa vl RtlB swapo�f�b�maa�on on die FIRM vms provided by Ill¢ Lanmer C nt, GIS and Maboag DM Bpannarn"buIral opal was pmv by one Coy of FM Carib Geagrapnb browns on Serncoa Dlvaon TFasa nab ae Lvnam as of 2010. TTis map reneca mae defaed arc up-V w boob, chant¢) coni,malba Than Grose shown on one praibus FIRM for d a )urran4lion. Ttle floa¢baia and M p Gat sere Va tboued Iron one pram. FIRM may Mve been adflmea m mnbam to dw5e new main clonal mnfgualims. As a nnuir one Flood Noses and RobNvay Doe mbka n one Fbud ouu arl Study aeFart A0moh osPmrs alyx� hartauic data) In, renew steam ammo) asbrrs Na dllr horn wIM a s on Nis Tamp. Corporals lhmlfs snow. on Gus map are based on one lea data av labb a Irle lureotpunlmllon abuse merges due b anesablo da-anrexauns nay Mae omanw aha Nos map was WNa1ed. map users sroub mmaa tppmal le wmmurtlry WIWah In way ouraaa corpora% I" boadi Please rotor L1 the separately pureed LhV Intro br an me Mew map d one b urey alluwing one "LA of map Wreb. wmmutiry map tepos" a dn'tabe; aM a Llairy .I Cpnnurtiti eI lable containing Nabona Flom Iraurance Pm ro dales fa earn commuMy as boob 0 a toting of one panels on alud, earn co nmurny is loca af. For sdoranaMn aW gmoons about Ns map, aaaital a prmads a sotiared Iran In. FIRM IalCmrg hwtnb vereloa d 111s FIRM, now to ado nod. a one National F Imuraaa Pwam In gores, please uW1 Ne FEW Map Infmrnabon excha p W 1477FEMA44AP RZ 7a%2527) a v6d tie FELLA Mp Swim Leah xeEbite a Mp11iaao. .. itw Avaabm prmAm tray evaa6pwiaary maned LonersdMap Iwdurds . Ee oN orRudy �opinreed er i,na aersnm N Nis map -Mom a Ifiesedelennbe the t rnml my1 data Jul Ball FIRM Inonn � webso Us nary p Wren q vlseXc Ire FEMA ELF Sefvke CmMr oohs¢¢ or q Wlvg one FEMA May Ir/ortnmon eXawlpe. Arne awaa ingotntIPa' , NAMd61 mestionaloal ❑Ian yk aa l}Ale1a2eQ.IM,mY ideddl (WmAJi 1Lly o�etl Nia l-ymaMeaMl Eftwgncy Adbn PIa4 ab die IA gate liiciod r ShaW1 E PaM8lq Ps emblomfampa ty aaE and neachll. m anavure flood %k b NEahRI l e a ease, pavpaq oaalas am HnlX Alb are ezlaulaagM m tntmda flmd YLaealz aId 1lmdproafa9 a bona RdaLN.e rma� fmete itm Mb0 Ywrallre, nafaest� parSls shaAtl sistt R1e NHAA VyebslY at t htlp hl�://www.Fblstgv.•/daraess/rlfyfntlevshbn. tIS50,0 FT 1a5M FT FLODDINO EFFECTS FROM MtlNX BemmGNWT FFD k.VES clwlrE ba cltEA.Ea 1 LLYEE Sy51FY OV9ifoPPMf. LEYE£918aEY4PN91alF. iDR MTMIA aE£>ae-.Lar®rran IEa ro moan DRT COLLINS 30IO2 1ff 2daE /al ame lye¢ a a m 3 ke (U�y sea a pmeay)i as ^� a-wewa �na� zoxE Ao row avda a t m a m ,salon a� a aa' m ml+b mama, waaa/a agau mee.ea sm maal Ilsda, .amee .ea ¢¢boobs ze1aEM SDI — I. burn reamN lam . ee L%mHl eb�z nma w ILm m. aaw meat atoNa .ad, deam. mR Aa andu a eM m bmb Ivwe mrea w.I > b aam,a to bn • P +m bomb ea L....a wa Ad. zOXE Aw aaa to b psaloaded hoe It anal Mar Pool w a Falaa MM Paa4n Mbn u4r m azb imt BenNa emmaae zalnEv Fmml Ilme me .M awoar Iw�e (abv Lmbt m as row eavauaa a<meam. zbwE rE dada) nme ma wan ,mar IeaN hvs .®,t saw raw 9a0be aemniWl ® HHDODWAV AREAS IN mINE AE one llmww a Ik dbavd a a boob aLn aw .apna sooLlAb tlM eon w ap sae or ranwbnwa m uaa ae 1w an.at eve tml m h a... Mab6 ¢Korn) loam a Ma t�iih Q ORRT3 HDoO AREAS Zd1E 1 Asa of a anp due Mt: sma a IM . due low t Mafia .at V a am dun 1 bA o sq bla'VL BEY La dab oboe >b >m I» w Iaa6 hva 1% boos) dance Q OR®I AREAS mlE a yaaa eme+ea m w aimba as or ..aM sae mwarb. DONE a . a a Ilea IaI®n5 be vmm.n+,et o-a Taub. ® m5TI1 SaMOt RBOIASS SySTBa (ams) AREAS; (RHERW� PRICABC171) AREAS (DAIS) m6 aaa and Ci a.I bbabad a a uPamlbSpalal RN Mud MR ILag1W fwWy — RmlW aoalaas' , pbiand ateaaba 1 l aoaaay 9aa9 AaW rtol Nmd hw of Mva. ern NYd aA.Lloa. Pow aaWu > moo .eaebm. —513— ®a Nbw La.rm arz as cola; reamwaa (EL Wn as Rol NY4m rile Mav alum MYN dare; a MMFM -rraeml men IYa yrmim swam) Iawea soda (won eon A A pm ,Dim, ae ermv.azaao. ra�shA msata waaam to enm a.bm� raw. a Imo (woo ®) a'/5®'N 1®nor uPeal Taalaz hbaau 9a a+tt me u 500o0W Ft mafol vIa me m1v.m See tMa ®anw wman� ca� onl)NaeaL rwdmn.I cow Dx 10 baba a x va wet awaq L MIS IM l,t MAPRE (CRIES IW b1lp Popmml.� r9 on 4V atlR 9£EGTIyE M1E Cf Q!' MIYWDE Rum rxsuRAtaCE wTE wF t3}{CINE WTFhjM1RlWISA]`ONISI TO TM$ Pi/B:L Mry Yaa1Y-0a9p�aYlilDl eaa IAbuUmvqosalh4wy. b�eaemp]aPo] LLb Rr�afYarl baoga Fu`)J Fhal FWaWa N b6mTraa cre.IwaM ta.a Fab mwa.aay nab seam Ixay ya b mmalw� mmLw.l�a m ae rnaa.wy rtp ibtrY � IRald F tle RiG 89.are IDL1/ rgvt Li li 1�. To earn)¢ i lb'a Yraae 4 waibk F tls mmuad, meal y basso g/a v � ne r1Na FLy aBlaR 1pyin t liabaRi� MAP SCALE 1'=S„' tppp PANEL 0979H FIRM FLOOD INSURANCE RATE MAP LAR7MRR COUNTY, COLORADO AND INCORPORATED AREAS PANEL 979 OF Uri (SEE MAP IND" FOR FlRN PANEL lAYWR OONTAINS: 1' NIJMSER MNR SU Flu( VnmA CIXllnv wRrmuls.mrva �m dare x Ls� L CD 10 774AC7G- f 't0 `gym PINNACLE TO WNHOMES > I \ �'0) _ AE, DE, UE Z QUO 0 C/TYOFFORTCOLL/NS X cn -in LL EX 4254:04 EX 053.W ( X Ez ti."a- TOP OF BANK ` 18" FES 49M.99 \ %+es .w SCOURST \ \ PROPOSED SPRING CREEK E%,c53.oD71 100-YR FLOODWAY \ - - 'C N _ _ EMERGENCY OVERFLOW 9 195+ / 954.IZ� T CONCRETE SPILLWAY D CONCRETE 5 / - •�� Q. IRATE RIBBON AND SCOURSTOP MAT q5/\ / / .,.•y9 - �\ ? `L�� A95L' 18" RCP l P,*96 tMbS JngF�,ME� 51 SPIR G CREEK / \ `� 100-YR FLOODPLAIN4962 -4965 p96\ v� i \ r-4966— —4967,E 1 \ rt KM 67.0 e,'A' . exw - arMF.mrt: a�ro rt pR: m eaa— s 9Ra. eza9 rt K asn rt 9R 'N rt 691f: xm 15 19 a % 19 I oY �10 11 2k WATERCOURSE WAY - \ $ - (PRIVATE) a'NAGEF!• cd - 14 J ` t ` •ram . _ _ LEGEND EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR / — �K%%%� PROPOSED MINOR CONTOUR �x%%x-� PROPOSED MAJOR CONTOUR _ J I O6YR FLOODPLAIN I ' ICOYR FLOODWAY NATURAL HABITAT BUFFER ZONF / / V / N Li LL .—' LOTS-REPLATOF SPR/NGMEAD_OWS W/ / 5� .� �' / / 1 \ ` 30 15 O 30 60 OP T �4956� — -- 1 —4957'— SCALE: 1"® 30' )VI —4958 / NOTES I 1. NO STORAGE OF MATERIALS OR EQUIPMENT IN THE FLOODWAY. LOT 4 - REPEAT OF I II 2. FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED FOR THE _ SPR/NGMEADOWS ` / / I STORM PIPE AND TRAIL IN THE FLOODPLAIN. 3. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA REGULATORY SPRING CREEK 100YEAR FLOOOPLAIN AND ALL DEVELOPMENT MUST SATISFY REQUIREMENTS OFCHAPTER 100FCIYCODE. / r�I 4. PRIOR TO BEGINNING ANY WORK IN THE FLOOD FRINGE (FILL LANDSCAPING, POND. STORMWATER (� / \ OUTLET PIPE, RIPRAP. BIKE TRAIL ETC.) A FLOODPLAIN USE PERMIT IS REQUIRED. — 9 5. PRIOR TO BEGINNING ANY WORK IN THE FLOODWAY (STORMWATER OUTLET PIPE, RIPRAP, BIKE TRAIL ETC.) AN APPROVED NO -RISE CERTIFICATE IS REQUIRED. / 6. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE _ J4.0" % BUFFER ZONE. U£ & AE / / / 7. THE NATURAL HABITAT AREA IS MEANT TO BE MAINTAINED IN A NATIVE LANDSCAPE. - 8. NO FILL IN THE FLOODWAY UNLESS HVDRULIC ANALYSIS BHOWS"NOiiISE". NO -4960� - - MANUFACTURED HOMES. EXCEPT IN AN EXISTING PARK, CAN BE PLACED INTHE FLOODWAY. NO CHANGING A NONCONFORMING OR - f- - -4961- E - NON-RESIDENTIAL MIXED USE STRUCTURE TO A _ 1 1 j �- l - 1 / \ RESIDENTIAL STRUCTURE. LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT 1 1 1 \ IN THE FLOODWAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO RISE". NO STORAGE OF 1 I I I i `9s MATERIALS OR EQUIPMENT. 9. EXISTING AND PROPOSED ELEVATIONS ARE FOR CERTIFICATION OF NO -RISE AND FLOODPLAIN ✓ USE PERMIT. " 1 I I 1 I 1 I ' f -_ - -4963` —' 9J1— — ' II , I / pTY OF FORT COWHS, ODRADO UTILITY PUN APPROVAL APPROVED: nx wax¢x o,rz CHECKED Bv: vnlln + wsrzlr,rzA uwn 9+rz CHECKED BY:ffa@—.Tu o,rz PRELIMINARY CHECKED BY: NNs + rtau w o+rz CHECKED BY rz� R� orz NOT FOR CONSTRUCTION CHECKED BY: 9.rz 4gs$•e=yqi_ Ilyy N O 1f 0 Z pcOr 2 w Q M D WE O U N z O Y Z O W 1 0 a mIT) UZ boa LL z O N 0 Q D V) N ow 20 X 0) w x z a 4z .J O O J LL 0 _ Z € _ w �p0 RE01y.! G •�WL !',o U 34208 PROJ. NO. I22313100 15 - V100e A4, 14v LJ. Ve. %so 61�q gO0o City of Fort Collins Floodplain Review Checklist 100 % Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an "NA" next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. Date of Review: Reviewer's Name: Plat Man ❑ The following required items are on the plat: ❑ 100-year floodplain boundary ❑ City ❑ FEMA ❑ Floodway boundary ❑ City ❑ FEMA ❑ The benchmark number and elevation of benchmark ❑ These items match the FIRM. (FEMA Basin) ❑ These items match the Master Plan. (City Basin) ❑ The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. Site Plan The following required items are on the site plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) ❑ Floodway boundary ❑ Erosion buffer zones ❑ Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproffed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The followrequired items are on the drainage and/or grading plan: inA 100-year floodplain boundary- FEMA and City 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) 14 Floodway boundary Erosion buffer zones--S�r'sN:!) C41<t X Cross-section locations BFE lines ❑ Lowest floor elevation of structures (bottom of basement or crawl space is considered the lowest floor) ,1 The floodplain and floodway boundaries are in the correct location and labeled properly. The cross-section and BFE lines are in the correct location and labeled properly. Elevations are referenced to the appropriate datum: ❑ FEMA basins — list in both NGVD 29 and NAVD 88 ❑ City basins — list only in NGVD 29 i Floodway regulations have been met. No fill in the floodway unless a hydraulic analysis shows "no -rise". No manufactured homes, except in an existing park, can be placed in the floodway. I No changing a nonconforming non-residential or mixed use structure to a residential structure. I� Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show "no -rise". No storage of materials or equipment. A note is on the plans about the above floodway restrictions. Critical f cilities regulations have been met: 100 year — no life safety, emergency response or hazardous material critical facilities 500 year Poudre — no life safety or emergency response critical facilities 1 Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be "break -away". �[ Fences in the floodway will not block conveyance. Example: split -rail fence cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE or above). Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are A noted as being anchored. Erosio Buffer Zone requirements have been met: SFfi r4 Design of any allowed development minimizes dist�bance to channel bed and banks. fj No structures allowed. No additions to existing structures allowed. Any fencing is split -rail design and break -away, but cabled. Must be oriented parallel to general flow direction. No detention or water quality ponds. No bike or pedestrian paths or trails except as required to cross streams or waterways. Road, bicycle and pedestrian bridges must span erosion buffer zone. No fill. No outdoor storage of non-residential materials or equipment. No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. No utilities except as necessary to cross streams or waterways. No grading or excavation except as required for permitted activities in erosion buffer zone. No construction traffic except as required for permitted activities in erosion buffer zone. Any construction in the erosion buffer zone shows that it will not impact the channel stability. 0 A note is on the plans about the above erosion buffer zone restrictions. Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special Poudre River Regulations Poudre River Floodway Regulations have been met. ❑ No construction of new residential, non-residential or mixed -use structures. ❑ No redevelopment of residential, non-residential or mixed -use structures. ❑ No additions to residential, non-residential or mixed -use structures. ❑ No fill unless hydraulic analysis shows "no -rise". �]plPoudre River floodplain regulations have been met ❑ No construction of new residential or mixed -use structures ❑ No additions to residential structures ❑ No additions to mixed -use structures if there is an expansion in the ' residential -use area of the structure. ❑ No floatable materials on non-residential sites ' Information Related to Structures in the Flood lain o rvG�v., s �N �/coc1 f' li�.'N For structures in the oodplain, a table is shown that lists the following: ' City BFE at upstream end of structure FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation The BFE at upstream end of structures are correct based on interpolation between the cross -sections. )e The regulatory flood protection elevation is correct. The lowest floor and HVAC are at or above the regulatory flood protection elevation. Elevations are referenced to the appropriate datum: ❑ FEMA basins — list in both NGVD 29 and NAVD 88 ❑ City basins — list only in NGVD 29 A typical drawing detail is included for each foundation type proposed (slab -on - grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. ❑ There is 1 square inch of venting for every 1 square foot of enclosed area. ❑ The bottom of the venting is not higher than 1 foot above grade. ❑ The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). If a non-residential structure is to be floodproofed, one of these conditions is met: ❑ All requirements on separate sheet titled "Floodproofing Guidelines" have been met. ❑ If floodproofing information is not submitted as part of the plans, then a note is on the plans stating that floodproofing information will be submitted at the time of the building permit application. ( For manufactured homes, all submittal requirements on separate sheet titled ` "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" have been met. If the floodplain use permit is not going to be submitted until the building permit is 1" applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. I A note is on the plans stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. ' Drainage Report The site is described as being in the floodplain. Floodplain name and if the floodplain ' is a FEMA or. City -designated is described. Any floodway or erosion buffer zones on the site are described. ' X The FEMA FIRM panel # and date and/or the Master Plan information is cited. A copy of the FIRM panel with the site location marked is included in the report. If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. ' If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. ' If a FEMA LOMR is required after construction, this is stated in the report. ' The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. The use of the structures is described. This is to determine if the structure is 1 residential, non-residential, or mixed -use. Also, structures in all 100-year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of ' City Code for definitions.) The report describes how the development is in compliance with the applicable ' floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no -rise, etc.) '( The type of foundation construction for the structures (i.e. slab -on -grade, crawl space, basement, etc.) is discussed in the report. ' The type of foundation matches with the lowest floor elevations and grading plan. '1 If any of the garages are not going to be elevated above the regulatory flood 1- protection elevation, the hydraulic venting requirements are discussed. For structures in the floodplain, a table is included (same table as on the �" Drainage/Grading Plan) that lists the following: 0 City BFE at upstream end of structure FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation ' HVAC elevation Elevations are referenced to the appropriate datum: ' ❑ FEMA basins — list in both NGVD 29 and NAVD 88 ❑ City basins — list only in NGVD 29 If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. ' If floodproofing information is not submitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of ' the building permit application. A note is in the report stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. YIn the compliance section, Chapter 10 of City Code is listed. T• 641 ' Floodplain Use Permit svb OW, .r d�� "" d CAS P4 S �r V C ' ❑ Floodplain Use Permit has been submitted for each structure. ❑ Permit fee has been submitted ' ❑ All information on permit matches the plans ❑ All information on permit meets floodplain regulations ' FEMA CLOMR Approval FEMA has approved any necessary CLOMRs. Additional Comments: Terms to Note ' Lowest Floor Elevation — Elevation of the lowest floor of the lowest enclosed area (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. ' Regulatory Flood Protection Elevation — For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. ' Additional floodplain terminology is defined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. APPENDIX G SOILS INFORMATION, FIGURES, TABLES AND EXCERPTS FROM REPORTS G a Hydrologic Soil Group—Larimer County Area. Colorado M (900 E. Stuart) o 4991640 494670 494700 494730 494760 494790 494 4C°3356'N 1 Ij 1 r 1 1oot �• A 1 ' sir` 1 r � r OJ, yf 494640 494670 494700 494730 494760 494790 494a2C 3 Map Sole: 1:1,350 if writed on A por4art (8.5" x 11") suet. 1 JNMeiers 0 N 0 20 40 80 120 „ 0 50 300 200 300 /V Map Pro]eCtM: Web MetmhDr Cm rcoordinates: WG564 Edge tics: UTM Zone 13N WCS84 1 SDI Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 3 M 0 F 40° 33'56'N x 4033 47 N 3 R M 2/18/2015 Page 1 of 4 O O 0 U ,I& o v O N o N o ro rn p W «O « J m O O m N 70 N Ip GI O O U m m m Z 3 D N 70 U O C m m O L 0) 7 N o c v vUi o° E w w N? ani 10 N E w o c _ o E a D U 'O r O m O ry m� �O U ��O UI n (D U cD0 0 m E N u°i O v N 0 a o. Q v =«= y N E m m N N N N� O L ZnO N Z Ci0 O L N Q 3 y O M E O O. C j a N -O N -O N N . V O N 0 O vayE U E U.'-"W N N mOmoQ n O.L N O co �(�i Q N o 0. C N � � m wL. .. N E " L " O u n C d 4 m N v D d 0 4) ° Q a O T > p J 3` OV L' 0 m0 N LL N U N ZO. n V m« L O O N O. > '� o y N t O O E O O` C m m L O_ y n E M A n N T d o O I. T U C C na vo d,i L N m �i Vi N - Z o a `o .00 � v -0 E v n a m E « 6 o m v d J> L CQ L a N° O Z U N C .= d m N d O Y O L N m E E t m w ° v m o o(D 70 O U L C r 2> �. N L m m `p rn w N N « E O D N O v) 01 U T W � (n N "; C m N m E Ol N m °— m 0` m Q O D O J O m D C N 'C Oi C y a N J T m Em N °aim y Ayo� m 'p mm W 01 °no N o ad�mL) m O N n— m> �_> y� f0 tom E H wEom aE o V �U �avau L ) f 0 3 v)(n O (n`° o oN FUE`o n m y m m T A C m m L O B U L m D y N O O L O t0 m U U � U o Z i t0 `O w j Q Q C z o 0 0 0 a d n C O Y L} m 4 T III_ /W� V 3 � m w J w m a m m n Ip O m CQ N p � GJ yn c Q C c o O D w C 0 D w n o a m = A a J o m O o O LL in Q rn Q Q m a'1 U U O Z o z o❑❑❑❑❑❑❑❑ o o ❑ © 0 0 a N _ y N N � a `I� Z IHydrologic Soil Group—Larimer County Area, Colorado 900 E. Stuart ' Hydrologic Soil Group 1 Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Altvan-Satanta foams, 3 to 9 percent slopes B 0.9 21.1% 55 Kim loam, 5 to 9 percent slopes B 2.1 48.4% 76 Nunn Gay loam, wet, 1 to 3 percent slopes C 0.6 13.9% 95 Satanta loam, 1 to 3 percent slopes B 0.2 3 9% 101 Stoneham loam, 1 to 3 percent slopes B 0.6 12.7% Totals for Area of Interest 4.4 100.0% uSOA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/18/2015 Page 3 of 4 ' Hydrologic Soil Group—Larimer County Area, Colorado 900 E. Stuart ' Description Hydrologic soil groups are based on estimates of runoff potential. Soils are ' assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: ' Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils ' have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist ' chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. ' Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer ' at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. ' Rating Options Aggregation Method: Dominant Condition ' Component Percent Cutoff., None Specified Tie -break Rule: Higher ' USDA Natural Resources G Conservation Service Web Soil Survey National Cooperative Soil Survey 2/18/2015 Page 4 of 4 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family ' Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger ' Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 ' See Figures RO-3 through RO-5 for percentage imperviousness. CA = K,, + (1.31i s —1.44i z + 1.135i — 0.12) for CA >_ 0, otherwise CA = 0 Cc, = KCD + (0.858i 3 — 0.786i Z + 0.774i + 0.04) CB = (CA + CcD )I2 (RO-6) (RO-7) 2007-01 Urban Drainage and Flood Control District RO-9 2.9 Composite Runoff Coefficient Drainage sub -basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cas- es a composite runoff coefficient must be calculated for any given drainage sub -basin. The composite runoff coefficient is obtained using the following formula: j](Ci •At) C = t=1 (RO-8) At Where: C = Composite Runoff Coefficient C; = Runoff Coefficient for Specific Area (A) A; = Area of Surface with Runoff Coefficient of C;, acres or feet n = Number of different surfaces to be considered A, = Total Area over which C is applicable, acres or feet (5) Anew Section 2.10 is added, to read as follows: 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with the 2-year storm event. For storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infil- tration, depression retention, evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12. Table RO-12 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period (years) Frequency Factor Ct 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times Cf cannot exceed the value of l; in the cases where it does, a value of 1 must be used. ' (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. ' (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeline Practices ' (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users' Manual for appropriate modeling methodology, practices and development. The Us- ers' Manual can be found on the Environmental Protection Agency (EPA) website (htto://www.epa.gov/ednnmirl/modelstswmm/index.htm). ' (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 29 ' (b) For a Project Plan or Final Plan submittal, runoff coefficients based on the proposed land surface types must be used. Since the actual runoff coefficients may be different from those specified in Table RO-10, Table RO-I I lists ' coefficients for the different types of land surfaces. The runoff coefficient used for design must be based on the actual conditions of the proposed site. Table RO-10 Rational Method Minor Storm Runoff Coefficients for Zoning Classifications Description ofArea or Zoning Coefficient R-F 0.3 U-E 0.3 L-M-In 0.55 R-L, N-C-L 0.6 M-M-N, N-C-M 0.65 N-C-B 0.7 Business: C-C-N, C-C-R, C-N, N-C, C-S 0.95 R-D-R, C-C, C-L 0.95 D, C 0.95 H-C 0.95 C-S 0.95 Industrial: E 0.85 1 0.95 Undeveloped: R-C, T 0.2 P-O-L 0.25 ' For guidance regarding zoning districts and classifications of such districts please refer to Article Four of the City Land Use Code, as amended. Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefdent Streets, parking lots, drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled asphalt 0.8 Lawns, sandy soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, heavy soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 28 10.0c 9.00 8.00 0 s 7.00 m t c 6.00 In 5.00 Z f ..J 4.00 J LL ' = 3.00 2.00 1.00 0.00 4- 0.00 RAINFALL INTENSITY -DURATION -FREQUENCY CURVE 10.00 20.00 30.00 40.00 50.00 STORM DURATION (minutes) —2-Year Storm - - - 10-Year Storrs 100-Year Stonn Figure RA-16 -City of Fort Collins Rainfall Intensity -Duration -Frequency Curves 60.00 ' (C) Volume 1, Chapter S — Runoff- (1) Section 1.0 is deleted in its entirety. (2) A new Section 1.1 is added, to read as follows: 1.1 Runoff Methodologies (a) There are two runoff determination methodologies that are approved by the City, the Rational Method and the ' Stormwater Management Model (SWMM). The City is the determining authority with respect to the appropriate methodology to use under different circumstances. Early contact with the City is ehcouraged for the timely determi- nation of the appropriate runoff methodology to use. ' (b) The Rational Method may only be used to determine the runoff from drainage basins that are less than ninety (90) acres in size. The Stormwater Management Model (SWMM) must be used to model drainage basin areas of ninety (90) acres or more. ' (c) All runoff calculations made in the design of both 2-year and 100-year drainage systems must be included with the Storm Drainage Report and all storm drainage facilities designed must be shown on Storm Drainage Plans. (3) A new Section 2.8 is added, to read as follows: ' 2.8 Rational Method Runoff Coefficients (a) The runoff coefficients to be used in the Rational Method can be determined based on either zoning classifica- tions or the types of surfaces on the drainage area. Zoning classifications may be used to estimate flow rates and vol- umes for an Overall Drainage Plan (ODP) submittal, if the types of surfaces are not known. Table RO-10 lists the runoff coefficients for common types of zoning classifications in the city of Fort Collins. 27 DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE .. �o N D: O v z 0 U) z a x w A = Expansion Angle mmmmmmmm PAO "' 0 NUMEMMEM 0 m N rAd m Arm age Avg SO FA P VA, W 0 Emmummum '��Wmmmm O .I .2 .3 .4 b _b / tl TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE MD-23 Expansion Factor for Circular Conduits 06/2001 MD-111 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Table MD-7—Classification and Gradation of Ordinary Riprap %* Smaller Than Given Intermediate Rock Riprap Designation Size by Weight Dimensions (inches) dso (inches)* Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12** 2-10 4 Type H 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 * d5o = mean particle size (intermediate dimension) by weight. ** Mix VL, L and M riprap with 35% topsoil (by volume) and bury it with 4 to 6 inches of topsoil, all vibration compacted, and revegetate. Basic requirements for riprap stone are as follows: • Rock shall be hard, durable, angular in shape, and free from cracks, overburden, shale, and organic matter. • Neither breadth nor thickness of a single stone should be less than one-third its length, and rounded stone should be avoided. The rock should sustain a loss of not more than 40% after 500 revolutions in an abrasion test (Los Angeles machine—ASTM C-535-69) and should sustain a loss of not more than 10% after 12 cycles of freezing and thawing (AASHTO test 103 for ledge rock procedure A). • Rock having a minimum specific gravity of 2.65 is preferred; however, in no case should rock have a specific gravity less than 2.50. ' 4.4.1.2 Grouted Boulders Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are ' used, they provide a relatively impervious channel lining which is less subject to vandalism than ordinary riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and Rev.04/2008 MD-61 Urban Drainage and Flood Control District MAC. AYVBALTdro Ali �I / �l I 40 20 O 40 BID J I� SCALE: 1"- 40' / iao-m Raopnaal \ I I i\N,--a��`I� / I J \ � I NININ I � " eiPAvcwewoosA:ua II '(PtA l M aKws Pwgs\ Xw/ (I- sWTNE s9119 STI�.To1 Tm)- I __ Is I / \ / I \ 1 I\ \ 4In iii / NOTES PLAN.AJUNI, ION CONTROLMEASURES SHOWN ON EROSN)N CrpNTgpL / V 2. PLWABLEESE WDI IN.4.IOFTIIER ZONE.ECODE FOq W ALLOWABLE USES WIMIN THE BUFFER ZONE. LL _ /�0 \_% S.NATURALHA&TATAREAIS MFANTTO BEMAINTAINk^OIN y� ANATATNE LANDSCAPE 4. SEE FLOODPLAIN PLAN FOR FLOODPWNINFORI ATICIN, 5.PWEIIONSOFTHISPROPER MELOCATEDINTHEFEN REGULATORYSPRINGCREEKIODTEARFLOOD NANOM 1p 0-/((gATOF /// DEVELORA MUST nS WWIREMENT50FCHAPrtRio 6PNNGMEADONrB OF CT CODE. B. PRIORTO BEGINNING ANYWORK IN THE FLOOD FRINGE 11411 �/ % OJEZFNTON POND. BIKf'IRAIL LANDSCAPING ETCJ AN APPROVED RWD NUSEPFAMINTISREWlV 7. PRIOR M BEGINNING ANT .)AN INn1E FL000WAY (SFORM PIPE.RIPRDE S BITRAll-KE ETC.) AN APPROVED NORISE CEnnFlCATE IS REWIRED. II I Ili I I 1 I I ( — r93— 1 CrrtJn - W6rMGMngaCdilgllt DUSTING MApR COMWR �xx*� PRC)Posm MIHCa4CnniOla xx*1 FFOPOSED MA.C11CaaIOLF y PROPOsmIlsall NOF OYIInNIpFWW IMMUNE oRMNAGERARnvmDEUNE DRNPSNUMBER PRGPMINJOR STORM RUNOFF coEFFICIi u I PT^P oRarvPGE d4SIry nRER QDEscry POINT POND SUMMARY TABLE REWIRED MDCV 0.08 AC FT WOCV ELE ATgI 4954.0 FE PRONDED wOCV O.OB AC FT EMERGENC SPILLWAY EIEVAT 4954.5 FT TOP OF M DEVATW 4955.0 FT DRAINAGE SUMMARY TABLE Wells NW TMUF SARI MM n(IN co" I cn9 renR . rywM Mkk ry111111a M. NYRNe A 3# nun ab yp M R11M e e nm nax 6@ M M e as am new nP m tl sur a D nm aw s� n a9 Wasix CMk nrw As me ww M TT l ml 6a1 W1 Wh u.a Iu o to sproyCwek 9A as -au n.s.e.E xr In xml+mlwln New lmpeMous Area M,19 m/sa.h ReDVIreE Mnlmum lmpeMoua NpawEe Trtaletl 13,150 ave/p.h a PaaerXdimpl 4A) ave/sD,h llm Runanareafa PanBAedbBUDT,spw 3:1 iipemtll¢EI-APPROVED VARIANCE 59,5E0 ave/sy.h Impervious ArtaTrtwetl Ey DOTrrealmem MCMOEtlIPemeus Parement 5 59,560 ave/sD.h em TpwllmpeMous Ans Twawtl w5lo aua/p,h AQussfi WFseTnist uD nx ax PwwsPaeeDMmw wrtmem Nev Pavemem Area B ao ape/sD,h Rpyvlretl Mnlmvm ARi O(PWOug pavempm li MINI It AreaolPaer X(tlMYl III=ape ,h ioMl Porous Pauemem Awa li guns/aOft. AI K Of Pormus Pauemem PrpylEeE_APPRWED VARIANCE nx att DP IINWWxS C UTUTY PAN APPROOVALV& "Moulffl. O.FD BT M.aawawMRn wn - BIKED «m BY: _ am or. - CKM Bn M mom =pD)N wpm SUN o �ZMo mo m M0i 0 loll Z 7 n M m rc Z 5 N F IL U) W 2 O W f O w 0) W IY m w o • 2 w L 8 Y O Bb O Z y p[W� w IIDU 13 P/NNACL 1Fr0WNNOMEB y' Y AE, 04 LIE AMP /7 4)�/ `N it C"yO rroRrcoLLMW ,� $ oo EAT�a--!// ,-- All I TOP Oi BANK a° m. a°5°'40 18• FES W 2. SCWRSTOP MAT KSO.W ' �0057 S! / �-✓t- a i. g� SPRING Oim( uxez r \ 100-YR FLOODWAY EMERGENCY OWRRow 5' CONCRETE SRLLWAY W/ CONCRETE ) -- / Y TRAIL RIBAND SCWRSI=P MAT 18• RCP f-------_ LOTQ-REPLATOF SPR/NGMEADOWS YR TLOODPLNN\ \ "' IIAh UAUT/ 100- \ 1W RCP �1RyT^-dIIlET STRUCTURE IB• RT STOP Ip ----f —�- 5/ WIN aao w m is Ts �a To h o WATERCOURSE WAY -- — -- _ ./ . 4967� -' \ I--------'9BJ gm — LEGEND i�1� o - IxImND MINDRcaRmm '/ �: e �xxa� WiOfO^+EDMMLRfAi,WR %xxx� �EDMAATC IJR s� � ,00mvE000rwN ,mm aooaaAv IUNML XxBR>i BIIFFFA ZONE moot N >Inn oQmn c z 0 B wpm N O V O M y G IN y OZ <3; mmuz 0 1LLa w 15 O 90 50 SCALE: 1 ^ - W, NOTES 1. NO STORAGE OF IMATERIALS OR EOUIRAEMIN THE FLOODWAY 2.FL000 NUS@FERMRANDNORISECERIIFICATONWILLBEREWIREDFORTHE STORM RPE ANO'Rpgl L IN THE FL W OPLNN. 9.PORNONSOFT MPROPERLYARELOCATEDINTHEFEMAREGULATORYSPRINGCREEL( IWYEAR FLOODPWN AND ALL OEVELOPMENT MUSTSATISFY REWIREMENISOF CHAPTER IOOFCTtYCODE. 4, PRIOR TO BEGINNING ANY WORK IN THE FLOOD FRINGETILL LANDSCARNG. POND STORMWATER OUTLET PIPE, RIPPAP. BIKE TRNL ETC.IA FLOODPLNN USE PERMRISREWIRED. 5.RRORTOBEGINNINGANTWORKINTHEFLOODWAY(STORMWATERCURETRPE.RiR ..BIKETHAIL. ETC J AN APPRO V EL) NORISE CEROFICATE IS REIXIIRED. 5. PLEASE SEE SETCTION 5.4.1 OF THE -&ND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFERZONE. T.THENATURALFk B ATAREAISMEANTTOBEMAINTAINEDINANAIVELANDSCAPE. S. NOMI lNTHEFLOOTAVAYUNLEBSAWDRUUCANALYSISSHOWS"NORISE". NO MANUFACTURED HOMES, EXCEPT IN AN EXISTING PARK. CAN BE PLACED INTHE FLOODWAY. NO CHANGING A NONCONFORMING NONRESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE. LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODWAN'WTTHOUTA HYDRAULIC ANALYSIS TO SHOW"NO RISE". NOSTORAGEOF MATERIALS OR EQUIPMENT. 9. EXISTING AND PROPOSED ELEVATIONS ARE FOR CERTIFICATION OF NORISE AND FLOODPLNN USE PERMIT. OIY W FWR M NS MIAU umutt PLAN APPROVAL ^rsare BY �— .�� wEala Br: OIE1.1.i11 BY: orNa.p�µ N.rn Z O (N j F Z > IL n F. Z Z ~ J IL a W Q OJ O C m LL W m i S B x 9 y u u �p REp/f' JOP ,y f e N2M