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Home My WebLink AboutDrainage Reports - 04/06/1999r� o V MAR 121999 Oo O O Q) O �O Final Drainage and Erosion ►� 00 0 O Control Report 0 0 Poudre Valley Hospital O o 0 (jHarmon Campus, i CO o o Y p, O o O O Fort Collins Colorado t o 0 0 March, 1999 iao / r THE SEAR -BROWN GROUP Standards in Excellence I \ k ' THE SEAR -BROWN GROUP. FULL -SERVICE DESIGN PROFESSIONALS 209 SOUTH MELDRUM ' FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 March 31, 1999 ' Mr. Basil Hamdan City of Fort Collins Water Utilities--Stormwater ' 700 Wood Street Fort Collins, Colorado 80521 ' RE: Final Drainage and Erosion Control Report for the Poudre Valley Hospital - Harmony Campus ' Dear Basil: ' We are pleased to resubmit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Poudre Valley Hospital - Harmony Campus. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design ' Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any ' questions. ' Respectfully, The Sear -Brown Group ' Prepared by: Reviewed by: &Oro ' Traci Downs, E.I.T. Kevin Gingery, P.E. Project Engineer Engineering Manager lA Storm Gewirtz,I.T� ' Project Engineer ' cc: File 823-001 Albert Kahn Associates ' 1\FC_1(dl\USR2\JOBS\5?3-0tU'.DRA1\AGE\PIaP\New Folder\DRAINRPT.DOC NEW YORK • PENNSYLVANIA COLORADO•UTAH•WYOMING STANDARDS IN EXCELLENCE EQUAL OPPORT UNITY EMPLOYER TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS A. MAJOR BASIN DESCRIPTION 1 B. SUB -BASIN DESCRIPTION 2 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 3 C. HYDROLOGICAL CRITERIA 3 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 3 B. SPECIFIC DETAILS 4 OVERALL DRAINAGE PLAN 4 PHASE I DEVELOPMENT 4 SWMM MODEL 6 V. STORM WATER QUALITY A. GENERAL CONCEPT 7 B. SPECIFIC DETAILS 7 VI. EROSION CONTROL A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS 8 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 8 B. DRAINAGE CONCEPT 9 C. STORM WATER QUALITY 9 D. EROSION CONTROL CONCEPT 9 REFERENCES 10 0 APPENDIX PAGE VICINITY MAP I HYDROLOGY 3 INLET SIZING AND CURB CUTS 9 STORM DRAIN SCHEMATICS AND PIPE SIZES 22 SWALE SIZING 58 SWALE ANALYSIS — CONVEYANCE ELEMENT 39 62 RIPRAP CALCULATIONS 65 DETENTION POND DESIGN BY SWMM MODEL 72 WEIR ANALYSIS 181 EROSION CONTROL CALCULATIONS 184 EXCERPTS FROM McCLELLANDS BASIN 193 MASTER DRAINAGE PLAN EXCERPTS FROM McCLELLANDS BASIN 197 100-YR MASTER PLAN UPDATE SWMM MODEL BY LIDSTONE AND ANDERSON, 1997 200 EXCERPTS FROM FINAL DRAINAGE PLAN 232 FOR TIMBERLINE ROAD TABLES AND FIGURES 244 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE POUDRE VALLEY HOSPITAL HARMONY CAMPUS FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Poudre Valley Hospital Harmony Campus site is located south of Harmony Road and east of Timberline Road in southeastern Fort Collins, Colorado. The site is shown on the Vicinity Map in the Appendix. More particularly, the site is situated in the northwesterly portion of Section 5, Township 6 North, Range 68 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. B. Description of Property i The overall Poudre Valley Hospital site contains approximately 104 acres of land, all of which is currently undeveloped and being.proposed for the Harmony Campus of Poudre Valley Hospital. The majority of the property currently consists of cultivated farmland. The site generally slopes in a southeasterly direction at approximately 2.0%. Only Phase I of this project, located in the northwest corner of the property, containing approximately 36 acres, is being covered in this report. The remainder of the property will mostly remain undisturbed until future phases of development. There is a concrete irrigation ditch along the northern property line of this site ' called the Spring Canyon Lateral, owned by the Warren Lake Company. This ditch is to be relocated approximately 23 feet south of the current location; y I however, an engineer that will be designated by the ditch company will perform the design and relocation. DRAINAGE BASINS A. Major Basin Description The Poudre Valley Hospital site lies entirely within the McClellands Basin. The McClellands Basin SWMM Model was last updated by Lidstone and Anderson in 1997 for areas north of Harmony Road. In the update, the Poudre Valley Hospital 1 1' I site is located in Basin 316. Applicable portions of these studies are included in the Appendix. Historic drainage patterns on the subject site are in a southeasterly direction per the McClellands Basin 100-Year Master Plan Update. The site historically discharges into Conveyance Element 39 (see the Detention Pond Design by SWMM section in the appendix). Conveyance Element 39 is currently 2160 feet long and is an open channel that runs along the southern property line of the PVH site. At the southeast corner of the site, Conveyance Element 39 turns the corner and flows south along the east property line of the Timber Creek PUD and the Stetson Creek PUD. Excerpts from the McClellands Basin 100-Year Master Plan Update can be found in the appendix of this report. The flow ultimately discharges into the McClellands Basin Drainageway. A portion of Timberline Road and Harmony Road will be detained on the Poudre Valley Hospital Site. Sections of the Final Drainage Report for Timberline Road, done on July 15, 1994, by Northern Engineering Services, Inc., which show this area of roadway has been included in the Appendix. These sections specify the area of Timberline to be detained as well as storm flows. No off -site runoff from properties surrounding the Poudre Valley Hospital site pass through the site. With the construction of the site, no additional flows are anticipated. Poudre Valley Hospital will have Detention Ponds #393 and #394 on site. The total area draining to these two ponds is equal to approximately 35 acres. This area is included in Phase I of the Poudre Valley Hospital Site. B. Sub -Basin Description Historic drainage patterns on the subject site are in a southeasterly direction per Appendix B, page 56 of the McClellands Basin 100-Year Master Plan Update. Excerpts from the McClellands Basin 100-Year Master Plan Update can be found in the appendix of this report. No off -site runoff from properties surrounding the Poudre Valley Hospital site traverse through the site. With the construction of Phase I of the site, no additional flows are anticipated. III. DRAINAGE BASIN CRITERIA A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. 2 B. Development Criteria Reference and Constraints The criteria and constraints from The McClellands Basin 100-Year Master Plan and the subsequent update dated April 1, 1996 are being utilized in this Final Drainage ' Study. The Poudre Valley Hospital site is currently being utilized as agricultural land, and the McClellands Basin Master Plan for the site does not include on -site detention facilities for the future development. With this phase of development for ' the Poudre Valley Hospital Site, on -site detention is required and detention ponds will be provided. tC. Hydrologic Criteria The Poudre Valley Hospital PDP Drainage Report will utilize the SWMM Model ' that was last updated by Lidstone and Anderson in 1997 and simply expand on it. The City of Fort Collins is currently updating the McClellands Basin SWMM Model and is not available for this project. The City will later include the PVH Model into their updated model when it is ready. SWMM hydrologic models will be run for the Project Development Plan. ' D. Hvdraulic Criteria ' All calculations within this study have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria and are included in the appendix. ' E. Variances from Criteria No variances are being sought for at this time. ' IV. DRAINAGE FACILITY DESIGN ' A. General Concept ' As development occurs within the Poudre Valley Hospital site, the drainage concepts shown on the Drainage and Erosion Control Plan in the back pocket of this report should be followed. Generally, the 10 year and 100 year developed ' on -site stormwater flows will be conveyed to the two on -site detention ponds via curb and gutter, cross -pans, sidewalk chases, inlets, storm drainpipes, and i I 3 it r swales. There are two proposed ponds, #393 and #394, that will be constructed with Phase I of this project and they will discharge into the McClellands Basin Drainageway at the 10-year and 100-year allowable staged release rates. The release rates are based on the requirements of the Master Plan for the McClellands Basin, which requires on -site detention using a staged release rate of 0.20 cfs/acre for a 10-year design storm and 0.50 cfs/acre for a 100 year design storm B. Specific Details rOverall Drainage Plan Please refer to the Overall Drainage Report completed by The Sear -Brown Group for information on the Overall Drainage Plan. Phase I Development The entire Poudre Valley Hospital property contains approximately 104 acres of which approximately 35 acres are being developed with the first phase. The site has been broken into thirty-three on -site drainage basins. Please refer to the Drainage and Erosion Control Plan in the back pocket of this report. Basins 1, 2 and 24 contain portions of Harmony Road, which develop runoff that will sheet flow into the Spring Canyon Lateral, located between the project site and Harmony road, as it has historically done. Runoff from the western portion of the site will be routed to and detained in Detention Pond 394, located at the southwest corner of the site. The area contributing to Detention Pond 394 is approximately 17.27 acres and consists of Basins 3-11, 13, 30 and 32. Detention Pond 394 has a 100-year storage capacity of 2.4 acre-feet. The bottom of the pond has a minimum grade of 0.50 % and has concrete trickle pans that facilitate the flow southeast towards the outlet structure box. The outlet structure allows for a 10 year and 100 year staged release rate, which releases the detained flows into the existing grass -lined drainage ditch (SWMM model Conveyance Element 39) at the south boundary of the site. In the event this outlet structure box becomes clogged, a 30' wide emergency overflow spillway was designed. The elevation of the spillway is equal to the 100-year water surface elevation (WSEL). The allowable release rates were determined using the requirements from Master Plan for the McClellands Basin: 0.20 cfs/acre for a 10- year design storm and 0.50 cfs/acre for a 100 year design storm. The detention ponds for this site were analyzed using SWMM Modeling and are discussed in a later section of this report. r4 11 I i 1 r 7 11 I� u I n iJ 11 Basins 3 contains the portion of Timberline Road that will be detained in Pond 394. The developed flow from this portion of Timberline, east of the crown of the road and north of the unnamed public road, will be routed onto the project site via curb/gutter where it is intercepted by a Type R Inlet and conveyed to detention pond 394 through the storm drain pipes. The south portion of Timberline, Basin 4, is conveyed south to the existing inlet and drains into detention pond 394 via a proposed storm drainpipe (Profile E). The majority of Basins 5-11 consists of parking lots and a portion of the parking access. The developed flow off of this area is conveyed via curb and gutter to a series of Type "R" inlets and storm drainpipes (Profile A) which outlet into the detention pond 394. Approximately one third of the building drains into roof drains, Basin 13, that combine with the storm drain line (Profile A) at a manhole located in the parking area. Detention Pond 393 is a detention pond as well as an irrigation pond and has a total storage capacity of approximately 7 acre-feet, where 2.6 acre-feet of this storage has been allocated for the 100 year detention storage. The 100 year water surface elevation of Pond 393 is 4955.10'. The pond is comprised of two ponds, located in Basins 20 and 22, with an equalizing pipe connecting them. In order to maintain water in the pond for irrigation purposes, the outlet structure will be placed above the irrigation high water surface. As with the outlet structure for Pond 394, there is a 10 year and 100 year staged release rate which outlets into a temporary trapezoidal swale that conveys the flows to the existing grass -lined drainage (SWMM model Conveyance Element 39) ditch at the south boundary of the site. Similar to Detention Pond 394, a 25' emergency overflow spillway was designed for this pond with its elevation equal to the 100 year WSEL. Runoff from the northeastern portion of the site will be routed to and detained in Detention Pond 393, located near the northern boundary of the site. Developed flow from a portion of Harmony Road, Basin 1, and the eastern parking areas, Basins 15-18, is conveyed via a swale and curb and gutter toward the center of the large parking lot where the flow is intercepted by two, large Type "R" inlets (Profile B). Also combining at this point are the developed flows off of two-thirds of the building, Basin 12 and 14. The roof flows are conveyed to the inlets via a network of reinforced concrete pipes. The flows are then conveyed via a large elliptical pipe to Detention Pond 393. The storm drainpipes are sized to be able to convey the 100-year developed flow off of the buildings, however, the roof drains within the building will not have such a large capacity and there will be overflow into the parking lot during the 100-year storm event. In order to account for this, the inlets in the parking lot were designed to be able to accept the 100-year developed flows from the contributing basins plus the extra flow off of the building that is over the 10-year developed flow. 5 LJ In future phases, there will be another entrance into the site off of Harmony Road and the Main Private Road will be completed. The developed flows from these areas, Basins 19, 19A, 21, 23, will also be detained in Detention Pond 393. The M developed runoff off of these roads will enter the pond through Type "R" Inlets and storm drainpipes. Detention Pond 393 was designed for future conditions and has the capacity to detain the developed runoff from these areas. The pipes and inlets are shown on the Drainage and Erosion Control Plan in the back pocket of this report and they are drawn with a lighter line type to represent future conditions. Undeveloped runoff from the southern portion of the site, Basins 25-29 and 31, flows south towards the existing grass -lined drainage ditch (Conveyance Element 39) at the south boundary of the site, as it has historically. Due to the proposed detention ponds and the staged release structures, the swale will not receive flows greater than the 100 year historic flows previously entering it. Please refer to the SWMM models in the appendix and the Drainage and Erosion Control Plan in the back pocket of this report for the historic and proposed flows in the swale. 1 SWMM Model In order to analyze the detention ponds within the Poudre Valley Hospital Phase I development, the Urban Drainage Districts SWMM routing computer model was used. As part of the McClellands Basin Master Plan, a SWMM model was developed for this basin, however, the City of Fort Collins is currently updating the McClellands Basin SWMM Model and it was not available to use at the time this report was written. The City of Fort Collins recommended using the SWMM Model that was last updated by Lidstone and Anderson in 1997 and the City will later include the PVH Model into their updated model when it is ready. The SWMM Model by Lidstone and Anderson that was used to analyze the site can be found in the appendix of this report. Included in the back pocket of this report is a new SWMM Model Exhibit drawing for the area directly north of the Stetson Creek and Timber Creek Developments, east of the Harmony Crossing Development, and west of the Wildwood Farms Development. With this project, Basin 316 of the McClellands Basin SWMM model was modified. The area of basin 316 has been increased from 99 acres to 103.81 acres due to the addition of a portion of Harmony Road, which was not originally included in this basin. For this project, basin 316 was subdivided into three basins, 316, 317, and 318, which now have 67.0, acres, 17.3 acres, and 19.5 acres respectively. See the Detention Pond Design by SWMM section in the appendix for a schematic. Conveyance element 39 was subdivided into conveyance elements 391 and 39. Basin 317 has an embedded conveyance that leads to Detention Pond 394, which outlets into conveyance element 391, and ultimately merges with 6 I LJ conveyance element 39. Similarly, Basin 318 has an embedded conveyance that leads to Detention Pond 393, which outlets into conveyance element 392, and also ultimately merges with conveyance element 39. Conveyance element 39 turns at the southeast corner of the site and merges with conveyance element 38, as it did in the McClellands Basin SWMM model. The SWMM Model data for this project takes into account the dual staged release structures, and the 10 year and 100 year allowable release rates. The tailwater used in the calculations was calculated using circular channel flow, which ' represents the proposed future conditions as shown in the Overall Drainage Report for this site. From running the model, it was found that Pond 393 requires 2.6 ac- ft of storage in the 100-Year event and Pond 394 requires 2.4 ac-ft of storage in the 100-Year event. The amount of flow being released into Conveyance Element 39 from the proposed Poudre Valley Hospital site, as well as the undeveloped portion of the site, at the 100-year release rate of 0.50 cfs/acre, is 62.7 cfs, which is less than the flow that was originally being conveyed in element 39, 66.7 cfs. No downstream off -site impact is anticipated by the construction of the on -site development and detention ponds. The SWMM models and data are located in the Appendix of this report. V. STORM WATER QUALITY A. General Concept The State of Colorado requires Stormwater Management Plans as part of their permit process. The Poudre Valley Hospital site development is anticipating construction beginning in March of 1999. Therefore this study has sought to find various Best Management Practices for the treatment of storm water runoff that could be implemented in the construction phase of the project. ' B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoff have been incorporated into the design for this project. The first BMP will be in place prior to overlot grading of Phase I. This will be the construction of the detention ponds, which will also function as water quality features during the construction phase of this project. Pond 394 have a sedimentary basin trap for pollutants to settle out of the storm water runoff prior to being released into McClellands Basin Drainageway. The BMP's for this site also include the installation of silt fence during construction. 7 I ,1 All construction activities must comply with the State of Colorado permitting process for Storm water Discharges Associated with Construction Activity. A Colorado Department of Health NPDES Permit will be required before any ' construction grading can begin. VI. EROSION CONTROL A. General Concept ' The Poudre Valley Hospital site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, and after construction until the disturbed ground is re -vegetated or paved. It is anticipated that construction will begin March of 1999. B. Specific Details Erosion control for this site during construction includes the building of two temporary detention ponds that will act as water quality ponds. Additional erosion control measures include sediment/basin traps for the ponds, gravel mulch, roughened soil, and silt fence to be installed along the downstream perimeter of the site. All areas that remain disturbed for more than four weeks will require seeding and mulching to prevent excessive erosion. During the four week period, disturbed areas shall be roughened. After construction, the loop road will have a paved surface and the foundation of the office building will be constructed. The open areas will have sod grass installed to reduce the erosion potential. Calculations for erosion control performance standards have been completed per the City of Fort Collins Erosion Control Reference Manual for Construction Sites ' and can be found in the Appendix of this report. VII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Stormwater Utility will not maintain the on -site storm drainage facilities within the Poudre Valley Hospital site. The owners of the Poudre- Valley Hospital site will maintain their on -site storm drainage facilities on a regular basis. 8 n B. Drainage Concept The proposed drainage concepts presented in this study and shown on the final utility plans adequately provide for the transmission of developed on -site runoff to the proposed detention ponds. The combination of on -site street capacities and the on -site storm sewer system will provide for the developed flows to reach the proposed detention ponds. The sizes, locations and release rates of these ponds will allow the Poudre Valley Hospital site to develop in conformance with the McClellands Basin Drainage Master Planning concepts accepted by the City of Fort Collins. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Quality The sediment basin traps proposed within the on -site detention ponds are excellent ways to allow storm water pollutants an opportunity to be filtered out of the storm water as the storm water carries the pollutants across the site. Periodic maintenance may be required to remove sediment deposits as they accumulate in the on -site detention pond. D. Erosion Control Concept The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from Poudre Valley Hospital. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. I I I I 1 9 I REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. McClellands Basin 100-Year Master Plan Update, by RBD, Inc., Fort Collins, Colorado, April 1, 1996. 4. McClellands Basin Master Drainage Plan, by Greenhorne & O'Mara, Inc., Fort Collins, Colorado, June 20, 1986. 5. Final Drainage Report for Timberline Road, by Northern Engineering Services, Inc., Fort Collins, Colorado, July 15, 1994. 6. SWMM Model for McClellands Basin, by Lidstone and Anderson, 1997. 10 I I 1 1 I_1» 010113 KIII � � r I I 1 I I I 1 1 i I I I F� 1 I I I i 1 t VICINITY MAP 1 1Nf100 0 0 0 F w N u I HYDROLOGY I 1 I 1 11 I The Sear -Brown Group Poudre Valley Hospital - Harmony Campus Composite Rational Method Runoff Coefficients (Fort Collins) Designer.- tld, asg Surface impervious Pervious 823-001 Basin Area Percent Percent Runoff Remarks Total Impervious Impervious Pervious Coefficient ac ac C 1 2.32 1.54 66.4% 33.6% 0.70 2 3.58 1.93 53.9% 46.1 % 0.60 3 2.79 1.75 62.7% 37.3% 0.67 4 1.45 1.00 69.0% 31.0% 0.72 5 1.72 1.35 78.5% 21.5% 0.79 6 2.54 1.82 71.7% 28.3% 0.74 7 0.63 0.51 81.0% 19.0% 0.81 8 0.43 0.32 74.4% 25.6% 0.76 9 0.44 0.31 70.5% 29.5% 0.73 10 0.76 0.61 80.3% 19.7% 0.80 11 1.09 0.82 75.2% 24.8% 0.76 12 0.53 0.53 100.0% 0.0% 0.95 13 0.53 0.53 100.0% 0.0% 0.95 14 1.11 1.11 100.0% 0.0% 0.95 15 1.27 0.95 74.8% 25.2% 0.76 16 0.86 0.71 82.6% 17.4% 0.82 17 1.46 1.01 69.2% 30.8% 0.72 18 2.74 1.68 61.3% 38.7% 0.66 19 0.56 0.37 66.1 % 33.9% 0.70 19A 0.52 0.37 71.2% 28.8% 0.73 20 4.46 0.00 0.0% 100.0% 0.20 21 1.17 0.70 59.8% 40.2% 0.65 22 1.69 0 0.0% 100.0% 0.20 23 0.81 0.22 27.2% 72.8% 0.40 24 3.34 1.08 32.3% 67.7% 0.44 25 4.58 0 0.0% 100.0% 0.20 26 9.09 0 0.0% 100.0% 0.20 27 9.42 0 0.0% 100.0% 0.20 28 13.13 0 0.0% 100.0% 0.20 29 14.82 0.94 6.3% 93.7% 0.25 30 7.07 0 0.0% 100.0% 0.20 31 5.46 0 0.0% 100.0% 0.20 32 1.43 0.75 52.4% 47.6% 0.59 ' SITE: 103.8 acres T 23-Jan-99 ' SITE: 103.8 acres T 23-Jan-99 O CY co N N 7 w a E U U rn >, r m E`LLL E `> O 2 A o O - O � x c rnoU UN O h t/7 3 q O 0 m � w d O E IL� N E d nth O7oNtO r-:q 0O000OONOOo t07 N7 Q t0 t07 to mm lOw r ' t t D N t 0 0 0 1 Q I O l O N Il Il N t n 0 t O Q cl 7 O N 0 0 0 0 0 0 N O N 0 �-QN,O N�a0 N,Q� �-O w6 V I�ONrn� OM t0�Ol7 C J Q e- � N �- E QQOJ tD tO QtO aDN IP IONNN N NtD N O�Q � � n � � M y � OOp tO0O Om UO N th N N N N N Nth N N N N N N N O O N .ly_ q LLJ i ~ O O O O O t O 0 0 0 N O 0 0 0 0 0 0 0 t O 0 0 0 0 0 0 0 0 0 0 t O t O N 0 J y ONthMO tD t0OOOthOOQtp C)ONNrQOIlQONENN —0—Q N N N N N N O O O O N N 0 0 > O o n > Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q> Q> Q Q> J J J J » Q C7 a a a a LL LL a a m a a a- a -a a a a a CL a0 a(L0mmmm (7m O O O t 0 0 0 1 O N N N t O O l p ONO 0 0 0 0 0 0 0 0 0 0 0 0 L C� ^ n') m cooONOO O thONoOOMO N Cf lb��NQC)NO'� OON tp Of Or M(O thN thN �� N N NNtO O thN NQ Q l01!')f� U'1 � N v J th O10�QNQ� OQOOO tT O N 1% th O tO Ot0 7 V 7QNO UJ thQ th thNNth Q N �r•OOO thO Q N C) th N' N oOR NM - C b Cam') t�')�NN H Z O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O g O O O O O O N N N O O O O O O O O O O O O O N O O f0 Q Q m N N N O O o W >o N o00000o In0000000tn u�000000tn tn00000000 Q L_. t+I th m th N A N h n Q C) t0 ll') O th th N m N O 1` N N N N N � O 100 tO0 C — J On fOD t^p Arl�r t0r-: r aoprl�C�C� W n tO0 rl� rN tOO N QO N N N N NNNN U 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 X � U Q O O I N O f Q f O t h O t O I O 1 f 1 LL t O N N f O O f h O N O O Q O O o O t O O O t T r rOt01� rr O n r C+O�000 r tO I�tD 1� f�NtDN Q QN NN NNN N N 000cc000000000000000c0000000coccc QU � z ❑ NNOIO NQth th Qt0 th th �I� t0 t0 Qt0 t rto mONth NIA th m y � N t OQ m 0 C)LL7 I,QI*NOa q Q1�hO�NID QI,OUn coQe-lA n)117�OOV:Q•! 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EE / !- .�_ &, a222x223&&«e33o3; aJ§R:&:;= 2: ,;_..;.,��.,;„ ;,.:1,:.�,;,.1; .�.;l,r �a;;■ , / eeeee929®£ea5aea! ...... !` 2 &2 2...... ! 9 8 =f `- E E S I fra6 g as ssd a� s2� n nan n . :.mmmm nm o� n u'— �__ S 8�e m mom m m mmaooam .00 0 dVSS 3LL- s'd _ s£_ nmmn ync - nn o— _ m _ mm RrvrBr�-"'B °n'°mm p::o ��As aMe n n__ mo_mm__o_nmm.__an_ __ m- _ nnmm m n_ R88888888888888888.RamlJ RRmBRRmm 8888mm. 888 m mnnnnnnnm m o 88880.000a000000 o a 0o o00000& o 388 0 00008008 o g o pz mmmm m m m m m n m m m m mm n^8^.:A B:��m mnnmm m m c A _ g- omomo o ie. �= - 8 - o mm o am.. mm on, o, . o,o. m,m. a mm�n o 000 9En .m�nnmmnr�.;�mn � :R�� nee b tf O xRR 3�ryn.nm�m ""^""'�R�pgx�'nnRRRnn $ _ mamma m�amm�m Cn�. 0 s INLET SIZING AND CURBCUTS 1 1 1 1 11 []I 1 [1 1 n ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------- ---------------------------------------------------------- - SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ............................. ON DATE 01-23-1999 AT TIME 14:26:02 ** PROJECT TITLE: Poudre Valley Hospital C 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 PrW le A (3asin5 INLET HYDRAULICS: IN A SUMP. _7n)e+ I -2 A GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15 . 0 04-- HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.73 STREET CROSS SLOPE W = 1.90 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.56 GUTTER FLOW DEPTH (ft) = 0.54 FLOW VELOCITY ON STREET (fps)= 5.03 FLOW CROSS SECTION AREA (sq ft)= 3.80 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY BY FAA HEC-12 METHOD: (cfs)= DESIGN FLOW 31.54 (cfs) = 19. 006 -1DO�r flow FLOW INTERCEPTED (cfs)= 19.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 19.00 FLOW INTERCEPTED (cfs)= 19.00 CARRY-OVER FLOW (cfs)= 0.00 iQ ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------ ER:KEVIN GINGERY-RDB-INC FT. COLLINS COLORADO .............................. ON DATE 12-05-1998 AT'TIME 14:53:11 F* PROJECT TITLE: Poudre Valley Hospital 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 6 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 15 . 0 0 4--- I S Yl I 6.00 45.00 2.00 0.25 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 1.25 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 38.88 GUTTER FLOW DEPTH (ft) = 0.65 FLOW VELOCITY ON STREET (fps)= 3.12 FLOW CROSS SECTION AREA (sq ft)= 9.61 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED ' CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 1 34.36 (cfs)= 30.33 1009-r T101: +- (cfs) = 30.33 C21ra c��ver (cfs) = 0.00 �Ce�n InlA� (cfs) = 30.33 S (cfs)= 30.33 (cfs) = 0.00 1 1 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................. ON DATE 12-05-1998 AT TIME 14:48:12 ** PROJECT TITLE: Poudre Valley Hospital ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 "� A 1 1 INLET HYDRAULICS: ON A GRADE. 1� �# -I-,A GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 5.0 0 54.35 0.16 0.13 0.50 1.30 0.016 0.00 2.00 WATER SPREAD ON STREET (ft) = 26.50 ' GUTTER FLOW DEPTH (ft) = 0.34 FLOW VELOCITY ON STREET (fps)= 2.42 ' FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= M = 4.56 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.76 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 11.05c ICoIjP10; FLOW INTERCEPTED ( Cf s ) = 1.42 Overi � J uu L bp ' CARRY-OVER FLOW (cfs)= 9.63r,, BY DENVER UDFCD METHOD: DESIGN FLOW (cfs) = 11.05 C°" Ps ��z. irz FLOW INTERCEPTED ( cfs ) = 1.41 inwl .S- 4A ' CARRY-OVER FLOW (cfs)= 9.64 C IZ ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------------- ER:KEVIN ON DATE 12-05-1998 AT TIME 14:46:09 F* PROJECT TITLE: Poudre Valley Hospital 1 i J 1 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 8 ?0lSrr B INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: I�r��FcLc A 5.00 4- 5' 43.13 0.20 0.16 0.50 1.30 0.016 0.00 2.00 WATER SPREAD ON STREET (ft) = 21.63 ' GUTTER FLOW DEPTH (ft) = 0.28 FLOW VELOCITY ON STREET (fps)= 2.12 ' FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= M = 3.04 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.27 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 6.37, WS( flao Plus FLOW INTERCEPTED (cfs)= 1.02 rn(f-L3C4CV' _hL.ry ' CARRY-OVER FLOW (cfs)= 5.35fc `IA BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.37 Carr' e`er vvPr- -fo FLOW INTERCEPTED ( cfs ) = 1.01 InU t i 5A CARRY-OVER FLOW (cfs)= 5.36 1 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------- -------------------------- -ER:KEVIN GINGERY-RDB INC FT. COLLIN-S COLORADO............................. ON DATE 12-05-1998 AT TIME 14:40:02 t* PROJECT TITLE: Poudre Valley Hospital I I I I I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 9 f 1S�r� INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: �i ro-Fcl�c A (►1�.Cf S�7 fa 5.00 <— 5' 26.21 0.32 0.26 0.50 2.00 0.016 0.00 2.00 WATER SPREAD ON STREET (ft) = 13.28 GUTTER FLOW DEPTH (ft) = 0.27 FLOW VELOCITY ON STREET (fps)= 2.04 FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= M = 1.76 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.14 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 3.60k--(00 FLOW INTERCEPTED (cfs)= 0.93 J CARRY-OVER FLOW (cfs)= 2.67 <— CQt��a�e✓��- BY DENVER UDFCD METHOD: DESIGN FLOW (cfs) = 3.60 'io Inlet 1.-ca FLOW INTERCEPTED (cfs)= 0.91 ' CARRY-OVER FLOW (cfs)= 2.69 1 ►1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................... ON DATE 10-08-1998 AT TIME 11:15:28 1** PROJECT TITLE: Poudre Valley Hospital I 1 I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 11 �GlS;rr I � INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE STREET MANNING N = ' GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = I I STREET FLOW HYDRAULICS: Py-c G l e A I,,►et L- A 10.000— toy 6.00 45.00 2.00 0.25 depth to flow depth. 0.50 3.30 0.016 2.00 2.00 WATER SPREAD ON STREET (ft) = 13.28 GUTTER FLOW DEPTH (ft) = 0.60 FLOW VELOCITY ON STREET (fps)= 3.05 FLOW CROSS SECTION AREA (sq ft)= 3.08 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 22.14 (cfs)= 9.40Z-- Sul' ljr- FLOW (cfs) = 9.40 (cfs) = 0.00 (cfs) = 9.40 (cfs) = 9.40 (cfs)= 0.00 15 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD SER:KEVIN GINGERY- RDB INC FT. COLLINS COLORADO............................. ON DATE 10-08-1998 AT TIME 11:10:22 1. I** PROJECT TITLE: Poudre Valley Hospital *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 P,Tvf�IP A ems, i, C INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.004 5Inlet HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (1) = 1.82 STREET CROSS SLOPE (%) = 8.20 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 4.84 GUTTER FLOW DEPTH (ft) = 0.56 FLOW VELOCITY ON STREET (fps)= 6.01 ' FLOW CROSS SECTION AREA (sq ft)= 1.13 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 10.73 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 6. 80 �Irju FLOW INTERCEPTED (cfs)= 6.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.80 FLOW INTERCEPTED (cfs)= 6.80 CARRY-OVER FLOW (cfs)= 0.00 ' I� ----------------------------------- ------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD. - --------------------------------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. N DATE 10-08-1998 AT TIME 12:13:44 I** PROJECT TITLE: Poudre Valley Hospital *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 17 rr i30.5�n I-i INLET HYDRAULICS: IN A SUMP. inle�x-1a GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15. 0 0 c v5 (e HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) = STREET CROSS SLOPE (o) = 0.77 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.38 GUTTER FLOW DEPTH (ft) = 0.61 FLOW VELOCITY ON STREET (fps)= 3.74 FLOW CROSS SECTION AREA (sq ft)= 5.17 GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 33.44 BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED (cfs) = (cfs)= '1 r 19.50 i00 i�r nCk 7C� 19.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 19.50 FLOW INTERCEPTED (cfs)= 19.50 CARRY-OVER FLOW (cfs)= 0.00 r I ►-7 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------SUPPORTED -BY METRO DENVER CITIES/COUNTIES AND UD&FCD ON DATE 01-23-1999 AT TIME 14:31:22 r** PROJECT TITLE: Poudre Valley Hospital 11 I 1 1 11 I I I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 18 P i3asin 19 rd'of I It 6 INLET HYDRAULICS: IN A SUMP. T GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 25.00 f---- Z S'Oto le j' 6.00 45.00 2.00 0.25 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.77 STREET CROSS SLOPE (%) = 2.60 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 29.31 GUTTER FLOW DEPTH (ft) = 0.93 FLOW VELOCITY ON STREET (fps)= 5.22 FLOW CROSS SECTION AREA (sq ft)= 11.34 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 0.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 67.28 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 59.40 FLOW INTERCEPTED (cfs)= 59.40 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 59.40 FLOW INTERCEPTED (cfs)= 59.40 CARRY-OVER FLOW (cfs)= 0.00 100�r -lot✓ Basins IS+ IS I 18 4 ------------------------------------------------------------------------------ I UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD - -------------------------------- -------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................. ON DATE 12-06-1998 AT TIME 13:33:06 ,,** PROJECT TITLE: Poudre Valley Hoapital LJ I LJ *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 SI1.�� 'KDFIL£ Z INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE W = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = 10.00 IO` pJLE-T 6.00 45.00 2.00 0.26 depth to flow depth. 1.50 2.00 0.016 2.00 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.00 GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.55 4.76 FLOW CROSS SECTION AREA (sq ft)= 3.78 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 21.34 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 18.10-.,-L—/DO`e FLOW INTERCEPTED ( cfs ) = 18.10 r-/Dk) CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 18.10 FLOW INTERCEPTED (Cfs)= 18.10 CARRY-OVER FLOW (cfs)= 0.00 I 11 ' The Sear -Brown Group WEIR SECTION FLOW DATA 4 FOOT CURB CUT WEIR COEF. 3.400 F— I STA ELEV 1.0 1.50 1.0 1.00 5.0 1.00 "CU,b 5.0 1.50 Y ' ELEVATION DISCHARGE (L- ©. i - n - h)• lz (feet) (cfs) ------------------ 1.00 0.0 1.10 0.4 1.20 1.2 1.30 2.2 1.40 3.4 1.50 4.8 -c-t-- Mc.r dl+ e = b " Fe I� o c ,)ACU4 CAS Q�►4si►.� 1 Ca�t`� ��1�` al�Fx> Qio M�rouo� Fhs� Q loo l� IlL I I I STORM DRAIN SCHEMATICS AND PIPE SIZES I I 1 I I z2 THE SEAR -BROWN GROUP r II I I, ; Project: POIAX-11- /'13.i l.' •.tI-'r;:i!_ Project No. By: I r2 I �D ��S Checked: Date: /0 - /0 `�G� sheet of y1 r:/Pal _' FL= 5:?,12 oV.r�oo.��, L= 11b,56�t vos/n i s- 1 L=f33,83 5= -,=9% �F- (00.00 L=rvys. IN✓=99S°I So ;1 t 1 '5 0 40' °io ZIPYI " �•.� INv= yg. }y L= �JL = 195,99 F7 S - 0. Z 1100 Du,T�6 i zNv= Llr Fr .n CUl z3 1 1 1 1 i M N M V M M M N N N W, O O OLD O O O O O 00 C O O O N O O O Un O O O C O O O O O O O O O O O G OO of UD NOOONON w O UD N O O O O O M N M.P O •-O OCi O, OTC N (O n O(D O(D,� O C N M V' O O N O (O (D O C ' N co M M M M M co O C UD UD UD U) Un Un Un UD UD 0 n w O) V V W UD (D (D (O (O O O M n00 M O nN MMUD U7 O Ub D) W O O O ' V V IT C IT 0 Un 0 UD UD ID U,) Uf) 0 0 0 0 0 0 0 0 0 0 0 0 O Cl U D O O O O O O O O O O O m D) UT n O W UD U() O O N N M M M M M M M M O U[) O O O O O O O O O O N N N 7 (00 Lq Cl) co N It O (D 0 ��N �M(D n04�oma co (D 4) N NMv n(Dno�00�04 N M V O O n N m O N M O O O o 0 0 0 0 0 0 0 0 0 OOOOD) N M N OO 6 O 6 D) 07 6 Or.� O. • 0 OO V'7 a MOMCl) UDONOnnn00 00 O (D N M N, V M O (D O O (�0 0NM0(D0 nnnnn00 p Un O lD O O O O O O LLi M (D O n I I W W 0 N M V 0 O n O 0 0 � CIJ Cl) N N a a y a'a a 'a MN,r x X M X In et ih IL CL O Of of 0 W W w 2 S W .2 y N aaa) a'n. n a N (D V M N C C � � C N (0 N > > >7 'C _ Q Q N N p- d N N (0 co Mn � N Cl) N Cl) V :F; :S E m m m N C N aaa aaa 03 IT lU m a ai STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Civiles/CouDepts Developed Denver Metro Denver Cities/Counties & of UDFCColoradound Denver & UDFCD Pool Fund Study - -- USER:RDB-Fort Collins -Colorado ............................................... --- -------- ON DATA 01-25-1999 AT TIME 11:38:33 *** PROJECT TITLE :Poudre Valley Hospital *** RETURN PERIOD OF FLOOD IS 100 YEARS VERSION=01-17-1997 P l r 4 (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET -------------------------------------'-----.._..__.'--------------------------- 1.00 2.00 3.00 4.00 65.60 50.83 65.60 52.50 65.60 53.53 49.00 56.23 49.11 52.01 53.60 55.28 OK OK NO0K OK i +,5`{jnle+pondin,=.bldcpi6�lSNn�P ' 5.00 6.00 48.90 56.35 19.20 56.80 55.76 56.28 OK OK 7.00 18.10 57.12 56.36 OK 8.00 17.30 57.40 56.49 OK 9.00 16.20 57.57 56.86 OK 10.00 6.80 57.67 57.14 OK 11.00 6.80 57.67 57.16 OK 12.00 1.10 60.00 55.65 OK 13.00 1.10 60.00 55.65 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND *** SUMMARY OF SEWER HYDRAULICS ELEVATION NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 - SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 ARCH 48.39 54.00 34.00 53.00 32.00 3.00 2.00 ARCH 48.39 54.00 29.00 45.00 43.00 4.00 3.00 ARCH 38.18 42.00 34.00 53.00 54.00 5,00 4.00 ROUND 65.00 6.00 5.00 ROUND 38.24 42,00 26.93 30.00 42.00 33.00 0.00 0.00 76.00 7.00 6.00 ROUND 26.60 27.00 30.00 0.00 87.00 8.00 7.00 ROUND 26.29 27.00 30.00 0.00 98.00 9.00 8.00 ROUND 25.27 27.00 27.00 0.00 ' 109.00 10.00 9.00 ROUND 1110.00 11.00 10.00 ROUND 18.62 21.00 18.62 21.00 27.00 27.00 0.00 0.00 124.00 12.00 4.00 ROUND 6.50 15.00 18.00 0.00 1312.00 13.00 12.00 ROUND 6.50 15.00 18.00 0.00 ' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED I ----------------------------------------------- ------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL O NUMBER CFS CFS ------------------------------------------------------------------------- DEPTH FEET VLCITY FPS DEPTH VLCITY FEET VLCITY NO. FPS FPS 21.0 65.6 49.5 3.63 6.36 2.57 8.40 6.36 0.00 V-OK 32.0 65.6 32.2 3.08 8.79 2.58 9.83 8.79 0.00 V-OK 43.0 49.0 69.6 2.24 7.31 2.16 7.65 4.75 0.93 V-OK 54.0 48.9 63.0 2.32 7.24 2.18 7.77 .5.08 0.89 V-OK 65.0 19.2 33.1 1.50 5.78 1.46 6.01 3.23 0.93 V-OK 76.0 18.1 25.0 1.58 5.55 1.44 6.19 3.69 0.84 V-OK 87.0 17.3 24.7 1.54 5.44 1.41 6.07 3.52 0.84 V-OK 98.0 16.2 19.4 1.57 5.46 1.40 6.23 4.07 0.80 V-OK 109.0 6.8 18.4 0.95 4.27 0.92 4.45 1.71 0.89 V-OK 1110.0 6.8 18.4 0.95 4.27 0.92 4.45 1.71 0.89 V-OK 124.0 1.1 16.7 0.26 5.33 0.42 2.69 0.62 2.21 V-OK ' 1312.0 1.1 16.7 0.26 5.33 0.42 2.69 0.62 2.21 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ' ---------------------------------------------------------------------- 21.00 0.20 48.39 47.99 1.28 0.00 NO 32.00 0.20 48.74 48.39 2.37 1.70 NO 43.00 0.40 49.54 48.74 3.86 1.96 NO 54.00 0.39 49.98 49.54 2.87 3.19 OK 65.00 0.39 50.31 49.98 3.74 3.62 OK 76.00 0.37 50.55 50.31 4.07 3.99 OK 87.00 0.36 50.76 50.55 4.14 4.07 OK 98.00 0.39 51.26 50.76 4.06 4.39 OK 109.00 1110.00 0.35 : 0.35 51.36 51.36 51.26 51.36 4.06 4.06 4.06 OK 4.06 OK 124.00 2.50 54.50 49.63 4.00 5.10 OK 1312.00 2.50 54.50 54.50 4.00 4.00 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 21.00 195.99 195.99 51.22 50.83 52.01 49.11 PRSS'ED 32.00 179.12 179.12 51.16 50.80 53.60 52.01 PRSS'ED 43.00 202.65 202.65 52.37 51.57 55.28 53.60 PRSS'ED 54.00 112.57 112.57 53.48 53.04 55.76 55.28 PRSSIED 65.00 83.83 83.83 53.06 52.73 56.28 55.76 PRSSIED 76.00 65.10 65.10 53.05 52.81 56.36 56.28 PRSS'ED 87.00 57.83 57.83 53.26 53.05 56.49 56.36 PRSSIED 98.00 129.25 129.25 53.51 53.01 56.86 56.49 PRSSIED 109.00 28.46 28.46 53.61 53.51 57.14 56.86 PRSSIED 1110.00 0.10 0.10 53.61 53.61 57.16 57.14 PRSS'ED 124.00 194.65 180.68 56.00 51.13 55.65 55.28 JUMP 1312.00 0.10 0.00 56.00 56.00 55.65 55.65 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 11 C� r r*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS r --------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT --'---------------------------------------------------------------------------- 21.0 2.00 52.64 3.53 1.00 0.00 0.00 0.00 1.00 49.11 ' 32.0 3.00 54.80 1.49 0.56 0.67 0.00 0.00 2.00 52.64 43.0 4.00 55.63 0.40 1.24 0.43 0.00 0.00 3.00 54.80 54.0 5.00 56.16 0.26 0.05 0.02 0.25 0.25 4.00 55.63 65.0 6.00 56.44 0.11 1.02 0.17 0.00 0.00 5.00 56.16 ' 76.0 7.00 56.58 0.13 0.05 0.01 0.00 0.00 6.00 56.44 87.0 8.00 56.69 0.10 0.05 0.01 0.00 0.00 7.00 56.58 98.0 9.00 57.12 0.35 0.05 0.01 0.50 0.06 8.00 56.69 109.0 10.00 57.19 0.01 1.32 0.06 0.00 0.00 9.00 57.12 1110.0 11.00 57.20 0.00 0.25 0.01 0.00 0.00 10.00 57.19 r 124.0 12.00 55.66 0.02 1.32 0.01 0.00 0.00 4.00 55.63 1312.0 13.00 55.66 0.00 0.25 0.00 0.00 0.00 12.00 55.66 r r r r r r r r r r BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. r ';-(I I Poudre Valley Hospital Profile A 2, 15,20,3,2, 1 ,.8,500,300,.2,Y 1,100 1.35,28.5,10,.786 13 1,50.83,0,1,21,0,0,0 65.6,0, 1,.5,0,0,0,0,0 2,52.5,21 , 1 ,32,0,0,0 65.6,0, 1,.5,0,0,0,0,0 3153.53,32, 1,43,0,0,0 65.6,0, 1,.5,0,0,0,0,0 4 , 56.23 , 43 , 2 , 54 , 124,0,0 49,0,1,.5,0,0,0,0,0 5,56.35,54, 1 ,65,0,0,0 48.9,0, 1 ,.5,0,0,0,0,0 6,56.8,65, 1 ,76,010,0 19.2,0,1,.5,0,0,0,0,0 7,57.12,76, 1,87,0,0,0 18.1,0,1,.5,0,0,0,0,0 8,57.4,87, I,98,0,0,0 17.3,0,1,.5,0,0,0,0,0 9,57.57,98, 1, 109,0,0,0 16.2,0, 1,.5,0,0,0,0,0 10,57.67, 109, 1 , I110,0,0,0 6.8,0, 1,.5,0,0,0,0,0 11 ,57.67, I110,0,0,0,0,0 6.8,0, 1 ,.5,0,0,0,0,0 12,60, 124, 1, 1312,0,0,0 1.1,0, 1,.5,0,0,0,0,0 13,60, 1312,0,0,0,0,0 1.1 , 0 , 1 ,.5,0,0,0,0,0 12 21, 195.99,.2,51.22,.013, I,0,3,34,53 32, 179.12,.2,51.16,.013,.56,0,3,29,45 43,202.65,.395,52.37,.013, 1.24,0,3,34,53 54, 112.57,.39,53.48,.013,.05,.25, 1 ,42,0 65,83.83,.39,53.06,.013,1.02,0,1,33,0 76,65.1,.37,53.05,.013,.05,0,1,30,0 87,57.83,.36,53.26,.013,.05,0, 1,30,0 98, 129.25,.39,53.51,.013,.05,.5, 1,27,0 109,28.46,.35,53.61,.013, 1.32,0, 1,27,0 1110,.1,.35,53.61,.013,.25,0,1,27,0 124,194.65,2.5,56,.013,1.32,0,1,18,0 1312,.1,2.5,56,.013,.25,0,1,18,0 -,1,27,0 124, 194.65,2.5,56, I al� THE SEAR -BROWN GROUP Project: ' Project No. BY: l `~ Checked: Date: Sheet of 'ram --y-�..___�--._.. �•' `I;. .� ' ` � � • ill `. �, _.. ` = 0,706 vi m r� m - 5(-,-- J L L- J S' 3.90/0 39 L' 0 5� 5a.5 .� i- (nf i= 0.97�% 1' 12" ASS PlM1 �Flf �� Ft i�� v i c{L ( Swv_),� on Lb5 -'12,y0 5-1. rG sy.zs Qoo� IWV c 54,50 V Ci _Dur mWc)d;' z9 3 Iu 0 N X 0 n m 0 O LL N O a W z Z_ M� o m 04 N 00 m O 3 J CL a U z Z O cL m of N Q O 2 Z O a ~O U) ~ Ow } W W 0 JO Q H >m � J ott as M M 1 ^ � R V N N N N OOOOInO00 O O O 10 N O O O 66666666 O I n N N O m W I N O O m m 0" MN o 1� 16 666 O w N rn O l i O wNLO0 foh 6 N 6 6 O N O 0 N M OI�N N100 �n , vNi 10Mn O �01 f�0000 N MO1� 1� OO O O O O Ci Ci Ilith1 M � V (O � � co O O N CN')<�;f00 �Dgam, m a Upi [J L� I I I I LJ I [1 I I I ---------------------------------------------------------------------------- STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver ------------ Metro Denver-Cities/Counties & UDFCD- Pool. -Fund -Study -----------=- USER:RDB-Fort Collins -Colorado ............................................... ON DATA 01-26-1999 AT TIME 13:36:48 VERSION=01-17-1997 *** PROJECT TITLE :Poudre Valley Hospital *** RETURN PERIOD OF FLOOD IS 100 YEARS r v i l 1e (2 (Design flow hydrology not calculated using UDSEWER) j { lJ *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 81.90 53.29 55.10 NO 2.00 81.90 56.30 55.84 OK 3.00 63.10 56.30 56.02 OK 4.00 3.70 58.52 56.26 OK 5.00 2.30 58.89 56.33 OK 6.00 1.20 59.70 56.36 OK 7.00 1.20 59.70 56.36 OK 8.00 1.40 59.77 56.30 OK 9.00 1.40 59.77 56.30 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH 1D NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 21.00 2.00 1.00 ARCH 52.59 54.00 43.00 68.00 32.00 3.00 2.00 ARCH 39.58 42.00 43.00 68.00 43.00 4.00 3.00 ROUND 14.52 15.00 27.00 0.00 54.00 5.00 4.00 ROUND 10.24 15.00 21.00 0.00 65.00 6.00 5.00 ROUND 8.53 15.00 18.00 0.00 76.00 7.00 6.00 ROUND 8.53 15.00 18.00 0.00 84.00 8.00 4.00 ROUND 6.55 15.00 15.00 0.00 98.00 9.00 8.00 ROUND 6.55 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ' ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 81.9 94.9 3.32 6.35 2.63 8.32 4.87 0.64 V-OK ' 32.0 63.1 155.9 2.05 8.79 2.34 7.38 3.76 1.24 V-OK 43.0 3.7 19.4 0.67 3.76 0.68 3.67 0.93 0.96 V-OK 54.0 2.3 15.6 0.45 4.65 0.58 3.30 0.96 1.44 V-OK 65.0 1.2 8.8 0.37 ' 3.49 0.43 2.82 0.68 1.19 V-OK 76.0 1.2 8.8 0.37 3.49 0.43 2.82 0.68 1.19 V-OK 84.0 1.4 12.8 0.28 6.84 0.49 3.13 1.14 2.72 V-OK 98.0 1.4 12.8 0.28 6.84 0.49 3.13 1.14 2.72 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 06+ens;orl Pend , 0� i --------------------- ------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ' ID NUMBER UPSTREAM DNSTREAM (FT) (FT) -------------------------------------------------- UPSTREAM (FT) DNSTREAM (FT) 21.00 0.20 51.22 50.25 1.50 -0.54 NO 32.00 0.54 51.30 51.22 1.42 1.50 NO 43.00 0.39 52.00 51.30 4.27 2.75 OK 54.00 0.97 53.74 52.00 3.40 4.77 OK 65.00 0.70 54.50 53.99 3.70 3.40 OK 76.00 0.70 54.50 54.50 3.70 3.70 OK 84.00 3.90 54.50 52.03 4.02 5.24 OK ' 98.00 3.90 54.50 54.50 4.02 4.02 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET ------------------------------------------------------------ FEET FEET FEET FEET FEET 21.00 484.30 484.30 54.80 53.83 55.84 55.10 PRSS'ED 32.00 43.00 14.83 178.47 14.83 178.47 54.88 54.25 54.80 53.55 56.02 56.26 55.84 56.02 PRSS'ED PRSS'ED 54.00 179.61 179.61 55.49 53.75 56.33 56.26 PRSS'ED 65.00 72.40 72.40 56.00 55.49 56.36 56.33 PRSS'ED 76.00 0.01 0.01 56.00 56.00 56.36 56.36 PRSS'ED 84.00 63.28 63.28 55.75 53.28 56.30 56.26 PRSS'ED ' 98.00 0.01 0.01 55.75 55.75 56.30 56.30 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ' ID NO ID NO. ELEV FT --------------------------------------------------------------------------- FT K COEF LOSS FT K COEF LOSS FT ID FT 21.0 2.00 56.21 1.11 1.00 0.00 0.00 0.00 1.00 55.10 32.0 3.00 56.23 0.01 0.05 0.01 0.00 0.00 2.00 56.21 ' 43.0 4.00 56.28 0.03 1.32 0.02 0.00 0.00 3.00 56.23 54.0 5.00 56.34 0.04 1.32 0.02 0.50 0.01 4.00 56.28 65.0 6.00 56.36 0.01 0.05 0.00 0.25 0.01 5.00 56.34 76.0 7.00 56.36 0.00 0.25 0.00 0.00 0.00 6.00 56.36 84.0 8.00 56.32 0.03 0.39 0.01 0.00 0.00 4.00 56.28 ' 98.0 9.00 56.32 0.00 0.25 0.01 0.00 0.00 8.00 56.32 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUCTION FRICTION LOSS LOSS OF 0.05 WAS ESTIMATED BY FT WOULD BE INTRODUCED UNLESS BACKWATER CURVE COMPUTATIONS. LATERAL K=O. [1 1 3Z LJ 1 C 1 1 11 1 11 1 Poudre Valley Hospital Profile B to Detention Pond 2B 2, 15,20,3,2, 1 ,.8,500,300,.2,Y 1,100 1.35 , 28.5 , 10 , .786 9 1,53.29,0, 1,21,0,0,0 81.9,0, 1,.5,0,0,0,0,0 2,56.3,21,1,32,0,0,0 81.9,0,1,.5,0,0,0,0,0 3,56.3,32, 1 ,43,0,0,0 63.1 ,0, 1 ,.5,0,0,0,0.,0 4,58.52,43,2,54,84,0,0 3.7,0, 1 ,.5,0,0,0,0,0 5,58.89,54, 1,65,0,0,0 2.3,0, 1,.5,0,0,0,0,0 6,59.7,65, 1,76,0,0,0 1.2,0, 1 ,.5,0,0,0,0,0 7,59.7,76,0,0,0,0,0 1.2,0, 1 ,.5,0,0,0,0,0 8,59.77,84,1,98,0,0,0 1.4,0, 1 ,.5,0,0,0,0,0 9,59.77,98,0,0,0,0,0 1.4,0, 1 ,.5,0,0,0,0,0 8 21,484.3,.2,54.8,.013,1,0,3,43,68 32, 14.83,.54,54.88,.013,.05,0,3,43,68 43, 178.47,.39,54.25,.013, 1.32,0,1,27,0 54,179.61,.97,55.49,.013,1.32,.5,1,21,0 65,72.4,.7,56,.013,.05,.25, 1,18,0 76,.01,.7,56,.013,.25,0,1,18,0 84,63.28,3.9,55.75,.013,.39,0,1, 15,0 98,.01,3.9,55.75,.013,.25,071, 15,0 -1,18,0 84,63.28,3.9,55.75,.013,.39,0,1, 15,0 98,.01,3.9, :2)--3 THE SEAR -BROWN GROUP J CLIENT: Project No: 823-oD Project: YoKdrc `., II; itc Checked By: J �,By: DL F Date: 12 g 1�Sheet: Of: I ro�i le F_ 91.17 r�..,V___. y6.28 F ' ' � `t y OnC . t1p(�q 6) Z1VV= '5. LL3 34 co M co M co M O O a V co a0 N N O O V V O O M M M M M Cl O m 0 o�� D a U � Z O EC> 00 pj rn 2 Cl) J c C a° a �' c fo OJ yN`mo LO 0) m Ja aornoi -q I t N� QM"O O. Q>u LU of w O j,D � N M OaO�a ON 3s u ---------- ________ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL by Eng. Dept=-U.-of- Colorado Denver------------ ' Metro DenvernverCities/Counties 8 UDFCD Pool Fund Study ------------DevelopedCivil -at USER:RDB-Fort Collins -Colorado ............................................... ON DATA 01-28-1999 AT TIME 16:11:47 VERSION=01-17-1997 *** PROJECT TITLE :Poudre Valley Hospital u it *** RETURN PERIOD OF FLOOD IS 5 YEARS Pro�i E (Design flow hydrology not calculated using UDSEWER) ' *** SUMMARY OF HYDRAULICS AT MANHOLES ' ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 11.70 48.50 49.11 NO 2.00 11.70 49.97 49.08 OK 3.00 11.70 49.97 49.10 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION ' *** SUMMARY OF SEWER HYDRAULICS QN 1 GS OGfIe+ /G P0�d. NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 --------------- ---------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) -------------------- ------ ---------------------------------------------------- (FT) 7 10.00 2.00 1.00 ROUND 17.77 18.00 33.00 0.00 ' 110.00 3.00 2.00 ROUND 17.77 18.00 33.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. ' SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED "-----'----'---------------'----- "-----'------ --- "-------------------- SEW'ER-DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. CFS CFS FEET FPS FEET FPS FPS ' --NUMBER -----------------------'----------'---------------'---------__'------- 10.0 11.7 61.2 0.82 7.94 1.14 5.02 1.97 1.83 V-OK 110.0 11.7 61.2 0.82 7.94 1.14 5.02 1.97 1.83 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS -------------------------'--------------------------------'--'-------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ' ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM (FT) (FT) (FT) (FT) - ----------------------------------------------- - - 10.00 1.33 46.28 45.43 0.94 0.32 NO 0 tr Cl qss 3 RcP wader LandscgPr 110.00 1.33 46.28 46.28 0.94 0.94 NO ' OK MEANS BURIED DEPTH 1S GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS 1 ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH FEET LENGTH FEET UPSTREAM DNSTREAM FEET FEET UPSTREAM FEET DNSTREAM CONDITION FEET 10.00 --- --------------------------------------------------- 63.83 63.83 49.03 48.18 49.08 49.11 PRSS'ED 110.00 0.10 0.10 49.03 49.03 49.10 49.08 PRSS'ED ' PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS 1------------U-PST-----MANHOLE---------SEWER-----------------JUNCTURE---------LOSSES------------DOWNST----- ----MANHOLE--- SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID N0, ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ' ------------------------------------------------------------------------------- 10.0 2.00 49.14 0.03 1.00 0.00 0.00 0.00 1.00 49.11 110.0 3.00 49.16 0.00 0.25 0.02 0.00 0.00 2.00 49.14 < FL 1 4,Z0 Good ' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 1 11 1 t 3 1 ' Poudre Valley Hospital ' Profile E Exis�in TnlCf to Pond 39y 2, 18,20,3,2, 1,.8,5A,300,.2,Y 1,5 ' 1.35,28.5, 10,.786 3 1,48.5,0,1,10,0,0,0 11.7,0,1,.5,0,0,0,0,0 2,49.97, 10, 1 , 110,0,0,0 11.7,0, 1 ,.5,0,0,0,0,0 3,49.97,110,0,0,0,0,0 11.7,0, 1 ,.5,0,0,0,0,0 2 10,63.83,1.33,49.03,.013,1,0,1,33,0 ' 110,.1,1.33,49.03,.013,.25,0,1,33,0 -0,0 2 ' 10,63.83,1.33,4 1 1 1 u 1 11 IN 1 1 1 1 1 1 1 1 1 1 1 1 THE SEAR -BROWN GROUP Pond 31 q W.S. = 'il.II O ter_ 7 3 � • rNV 44.39 Uri 60. 11 0 CLIENT: Project No: 113 �ao( Project: Po(Jre WleN Hgc eA^ l Checked By: may: flL F Date: z7 Sheet: Of: Profile T* pond 311 Ouf le t TNV 4y.38 O RTM 56.11 L= 74.5`t 5 = I. I I'/. ZNv = 9 3.5 3 OMy Swale 0 8 Q S Q � a F � d S O t W M O J d Q C II O W W ui 2 O a)W U) ` aam O O O O O LO O N O co co Ci Ci �� ,v o rO o rl U7 to U7 U? 00 co U� LO N M x ro n co � II � L v d v p u m p € y o mZ U C L ca YN d Y U p h d c coO N W ` E O O lL m m a I 1 U Profile F Swale Pond 394 outlet Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\swales.fm2 Worksheet Profile F swale Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.060 Channel Slope 0.015682 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 8.55 cfs Results Depth 1.04 ft Flow Area 4.34 ft' Wetted Perimeter 8.59 ft Top Width 8.34 ft Critical Depth 0.78 ft Critical Slope 0.074843 ft/ft Velocity 1.97 ft/s Velocity Head 0.06 ft Specific Energy 1.10 ft Froude Number 0.48 Flow is subcritical. 1, 1 1 0 1 1 01/29/99 FlowMaster v5.15 09:09:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil. Eng. Dept, U. of CoLorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study -_------- USER:RDB-Fort CoLLins-Colorado............................................... ON DATA 01-29-1999 AT TIME 09:11:17 VERSION=01-17-1997 *** PROJECT TITLE :Poudre ValLey Hospital *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design fLow hydrology not cal.cuLated using UDSEWER) ' *** SUMMARY OF HYDRAULICS AT MANHOLES '--------------•------------------------•-•------------•-•-------•------•-- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET -----------------------------------•-----•-------------------•---------------•- 1.00 8.55 43.53 44.31 2.00 8.55 50.11 45.46 3.00 8.55 50.11 45.85 NO OK OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE:, THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 •--------------------------------------------•--------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) -------------------------------------- ---------------------------------------- (FT) 10.00 2:00 1.00 ROUND 16.34 18.00 21.00 110.00 3.00 2.00 ROUND 16.34 18.00 21.00 0.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED •----- --- ------------------'-----'-------•-------•--------------FROUDE-COMME SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. -•NUMBER •CFS CFS FEET FPS FEET FPS FPS --••-.'---••--'----•-'------••-'------'-------••--'----'.....- 10.0 8.6 16.7 0.89 7.00 1.08 5.47 3.55 1.48 V-OK 110.0 8.6 16.7 0.89 7.00 1.08 5.47 3.55 1.48 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ------ --------- '--------- ----- '----------- ----- ------ SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM (FT) (FT) (FT) (FT) ------------ -------------------------------------------------- 10.00 1.11 44.38 43.53 3.98 -1.75 NO 110.00 1.11 44.38 44.38 3.98 3.98 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS 142, i 1 -----------------------------I------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION 1. FEET FEET FEET FEET FEET FEET - ---- ----'----- ---'--.... "'---------------- --'------. "--'----- 10.00 76.54 0.00 46.13 45.28 45.46 44.31 JUMP 110.00 0.10 0.00 46.13 46.13 45.85 45.46 JUMP 1 PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ---------- ------------------------------------------------------------- ------- UPSTMANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY 1 ID NO ID NO, ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID '-------------------------------------------------------------------------- 10.0 2.00 45.93 1.62 1.00 0.00 0.00 0.00 1.00 FT 44.31 110.0 3.00 46.05 0.00 0.60 0.12 0.00 0.00 2.00 45.93 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 I I 1 1 1 I I `� 2 I ' Poudre Valley Hospital Profile F Pond 394 Outlet 2, 18,20,3,2, 1 ,.8,500,300,.2,Y 1,100 1.35,28.5,10,.786 3 1 ,43.53,0, 1 , 10,0,0,0 8.55,0,1,.5,0,0,0,0,0 ' 2,50.11,10,1,110,0,0,0 8.55,0, 1,.5,0,0,0,0,0 3,50.11,110,0,0,0,0,0 ' 8.55,0, 1 ,.5,0,0,0,0,0 2 10,76.54,1.11,46.13,.013,1,0,1,21,0 ' 110,.1 , 1.11 ,46.13,.013,.6,0, 1 ,21 ,0 10,0 I 1 I I I I THE SEAR -BROWN GROUP 6CLIENT: Project No: V23-Dol Project: N14 rc Un I Checked By: may: OL F Date: 21`1'1 Sheet: Of: 1. Profile G Pond 313 Oufiltt" r i r i Pond Try 53.00 Tnv 52.? I 393 5.= S5 10 n�o - ® RrM ss.5 I O 100, r w.s. 5 3. 47 71.w rani = 63. 00 S"'a ( r am 5s.5 r r 1 r yS 1 r rN N O O O O O LO O N O r O O O O Ifi In I!7 U� r O O 99 r00 O o r; n „ rn o OR co a o r o Q o r CO a ' a U } vZ U h LO ' W Oi Oi 6 II co 2 m J N Q n _N co 3 •n cn a � � O 7 c9 O O U S O r� In Un ,C = } C7 O1 W on)O N U9 Ill In U) LON 7 1 ' J � C L Q it waw �o S U w d O d W S w m >, 0,20 �Ne7 oZ r r 46 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL -- ---- -- -Developed-by_Ciiil Eng. Deets & UDFCColoradound Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 01-28-1999 AT TIME 17:19:19 VERSION=01-17-1997 *** PROJECT TITLE :Poudre Valley Hospital %Do *** RETURN PERIOD OF FLOOD IS i YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES ------------------------------------------------------------------------------- INCH/HR CFS FEET FEET 1.00 9.71 52.71 53.47 NO ' 2.00 9.71 55.50 54.20 OK 3.00 9.71 55.50 54.47 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION I*** SUMMARY OF SEWER HYDRAULICS NOTE_ THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 -- ------------------------------------------------------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. ------------------------------------------------------------------------------- (IN) (FT) (IN) (FT) (IN) (FT) (FT) 10.00 2.00 1.00 ROUND 20.73 21.00 24.00 0.00 110.00 3.00 2.00 ROUND 18.79 21.00 24.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED -----'-----------------------------------'-'-----1--I------- "----'--'----... SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER-- CFS CFS FEET FPS FEET FPS FPS ' _ --------------------------------------------------------------------- 10.0 9.7 14.4 1.20 4.92 1.12 5.39 3.09 0.86 V-OK 110.0 9.7 18.7 1.02 6.01 1.12 5.39 3.09 1.18 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ------------------------------------------ SEWER SLOPE INVERT ELEVATION ---------------------------- BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM (FT) (FT) UPSTREAM DNSTREAM (FT) (FT) ---------------- --- 10.00 0.40 53.00 - ----------------------------------- 52.71 0.50 -2.00 NO 110.00 0.40 53.00 53.00 0.50 0.50 NO ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -------'----------------------'------------------------------------'----------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------- 10.00 71.88 0.00 55.00 54.71 54.20 53.47 SUBCR 4 I ' 110.00 0.10 0.00 55.00 55.00 54.47 54.20 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS FLOW ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY 1D NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID ------------------------------------------------------------------------------- FT 10.0 2.00 54.58 1.11 1.00 0.00 0.00 0.00 1.00 53.47 110.0 3.00 54.62 0.00 0.25 0.04 0.00 0.00 2.00 54.58 < SS.10 From Po/!d R,f:e� C�..vt BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. Pond LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD _ FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. ' FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. ' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. i I I [l 1 11 Poudre Valley Hospital Profile G Pond 393 outlet 2, 18,20,3,2, 1 ,.8,500,300,.2,Y 1,5 1.35,28.5, 10,.786 2 1,52.71,0,1,10,0,0,0 9.71,0, 1,.5,0,0,0,0,0 2 , 55.5 , 10 , 0 , 0 , 0 , 0 , 0 9.71,0,1,.5,0,0,0,0,0 1 10,71.88,.403,55,.013,1,0,1,24,0 -,10,0,0,0,0, 0 qq 0 CURRENT DATE: 01-27-1999 CURRENT TIME: 11:36:06 1 FILE DATE: 01-27-1999 FILE NAME: PROFHEQB '--------------------- ---------------------------- -------------------------------------------- FHWA CULVERT ANALYSIS -------------------------- -------------------------- -------------------------------------------------------------------------------- HY-8, VERSION 6.0 -------------------------- C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET L INLET OUTLET CULVERT BARRELS V I 'ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET ' INO.I (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 1 I 48.36 48.01 174.00 1 RCP 4.00 4.00 .013 CONVENTIONAL 2 1}g'' 3 4 1 161 -------------------------------------------------------------------------------I -------------------------------------------------------------------------------- ' SUMMARY OF CULVERT FLOWS (cfs) FILE: PROFHEQB DATE: 01-27-1999 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 55.12 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 55.19 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 55.31 30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 55.47 55.49 40.0 41.0 0.0 0.0 0.0 0.0" 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0 0 55.93 60.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 56.23 70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 56.58 80.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 56.97 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 57.41 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 -----0.00 -------- --------- --- -------- --- ------- 0.0---- 0.0--- 0.0-----0.0-OVERTOPPING ---------- ' -------------------------------------------------------------------------------- SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PROFHEQB DATE: 01-27-1999 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR ' 0.00 0.000 0.00 0.00 0.00 55.12 0.000 10.00 0.00 0.00 55.19 0.000 20.00 0.00 0.00 55.31 0.000 30.00 0.00 0.00 ' 55.47 0.000 40.00 0.00 0.00 55.49 0.000 41.00 0.00 0.00 55.93 0.000 60.00 0.00 0.00 1 56.23 0.000 70.00 0.00 0.00 56.58 0.000 80.00 0.00 0.00 56.97 0.000 90.00 0.00 0.00 ' S7.41------------0.000---------100.00----------0-00------------0-------- J 2 ' CURRENT DATE: 01-27-1999 FILE DATE: 01-27-1999 CURRENT TIME: 11:36:08 FILE NAME: PROFHEQB ' -------------------------------------------------------------------------------- ------PERFORMANCE CURVE FOR CULVERT 1 - 1( 4.00 (ft) BY 4.00 (ft)) RCP ------------------------------------------'------------------------- DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ' -------------------------------------------------------------------------------- 0.00 55.10 0.00 6.74 0-NF 0.00 0.00 0.00 7.09 0.00 0.00 10.00 55.12 1.14 6.76 4-FFt 1.05 0.91 4.00 7.09 0.80 0.00 20.00 55.19 1.78 6.83 4-FFt 1.53 1.31 4.00 7.09 1.59 0.00 30.00 55.31 2.31 6.95 4-FFt 1.92 1.62 4.00 7.09 2.39 0.00 40.00 55.47 2.76 7.11 4-FFt 2.28 1.88 4.00 7.09 3.18 0.00 41.00 } 55.49 2.80 7.13 4-FFt 2.32 1.91 4.00 m97.09 3.26 0.00 60.00 55.93 3.54 7.57 4-FFt 3.07 2.33 4.00 7.09 4.77 0.00 70.00 56.23 3.92 7.87 4-FFt 4.00 2.52 4.00 7.09 5.57 0.00 80.00 56.58 4.31 8.22 4-FFt 4.00 2.70 4.00 7.09 6.37 0.00 90.00 56.97 4.74 8.61 4-FFt 4.00 2.87 4.00 7.09 7.16 0.00 ' 100.00 57.41 5.20 -- 9.05 4-FFt 4.00 3.02 4.00 7.09 7.96 0.00 El. inlet face invert 48.36 ft El. outlet invert 48.01 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- ***** SITE DATA ***** EMBANKMENT TOE ************** UPSTREAM STATION 0.00 ft ' UPSTREAM ELEVATION 48.37 ft UPSTREAM EMBANKMENT SLOPE (X:1) 1.50 DOWMSTREAM STATION 186.00 ft DOWNSTREAM ELEVATION 48.00 ft ' DOWNSTREAM EMBANKMENT SLOPE (X:1) 1.50 ***** CULVERT DATA SUMMARY ************************ ' BARREL SHAPE CIRCULAR BARREL DIAMETER 4.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 ' INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE J� 51 3 ' CURRENT DATE: 01-27-1999 FILE DATE: 01-27-1999 CURRENT TIME: 11:36:08 FILE NAME: PROFHEQB -------------------------- TAILWATER -------------------------------------------------------------------------------- -------------------------- ----------------------------------------------------------------- CONSTANT WATER SURFACE ELEVATION 55.10 -------------------------------------------------------------------------------- -------------------------- ROADWAY OVERTOPPING DATA -------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 120.00 ft ' CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION -------------------------------------------------------------------------------- 57.50 ft I 5z 1 1 1 1 1 1 1 1 1 THE SEAR -BROWN GROUP Project: iuc�► e �� `�= Project No.'2 ?' ' By: % Checked: Date: Z3 q Sheet of FON �=o.l Lrb I = R.i )Wy y949. so L= 29Z.Zo s Q, 5 70 (3, IQ v = g8.co 4 bC61LDn bond 394 mo yr wc, gi.i 1 4 s_;� p N X O ' 0- d vv 0 N N w ' � Z d a o0 w 00 ' C7 LO ZO � O LO ' Oo C) O O O LOLO N co N L 0 ' 3 J 0) U� l v a Oo d rn p 00 a 7 ' N o N IT o ' N O N N 07 N a a ' 000 1 Obi NGD cO , a p v =z CD ' Qa � c Z n c = w 0 o rn rn J 0 p LO U) LO N d 0 � Q II w w 3 ' w w>w N LL W T N t h o0 aaD STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL ' ----- __----Developed nve Civiles/C Deets U. ofColorado Fund Denver_ ------ - Metro Denver Cities/Counties 8 UDFCD Pool fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 02-23-1999 AT TIME 11:45:13 VERSION=01-17-1997 ' *** PROJECT TITLE :Poudre Valley Hospital *** RETURN PERIOD OF FLOOD IS 100 YEARS ' (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES --- --------------------- ---------_- "'--------•------7-------------_--.__-_---- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR ------------------------------------------------------____--------------------- CFS FEET FEET 1.00 18.10 50.00 49.11 OK 2.00 18.10 53.93 51.90 OK 3.00 18.10 53.93 52.03 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------ .__'--------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. '-'---'---'-'---------------------------------------------------------------'-- (IN) (FT) (IN) (FT) (IN) (FT) (FT) ' 21.00 2.00 1.00 ROUND 32.00 3.00 2.00 ROUND 25.14 27.00 24.00 25.14 27.00 24.00 0.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. ' SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED -"-------- -------- "------- " " --------'--.-._------_-_-.. " '-'---__-.--___.-- SEWER DESIGN fLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ' -------- ---------------------------------------------------__---------------- 21.0 18.1 16.0 2.00 5.76 1.53 7.01 5.76 0.00 V-OK 32.0 18.1 16.0 2.00 5.76 1.53 7.01 5.76 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ------ ------------------------ -'----- ---- SEWER SLOPE INVERT ELEVATION '---- -------" " -------..'-- BURIED DEPTH COMMENTS ' ID NUMBER UPSTREAM DNSTREAM _--- -__-% (FT) (FT) -----------------------------------__-____.------ UPSTREAM DNSTREAM (FT) (FT) 21.00 0.50 49.50 48.04 2.43 -0.04 NO 32.00 0.50 49.50 49.50 2.43 2.43 OK ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ' ---------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ------------------------------------------------------------------------------- FEET FEET FEET FEET FEET FEET 21.00 292.20 292.20 51.50 50.04 51.90 49.11 PRSS'ED 32.00 0.10 0.10 51.50 51.50 52.03 51.90 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 21.0 2.00 52.41 3.30 1.00 0.00 0.00 0.00 1.00 49.11 32.0 3.00 52.54 0.00 0.25 0.13 0.00 0.00 2.00 52.41 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. J ' Poudre Valley Hospital Profile I 2, 15,20,3,2, 1 ,.8,500,300,.2,Y 1,100 ' 1.35,28.5,10,.786 3 1,50,0,1,21,0,0,0 18.1,0,1,.5,0,0,0,0,0 ' 2,53.93,21 , 1 ,32,0,0,0 18.1,0,1,.5,0,0,0,0,0 3 , 53.93 , 32 , 0 , 0 , 0 , 0 , 0 ' 18.1 ,0, 1 ,.5,0,0,0,0,0 2 21,292.2,.5,51.5,.013,1,0,1,24,0 ' 32,.1 ,.5,51.5,.013,.25,0, 1,24,0 .,0,0,0 2 ' 21,292.2,. 1 11 ' SWALE SIZING L J 7 1 1 1 1 1 Sty I 7 LI Ditch A Rating Table for Triangular Channel Project Description Project File c:\haestad\fmw\ditcha.fm2 Worksheet Ditch A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.060 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Input Data r too 1.33 (L7 Minimum Maximum Increment Discharge 9.30 12.37 3.07 cfs L 1 11 [J Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) Qtoo 9.30 1.17dtoo 1.70 1,33400) 12.37 1.30 Amax 1.82 O1/26/99 FlowMaster v5.15 02:19:00 PM Haestad Methods, Inc. 37 Brookside Roadd Waterbury, CT 06706 (203) 755-1666 Page 1 of 1 -jl;_I Ditch B Rating Table for Trapezoidal Channel ' Project Description Project File c:\haestad\fmw\swales.fm2 Worksheet Flow Element Ditch B Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Constant Data ' Mannings Coefficient 0.060 Channel Slope 0.013000 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Bottom Width 4.00 ft Input Data U100 1.33CQtoo) Minimum Maximum Increment ' Discharge 9.60 12.77 3.17 cfs Rating Table Discharge Depth Velocity ' (cfs) (ft) (ft/s) ©too 9.60 0.754log 1.82 ' 1.33 `Qtoo) 12.77 0.87 min 1.97 1 7 u 01 /26/99 02:25:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 (e,V FlowMaster v5.15 Page 1 of 1 I 1 Ditch C OVALJ Sza , Worksheet for Triangular Channe Project Description Project File untitled.fm2 Worksheet Ditch C Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.060 Channel Slope 0.015000 ft/ft 1' j Depth 2.00 . ft 4—! AcX*A 44v C- J ' Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V LJ 1 1] Results 1 Discharge 47.56 cfs E-- (� k1 k C4,,�c t 2 1 1 Flow Area 16.00 ft Wetted Perimeter 16.49 ft Top Width 16.00 ft Critical Depth 1.54 ft Critical Slope 0.059536 ft/ft Velocity 2.97 ft/s Velocity Head 0.14 ft Specific Energy 2.14 ft Froude Number 0.52 Flow is subcritical. rt S f-ew� . 12/06/98 12:19:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 . (203) 755-1666 a FlowMaster v5.15 Page 1 of 1 11 1 1 1 1 1 1 1 1 SWALE ANALYSIS - CONVEYANCE ELEMENT 39 (02- 11 11 I I I i I I 1 Ditch D - ConV"avtc Ele ne 89 Worksheet for Triangular Channel Project Description Project File untitled.fm2 Worksheet Ditch C Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 E 54vn rr /nao ✓ � Channel Slope 0.005000 ft/ft <--1 Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 66.70 cfs 4 r' FRAk PO"Z) 5-Or" PXY-1 si rE 1;yxE'J Seams swrnm mockt p-vvi P4 loy C- r y Results Depth 2.28 ft -- ol4p4t /hsTo,�t�'i Flow Area 20.78 ft2 Wetted Perimeter 18.80 ft Top Width 18.23 ft Critical Depth 1.77 ft Critical Slope 0.019366 ft/ft Velocity 3.21 ft/s Velocity Head 0.16 ft Specific Energy 2.44 ft Froude Number 0.53 Flow is subcritical. 12/08/98 12:46:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 (n 3 FlowMaster v5.15 Page 1 of 1 I I I Ditch D developed l=lefnenf- 39 Rating Table for Triangular Channel Project Description Project File c:\haestad\fmw\swales.fm2 Worksheet Ditch D developed Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Input Data 0100 1.33Aoo) Minimum Maximum Increment Discharge 62.70 83.39 20.69 cfs Rating Table Discharge Depth Velocity (cfs) Qtpp 62.70 (ft) (ft/s) 2.23 dioo 3.16 1.33(Qwa� 8339 2.48 3.39 Devr doped Flow in conveyance eleMen+ 39 q�fer proposed cond►�rons. T} was c4�cKlaied L r I 01/26/99 FlowMaster v5.15 03:18:21 PM Haestad Methods, Inc. 37 Brookside Road W-aterbury, CT 06708 (203) 755-1666 Page 1 of 1 �T I 11 I I RIPRAP CALCULATIONS I f 1 1 (05 The Sear -Brown Group UDFCD Riprap Design Project., Poudre Valley Hospital Designer. tld Project #: 823-001 Date: 26-Jan-99 Location: Profile A into Pond 394 Pipe dia.: 42 in Tailwater. 1.4 ft (variable/unknown) Discharge 65.6 cfs Max Vel.: 5 ft/s (soil dependent) 42" pipe diameter is equivalent to 34" x 53" HERCP 1. Required riprap type: Q/D^2.5 = 2.86 < 6 --> use design charts D = 3.50 ft Yt/D = 0.40 Q/D^1.5 = 10.02 d50 = 8.30 in --> 9 in ----> Use Type L (Class 9) riprap 2. Expansion factor.• 1 / [2 tan(theta)] = 4.6 3. Riprap length: At = Q/V = 13.12 ft2 L = 1/[2tan(theta)]'(At/Yt - D) = 27 ft 4. Governing limits: L>3D= 11 ft <=27ft-->OK L<10D= 35 ft =>27ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (9 in / 12) = 1.50 ft C; 0 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (42 in /12) = 11 ft Width = 3 x 53" = 13.25 ft Summary. Type L (Class 9) riprap Length = 27 ft Depth = 1.5 ft Width = 11 ft A width of 13 ft will be used 26-Jan-99 �(c The Sear -Brown Group UDFCD Riprap Design Project: Poudre Valley Hospital Designer: tld Project #: 823-001 Date: 26-Jan-99 Location: Profile B - outlet into Pond 393 Pipe dia.: 54 in Tailwater. 1.8 ft (variable/unknown) Discharge 81.9 cfs Max Vel.: 5 ft/s (soil dependent) 54" circular pipe is equivalent to an elliptical 43" x 68" pipe ' 1. Required riprap type: Q/D^2.5 = 1.91 < 6 --> use design charts D = 4.50 ft Yt/D = 0.40 Q/D^1.5 = 8.58 d50 = 7.11 in --> 9 in - --> Use Type L (Class 9) riprap 2. Expansion factor: 1 / [2 tan(theta)] = 5.8 3. Riprap length: At = Q/V = 16.38 ft2 L = 1/[2tan(theta)]*(At/Yt - D) = 27 ft 4. Governing limits: ' L>3D= 14 ft <=27ft-->OK L<10D= 45 ft =>27ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (9 in / 12) = 1.50 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. d 7. Riprap width Width = 3D = 3 (54 in /12) = 14 ft Width = 3 x 68" = 17 ft Summary. Type L (Class 9) riprap Length = 27 ft Depth = 1 ft Width = 14 ft --> 17 ft will be used I 26-Jan-99 The Sear -Brown Group UDFCD Riprap Design Project: Poudre Valley Hospital Designer: tld Project A 823-001 Date: 26-Jan-99 Location: Profile E - Outfall into Pond 394 Pipe dia.: 18 in Tailwater: 0.6 ft (variable/unknown) Discharge 11.7 cfs Max Vel.: 5 ft/s (soil dependent) 1. Required riprap type: Q/D^2.5 = 4.25 < 6 --> use design charts D = 1.50 ft YUD = 0.40 Q/D^1.5 = 6.37 d50 = 5.28 in --> 6 in ----> Use Type VL (Class 6) riprap ----> Figure 5-7 in the appendix calls for Type L riprap, however, using the equation that this graph is based or 2. Expansion factor: (equation 5-5 in the appendix) -Type VL is required. 1 / [2 tan(theta)] = 3.3 The equation is assumed to be more accurate. 3. Riprap length: At = Q/V = 2.34 ft2 �f L = 1/[2tan(theta)]`(At/Yt - D) = 8 ft 4. Governing limits: L>3D= 5 ft <=8ft-->OK L<10D= 15 ft =>8ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) = 1.00 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (18 in /12) _ Summary: Type VL (Class 6) riprap Length = 8 ft Depth = 1 ft Width = 5 ft Cover with 6" topsoil 11 5 ft 11 S& MOP MIGIOA IThe Sear -Brown Group UDFCD Riprap Design Project: Poudre Valley Hospital Designer: tld Project #: 823-001 Date: 26-Jan-99 Location: Profile F - Outlet from Pond 394 Pipe dia.: 21 in Tailwater: 0.7 ft (variable/unknown) Discharge 8.6 cfs Max Vel.: 5 ft/s (soil dependent) 1. Required riprap type: Q/DA2.5 = 2.12 < 6 --> use design charts D= 1.75 ft YUD = 0.40 Q/DAl.5 = 3.71 d50 = 3.08 in --> 6 in --> Use Type VL (Class 6) riprap ----> Figure 5-7 in the appendix calls for Type L riprap, however, using the equation that this graph is based on 2. Expansion factor: (equation 5-5 in the appendix) -Type VL is required. 1 / [2 tan(theta)] = 5.6 The equation is assumed to be more accurate. 3. Riprap length: At=ON= L = 1/[2tan(theta)]'(AUYt - D) _ 4. Governing limits: L>3D= 5 ft L<10D= 18 ft 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) _ I 1.72 ft2 4ft increase length to 5 ft =>4ft-->OK 1.00 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (21 in /12) _ Summary: Type VL (Class 6) riprap Length = 5 ft Depth = 1 ft Width = 5 ft Cover with 6" topsoil 5ft 11 26-Jan-99 The Sear -Brown Group, UDFCD Riprap Design Project. Poudre Valley Hospital Designer: tld Project #. 823-001 Date: 26-Jan-99 a Location: Profile G - Outfall from Pond 393 Pipe dia.: 24 in Tailwater. 0.8 ft (variable/unknown) Discharge 9.6 cfs Max Vel.: 5 ft/s (soil dependent) 42" pipe diameter is equivalent to 34" x 53" HERCP 1. Required riprap type: Q/D^2.5 = 1.70 < 6 --> use design charts D = 2.00 ft YUD = 0.40 Q/DAl.5 = 3.39 d50 = 2.81 in --> in -- > Use Use geotextile or minimum riprap gradation. 2. Expansion factor. A1 / [2 tan(theta)] = 6.1 3. Riprap length: At = QN = 1.92 ft2 L = 1/[2tan(theta)]'(At/Yt - D) = 2 ft 4. Governing limits: L> 3D = 6 ft increase length to 6 ft L<10D= 20 ft=>2ft-->OK 5. Maximum depth: IV Depth = 2d50 = 2 (0 in / 12) = ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (24 in /12) = 6 ft Summary. Use geotextile or minimum riprap gradation. Length = 6 ft Depth = 1 ft Width = 6 ft Cover with 6" topsoil I 11 -7 O 26-Jan-99 I The Sear -Brown Group Project: Poudre Valley Hospital Designer: tld Project #: 823-001 Date: 26-Jan-99 Location: Profile I - Outfall into Pond 394 Pipe dia.: 24 in Tailwater. 0.8 ft (variable/unknown) Discharge 18.1 cfs Max Vel.: 5 ft/s (soil dependent) 1. Required riprap type: Q/DA2.5 = 3.20 < 6 --> use design charts D = 2.00 ft YUD = 0.40 Q/DA1.5 = 6.40 UDFCD Riprap Design d50 = 5.30 in --> 6 in ----> Use Type VL (Class 6) riprap ----> Figure 5-7 in the appendix calls for Type L riprap, however, using the equation that this graph is based or 2. Expansion factor: (equation 5-5 in the appendix) -Type VL is required. 1 / [2 tan(theta)] = 4.3 The equation is assumed to be more accurate. 3. Riprap length: At = QN = 3.62 ft2 L = 1/[2tan(theta)]`(At/Yt - D) = 11 ft 4. Governing limits: L>3D= Eft <=11ft-->OK L<10D= 20ft=>11ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) = 1.00 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (24 in /12) _ Summary. Type VL (Class 6) riprap Length = 11 ft Depth = 1 ft Width = 6 ft Cover with 6" topsoil 6ft 0 It _7f 26-Jan-99 I r i I e I I I DETENTION POND DESIGN BY SWMM MODEL I -7Z K P.U.D. �c- the, area � b�s�r. 3!t? Ya�� k�e,c� •+ru�eA`j'd (xcr,ti qq �tuc: �o R�pX ID�$AG°- UNDEVELOPED PROPERTY�a� RAINAGE PLAN FOR DETENTIr •J alft- Ap IV Aa r" 'm :0 a" m All UNDEVELOPED PROPEi�I� ' I; TY UNDEVELOPED! PROPER' it J:, -1 r FUTURE. DEVELOPMENT IN; THIS BASIN11 MUST PERFORM SWMM MODELING TO I I ENSURE NO ADVERSE IMPACT TO DOWNSTREAM DRAINAGE FACILITIES, THEN PROVIDE - A DISK NTH THE SWMM, MODEL FOR THE AREA. JONDEVELOPED PROPERTY1 ti'1 r1`. r�t1 Ii�' `-�, a-i '1 � I I �IIIIII `' ; I IIII, ' I . ' ' / �_. II ir �I ` I I I IRRIGATION LATERAL. /NDEVELOPEDPROPER1 O PAAS1N t-)oes Pkkc. TOIL T-LL%AUv-ftTic'Q C)3LI ft—d of 4m up a so *w Poudre Valley Hospital - Harmony Campus Project: 823-001 January 25, 1999 L:\JOBS\823-001\DRAINAGE\PDP\New Folder\[POND_R-1.XLS]Sheetl asg TemporaryDetention Pond Release Rates and Runoff "C" Values Detention Pond 394: Basins Contributing: Basin Area (Ac) Individual C Weighted C Impery (Ac) 3 2.79 0.67 0.11 1.75 4 1.45 0.72 0.06 1 5 1.72 0.79 0.08 1.35 6 2.54 0.74 0.11 1.82 7 0.63 0.81 0.03 0.51 8 0.43 0.76 0.02 0.32 9 0.44 0.73 0.02 0.31 . 10 0.76 0.8 0.04 0.61 11 1.09 0.76 0.05 0.82 13 0.53 0.95 0.03 0.53 30 3.44 0.25 0.05 0 32 1.43 0.59 0.05 0.75 Total Area: 17.3 Composite C: 0.63 57 57 % Impery The area for basin 30 equals the portion of basin 30 that encompases detention pond 394. This is the area that will contribute flow to the pond. Weighted C = (Individual Area/Total Area)*Individual C Composite C = Sum of Weighted C's Runoff Coefficients: 10 yr "C" = 0.63 100 yr "C" = 1.25*0.63 = 0.79 *Allowable Release Rates per The Master Plan for McClellands Basin Are: 10 Yr Design Storm = 0.20 cfs/acre 100 Yr Design Storm = 0.50 cfs/acre Detention Pond #1 Release Rates 10 Yr. Storm = (0.20 cfs/acre)(17.3 acre) = 3.45 cfs 100 Yr. Storm = (0.50 cfs/acre)(17.3 acre) = 8.63 cfs 1 �O a I 'I I i T 1 :4 -Is THE SEAR -BROWN GROUP Project: 21Y a Project No. J� . Cc' CKx -FGI` �Lomilt /Ap+ Checked: Dote: Sheet of - 10T AF�� Ida Acx�s \ 'i i,. W(K iy ��o1�,Fop-TGpwa�S sFandav 500 1} �,,_� )V1LE i ,� 6Rs,.rJ o,J W11>TH - �53588 _S Goo T YJit�7H = 1507 FT slope = 1. y °/o 2_ 334� '4Zo ,6o3 7 rr-o0 500 :74 wtrrH= q Z z s�o I,rr, )(D99 F+ L f�r;tr= = fv� ��,�•;� tom•; ,�. `:�• . - 1850 950 15/(0,b-+ F'T ITZ 5 LOPE �AILEi CA CEa��llr ai Pov vi t.z1 L, L 07— P(,�CKy��1r �\ 393 --1 — 7 t Pond No. 393 Detention Pond Rating Curve Cumulat. Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 52 43504 1.00 0.00 0.00 53 47878 1.10 0.00 0.00 54 52652 1.21 1.14 1.14 55 62922 1.44 1.31 2.45 56 74,494 1.71 1.56 4.01 57 95,000 2.18 1.92 5.93 tl2 e_k�Jalor►s On 44- ro -ACJ� C_V C 7q"\ �Je►'� ,r,lev-�ol Interpolate for the 10-year and 100-year water surface elevation: Enter Enter Required Required 10-yr 10-year 100-yr 100-year Storage W.S. Elev. Storage W.S. Elev. (ac-ft) (ft) (ac-ft) (ft) Linear: 1.4 54.20 2.6 55.09 Parabolic: 1A 54.21 2.6 55.10 `-�! �AO-C:W Cubic: 1.4 54.21 2.6 55.10 CWN2 on O _ L D l LL UgP I r 11 Area -Capacity Curve 2.50 7 2.00 6 w 5 '; Q1.50 4 T 3 1.00 � r n 0.50 Q. 2 � 1 0.00 0 52 53 54 55 56 57 Stage (ft el) 1-0-Area -Capacity _N� M OI M a 7 Z C O a 4D r- N c Y 0 is U E n `o<w II r rn o co U d CD �CJJUr m m 2 2 In Oi N a� u E 9 c-q N .0 II � U1 C g o a co °' d � ¢O > N M V' V Em O o O O V h O N IT CO N E 3 .�U.. o o M Ci 6 m 6 0 U 0 3 O m CO N 11 N w 0 u� r M D 'y N Mtn O O O O v� 'FD M CO :m Cl) O co 3 3 3 30o4o��c�i 3 ) c o o 0 O o O O O O o o O O N N N N N N c NY N N N cu N 4) Lo LO LnN Lf)LnN 3w 3 0 LL^ O M ID 0 O N V M N Y O w O O N Cl) r M r- r O O 3 0 LL 0O V�P+ V MN m 0 ywornornr��Dr�vrm O O O rD o co (p O O.rp O O O }O w r 0 '` O m 0^ Lo M tD 10 10 N'm o o o M In v m,0 �M W 71 S i � O m M'm 3 M '7 tD (O m -.N M V W. CL 0 0 0 0 0 H O o 000 =0 00 000 V( vo 0 o to Or o 0 0 co M M M M co M M > N t0 l0 10 1()1 Ln N I!') 10 N In In C LU N I 't —00 010000 O 10000 d i m d 3w ' T S -7q a I I Pond 394 Detention Pond Rating Curve Cumulat. Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 44.38 0.00 0.00 0.00 0.00 45 715.91 0.02 0.00 0.00 46 6321.79 0.15 0.07 0.07 47 21459.58 0.49 0.30 0.37 48 47455.50 1.09 0.76 1.14 49 • 53711.64 1.23 1.15 2.28 50 � 'i1L 8 �z ele voJ i ons c� r. 58 c ue C 8 ( '� Interpolate for the 10-year and 100-year water surface elevation: Enter Enter Required Required 10-yr 10-year 100-yr 100-year Storage W.S. Elev. Storage W.S. Elev. (ac-ft) (ft) (ac-ft) (ft) Linear: 1.4 48.23 2.4 49.09�n tl'v� e� Parabolic: 1.4 48.28 2.4 49.09 8 ` Cubic: 1.4 48.27 2.4 48.22 l.�lf 1 _ =-QA1 Area -Capacity Curve 1.60 4 1.40 4 1.20 3 d 1.00 3 A Q 0.80 2 w 0.60 2 0 N0.40 1 j 0.20 1 0.00 0 44.38 45 46 47 48 49 50 Stage (ft el) -f-Area -*-Capacity 11 I 11 N Y 0 m U E l0 n o<� II C L D7 � d U J u U U L M N U H O N O N co C N W ' O 0 CO in U E^.a O L 11 II O LL II 04 W W Gl Q OU (0 co Cl) Q rnL y 0 O ¢ U Imt ' E 7 Z C a° C O C w w O. 4) — m wCo 0 O"' ` O E CID co o N 3 O coO Al U d C E E U a. O 7 ° (a X X co ' IL 2 2 2? 0 O O O V t` N (D R N -O 0) c0 'O O V 0 99 0 0 N M 7 cr ID N V m N G) O 00 O O O O O{ N N N M E E U U > � O m N R) O) h 0 O) O 10 V N ID ID cD O � tT in O) M t` Q) N'M V V N m a C 3 U O O O N N N co ?M N N o0 O) O U c 0 M N'N a O LLN w F p lD 0)(DN �. U i' N O'N N t� EN M 000000000t0 rr L= N IV N (D O) a) (D N (D i 0) N !� O N t` 3 3 3 3 3 3 3 3 3i3 0 0 0 m 000000000¢0 0) y C C C C C C C C C� C S Q lr) 1f) 10 lD lD ID l0 LO LD '(O In tD m lD 1n N N N N N N N N N :04 N N N N N 1 c0 c0 co 00 co Oo m 00 O :00 OJ W 0D co in d vvvvvvvcv;vv�rvvv 3 W 0 [L- O ID O) N m w h w M .In m N 0 cc ID 40 it 1� r Cc C M I� V M O V Y U o oN M-It lDO r-rL 00 D)00 co OE 0 3 ly=+ O i- U- y O 0) l0 N O) r- O O) (D 'CIO t` D) IU NNNM `MM .MM O co h' 0 O_ O O O O O O O O O O O O 0 — �— y�'-'000000000�c0000 0 O 0 O l0 0 m O O M Ir- O O) M r 0 0 N (0 O CD 7 0) i': N M I a. N cc O O O O N N N M [`: [") co M N 4) Q" O O o o 0 0 6 o o 'O c r Fco 0 j �p 0 0000000 du 00000 W p M,O a N co) M M CO M M M M MGM M M:M M M m v v v v v v v v v v v r* v v 'y V V 7 V V a V d V <f V V: V V V C W p .r @ N O O O O O O O O 11') C 0' - O O 't M 0 O LO O l0 O LO O IN tf] p L7 O O C �V it to to to (D n r,OJ'coOOi m o NVVVaVVV'V V,VVVV VLn d m J' N N 3 1u X v C d n a m O N (D d w W H Q O m J `O LL C E 0 0U (D � U In O) L ID O U 0 Z N No Text STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 1401 WEIR FLOW COEFFICIENTS SHAPE Sharp Crested Projection Ratio (H/P = 0.4) Projection Ratio (H/P = 2.0) Broad Crested W/Sharp U/S Corner W/Rounded U/S Corner Triangular Section A) Vertical U/S Slope 1:1 D/S Slope 4:1 D/S Slope 10:1 D/S Slope 6) 1:1 U/S Slope 1:1 D/S Slope 3:1 D/S Slope Trapezoidal Section 1:1 U/S Slope, 2:1.D/S Slope 2:1 U/S Slope, 2:1 D/S Slope Road Crossings Gravel Paved COEFFICIENT 3.4 4.0 2.6 3.1 3.8 3.2 2.9 3.8 3.5 3.4 3.4 3.0 3.1 COMMENTS H< 1.0 H> 1.0 Minimum Value Critical Depth • o[.R[ [. fu[�[.c [eG[ � 17 SCHEMATIC _ H'l t ` 8n P . U/S D/S .v v H>0.7 H H> 0.7 H> 0.7 U S D/S H>0.5 H jr—— H >0.5 U/S D/3 H> 1.0 H H>1.0 a U/3_ D/S H_-1.0 1.0 ADJUSTMENT ADJUSTMENT FOR TAILWATER Date: NOV 1984 REFERENCE: King & Brater, Handbook of Hydraulics, McGraw Hill Rev: Book Company, 1963 - Design of Small Dams, -Bureau of Reclam.,1977 M t I .1 r ' FLOWMASTER CALCULATIONS FOR THE POND #393 RATING CURVE TABLE 1 fJ a 1 a n I r I 1 1 Table Rating Table for Circular Channel 'Project Description Project File untitled.fm2 Worksheet Flow Element pvh Circular Channel Method Manning's Formula 1 Solve For Channel Depth Constant Data ' Mannings Coefficient 0.013 Channel Slope Diameter 0.004000 ft/ft �p S93 a-WeO 24.00 in Input Data Minimum Maximum Increment Discharge 0.00 20.00 0.02 c s (Rating Table 11 Discharge Depth Velocity (cfs) (ft) (ft/s) 0.00 0.02 N/A 0.06 0.00 0.80 0.04 0.08 0.99 0.06 0.09 1.12 0.08 0.11 1.23 0.10 0.12 1.31 0.12 0.13 1.39 0.14 0.14 1.45 0.16 0.15 1.51 0.18 0.16 1.57 ' 0.20 0.17 1.62 0.22 .0,17 1.67 0.24 0.18 1.71 0.26 .0.19. 1.75 0.28 0.19 1.79 0.30 . _0.20 1.83 0.32 0.21 -1.87 _..... 0.34 0.21 .1.90 _ 0.36 0.22 1.93 - 0.38 0.40 0.22 0.23 1.96 1.99 0.42 0.24 2.02 044 024 205 0.46 0.25 2.08 10/11 /98 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 24 0 I Table Rating Table for Circular Channel Table 'Rating Discharge Depth Velocity (cfs) (ft) (ft/s) 0.48 0.25 2.11 0.50 0.26 2.13 0.52 0.26 2.16 1 0.54 0.27 2.18 0.56 0.27 2.21 0.58 0.27 2.23 ' 0.60 0.28 2.25 0.62 0.28 2.27 0.64 0.29 2.30 0.66 0.29 2.32 0.68 0.30 2.34 0.70 0.72 0.30 0.31 2.36 2.38 0.74 0.31 2.40 0.76 0.31 2.42 0.78 0.32 2.44 0.80 0.32 2.45 0.82 0.32 2.47 0.84 0.33 2.49 0.86 0.33 2.51 0.88 0.34 2.52 0.90 0.34 2.54 0.92 0.34 2.56 0.94 0.35 2.57 0.96 0.35 2.59 0.98 0.35 2.61 1.00 0.36 2.62 1.02 0.36 2.64 1.04 0.36 2.65 1.06 0.37 2.67 1.08 1.10 0.37 0.38 2.68 2.70 1.12 0.38 2.71 1.14 0.38 2.72 I 1.16 0.39 2.74 1.18 0.39 2.75 1.20 0.39 2.77 1.22 0.39 2.78 1.24 0.40 2.79 1.26 0.40 2.81 1.28 0.40 2.82 1.30 0.41 2.83 1.32 0.41 2.84 1.34 0.41 2.86 10n 1 /98 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 2 of 24 I I I `I I 'I LJ I I I 11 I 1 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 1.36 0.42 2.87 1.38 0.42 2.88 1.40 0.42 2.89 1.42 0.43 2.91 1.44 0.43 2.92 1.46 0.43 2.93 1.48 0.43 2.94 1.50 0.44 2.95 1.52 0.44 2.96 1.54 0.44 2.98 1.56 0.45 2.99 1.58 0.45 3.00 1.60 0.45 3.01 1.62 0.45 3.02 1.64 0.46 3.03 1.66 0.46 3.04 1.68 0.46 3.05 1.70 0.47 3.06 1.72 0.47 3.07 1.74 0.47 3.08 1.76 0.47 3.09 1.78 0.48 3.10 1.80 0.48 3.11 1.82 0.48 3.12 1.84 0.48 3.13 1.86 0.49 3.14 1.88 0.49 3.15 1.90 0.49 3.16 1.92 0.49 3.17 1.94 0.50 3.18 1.96 0.50 3.19 1.98 0.50 3.20 2.00 0.51 3.21 2.02 0.51 3.22 2.04 0.51 3.23 2.06 0.51 3.24 2.08 0.52 3.25 2.10 0.52 3.26 2.12 0.52 3.26 2.14 0.52 3.27 2.16 0.53 3.28 2.18 0.53 3.29 2.20 0.53 3.30 2.22 0.53 3.31 10/11/98 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 3 of 24 JIM r . ' Table Rating Table for Circular Channel Rating Table - Discharge Depth Velocity (cfs) (ft) (ft/s) 2.24 0.54 3.32 2.26 0.54 3.32 2.28 0.54 3.33 2.30 0.54 3.34 2.32 0.54 3.35 2.34 0.55 3.36 ' 2.36 0.55 3.37 2.38 0.55 3.37 2.40 2.42 0.55 0.56 3.38 3.39 2.44 0.56 3.40 2.46 0.56 3.41 2.48 0.56 3.41 2.50 0.57 3.42 2.52 0.57 3.43 2.54 0.57 3.44 2.56 0.57 3.45 2.58 0.58 3.45 1 2.60 0.58 3.46 2.62 0.58 3.47 2.64 0.58 3.48 2.66 0.58 3.48 ' 2.68 0.59 3.49 2.70 0.59 3.50 2.72 0.59 3.50 2.74 0.59 3.51 2.76 0.60 3.52 2.78 0.60 3.53 2.80 0.60 3.53 2.82 0.60 3.54 2.84 2.86 0.60 0.61 3.55 3.56 2.88 0.61 3.56 2.90 0.61 3.57 2.92 0.61 3.58 2.94 0.62 3.58 2.96 0.62 3.59 2.98 0.62 3.60 3.00 0.62 3.60 3.02 0.62 3.61 ' 3.04 0.63 3.62 3.06 0.63 3.62 3.08 0.63 3.63 3.10 0.63 3.64 10/11/98 FlowMaster v5.15 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road pWaterbury, CT 06708 (203) 755-1666 Page 4 of 24 O� Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 3.12 0.63 3.64 3.14 0.64 3.65 3.16 0.64 3.66 1 3.18 0.64 3.66 . 3.20 0.64 3.67 3.22 0.64 3.68 3.24 0.65 3.68 3.26 0.65 3.69 3.28 0.65 3.70 3.30 0.65 3.70 3.32 0.66 3.71 3.34 3.36 0.66 0.66 3.71 3.72 3.38 0.66 3.73 3.40 0.66 3.73 3.42 0.67 3.74 3.44 0.67 3.74 3.46 0.67 3.75 3.48 0.67 3.76 3.50 0.67 3.76 3.52 0.68 3.77 3.54 0.68 3.77 3.56 0.68 3.78 3.58 0.68 3.79 3.60 0.68 3.79 ' 3.62 0.69 3.80 3.64 0.69 3.80 3.66 0.69 3.81 3.68 0.69 3.82 3.70 0.69 3.82 3.72 3.74 0.70 0.70 3.83 3.83 3.76 0.70 3.84 3.78 0.70 3.84 3.80 0.70 3.85 3.82 0.71 3.86 3.84 0.71 3.86 3.86 0.71 3.87 3.88 0.71 3.87 3.90 0.71 3.88 3.92 0.72 3.88 3.94 0.72 3.89 3.96 0.72 3.89 1 3.98 0.72 3.90 10/11/98 FlowMaster v5.15 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 5 of 24 %9 Table Rating Table for Circular Channel Rating I able Discharge Depth Velocity (cfs) (ft) (ft/s) ' 4.00 0.72 3.90 4.02 0.73 3.91 4.04 0.73 3.92 1 4.06 0.73 3.92 4.08 0.73 3.93 4.10 0.73 3.93 4.12 0.73 3.94 4.14 0.74 3.94 4.16 4.18 0.74 0.74 3.95 3.95 4.20 0.74 3.96 ' 4.22 4.24 0.74 0.75 3.96, 3.97 4.26 0.75 3.97 4.28 0.75 3.98 ' 4.30 0.75 3.98 4.32 0.75 3.99 4.34 0.76 3.99 4.36 0.76 4.00 4.38 0.76 4.00 4.40 0.76 4.01 ' 4.42 0.76 4.01 4.44 0.76 4.02 4.46 0.77 4.02 4.48 0.77 4.03 ' 4.50 0.77 4.03 4.52 0.77 4.04 4.54 0.77 4.04 4.56 0.78 4.05 4.58 0.78 4.05 4.60 4.62 0.78 0.78 4.06 4.06 4.64 0.78 4.07 4.66 0.79 4.07 4.68 . 0.79 4.08 4.70 0.79 4.08 4.72 0.79 4.09 4.74 0.79 4.09 4.76 0.79 4.09 4.78 0.80 4.10 ' 4.80 0.80 4.10 4.82 0.80 4.11 4.84 0.80 4.11 4.86 0.80 4.12 10/11/98 FlowMaster v5.15 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 6 of 24 90 Table Rating Table for Circular Channel Table 'Rating Discharge Depth Velocity (cfs) (ft) (ft/s) 4.88 0.81 4.12 4.90 0.81 4.13 4.92 0.81 4.13 ' 4.94 0.81 4.14 4.96 0.81 4.14 4.98 0.81 4.14 5.00 0.82 4.15 5.02 0.82 4.15 5.04 0.82 4.16 ' 5.06 0.82 4.16 5.08 0.82 4.17 ' 5.10 5.12 0.83 0.83 4.17 4.18 5.14 0.83 4.18 5.16 0.83 4.18 5.18 0.83 4.19 5.20 0.83 4.19 5.22 0.84 4.20 5.24 0.84 4.20 5.26 0.84 4.21 5.28 0.84 4.21 5.30 0.84 4.21 5.32 0.84 4.22 5.34 0.85 4.22 5.36 0.85 4.23 5.38 0.85 4.23 5.40 0.85 4.24 5.42 0.85 4.24 ' 5.44 0.86 4.24 5.46 0.86 4.25 5.48 5.50 0.86 0.86 4.25 4.26 5.52 0.86 4.26 5.54 0.86 4.26 ' 5.56 0.87 4.27 5.58 0.87 4.27 5.60 0.87 4.28 5.62 0.87 4.28 5.64 0.87 4.28 5.66 0.87 4.29 5.68 0.88 4.29 5.70 0.88 4.30 5.72 0.88 4.30 5.74 0.88 4.30 10/11/98 FlowMaster v5.15 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 7 of 24 at 1( Table Rating Table for Circular Channel Rating I able Discharge Depth Velocity (cfs) (ft) (ft/s) 5.76 0.88 4.31 5.78 0.88 4.31 5.80 0.89 4.32 ' 5.82 0.89 4.32 5.84 0.89 4.32 5.86 0.89 4.33 ' 5.88 0.89 4.33 5.90 0.89 4.33 5.92 5.94 0.90 0.90 4.34 4.34 5.96 0.90 4.35 5.98 0.90 4.35 6.00 0.90 4.35 6.02 0.91 4.36 6.04 0.91 4.36 6.06 0.91 4.37 6.08 0.91 4.37 6.10 0.91 4.37 6.12 0.91 4.38 6.14 0.92 4.38 6.16 0.92 4.38 6.18 0.92 4.39 6.20 0.92 4.39 6.22 0.92 4.39 6.24 0.92 4.40 6.26 0.93 4.40 6.28 0.93 4.41 6.30 0.93 4.41 6.32 0.93 4.41 6.34 0.93 4.42 6.36 6.38 0.93 0.94 4.42 4.42 6.40 0.94 4.43 6.42 0.94 4.43 6.44 0.94 4.43 6.46 0.94 4.44 6.48 0.94 4.44 6.50 0.95 4.44 6.52 0.95 4.45 6.54 0.95 4.45 6.56 0.95 4.46 6.58 0.95 4.46 6.60 0.95 4.46 6.62 0.96 4.47 10/11/98 FlowMaster v5.15 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 8 of 24 �Z ' Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ' 6.64 0.96 4.47 6.66 0.96 4.47 6.68 0.96 4.48 ' 6.70 0.96 4.48 6.72 0.96 4.48 6.74 0.97 4.49 ' 6.76 0.97 4.49 6.78 0.97 4.49 6.80 0.97 4.50 6.82 0.97 4.50 6.84 0.97 4.50 6.86 6.88 0.98 0.98 4.51 4.51 6.90 0.98 4.51 6.92 0.98 4.52 6.94 0.98 4.52 6.96 0.98 4.52 6.98 0.99 ' 4.53 7.00 0.99 4.53 7.02 0.99 4.53 7.04 0.99 4.54 7.06 0.99 4.54 7.08 0.99 4.54 7.10 1.00 4.55 7.12 1.00 4.55 7.14 1.00 4.55 7.16 1.00 4.56 7.18 1.00 4.56 7.20 1.00 4.56 7.22 1.01 4.56 7.24 1.01 4.57 ' 7.26 1.01 4.57 7.28 1.01 4.57 ' 7.30 7.32 1.01 1.01 4.58 4.58 7.34 1.02 4.58 7.36 1.02 4.59 7.38 1.02 4.59 7.40 1.02 4.59 7.42 1.02 4.60 ' 7.44 1.02 4.60 7.46 1.03 4.60 7.48 1.03 4.60 7.50 1.03 4.61 10/11/98 FlowMaster v5.15 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 9 of 24 93 ' Table Rating Table for Circular Channel ating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 7.52 1.03 4.61 7.54 1.03 4.61 7.56 1.03 4.62 ' 7.58 1.03 4.62 7.60 1.04 4.62 7.62 1.04 4.63 ' 7.64 1.04 4.63 7.66 1.04 4.63 7.68 7.70 1.04 1.04 4.63 4.64 7.72 1.05 4.64 7.74 1.05 4.64 7.76 1.05 4.65 7.78 1.05 4.65 7.80 1.05 4.65 7.82 1.05 4.66 7.84 1.06 4.66 7.86 1.06 4.66 7.88 1.06 4.66 7.90 1.06 4.67 7.92 1.06 4.67 7.94 1.06 4.67 7.96 1.07 4.68 7.98 1.07 4.68 8.00 1.07 4.68 8.02 1.07 4.68 8.04 1.07 4.69 8.06 1.07 4.69 8.08 1.08 4.69 8.10 1.08 4.69 ' 8.12 8.14 1.08 1.08 4.70 4.70 8.16 1.08 4.70 8.18 1.08 4.71 8.20 1.09 4.71 8.22 1.09 4.71 8.24 1.09 4.71 8.26 1.09 4.72 8.28 1.09 4.72 8.30 1.09 4.72 ' 8.32 1.10 4.73 8.34 1.10 4.73 8.36 1.10 4.73 8.38 1.10 4.73 10/11/98 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 10 of 24 iRating Table Table for Circular Channel Rating I ale ' Discharge Depth Velocity (cfs) (ft) (ft/s) 8.40 1.10 4.74 8.42 1.10 4.74 8.44 1.10 4.74 ' 8.46 1.11 4.74 8.48 1.11 4.75 8.50 1.11 4.75 ' 8.52 1.11 4.75 8.54 1.11 4.75 ' 8.56 8.58 1.11 1.12 4.76 4.76 8.60 1.12 4.76 8.62 1.12 4.76 8.64 1.12 4.77 8.66 1.12 4.77 8.68 1.12 4.77 8.70 1.13 4.77 8.72 1.13 4.78 8.74 1.13 4.78 8.76 1.13 4.78 8.78 1.13 4.79 8.80 1.13 4.79 8.82 1.14 4.79 ' 8.84 1.14 4.79 8.86 1.14 4.80 8.88 1.14 4.80 8.90 1.14 4.80 8.92 1.14 4.80 ' 8.94 8.96 1.15 1.15 4.80 4.81 8.98 1.15 4.81 ' 9.00 9.02 1.15 1.15 4.81 4.81 9.04 1.15 4.82 9.06 1.16 4.82 9,08 1.16 4.82 9.10 1.16 4.82 9.12 1.16 4.83 9.14 1.16 4.83 9.16 1.16 4.83 9.18 1.16 4.83 ' 9.20 1.17 4.84 9.22 1.17 4.84 9.24 1.17 4.84 ' 9.26 1.17 4.84 1 on 1/98 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 qe� FlowMaster v5.15 Page 11 of 24 Table Rating Table for Circular Channel Tab e 'Rating Discharge Depth Velocity (cfs) (ft) (ft/s) 9.28 1.17 4.85 9.30 1.17 4.85 9.32 1.18 4.85 ' 9.34 1.18 4.85 9.36 1.18 4.86 9.38 1.18 4.86 9.40 1.18 4.86 9.42 1.18 4.86 9.44 1.19 4.86 ' 9.46 1.19 4.87 9.48 1.19 4.87 ' 9.50 9.52 1.19 1.19 4.87 4.87 9.54 1.19 4.88 9.56 1.20 4.88 9.58 1.20 4.88 9.60 1.20 4.88 9.62 1.20 4.88 9.64 1.20 4.89 9.66 1.20 4.89 9.68 1.21 4.89 9.70 1.2.1 4.89 9.72 1.21 4.90 9.74 1.21 4.90 9.76 1.21 4.90 ' 9.78 1.21 4.90 9.80 1.22 4.90 9.82 1.22 4.91 ' 9.84 1.22 4.91 9.86 1.22 4.91 9.88 1.22 4.91 ' 9.90 1.22 4.92 9.92 1.23 4.92 ' 9.94 9.96 1.23 1.23 4.92 4.92 9.98 1.23 4.92 10.00 1.23 4.93 10.02 1.23 4.93 10.04 1.24 4.93 10.06 1.24 4.93 ' 10.08 1.24 4.93 10.10 1.24 4.94 10.12 1.24 4.94 10.14 1.24 4.94 10/11 /98 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 clo FlowMaster v5.15 Page 12 of 24 L� C r� d Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 10.16 1.24 4.94 10.18 1.25 4.94 10.20 1.25 4.95 10.22 1.25 4.95 10.24 1.25 4.95 10.26 1.25 4.95 10.28 1.25 4.95 10.30 1.26 4.96 10.32 1.26 4.96 10.34 1.26 4.96 10.36 1.26 4.96 10.38 1.26 4.96 10.40 1.26 4.97 10.42 1.27 4.97 10.44 1.27 4.97 10.46 1.27 4.97 10.48 1.27 4.97 10.50 1.27 4.98 10.52 1.27 4.98 10.54 1.28 4.98 10.56 1.28 4.98 10.58 1.28 4.98 10.60 1.28 4.99 10.62 1.28 4.99 10.64 1.28 4.99 10.66 1.29 4.99 10.68 1.29 4.99 10.70 1.29 5.00 10.72 1.29 5.00 10.74 1.29 5.00 10.76 1.29 5.00 10.78 1.30 5.00 10.80 1.30 5.00 10.82 1.30 5.01 10.84 1.30 5.01 10.86 1.30 5.01 10.88 1.30 5.01 10.90 1.31 5.01 10.92 1.31 5.02 10.94 1.31 5.02 10.96 1.31 5.02 10.98 1.31 5.02 11.00 1.32 5.02 11.02 1.32 5.02 10/11/98 FlowMaster v5.15 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 13 of 24 I ( ' Table Rating Table for Circular Channel Rating I able ' Discharge Depth Velocity (cfs) (ft) (ft/s) 11.04 1.32 5.03 11.06 1.32 5.03 11.08 1.32 5.03 ' 11.10 1.32 5.03 11.12 1.33 5.03 11.14 1.33 5.03 11.16 1.33 5.04 11.18 1.33 5.04 ' 11.20 11.22 1.33 1.33 5.04 5.04 11.24 1.34 5.04 11.26 1.34 5.04 ' 11.28 1.34 5.05 11.30 1.34 5.05 11.32 1.34 5.05 11.34 1.34 5.05 11.36 1.35 5.05 11.38 1.35 5.05 11.40 1.35 5.06 11.42 1.35 5.06 11.44 1.35 5.06 11.46 1.35 5.06 ' 11.48 1.36 5.06 11.50 1.36 5.06 11.52 1.36 5.07 ' 11.54 1.36 5.07 11.56 1.36 5.07 ' 11.58 11.60 1.36 1.37 5.07 5.07 11.62 1.37 5.07 ' 11.64 11.66 1.37 1.37 5.07 5.08 11.68 1.37 5.08 11.70 1.38 5.08 11.72 1.38 5.08 11.74 1.38 5.08 11.76 1.38 5.08 11.78 1.38 5.09 11.80 1.38 5.09 11.82 1.39 5.09 ' 11.84 1.39 5.09 11.86 1.39 5.09 11.88 1.39 5.09 ' 11.90 1.39 5.09 10/11/98 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 q� FlowMaster v5.15 Page 14 of 24 I I 1 11 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 11.92 1.39 5.10 11.94 1.40 5.10 11.96 1.40 5.10 11.98 1.40 5.10 12.00 1.40 5.10 12.02 1.40 5.10 12.04 1.41 5.10 12.06 1.41 5.11 12.08 1.41 5.11 12.10 1.41 5.11 12.12 1.41 5.11 12.14 1.41 5.11 12.16 1.42 5.11 12.18 1.42 5.11 12.20 1.42 5.11 12.22 1.42 5.12 12.24 1.42 5.12 12.26 1.43 5.12 12.28 1.43 5.12 12.30 1.43 5.12 12.32 1.43 5.12 12.34 1.43 5.12 12.36 1.43 5.12 12.38 1.44 5.13 12.40 1.44 5.13 12.42 1.44 5.13 12.44 1.44 5.13 12.46 1.44 5.13 12.48 1.45 5.13 12.50 1.45 5.13 12.52 1.45 5.13 12.54 1.45 5.14 12.56 1.45 5.14 12.58 1.46 5.14 12.60 1.46 5.14 12.62 1.46 5.14 12.64 1.46 5.14 12.66 1.46 5.14 12.68 1.46 5.14 12.70 1.47 5.14 12.72 1.47 5.15 12.74 1.47 5.15 12.76 1.47 5.15 12.78 1.47 5.15 10/11/98 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 15 of 24 Table Rating Table for Circular Channel Table 'Rating Discharge Depth Velocity (cfs) (ft) (ft/s) ' 12.80 1.48 5.15 12.82 1.48 5.15 12.84 1.48 5.15 ' 12.86 1.48 5.15 12.88 1.48 5.15 12.90 1.49 5.15 12.92 1.49 5.16 12.94 1.49 5.16 ' 12.96 12.98 1.49 1.49 5.16 5.16 13.00 1.50 5.16 13.02 1.50 5.16 ' 13.04 1.50 5.16 13.06 1.50 5.16 13.08 1.50 5.16 ' 13.10 1.51 5.16 13.12 1.51 5.17 13.14 1.51 5.17 13.16 1.51 5.17 13.18 1.51 5.17 13.20 1.52 5.17 13.22 1.52 5.17 13.24 1.52 5.17 13.26 1.52 5.17 13.28 1.52 5.17 13.30 1.53 5.17 13.32 1.53 5.17 13.34 1.53 5.17 13.36 1.53 5.17 13.38 1.53 5.18 ' 13.40 13.42 1.54 1.54 5.18 5.18 13.44 1.54 5.18 13.46 1.54 5.18 13.48 1.54 5.18 13.50 1.55 5.18 13.52 1.55 5.18 ' 13.54 1.55 5.18 13.56 1.55 5.18 13.58 1.55 5.18 13.60 1.56 5.18 ' 13.62 1.56 5.18 13.64 1.56 5.18 ' 13.66 1.56 5.18 10/11/98 FlowMaster v5.15 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 16 of 24 1oo ' Table Rating Table for Circular Channel Rating Table ' Discharge Depth Velocity (cfs) (ft) (f/s) ' 13.68 1.57 5.18 13.70 1.57 5.19 13.72 1.57 5.19 ' 13.74 1.57 5.19 13.76 1.57 5.19 ' 13.78 13.80 1.58 1.58 5.19 5.19 13.82 1.58 5.19 ' 13.84 13.86 1.58 1.59 5.19 5.19 13.88 1.59 5.19 13.90 1.59 5.19 ' 13.92 1.59 5.19 13.94 1.59 5.19 13.96 1.60 5.19 ' 13.98 1.60 5.19 14.00 1.60 5.19 14.02 1.60 5.19 14.04 1.61 5.19 14.06 1.61 5.19 14.08 1.61 5.19 14.10 1.61 5.19 ' 14.12 1.62 5.19 14.14 1.62 5.19 14.16 1.62 5.19 14.18 1.62 5.19 14.20 1.63 5.19 14.22 14.24 1.63 1.63 5.19 5.19 14.26 1.63 5.19 14.28 1.64 5.19 ' 14.30 1.64 5.19 14.32 1.64 5.19 14.34 1.64 5.19 ' 14.36 1.65 5.19 14.38 1.65 5.19 14.40 1.65 5.19 14.42 1.65 5.19 14.44 1.66 5.19 14.46 1.66 5.19 14.48 1.66 5.19 ' 14.50 1.66 5.19 14.52 1.67 5.19 14.54 1.67 5.19 1 on 1/98 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 17 of 24 'i 1 ' Table Rating Table for Circular Channel Rating Table ' Discharge Depth Velocity (cfs) (ft) (ft/s) ' 14.56 1.67 5.19 14.58 1.68 5.19 14.60 1.68 5.19 ' 14.62 1.68 5.19 14.64 1.68 5.18 14.66 1.69 5.18 ' 14.68 1.69 5.18 14.70 1.69 5.18 14.72 14.74 1.70 1.70 5.18 5.18 14.76 1.70 5.18 14.78 1.71 5.18 ' 14.80 1.71 5.18 14.82 1.71 5.18 14.84 1.72 5.17 ' 14.86 1.72 5.17 14.88 1.72 5.17 14.90 1.73 5.17 ' 14.92 1.73 5.17 14.94 1.73 5.17 14.96 1.74 5.16 14.98 1.74 5.16 ' 15.00 1.74 5.16 15.02 1.75 5.16 15.04 1.75 5.16 ' 15.06 1.76 5.15 15.08 1.76 5.15 ' 15.10 15.12 1.76 1.77 5.15 5.15 15.14 1.77 5.14 ' 15.16 15.18 1.78 1.78 5.14 5.14 15.20 1.79 5.13 15.22 1.79 5.13 ' 15.24 1.80 5.12 15.26 1.80 5.12 15.28 1.81 5.11 ' 15.30 1.82 5.10 15.32 1.82 5.10 15.34 1.83 5.09 15.36 1.84 5.07 15.38 1.86 5.06 15.40 N/A 0.00 ' 15.42 N/A 0.00 10/11 /98 ' 10:17:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 107 FlowMaster v5.15 Page 18 of 24 1 I I FLOWMASTER CALCULATIONS FOR THE POND #394 RATING CURVE TABLE I 1 �I A 1 I J 1 1 ' Table Rating Table for Circular Channel 1, roject escrlptlon Project File untitled.fm2 Worksheet pvh Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Con nt Data Mannings Coefficient 0.013 Channel Slope 0.004000 ft/ft Diameter 21.00 in (++�(� >06bk ,jqy oaTLET) Input Data Minimum Maximum Increment Discharge-0.00 10.00 0.02 c s Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 0.00 0.02 N/A 0.06 0.00 0.82 0.04 0.08 1.01 0.06 0.08 0.10 0.11 1.14 1.25 0.10 0.12 1.34 0.12 0.13 1.41 0.14 0.14 1.48 0.16 0.15 1.54 0.18 0.16 1.60 0.20 0.17 1.65 0.22 0.18 1.70 0.24 0.19 1.74 0.26 0.19 1.78 0.28 0.20 1.82 0.30 0.21 1.86 0.32 0.21 1.90 0.34 0.22 1.93 0.36 0.23 1.97 0.38 0.40 0.23 0.24 2.00 2.03 0.42 0.24 2.06 0.44 0.25 2.09 0.46 0.26 2.12 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 In4- FlowMaster v5.15 Page 1 of 12 . ., ' Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 0.48 0.26 2.14 0.50 0.27 2.17 0.52 0.27 2.20 0.54 0.28 2.22 0.56 0.28 2.24 0.58 0.29 2.27 0.60 0.29 2.29 0.62 0.30 2.31 0.64 0.30 2.33 ' 0.66 0.30 2.36 0.68 0.31 2.38 0.70 0.72 0.31 0.32 2.40 2.42 0.74 0.32 2.44 0.76 0.78 0.33 0.33 2.46 2.48 0.80 0.33 2.49 0.82 0.34 2.51 0.84 0.34 2.53 0.86 0.35 2.55 0.88 0.35 2.56 0.90 0.35 2.58 0.92 0.36 2.60 0.94 0.36 2.61 0.96 0.37 2.63 0.98 0.37 2.65 1.00 0.37 2.66 1.02 0.38 2.68 1.04 0.38 2.69 1.06 0.38 2.71 1.08 0.39 2.72 1.10 0.39 2.74 1.12 0.40 2.75 1.14 1.16 0.40 0.40 2.77 2.78 1.18 0.41 2.79 1.20 0.41 2.81 1.22 0.41 2.82 1.24 0.42 2.83 1.26 0.42 2.85 1.28 0.42 2.86 1.30 0.43 2.87 1.32 0.43 2.89 ' 1.34 0.43 2.90 10/10/98 FlowMaster v5.15 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 12 10S" Table Rating Table for Circular Channel Rating I able Discharge Depth Velocity (cfs) (ft) (ft/s) 1.36 0.44 2.91 1.38 0.44 2.92 1.40 0.44 2.94 1.42 0.45 2.95 1.44 0.45 2.96 1.46 0.45 2.97 !' 1.48 0.45 2.98 1.50 0.46 2.99 1.52 0.46 3.01 1.54 0.46 3.02 1.56 0.47 3.03 1.58 1.60 0.47 0.47 3.04 3.05 1.62 0.48 3.06 1.64 0.48 3.07 1.66 0.48 3.08 1.68 0.48 3.09 1,70 0.49 3,10 1.72 0.49 3.11 1.74 0.49 3.12 1.76 0.50 3.13 1.78 0.50 3.15 1.80 0.50 3.16 1.82 0.51 3.17 I 1.84 0.51 3.17 1.86 0.51 3.18 1.88 0.51 3.19 1.90 0.52 3.20 1.92 0.52 3.21 1.94 0.52 3.22 1.96 0.52 3.23 1.98 0.53 3.24 2.00 0.53 3.25 2.02 0.53 3.26 2.04 0.54 3.27 2.06 0.54 3.28 2.08 0.54 3.29 2.10 0.54 3.30 2.12 0.55 3.30 2.14 0.55 3.31 2.16 0.55 3.32 2.18 0.55 3.33 2.20 0.56 3.34 2.22 0.56 3.35 10/10/98 FlowMaster v5.15 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 3 of 12 �i)(� ' Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 2.24 0.56 3.36 2.26 0.56 3.36 2.28 0.57 3.37 ' 2.30 0.57 3.38 2.32 0.57 3.39 2.34 0.58 3.40 2.36 0.58 3.41 2.38 0.58 3.41 2.40 0.58 3.42 t 2.42 0.59 3.43 2.44 0.59 3.44 2.46 2.48 0.59 0.59 3.45 3.45 2.50 0.60 3.46 2.52 0.60 3.47 2.54 0.60 3.48 2.56 0.60 3.48 2.58 2.60 0.61 0.61 3.49 3.50 2.62 0.61 3.51 2.64 0.61 3.51 2.66 0.62 3.52 2.68 0.62 3.53 2.70 0.62 3.54 2.72 0.62 3.54 ' 2.74 0.63 3.55 2.76 0.63 3.56 2.78 0.63 3.56 2.80 0.63 3.57 2.82 0.64 3.58 2.84 2.86 0.64 0.64 3.59 3.59 2.88 0.64 3.60 2.90 0.64 3.61 2.92 0.65 3.61 2.94 0.65 3.62 2.96 0.65 3.63 2.98 0.65 3.63 3.00 0.66 3.64 3.02 0.66 3.65 3.04 0.66 3.65 3.06 0.66 3.66 3.08 0.67 3.67 3.10 0.67 3.67 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 101 FlowMaster v5.15 Page 4 of 12 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (f /s) 3.12 0.67 3.68 3.14 0.67 3.69 3.16 0.68 3.69 3.18 0.68 3.70 3.20 0.68 3.70 3.22 0.68 3.71 3.24 0.68 3.72 3.26 0.69 3.72 3.28 0.69 3.73 3.30 0.69 3.74 3.32 0.69 3.74 3.34 3.36 0.70 0.70 3.75 3.75 3.38 0.70 3.76 3.40 0.70 3.77 3.42 0.70 3.77 3.44 0.71 3.78 3.46 0.71 3.78 3.48 0.71 3.79 3.50 0.71 3.79 3.52 0.72 3.80 3.54 0.72 3.81 3.56 0.72 3.81 3.58 0.72 3.82 3.60 0.73 3.82 3.62 0.73 3.83 3.64 0.73 3.83 3.66 0.73 3.84 3.68 0.73 3.85 3.70 0.74 3.85 3.72 3.74 0.74 0.74 3.86 3.86 3.76 0.74 3.87 3.78 0.74 3.87 3.80 0.75 3.88 3.82 0.75 3.88 3.84 0.75 3.89 3.86 0.75 3.90 3.88 0.76 3.90 3.90 0.76 3.91 3.92 0.76 3.91 3.94 0.76 3.92 3.96 0.76 3.92 3.98 0.77 3.93 10/10/98 09:46:21 PM Haestad Methods, fnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Ta �lla FlowMaster v5.15 Page 5 of 12 #I- I C I I I I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 4.00 0.77 3.93 4.02 0.77 3.94 4.04 0.77 3.94 4.06 0.78 3.95 4.08 0.78 3.95 4.10 0.78 3.96 4.12 0.78 3.96 4.14 0.78 3.97 4.16 0.79 3.97 4.18 0.79 3.98 4.20 0.79 3.98 4.22 0.79 3.99 4.24 0.79 3.99 4.26 0.80 4.00 4.28 0.80 4.00 4.30 0.80 4.01 4.32 0.80 4.01 4.34 0.81 4.02 4.36 0.81 4.02 4.38 0.81 4.03 4.40 0.81 4.03 4.42 0.81 4.04 4.44 0.82 4.04 4.46 0.82 4.04 4.48 0.82 4.05 4.50 0.82 4.05 4.52 0.82 4.06 4.54 0.83 4.06 4.56 0.83 4.07 4.58 0.83 4.07 4.60 0.83 4.08 4.62 0.83 4.08 4.64 0.84 4.09 4.66 0.84 4.09 4.68 0.84 4.10 4.70 0.84 4.10 4.72 0.84 4.10 4.74 0.85 4.11 4.76 0.85 4.11 4.78 0.85 4.12 4.80 0.85 4.12 4.82 0.86 4.13 4.84 0.86 4.13 4.86 0.86 4.13 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 0 FlowMaster v5.15 Page 6 of 12 ' Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 4.88 0.86 4.14 4.90 0.86 4.14 4.92 0.87 4.15 ' 4.94 0.87 4.15 4.96 0.87 4.16 4.98 0.87 4.16 5.00 0.87 4.16 5.02 0.88 4.17 5.04 0.88 4.17 5.06 0.88 4.18 5.08 0.88 4.18 5.10 5.12 0.88 0.89 4.18 4.19 5.14 0.89 4.19 5.16 0.89 4.20 5.18 0.89 4.20 5.20 0.89 4.20 5.22 0.90 4.21 5.24 0.90 4.21 5.26 0.90 4.22 5.28 0.90 4.22 5.30 0.90 4.22 5.32 0.91 4.23 5.34 0.91 4.23 5.36 0.91 4.24 5.38 0.91 4.24 5.40 0.91 4.24 5.42 0.92 4.25 ' 5.44 0.92 4.25 5.46 0.92 4.26 5.48 5.50 0.92 0.93 4.26 4.26 5.52 0.93 4.27 5.54 0.93 4.27 5.56 0.93 4.27 5.58 0.93 4.28 5.60 0.94 4.28 5.62 0.94 4.29 5.64 0.94 4.29 5.66 0.94 4.29 5.68 0.94 4.30 5.70 0.95 4.30 5.72 0.95 4.30 5.74 0.95 4.31 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 0 FlowMaster v5.15 Page 7 of 12 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (f /s) 5.76 0.95 4.31 5.78 0.95 4.31 5.80 0.96 4.32 5.82 0.96 4.32 5.84 0.96 4.32 5.86 0.96 4.33 5.88 0.96 4.33 5.90 0.97 4.34 5.92 0.97 4.34 5.94 0.97 4.34 5.96 0.97 4.35 5.98 6.00 0.97 0.98 4.35 4.35 6.02 0.98 4.36 6.04 6.06 0.98 0.98 4.36 4.36 6.08 0.98 4.37 6.10 0.99 4.37 6.12 0.99 4.37 6.14 0.99 4.38 6.16 0.99 4.38 6.18 0.99 4.38 6.20 1.00 4.39 6.22 1.00 4.39 6.24 1.00 4.39 6.26 1.00 4.40 6.28 1.00 4.40 6.30 1.01 4.40 6.32 1.01 4.41 6.34 1.01 4.41 6.36 1.01 4.41 6.38 1.01 4.41 6.40 1.02 4.42 6.42 6.44 1.02 1.02 4.42 4.42 6.46 1.02 4.43 6.48 1.02 4.43 6.50 1.03 4.43 6.52 1.03 4.44 6.54 1.03 4.44 6.56 1.03 4.44 6.58 1.03 4.45 6.60 1.04 4.45 6.62 1.04 4.45 10/10/98 FlowMaster v5.15 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 8 of 12 i= Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 6.64 1.04 4.45 6.66 1.04 4.46 6.68 1.04 4.46 6.70 1.05 4.46 6.72 1.05 4.47 6.74 1.05 4.47 6.76 .1.05 4.47 6.78 1.05 4.47 6.80 1.06 4.48 6.82 1.06 4.48 6.84 1.06 4.48 6.86 6.88 1.06 1.07 4.49 4.49 6.90 1.07 4.49 6.92 1.07 4.49 6.94 1.07. 4.50 6.96 1-CT7 4.50 6.98 1.0.0 4.50 7.00 1.08 4.51 7.02 1.08 4.51 7.04 1.08 4.51 7.06 1.08 4.51 7.08 1.09 4.52 7.10 1.09 4.52 7.12 1.09 4.52 7.14 1.09 4.52 7.16 1.09 4.53 7.18 1.10 4.53 7.20 1.10 4.53 7.22 1.10 4.54 7.24 1.10 4.54 7.26 1.10 4.54 7.28 1.11 4.54 7.30 7.32 1.11 1.17 4.55 4.55 7.34 1.11 4.55 7.36 1.11 4.55 7.38 1.12 4.56 7.40 1.12 4.56 7.42 1.12 4.56 7.44 1.12 4.56 7.46 1.12 4.57 7.48 1.13 4.57 7.50 1.13 4.57 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 9 of 12 I (Z Table Rating Table for Circular Channel Rating I able Discharge Depth Velocity (cfs) (ft) (ft/s) ' 7.52 1.13 4.57 7.54 1.13 4.58 7.56 1.14 4.58 ' 7.58 1.14 4.58 7.60 1.14 4.58 7.62 1.14 4.58 7.64 1.14 4.59 7.66 1.15 4.59 7.68 7.70 1.15 1.15 4.59 4.59 7.72 1.15 4.60 7.74 7.76 1.15 1.16 4.60 4.60 7.78 1.16 4.60 7.80 1.16 4.61 7.82 1.16 4.61 7.84 1.17 4.61 7.86 1.17 4.61 1 7.88 1.17 4.61 7.90 1.17 4.62 7.92 1.17 4.62 7.94 1.18 4.62 7.96 1.18 4.62 7.98 1.18 4.62 8.00 1.18 4.63 8.02 1.18 4.63 8.04 1.19 4.63 8.06 1.19 4.63 ' 8.08 1.19 4.64 8.10 1.19 4.64 8.12 8.14 1.20 1.20 4.64 4.64 8.16 1.20 4.64 8.18 1.20 4.65 8.20 1.20 4.65 8.22 1.21 4.65 8.24 1.21 4.65 8.26 1.21 4.65 8.28 1.21 4.65 8.30 1.22 4.66 8.32 1.22 4.66 8.34 1.22 4.66 8.36 1.22 4.66 8.38 1.22 4.66 10/10/98 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 113 FlowMaster v5.15 Page 10 of 12 i ' Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ` 8.40 1.23 4.67 8.42 1.23 4.67 8.44 1.23 4.67 8.46 1.23 4.67 8.48 1.24 4.67 8.50 1.24 4.67 8.52 1.24 4.68 8.54 1.24 4.68 ' 8.56 8.58 1.24 1.25 4.68 4.68 8.60 1.25 4.68 8.62 8.64 1.25 1.25 4.69 4.69 8.66 1.26 4.69 8.68 1.26 4.69 8.70 1.26 4.69 8.72 1.26 4.69 8.74 1.26 4.69 8.76 1.27 4.70 8.78 1.27 4.70 8.80 1.27 4.70 8.82 1.27 4.70 8.84 1.28 4.70 8.86 1.28 4.70 8.88 1.28 4.71 8.90 1.28 4.71 8.92 1.29 4.71 8.94 1.29 4.71 8.96 1.29 4.71 8.98 1.29 4.71 9.00 9.02 1.30 1.30 4.71 4.71 9.04 1.30 4.72 9.06 1.30 4.72 9.08 1.31 4.72 9.10 1.31 4.72 9.12 1.31 4.72 ' 9.14 1.31 4.72 9.16 1.32 4.72 9.18 1.32 4.72 9.20 1.32 4.73 9.22 1.32. 4.73 9.24 1.33 4.73 9.26 1.33 4.73 10/10/98 FlowMaster v5.15 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 11 of 12 114 Table Rating Table for Circular Channel Rating I able Discharge Depth Velocity (cfs) (ft) (ft/s) 9.28 1.33 4.73 9.30 1.33 4.73 9.32 1.34 4.73 9.34 1.34 4.73 9.36 1.34 4.73 9.38 1.34 4.74 9.40 1.35 4.74 9.42 1.35 4.74 9.44 1.35 4.74 ' • 9.46 1.35 4.74 9.48 1.36 4.74 9.50 9.52 1.36 1.36 4.74 4.74 9.54 1.36 4.74 9.56 1.37 4.74 I 9.58 1.37 4.74 9.60 1.37 4.74 9.62 1.38 4.74 9.64 1.38 4.74 9.66 1.38 4.75 9.68 1.38 4.75 ' 9.70 1.39 4.75 9.72 1.39 4.75 " 9.74 1.39 4.75 9.76 1.39 4.75 9.78 1.40 4.75 9.80 1.40 4.75 9.82 1.40 4.75 9.84 1.41 4.75 9.86 1.41 4.75 9.88 9.90 1.41 1.42 4.75 4.75 9.92 1.42 4.75 9.94 1.42 4.75 9.96 1.42 4.75 9.98 1.43 4.75 10.00 1.43 4.75 10/10/98 ' 09:46:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 II� FlowMaster v5.15 Page 12 of 12 I 10-YR SWMM MODEL (PROPOSED CONDITIONS) I 1 SWMM input file MMP-10.REP: F_ ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY ' TAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) J1N(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) ' 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED I*** ENTRY MADE TO RUNOFF MODEL *** McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 NUMBER OF TIME STEPS 72 INTEGRATION TIME INTERVAL (MINUTES) 5.00 ' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 48 .60 .72 .96 2.16 3.12 5.64 2.28 .72 .60 .60 .48 .36 .24 .24 .12 .12 .12 .12 .12 .00 ' McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 SUBAREA GUTTER WIDTH NUMBER OR MANHOLE (FT) -2 0 .0 80 8 3130.0 60 6 1150.0 1.12 .84 .12 .12 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 57.1 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1' 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 ' MMP-10 REP 25 January 1999 1 IM ' 70 7 1350.0 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 130 13 675.0 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 10 850.0 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 '100 150 15 50.0 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 110 11 34.0 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 ' 120 90 12 9 500.0 400.0 17.8 13.1 80.0 10.0 .0200 .0100 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 190 19 250.0 1.4 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 200 20 700.0 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 210 21 500.0 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 24 300.0 5.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 '240 280 28 50.0 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 330 33 . 700.0 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 250 270 250 270 500.0 625.0 1.6 3.3 80.0 60.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .500 .50 .50 .00180 1 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 320 315.0 14.8 25.0 .0183 .016 .250 .100 .500 .50 .50 .00180 1 '201 202 322 700.0 21.5 50.0 .0165 .016 .250 .100 .500 .50. .50 .00180 1 203 172 1000.0 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 204 166 900.0 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 168 650.0 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 1 '205 206 171 650.0 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 1 207 176 1000.0 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 1 208 178 950.0 33.6 70.0 .0170 .016 .250 .100 .500 .50 .50 .00180 1 321 435.0 23.4 40.0 .0085 .016 .250 1 '209 165 324 400.0 10.3 40.0 .0100 .016 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 211 325 1000.0 10.9 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 212 328 400.0 4.2 80.0 .0380 .016 .250 .100 .500 .50 .50 .00180 t 213 -180 700.0 16.9 30.0 .0055 .016 .250 .100 .500 .50 .50 .00180 1 179 2200.0 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 1 '214 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 1 216 327 1400.0 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 301 301 4385.0 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 1 '302 303 95 303 3500.0 7260.0 47.3 50.0 45.0 45.0 .0100 .0113 .016 .016 .390 .250 .100 .100 .600 .500 .50 .50 .50 .50 .00180 .00180 1 t 305 365 1988.0 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 1 306 372 1729.0 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 1 307 359 960.0 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 1 308 370 1335.0 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 1 309 361 507.0 1.6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 1 311 371 315.0 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 1 312 363 569.0 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 1 313 366 495.0 .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 1 1 314 373 9932.0 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 1 315 374 1000.0 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 1 316 39 1924.0 .0 .0 .0170 . 394 1507.0 17.3 57.0 .0140 .016 .250 .100 .300 .50 .50 1 318 393 1699.0 19.5 47.0 .0150 .016 .250 .100 .300 .50 50 .00180 00180 1 '317 217 367 890.0 18.4 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 218 367 950.0 17.4 5.0 .0300 .016 .250 .100 .500 .50 .50 .00180 1 222 32 375.0 19.3 5.0 .0080 .016 .250 .100 .500 .50 .50 .00180 1 368 2000.0 23.0 5.0 .0400 .016 .250 .100 .500 .50 .50 .00180 1 '223 224 368 1500.0 13.8 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 225 35 2858.0 65.6 5.0 .0060 .016 .250 .100 .500 .50 .50 .00180 t 1 201 1200.0 8.4 38.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 2 3 202 203 1350.0 800.0 4.6 5.7 64.0 44.0 .0200 .0200 .020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 4 209 300.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 5 209 800.0 3.1 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 6 210 2500.0 11.6 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 9 209 3000.0 18.3 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 10 210 1400.0 8.5 25.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 15 16 215 216 1300.0 200.0 7.1 1.8 17.0 12.0 .0150 .0200 .020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 20 219 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 219 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 i 22 219 1800.0 7.2 51.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 24 224 500.0 3.4 42.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 MMP-IO.REP 25 January 1999 K [1 1 p i 11 11 26 226 1000.0 2.9 31.0 30 330 1700.0 11.7 60.0 40 140 1300.0 6.1 29.0 41 357 800.0 3.5 50.0 370 570 1050.0 6.1 63.0 371 571 2000.0 11.7 45.0 372 572 4900.0 26.7 45.0 373 73 2000.0 8.2 90.0 374 574 8000.0 18.3 86.0 375 75 5400.0 28.4 48.0 376 576 1000.0 5.1 10.0 377 577 400.0 1.9 70.0 378 577 450.0 2.3 70.0 379 479 450.0 1.5 70.0 380 480 350.0 1.4 70.0 381 481 550.0 2.6 70.0 382 582 700.0 .8 67.0 383 483 1200.0 5.6 69.0 384 84 2400.0 6.9 84.0 385 85 2100.0 6.3 52.0 386 586 2000.0 12.2 60.0 387 586 800.0 3.2 70.0 388 588 2800.0 16.0 73.0 389 88 2000.0 7.0 90.0 390 490 550.0 1.4 70.0 391 491 600.0 2.8 70.0 392 588 1100.0 6.6 90.0 393 88 4400.0 11.8 95.0 394 92 900.0 1.4 90.0 396 496 2950.0 13.5 93.0 397 497 810.0 3.9 85.0 TOTAL NUMBER OF SUBCATCHMENTS, 109 TOTAL TRIBUTARY AREA (ACRES), 1417.48 .0200 .020 .250 .100 .300 .51 .50 .00180 .0200 .020 .250 .100 .300 .51 .50 .00180 .0200 .020 .250 .100 .300 .51 .50 .00180 .0200 .020 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0150 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0130 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0100 .016 .250 .100 .300 .51 .50 .00180 .0250 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0130 .016 .250 .100 .300 .51 .50 .00180 .0210 .016 .250 .100 .300 .51 .50 .00180 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 370 371 372 373 374 375 376 377 378 379 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .1 .1 .0 .0 .0 .0 15. .2 .5 1.1 .5 1.7 1.3 .1 .1 .1 .1 20. 1.7 3.4 8.1 3.8 11.7 9.1 .5 .6 .7 .6 25. 4.9 8.2 19.0 10.1 25.9 21.5 .9 1.8 2.1 1.6 30. 9.7 14.8 33.9 19.3 45.4 38.4 1.6 3.4 4.1 2.9 35. 18.5 29.0 67.2 35.7 85.0 75.6 4.1 6.5 7.8 5.5 40. 18.5 28.8 66.6 31.7 66.9 74.3 5.3 6.3 7.6 5.1 45. 9.9 15.9 36.6 13.5 23.4 40.0 4.5 3.2 3.9 2.4 50. 6.7 12.1 27.9 8.5 16.9 29.9 4.2 2.1 2.6 1.6 55. 5.3 9.7 22.2 6.6 13.3 23.6 3.6 1.6 2.0 1.2 0. 4.3 8.0 18.1 5.4 11.2 19.1 3.2 1.3 1.6 1.0 5. 3.7 6.7 15.3 4.8 10.0 16.1 2.8 1.1 1.4 .8 10. 3.2 5.7 12.9 4.3 8.9 13.7 2.4 1.0 1.2 .7 15. 2.6 4.6 10.3 3.5 7.0 10.9 2.0 .8 1.0 .6 20. 2.0 3.6 8.0 2.7 5.2 8.4 1.7 .6 .7 .4 25. 1.7 2.9 6.5 2.1 4.1 6.8 1.5 .5 .6 .3 30. 1.3 2.4 5.2 1.7 3.2 5.4 1.3 .4 .5 .3 35. 1.0 1.9 4.1 1.3 2.3 4.3 1.1 .3 .4 .2 40. .9 1.6 3.6 1.1 2.1 3.7 1.0 .3 .3 .2 45. .8 1.5 3.2 1.0 2.0 3.3 .9 .2 .3 .2 50. .7 1.3 3.0 1.0 1.9 3.1 .8 .2 .3 .2 55. .7 1.3 2.8 .9 1.9 2.9 .8 .2 .2 .1 0. .7 1.2 2.6 .9 1.9 2.7 .7 .2 .2 .1 5. .5 .9 2.1 .7 1.3 2.1 .6 .2 .2 .1 10. .4 .6 1.4 .4 .6 1.4 .5 .1 .1 .1 15. .3 .5 1.1 .3 .3 1.0 .5 .1 .1 .0 20. .2 .4 .8 .2 .2 .8 .4 .1 .1 .0 25. .2 .3 .7 .1 .1 .7 .4 .0 .1 .0 30. .1 .3 .6 .1 .1 .5 .3 .0 .0 .0 MMP-10.REP 25 January 1999 ��q i I I I 2 35. 2 40. 2 45. 2 50. 2 55. 3 0. 3 5. 3 10. 3 15. 3 20. 3 25. 3 30. 3 35. 3 40. 3 45. 3 50. 3 55. 4 0. 4 5. 4 10. 4 15. 4 20. 4 25. 4 30. 4 35. 4 40. 4 45. 4 50. 4 55. 5 0. 5 5. 5 10. 5 15. 5 20. 5 25. 5 30. 5 35. 5 40. 5 45. 5 50. 5 55. 6 0. McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 380 381 382 383 384 385 386 387 388 389 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 15. .1 .1 .1 .3 .6 .4 .4 .2 .8 .5 20. .5 .9 .5 2.3 3.9 2.6 3.3 1.5 6.0 3.8 25. 1.4 2.4 1.0 5.7 9.2 5.6 9.4 3.5 16.1 9.4 30. 2.6 4.7 1.6 10.6 16.4 9.6 18.4 6.3 30.7 17.3 35. 4.9 8.9 3.4 20.2 30.8 19.8 35.3 12.2 58.2 31.7 40. 4.7 8.7 2.7 18.8 25.5 18.7 35.4 11.0 55.3 26.6 45. 2.3 4.4 1.0 8.8 9.6 9.1 19.2 4.8 26.6 10.3 50. 1.5 2.9 .7 5.9 6.5 6.6 13.3 3.2 17.4 6.8 55. 1.2 2.2 .5 4.5 5.1 4.9 10.5 2.5 13.2 5.4 0. .9 1.8 .4 3.6 4.2 3.9 8.6 2.0 10.7 4.5 5. .8 1.5 .4 3.1 3.8 3.2 7.4 1.7 9.2 4.0 10. .7 1.3 .3 2.7 3.4 2.7 6.4 1.5 8.0 3.6 15. .6 1.1 .2 2.1 2.7 2.1 5.2 1.2 6.4 2.9 20. .4 .8 .2 1.6 2.0 1.5 4.1 .9 4.9 2.2 25. .3 .7 .1 1.3 1.6 1.2 3.4 .7 3.9 1.7 30. .3 .5 .1 1.0 1.2 1.0 2.7 .5 3.1 1.4 35. .2 .4 .1 .8 .9 .7 2.2 .4 2.4 1.0 40. .2 .3 .1 .7 .8 .6 1.8 .3 2.0 .9 45. .2 .3 .1 .6 .7 .6 1.6 .3 1.8 .8 MMP-10.REP 25 January 1999 4 ' 1 50. .1 .3 .1 .6 .7 .6 1.5 .3 1.7 1 55. .1 .3 .1 .5 .7 .5 1.4 .3 1.7 2 0. .1 .3 .1 .5 .7 .5 1.3 .3 1.6 ' 2 5. .1 .2 .0 .4 .5 .4 1.1 .2 1.2 2 10. .1 .1 .0 .2 .3 .2 .8 .1 .8 2 15. .0 .1 .0 .2 .1 .1 .6 .1 .5 2 20. ' 2 25. .0 .0 .1 .1 .0 .0 .1 .1 .1 .1' .1 1 .5 .4 .0 .0 .4 .3 2 30. .0 .0 .0 .1 .0 .0 .3 .0 .2 2 35. .0 .0 .0 .0 .0 .0 .3 .0 .2 2 40. .0 .0 .0 .0 .0 .0 .2 .0 .1 2 45. .0 .0 .0 .0 .0 .0 .2 .0 .1 t 2 50. .0 .0 .0 .0 .0 .0 .2 .0 .1 2 55. .0 .0 .0 .0 .0 .0 .1 .0 .1 3 0. .0 .0 .0 .0 .0 .0 .1 .0 .1 3 5. .0 .0 .0 .0 .0 .0 .1 .0 .0 ' 3 10. .0 .0 .0 .0 .0 .0 .1 .0 .0 3 15. .0 .0 .0 .0 .0 .0 .1 .0 .0 3 20. .0 .0 .0 .0 .0 .0 .1 .0 .0 3 25. .0 .0 .0 .0 .0 .0 .1 3 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 3 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 3 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 3 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 3 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 3 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 0. .0 .0 . .0 .0 .0 .0 .0 .0 .0 4 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 10, .0 .0 .0 ' 4 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 4 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 5 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 20. .0 .0. .0 .0 .0 .0 .0 .0 .0 5 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 45. .0 .0 0 .0 0 .0 .0 .0 .0 5 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 5 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 6 0. 0 0 .0 .0 .0 .0 .0 .0 ' .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 ' HYOROGRAPHS TIME(HR/MIN) ARE LISTED FOR THE 390 391 FOLLOWING 392 7 SUBCATCHMENTS 393 - AVERAGE VALUES WITHIN 394 396 397 TIME INTERVALS 0 5. .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 ' 0 15. .1 .2 .3 1.0 .2 .7 .2 0 20. .8 1.2 2.6 7.4 1.1 5.6 1.7 0 25. 1.6 2.9 7.5 17.6 2.2 15.9 4.6 0 30. 2.9 5.3 14.8 31.5 3.7 31.5 8.8 ' 0 35. 5.6 10.2 27.7 56.4 6.9 58.3 16.4 0 40. 4.8 9.5 25.7 44.2 5.0 53.1 14.8 0 45. 1.9 4.4 11.8 16.0 1.6 23.8 6.4 0 50. 1.4 J 3.0 7.3 11.3 1.3 14.7 4.0 0 55. 1.0 2.3 5.5 9.1 1.0 11.3 3.1 1 0. .8 1.8 4.5 7.7 .9 9.3 2.5 1 5. .7 1.6 4.0 6.9 .8 8.2 2.2 ' MMP-10 REP 25 January 1999 1 ZI w LJ 1 1] 11 L 10. .6 1.3 3.5 6.2 .7 7.3 2.0 15. .5 1.1 2.9 5.0 .5 6.1 1.6 20. .4 .8 2.3 3.7 .4 4.7 1.2 25. .3 .6 1.8 3.0 .3 3.8 1.0 30. .2 .5 1.4 2.3 .2 3.0 .8 35. .2 .4 1.1 1.7 .2 2.3 .6 40. .1 .3 .9 1.5 .2 1.9 .5 45. .1 .3 .8 1.4 .2 1.7 .5 50. .1 .3 .8 1.4 .2 1.6 .4 55. .1 .3 .8 1.4 .2 1.6 .4 0. .1 .3 .7 1.4 .2 1.6 .4 5. .1 .2 .6 1.0 .1 1.2 .3 10. .0 .1 .4 .5 .0 .8 .2 15. .0 .1 .3 .3 .0 .5 .1 20. .0 .1 .2 .2 .0 .4 .1 25. .0 .0 .1 .1 .0 .3 .1 30. .0 .0 .1 .1 .0 .2 .0 35. .0 .0 .1 .1 .0 .2 .0 40. .0 .0 .1 .1 .0 .1 .0 45. .0 .0 .1 .0 .0 .1 .0 50. .0 .0 .0 .0 .0 .1 .0 55. .0 .0 .0 .0 .0 .1 .0 0. .0 .0 .0 .0 .0 .1 .0 5. .0 .0 .0 .0 .0 .1 .0 10. .0 .0 .0 .0 .0 .1 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0 5. .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0. 5. .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) MMP-10.REP 1417.480 1.833 .474 25 January 1999 1 ZZ ' TOTAL WATERSHED OUTFLOW (INCHES) 1.020 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .340 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 ' McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 1O-YEAR .EVENT FILE: MMP-1O LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK ' NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 ' 0 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 8 50 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 ' 0 13 12 50 22 0 0 1 1 CHANNEL CHANNEL .0 .0 3600, 1300. (1060 .0060 50.0 50.0 .0 .0 .016 .016 1,50 2.50 0 16 22 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 ' 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 ' 9 51 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 18 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 '19 0 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 20 51 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 0 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 44 51 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 220 22 3 3 .0 1. .0010 .0 .0 .001 10.00 ' -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 43 57 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 0 - RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 50 2 .0 0 .0 1 .0 133.0 CHANNEL .0 10.0 140.0 500. .0 .0050 150.0 15.0 15.0 .040 5.00 0 51 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 ' 230 23 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 .0 0 23 18 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 24 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 ' MMP-10.REP 25 January 1999 7 1Z--2) ' 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 ' -1 260 26 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 .0 ' 0 26 42 0 5 PIPE OVERFLOW 3.5 800. 10.0 800. .0050 .0050 .0 4.0 .0 4.0 .016 .035 3.50 5.00 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 0 270 27 0 3 .0 1. .0010 .0 .0 .001 10.00 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 ' 0 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 '275 0 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 ' OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 OVERFLOW .0 90. .0140 200.0 200.0 .020 5.00 ' 0 28 275 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 340 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 92 89 0 2 PIPE 2.0 1000. .0100 .0 .0 .013 2.00 0 395 89 4 3 .1 1. .0010 .0 .0 .001 .10 ' 1 TIME IN HRS VS INFLOW IN CFS .0 .0 .5 3.6 7.5 3.6 7.8 .0 89 88 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 490 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .5 .2 .5 .2 2.5 0 491 90 2 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 1.0 0 90 88 0 4 CHANNEL .0 500. .0100 50.0 50.0 .016 .50 OVERFLOW 50.0 500. .0100 10.0 10.0 .035 5.00 496 88 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 12.0 .1 12.4 .8 12.8 2.1 13.2 88 588 0 1 CHANNEL .0 700. .0080 4.0 4.0 .035 5.00 0 ' 0 497 588 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.6 .1 1.6 .4 1.7 .7 1.7 .8 1.8 ' 0 588 488 488 586 0 7 3 2 PIPE .1 1. .1 1. .0010 .0010 .0 .0 .0 .0 .001 .001 10.00 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS.SPILLWAY OUTFLOW .0 .0 .0 .6 .5 8.1 .7 11.9 1.7 12.4 10.2 13.3 ' 10.8 14.3 582 682 3 3 .1 1. .0010 .0 .0 .001 .10 ' MMMO.REP 25 January 1999 8 174 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 4.6 1.3 8.0 1.8 ' 682 82 0 3 .1 1. .0010 .0 .0 .001 10.00 0 683 0 0 3 .1 1. .0010 .0 .0 .001 10.00 ' 00 82 85 0 4 CHANNEL .0 1300. .0140 50.0 50.0 .016 .50 OVERFLOW 50.0 1300. .0140 10.0 10.0 .035 5.00 85 586 0 4 CHANNEL .0 1000. .0110 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1000. .0110 10.0 10.0 .035 5.00 84 .586 0 4 CHANNEL .0 700. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 700. .0100 10.0 10.0 .035 5.00 ' 0 586 486 0 3 .1 1. .0010 .0 .0 .001 10.00 486 584 12 2 PIPE 1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 3.0 .3 6.0 .4 9.0 .6 12.0 1.1 15.0. 2.1 18.0 4.1 20.0 4.3 21.0 4.7 24.0 4.9 27.0 5.0 30.0 584 684 6 3 .1 1. .0010 .0 .0 .001 .10 ' 673 DIVERSION TO GUTTER NUMBER 673 -TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 20.0 .0 21.0 1.0 24.0 3.0 27.9 6.0 30.0 9.0 684 83 0 3 1 1. .0010 .0 .0 .001 10.00 0 ' 673 73 0 3 .1 1. .0010 .0 .0 .001 10.00 0 83 583 0 1 CHANNEL 5.0 400. .0050 4.0 4.0 .035 5.00 0 '483 0 583 2 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.8 0 583 72 0 3 .1 1. .0010 .0 .0 .001 10.00 72 572 0 5 PIPE 3.0 700. .0040 .0 .0 .013 3.00 0 OVERFLOW .0 700. .0040 50.0 50.0 .016 5.00 '73 0 572 0 4 CHANNEL .0 1300. .0060 50.0 50.0 .016 .50 OVERFLOW 50.0 1300. .0060 10.0 10.0 .035 5.00 481 577 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .1 1.0 .1 2.0 .2 4.0 .2 6.0 .2 10.0 a .2 12.0 .2 14.0 480 577 6 2 PIPE 1 1. .0010 .0 .0 .001 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .10 .0 .0 .0 1.0 .0 2.0 .1 4.0 .1 6.0 .1 9.0 479 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .0 1.0 .1 2.5 .1 8.0 .1 12.7 577 477 0 3 .1 1. .0010 .0 .0 .001 10.00 0 477 76 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 4.0 .3 6.0 .3 8.0 .3 12.0 .3 16.0 .3 20.0 .3 30.0 .4 45.0 .4 60.0 ' 76 576 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 576 574 0 3 .1 1. .0010 .0 .0 .001 10.00 ' 0 75 574 0 1 CHANNEL 5.0 600. .0070 4.0 4.0 .035 5.00 0 574 474 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '474 0 74 8 2 PIPE 1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' NIW-IO.REP 25 January 1999 9 1Z4� ' .0 .0 2.2 .5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 0 74 572 0 1 CHANNEL 10.0 700. .0080 10.0 10.0 .035 5.00 572 472 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 0 472 571 11 RESERVOIR 2 STORAGE IN PIPE .1 1. ACRE-FEET VS SPILLWAY OUTFLOW .0010 .0 .0 .001 .10 .0 .0 .7 3.0 .9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 7.0 24.0 7.8 27.0 8.0 30.0 '571 0 471 0 3 .1 1. .0010 .0 .0 .001 10.00 471 570 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 20.0 .7 30.0 .8 32.0 .8 40.0 .9 50.0 .9 60.0 570 470 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '470 0 31 6 2 PIPE 1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .2 30.0 .7 40.0 1.0 44.0 ' 0 31 275 0 2 PIPE 3.0 108. .0075 .0 .0 .013 3.00 290 29 3 3 .0 1. .0010 .0 .0 .001 10.00 -i ' TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 29 18 0 5 PIPE 1.0 500. .0050 .0 .0 .013 1.00 0 OVERFLOW 20.0 500. .0050 .5 .5 .016 5.00 ' 0 33 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 2 116 12 2 PIPE .1 77. .0070 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 166 167 3 2 PIPE .1 96. .0060 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 1.6 24.0 3.4 26.4 167 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 4.00 0 0 168 169 3 2 PIPE 1 10. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 169 170 0 2 PIPE 2.3 40. .0070 .0 .0 .013 2.27 0 170 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 0 171 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 172 173 3 2 PIPE .1 120. .0033 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.5 5-5 8.0 6.0 173 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 ' 0 174 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 175 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 0 176 177 5 2 PIPE .1 315. .0020 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 177 341 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 ' 178 177 11 2 PIPE .1 1310. .0033 .0 .0 .013 .10 0 ' MMP-IO.REP 25 January 1999 10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 2.1 1.3 4.1 1.9 5.4 2.6 6.5 2.8 6.7 3.0 12.3 3.4 13.4 4.1 15.5 4.7 16.8 4.9 17.3 ' 320 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 0 321 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 322 323 3 2 PIPE 1 10. .0100 .0 .0 .013 .10 t 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 323 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 ' 0 324 331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 0 325 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 0 0 326 327 0 2 PIPE 3.5 214. .0168 .0 .0 .013 3.50 327 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 0 ' 0 328 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 OVERFLOW .0 101. .0149 133.0 44.0 .016 5.00 329 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 0 179 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 ' 0 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 331 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 3.00 0 180 341 8 2 PIPE .1 20. .0040 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 3.9 .0 45.6 .4 4.0 4.7 52.4 1.0 9.6 1.6 18.0 2.3 28.4 3.0 37.2 341 4 0 2 PIPE 5.2 120. .0040 .0 .0 .013 5.20 0 301 91 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.3 15.1 303 357 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.3 25.0 91 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 0 0 1 93 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 ' 0 94 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 95 93 0 3 .0 1. .0010 .0 .0 .001 10.00 0 357 358 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 4.00 0 358 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 9.44 0 ' 359 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 4.00 0 360 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 9.44 0 ' 0 361 362 362 363 0 0 1 1 CHANNEL CHANNEL 16.0 619, 16.0 215. 0050 .0050 4.0 4.0 4.0 4.0 .045 .045 4.00 4.00 0 363 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 4.00 0 364 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 4.00 0 ' . MMP-iO.REP 25 January 1999 11 365 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 2.30 0 0 366 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 4.00 ' 38 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 3.50 0 ' 0 39 38 0 1 CHANNEL 0 860. .0050 4.0 4.0 .035 3.50 370 361 9 2 PIPE 1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .6 3.5 ' .7 3.7 .8 3.9 1.0 4.1 371 362 7 2 PIPE .1 1. .0015 .0 .0 .013 .10 0 ' RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .0 .5 .1 1.2 .2 1.4 .3 1.4 .4 1.6 .6 1.8 372 363 6 2 PIPE 1 1. .0020 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 22.4 .7 33.3 .9 37.9 81.2 50.5 373 364 16 2 PIPE .1 1. .0042 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.6 .0 3.6 6.4 6.3 16.8 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 ■ RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 .4 1.1 .5 2.1 .5 2.8 .7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 ' 392 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 2.6 .0 9.7 .6 .5 1.1 3.0 3.2 11.1 4.0 12.7 1.4 5.0 3.6 14.1 1.8 6.4 2.5 9.3 392 39 0 1 CHANNEL 4.0 1000. .0160 4.0 4.0 .035 3.50 0 3394 391 15 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .9 .0 1.6 .1 2.0 .2 2.4 .4 2.7 .7 3.0 1.1 3.3 1.4 3.4 1.7 5.4 2.3 8.4 2.4 8.6 2.9 9.0 3.5 9.5 391 39 0 1 CHANNEL .0 1300. .0050 4.0 4.0 .035 3.50 35 102 0 1 CHANNEL 1.0 1250. .0100 50.0 50.0 .045 5.00 0 t32 0 102 0 1 CHANNEL 1.0 3300. .0060 75.0 1.5 .045 5.00 367 368 0 4 CHANNEL 5.0 950. .0070 1.5 2.8 .045 5.00 0 OVERFLOW 31.0 950. .0070 50.0 50.0 .045 10.00 0 368 102 0 4 CHANNEL 5.0 1960. .0100 3.0 3.0 .045 5.00 OVERFLOW 29.0 1960. .0100 25.0 100.0 .045 10.00 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 0 202 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 209 210 0 3 .1 1. .0010 .0 .0 .001 10.00 0 210 309 0 3 .1 1. .0010 .0 .0 .001 10.00 ' 0 309 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. .0010 .0 .0 .001 10.00 ' MMP-10.REP 25 January 1999 12 0 315 216 5 2 PIPE 1 1. ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .5 .3 .8 216 116 0 3 .1 1. ' 0 116 140 0 1 CHANNEL 10.0 1650. 0 140 357 0 1 CHANNEL 10.0 700. 0 ' 219 224 0 3 .1 1. 0 224 218 0 3 .1 1. 0 218 124 8 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 '124 226 0 2 PIPE 3.0 825. 0 226 217 0 3 .1 1. 0 217 357 8 2 PIPE 1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 1.2 14.0 1.7 16.0 '330 357 7 2 PIPE 1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 2.8 6.0 TOTAL NUMBER OF GUTTERS/PIPES, 163 ' McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE D.A.(AC) 2 50 51 0 0 0 0 0 0 0 0 685.7 4 15 341 0 0 0 0 0 0 0 0 219.3 '6 4 7 0 0 0 0 0 0 0 0 6 262.E 7 24 0 0 0 0 0 0 0 0 0 7 34.4 ' 8 0 0 0 0 0 0 0 0 0 0 8 57.1 9 0 0 0 0 0 0 0 0 0 0 9 13.1 '10 0 0 0 0 0 0 0 0 0 0 10 13.2 11.7 11 340 0 0 0 0 0 0 0 0 0 11 12 0 0 0 0 0 0 0 0 0 0 12 .8 24.7 13 0 0 0 0 0 0 0 0 0 0 13 15 0 0 0 0 0 0 0 0 0 0 15 ' 1.8 76 0 0 0 0 0 0 0 0 0 0 16 4.0 18 23 29 0 0 0 0 0 0 0 0 .0 ' 19 0 0 0 0 0 0 0 0 0 0 19 1.4 20 0 0 0 0 0 0 0 0 0 0 20 ' MMP-10 REP 25 January 1999 1 Z9 .0010 .0 .0 .001 .10 .9 1.0 1.2 1.1 .0010 .0 .0 .001 10.00 .0030 4.0 4.0 .035 5.00 .0030 4.0 4.0 .035 5.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 .10 .5 8.0 1.0 10:0 1.6 12.0 .0080 .0 .0 .011 5.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 .10 .2 8.0 .5 10.0 .7 12.0 .0010 .0 .0 .001 .10 .7 3.0 1.1 4.0 1.9 5.0 TRIBUTARY SUBAREA 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 320 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 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 13 ' 31.3 21 33 0 0 0 0 0 0 0 0 0 '13.1 22 12 16 220 25 42 0 0 0 0 0 257. 257.4 23 230 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 '24 5.0 25 250 0 0 0 0 0 0 0 0 0 1.6 26 260 41 36 0 0 0 0 0 0 0 ' 234.0 27 270 271 275 0 0 0 0 0 0 0 231.6 28 0 0 0 0 0 0 0 0 0 0 ' 6.9 29 290 0 0 0 0 0 0 0 0 0 .0 31 470 0 0 0 0 0 0 0 0 0 213.6 ' 32 0 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 5.6 35 0 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 0 0 0 0 0 0 0 2.4 38 39 374 0 0 0- 0 0 0 0 0 118.2 39 392 391 0 0 0 0 0 0 0 0 41 27 0 0 0 0 0 0 0 0 0 ' 231.E 42 26 0 0 0 0 0 0 0 0 0 234.0 43 22 0 0 0 0 0 0 0 0 0 257.4 44 21 0 0 0 0 0 0 0 0 0 13.1 50 6 8 13 11 10 0 0 0 0 0 316.4 .3 t 51 9 18 19 20 44 43 0 0 0 0 316 72 583 0 0 0 0 0 0 0 0 0 99.4 ' 73 673 0 0 0 0 0 0 0 0 0 8.2 74 474 0 0 0 0 0 0 0 0 0 61.5 75 0 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0 0 0 0 0 0 0 9.7 .8 82 83 682 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0 0 0 0 .9 85 82 0 0 0 0 0 0 0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 37.9 ' 89 92 395 0 0 0 0 0 0 0 0 1.4 90 490 491 0 0 0 0 0 0 0 0 4.2 301 0 0 0 0 0 0 0 0 0 '91 30.2 92 0 0 0 0 0 0 0 0 0 0 1.4 93 91 95 0 0 0 0 0 0 0 0 77.5 94 93 0 0 0 0 0 0 0 0 0 MMP-IO.REP 25 January 1999 210 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 0 240 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 0 280 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 0 222 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 316 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 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 0 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 375 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 0 384 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 0 0 0 389 393 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 0 394 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 14 ' 77.5 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.3 ' 116 2 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 694. 694.E 124 218 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 ' 140 309 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 768.1 166 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19.0 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '167 19.0 168 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 24.9 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 ' 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.8 '176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 ' 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 105.2 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.4 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13.0 ' 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 ' 45.0 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 67.4 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 7.1 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 '216 8.9 217 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.8 218 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 25.9 219 0 0 0 0 0 .0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.3 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 224 219 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.9 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.8 ' 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 260 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 ' 6.3 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 ' MMP-IO.REP 25 January 1999 15 1 15 275 272 28 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 222.0 1 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 30.2 303 0 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 50.0 309 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.4 7.1 315 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 ' 38.1 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.5 1 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 ' 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 1 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.7 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 .0 340 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 341 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� . 0 217.4 357 303 94 140 217 330 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 943.6 1 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 943.E 359 358 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 949.0 1 360 359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 949.0 361 360 370 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 957.6 362 361 371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 960.4 1 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 971.2 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1180.6 365 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 366 364 365 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 1260.0 367 366 0 0 0 0 0 0 0 0 0 217 218 0 0 0 0 0 0 0 0 1295.8 368 367 0 0 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 1332.E 1 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 372 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.7 373 38 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 209.3 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 1 391 394 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 MMP-IO.REP 25 January 1999 16 13 - 19.5 ' 392 393 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.5 393 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0 0 0 0 394 0 0 0 0 0 0 0 0 0 0 317 0 0 0 0 0 0 0 0 0. ' 17.3 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 '471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207.5 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 474 574 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 � 477 577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 ' 1.5 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 O� 480 0 0 0 0 0 0 0 0 0 0 380 0 0 0 0 0 0 0 0 0' 1.4 481 0 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 0 ' 5.6 .6 463 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 0 486 586 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 93.8 64.4 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 0 1.4 ' 2.8 491 0 0 0 0 0 0 0 0 0 0 391 0 0 0 0 0 0 0 0 0 496 0 0 0 0 0 0 0 0 0 0 396 0 0 0 0 0 0 0 0 0 13.5 3.9 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 0 570 471 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 213.6 .5 571 472 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 195.8 572 72 73 74 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 95 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 ' 61.5 14.8 576 76 0 0 0 0 0 0 0 0 0 376 0 0 0 0 0 0 0 0 0 577 481 480 479 0 0 0 0 0 0 0 377 378 0 0 0 0 0 0 0 0 9.7 '582 0 0 0 0 0 0 0 0 0 0 382 0 0 0 0 0 0 0 0 0 .8 583 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 584 486 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 586 488 85 84 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 93.8 ' 64.4 588 88 497 0 0 0 0 0 0 0 0 388 392 0 0 0 0 0 0 0 0 673 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 682 582 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 683 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 684 584 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 ' 93.8 NONCONVERGENCE IN GUTTER DURING TIME STEP 10 AT CONVEYANCE ELEMENT 36 NONCONVERGENCE IN GUTTER DURING TIME STEP 12 AT CONVEYANCE ELEMENT 36 NONCONVERGENCE IN GUTTER DURING TIME STEP 34 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 36 AT CONVEYANCE ELEMENT 480 ' NONCONVERGENCE 'IN GUTTER DURING TIME STEP 37 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 38 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 39 AT CONVEYANCE ELEMENT 371 ' MMP-10.REP 25 January 1999 17 133 NONCONVERGENCE IN GUTTER DURING TIME STEP 40 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 41 AT CONVEYANCE ELEMENT 371 ' NONCONVERGENCE 1N GUTTER DURING TIME STEP 43 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 45 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 47 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 48 AT CONVEYANCE ELEMENT 479 NONCONVERGENCE IN GUTTER DURING TIME STEP 49 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 51 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 53 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 54 AT CONVEYANCE ELEMENT 479 NONCONVERGENCE 1N GUTTER DURING TIME STEP 58 AT CONVEYANCE ELEMENT 480 ' NONCONVERGENCE.IN GUTTER DURING TIME STEP 60 AT CONVEYANCE ELEMENT 218 NONCONVERGENCE IN GUTTER DURING TIME STEP 69 AT CONVEYANCE ELEMENT 272 ' McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS ' THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ' (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 2 102 357 366 395 470 471 472 474 477 L 0 5. .01 .00 .02 .00 .60 .03 .03 .02 .03 .01 .00( ) .00( ) .01( ) .00( ) .60(I) .00(S) .00( ) .00( ) .00(S) .00( ) 0 10. .51 .00 .08 .00 1.20 .04 .04 .03 .03 .03 ' 0 15. .00( ) 3.06 .00( .03 ) .02( .59 ) .00( ) .00 1.20(I) 1.80 .00(S) .21 .00(S) .19 .00(S) .07 .00(S) .04 .00( ) .08 .00(S) .00( ) .OS( ) .00( ) 1.80(i) .00(S) .00(S) .01(S) .01(S) .00(S) 0 20. 8.67 .51 4.50 .04 2.40 1.56 1.24 .32 .06 .46 .01(S) .00( ) .28( ) .02( ) 2.40(I) .01(S) .02(S) .07(S) .12(S) .01(S) 0 25. 20.46 2.10 12.21 .51 3.00 5.03 3.58 .95 .12 1.44 ' .03(S) .00( ) .50( ) .08( ) 3.00(1) .04(S) .07(S) .22(S) .40(S) .04(S) 0 30. 43.02 5.86 25.10 2.92 3.60 11.76 7.49 2.20 .24 2.52 .09(S) .00( ) .76( ) .21( ) 3.60(I) .09(S) .14(S) .51(S) .92(S) .08(S) ' 0 35. 68.03 .34(S) 15.08 .00( 55.15 ) 1.18( 11.99 ) .49( ) 3.60 3.60(I) 24.17 15.48 8.37 1.12(S) .47 1.95(S) 4.15 0 40. 94.08 29.93 77.64 33.13 3.60 .17(S) 29.95 .30(S) 21.77 12.22 .84 .19(S) 13.94 1.06(S) .00( ) 1.43( ) .89( ) 3.60(I) .24(S) .44(S) 1.78(S) 3.00(S) .29(S) 0 45. 114.70 46.96 102.15 62.54 3.60 30.38 23.30 13.93 1.10 17.79 2.30(S) .00( ) 1.66( ) 1.27( ) 3.60(I) .25(S) .48(S) 2.23(S) 3.63(S) .31(S) 0 50. 126.21 71.32 129.77 94.54 3.60 30.38 24.02 15.17 1.29 13.15 3.74(S) .00( ) 1.88( ) 1.59( ) 3.60(I) .25(S) .51(S) 2.57(S) 4.10(S) .29(S) 0 55. 136.39 101.71 151.39 127.15 3.60 30.23 24.28 15.88 1.45 10.22 5.08(S) .DO( ) 2.04( ) 1.86( ) 3.60(I) .25(S) .51(S) 2.84(S) 4.49(S) .28(S) 1 0. 144.91 135.03 168.39 157.09 3.60 29.88 24.25 16.46 1.57 8.30 6.21(S) .00( ) 2.16( ) 2.08( ) 3.600) .24(S) .51(S) 3.06(S) 4.80(S) .27(S) 1 5. 149.03 167.36 180.15 182.62 3.60 28.97 24.08 16.95 1.68 7.36 7.18(S) .00( ) 2.24( ) 2.26( ) 3.60(I) .23(S) .51(S) 3.25(S) 5.06(S) .26(S) 1 10. 152.61 195.58 189.17 201.92 3.60 28.15 23.82 17.37 1.77 6.63 8.02(S) .00( ) 2.30( ) 2.38( ) 3.60(I) .22(S) .50(S) 3.41(S) 5.29(S) .26(S) 1 15. 155.73 217.51 194.16 215.21 3.60 27.30 23.47 17.73 1.85 5.98 8.75(S) .00( ) 2.33( ) 2.46( ) 3.60(I) .21(S) .49(S) 3.54(S) 5.47(S) .25(S) 1 20. 158.38 233.00 198.69 224.01 3.60 26.41 23.04 18.02 1.91 5.66 ' 9.37(S) .00( ) 2.36( ) 2.51( ) 3.600) .20(S) .48(S) 3.66(S) 5.62(S) .24(S) 1 25. 160.56 243.18 201.38 229.54 3.60 25.55 22.62 18.23 1.95 5.27 9.88($) .00( ) 2.37( ) 2.54( ) 3.60(I) .19(S) .46(S) 3.75(S) 5.74(S) .23(S) ' 1 30, 162.30 10.29(S) 249,38 .00( 204.29 ) 2.39( 233.10 ) 2.56( ) 3.60 3.60(I) 24.74 .18(S) 22.21 .45(S) 18.40 3.84(S) 1.99 5.84(S) 4.85 .21(S) 1 35. 163.61 252.93 205.69 235.60 3.60 23.99 21.81 18.54 2.03 4.41 10.60(S) .00( ) 2.40( ) 2.57( ) 3.60(1) .17(S) .44(S) 3.91(S) 5.92(S) .20(S) 1 40. 164.53 255.02 207.65 237.51 3.60 23.34 21.48 18.67 2.06 4.02 10.81(S) .00( ) 2.41( ) 2.59( ) 3.60(i) .16(S) .43(S) 3.97(S) 5.99(S) .19(S) 1 45. 165.09 256.28 208.27 238.94 3.60 22.80 21.21 18.79 2.10 3.85 10.95(S) .00( ) 2.42( ) 2.59( ) 3.60(I) .15(S) .42(S) 4.03(S) 6.05(S) .18(S) MMP-10.REP 25 January 1999 18 1 -34- I IJ 11 11 11 I 1 50. 1 55. 2 0. 2 5. 2 10. 2 15. 2 20. 2 25. 2 30. 2 35. 2 40. 2 45. 2 50. 2 55. 3 0. 3 5. 3 10. 3 15. 3 20. 3 25. 3 30. 3 35. 3 40. 3 45. 3 50. 3 55. 4 0. 4 5. 4 10. 4 15. 4 20. 4 25. 4 30. 4 35. 4 40. 4 45. 4 50. 4 55. 165.36 257.04 209.46 240.02 11.01(S) .00( ) 2.42( ) 2.60( ) 165.36 257.44 209.44 240.74 11.01(S) .00( ) 2.42( ) 2.60( ) 165.14 257.53 209.99 241.16 10.96(S) .00( ) 2.43( ) 2.61( ) 164.74 257.17 209.20 241.18 10.86(S) .00( ) 2.42( ) 2.61( ) 164.15 256.36 209.01 240.72 10.72(S) .00( ) 2.42( ) 2.60( ) 163.41 255.23 207.82 239.88 10.55(S) .00( ) 2.41( ) 2.60( ) 162.51 253.82 207.25 238.82 10.34(S) .00( ) 2.41( ) 2.59( ) 161.46 252.21 205.71 237.62 10.09(S) .00( ) 2.40( ) 2.59( ) 160.30 250.46 204.76 236.28 9.82(S) .00( ) 2.39( ) 2.58( ) 159.02 248.60 202.92 234.77 9.52(S) .00( ) 2.38( ) 2.57( ) 157.65 246.62 201.65 233.13 9.20(S) .00( ) 2.38( ) 2.56( ) 156.19 244.54 199.57 231.35 8.86(S) .00( ) 2.36( ) 2.55( ) 154.67 242.35 198.06 229.44 8.50(S) .00( ) 2.35( ) 2.54( ) 153.08 240.06 195.80 227.38 8.13(S) .00( ) 2.34( ) 2.53( ) 151.45 237.64 194.10 225.08 7.75(S) .00( ) 2.33( ) 2.51( ) 149.77 235.07 191.70 222.68 7.35(S) .00( ) 2.31( ) 2.50( ) 148.06 232.41 189.84 220.39 6.95(S) .00( ) 2.30( ) 2.49( ) 146.32 229.75 187.34 218.11 6.54(S) .00( ) 2.2N ) 2.47( ) 144.42 227.12 185.32 215.72 6.13(S) .00( ) 2.27( ) 2.46( ) 141.28 224.46 182.46 213.27 5.72(S) .00( ) 2.25( ) 2.45( ) 138.18 221.73 179.67 210.68 5.31(S) .00( ) 2.24( ) 2.43( ) 135.14 218.90 175.99 207.81 4.91(S) .00( ) 2.21( ) 2.41( ) 132.14 215.86 172.67 204.60 4.52(S) .00( ) 2.19( ) 2.39( ) 129.21 212.56 168.83 201.07 4.13(S) .00( ) 2.16( ) 2.37( ) 126.32 208.99 165.48 197.38 3.75(S) .00( ) 2.14( ) 2.35( ) 123.50 205.22 161.67 193.63 3.38(S) .00( ) 2.12( ) 2.33( ) 120.73 201.34 158.11 189.86 3.02(S) .00( ) 2.09( ) 2.30( ) 118.03 197.41 154.17 186.05 2.66(S) .00( ) 2.06( ) 2.28( ) 114.99 193.44 150.69 182.19 2.32(S) .00( ) 2.04( ) 2.25( ) 109.53 189.44 146.22 178.27 1.99(S) .00( ) 2.01( ) 2.23( ) 104.52 185.38 141.43 174.21 1.69(S) .00( ) 1.97( ) 2.20( ) 99.92 181.19 135.46 169.76 1.41(S) .00( ) 1.93( ) 2.17( ) 95.70 176.72 129.20 164.69 1.16(S) .00( ) 1.88( ) 2.14( ) 91.82 171.80 123.56 158.99 .93(S) .00( ) 1.83( ) 2.10( ) 88.24 166.40 118.96 153.03 .71(S) .00( ) 1.80( ) 2.06( ) 81.67 160.69 114.08 147.35 .53(S) .00( ) 1.76( ) 2.01( ) 71.79 154.98 108.57 142.11 .39(S) .00( ) 1.71( ) 1.98( ) 65.50 149.45 101.40 136.91 .31(S) .00( ) . 1.65( ) 1.94( ) 3.60 22.37 20.99 18.90 3.60(1) .15(S) .42(S) 4.08(S) 3.60 22.03 20.83 19.01 3.60(1) .14(S) .41(S) 4.13(S) 3.60 21.76 20.70 19.11 3.60(1) .14(S) .41(S) 4.18(S) 3.60 21.49 20.57 19.20 3.60(1) .14(S) .41(S) 4.22(S) 3.60 21.21 20.42 19.27 3.60(1) .13(S) .40(S) 4.26(S) 3.60 20.96 20.29 19.34 3.60(1) .13(S) .40(S) 4.29(S) 3.60 20.73 20.18 19.40 3.60(1) .13(S) .39(S) 4.32(S) 3.60 20.54 20.09 19.45 3.60(1) .13(S) .39(S) 4.35(S) 3.60 20.38 20.01 19.50 3.60(1) .12(S) .39(S) 4.37(S) 3.60 20.25 19.94 19.55 3.60(1) .12(S) .39(S) 4.39(S) 3.60 20.14 19.89 19.59 3.60(1) .12(S) .39(S) 4.41(S) 3.60 20.06 19.86 19.63 3.60(1) .12(S) .39(S) 4.43(S) 3.60 19.95 19.84 19.67 3.600 ), .12(S) .39(S) 4.45(S) 3.60 19.90 19.83 19.71 3.60(1) .12(S) .39(S) 4.47(S) 3.60 19.88 19.83 19.74 3.60(1) .12(S) .39(S) 4.49(S) 3.60 19.87 19.83 19.77 3.60(1) .12(S) .39(S) 4.50(S) 3.60 19.87 19.84 19.80 3.60(1) .12(S) .39(S) 4.51(S) 3.60 19.88 19.85 19.83 3.600) .12(S) .39(S) 4.53(S) 3.60 19.88 19.87 19.86 3.60(1) .12(S) .39(S) 4.54(S) 3.60 19.89 19.88 19.88 3.60(1) .12(S) .39(S) 4.55(S) 3.60 19.90 19.89 19.90 3.60(1) .12(S) .39(S) 4.56(S) 3.60 19.91 19.91 19.92 3.600) .12(S) .39(S) 4.57(S) 3.60 19.92 19.92 19.94 3.600) .12(S) .39(S) 4.58(S) 3.60 19.93 19.93 19.96 3.60(1) .12(S) .39(S) 4.59(S) 3.60 19.95 19.95 19.97 3.60(1) .12(S) .39(S) 4.60(S) 3.60 19.96 19.96 19.99 3.60(1) .12(S) .39(S) 4.60(S) 3.60 19.97 19.97 20.00 3.60(1) .12(S) .39(S) 4.61(S) 3.60 19.98 19.98 20.00 3.600) .12(S) .39(S) 4.61(S) 3.60 19.99 19.99 20.01 3.600) .12(S) .39(S) 4.62(S) 3.60 20.00 20.00 20.02 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.00 20.00 20.02 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.01 20.01 20.02 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.01 20.01 20.02 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.02 20.01 20.02 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.02 20.02 20.01 3.60(1) .12(S) .39(S) 4.62(S) 3.60 20.02 20.01 20.01 3.60(1) .12(S) .39(S) 4.61(S) 3.60 20.02 20.01 20.00 3.60(1) .12(S) .39(S) 4.61(S) 3.60 20.01 20.01 20.00 3.600) .12(S) .39(S) 4.61(S) 2.13 6.11(S) 2.16 6.16(S) 2.18 6.21(S) 2.20 6.25(S) 2.22 6.27(S) 2.23 6.30(S) 2.24 6.31(S) 2.25 6.33(S) 2.26 6.34(S) 2.26 6.35(S) 2.27 6.36(S) 2.27 6.36(S) 2.27 6.36(S) 2.27 6.36(S) 2.27 6.36(S) 2.27 6.36(S) 2.27 6.35(S) 2.26 6.35(S) 2.26 6.34(S) 2.25 6.33(S) 2.25 6.32(S) 2.24 6.32(S) 2.24 6.31(S) 2.23 6.29(S) 2.23 6.28(S) 2.22 6.27(S) 2.21 6.26(S) 2.21 6.25(S) 2.20 6.24(S) 2.19 6.22(S) 2.19 6.21(S) 2.18 6.20(S) 2.17 6.19(S) 2.16 6.17(S) 2.16 6.16(S) 2.15 6.15(S) 2.14 6.13(S) 2.13 6.12(S) 3.68 .17(S) 3.52 .15(S) 3.37 .14(S) 3.21 .13(S) 3.04 .12(S) 2.88 .11(S) 2.72 .10(S) 2.57 .09(S) 2.42 .08(S) 2.28 .07(S) 2.14 .06(S) 1.97 .05(S) 1.66 .04(S) 1.41 .03(S) 1.21 .03(S) 1.05 .03(S) .92 .02(S) .81 .02(S) .72 .02(S) .65 .02(S) .59 .01(S) .53 .01(S) .49 .01(S) .45 .01(S) .41 .01(S) .37 .01(S) .34 .01(S) .31 .01(S) .29 .01(S) .27 .01(S) .25 .01(S) .23 .00(S) .22 .00(S) .20 .00(S) .19 .00(S) .18 .00(S) .17 .00(S) .16 .00(S) MMP-IO.REP 25 January 1999 19 I I r_ C 5 0. 5 5. 5 10. 5 15. 5 20. 5 25. 5 30. 5 35. 5 40. 5 45. 5 50. 5 55. 6 0. 61.38 144.01 94.48 131.19 .25(S) .00( ) 1.59( ) 1.89( ) 58.57 138.37 88.33 124.81 .21(S) .00( ) 1.53( ) 1.84( ) 56.55 132.36 83.70 118.24 .18(S) .00( ) 1.49( ) 1.79( ) 55.02 126.12 79.83 112.15 .16(S) .00( ) 1.45( ) 1.74( ) 53.79 120.02 77.04 106.94 .14(S) .00( ) 1.42( ) 1.70( ) 52.74 114.42 74.54 102.62 13(S) .00( ) 1.39( ) 1.66( ) 51.81 109.50 72.71 99.03 .12(S) .00( ) 1.37( ) 1.63( ) 50.31 105.29 70.84 96.04 .11(S) .00( ) 1.36( ) 1.60( ) 48.71 101.71 69.22 93.51 .10(S) .00( ) 1.34( ) 1.58( ) 48.10 98.66 67.38 91.26 .10(S) .00( ) 1.32( ) 1.56( ) 47.34 96.00 65.95 89.17 .10(S) .00( ) 1.30( ) 1.54( ) 46.61 93.61 64.51 87.17 .10(S) .00( ) 1.29( ) 1.52( ) 45.87 91.40 63.45 85.25 .10(S) .00( ) 1.28( ) 1.50( ) 3.60 20.01 20.00 19.99 3.600) .12(S) .39(S) 4.60(S) 3.60 20.00 20.00 19.98 3.60(I) .12(S) .39(S) 4.60(S) 3.60 20.00 19.99 19.97 3.60(I) .12(S) .39(S) 4.59(S) 3.60 19.99 19.98 19.95 3.60(1) .12(S) .39(S) 4.59(S) 3.60 19.98 19.97 19.94 3.600) .12(S) .39(S) 4.58(S) 3.60 19.97 19.96 19.92 3.60(I) .12(S) .39(S) 4.57(S) 3.60 19.96 19.95 19.91 3.60(I) .12(S) .39(S) 4.57(S) 3.60 19.94 19.93 19.89 3.60(1) .12(S) .39(S) 4.56(S) 3.60 19.93 19.92 19.87 3.60(1) .12(S) .39(S) 4.55(S) 3.60 19.91 19.90 19.86 3.60(I) .12(S) .39(S) 4.54(S) 3.60 19.90 19.89 19.84 3.600) .12(S) .39(S) 4.53(S) 3.60 19.88 19.87 19.81 3.600) .12(S) .39(S) 4.52(S) 3.60 19.86 19.85 19.79 3.60(I) .12(S) .39(S) 4.51(S) McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS 2.13 6.11(S) 2.12 6.09(S) 2.11 6.08(S) 2.10 6.07(S) 2.10 6.05(S) 2.09 6.04(S) 2.08 6.03(S) 2.07 6.01(S) 2.07 6.00(S) 2.06 5.99(S) 2.05 5.97(S) 2.04 5.96(S) 2.04 5.95(S) THE THE UPPER NUMBER IS DISCHARGE IN CFS LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ' (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER T1ME(HR/MIN) 479 480 481 483 486 488 490 491 496 ' 0 5. .00 .00 .00 .01 .03 .03 .00 .00 .01 .00( ) .00( ) .00( ) .00( ) .00(S) 00( ) .00( ) .00( ) .00( ) 0 10. .01 .00 .01 .02 .04 .06 .01 .01 .05 .00( ) .00( ) .00( ) .00( ) .00(S) .00(S) .00( ) .00( ) .00(S) 0 15. .04 .05 .04 .04 .18 .65 .04 .04 1.05 .00(S) .00(S) .00(S) .00(S) .01(S) .01(S) .00(S) .00(S) .00(S) 0 20. .10 .19 .09 .09 1.21 2.33 .05 .05 8.40 .00(S) .00(S) .01(S) .02(S) .06(S) .12(S) .01(S) .01(S) .01(S) 0 25. .26 .54 .22 .20 4.56 7.34 .07 .09 12.18 .01(S) .01(S) .02(S) .06(S) .21(S) .43(S) .02(S) .03(S) .05(S) 0 30. .56 1.22 .46 .41 10.34 12.11 .12 .16 12.47 .03(S) .02(S) .05(S) .13(S) .51(S) 1.04(S) .04(S) .06(S) .18(S) 0 35, 3.58 3.12 .93 .81 14.72 12.48 12.66 ' .05(S) .04(S) .11(S) .26(S) 1.08(S) 2.17(S) .20 .07(S) .30 .13(S) .49(S) 0 40. 5.05 3.94 2.93 1.18 16.71 12.60 .27 .43 12.82 .06(S) .05(S) .15(S) .38(S) 1.69(S) 3.34(S) .10(S) .20(S) .77(S) 0 45. 2.47 3.09 4.10 1.33 17.82 12.67 .30 .48 12.85 .05(S) .04(S) .16(S) .44(S) 2.06(S) 4.00(S) .12(S) .22(S) .85(S) 0 50. 1.87 2.28 3.11 1.43 18.18 12.72 .32 .51 12.86 .05(S) .03(S) .16(S) .47(S) 2.28(S) 4.39(S) .12(S) .24(S) .86(S) 0 55. 1.42 1.71 2.37 1.49 18.33 12.75 .33 .54 12.85 1 0. .04(S) 1.12 .03(S) 1.31 .15(S) 2.00 .49(S) 1.53 2.43(S) 18.44 4.69(S) 12.77 .13(S) .34 .25(S) .55 .85(S) 12.84 .04(S) .02(S) .15(S) .50(S) 2.54(S) 4.94(S) .13(S) .26(S) .82(S) 1 5. .99 1.05 1.90 1.56 18.53 12.80 .34 .57 12.83 .04(S) .02(S) .15(S) .51(S) 2.63(S) 5.16(S) .13(S) .27(S) .79(S) 1 10. .91 .94 1.78 1.59 18.60 12.82 .35 .58 12.81 .04(S) .02(S) .14(S) .52(S) 2.69(S) 5.36(S) .14(S) .27(S) .75(S) 1 15. .81 .83 1.64 1.60 18.65 12.84 .35 .59 12.79 .15 .00(S) .14 .00(S) .13 .00(S) .12 .00(S) .12 .00(S) .11 .00(S) .11 .00(S) .10 .00(S) .09 .00(S) .09 .00(S) .08 .00(S) .08 .00(S) .07 .00(S) 497 .00 .00( ) .02 .00( ) .17 .00(S) 1.28 .01(S) 1.62 .03(S) 1.65 .08(S) 1.67 .18(S) 1.69 .27(S) 1.69 .30(S) 1.70 .32(S) 1.70 .33(S) 1.70 .33(S) 1.70 .34(S) 1.70 .34(S) 1.70 NEAP-10.REP 25 January 1999 0 9N I L r d I J .04(S) .02(S) .14(S) .53(S) 2.74(S) 5.54(S) .14(S) .28(S) .71(S) .34(S) 1 20. .70 .71 1.47 1.60 18.68 12.85 .35 .59 12.75 1.70 .03(S) .01(S) .13(S) .53(S) 2.77(S) 5.68(S) .14(S) .28(S) .65(S) .34(S) 1 25. .60 .60 1.30 1.59 18.70 12.87 .35 .59 12.72 1.70 .03(S) .01(S) .13(S) .52(S) 2.79(S) 5.81(S) .14(S) .28(S) .59(S) .33(S) 1 30. .52 .50 1.14 1.58 18.70 12.88 .35 .59 12.68 1.70 .03(S) .01(S) .12(S) .52(S) 2.79(S) 5.91(S) .14(S) .28(S) .52(S) .32(S) 1 35. .49 .42 1.02 1.56 18.70 12.89 .34 .59 12.63 1.70 .03(S) .01(S) .12(S) .51(S) 2.79(S) 6.00(S) .13(S) .28(S) .45(S) .32(S) 1 40. .45 .34 .98 1.55 18.69 12.90 .34 .58 12.59 1.69 .03(S) .01(S) .11(S) .51(S) 2.78(S) 6.09(S) .13(S) .27(S) .38(S) .31(S) 1 45. .42 .29 .95 1.53 18.67 12.90 .34 .58 12.55 1.69 .02(S) .01(S) .11(S) '.50(S) 2.77(S) 6.16(S) .13(S) .27(S) .30(S) .30(S) 1 50. .39 .25 .91 1.51 18.66 12.91 .33 .57 12.50 1.69 .02(S) .00(S) .11(S) .49(S) 2.75(S) 6.24(S) .13(S) .27(S) .23(S) .29(S) 1 55. .37 .22 .87 1.49 18.64 12.92 • .33 .57 12.46 1.69 .02(S) .00(S) .10(S) .49(S) 2.73(S) 6.31(S) .13(S) .27(S) .15(S) .28(S) 2 0. .34 .19 .84 1.47 18.62 12.93 .33 .57 12.31 1.69 .02(S) .00(S) .10(S) .48(S) 2.71(S) 6.38(S) .13(S) .27(S) .08(S) .27(S) 2 5. .32 .17 .81 1.45 18.60 12.93 .32 .56 10.47 1.69 .02(S) .00(S) .09(S) .47(S) 2.69(S) 6.44(S) .13(S) .26(S) .01(S) .26(S) 2 10. .29 .14 .77 1.42 18.57 12.94 .32 .56 .63 1.68 .02(S) .00(S) .09(S) .47(S) 2.67(S) 6.48(S) .12(S) .26(S) .00(S) .25(S) 2 15. .26 .11 .73 1.40 18.54 12.94 .31 .55 .46 1.68 .01(S) .00(S) .08(S) .46(S) 2.64(S) 6.47(S) .12(S) .26(S) .00(S) .24(S) 2 20. .24 .09 .69 1.37 18.51 12.93 .31 .54 .33 1.68 .01(S) .00(S) .08(S) .45(S) 2.61(S) 6.44(S) .12(S) .25(S) .00(S) .23(S) 2 25. .21 .07 .66 1.34 18.48 12.93 .30 .54 .25 1.68 .01(S) .00(S) .07(S) .44(S) 2.57(S) 6.40(S) .12(S) .25(S) .00(S) .22(S) 2 30. .19 .05 .62 1.32 18.45 12.93 .30 .53 .19 1.67 .01(S) .00(S) .07(S) .43(S) 2.54(S) 6.36(S) .12(S) .25(S) .00(S) .21(S) 2 35. .17 .04 .59 1.29 18.41 12.92 .29 .52 .16 1.67 .01(S) .00(S) .07(S) .42(S) 2.51(S) 6.32(S) .11(S) .24(S) .00(S) .20(S) 2 40. .15 .03 .56 1.27 18.38 12.92 .29 .51 .13 1.67 .01(S) .00( ) .06(S) .41(S) 2.47(S) 6.28(S) .11(S) .24(S) .00(S) .19(S) 2 45. .14 .00 .53 1.24 18.34 12.91 .29 .51 .11 1.67 .01(S) .00( ) .06(S) .41(S) 2.44(S) 6.23(S) .11(S) .24(S) .00(S) .18(S) 2 50. .12 .01 .50 1.22 18.31 12.91 .28 .50 .09 1.67 .01(S) .00( ) .06(S) .40(S) 2.40(S) 6.19(S) .11(S) .23(S) .00(S) .16(S) 2 55. .11 .00 .47 1.19 18.27 12.90 .28 .49 .07 1.66 .00(S) .00( ) .05(S) .39(S) 2.37(S) 6.14(S) .11(S) .23(S) .00(S) .15(S) 3 0. .10 .01 .45 1.17 18.24 12.90 .27 .49 .06 1.66 .00(S) .00( ) .05(S) .38(S) 2.33(S) 6.10(S) .10(S) .23(S) .00(S) .14(S) 3 5. .09 .00 .42 1.14 18.20 12.89 .27 .48 .05 1.66 .00(S) .00( ) .05(S) .37(S) 2.29(S) 6.05(S) .10(S) .22(S) .00(S) .13(S) 3 10. .08 .01 .40 1.12 18.16 12.89 .26 .47 .05 1.66 .00(S) .00( ) .04(S) .37(S) 2.26(S) 6.00(S) .10(S) .22(S) .00(S) .12(S) 3 15. .07 .00 .38 1.10 18.13 12.88 .26 .47 .04 1.66 .00(S) .00( ) .04(S) .36(S) 2.22(S) 5.96(S) .10(S) .22(S) .00(S) .11(S) 3 20. .06 .00 .36 1.08 18.09 12.88 .26 .46 .04 1.65 .00(S) .00( ) .04(S) .35(S) 2.19(S) 5.91(S) .10(S) .21(S) .00(S) .10(S) 3 25. .06 .00 .34 1.05 18.06 12.87 .25 .46 .03 1.65 .00(S) .00( ) .04(S) ..34(S) 2.15(S) 5.86(S) .09(S) .21(S) .00( ) .09(S) 3 30. .05 .00 .32 1.03 18.00 12.87 .25 .45 .03 1.65 .00(S) .00( ) .03(S) .34(S) 2.12(S) 5.82(S) .09(S) .21(S) 00( ) .07(S) 3 35. .05 .00 .30 1.01 17.90 12.86 .24 .44 .03 1.65 .00(S) .00( ) .03(S) .33(S) 2.08(S) 5.77(S) .09(S) .20(S) .00( ) .06(S) 3 40. .04 .00 .28 .99 17.79 12.86 .24 .44 .02 1.64 .00(S) .00( ) .03(S) .32(S) 2.05(S) 5.72(S) .09(S) .20(S) .00( ) .05(S) 3 45. .04 .00 .27 .97 17.69 12.85 .24 .43 .02 1.63 .00(S) .00( ) .03(S) .31(S) 2.02(S) 5.68(S) .09(S) .20(S) .00( ) .04(S) 3 50. .01 .00 .25 .95 17.59 12.85 .23 .42 .02 1.62 .00( ) .00( ) .03(S) .31(S) 1.98(S) 5.63(S) .09(S) .20(S) .00( ) .03(S) 3 55. .00 .00 .24 .93 17.50 12.84 .23 .42 .02 1.61 .00( ) .00( ) .02(S) .30(S) 1.95(S) 5.58(S) .08(S) .19(S) .00( ) .02(S) 4 0. .00 .00 .23 .91 17.40 12.84 .23 .41 .01 1.27 .00( ) .00( ) .02(S) .30(S) 1.92(S) 5.53(S) .08(S) .19(S) .00( ) .01(S) 4 5. .00 .00 .21 .90 17.31 12.83 .22 .41 .02 .38 .00( ) .00( ) .02(S) .29(S) 1.89(S) 5.48(S) .08(S) .19(S) .00( ) .00(S) 4 10. .00 .00 .20 .88 17.22 12.83 .22 .40 .01 .12 .00( ) .00( ) .02(S) .28(S) 1.86(S) 5.42(S) .08(S) .18(S) .00( ) .00(S) 4 15. .00 .00 .19 .86 17.13 12.82 .22 .40 .01 .04 .00( ) .00( ) .02(S) .28(S) 1.83(S) 5.36(S) .08(S) .18(S) .00( ) .00(S) 4 20. .00 .00 .18 .84 17.04 12.81 .21 .39 .01 .00 .00( ) .00( ) .02(S) .27(S) 1.80(S) 5.30(S) .08(S) .18(S) .00( ) .00( ) 4 25. .00 .00 .17 .83 16.96 12.81 .21 .39 .01 .00 MMP- I O.REP 25 January 1999 1.57 21 I I 7 .00( ) .00( ) .02(S) 4 30. .00 .00 .16 .00( ) .00( ) .02(S) 4 35. .00 .00 .15 .00( ) .00( ) .01(S) 4 40. .00 .00 .14 .00( ) .00( ) .01(S) 4 45. .00 .00 .14 .00( ) .00( ) .01(S) 4 50. .00 .00 .13 .00( ) .00( ) .01(S) 4 55. .00 .00 .12 .00( ) .00( ) .01(S) 5 0. .00 .00 .11 .00( ) .00( ) .01(S) 5 5. .00 .00 .11 .00( ) .00( ) .01(S) 5 10. .00 .00 .10 .00( ) .00( ) .01(S) 5 15. .00 .00 .10 .00( ) .00( ) .01(S) 5 20. .00 .00 .09 .00( ) ,00( ) .01(S) 5 25. .00 .00 .09 .00( ) .00( ) .01(S) 5 30. .00 .00 .08 .00( ) .00( ) .01(S) 5 35. .00 .00 .08 .00( ) .00( ) .01(S) 5 40. .00 .00 .07 .00( ) .00( ) .00(s) 5 45. .00 .00 .07 .00( ) .00( ) .00(S) 5 50. .00 .00 .06 .00( ) .00( ) .00(S) 5 55. .00 .00 .06 .00( ) .00( ) .00(S) 6 0. .00 .00 .06 .00( ) .00( ) .00(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 19 26 27 29 31 36 41 42 43 72 75 92 93 124 166 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 329 330 331 341 357 358 360 362 364 366 370 371 372 373 374 393 394 470 471 472 474 477 479 480 481 483 486 488 490 491 496 497 .27(S) 1.77(S) 5.25(S) .08(S) .18(S) .00( ) .00( ) .81 16.87 12.80 .21 .38 .01 .00 .26(S) 1.74(S) 5.19(S) .07(S) .17(S) .00( ) .00( ) .79 16.79 12.79 .20 .38 .01 .00 .25(S) 1.71(S) 5.13(S) .07(S) .17(S) .00( ) .00( ) .78 16.71 12.79 .20 .37 .01 .00 .25(S) 1.69(S) 5.07(S) .07(S) .17(S) .00( ) .00( ) .76 16.63 12.78 .20 .37 .01 .00 .24(S) 1.66(S) 5.01(S) .07(S) .17(S) .00( ) .00( ) .74 16.55 12.78 .19 .36 .01 .00 .24(S) 1.63(S) 4.95(S) .07(S) .16(S) .00( ) .00( ) .73 16.47 12.77 .19 .36 .01 .00 .23(S) 1.61(S) 4.89(S) .07(S) .16(S) .00( ) .00( ) .72 16.40 12.76 .19 .35 .01 .00 .23(S) 1.58(S) 4.83(S) .07(S) .16(S) .00( ) .00( ) .70 16.32 12.76 .18 .35 .01 .00 .22(S) 1.56(S) 4.77(S) .07(S) .16(S) .00( ) .00( ) .69 16.25 12.75 .18 .34 .00 .00 .22(S) 1.53(S) 4.71(S) .06(S) .15(S) .00( ) .00( ) .67 16.18 12.74 .18 .34 .01 .00 .21(S) 1.51(S) 4.65(S) .06(S) .15(S) .00( ) .00( ) .66 16.11 12.74 .18 .33 .00 .00 .21(S) 1.49(S) 4.59(S) .06(S) .15(S) .00( ) .00( ) .65 16.04 12.73 .17 .33 .01 .00 .21(S) 1.46(S) 4.54(S) .06(S) .15(S) .00( ) .00( ) .63 15.97 12.73 .17 .32 .00 .00 .20(S) 1.44(S) 4.48(S) .06(S) .14(S) .00( ) .00( ) .62 15.90 12.72 .17 .32 .01 .00 .20(S) 1.42(S) 4.42(S) .06(S) .14(S) .00( ) .00( ) .61 15.84 12.71 .16 .31 .00 .00 .19(S) 1.40(S) 4.36(S) .06(S) .14(S) .00( ) .00( ) .59 15.78 12.71 .16 .31 .00 .00 .19(S) 1.38(S) 4.30(S) .06(S) .14(S) .00( ) .00( ) .58 15.71 12.70 .16 .31 .00 .00 .18(S) 1.36(S) 4.24(S) .05(S) .14(S) .00( ) .00( ) .57 15.65 12.69 .16 . .30 .00 .00 .18(S) 1.34(S) 4.18(S) .05(S) .13(S) .00( ) .00( ) .56 15.59 12.69 .15 .30 .00 .00 .18(S) 1.32(S) 4.12(S) .05(S) .13(S) .00( ) .00( ) McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 2 165.4 .1 11.0 1 55. 4 59.2 2.2 1 15. 6 81.1 2.7 1 0. 7 58.1 .7 0 40. 8 70.9 2.5 0 40. ' 9 10 .1 18.0 .3 .5 0 40. 0 40. 11 6.3 .3 1 40. 12 42.1 .7 0 40. 13 18.9 .5 0 45. 15 2.8 .3 0 45. ' 16 6.5 .3 0 40. 18 9.6 .4 0 50. ' MMMO.REP 25 January 1999 22 1m ' ' ' ' 19 20 21 22 23 24 25 26 27 28. 29 31 32 33 35 36 38 39 5.1 48.3 35.7 72.1 6.8 15.1 .3 46.0 35.7 4.7 2.9 .30.5 1.2 19.1 10.4 12.4 24.7 20.4 .2 2.0 .7 2.2 .4 .4 .2 2.4 .1 .3 1.0 1.5 .2 .5 .4 1.4 1.6 1.5 1.8 0 0 0 0 0 0 1 1 1 1 0 0 1 0 0 0 1 1 35. 45. 40. 45. 45. 40. 30. 15. 15. 15. 35. 50. 55. 40. 55. 35. 15. 5. 42 46.0 1.8 1 15. 43 72.1 .1 0 45. ' 44 30.2 1.1 0 45. 50 170.8 1.8 0 50. 51 164.0 1.7 0 50. 72 20.3 1.5 1 30. ' 73 28.6 .5 0 40. 74 2.3 .2 3 0. 75 78.5 1.7 0 35. 76 1. 1. 0 0. 82 1 .6 .1 1 0 4 40. ' 83 18.7 .9 1 30. 84 29.7 .4 0 35. 85 19.3 .4 0 40. 88 110.6 2.5 0 35. ' 89 9.0 1.0 0 40. 90 .9 .1 1 25. 91 7.4 1.0 1 30. ' 92 93 . 8 .9 .8 .1 3.5 0 2 3. 300. 94 8.8 1.3 2 35. 95 111.2 (DIRECT FLOW) 0 35. 102 257.5 (DIRECT FLOW) 2 0. 116 166.3 2.5 2 0. ' 124 11.9 .8 1 10. 140 174.4 2.6 2 0. 166 16.6 .1 1.1 1 0. ' 167 168 16.6 1.3 1.4 .1 .4 1 1 0. 30. 169 17.8 1.4 1 0. 170 17.8 1.4 1 5. 171 2.5 .1 .6 1 25. 172 2.9 .1 3.4 2 20. ' 173 2.9 .7 2 35. 174 20.2 1.1 1 5. 175 22.0 1.2 1 10. 176 2.3 .1 1.1 1 40. ' 177 30.6 1.4 1 15. 178 6.7 .1 2.8 1 45. 179 9.5 1.1 0 35. 180 27.0 A 2.2 1 15, 201 23.4 (DIRECT FLOW) 0 35. ' 202 45.3 (DIRECT FLOW) 0 35. 203 17.6 (DIRECT FLOW) 0 35. 209 142.4 (DIRECT FLOW) 0 35. 210 220.7 (DIRECT FLOW) 0 35. ' 215 11.9 (DIRECT FLOW) 0 35. 216 2.7 (DIRECT FLOW) 0 35. 217 11.9 .1 .7 1 40. ' 218 219 11.9 71.0 A (DIRECT 1,6 FLOW) 1 0 10" 35. 220 12.4 (DIRECT FLOW) 0 20. 224 92.4 (DIRECT FLOW) 0 35. 226 35.6 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .2 1 30. 260 11.7 (DIRECT FLOW) 0 15. T `fir - (, V1 = Zp. y CPS ' MMP-IO.REP 25 January 1999 � 3O 23 [_] 1 J 270 11.7 (DIRECT FLOW) 0 35. 271 21.5 2.3 0 35. 272 .6 .1 .1 1 0. 275 34.7 1.5 1 0. 290 3.5 (DIRECT FLOW) 0 15. 301 7.5 .1 1.6. 1 20. 303 12.5 .1 3.1 1 25. 309 7.5 .1 5.6 1 50. 315 .8 .1 .4 2 0. 320 10.7 .7 0 40. 321 5.4 .1 1.4 1 50. 322 6.6 .1 1.1 1 20. 323 6.6 .3 1 30. 324 32.0 1.2 0 35. 325 61.8 1.8 0 35. 326 61.3 1.7 0 40. 327 62.1 1.8 0 40. 328 18.7 1.4 0 35. 329 74.0 1.8 0 40. 330 3.7 .1 .9 1 20. 331 36.0 1.2 0 35. 340 2.1 (DIRECT FLOW) 0 15. 341 57.6 2.0 1 15. 357 210.0 2.4 2 0. 358 209.9 2.9 2 0. 359 209.9 2.4 2 0. 360 209.9 2.9 2 0. 361 211.2 2.4 2 5. 362 212.0 2.4 2 5. 363 212.7 2.4 2 5. 364 231.2 2.6 2 5. 365 16.9 1.4 0 40. 366 241.2 2.6 2 5. 367 245.3 3.9 2 0. 368 249.6 3.3 2 0. 370 1.4 .1 .4 1 25. 371 1.1 .1 .1 0 55. 372 8.1 .1 .1 0 40. 373 18.8 .1 7.6 2 50. 374 4.6 .1 .8 1 20. 391 3.4 .7 1 50. 392 3.9 .3 1 40. 470 30.4 .1 .3 0 50. 471 24.3 .1 .5 0 55. 472 20.0 .1 4.6 4 25. 474 2.3 .1 6.4 2 55. 477 17.8 .1 .3 0 45. 479 5.1 .1 .1 0 40. 480 3.9 .1 .0 0 40. 481 4.1 .1 .2 0 45. 483 1.6 .1 .5 1 20. 486 18.7 .1 2.8 1 30. 488 12.9 .1 6.5 2 10. 490 .3 .1 .1 1 20. 491 .6 .1 .3 1 25. 496 12.9 .1 .9 0 50. 497 1.7 .1 .3 1 10. 570 39.9 (DIRECT FLOW) 0 35. 571 47.4 (DIRECT FLOW) 0 35. 572 126.0 (DIRECT FLOW) 0 35. 574 197.8 (DIRECT FLOW) 0 35. 576 19.0 (DIRECT FLOW) 0 50. 577 26.4 (DIRECT FLOW) 0 35. 582 4.6 (DIRECT FLOW) 0 35. 583 20.3 (DIRECT FLOW) 1 25. 584 18.7 (DIRECT FLOW) 1 30. 586 121.7 (DIRECT FLOW) 0 35. 588 225.0 (DIRECT FLOW) 0 35. 673 .0 (DIRECT FLOW) 0 0. 682 3.3 (DIRECT FLOW) 0 35. 683 1.3 (DIRECT FLOW) 0 35. 684 18.7 (DIRECT FLOW) 1 30. ALF 1!--,y k F I IMMP-10.REP 25 January 1999 i qp 24 ENDPROGRAM PROGRAM CALLED 25 January 1999 lu I 041 11 1 L LI 1 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 10-YEAR EVENT FILE: MMP-10 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 72 0 0 5.0 1 1.0 25 5 0.48 0.60 0.72 0.96 2.16 3.12 5.64 2.28 1.12 0.84 0.72 0.60 0.60 0.48 0.36 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 * ----------------------------------------------------------------------- * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 * ----------------------------------------------------------------------- * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 438530.20 45.0077 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 * SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L8A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 316 39 192467.00 2.0.0170 0.3 1 317 394 150717.30 57.0.0140 0.3 d I 1 318 393 169919.50 47.0.0150 * ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 * G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 * 225 35 2858 65.6 5.0 .006 ----------------------------------------------------------------------- * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .'25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .0018 * ----------------------------------------------------------------------- * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 27 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 396 397 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 H 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 .11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH & 8TH FILING OUTLET 0 250 25 6 2 0.1' 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013' 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 144 ' 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 ' 588 * HARMONY 488 0 3 CENTRE DETENTION .1 1. POND RATING CURVE WAS COMPILED FROM THE * RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY •. INFLOW CONDITION OTHER THAN THAT WHICH 1S MODELED HEREIN 488 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. ' 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 - 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. ' 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. * PIER DETENTION POND ' 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 ' 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 ' 583 72 72 572 0 3 0 5 .1 3. 1. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. 1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. 1 0.00 0. 0.02 1. 0.03 2. 0.05 4. ' 0.06 6. 0.07 9. 479 577 6 2 .1 1. 1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 B. 0.08 12.7 577 477 0 3 .1 1. ' 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. ' 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 571 471 24. 0 3 7.76 .1 1. 27. 8.04 30. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. ' 470 31 6 2 .1 1. .1 14S I 1 1 H 1 1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. * END OF LIDSTONE & ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 ,29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 * ----------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. * POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 * FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 * POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 * POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 * FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 * CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 * CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 * CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 * CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 * CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 * POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 l+.6 I 1 1 I 11 d 1 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 * ----------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. * CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 .1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 860 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 ..80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 * --- -------------------------`-------------------------- * THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE * POND 393 WITHIN BASIN 318 0 393 392 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 392 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 * POND 394 WITHIN BASIN 317 0 394 391 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 8.96 3.54 9.46 0 391 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 * ----------------------------------------------------------------------- * ALL FOLLOWING CONV. ELEMENTS ARE FROM G80 1986 MCCLELLANDS BASIN MASTER PLAN * EKISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 8 CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 141 I 11 1 11 29.0 1960 0.010 25 100 0.045 '10.0 * CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE * 0 102 103 0 5 4.5 50 0.005 0.024 5.6 * 29.0 50 0.005 25 100 0.018 10.0 * ----------------------------------------------------------------------- *. SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. ,1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 215 315 0 3 .1 1. 315 216 5 2 .1 1. ,1 0.0 0.0 0.08 0.5 0.34 0.75 0.86 1.0 1.21 1.1 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 357 0 1 10. 700. .003 4. 4. .035 5. 219 224 0 3 .1 1. 224 218 0 3 .1 1. 218 124 8 2 .1 1. ,1 0.0 0.0 0.07 4.0 0.24 6.0 0.52 8.0 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 217 0 3 .1 1. 217 357 8 2 .1 1. ,1 0.0 0.0 0.04 4.0 0.12 6.0 0.24 8.0 0.45 10.0 0.73 12.0 1.16 14.0 1.72 16.0 330 357 7 2 .1 1. ,1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 0 20 470 471 472 474 477 479 480 481 483 486 488 490 491 395 496 497 2 357 366 102 ENDPROGRAM 0 ail I 1 100-YR SWMM MODEL (PROPOSED CONDITIONS) 149 SWMM input file MMP-100.REP: [I ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY TAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) J1N(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED I ' *** ENTRY MADE TO RUNOFF MODEL *** McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 NUMBER OF TIME STEPS 72 INTEGRATION TIME INTERVAL (MINUTES) 5.00 �. 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 60 .96 1.44 1.68 3.00 5.04 9.00 3.72 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 .00 ' McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 ' SUBAREA GUTTER WIDTH NUMBER OR MANHOLE (FT) -2 0 .0 80 8 3130.0 60 6 1150.0 2.16 1.56 .24 .24 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. -PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 57.1 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 MMP-100.REP 25 January 1999 1 I �(1 1 I 1 I I L I. r, r I 70 7 1350.0 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 130 13 675.0 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 100 10 850.0 13.2 40.0 .0100' .016 .250 .100 .500 .50 .50 .00180 150 15 50.0 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 110 11 34.0 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 120 12 500.0 17.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 90 9 400.0 13.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 190 19 250.0 1.4 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 200 20 700.0 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 210 21 500.0 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 240 24 300.0 5.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 280 28 50.0 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 250 250 500.0 1.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 270 270 625.0 3.3 60.0 .0100 .016 .250 .100 .500 .50 .50 .00180 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .500 .50 .50 .00180 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .500 .50 .50 .00180 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .500 .50 .50 .00180 201 320 315.0 14.8 25.0 .0183 .016 .250 .100 .500 .50 .50 .00180 202 322 700.0 21.5 50.0 .0165 .016 .250 .100 .500 .50 .50 .00180 203 172 1000.0 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 204 166 900.0 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 205 168 650.0 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 206 171 650.0 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 207 176 1000.0 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 208 178 950.0 33.6 70.0 .0170 .016 .250 .100 .500 .50 .50 .00180 209 321 435.0 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 165 324 400.0 10.3 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 211 325 1000.0 10.9 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 212 328 400.0 4.2 80.0 .0380 .016 .250 .100 .500 .50 .50 .00180 213 180 700.0 16.9 30.0 .0055 .016 .250 .100 .500 .50 .50 .00180 214 179 2200.0 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 216 327 1400.0 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 301 301 4385.0 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 302 95 3500.0 47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 303 303 7260.0 50.0 45.0 .0113 .016 .250 .100 .500 .50 .50 .00180 305 365 1988.0 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 306 372 1729.0 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 307 359 960.0 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 308 370 1335.0 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 309 361 507.0 1.6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 311 371 315.0 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 312 363 569.0 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 313 366 495.0 .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 314 373 9932.0 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 315 374 1000.0 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 1 316 39 1924.0 67.0 2.0 .0170 .016 .250 .100 .300 .50 .50 .00180 1 317 394 1507.0 17.3 57.0 .0140 .016 .250 .100 .300 .50 .50 .00180 1 318 393 1699.0 19.5 47.0 .0150 .016 .250 .100 .300 .50 .50 .00180 1 217 367 890.0 18.4 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 218 367 950.0 17.4 5.0 .0300 .016 .250 .100 .500 .50 .50 .00180 222 32 375.0 19.3 5.0 .0080 .016 .250 .100 .500 .50 .50 .00180 223 368 2000.0 23.0 5.0 .0400 .016 .250 .100 .500 .50 .50 .00180 224 368 1500.0 13.8 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 225 35 2858.0 65.6 5.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 201 1200.0 8.4 38.0 .0200 .020 .250 .100 .300 .51 .50 .00180 2 202 1350.0 4.6 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 3 203 800.0 5.7 44.0 .0200 .020 .250 .100 .300 .51 .50 .00180 4 209 300.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 5 209 800.0 3.1 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 6 210 2500.0 11.6 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 9 209 3000.0 18.3 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 10 210 1400.0 8.5 25.0 .0200 .020 .250 .100 .300 .51 .50 .00180 15 215 1300.0 7.1 17.0 .0150 .020 .250 .100 .300 .51 .50 .00180 16 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 20 219 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 21 219 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 22 219 1800.0 7.2 51.0 .6200 .020 .250 .100 .300 .51 .50 .00180 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 24 224 500.0 3.4 42.0 .0200 .020 .250 .100 .300 .51 .50 .00180 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 I MMP-100.REP 25 January 1999 26 226 1000.0 2.9 31.0 .0200 .020 .250 .100 .300 .51 .50 .00180 30 330 1700.0 11.7 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 40 140 1300.0 6.1 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 41 357 800.0 3.5 50.0 .0200 .020 .250 .100 .300 :51 .50 .00180 370 570 1050.0 6.1 63.0 .0100 .016 .250 .100 .300 .51 .50 .00180 371 571 2000.0 11.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 372 373 572 73 4900.0 2000.0 26.7 8.2 45.0 90.0 .0200 .0150 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 374 574 8000.0 18.3 86.0 .0200 .016 .250 .100 .300 .51 .50 .00180 375 75 5400.0 28.4 48.0 .0200 .016 .250 .100 .300 .51 .50 .00180 376 576 1000.0 5.1 10.0 .0100 .016 .250 .100 .300 .51 377 577 400.0 1.9 70.0 .0100 .016 .250 .100 .300 .51 .50 .50 .00180 .00180 378 577 450.0 2.3 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 379 479 450.0 1.5 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 380 480 350.0 1.4 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 381 481 550.0 2.6 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 382 582 700.0 .8 67.0 .0130 .016 .250 .100 .300 .51 .50 .00180 383 483 1200.0 5.6 69.0 .0200 .016 .250 .100 .300 .51 .50 .00180 384 84 2400.0 6.9 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 385 85 2100.0 6.3 52.0 .0200 .016 .250 .100 .300 .51 .50 386 586 2000.0 12.2 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 .00180 387 586 800.0 3.2 70.0 .0250 .016 .250 .100 .300 .51 .50 .00180 388 588 2800.0 16.0 73.0 .0200 .016 .250 .100 .300 .51 .50 .00180 389 88 2000.0 7.0 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 390 490 550.0 1.4 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 391 491 600.0 2.8 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 392 588 1100.0 6.6 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 393 88 4400.0 11.8 95.0 .0200 .016 .250 .100 .300 .51 .50 .00180 394 396 92 496 900.0 2950.0 1.4 13.5 90.0 93.0 .0200 .0130 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 397 497 810.0 3.9 85.0 .0210 .016 .250 .100 .300 .51 .50 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 109 TOTAL TRIBUTARY AREA (ACRES), 1417.48 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8-ANDERSON, INC. PROJECT: COFC96.O8 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 370 371 372 373 374 375 376 377 378 379 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .1 .0 .1 .1 .0 .0 .0 .0 0 15. 1.9 3.9 9.1 4.1 13.4 10.2 .6 .7 .8 .7 0 20. 5.0 8.3 19.1 10.2 25.9 21.6 .9 1.8 2.1 1.6 0 25. 8.6 12.9 29.7 17.1 39.6 33.6 1.4 3.0 3.6 2.5 0 30. 16.8 26.7 61.7 32.6 78.3 69.5 3.8 5.9 7.1 5.0 1 0 35. 34.2 57.2 132.9 61.3 145.3 148.3 10.6 11.9 14.2 10.0 0 40. 32.9 55.5 128.3 50.3 104.5 141.0 13.9 10.9 13.2 8.7 0 45. 18.0 32.8 75.1 21.3 39.1 80.1 12.2 5.5 6.8 4.1 0 50. 13.1 25.7 58.8 15.2 32.5 61.9 11.0 3.9 4.8 3.0 0 55. 9.9 19.5 44.1 11.4 23.4 46.1 9.1 2.9 3.6 2.2 1 0. 7.5 14.8 33.2 8.5 17.4 34.5 7.6 2.2 2.7 1.6 1 5. 5.5 10.9 24.3 6.2 12.2 25.1 6.1 1.6 1.9 1.1 1 10, 4.1 8.1 18.1 4.7 9.1 18.6 4.9 1.2 1.4 .8 1 15. 3.2 6.2 13.8 3.6 7.1 14.1 4.0 .9 1.1 .6 1 20. 2.6 5.0 11.1 3.0 6.0 11.3 3.3 .7 .9 .5 1 25. 2.1 4.1 9.0 2.5 5.0 9.2 2.8 .6 .7 .4 1 30. 1.8 3.3 7.3 2.1 4.1 7.5 2.4 .5 .6 .3 1 35. 1.5 2.9 6.4 1.9 3.9 6.6 2.0 .4 .5 .3 ' 1 40. 1.4 2.6 5.8 1.9 3.9 6.0 1.8 .4 .5 .3 1 45. 1.3 2.4 5.3 1.8 3.8 5.5 1.6 .4 .5 .3 1 50. 1.3 2.2 5.0 1.8 3.8 5.2 1.4 .4 .5 .3 1 2 55. 0. 1.1 1.9 .9 1.5 4.2 3.3 1.5 1.2 3.1 2.3 4.3 3.4 1.2 1.1 .3 .3 .4 .3 .2 .2 2 5. .7 1.1 2.5 .8 1.4 2.5 .9 .2 .2 .1 2 10. .5 .8 1.7 .5 .6 1.7 .8 .1 .2 .1 2 15. .3 .6 1.3 .3 .4 1.2 .7 .1 .1 .0 2 20. .3 .5 1.0 .2 .2 1.0 .6 .1 .1 .0 2 25. .2 .4 .8 .2 .2 .8 .6 .0 .1 .0 2 30. .2 .3 .7 .1 .1 .7 .5 ' .0 .0 .0 MMP-100.REP 25 January 1999 3 �S - 2 35. 1 .3 .6 .1 .1 .5 .4 .0 .0 C 2 40. 1 .2 .5 .1 .1 .5 .4 .0 .0 C 2 45. 1 .2 .4 .1 .0 .4 .4 .0 .0 C ' 2 50. 1 .2 .4 .0 .0 .3 .3 .0 .0 C 2 55. 1 .2 .3 .0 .0 .3 .3 .0 .0 C 3 0. 1 1 .3 .0 .0 .2 .3 .0 .0 C 3 5, 1 1 C 3 10. .0 .1 .2 .2 .0 .0 .0 .0 .2 .2 .2 .2 .0 .0 .0 .0 .0 3 15. .0 .1 .2 .0 .0 .1 .2 .0 .0 .0 3 20. .0 .1 .1 .0 .0 .1 .2 .0 .0 .0 3 25. .0 .1 .1 .0 .0 .1 .2 .0 .0 .0 3 30. .0 .0 .1 .0 .0 .1 .2 .0 .0 .0 t 3 35. .0 .0 .1 .0 .0 .0 .1 .0 .0 .0 3 40. .0 .0 .1 .0 .0 .0 .1 .0 .0 .0 3 45. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 3 50. 3 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .0 .0 .0 .0 .0 .0 4 0. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 4 5. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 4 10. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 4 15. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 4 20. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 4 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 55. 0 .0 .0 .0 .0 .0 .0 .0 .0 5 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 5 40. 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 i 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS T]ME(HR/M]N) 380 381 382 383 384 385 386 387 388 389 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 0 15. .6 .9 .6 2.5 4.4 3.1 3.6 1.7 6.5 4.2 0 20. 1.4 2.4 .9 5.8 9.2 5.5 9.5 3.5 16.3 9.5 0 25. 2.3 4.2 1.4 9.3 14.4 8.4 16.4 5.5 27.2 15.2 0 30. 4.5 8.1 3.2 18.5 28.2 18.3 32.1 11.2 53.1 29.0 0 35. 9.0 16.3 6.2 37.2 53.4 39.1 65.5 22.4 105.7 54.1 0 40. 8.1 15.0 4.4 32.3 40.3 34.1 63.7 18.5 94.1 41.8 0 45. 4.0 7.6 1.7 15.3 15.7 17.1 35.7 8.2 45.1 16.6 0 50. 2.8 5.4 1.4 11.1 12.4 12.9 26.3 6.1 31.9 12.6 0 55. 2.1 4.0 .9 8.1 9.0 9.0 20.1 4.4 23.6 9.4 1 0. 1.5 3.0 .7 5.9 6.7 6.5 15.3 3.2 17.4 7.0 1 5. 1.1 2.1 .5 4.2 4.7 4.5 11.4 2.3 12.5 5.0 1 10. .8 1.6 .3 3.1 3.5 3.3 8.6 1.7 9.3 3.8 1 15. .6 1.2 - .3 2.4 2.7 2.4 6.7 1.3 7.1 3.0 1 20. .5 1.0 .2 1.9 2.3 1.9 5.4 1.0 5.8 2.5 1 25. .4 .8 .2 1.6 1.9 1.6 4.4 .8 4.8 2.1 1 30. .3 .7 .1 1.3 1.6 1.3 3.7 .7 3.9 1.7 1 35. .3 .6 .1 1.2 1.5 1.1 3.2 .6 3.5 1.6 1 40. .3 .6 .1 1.1 1.4 1.1 2.9 .6 3.3 1.6 1 45. .3 .5 .1 1.1 1.4 1.0 2.7 .6 3.2 1.5 ' MMP-100.REP 25 January 1999 S� 4 1 50. .3 .5 .1 1.0 1.4 1.0 2.6 .6 3. 1 55. .2 .4 .1 .9 1.2 .8 2.2 .5 2. 2 0. .2 .4 .1 .7 .9 .6 1.8 .4 2. 2 5. .1 .3 .0 .5 .6 .4 1.4 .2 1. 2 10. .1 .2 .0 .3 .3 .2 1.0 .1 2 15. .1 .1 .0 .2 .2 .1 .7 .1 2 2 20, 25. .0 .0 :1 .1 .0 .0 .1 .1 .1 .1 .1 .1 .6 .5 .1 .0 2 30. .0 .0 .0 .1 .1 .0 .4 .0 2 35. .0 .0 .0 .0 .0 .0 .3 .0 2 40. .0 .0 .0 .0 2 45. .0 .0 .0 .0 .0 .0 .0 .0 .3 .2 .0 .0 2 50. .0 .0 .0 .0 .0 .0 .2 .0 2 55. .0 .0 .0 .0 .0 .0 .2 .0 3 0. .0 .0 .0 .0 .0 .0 .1 .0 3 5. .0 .0 .0 .0 .0 .0 .1 .0 3 10. .0 .0 .0 .0 .0 .0 .1 .0 3 15. .0 .0 .0 .0 .0 .0 .1 .0 3 20. .0 .0 .0 .0 .0 .0 .1 .0 3 25. .0 .0 .0 .0 .0 .0 .1 .0 3 30. .0 .0 .0 .0 .0 .0 .1 .0 3 35. .0 .0 .0 .0 .0 .0 .0 .0 3 40. .0 .0 .0 .0 .0 .0 .0 .0 3 45. .0 .0 .0 .0 .0 .0 .0 .0 3 50. .0 .0 .0 .0 .0 .0 .0 .0 3 55. .0 .0 .0 .0 .0 .0 .0 .0 4 0. .0 .0 .0 .0 .0 .0 .0 .0 4 5. .0 .0 .0 .0 .0 .0 .0 .0 4 10. 0 0 .0 .0 4 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 20. .0 .0 .0 .0 .0 0 .0 .0 4 25. .0 .0 .0 .0 .0 .0 .0 .0 4 30. .0 .0 .0 .0 .0 .0 .0 .0 4 35. .0 .0 .0 .0 .0 .0 .0 .0 4 40. .0 .0 .0 .0 .0 .0 .0 .0 4 45. .0 .0 .0 .0 .0 .0 .0 .0 4 50. .0 .0 .0 .0 .0 .0 .0 .0 4 55. .0 .0 .0 .0 .0 .0 .0 .0 5 0. .0 .0 .0 .0 .0 .0 .0 .0 5 5. .0 .0 .0 .0 .0 .0 .0 .0 5 10. .0 .0 .0 .0 .0 .0 .0 .0 5 15. .0 .0 .0 .0 .0 .0 .0 .0 5 20. .0 .0 .0 .0 .0 .0 .0 .0 5 25. .0 .0 .0 .0 .0 .0 .0 .0 5 30. .0 .0 .0 .0 .0 .0 .0 .0 5 35. .0 .0 .0 .0 .0 .0 .0 .0 5 40. .0 .0 .0 .0 .0 .0 .0 .0 5 45. .0 .0 .0 .0 .0 .0 .0 .0 5 50. .0 .0 .0 .0 .0 .0 .0 .0 5 55. .0 .0 .0 .0 .0 .0 .0 .0 6 0. 0 .0 .0 .0 .0 .0 .0 .0 t McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 390 391 392 393 394 396 397 0 5. .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .1 .0 .1 .0 0 15. .9 1.3 2.8 8.4 1.2 6.0 1.9 0 20. 1.6 2.9 7.6 17.7 2.1 16.1 4.7 0 25. 2.5 4.7 13.2 27.6 3.2 28.0 7.8 0 0 30, 35. 5.2 10.3 9.3 18.7 25.2 47.8 51.8 93.7 6.4 11.5 53.0 99.3 14.9 28.6 0 40. 8.0 16.2 41.2 68.9 7.7 84.2 23.8 0 45. 3.3 7.6 18.4 26.1 2.7 37.1 10.2 0 50. 2.6 5.5 12.7 21.3 2.5 25.7 7.3 0 55. 1.8 4.0 9.5 15.7 1.7 19.3 5.4 ' 1 0. 1.3 3.0 7.1 11.8 1.3 14.6 4.0 1 5. .9 2.1 5.2 8.4 .9 10.6 2.9 MMP-100.REP 25 January 1999 5 is- I l I I I 3.9 6.4 .7 8.0 2.2 3.0 5.0 .5 6.3 1.7 2.5 4.3 .5 5.2 1.4 2.1 3.6 .4 4.4 1.2 1.8 2.9 .3 3.6 1.0 1.6 2.8 .3 3.3 .9 1.5 2.7 .3 3.2 .8 1.5 2.7 .3 3.1 .8 1.5 2.7 .3 3.1 .8 1.3 2.2 .2 2.7 .7 1.0 1.7 .2 2.1 .5 .7 1.1 .1 1.5 .4 .4 .5 .0 .9 .2 .3 .3 .0 .6 .1 .2 .2 .0 .4 .1 .2 .1 .0 .3 .1 .1 .1 .0 .2 .0 .1 .1 .0 .2 .0 .1 .1 .0 .1 .0 .1 .0 .0 .1 .0 .0 .0 .0 .1 .0 .0 .0 .0 .1 .0 .0 .0 .0 .1 .0 .0 .0 .0 .1 .0 .0 .0 .0 .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 .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 .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 .D .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .D .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) MMP-100.REP 1417.480 2.890 .510 25 January 1999 1 '�;S G TOTAL WATERSHED OUTFLOW (INCHES) 2.003 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .377 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 0 6 50 0 1 CHANNEL .0 1200. .0032 4'.0 4.0 .035 5.00 8 50 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 13 50 0 1 CHANNEL .0 3600. .0060 50.0 .0 .016 1.50 0 12 22 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 16 22 0 1 . CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 0 9 51 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 18 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 0 19 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 20 51 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 44 51 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 220 22 3 3 .0 1. .0010 .0 .0 .001 10.00 1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 0 43 51 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 0 50 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 51 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 230 -1 23 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 .0 23 0 18 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 24 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 250 25 6 2 PIPE 1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 ' MMP-100.REP 25 January 1999 7 f S(c 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 -1 260 26 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 .0 0 26 42 0 5 PIPE OVERFLOW 3.5 800. 10.0 800. .0050 .0050 .0 4.0 .0 4.0 .016 .035 3.50 5.00 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 0 270 27 0 3 .0 1. .0010 .0 .0 .001 10.00 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 ' 0 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 1.3 0 275 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 .8 3.50 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 OVERFLOW .0 90. .0140 200.0 200.0 .020 5.00 0 28 275 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 340 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 92 89 0 2 PIPE 2.0 1000. .0100 .0 .0 .013 2.00 0 395 89 4 3 .1 1. .0010 .0 .0 .001 .10 1 TIME IN HRS VS INFLOW 1N CFS .0 .0 .5 3.6 7.5 3.6 7.8 .0 89 88 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 490 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .5 .2 .5 .2 2.5 0 491 90 2 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 1.0 0 90 88 0 4 CHANNEL .0 500: .0100 50.0 50.0 .016 .50 OVERFLOW 50.0 500. .0100 10.0 10.0 .035 5.00 496 88 5 2 PIPE 1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 12.0 .1 12.4 .8 12.8 2.1 13.2 88 588 0 1 CHANNEL .0 700. .0080 4.0 4.0 .035 5.00 0 0 497 588 6 2 PIPE 1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.6 .1 1.6 .4 1.7 .7 1.7 .8 1.8 0 588 488 0 3 .1 1. .0010 .0 .0 .001 10.00 488 586 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .6 .5 8.1 .7 11.9 1.7 12.4 10.2 13.3 10.8 14.3 582 682 3 3 .1 1. .0010 .0 .0 .001 .10 ' MMP-100.REP 25 January 1999 8 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL Q VS DIVERTED 0 IN CFS .0 .0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. .0010 .0 .0 .001 10.00 0 683 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 82 85 0 4 CHANNEL .0 1300. .0140 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1300. .0140 10.0 10.0 .035 5.00 0 85 586 0 4 CHANNEL 0 1000, OVERFLOW 50.0 1000. 0110 .0110 50.0 10.0 50.0 10.0 .016 .035 .50 5.00 84 586 0 4 CHANNEL .0 700. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 700. .0100 10.0 10.0 .035 5.00 0 586 486 0 3 .1 1. .0010 .0 .0 .001 10.00 486 584 12 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 3.0 .3 6.0 .4 9.0 .6 12.0 1.1 15.0 2.1 18.0 4.1 20.0 4.3 21.0 4.7 24.0 4.9 27.0 5.0 30.0 584 684 6 3 .1 1. .0010 .0 .0 .001 .10 673 DIVERSION TO GUTTER NUMBER 673 - TOTAL 0 VS DIVERTED Q IN CFS .0 .0 20.0 .0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. .0010 .0 .0 .001 10.00 0 673 73 0 3 .1 1. .0010 .0 .0 .001 10.00 0 83 583 0 1 CHANNEL 5.0 400. .0050 4.0 4.0 .035 5.00 0 483 583 2 2 PIPE 1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.8 0 583 72 0 3 .1 1. .0010 .0 .0 .001 10.00 72 572 0 5 PIPE 3.0 700. .0040 .0 .0 .013 3.00 0 OVERFLOW .0 700. .0040 50.0 50.0 .016 5.00 0 73 572 0 4 CHANNEL .0 1300. .0060 50.0 50.0 .016 .50 OVERFLOW 50.0 1300. .0060 10.0 10.0 .035 5.00 481 577 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.0 .2 4.0 .2 6.0 .2 10.0 .2 12.0 .2 14.0 480 577 6 2 PIPE 1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.0 .0 2.0 .1 4.0 .1 6.0 .1 9.0 479 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .0 1.0 .1 2.5 .1 8.0 .1 12.7 577 477 0 3 .1 1. .0010 .0 .0 .001 10.00 0 0 477 76 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 4.0 .3 6.0 .3 8.0 .3 12.0 .3 16.0 .3 20.0 .3 30.0 .4 45.0 .4 60.0 76 576 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 576 574 0 3 .1 1. .0010 .0 .0 .001 10.00 0 75 574 0 1 CHANNEL 5.0 600. .0070 4.0 4.0 .035 5.00 0 574 474 0 3 .1 1. .0010 .0 .0 .001 10.00 0 0 474 74 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW MMP-100.REP 25 January 1999 9 ' 74 0 572 0 472 0 571 0 471 0 r 570 0 470 0 31 0 290 -1 r 29 0 33 0 2 0 r 166 0 167 0 168 0 169 r° 170 0 171 ' 0 172 0 173 0 174 � 0 175 0 176 0 177 r° 178 0 .0 .0 2.2 .5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 572 0 1 CHANNEL 10.0 700. .0080 10.0 10.0 .035 5.00 472 0 3 .1 1. .0010 .0 .0 .001 10.00 571 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 3.0 .9 6.0 1.2 9.0 1.7 12.0 2.5 15.0- 3.7 18.0 5.1 21.0 7.0 24.0 7.8 27.0 8.0 30.0 471 0 3 .1 1. .0010 .0 .0 .001 10.00 570 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 20.0 .7 30.0 .8 32.0 .8 40.0, .9 50.0 .9 60.0 470 0 3 .1 1. .0010 .0 .0 .001 10.00 31 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .2 30.0 .7 40.0 1.0 44.0 275 0 2 PIPE 3.0 108. .0075 .0 .0 .013 3.00 29 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 18 0 5 PIPE 1.0 500. .0050 .0 .0 .013 1.00 OVERFLOW 20.0 500. .0050 .5 .5 .016 5.00 21, 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 116 12 2 PIPE .1 77. .0070 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 167 3 2 PIPE .1 96. .0060 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.6 24.0 3.4 26.4 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 4.00 169 3 2 PIPE .1 10. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 170 0 2 PIPE 2.3 40. .0070 .0 .0 .013 2.27 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 173 3 2 PIPE .1 120. .0033 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.5 5.5 8.0 6.0 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 177 5 2 PIPE .1 315. .0020 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 341 0 2 PIPE 3.0 480.. .0100 .0 .0 .013 3.00 177 11 2 PIPE .1 1310. .0033 .0 .0 .013 .10 MMP-100.REP 25 January 1999 1 Sq 10 320 0 321 0 322 0 323 0 324 0 325 0 1 326 0 327 0 328 0 329 0 179 0 331 1° 180 0 341 0 301 r° 303 0 91 0 93 0 ' 94 0 95 0 357 0 358 0 ' 359 0 360 0 361 0 362 0 363 0 364 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 2.1 1.3 4.1 1.9 5.4 2.6 6.5 2.8 6.7 3.0 12.3 3.4 13.4 4.1 15.5 4.7 16.8 4.9 17.3 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 323 3 2 PIPE 1 10. .0100 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 327 0 2 PIPE 3.5 214. .0168 .0 .0 .013 3.50 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 . OVERFLOW .0 101. .0149 133.0 44.0 .016 5.00 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 3.00 341 8 2 PIPE .1 20. .0040 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 4.0 1.0 9.6 1.6 18.0 2.3 28.4 3.0 37.2 3.9 45.6 4.7 52.4 4 0 2 PIPE 5.2 120. .0040 .0 .0 .013 5.20 91 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.3 15.1 357 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.3 25.0 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 93 0 3 .0 1. .0010 .0 .0 .001 10.00 358 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 4.00 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 9.44 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 4.00 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 9.44 362 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 4.00 363 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 4.00 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 4.00 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 4.00 MMP-100.REP 25 January 1999 (n0 11 365 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 2.30 0 0 366 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 4.00 38 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 3.50 0 0 39 38 0 1 CHANNEL .0 860. 0050 4.0 4.0 .035 3.50 370 361 9 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .6 3.5 ' .7 3.7 .8 3.9 1.0 4.1 371 362 7 2 PIPE .1 1. .0015 .0 .0 .013 .10 0 ' RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .0 .5 .1 1.2 .2 1.4 .3 1.4 .4 1.6 .6 1.8 372 363 6 2 PIPE 1 1. .0020 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .2 10.0 .4 22.4 .7 33.3 .9 37.9 81.2 50.5 373 364 16 2 PIPE .1 1. .0042 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.6 .0 3.6 6.4 6.3 16.8 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 374 38 13 2 PIPE 1 1. .0040 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 .4 1.1 .5 2.1 .5 2.8 .7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 393 392 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 2.6 .0 9.7 .6 .5 1.1 3.0 3.2 11.1 4.0 12.7 1.4 5.0 3.6 14.1 1.8 6.4 2.5 9.3 392 39 0 1 CHANNEL 4.0 1000. .0160 4.0 4.0 .035 3.50 0 394 391 15 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .9 .0 1.6 .1 2.0 .2 2.4 .4 2.7 .7 3.0 1.1 3.3 1.4 3.4 1.7 5.4 2.3 8.4 2.4 8.6 2.9 9.0 3.5 9.5 391 39 0 1 CHANNEL .0 1300. .0050 4.0 4.0 .035 3.50 35 102 0 1 CHANNEL 1.0 1250. .0100 50.0 50.0 .045 5.00 0 0 32 102 0 1 CHANNEL 1.0 3300. .0060 75.0 1.5 .045 5.00 367 368 0 4 CHANNEL 5.0 950. .0070 1.5 2.8 .045 5.00 0 OVERFLOW 31.0 950. .0070 50.0 50.0 .045 10.00 0 368 102 0 4 CHANNEL 5.0 1960. .0100 3.0 3.0 .045 5.00 OVERFLOW 29.0 1960. .0100 25.0 100.0 .045 10.00 201 202 0 3 .1 1. .0010 10.00 0 .0 .0 .001 202 209 O 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 209 210 0 3 .1 1. .0010 .0 .0 .001 10.00 0 210 309 0 3 .1 1. .0010 .0 .0 .001 10.00 0 309 140 14 2 PIPE .7 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. .0010 .0 .0 .001 10.00 1 MMP-100.REP 25 January 1999 12 I bI ,. 0 315 216 5 2 PIPE 1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .5 .3 .8 " 216 116 0 3 .1 1. 0 116 140 0 1 CHANNEL 10.0 1650. 0 140 357 0 1 CHANNEL 10.0 700. 0 219 224 0 3 .1 1. 0 224 218 0 3 .1 1. 0 218 124 8 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 '124 226 0 2 PIPE 3.0 825. 0 226 217 0 3 .1 1. 0 217 357 8 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 ' 1.2 14.0 1.7 16.0 330 357 7 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 2.8 6.0 TOTAL NUMBER OF GUTTERS/PIPES, 163 McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.O8 1 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE . 685.7 2 50 51 0 0 0 0 0 0 0 0 85 4 15 341 0 0 0 0 0 0 0 0 219.3 6 4 7 0 0 0 0 0 0 0 0 6 262.E 7 24 0 0 0 0 0 0 0 0 0 7 34.4 ' 8 0 0 0 0 0 0 0 0 0 0 8 57.1 9 0 0 0 0 0 0 0 0 0 0 9 13.1 0 13.2 11 340 0 0 0 0 0 0 0 0 0 11 11.7 10 0 0 0 0 0 0 0 0 0 10 12 0 0 0 0 0 0 0 0 0 0 12 .8 24 13 0 0 0 0 0 0 0 0 0 0 13 .7 15 0 0 0 0 0 0 0 0 0 0 15 1.8 16 0 0 0 0 0 0 0 0 0 0 16 4.0 18 23 29 0 0 0 0 0 0 0 0 .0 ' 19 0 0 0 0 0 0 0 0 0 0 19 1.4 20 0 0 0 0 0 0 0 0 0 0 20 ' MMP-100.REP 25 January 1999 1 to Z .0010 .0 .0 .001 .10 .9 1.0 1.2 1.1 .0010 . .0 .0 .001 10.00 .0030 4.0 4.0 .035 5.00 .0030 4.0 4.0 .035 5.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 .10 .5 8.0 1.0 10.0 1.6 12.0 .0080 .0 .0 .011 5.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 .10 .2 8.0 .5 10.0 .7 12.0 .0010 .0 .0 .001 .10 .7 3.0 1.1 4.0 1.9 5.0 TRIBUTARY SUBAREA 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 320 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 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 13 31.3 21 33 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 22 12 16 220 25 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 257.4 257. 23 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 5.0 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 26 260 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 234.0 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 231.6 6.9 28 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 29 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 31 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.E 32 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 35 0 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '38 118.2 9 392 391 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 103.8 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 231.E 42 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 234.0 43 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 257.4 44 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.1 50 6 8 13 11 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .3 316 51 9 18 19 20 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 316 .4 72 583 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 73 673 0 0 0 0 0 0 0 0 0 373 0 0 0 0 0 0 0 0 0 8.2 74 474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 75 0 0 0 0 0 0 0 0 0 0 375 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 82 682 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' .8 83 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0 0 0 0 384 0 0 0 0 0 0 0 0 0 6.9 85 82 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 389 393 0 0 0 0 0 0 0 0 37.9 1 89 92 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 90 490 491 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 91 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 92 0 0 0 0 0 0 0 0 0 0 394 0 0 0 0 0 0 0 0 0 1.4 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 77.5 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' MMP-100.REP 25 January 1999 14 � (e3 77.5 , 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.3 116 2 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 694. 694. E 124 218 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 ' 140 309 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 768.1 166 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19.0 167 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.0 168 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32. 32. 3 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 ' 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.8 176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 ' 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 105.2 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 0 .1 0 0 0 0 0 0 0 0 0 8.4 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13.0 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 45.0 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 67.4 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 7.1 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 8.9 217 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.8 218 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 219 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.3 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 224 219 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.9 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.8 ' 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 260 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 ' 6.3 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 ' MMP-100.REP 25 January 1999 15 � loQ- ' 1.5 275 272 28 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 222.0 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 50.2 303 0 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 50.0 309 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.4 315 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7.1 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 38.1 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.E 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 '328 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.7 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 341 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 357 303 94 140 217 330 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 943.E 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 943.E 359 358 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 949.0 360 359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 949.0 ' 361 360 370 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 957.6 362 361 371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 960.4 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 971.2 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1180.E 365 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 366 364 365 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 1295.0 367 366 0 0 0 0 0 0 0 0 0 217 218 0 0 0 0 0 0 0 0 1295.8 368 367 0 0 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 1332.E ' 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 1 372 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.8 .7 373 38 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 209.3 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 391 394 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' MMP-100.REP 25 January 1999 16 I (017 17.3 19.5 392 393 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.5 393 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0 0 0 17.3 394 0 0 0 0 0 0 0 0 0 0 317 0 0 0 0 0 0 0 0 'I 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 213.E 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 207.5 471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 474 574 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 477577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 1.4 480 0 0 0 0 0 0 0 0 0 0 380 0 0 0 0 0 0 0 0 .6 481 0 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 '5.6 483 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 93.8 486 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 2.8 491 0 0 0 0 0 0 0 0 0 0 391 0 0 0 0 0 0 0 0 13.5 496 0 0 0 0 0 0 0 0 0 0 396 0 0 0 0 0 0 0 0 3.9 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 213.E 570 471 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 .5 571 472 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 195.8 572 72 73 74 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 95 61.5 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 14.8 576 76 0 0 0 0 0 0 0 0 0 376 0 0 0 0 0 0 0 0 9.7 577 481 480 479 0 0 0 0 0 0 0 377 378 0 0 0 0 0 0 0 582 0 0 0 0 0 0 0 0 0 0 382 0 0 0 0 0 0 0 0 .8 99.4 583 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '93.8 584 486 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 586 488 85 84 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 64.4 588 88 497 0 0 0 0 0 0 0 0 388 392 0 0 0 0 0 0 0 673 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 682 582 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 683 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 684 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 93.8 'NONCONVERGENCE IN GUTTER DURING TIME STEP 26 AT CONVEYANCE ELEMENT 271 NONCONVERGENCE IN GUTTER DURING TIME STEP 28 AT CONVEYANCE ELEMENT 271 NONCONVERGENCE IN GUTTER DURING TIME STEP 35 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 37 AT CONVEYANCE ELEMENT 480, NONCONVERGENCE IN GUTTER DURING TIME STEP 39 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 41 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 57 AT CONVEYANCE ELEMENT 480 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 MMP-100.REP 25 January 1999 17 1 l0(n I McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 1OO-YEAR EVENT FILE: MMP-1O0 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.O8 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 2 102 357 366 395 470 471 472 474 477 0 5. .01 .00 .02 .00 .60 .04 .04 .03 .03 .01 .00( ) .00( ) .01( ) .00( ) .60(I) .00(S) .00(S) .00( ) .00(S) .00( ) 0 10. .51 .00 .09 .00 1.20 .05 .04 .04 .03 .04 .00( ) .00( ) .03( ) .00( ) 1.20(1) .00(S) .00(S) .00(S) .O0(S) .00(S) 0 15. 3.43 .54 4.79 .03 1.80 1.54 1.27 .31 .06 .44 .00(S) .00( ) .29( ) .01( ) 1.80(I) .O1(S) .O2(S) .O7(S) .12(S) .O1(S) 0 20. 12.69 2.08 11.03 .49 2.40 5.07 3.61 .94 .12 1.44 .O2(S) .00( ) .47( ) .07( ) 2.40(1) .O4(S) .O7(S) .21(S) .40(S) .04(S) 0 25. 34.70 5.27 20.51 2.65 3.00 10.55 6.93 2.05 .23 2.44 .O7(S) .00( ) .67( ) .20( ) 3.00(I) .O8(S) .13(S) .48(S) .87(S) .08(S) 0 30. 63.77 13.44 46.54 10.35 3.60 23.00 14.26 7.50 .44 3.83 .28(S) .00( ) 1.07( ) .45( ) 3.6O(I) .16(S) .27(S) 1.O3(S) 1.80(S) .18(S) 0 35. 94.38 48.08 104.72 40.01 3.60 32.48 27.24 13.79 1.14 32.21 ' 1.O8(S) .00( ) 1.68( ) .99( ) 3.6O(I) .34(S) .6O(S) 2.19(S) 3.72(S) .34(S) 0 40. 121.11 112.32 136.61 108.38 3.60 37.84 42.66 17.36 1.95 59.09 3.O7(S) .00( ) 1.93( ) 1.71( ) 3.600) .57(S) .85(S) 3.4O(S) 5.73(S) .39(S) 0 45, 144.79 6.18(S) 187.63 .00( 167.38 ) 2.15( 182.94 ) 2.26( ) 3.60 3.6O(I) 41.04 .75(S) 51.92 .87(S) 19.20 4.22(S) 2.67 7.O8(S) 28.02 .34(S) 0 50. 159.54 268.86 195.87 239.38 3.60 42.63 44.86 20.50 3.22 22.30 9.64(S) .00( ) . 2.34( ) 2.60( ) 3.6O(I) .88(S) .85(S) 4.85(S) 8.O6(S) .32(S) 0 55. 172.36 338.00 220.86 289.43 3.60 43.39 40.14 21.39 3.63 17.48 12.86(S) .00( ) 2.49( ) 2.86( ) 3.6O(I) .95(S) .84(S) 5.33(S) 8.79(S) .31(S) 1 0. 181.25 395.11 238.12 354.21 3.60 43.64 38.00 21.98 3.94 13.02 15.69(S) .00( ) 2.59( ) 3.17( ) 3.600) .97(S) .82(S) 5.69(S) 9.34(S) .29(S) 1 5. 188.88 448.32 252.36 411.39 3.60 43.52 35.22 22.46 4.16 10.05 18.11(S) .00( ) 2.67( ) 3.42( ) 3.60(1) .96(S) .8O(S) 5.98(S) 9.74(S) .28(S) 1 10. 194.92 490.47 261.67 436.15 3.60 43.10 32.72 22.84 4.33 7.92 2O.17(S) .00( ) 2.72( ) 3.52( ) 3.600) .92(S) .78(S) 6.22(S) 1O.O4(S) .27(S) 1 15. 199.00 513.07 272.34 444.52 3.60 42.50 31.71 23.17 4.47 6.89 21.9O(S) .00( ) 2.77( ) 3.55( ) 3.600) .87(S) .76(S) 6.42(S) 1O.26(S) .26(S) 1 20. 202.44 521.87 281.70 445.35 3.60 41.85 31.23 23.46 4.65 6.01 23.35(S) .00( ) 2.82( ) 3.55( ) 3.600) .81(S) .73(S) 6.60(S) 1O.44(S) .25(S) 1 25. 205.34 521.84 290.03 443.62 3.60 41.17 30.73 23.72 4.80 5.68 24.58(S) .00( ) 2.86( ) 3.55( ) 3.6O(I) .76(S) .71(S) 6.75(S) 1O.58(S) .24(S) 1 30. 207.77 517.08 294.15 441.28 3.60 40.47 30.22 23.94 4.92 5.28 ' 25.61(S) .00( ) 2.88( ) 3.54( ) 3.6O(I) .7O(S) .69(S) 6.89(S) 1O.69(S) .23(S) 1 35. 209.80 510.45 297.78 437.59 3.60 39.52 29.63 24.30 5.02 4.88 26.47(S) .00( ) 2.90( ) 3.52( ) 3.6O(I) .64(S) .67(S) 7.O2(S) 10.78(S) .22(S) 1 40, 211.51 503.02 298.61 433.58 3.60 38.19 29.10 24.73 5.11 4.49 27.2O(S) .00( ) 2.91( ) 3.51( ) 3.6O(I) .58(S) .65(S) 7.14(S) 1O.87(S) .2O(S) 1 45. 212.93 495.22 300.03 428.84 3.60 36.99 28.73 25.12 5.19 4.14 27.8O(S) .00( ) 2.91( ) 3.49( ) 3.6O(I) .53(S) .64(S) 7.24(S) 1O.94(S) .19(S) 1 50. 214.11 487.21 299.54 423.69 3.60 35.91 28.48 25.48 5.27 3.95 28.3O(S) .00( ) 2.91( ) 3.47( ) 3.6O(I) .49(S) .63(S) 7.34(S) 11.O1(S) .18(S) ' 1 55. 215.03 478.82 299.76 417.92 3.60 34.93 28.28 25.80 5.32 3.81 28.71(S) .00( ) 2.91( ) 3.44( ) 3.6O(I) .45(S) .63(S) 7.43(S) 11.O6(S) .17(S) 2 0. 215.63 470.11 298.28 411.63 3.60 34.04 28.10 26.07 5.37 3.66 29.O3(S) .00( ) 2.91( ) 3.42( ) 3.6O(I) .41(S) .62(S) 7.50(S) 11.11(S) .16(S) 2 5. 216.05 460.59 297.53 404.94 3.60 33.23 27.94 26.30 5.40 3.50 29.25(S) .00( ) 2.90( ) 3.39( ) 3.6O(I) .37(S) .62(S) 7.56(S) 11.13(S) .15(S) 2 10. 216.31 450.32 295.25 398.26 3.60 32.48 27.78 26.49 5.41 3.33 29.39(S) .00( ) 2.89( ) 3.36( ) 3.6O(I) .34(S) .61(S) 7.61(S) 11.15(S) .14(S) 2 15. 216.41 440.53 293.99 391.53 3.60 31.81 27.65 26.64 5.42 3.16 ' 29.44(S) .00( ) 2.88( ) 3.33( ) 3.6O(I) .31(S) .61(S) 7.65(S) 11.15(S) .13(S) 2 20. 216.37 431.47 291.50 385.02 3.60 31.21 27.55 26.77 5.42 2.99 ' MMP-100.REP 25 January 1999 18 1 /n-7 I 1 L UI I L] I I I 2 25. 2 30. 2 35. 2 40. 2 45. 2 50. 2 55. 3 0. 3 5. 3 10. 3 15. 3 20. 3 25. 3 30. 3 35. 3 40. 3 45. 3 50.. 3 55. 4 0. 4 5. 4 10. 4 15. 4 20. 4 25. 4 30. 4 35. 4 40. 4 45. 4 50. 4 55. 5 0. 5 5. 5 10. 5 15. 5 20. 5 25. 5 30. 29.42(S) .00( ) 2.87( ) 3.30( ) 216.19 422.85 290.11 378.78 29.32(S) .00( ) 2.86( ) 3.28( ) 215.89 414.67 287.69 372.87 29.16(S) .00( ) 2.85( ) 3.25( ) 215.48 406.91 286.61 367.16 28.95(S) .00( ) 2.85( ) 3.23( ) 214.98 399.57 284.75 361.85 28.69(S) .00( ) 2.84( ) 3.20( ) 214.28 392.74 283.93 357.24 28.37(S) .00( ) 2.83( ) 3.18( ) 213.45 386.54 282.03 353.14 28.02(S) .00( ) 2.82( ) 3.16( ) 212.53 380.88 280.97 349.06 27.63(S) .00( ) 2.82( ) 3.15( ) 211.53 375.54 278.87 345.06 27.21(S) .00( ) 2.81( ) 3.13( ) 210.46 370.36 277.60 341.04 26.75(S) .00( ) 2.80( ) 3.11( ) 209.33 365.28 275.35 337.04 26.27(S) .00( ) 2.79( ) 3.09( ) 208.14 360.29 273.90 333.06 25.77(S) .00( ) 2.78( ) 3.07( ) 206.90 355.37 271.54 329.09 25.25(S) .00( ) 2.77( ) 3.05( ) 205.62 350.52 269.96 325.16 24.70(S) .00( ) 2.76( ) 3.04( > 204.30 345.77 267.51 321.30 24.14(S) .00( ) 2.75( ) 3.02( ) 202.95 341.10 265.81 317.48 23.57(S) .00( ) 2.74( ) 3.00( ) 201.56 336.55 263.31 313.80 22.98(S) .00( ) 2.73( ) 2.98( ) 200.13 332.16 261.48 310.40 22.37(S) .00( ) 2.72( ) 2.96( ) 198.66 327.97 258.88 307.04 21.75(S) .00( ) 2.70( ) 2.95( ) 197.15 323.91 256.94 303.56 21.11(S) .00( ) 2.69( ) 2.93( ) 195.60 319.86 254.29 300.03 20.45(S) .00( ) 2.68( ) 2.91( ) 194.04 315.79 252.28 296.46 19.79(S) .00( ) 2.67( ) 2.90( ) 192.04 311.71 249.53 292.86 19.12(S) .00( ) 2.65( ) 2.88( ) 189.93 307.61 247.23 289.21 18.45(S) .00( ) 2.64( ) 2.86( ) 187.81 303.49 244.15 285.49 17.77(S) .00( ) 2.62( ) 2.84( ) 185.70 299.32 241.58 281.65 17.10(S) .00( ) 2.61( ) 2.82( ) 183.60 295.09 238.41 277.71 16.43(S) .00( ) 2.59( ) 2.80( ) 181.50 290.79 235.80 273.74 15.77(S) .00( ) 2.58( ) 2.78( ) 179.41 286.51 232.64 270.10 15.11(S) .00( ) 2.56( ) 2.76( ) 177.34 282.43 230.03 266.87 14.45(S) .00( ) 2.54( ) 2.75( ) 175.28 278.61 226.91 263.54 13.79(S) .00( ) 2.53( ) 2.73( ) 173.23 274.88 224.25 260.05 13.14(S) .00( ) 2.51( ) 2.71( ) 171.19 271.16 221.09 256.79 12.49(S) .00( ) 2.49( ) 2.69( ) 168.94 267.53 218.39 253.68 11.85(S) .00( ) 2.48( ) 2.67( ) 166.23 264.01 215.10 250.47 11.21(S) .00( ) 2.46( ) 2.66( ) 163.57 260.51 212.06 247.21 10.59(S) .00( ) 2.44( ) 2.64( ) 160.94 256.98 208.43 243.86 9.97(S) .00( ) 2.42( ) 2.62( ) 158.36 253.38 205.20 240.34 9.37(S) .00( ) 2.40( ) 2.60( ) 155.82 249.68 201.44 236.71 3.60(I) .29(S) .61(S) 7.69(S) 3.60 30.68 27.49 26.88 3.60(I) .27(S) .61(S) 7.72(S) 3.60 30.22 27.44 26.97 3.60(I) .25(S) .60(S) 7.74(S) 3.60 29.40 27.41 27.06 3.60(I) .23(S) .60(S) 7.76(S) 3.60 28.56 27.41 27.22 3.600) .22(S) .60(S) 7.78(S) 3.60 28.09 27.43 27.35 3.60(I) .22(S) .60(S) 7.79(S) 3.60 27.84 27.46 27.45 3.60(I) .21(S) .61(S) 7.80(S) 3.60 27.71 27.50 27.52 3.60(1) .21(S) .61(S) 7.81(S) 3.60 27.65 27.54 27.57 3.60(I) .21(S) .61(S) 7.81(S) 3.60 27.63 27.57 27.59 3.60(I) .21(S) .61(S) 7.81(S) 3.60 27.63 27.60 27.60 3.60(1) .21(S) .61(S) 7.81(S) 3.60 27.63 27.61 27.59 3.60(1) .21(S) .61(S) 7.81(S) 3.60 27.64 27.62 27.57 3.600) .21(S) .61(S) 7.81(S) 3.60 27.64 27.62 27.54 3.60(I) .21(S) .61(S) 7.81(S) 3.60 27.64 27.61 27.51 3.60(1) .21(S) .61(S) 7.80(S) 3.60 27.63 27.59 27.46 3.60(1) .21(S) .61(S) 7.80(S) 3.60 27.61 27.56 27.41 3.60(1) .21(S) .61(S) 7.79(S) 3.60 27.59 27.53 27.35 3.60(1) .21(S) .61(S) 7.79(S) 3.60 27.56 27.49 27.29 3.60(1) .21(S) .61(S) 7.78(S) 3.60 27.52 27.44 27.22 3.60(I) .21(S) .60(S) 7.78(S) 3.60 27.48 27.39 27.15 3.60(I) .21(S) .60(S) 7.77(S) 3.60 27.43 27.33 27.08 3.60(I) .21(S) .60(S) 7.76(S) 3.60 , 27.37 27.27 27.02 3.60(1) .21(S) .60(S) 7.76(S) 3.60 27.32 27.22 26.99 3.60(I) .21(S) .60(S) 7.75(S) 3.60 27.26 27.17 26.96 3.60(I) .21(S) .60(S) 7.74(S) 3.60 27.21 27.12 26.93 3.60(1) .21(S) .60(S) 7.73(S) 3.60 27.16 27.08 26.90 3.60(1) .21(S) .59(S) 7.72(S) 3.60 27.12 27.04 26.86 3.60(1) .20(S) .59(S) 7.71(S) 3.60 27.07 26.99 26.82 3.60(I) .20(S) .59(S) 7.70(S) 3.60 27.03 26.95 26.78 3.60(1) .20(S) .59(S) 7.69(S) 3.60 26.99 26.91 26.74 3.60(I) .20(S) .59(S) 7.68(S) 3.60 26.95 26.87 26.70 3.60(I) .20(S) .59(S) 7.67(S) 3.60 26.91 26.83 26.66 3.60(I) .20(S) .59(S) 7.66(S) 3.60 26.86 26.79 26.61 3.60(I) .20(S) .59(S) 7.65(S) 3.60 26.82 26.75 26.57 3.60(1) .20(S) .58(S) 7.63(S) 3.60 26.78 26.70 26.52 3.60(I) .20(S) .58(S) 7.62(S) 3.60 26.74 26.66 26.47 3.60(1) .20(S) .58(S) 7.61(S) 3.60 26.69 26.61 26.42 3.60(I) .20(S) .58(S) 7.59(S) 3.60 26.65 26.57 26.37 11.15(S) 5.42 11.15(S) 5.41 11.14(S) 5.40 11.13(S) 5.39 11.12(S) 5.37 11.11(S) 5.36 11.09(S) 5.34 11.08(S) 5.32 11.06(S) 5.30 11.04(S) 5.27 11.01(S) 5.25 10.99(S) 5.22 10.96(S) 5.19' 10.94(S) 5.16 10.91(S) 5.13 10.88(S) 5.10 10.85(S) 5.07 10.82(S) 5.04 10.79(S) 5.00 10.76(S) 4.97 10.73(S) 4.94 10.70(S) 4.91 10.67(S) 4.88 10.64(S) 4.84 10.61(S) 4.81 10.58(S) 4.78 10.55(S) 4.74 10.52(S) 4.71 10.49(S) 4.68 10.46(S) 4.65 10.43(S) 4.61 10.40(S) 4.58 10.37(S) 4.55 10.34(S) 4.52 10.31(S) 4.49 10.28(S) 4.46 10.25(S) 4.43 10.22(S) 4.41 .12(S) 2.82 .11(S) 2.66 .09(S) 2.51 .08(S) 2.36 .07(S) 2.21 .06(S) 2.08 .05(S) 1.82 .04(S) 1.54 .04(S) 1.31 .03(S) 1.13 .03(S) .99 .02(S) .87 .02(S) .77 .02(S) .69 .02(S) .62 .01(S) .56 .01(S) .51 .01(S) .47 .01(S) .43 .01(S) .39 .01(S) .36 .01(S) .33 .01(S) .30 .01(S) .28 .01(S) .26 .01(S) .24 .01(S) .22 .00(S) .21 .00(S) .20 .00(S) .18 .00(S) .17 .00(S) .16 .00(S) .15 .00(S) .15 .00(S) .14 .00(S) .13 .00(S) .12 .00(S) .11 MMP-100.REP 25 January 1999 19 1(019 ' 8.77(S) .00( ) 2.37( ) 2.58( ) 3.60(I) .20(S) .58(S) 7.58(S) 10.19(S) .00(S) 5 35. 153.32 245.87 198.08 233.00 3.60 26.60 26.52 26.32 4.40 .11 8.18(S) .00( ) 2.35( ) 2.56( ) 3.60(I) .20(S) .58(S) 7.57(S) 10.16(S) .00(S) 5 40. 150.86 241.98 194.36 229.24 3.60 26.55 26.47 26.26 4.38 .10 7.61(S) .00( ) 2.33( ) 2.54( ) 3.60(I) .20(S) .58(S) 7.55(S) 10.13(S) .00(S) 5 45. 148.44 238.03 191.07 225.45 3.60 26.51 26.42 26.21 4.36 .10 ' 5 50. 7.04(S) 146.06 .00( ) 234.06. 2.31( 187.25 ) 2.52( ) 221.65 3.60(1) 3.60 .20(S) 26.46 .58(S) 26.37 7.54(S) 26.16 10.10(S) 4.35 .00(S) .09 6.48(S) .00( ) 2.29( ) 2.49( ) 3.60(I) .20(S) .57(S) 7.52(S) 10.07(S) .00(S) 5 55. 142.95 230.07 183.66 217.83 3.60 26.41 26.32 26.10 4.33 .09 5.94(S) .00( ) 2.26( ) 2.47( ) 3.60(1) .20(S) .57(S) 7.51(S) 10.04(S) .00(S) 6 0. 138.93 226.06 179.47 213.92 3.60 26.36 26.27 26.05 4.31 .08 ' 5.41(S) .00( ) 2.24( ) 2.45( ) 3.60(I) .20(S) .57(S) 7.49(S) 10.02(S) .00(S) McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE IN IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. ' (I) DENOTES GUTTER INFLOW IN (D) DENOTES DISCHARGE IN CFS CFS FROM DIVERTED SPECIFIED FROM THIS INFLOW HYDROGRAPH GUTTER (0) DENOTES STORAGE 1N AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 479 480 481 483 486 488 490 491 496 497 0 5. .00 .00 .00 .01 .04 .04 .00 .00 .02 .01 .00( ) .00( ) .00( ) .00( ) .00(S) .00(S) .00( ) .00( ) .00( ) .00( ) 0 10. .01 .01 .01 .03 .04 .08 .01 .02 .08 .03 0 15. .00( ) .11 .00( ) .19 .00( ) .09 .00(S) .08 .00(S) 1.10 .00(S) 2.18 .00( ) .05 .00( ) .05 .00(S) 9.65 .00( ) 1.35 .00(S) .00(S) .01(S) .02(S) .05(S) .11(S) .01(S) .01(S) .01(S) .01(S) 0 20. .26 .55 .22 .20 4.45 7.23 .07 .09 12.17 1.62 .01(S) .01(S) .02(S) .06(S) .21(S) .42(S) .02(S) .03(S) .04(S) .03(S) 0 25. .51 1.08 .44 .39 9.85 12.08 .11 .15 12.46 1.65 .03(S) .02(S) .05(S) .12(S) .48(S) .98(S) .03(S) .06(S) .15(S) .07(S) 0 30. 2.87 2.84 .86 .75 14.25 12.46 .19 .28 12.62 1.67 .05(S) .04(S) .10(S) .24(S) 1.00(S) 2.00(S) .07(S) .12(S) .43(S) .16(S) 0 35. 10.30 7.47 8.16 1.49 17.72 12.67 .35 .53 12.91 1.70 .07(S) .06(S) .18(S) .49(S) 2.03(S) 3.94(S) .14(S) .25(S) 1.03(S) .35(S) 0 40. 8.32 8.11 13.73 2.12 19.03 12.87 .47 .75 13.06 1.73 .07(S) .07(S) .21(S) .70(S) 3.12(S) 5.87(S) .19(S) .36(S) 1.52(S) .50(S) 0 45. 4.14 4.31 8.71 2.38 19.70 12.98 .50 .84 13.12 1.74 .06(S) .05(S) .18(S) .79(S) 3.79(S) 6.89(S) .21(S) .40(S) 1.68(S) .56(S) 0 50. 2.99 3.45 5.98 2.56 20.38 13.05 .71 .90 13.14 1.75 .05(S) .04(S) .17(S) .85(S) 4.20(S) 7.53(S) .22(S) .44(S) 1.77(S) .60(S) 0 55. 2.29 2.75 4.35 2.67 22.23 13.10 1.28 .95 13.16 1.75 .05(S) .04(S) .16(S) .89(S) 4.49(S) 8.03(S) .23(S) .46(S) 1.81(S) .62(S) 1 0. 1.81 2.13 3.22 2.74 23.86 13.14 1.30 .97 13.16 1.76 .05(S) .03(S) .16(S) .91(S) 4.68(S) 8.42(S) .23(S) .47(S) 1.82(S) .64(S) 1 5. 1.35 1.61 2.34 2.77 25.63 13.18 1.11 .99 13.15 1.76 .04(S) .03(S) .15(S) .92(S) 4.79(S) 8.72(S) .23(S) .48(S) 1.80(S) .65(S) 1 10. 1.02 1.20 1.96 2.78 26.57 13.20 .88 1.00 13.14 1.76 .04(S) .02(S) .15(S) .92(S) 4.84(S) 8.95(S) .22(S) .48(S) 1.77(S) .65(S) 1 15. .91 .96 1.81 2.77 26.84 13.22 .69 1.00 13.13 1.76 .04(S) .02(S) .14(S) .92(S) 4.86(S) 9.14(S) .22(S) .48(S) 1.72(S) .65(S) 1 20. .79 .83 1.64 2.75 26.72 13.24 .55 1.00 13.11 1.76 ' .04(S) .02(S) .14(S) .91(S) 4.85(S) 9.31(S) .22(S) .48(S) 1.67(S) .65(S) 1 25. .68 .71 1.47 2.73 26.35 13.25 .51 1.00 13.09 1.76 .03(S) .01(S) .13(S) .90(S) 4.83(S) 9.45(S) .22(S) .48(S) 1.61(S) .64(S) 1 30, 58 .03(S) .60 .01(S) 1.30 .13(S) 2.70 .89(S) 25.82 4.80(S) 13.27 9.58(S) .51 .22(S) .99 .48(S) 13.07 1.54(S) 1.76 .64(S) 1 35. .52 .51 1.16 2.67 25.21 13.28 .51 .99 13.05 1.76 .03(S) .01(S) .12(S) .88(S) 4.77(S) 9.69(S) .22(S) .48(S) 1.48(S) .63(S) 1 40. .50 .45 1.03 2.64 24.60 13.29 .51 .98 13.03 1.76 .03(S) .01(S) .12(S) .87(S) 4.73(S) 9.80(S) .21(S) .47(S) 1.41(S) .62(S) 1 45. .48 .40 1.01 2.60 24.02 13.30 .51 .97 13.01 1.75 .03(S) .01(S) .12(S) .86(S) 4.70(S) 9.91(S) .21(S) .47(S) 1.34(S) .62(S) MMP-100.REP 25 January 1999 20 Icc9 ' 1 50. .46 .36 .98 2.57 23.74 13.31 .50 .97 12.99 1.75 .03(S) .01(S) .11(S) .85(S) 4.67(S) 10.02(S) .21(S) .47(S) 1.27(S) .61(S) 1 55. .43 .32 .95 2.54 23.45 13.33 .50 .96 12.96 1.75 .02(S) .01(S) .11(S) .84(S) 4.63(S) 10.12(S) .21(S) .46(S) 1.20(S) .60(S) 2 0. .40 .28 .92 2.50 23.11 13.35 .50 .95 12.94 1.75 .02(S) .00(S) .11(S) .83(S) 4.59(S) 10.21(S) .21(S) .46(S) 1.13(S) .60(S) ' 2 5. 37 .02(S) .24 .00(S) .88 .10(S) 2.46 . .81(S) 22.75 4.55(S) 13.48 10.29(S) .50 .20(S) .94 .45(S) 12.91 1.05(S) 1.75 .59(S) 2 10. .34 .19 .84 2.41 22.36 13.59 .49 .93 12.89 1.75 .02(S) .00(S) .10(S) .80(S) 4.50(S) 10.35(S) .20(S) .45(S) .96(S) .58(S) 2 15. .31 .15 .80 2.37 21.95 13.68 .49 .92 12.86 1.74 .02(S) .00(S) .09(S) .78(S) 4.46(S) 10.41(S) .20(S) .44(S) .88(S) .56(S) ' 2 20. .28 .12 .76 2.32 21.55 13.76 .48 .91 12.84 1.74 .01(S) .00(S) .09(S) .77(S) 4.41(S) 10.45(S) .19(S) .44(S) .79(S) .55(S) 2 25. .25 .09 .72 2.28 21.16 13.83 .47 .90 12.79 1.74 .01(S) .00(S) .08(S) .75(S) 4.36(S) 10.50(S) .19(S) .43(S) .71(S) .54(S) 2 30. .23 .07 .68 2.23 20.91 13.91 .46 .88 12.74 1.74 .01(S) .00(S) .08(S) .74(S) 4.32(S) 10.54(S) .19(S) .43(S) .62(S) .53(S) 2 35. .20 .05 .65 2.19 20.72 13.97 .46 .87 12.68 1.73 .01(S) .00(S) .07(S) .72(S) 4.28(S) 10.58(S) .18(S) .42(S) .54(S) .52(S) 2 40. .18 .04 .61 2.14' 20.54 14.04 .45 .86 12.63 1.73 .01(S) .00(S) .07(S) .71(S) 4.24(S) 10.62(S) .18(S) .41(S) .45(S) .51(S) 2 45. .16 .02 .58 2.10 20.36 14.10 .44 .85 12.58 1.73 .01(S) .00( ) .07(S) .69(S) 4.19(S) 10.66(S) .18(S) .41(S) .36(S) .49(S) 2 50. .15 .00 .55 2.06 20.18 14.16 .44 .84 12.53 1.73 ' .01(S) .00( ) .06(S) .68(S) 4.15(S) 10.70(S) .17(S) .40(S) .28(S) .48(S) 2 55. .13 .01 .52 2.02 20.03 14.22 .43 .83 12.48 1.73 .01(S) .00( ) .06(S) .67(S) 4.12(S) 10.73(S) .17(S) .40(S) .19(S) .47(S) 3 0. 12 .00 .49 1.98 19,99 14.28 .42 12,42 1,72 ' .00(S) .00( ) .05(S) .65(S) 4.08(S) 10.77(S) .17(S) .82 .39(S) .11(S) .46(S) 3 5. .10 .01 .46 1.94 19.95 14.34 .42 .80 12.09 1.72 .00(S) .00( ) .05(S) .64(S) 4.04(S) 10.80(S) .17(S) .39(S) .02(S) .45(S) 3 10. .09 .00 .44 1.90 19.92 14.36 .41 .79 .05 1.72 .00(S) .00( ) .05(S) .63(S) 4.00(S) 10.81(S) .16(S) .38(S) .00(S) .44(S) ' 3 15. .08 .01 .41 1.86 19.88 14.32 .40 .78 .04 1.72 .00(S) .00( ) .05(S) .61(S) 3.97(S) 10.79(S) .16(S) .37(S) .00(S) .42(S) 3 20. .07 .00 .39 1.82 19.84 14.24 .40 .77 .04 1.71 ' 3 25. .00(S) .07 .00( ) .00 .04(S) .37 .60(S) 1.79 3.93(S) 19.80 10.74(S) 14.16 .16(S) .39 .37(S) .76 .00(S) .04 .41(S) 1.71 .00(S) .00( ) .04(S) .59(S) 3.89(S) 10.69(S) .16(S) .36(S) .00(S) .40(S) 3 30. .06 .00 .35 1.75 19.76 14.07 .38 .75 .03 1.71 .00(S) .00( ) .04(S) .58(S) 3.85(S) 10.64(S) .15(S) .36(S) .00( ) .39(S) 3 35. .05 .00 .33 1.71 19.72 13.98 .38 .74 .03 1.71 .00(S) .00( ) .04(S) .56(S) 3.81(S) 10.59(S) .15(S) .35(S) .00( ) .38(S) 3 40. .05 .00 .31 1.68 19.69 13.90 .37 .73 .03 1.70 .00(S) .00( ) .03(S) .55(S) 3.77(S) 10.54(S) .15(S) .35(S) .00( ) .37(S) 3 45. .04 .00 .29 1.65 19.65 13.81 .37 .72 .02 1.70 .00(S) .00( ) .03(S) .54(S) 3.73(S) 10.49(S) .14(S) .34(S) .00( ) .35(S) 3 50. .04 .00 .28 1.61 19.61 13.73 .36 .71 .02 1.70 .00(S) .00( ) .03(S) .53(S) 3.69(S) 10.44(S) .14(S) .34(S) .00( ) .34(S) 3 55. .03 .00 .26 1.58 19.57 13.65 .36 .70 .02 1.70 .00(S) .00( ) .03(S) .52(S) 3.65(S) 10.39(S) .14(S) .33(S) .00( ) .33(S) 4 0. .00 .00 .25 1.55 19.52 13.57 .35 .69 .02 1.70 .00( ) .00( ) .03(S) .51(S) 3.61(S) 10.34(S) .14(S) .33(S) .00( ) .32(S) 4 5. .00 .00 .23 1.52 19.48 13.48 .34 .68 .01 1.69 .00( ) .00( ) .02(S) .50(S) 3.57(S) 10.29(S) .13(S) .32(S) .00( ) .31(S) 1 4 10. .00 .00 .22 1.49 19.44 13.40 .34 .67 .02 1.69 .00( ) .00( ) .02(S) .49(S) 3.53(S) 10.24(S) .13(S) .32(S) .00( ) .30(S) 4 15. .00 .00 .21 1.45 19.40 13.33 .33 .66 .01 1.69 .00( ) .00( ) .02(S) .48(S) 3.49(S) 10.19(S) A RS) .31(S) .00( ) .28(S) 4 20. .00 .00 .20 1.43 19.36 13.33 .33 .65 .01 1.69 ' .00( ) .00( ) .02(S) .47(S) 3.45(S) 10.14(S) .13(S) .31(S) .00( ) .27(S) 4 25. .00 .00 .19 1.40 19.32 13.32 .32 .65 .01 1.68 .00( ) .00( ) .02(S) .46(S) 3.41(S) 10.10(S) .13(S) .31(S) .00( ) .26(S) 4 30. .00 .00 .18 1.37 19.28 13.32 .32 .64 .01 1.68 .00( ) .00( ) .02(S) .45(S) 3.37(S) 10.05(S) .12(S) .30(S) .00( ) .25(S) 4 ' 35. .00 .00 .17 1.34 19.23 13.31 .31 .63 .01 1.68 .00( ) .00( ) .02(S) .44(S) 3.32(S) 10.00(S) .12(S) .30(S) .00( ) .24(S) 4 40. .00 .00( ) .00 .00( ) .16 .01(S) 1,31 .43(S) 19,19 3.28(S) 13,31 9.95(S) .31 .12(S) .62 .29(S) .01 .00( ) 1,68 .23(S) 4 45. .00 .00 .15 1.29 19.15 13.30 .30 .61 .01 1.68 .00( ) .00( ) .01(S) .42(S) 3.24(S) 9.90(S) .12(S) .29(S) .00( ) .21(S) 4 50. .00 .00 .14 1.26 19.11 13.30 .30 .60 .01 1.67 .00( ) .00( ) .01(S) .41(S) 3.20(S) 9.85(S) .12(S) .28(S) .00( ) .20(S) ' 4 55. .00 .00 .13 1.23 19.07 13.29 .29 .59 .01 1.67 .00( ) .00( ) .01(S) .40(S) 3.16(S) 9.81(S) .11(S) .28(S) .00( ) .19(5) ' MMP-100.REP 25 January 1999 21 Inn I L 1 5 0. .00 .00 .13 1.21 .00( ) .00( ) .01(S) .39(S) 5 5. .00 .00 .12 1.19 .00( ) .00( ) .01(S) .39(S) 5 10. .00 .00 .11 1.16 .00( ) .00( ) .01(S) .38(S) 5 15. .00 .00 .11 1.14 .00( ) .00( ) .01(S) .37(S) 5 20. .00 .00 .10 1.11 .00( ) .00( ) .01(S) .36(S) 5 25. .00 .00 .09 1.09 .00( ) .00( ) .01(S) .36(S) 5 30. .00 .00 .09 1.07 .00( ) .00( ) .01(S) .35(S) 5 35. .00 .00 .08 1.05 .00( ) .00( ) .01(S) .34(S) 5 40. .00 .00 .08 1.03 .00( ) .00( ) .01(S) .33(S) 5 45. .00 .00 .07 1.01 .00( ) .00( ) .00(S) .33(S) 5 50. .00 .00 .07 .99 .00( ) .00( ) .00(S) .32(S) 5 55. .00 .00 .07 .97 .00( ) .00( ) .00(S) .31(S) 6 0. .00 .00 .06 .95 .00( ) .00( ) .00(S) .31(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 19 27 29 31 36 41 42 43 72 75 88 92 93 124 166 167 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 329 330 331 341 357 358 360 362 363 364 366 370 371 372 373 374 393 394 470 471 472 474 477 479 480 481 483 486 488 490 491 496 497 19.03 13.29 .29 .59 .01 1.67 3.12(S) 9.76(S) .11(S) .28(S) .00( ) .18(S) 18.99 13.28 .28 .58 .00 1.67 3.08(S) 9.71(S) .11(S) .27(S) .00( ) .17(S) 18.95 13.28 .28 .57 .01 1.66 3.05(S) 9.66(S) .11(S) .27(S) .00( ) 16(S) 18.91 13.27 .28 .56 .00 1.66 3.01(S) 9.61(S) .11(S) .26(S) .00( ) .15(S) 18.88 13.27 .27 .56 .01 1.66 2.97(S) 9.56(S) .10(S) .26(S) .00( ) .13(S) 18.84 13.26 .27 .55 .00 1.66 2.93(S) 9.51(S) .10(S) .26(S) .00( ) .12(S) 18.80 13.26 .26 .54 .01 1.66 2.89(S) 9.46(S) .10(S) .25(S) .00( ) .11(S) 18.76 13.25 .26 .53 .00 1.65 2.85(S) 9.41(S) .10(S) .25(S) .00( ) .10(S) 18.72 13.24 .25 .53 .01 1.65 2.82(S) 9.36(S) .10(S) .25(S) .00( ) .09(S) 18.68 13.24 .25 .52 .00 1.65 2.78(S) 9.31(S) .09(S) .24(S) .00( ) .08(S) 18.65 13.23 .25 .51 .01 1.65 2.74(S) 9.26(S) .09(S) .24(S) .00( ) .07(S) 18.61 13.23 .24 .50 .00 1.64 2.70(S) 9.21(S) .09(S) .24(S) .00( ) .05(S) 18.57 13.22 .24 .50 .01 1.64 2.67(S) 9.16(S) .09(S) .23(S) .00( ) .04(S) McCLELLANDS BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 2 216.4 .1 29.4 2 15, 4 103.6 2.8 1 15. 6 163.5 3.5 0 55. 7 111.3 .9 0 40. 8 142.7 3.3 0 40. 9 9.2 .5 0 45. ' 10 35.9 .7 0 40. 11 12.0 .4 1 25. 12 82.5 .9 0 40. 13 39.3 .7 0 45. ' 15 5.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. 20 99.3 2.6 0 45. ' 21 68.4 .9 0 40. 22 131.3 2.8 0 50. 23 6.8 .4 0 45. ' 24 25 27.5 .3 .6 .2 0 40. 1 50. 26 70.8 4.0 1 10. 27 61.4 .1 2.1 1 5. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 43.6 1.9 1 5. 32 4.6 .4 1 55. MMP-100.REP 25 January 1999 22 11 1 11 J 1 I r 33 33.4 .6 0 40. 35 37.9 .7 1 0. 36 25.5 1.5 0 35. 38 39 68.8 62.7 2.3 2.2 1 1 5. n. 0. II.S)`tPn��rtY� ��I� =��-TC.FS 41 61.2 2.6 1 5. 42 70.8 2.2 1 10. 43 131.3 .1 0 50. 44 59.3 1.4 0 45. 50 359.4 2.4 0 45. 51 303.1 2.3 0 50. 72 23.8 1.6 1 10. 73 46.7 .5 0 40. 74 5.4 .3 2 25. 75 160.7 2.4 0 35. 76 43.2 1.8 0 45. 82 3.1 .2 0 40. 83 21.0 1.0 1 10. 84 52.0 .5 0 35. 85 36.8 .5 0 40. 88 179.2 3.0 0 35. 89 12.7 1.1 0 40. 90 2.2 .2 1 5. 91 15.0 1.3 1 30. 92 12.2 1.0 0 35. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. 102 521.9 (DIRECT FLOW) 1 20. 116 217.6 2.9 2 20. 124 15.9 1.0 1 10. 140 226.9 2.9 2 20. 166 24.7 .1 2.1 1 0. 167 24.7 1.7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1.9 1 10. 170 26.4 1.7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. 175 34.6 1.6 1 30. 176 2.7 .1 2.1 1 55. 177 54.1 2.0 1 30. 178 16.7 .1 4.7 1 25. 179 16.8 1.6 0 35. 180 47.5 .1 4.1 1 15. 201 47.7 (DIRECT FLOW) 0 35. 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. 209 285.2 (DIRECT FLOW) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 28.5 (DIRECT FLOW) 0 35. 216 5.9 (DIRECT FLOW) 0 35. 217 15.0 .1 1.4 2 5. 218 15.9 .1 3.4 1 10. 219 140.4 (DIRECT FLOW) 0 35. 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 270 23.8 (DIRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 54.1 1.9 1 5. 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. 315 1.1 .1 .9 2 0. 320 22.0 1.0 0 40. 321 7.0 .1 3.4 2 30. 322 11.1 .1 2.2 1 25. 323 11.1 .4 1 30. MMP-100.REP 25 January 1999 1�2 23 ' 324 58.9 1.7 0 35. 325 117.0 2.4 0 35. 326 114.0 2.5 0 35. 327 115.4 2.4 0 40. 328 33.0 2.0 0 35. 329 139.1 2.5 0 40. 330 331 5.0 66.6 .1 1.7 1.8 1 0 15, 35. 340 2.1 (DIRECT FLOW) 0 15. 341 101.2 2.8 1 20. 357 300.0 2.9 1 45. 358 300.2 3.5 1 50. 359 300.3 2.9 1 50. 360 300.3 3.5 1 50. 361 304.1 2.9 1 55. 362 363 305.5 307.6 2.9 3.0 1 1 55. 50. 364 406.2 3.4 1 25. 365 47.8 2.1 0 55. 366 445.4 3.6 1 20. 367 465.7 5.2 1 20. ' 368 486.1 4.4 1 25. 370 3.9 .1 .8 1 10. 371 1.4 .1 .3 1 15. 372 16.3 .1 .3 0 45. ' 373 130.5 .1 11.5 1 10. 374 7.2 .1 1.7 1 25. 391 8.5 1.1 1 35. 392 9.6 .5 1 25. ' 393 9.6 .1 2.6 1 20. 2.4 1 20. 395 3.6 (DIRECT FLOW) 0 35. 470 43.6 .1 1.0 1 0. 471 51.9 .1 .9 0 45. ' 472 27.6 .1 7.8 3 10. 474 5.4 .1 11.2 2 20. 477 59.1 .1 .4 0 40. 479 480 10.3 8.1 .1 .1 .1 .1 0 0 35. 40. 481 13.7 .1 .2 0 40. 483 2.8 .1 .9 1 10. 486 26.8 .1 4.9 1 15. 488 14.4 .1 10.8 3 10. 490 1.3 .1 .2 1 0. 491 1.0 .1 .5 1 15. 496 13.2 .1 1.8 1 0. ' 497 570 1.8 72.9 .1 (DIRECT .6 FLOW) 1, 0 10. 35. 571 91.9 (DIRECT FLOW) 0 35. 572 241.3 (DIRECT FLOW) 0 35. 574 377.6 (DIRECT FLOW) 0 35. 576 55.8 (DIRECT FLOW) 0 45. ' 577 60.5 (DIRECT FLOW) 0 35. 582 8.3 (DIRECT FLOW) 0 35. 583 23.8 (DIRECT FLOW) 1 10. 584 26.8 (DIRECT FLOW) 1 15. 586 217.6 (DIRECT FLOW) 0 35. 588 382.9 (DIRECT FLOW) 0 35. 673 5.8 (DIRECT FLOW) 1 15. 682 6.4 (DIRECT FLOW) 0 35. 683 1.8 (DIRECT FLOW) 0 35. ' 684 21.0 (DIRECT FLOW) 1 10. ENDPROGRAM PROGRAM CALLED f ' MMP-100.REP 25 January 1999 24 1-7--� lOO r `mil 2 1 1 2 3 4 ' WATERSHED McCLELLANDS 0 BASIN REGIONAL MODEL (UPDATED FOR POUDRE VALLEY HOSPITAL) JAN 1999 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 72 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 1 80 60 8 6 313057.12 1150 8.95 40 .01 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 ' 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE ' 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 k___ 360 36 3223 2,37 ---- _---- _______ 87 .02 ... _______________________________________ * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 ' 1 1 207 208 176 178 100013.80. 95033.61 57.0235 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 ' 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 * ----------------------------------------------------------------------- 216 327 1400 0.96 90.0060 ' * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 4311530,21 45,0077 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 ' * SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 ' 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 1 316 317 39 394 192467.00 15n717_:n 2.0.017 57 n n14n 0.3 n i 11 i-74 C t 1 * ----------------------------------------------------------------------- 318 393 169919.50 47.0.0150 0.3 * ALL FOLLOWING SUBBASINS ARE FROM G80 1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION SUBBASINS BTWN STETSON CREEK 8 CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 * G80 SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 ' ----------------------------------------------------------------------- * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * 'WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018' 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 * ----------------------------------------------------------------------- 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .0018 * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE 8 ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 27 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 396 397 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 I -7S 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH & 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 1-7(m 11 0.00 0. 0.01. 1.57 0.05 1.61 0.36 1.67' 0.67 1.73 0.84 1.76 ' 5811 * HARMONY 488 0 3 CENTRE DETENTION .1 1. POND RATING CURVE WAS COMPILED FROM THE * RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY * INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 488 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 ' 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 1 1. ' 683 0 3 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. ' 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. * PIER DETENTION POND ' 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 72 572 0.3 0 5 .1 3. 1. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 ' 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. ' 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. ' 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. ' 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. ' 6.95 571 471 24. 0 3 7.76 .1 1. 27. 8.04 30. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. ' 470 31 6 2 .1 1. .1 1 11 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. * END OF LIDSTONE 0 31 8 ANDERSON 275 0 2 3 INSERT UPSTREAM OF LEMAY 108 0.0075 AVENUE 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 0.0 116 12 2 0.0 0.1 0.00 77 0.007 2.30 0.02 16.06 0.013 0.11 0.1 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 * 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 * -------------------------------------------•--------------------------- ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. ' * POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0,0070 0 0 0,013 2,27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 ' * FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 * POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2,25 75 0.0211 0 0 0,013 2.25 ' 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 * POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 178 2.56 ' 0 177 1 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 ' 2.64 4.13 6.5 15.5 2.80 4.68 6.7 16.8 2.99 4.91 12.3 17.3 3.35 13.4 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 ' * FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 ' * 0 CE 323 324 0 1 324 MODELED USING 0 HGL AS 1500 0.0142 SLOPE 50 0 0.016 1.50 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 * CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 ' 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 * CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 ' 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 * CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 * CE 331 MODELED USING HGL AS SLOPE ' 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 * POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 ' 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 1 I 1 1 1 1 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 * ----------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. * CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 860 0.0050 4 4 0,035 3_50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 1.119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 * ----------------------------------------------------------------------- * THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE * POND 393 WITHIN BASIN 318 0 393 392 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 392 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 * POND 394 WITHIN BASIN 317 0 394 391 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99- 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 8.96 3.54 9.46 0 391 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 * ----------------------------------------------------------------------- * ALL FOLLOWING CONV. ELEMENTS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK & CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 . 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 1�79 .i ' 29.0 1960 0.010 25 100 0.045 10.0 * CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE ' * * * 0 102 ----------------------------------------------------------------------- 103 0 5 4.5 29.0 50 50 0.005 0.005 25 100 0.024 0.018 5.6 10.0 * SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. ' 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. ' 210 309 309 140 0 3 14 2 .1 .1 1. 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92' 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 ' 215 315 0 3 .1 1. 315 216 5 2 .1 1. 1 0.0 0.0 0.08 0.5 0.34 0.75 0.86 1.0 1.21 ' 116 036 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 357 0 1 10. 700. .003 4. 4. .035 5. 219 224 0 3 .1 1. 22424 218 0 3 .1 1. ' 218 124 8 2 .1 1. .1 0.0 0.0 0.07 4.0 0.24 6.0 0.52 8.0 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 217 0 3 .1 1. 217 357 8 2 .1 1. 1 0.0 0.0 0.04 4.0 0.12 6.0 0.24 8.0 0.45 330 357 10.0 7 2 0.73 .1 1. 12.0 1.16 14.0 1.72 16.0 1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 0 20 470 471 472 474 477 479 480 481 483 486 488 490 491 395 496 497 2 357 366 102 ' ENDPROGRAM I 1 1 I I I WEIR ANALYSIS I 1 I I I I I 1 WEIR394.OUT Jan Ilfh Iggj L'A3obc\ss2.3-001\17rn-'n49c\ P4p\A/ew\We;r3g4,06,t The Sear -Brown Group WEIR SECTION FLOW DATA Emergency Overflow for Pond 394 WEIR COEF. 7 3.367 STA ELEV See .4fpendtk �or CQlctil.1 '1045 ----- ----- ' Gi4d Coe�Fi�ieA}S 0.0 4950.11 4.0 4950.11 8.0 4949.11 38.0 4949.11 42.0 4950.11 46.0 4950.11 ELEVATION DISCHARGE (feet) (cfs) 4949.11 0.0 4949.21 3.2 4949.31 9.2 4949.41 17.1 4949.51 26.6 4949.61 37.5 4949.71 49.7 4949.81 63.2 4949.91 77.8 4950.01 93.7 <-- g5.LiA , 4950.11 110.7 s?q.Cwes A A _ (0, 4150,11) (4, 4150,11) (42, 4950.11) (46, 41 11) (B, 49`1`1.11) (3g•i �tq'iq,ll) Page 1 182 WEIR393 .OUT San 27f-h U,1 306SN g23-001\ Dr,;ee,e\ Pdp�/l/ew\Ive;r. The Sear -Brown Group WEIR SECTION FLOW DATA Emergency Overflow for Pond 393 WEIR COEF. 3.367 dye\ 0.0 4.0 8.0 33.0 37.0 41.0 ELEVATION (feet) 5055.50 5055.60 5055.70 5055.80 5055.90 5056.00 5056.10 5056.20 5056.30 5056.40 5056.50 (015056.5) ELEV 5056.50 5056.50 5055.50 5055.50 5056.50 5056.50 �= 3,367 , L , h3iZ See. AppoJ IX -ro r ejuq 1; 0ns 1W GoCI't ieienfs DISCHARGE (cfs) 0.0 2.7 7.7 14.3 22.3 31.5 41.8 53.3 65.8 79.3 /• 93.9 (4, 5056, 5) (37,5056•5) (41) 5056,5% 25 (S , 5055.5) (33, 5055.5) Page 1 [_I ri 1 1 I 1 1 I 1, 1 EROSION CONTROL CALCULATIONS M- The Sear -Brown Group I 11 I t' RAINFALL PERFORMANCE STANDARD EVALUATION #823-001 Project: Poudre Valley Hospital Harmony Campus STANDARD FORM A Calculated By: tld, asg Date: 01/28 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft % ft 1 moderate 2.32 660 0.6 14.8 0.0 2 moderate 3.58 930 0.5 32.1 0.0 3 moderate 2.79 1030 1.3 27.7 0.0 4 moderate 1.45 736 3.9 10.3 0.1 5 moderate 1.72 350 2.3 5.8 0.0 6 moderate 2.54 670 2.4 16.4 0.1 7 moderate 0.63 367 1.3 2.2 0.0 8 moderate 0.43 256 1.3 1.1 0.0 9 moderate 0.44 150 1.8 0.6 0.0 10 moderate 0.76 378 3.2 2.8 0.0 11 moderate 1.09 312 3.7 3.3 0.0 12 moderate 0.53 115 2.0 0.6 0.0 13 moderate 0.53 115 2.0 0.6 0.0 14 moderate 1.11 250 2.0 2.7 0.0 15 moderate 1.27 306 1.4 3.7 0.0 16 moderate 0.86 235 1.0 1.9 0.0 17 moderate 1.46 310 2.0 4.4 0.0 18 moderate 2.74 650 2.2 17.2 0.1 19 moderate 0.56 170 1.1 0.9 0.0 19A moderate 0.52 170 1.4 0.9 0.0 20 moderate 4.46 250 1.0 10.7 0.0 ,21 moderate 1.17 565 1.3 6.4 0.0 22 moderate 1.69 250 1.5 4.1 0.0 23 moderate 0.81 475 1.0 3.7 0.0 24 moderate 3.34 575 0.6 18.5 0.0 25 moderate 4.58 500 0.6 22.1 0.0 26 moderate 9.09 700 1.8 61.3 0.2 27 moderate 9.42 950 2.4 86.2 0.2 28 moderate 13.13 900 1.9 113.8 0.2 29 moderate 14.82 1000 1.3 142.8 0.2 30 moderate 7.07 2000 0.7 136.2 0.0 31 moderate 5.46 950 0.8 50.0 0.0 32 moderate 1.43 570 0.5 7.9 0.0 Total 103.80 17845.00 52.96 813.4 1.5 79.4 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) _ (2.32 x 660 + ... + 3.58 x 930)/ 103.80 813.4 ft Sb = sum(AiSi)/sum(Ai) _ (2.32 x 0.57 +... + 3.58 x 0.55)/ 103.80 1.5 % PS (during construction) = 79.4 'S (after construction) = 79.4/0.85 = (from Table 8A) 93.4 1 The Sear -Brown Group ' EFFECTIVENESS CALCULATIONS '+823-001 [1 I 1, I rl r i I C� oject: Poudre Valley Hospital Harmony Campus STANDARD FORM B .alculated B : lid aso Date: 0128 Erosion Control C-Fac(OIP-Factor Comment Number MethoO Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 4 SedlmenVBasln Trap 1 0.5 8 Sift Fence Barrier 1 0.5 9 AsphaWCuncrem Pavement 0.01 1 14 Established Grass Ground Cover -50% 0.08 1 18 Establ¢ned Grass Ground Cover - 90% 0.025 1 19 EsMbl4heo Grass Ground Cover- 100% 0.02 1 38 Gravel Mulch 0.05 1 SUB PS AREA BASIN %(act Site 79.4 101150 SUB SUB AREA Practice C' A P • A Remarks BASIN AREA ac DURING CONSTRUCTION 1 Llindscaping 0.78 3 0.78 0.70 Bare Soil- Rough Irregular Surface 1 Roadway 1.54 38 0.08 1.54 GmvelM.Ich 2 Landscaping 1.65 3 1.65 1.49 Bare Sall- Rough Irregular Surface 2 Roadway 1.93 38 0.10 1.93 Gravel Mulch 3 Landscaping 1.04 3 1.04 0.04 Bare Soil- Rough Irregular Surface 3 Roadway 1,75 38 0.09 1.75 GravelMulch 4 Landsuping 0.45 3 0.45 0,41 Bare Soil- Rough Irregular Surface 4 Roadway 1.00 38 0.05 1.00 GravelMulm 5 Landscaping 0.37 3 0.37 0.33 Bare Sail - Rough Irregular Surface 5 Parking Lot 1.35 38 0.07 1.35 Gravel Mulch 6 Landscaping 0.72 3 0.72 0.85 Bare Soil- Rough Irregular Surface 6 Roadway/Parking Lot 1.82 38 0.09 1.82 Grave,Mulch 7 Landsuping 0.12 3 0.12 0,11 Bare Soil- Rough Irregular Surface 7 Parking Lot 0.51 38 0.03 0.51 Gravel Mulch 8 Landscaping 0.11 3 0.11 0.10 Bare Soil - Rough Imeguar Surface 8 Parking Lot 0.32 38 0.02 0.32 Gravel Mulch 9 Landsuping 0.13 3 0.13 0.12 Bare Soil - Rough Irregular Surface 9 Parking Lot 0.31 38 0.02 0.31 GmvNMulch 10 Landscaping 0.15 3 0.15 0.14 Bare Sail- Rough Irregular Surface 10 Roadway/Parking Lot 0.61 38 0.03 del Gravel Mulch 11 Landsuping 0.27 3 0.27 0,24 Bare 5011- Rough Irregular Surface 11 Roadway/Parking Lot 0.82 38 ON 0.62 Gravel Mulch 12 Building 0.53 9 0.01 0.53 Asphalt/Concrete Pavement 13 Building 0.53 9 0.01 0.53 AsphaNConcrem Pavement 14 Building 1.11 9 0.01 1.11 AspharnConcrete Pavement 15 Landscaping 0.32 3 0.32 0.29 Bare Soil - Rough Irregular Surface 15 Parking Lot 0.95 38 0,05 0.95 Gravel Mulch 16 Landscaping 0.15 3 0.15 OA4 Bare Soil- Rough Irregular Surface 16 Parking Lot 0.71 38 0.04 0.71 Gravel Mulch 17 Landscaping 0.45 3 0.45 0.41 Bare Soil- Rough Irregular Surface 17 Roadway/Parking Lot 1.01 38 0,05 1.01 Gravelloulch 18 Landsuping 1.06 3 1.06 0.95 Bare Soil - Rough Irregular Surface 18 Roadway/Parking Lot 1.68 38 0.06 1.68 Gravel Mulch 19 Landsuping 0.19 3 0.19 0.17 Bare Soil- Rough Irregular Surface 19 Roadway 0.37 38 0.02 0,37 Gravel Mulch 19A Landscaping 0.15 3 0.15 0.14 Bare Soil- Rough Irregular Surface 19A Roadway 0.37 38 0.02 0.37 Gravel Mulch 20 Landsuping 4.46 3 4.46 4.01 Bare Soil- Rough regular Surface 21 Landsuping 0.47 3 0.47 0.42 Bare Soil- Rough Irregular Surface 21 Roadway 0.70 38 0.04 0.70 Gravel Mulch 22 Landscaping 1.69 3 1.69 1.52 Bare Soil- Rough Irregular Surface 23 Landscaping 0.59 3 0.59 0.53 Bare Soil- Rough Irregular Surface 23 Roadway 0.22 38 0.01 0.22 GravNMukh 24 Landscaping 2.26 3 2.26 2,03 Bare Soil - Rough Irregular Surface 24 Roadway 1.08 38 0.05 1.08 Gravel Mulch 25 Landscaping 4.58 19 0.09 4.58 Estadshed Grass Ground Cover- 100% 26 Landscaping 9.09 19 0.18 9,09 Estalthhed Grass Ground Cover-100% 27 Landscaping 9.42 18 0.24 9,42 ESWI%shea Grass Grouts Cover- 90% 28 Landscaping 13.13 19 0.26 13.13 Established Grass Ground Cover- 100% 29 Landscaping 13.88 18 0.35 13,88 Established Grass Gmund Cover- 90% 29 Roadway 0.94 38 0.05 0.94 Gravel Mulch 30 Landscaping 7.07 18 0.18 7.07 Establbhed Grass Ground Cover-90% 31 Landscaping 5.46 18 0.14 5,46 Establbhed Grass Ground Cover- 90% 32 Landscaping 0.68 18 0.02 0.68 Established Grass Gmun i Cover- 90% 32 Roadway 0.75 38 0.04 0,75 Gravel Mulch Chet = (1.54xO.05+._+0.75xO.O5Y1.S4 = 0.19 Prot = 11.54xl.00+..!0.75xl.00Y1.54 - 0.98 EFF = (1-C'P)100 = (1-0.19.0.98)100 - 80.98 > 79.4 (PS) I The Sear -Brown Group "923-001 1 I i I �i r I i I EFFECTIVENESS CALCULATIONS oject: Poudre Valley Hospital Hamlony Campus STANDARD FORM B .:alculated It 6 I IThe Sear -Brown Group I I C EROSION CONTROL CONSTRUCTION SEQUENCE NGJ-VV I Project: Poudre Valley Hospital Harmony Campus STANDARD FORM C Calculated By: tld, asa Date: 01/28 ENCE FOR 1998 ONLY to by use of a bar line or symbols when erosion control measures will be installed. modifications to an approved schedule may require submitting a new schedule for ial by the City Engineer. 1999 EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Gravel Mulch VEGETATIVE: Permanent Seed Planting in swales and ponds Sod Installation N etti ngs/Mats/Blankets STRUCTURES: INSTALLED BY _ MAINTAINED BY VEGETATION/MULCHING CONTRACTOR _ DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS C 2000 I E IThe Sear -Brown Group 1 [1 I I 1' I I n I 1 EROSION CONTROL COST ESTIMATE Project: Poudre Valley Hospital Harmony Campus #823-001 Prepared By.- tld, asg Date: 01/28 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 47.32 ac $531 $25,127 See Note 1. Subtotal $25,127 Contingency 50% $12,563 Total $37,690 " THE AREA USED FOR COST DOES NOT INCLUDE BASINS 25-29,31 B/C THEY WILL BE MOSTLY UNDISTURBED Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes PER BOB ZACKLEY, THIS SECTION IS NO LONGER REQUIRED Subtotal $0 Contingency 50% $0 Total $0 Total Securi $37,690 1 I 11 ' a U z z H a a o U E a 0 W a w z H I g I I I o D,D1o00 O vvinmm In mOmCID m 0 olo+rna,000000 . . . . . . . . . . o vvvvinlnLnInLnln v OOmmOmOOmm O OONONc,0%0%ON0%01rncMrn000 O vvvvvvvvvvvvinlnln M m m m m co 0 0 m m m co 0 0 0 m o n. a0 m. mo10.o+a10.10.+ofo.0.10+0. 0+0101D o, . o v v v v v v v v v v v v v v v v v v v v N COCO m CO CO CO m m CO CO CO CO m CO m m m m CO 0 O 9 sI 11010 1Onnnl�t�nrr n1 n1 mmmm00 . .......................... O vvvd'vvvvvvvvvvvvvvvvvvvvvv r mmmmmmmmmmCOmmmmmmmmmmmmmmm 0 COMVInInlnwowo1o10wow0nnnrnnnnnnOOm . 01 Mv v vv v v v v v v vv v v v v v v v v v v v v v m Omm m co Do m co m m OD m m m 0 0 0 co m m O O wD 0 N M v v In In In In m 1D 1D %D %0 b O 1D %0 %0 n n l` n n n . . . . . . . . . . . . . . . . . O Mom' v v v v d'; 4 v v v v v v v q;; v v v 4; v 4; mmOmmmmmOmmmmCID O00OmmmmCID OCID mm o v 01 rI N M M v v v v In In In In In In In In In 10 %0 wD %0W W n . .. . ... ... ... n Menvvvvvv�rvv�rvvvvvvvvvvvvvv m0000CID OmOmmmmO00CID OmOmmmmmmmm O O tD m O rl rl N N M M M M v d' V' d' s!' d' d' O In In Uf O O ......... ...... .. . .. O MMMvvvvvvvvv�'vvvavvvvc�'v �'�' mcOCOCococommmcommmmmmmmmmmmmmmm O lnNlnnm0100ri.-1 eiNNMNNmmmmm vvlev . . .. ..... ............... In N M M M M M V O m m m m 00 CO CO C0 0D m CO m O O m O O m m m O 0 0 m 0 0 .-Im.-qM�rinl 0wtl nnmmmmmcoMON 00000 . .......................... d' NNe'1C'1MMMMMMMMMMMMMMMMMV'd's!'d'V' eoaOmcoCotococOaoCocommmmmmmmmmmmmmm o eD In m o rl N M v v In In In 10 ID wD 1D wD n n n n m m m m m . . . . . . . . . . . . . . . . . . . . . . . . . . . aP 4 N N M M M M M M M M M M M M M M M M M M M M M M M m m CO CO CO CD CO CO CO m m O m m m m O m m m O O m O O m In r1r4Onm00rINN M MMvvv10vmIA00w 0nn . . . . . . . . . . . . . . . . . . . . . . . . . . . M rINNNNC1 N1 e7MM MMMMMMMMMMMMMMMM CO m m m O m m O O m m O O m m m m 0 m m m m O m m 0 O MN1Dm0\OrINNMMMd �vsTd V InlnIn111wDwDwD10 M O.-1 rl ei rlNNNNNN NNNNNNNNNNNNNNN tOCOmC000aomoDODeOm mmmmmmmmmmmmmmm In In InoINMVlnlonnnC mC!C! 1C1C, 01000000 . .......................... N 01 OOrIrIrlrlrlrlrlrl eirirlrlr{rlrir{.-{NNNNNN ncomOmcoaocoCococoaoCommmmmmmmmmmmm . d In OMIn wDm 000rl rl rl e-INNNNMMMMMM . . . . . . . .. . . . . . . . . . . . . . . . . N moo OOOoOOrlH HHHHHHHH44rIr1444 n n m m m O m O m m m w O m m m O m m O m m O m 0 0 In m N m rl" m n n m m 01 o O ri H HrI rI N N N mmm MM rl 10 0 0 01 01 01 C1 01 01 01 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 nrnnnnnnnnncommmmmmmmmmmmmm 0 w0M o er n m o rI N M M v v In In In In to o o wo n n w eDo . . . . . . . . . .� voo wel`n. No n, m* oom. mo moom. oocoCommmmmmmcomm nnnnnnn�nnnnnnnnnnnnnnrnnn In O10 vwDnmmnnnlo 10 IO InvvMMNN0110 V'e-1011D . . . . . . . . . . . . . . . . . . . . . . . . O ONNNNNNNNNNNNNNNNNNN.-irleiri00 nrnnnnnnnnnnrrnnnnnnnnnnnr x 3E+-- o0000000000000000000000000 O C E 00000000000000000000000000 azw rINMV In10nm010riNMV 0wonwm000m0m0 w a rt rt rr rI rt rl r♦ r+ rr ei N N M M v v In I! MARCH 1991 _ L70 9 4 DESIGN CRITERIA Poudre Valley Hospital 823-001 December 5, 1998 • I -t .. Pond 394 Sed T = Total cubic yards of sediment anticipated during the 10 year event from bare ground. Sed T = (0.74)(Loading Ratio for bare ground conditions)(Drainage Area)' 12 Loading Ratio: 1. Moderate Rainfall 2. Avg. Length = 645 ft. 4.8 ' Found using Table 8-A 3. Avg. Slope = 1.4% Drainge Area: Basins 3,4,5,6,7,8,9,10,11,13,30,31,32,33 Area = 17.27 ac. Sed T = (0.74)(4.8)(17.27)t 12 Sed T = 86.35 yd3 2331.33 ft3 Approximately grade temporary sediment trap to the following dimensions: Length: 34 ft Width: 35 ft Depth: 2 ft L:\JOBS\823-001\DRAINAGE\PDP\New Folder\[sediment.xls]Pond 394 r� r r r r r In I_Z C O ' J W Z O N I I I I I I I I I Ln N O N Ln C .-r Ln O I C Q m C q t0 I; I I' 11 1 1 I 1 I 1 1 I I 1 I t I I I I M C t O t 0 n 1 I I 1 1 I I I 1 1 1 I I I 1 I 1 1 1 I 1 I C 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t I C%0 C1 to Li: C't0("1QNq 11 1 I 1 I 11 I 1 I 1 I I I 1 I C< C) N C, L7 C Lo 01 M t D 1 I 1 I I I I I 1 1 1 I I 1 I 1 1 NMQCLn IC �ot0 r-rl I I I I I I I I I I I I I I I I I C 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I C L n L P) CO.- I g C 1 p M t D q p km C O k.0 I I I I I I I I I 1 1 1 C Lo •--• t0 c. r� O M Ln r� 0: •••1 M Ln to 1 1 I i 1 1 I I 1 I 1 1 • eH N N M Cl) M< C<< Q Ln Lo Lo Lo I I I 1 I I 1 I 1 1 1 I C 1 1 I Cn� q Ol r� M r\ M.r ...I .r O CO ID M O roc G Lr) I I I I I 1 I C •.--1 Cl) Lo r\ C) c. M<Lo tD tD r,- q C101 C Hr 1 1 I 1 1 1 • C1 r•+."+ .-+ r• N N N N N N N N N N N M M m 1 1 I 1 I 1 1 1 C o1 11, N M Ln c to Ln Oi .-, O r�NLnq mgr\Ln Cq me cc .+ I C . C; C'-I.-IN NM 1 Lr-r\ tD 0. cc r` . Q co•.•1 Cri t0 cc a) N Q tC co .--1 .-..--i .•y .--i .+ .••1 I a Q Ln Lo t.rl tD rl ram:\ q q q q C101 C1 C1 C) 1 I C NMLo NOr r�M q Lr, CLNMM.-+C LDr L0. MUi .+Loq 1 C .O OC.r 1 N CV O1 Lc: C c r� C M LO .q .-� M � C�Lo 1O N M Ln .--i LO .r .--i ..r r•1 i CNMMQto L"I Ln tc tD t0 t0 r� r\ r\ r\ r\ q q q q O) C� I I C q M Q •--1 •••1 Ln Lo r tD q q r.- Q • tD .--I C r\ CD . M t0 N (•') .••. Ln 1 C . . . . . . . . . . 1 q n M.q NL) 00 - C') Ln r\ ON en M. LD r\ co C; %0C <r`CN 1 CD N M cn I** Q Q Lr) Ln Ln Ln Ln to LO 4.0 t0 q q OL 01 1 1 C nf�r�tD q LD ONNO tD N tD O1" MQ Ln Ln Q tD r+ O Lo r` tD I Lf)N r-� 01 C; 1: M Q LP) t0 r� CL Nt001 r+M to 1 G •-+NNMMMC«QQ<Ln LnLr) Lin Ln LnLnLotD .owr�r�r� 1 1 0) Lr. 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N N N N M < c Ln Ln tC tG I C q �r+.'•I .-+.--. .-+.--i.--i.-+N NNNN NNNNNNNNNNN I I CM C•7 O1 .-10 q Ln .--I t00Q Do. <r�C N Ln r�01 r�<Ot Mr�O 1 C r\ 1 .C) cn QQ Ln t0 t0 r\ n r� q q q 01 O1 c1 a; c; C.--�.-t N NM t C r� .-•..-+ ti .-• .-+ •"I e-� e-t N .--i .•y r1 .•+ r-1 •-•..-1 H .r N N N C�-,N N 1 I C r+ t0 N M .--1 r\ rM q N t0 O1 N Ln q C N <tD q C r\ N r\ O M to I C r\ CO . . . . . . . . . . . . . . . . . 1 C).+cV Nr")M«QLr) Ln Ln t0 t0 tD tD t0 r� r-� C� q C1 O1 C; I G tD q e--I .-r r-1 .--� •-� •"1 .-� r-1 rl r-1 .-1 ar •••1 rl r-1 .--� •--1 r1 rt .+ .-+ .-1 •-1 r-I 1 C7�C�gLr. LoggLnOi. "cliC00•-tNNMCLn%Cr.- �rl 1 OLn M LP)C Qr`m. M<tD nq C1 . . . . . . . 1 o G G c o c C c c O o c i C to t0 r� q q C q 01 C1 O 01 C1 01 C .-� r+ .•+ .-+ .-I .-1 N .r .r .-1 .--1 .••/ I C) Ln Ln tD tD C C1 Qq rn mr�Ln. r\Nr�. Ln M. CD Ln qO� I Cnr\Mr\ C M<tD r\q OI O� N N M m qc- Q Q tD n n r\ co co I C Q Ln 1.0 t0 r� r� r\ r` r` r` r\ q q CJ g q q q p qq q q CC pp 1 LP) N Ln q n . M Q N O) t0 . tD •••1 Ln = " < tD Lo ' < tC r` t0 I C 01 r\ N Ln n C% . N M Q< LP) t0 tD r` r\ r\ q q q Q1 O O O O C I O M Q Ln L! i Ln LI) tD t0 lD LD l0 t0 tD t0 tD tG t0 l0 tD tD tD t� 1� r� r� r� i 1 CqM O1Qv- •••1 Lo to Ln N p<cc) NLn co M tD r\ C) tnq C) O O 0) I C .•• CO r-. < tD r` CO M O C .-- .+ N N N Cl) r'7 M M M<< C Ln Lo Q 1 I OMMQ<Q<<QLnLnLnLn Ln Ln Ln mLnLOLnLOLr) tnLnLnLnLn I 1 O.•r C1 Ln M Ln CNq Mr�O Mt0 q 01.--•N QLn LOCO CD 01 q r� I CLn Q1N QLn t0 r\r\q p O C1m C) m0O0OOO.-+.-+000 1 1 O N N M M M M M M M M M M co), M M C :Zr,< Q « C C Q « 1 OC Cr�ONNNNN r+OC 01q r, tD Ln C. m m qC O r�<.••� 1 Cm C:p - fir+.- 1�14•--1. OC O 00 C) C)O 0101 mppq 1 . . I C. N N N N N N N N N N N N N N N N N N N .--� .-� .--i '-1 .••1 ..� 1� I O O O O C O O O O C O 0 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 I O O O O C O O O O O O O C O Ln 0 0 0 0 0 0 0 0 0 0 0 1 .••1 N M Q In t0 t` q Qt O M C L7 tD r\ q 0.1 C In O Lo O to O I .-..� .r .•t .•1 . -I •-1 N .-y .•� N N m cn < C Lo I I L I 1 1 1 L I EXCERPTS FROM McCLELLANDS BASIN MASTER DRAINAGE PLAN 17 J 1 1 1 11 1 1 1 1 jq3 McCLELLANDS BASIN MASTER DRAINAGE PLAN June 20, 1986 Prepared for: City of Fort Collins 700 Wood Street Ft. Collins, Colorado 80522 Prepared by: Greenhorne & O'Mara, Inc. 3131 South. Vaughn. Way::,,,.,.. Auror �.' a: f GAO Job NOV,. ` 0 A \C6* I q�f f�is improvements proposed by Cornell and shown on Sheets 6 through 9, correspond to flowrates which have been .revised for this study. Consequently, master plan improvements shown on the aforementioned -sheets should be reviewed and revised as necessary to convey the updated flowrates. Detention Storage As discussed previously, on -site detention of storm water is a fundamental requirement in the stormwater management plan for the McClellands Basin. New development within the basin must provide on -site detention facilities with sufficient capacity to store the 100-year runoff for developed conditions in excess of the maximum allowable release rate of 0.5 cfs per acre of land. Detention facilities must also be sized to detain the 10-year runoff with a maximum allowable release rate of 0.2 cfs per acre corresponding to this event. ®' Since proposed improvements to the drainageway and road crossings have been sized to this rate of release from - storage, it must not be exceeded. Development that has already taken place north of Harmony Road has incorporated sound drainage practices and presently meets the aforementioned criteria. Channelization Due to the relatively undeveloped nature of the McClellands Basin, right-of-way was not assumed to constrain channel improvements. Although they require a greater right-of-way, grass -lined channels provide for a more natural appearance _ than lined channels. Topography and hydraulic characteristics are also conducive to use of a grass lined trapezoidal channel shape for the improved drainageway. Such a concept is consistent with improvements that have already been made to the drainageway north of Harmony Road. Table 1 summarizes the channel properties required for conveyance of the 100-year developed flows with on -site detention. Mannings equation was utilized to determine the required channel size for a design flow depth limited to four feet. Channel slope was evaluated considering the existing channel configuration and surrounding topography, road crossings, and the need to limit flow velocities to 5 � 9s prior to overtopping is in excess of 500 acre-feet. Potential storage upstream of Timberline Road is approximately 18 acre-feet. These detention volumes have a significant impact on the runoff response for existing basin conditions. North ' of Harmony Road, detention ponds have been constructed in the Whalers Cove and the Pier Condominiums subdivisions and presently limit the outflow from the 240 iI acre basin above this point to about 65 cfs. i Table 3 presents the existing basin condition peak flowrates computed for the i storm frequencies evaluated. Future Conditions ' Peak flowrates were also calculated for future development in the basin. However, because of the requirements for on -site detention for new development, the SWMM program. was not used to model the basin for future conditions. Design discharge values along the major drainageway for the 10- and 100-year events were 1 calculated based on specified release rates from proposed detention. Peak discharge values. presented in Table 4 assume all future development in the basin will provide on -site detention. The maximum allowable release rates from detention equal 0.5 cfs per acre for the 100-year event and 0.2 cfs per acre for the 10-year event. Design discharge values for developed conditions are based ' on improvements to the Union Pacific Railroad and Timberline Road crossings such that the unintentional detention presently occuring at these crossings is eliminated. This is the reason for the increased discharges for developed conditions with on -site detention (Table 4) as compared to the existing 1 discharges given in Table 3. Discharge profiles for the 10- and 100-year events under existing and future developed conditions are shown in Figures 2 and 3. i' 1 �r 10 b I [1 EXCERPTS FROM McCLELLANDS BASIN 100-YR MASTER PLAN UPDATE 1 1 1 1 I 1 1 1 1 1 1 1 1 1 McCLELLANDS BASIN 100-YEAR MASTER PLAN UPDATE (COUNTY ROAD 9 to FAIRWAY ESTATES) FOR PROPOSED MODIFICATIONS TO THE OAKRIDGE VILLAGE REGIONAL DETENTION POND FORT COLLINS, COLORADO April 1, 1996 Prepared for: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, Colorado 80522 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80521 (970) 482-5922 RBD Job No. 395-003 IN, No Text I I 1] 1 1 SWMM MODEL BY LIDSTONE AND ANDERSON, 1997 w SWMM input file CITYSVVMAZ.REP: 1 ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) ' UPDATED BY UNIVERSITY OF FLORIDA 1973) (JUNE HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS ' MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 c0 0 0 0 NSCRAT( U NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) ' 3 4 0 0 0 WATERSHED PROGRAM CALLED ' *** ENTRY MADE TO RUNOFF MODEL *** MCCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 NUMBER OF TIME STEPS 72 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 'MCCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 80 8 3130.0 57.1 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 ' 60 6 1150.0 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 ' CITYSWMM.REP 30 November 1998 1 70 7 1350.0 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1, 130 13 675.0 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 100 10 850.0 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 150 15 50.0 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 ' 110 11 34.0 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 120 12 500.0 17.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 90 9 400.0 13.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 ' 190 19 250.0 1.4 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 200 20 700.0 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 t 210 21 500.0 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 240 24 300.0 5.0 80.0 .0100 .016 .250 .100 .500 1 280 28 50.0 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .50 .50 .00180 .00180 1 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 250 250 500.0 1.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 270 270 625.0 3.3 60.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .500 .50 .50 .00180 1 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 201 202 320 322 315.0 700.0 14.8 21.5 25.0 50.0 .0183 .0165 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 203 172 1000.0 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 204 166 900.0 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 205 168 650.0 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 1 206 171 650.0 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 t ' 207 176 1000.0 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 1 208 178 950.0 33.6 70.0 .0170 .016 .250 .100 .500 .50 .50 .00180 1 209 321 435.0 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 1 165 324 400.0 10.3 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 211 325 1000.0 10.9 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 212 328 400.0 4.2 80.0 .0380 .016 .250 .100 .500 .50 .50 .00180 1 213 180 700.0 16.9 30.0 .0055 .016 .250 .100 .500 .50 .50 .00180 i 214 179 2200.0 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 1 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 1 216 327 1400.0 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 301 301 4385.0 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 1 302 95 3500.0 47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 1 303 303 7260.0 50.0 45.0 .0113 .016 .250 .100 .500 .50 .50 .00180 1 305 365 1988.0 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 1 306 372 1729.0 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 1 307 359 960.0 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 1 308 370 1335.0 7.0 40.0 .0200 .016 1 ' 309 361 507.0 1.6 4.0 .1262 .016 .250 .250 .100 .100 .600 .990 .50 .50 .50 .50 .00180 .00180 1 311 371 315.0 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 1 312 363 569.0 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 1 313 366 495.0 .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 1 314 373 9932.0 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 1 ' 315 374 1000.0 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 1 316 39 2764.0 99.0 2.0 .0169 .016 .250 .100 .300 .50 .50 .00180 1 217 367 890.0 18.4 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 218 222 367 32 950.0 375.0 17.4 19.3 5.0 5.0 .0300 .0080 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 1 223 368 2000.0 23.0 5.0 .0400 .016 .250 .100 .500 .50 .50 .00180 1 224 368 1500.0 13.8 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 225 35 2858.0 65.6 5.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 1 201 1200.0 8.4 38.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 2 202 1350.0 4.6 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 3 203 800.0 5.7 44.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 4 209 300.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 5 209 800.0 3.1 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 6 210 2500.0 11.6 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 9 209 3000.0 18.3 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 10 210 1400.0 8.5 25.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 15 215 1300.0 7.1 17.0 .0150 .020 .250 .100 .300 .51 .50 .00180 1 16 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 20 219 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 219 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 22 219 1800.0 7.2 51.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1. 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 24 224 500.0 3.4 42.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 26 226 1000.0 2.9 31.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 30 330 1700.0 11.7 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 -' CITYSWMM.REP 30November 1998 2 1 J I 1 40 140 1300.0 6.1 41 357 800.0 3.5 370. 570 1050.0 6.1 371 571 2000.0 11.7 372 572 4900.0 26.7 373 73 2000.0 8.2 374 574 8000.0 18.3 375 75 5400.0 28.4 376 576 1000.0 5.1 377 577 400.0 1.9 378 577 450.0 2.3 379 479 450.0 1.5 380 480 350.0 1.4 381 481 550.0 2.6 382 582 700.0 .8 383 483 1200.0 5.6 384 84 2400.0 6.9 385 85 2100.0 6.3 386 586 2000.0 12.2 387 586 800.0 3.2 388 588 2800.0 .16.0 389 88 2000.0 .7.0 390 490 550.0 1.4 391 491 600.0 2.8 392 588 1100.0 6.6 393 88 4400.0 11.8 394 92 900.0 1.4 396 496 2950.0 13.5 397 497 810.0 3.9 TOTAL NUMBER OF SUBCATCHMENTS, 107 TOTAL TRIBUTARY AREA (ACRES), 1412 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 50.0 .0200 .020 .250 .100 .300 .51 .50 .00180 63.0 .0100 ..016 .250 .100 .300 .51 .50 .00180 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 86.0 .0200 .016 .250 .100 .300 .51 .50 .00180 48.0 .0200 .016 .250 .100 .300 .51 .50 .00180 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70.0 .0100 .016 .250 .100 .300 .51 .50 00180 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 67.0 .0130 .016 .250 .100 .300 .51 .50 .00180 69.0 .0200 .016 .250 .100 .300 .51 .50 .00180 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 52.0 .0200 .016 .250 .100 .300 .51 .50 .00180 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70.0 .0250 .016 .250 .100 .300 .51 .50 .00180 73.0 .0200 .016 .250 .100 .300 .51 .50 .00180 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 95.0 .0200 .016 .250 .100 .300 .51 .50 .00180 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 93.0 .0130 .016 .250 .100 .300 .51 .50 .00180 85.0 .0210 .016 .250 .100 .300 .51 .50 .00180 68 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 370 371 372 373 374 375 376 377 378 379 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .1 .0 .1 .1 .0 .0 .0 .0 15. 1.9 3.9 9.1 4.1 13.4 10.2 .6 .7 .8 .7 20. 5.0 8.3 19.1 10.2 25.9 21.6 .9 1.8 2.1 1.6 25. 8.6 12.9 29.7 17.1 39.6 33.6 1.4 3.0 3.6 2.5 30. 16.8 26.7 61.7 32.6 78.3 69.5 3.8 5.9 7.1 5.0 35. 34.2 57.2 132.9 61.3 145.3 148.3 10.6 11.9 14.2 10.0 40. 32.9 55.5 128.3 50.3 104.5 141.0 13.9 10.9 13.2 8.7 45. 18.0 32.8 75.1 21.3 39.1 80.1 12.2 5.5 6.8 4.1 50. 13.1 25.7 58.8 15.2 32.5 61.9 11.0 3.9 4.8 3.0 55. 9.9 19.5 44.1 11.4 23.4 46.1 9.1 2.9 3.6 2.2 0. 7.5 14.8 33.2 8.5 17.4 34.5 7.6 2.2 2.7 1.6 5. 5.5 10.9 24.3 6.2 12.2 25.1 6.1 1.6 1.9 1.1 10. 4.1 8.1 18.1 4.7 9.1 18.6 4.9 1.2 1.4 .8 15. 3.2 6.2 13.8 3.6 7.1 14.1 4.0 .9 1.1 .6 20. 2.6 5.0 11.1 3.0 6.0 11.3 3.3 .7 .9 .5 25. 2.1 4.1 9.0 2.5 5.0 9.2 2.8 .6 .7 .4 30. 1.8 3.3 7.3 2.1 4.1 7.5 2.4 .5 .6 .3 35. 1.5 2.9 6.4 1.9 3.9 6.6 2.0 .4 .5 .3 40. 1.4 2.6 5.8 1.9 3.9 6.0 1.8 .4 .5 .3 45. 1.3 2.4 5:3 1.8 3.8 5.5 1.6 .4 .5 .3 50. 1.3 2.2 5.0 1.8 3.8 5.2 1.4 .4 .5 .3 55. 1.1 1.9 4.2 1.5 3.1 4.3 1.2 .3 .4 .2 0. .9 1.5 3.3 1.2 2.3 3.4 1.1 .3 .3 .2 5. .7 1.1 2.5 .8 1.4 2.5 .9 .2 .2 .1 10. .5 .8 1.7 .5 .6 1.7 .8 .1 .2 .1 15. .3 .6 1.3 .3 .4 1.2 .7 .1 .1 .0 20. .3 .5 1.0 .2 .2 1.0 .6 .1 .1 .0 25. .2 .4 .8 .2 .2 .8 .6 .0 .1 .0 30. .2 .3 .7 .1 .1 .7 .5 .0 .0 .0 35. .1 .3 .6 .1 .1 .5 .4 .0 .0 .0 40. .1 .2 .5 .1 .1 .5 .4 .0 .0 .0 CITYSWMM.REP 30 November 1998 Z03 I 1 [1 I I� J 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 380 381 382 383 384 385 386 387 388 389 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 15. .6 .9 .6 2.5 4.4 3.1 3.6 1.7 6.5 4.2 20. 1.4 2.4 .9 5.8 9.2 5.5 9.5 3.5 16.3 9.5 25. 2.3 4.2 1.4 9.3 14.4 8.4 16.4 5.5 27.2 15.2 30. 4.5 8.1 3.2 18.5 28.2 18.3 32.1 11.2 53.1 29.0 35. 9.0 16.3 6.2 37.2 53.4 39.1 65.5 22.4 105.7 54.1 40. 8.1 15.0 4.4 32.3 40.3 34.1 63.7 18.5 94.1 41.8 45. 4.0 7.6 1.7 15.3 15.7 17.1 35.7 8.2 45.1 16.6 50. 2.8 5.4 1.4 11.1 12.4 12.9 26.3 6.1 31.9 12.6 55. 2.1 4.0 .9 8.1 9.0 9.0 20.1 4.4 23.6 9.4 0. 1.5 3.0 .7 5.9 6.7 6.5 15.3 3.2 17.4 7.0 5. 1.1 2.1 .5 4.2 4.7 4.5 11.4 2.3 12.5 5.0 10. .8 1.6 .3 3.1 3.5 3.3 8.6 1.7 9.3 3.8 15. .6 1.2 .3 2.4 2.7 2.4 6.7 1.3 7.1 3.0 20. .5 1.0 .2 1.9 2.3 1.9 5.4 1.0 5.8 2.5 25. .4 .8 .2 1.6 1.9 1.6 4.4 .8 4.8 2.1 30. .3 .7 .1 1.3 1.6 1.3 3.7 .7 3.9 1.7 35. .3 .6 .1 1.2 1.5 1.1 3.2 .6 3.5 1.6 40. .3 .6 .1 1.1 1.4 1.1 2.9 .6 3.3 1.6 45. .3 .5 .1 1.1 1.4 1.0 2.7 .6 3.2 1.5 50. .3 .5 .1 1.0 1.4 1.0 2.6 .6 3.1 1.5 55. .2 .4 .1 .9 1.2 .8 2.2 .5 2.7 1.3 CITYSWMM.REP 30 November 1998 4 1 I Ll 0. .2 .4 5. 1 .3 10. 1 .2 15. 1 1 20. .0 .1 25. .0 .1 30. .0 .0 35. .0 .0 40. .0 .0 45. .0 .0 50. .0 .0 55. .0 .0 0. .0 .0 5. .0 .0 10. .0 .0 15. .0 .0 20. .0 .0 25. .0 .0 30. .0 .0 35. .0 .0 40. .0 .0 45. .0 .0 50. .0 .0 55. .0 .0 0. .0 .0 5. .0 .0 10. .0 .0 15. .0 .0 20. .0 .0 25. .0 .0 30. .0 .0 35. .0 .0 40. .0 .0 45. .0 .0 50. .0 .0 55. .0 .0 0. .0 .0 5. .0 .0 10. .0 .0 15. .0 .0 20. .0 .0 25. .0 .0 30. .0 .0 35. .0 .0 40. .0 .0 45. .0 .0 50. .0 .0 55. .0 .0 0. .0 .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 2. 1. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 390 391 392 393 394 396 397 0 5. .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .1 .0 .1 .0 0 15. .9 1.3 2.8 8.4 1.2 6.0 1.9 0 20. 1.6 2.9 7.6 17.7 2.1 16.1 4.7 0 25. 2.5 4.7 13.2 27.6 3.2 28.0 7.8 0 30. 5.2 9.3 25.2 51.8 6.4 53.0 14.9 0 35. 10.3 18.7 47.8 93.7 11.5 99.3 .28.6 0 40. 8.0 16.2 41.2 68.9 7.7 84.2 23.8 0 45. 3.3 7.6 18.4 26.1 2.7 37.1 10.2 0 50. 2.6 5.5 12.7 21.3 2.5 25.7 7.3 0 55. 1.8 4.0 9.5 15.7 1.7 19.3 5.4 1 0. 1.3 3.0 7.1 11.8 1.3 14.6 4.0 1 5. .9 2.1 5.2 8.4 .9 10.6 2.9 1 10. .7 1.5 3.9 6.4 .7 8.0 2.2 1 15. .5 1.2 3.0 5.0 .5 6.3 1.7 im ' CITYSWMM.REP 30 November 1998 C?oS 5 I 1 1 r, 20. .4 1.0 2.5 4.3 .5 5.2 1.4 25. .3 .8 2.1 3.6 .4 4.4 1.2 30. .3 .6 1.8 2.9 .3 3.6 1.0 35. .3 .6 1.6 2.8 .3 3.3 .9 40. .3 .6 1.5 2.7 .3 3.2 .8 45. .3 .5 1.5 2.7 .3 3.1 .8 50. .2 .5 1.5 2.7 .3 3.1 .8 55. .2 .4 1.3 2.2 .2 2.7 .7 0. .1 .3 1.0 1.7 .2 2.1 .5 5. .1 .2 .7 1.1 .1 1.5 .4 10. .0 .1 .4 .5 .0 .9 .2 15. .0 .1 .3 .3 .0 .6 .1 20. .0 .1 .2 .2 .0 .4 .1 25. .0 .0 .2 .1 .0 .3 .1 30. .0 .0 .1 .1 .0 .2 .0 35. .0 .0 .1 .1 .0 .2 .0 40. .0 .0 .1 .1 .0 .1 .0 45. .0 .0 .1 .0 .0 .1 .0 50. .0 .0 .0 .0 .0 .1 .0 55. .0 .0 .0 .0 .0 .1 .0 0. .0 .0 .0 .0 .0 .1 .0 5. .0 .0 .0 .0 .0 .1 .0 10. .0 .0 .0 .0 .0 .1 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0 5. .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0 5. .0 .0 .0 .0 .0 .0 .0 10. .0 .0 .0 .0 .0 .0 .0 15. .0 .0 .0 .0 .0 .0 .0 20. .0 .0 .0 .0 .0 .0 .0 25. .0 .0 .0 .0 .0 .0 .0 30. .0 .0 .0 .0 .0 .0 .0 35. .0 .0 .0 .0 .0 .0 .0 40. .0 .0 .0 .0 .0 .0 .0 45. .0 .0 .0 .0 .0 .0 .0 50. .0 .0 .0 .0 .0 .0 .0 55. .0 .0 .0 .0 .0 .0 .0 0. .0 .0 .0 .0 .0 .0 .0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON. INC. PROJECT: COFC96.08 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) TOTAL WATERSHED OUTFLOW (INCHES) 1412.680 2.890 .520 1.983 ' CITYSWMM.REP 30 November 1998 . r 6 tTOTAL SURFACE STORAGE AT END OF STROM (INCHES) .387 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 ' 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE ' GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) '15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 ' 7 0 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 ' 8 0 13 50 50 0 0 1 1 CHANNEL CHANNEL .0 .0 1800. 3600. .0033 .0060 4.0 50.0 4.0 .0 .035 .016 5.00 1.50 0 12 22 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 16 22 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 ' 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 9 51 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 18 0 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 19 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 20 0 51 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 ' 44 0 220 51 22 0 3 1 3 CHANNEL 3.0 .0 800. 1. 0050 .0010 10.0 .0 10.0 .0 .035 .001 2.00 10.00 -1 TIME IN HRS VS INFLOW 1N CFS .0 .0 .3 11.9 4.1 .0 ' 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 ' 43 51 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 50 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 '51 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 230 23 3 3 .0 1. .0010 .0 .0 .001 10.00 .1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 .0 23 18 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 0 24 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 CITYSWMM.REP 30 November 1998 7 Mw 260 26 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME 1N HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 .0 26 42 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 . 0 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 270 27 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 275 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 0 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 0 41 26 2.1 0 57.6 5 3.2 191.4 PIPE 4.0 100. .0050 .0 .0 .016 4.00 OVERFLOW 10.0 100. .0050 50.0 50.0 .0.16 1.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 ' 0 OVERFLOW .0 90. .0140 200.-0 200.0 .020 5.00 28 275 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 0 ' -1 340 11 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 92 89 0 2 PIPE 2.0 1000. .0100 .0 .0 .013 2.00 0 ' 395 89 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .5 3.6 7.5 3.6 7.8 .0 t 0 89 88 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 490 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .2 .5 .2 .5 .2 2.5 491 90 2 2 PIPE 1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 1.0 90 88 0 4 CHANNEL .0 500. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 500. .0100 10.0 10.0 .035 5.00 0 496 88 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 12.0 .1 12.4 .8 12.8 2.1 13.2 0 88 588 0 1 CHANNEL .0 700. .0080 4.0 4.0 .035 5.00 497 588 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .0 1.6 .1 1.6 .4 1.7 .7 1.7 .8 1.8 588 488 0 3 .1 1. .0010 .0 .0 .001 10.00 0 488 586 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .6 .5 8.1 .7 11.9 1.7 12.4 10.2 13.3 10.8 14.3 582 682 3 3 .1 1. .0010 .0 .0 .001 .10 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL 0 VS DIVERTED O IN CFS CITYSWMM.REP 30 November 1998 8 a-O$ 682 0 683 0 82 0 85 0 84 0 586 0 486 0 i 584 673 684 0 673 0 83 0 483 0 583 0 72 73 0 481 0 480 0 479 0 �1 577 0 477 0 76 0 576 0 75 0 574 0 474 0 .0 .0 4.6 1.3 8.0 1.8 82 0 3 .1 1. .0010 .0 .0 .001 0 0 3 .1 1. .0010 .0 .0 .001 85 0 4 CHANNEL .0 1300. .0140 50.0 50.0 .016 OVERFLOW 50.0 1300. .0140 10.0 10.0 .035 586 0 4 CHANNEL .0 1000. .0110 50.0 50.0 .016 OVERFLOW 50.0 1000. .0110 10.0 10.0 .035 586 0 4 CHANNEL .0 700. .0100 50.0 50.0 .016 OVERFLOW 50.0 700. .0100 10.0 10.0 .035 486 0 3 .1 1. .0010 .0 .0 .001 584 12 2 PIPE .1 1. .0010 .0 .0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 3.0 .3 6.0 .4 9.0 .6 12.0 2.1 18.0 4.1 20.0 4.3 21.0 4.7 24.0 4.9 27.0 684 6 3' .1 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NUMBER 673 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 20.0 .0 21.0 1.0 24.0 3.0 27.0 6.0 83 0 3 .1 1. .0010 .0 .0 .001 73 0 3 .1 1. .0010 .0 .0 .001 583 0 1 CHANNEL 5.0 400. .0050 4.0 4.0 .035 583 2 2 PIPE .1 1. .0010 .0 .0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.8 72 0 3 .1 1. .0010 .0 .0 .001 572 0 5 PIPE 3.0 700. .0040 .0 .0 .013 OVERFLOW .0 700. .0040 50.0 50.0 .016 572 0 4 CHANNEL .0 1300. .0060 50.0 50.0 .016 OVERFLOW 50.0 1300. .0060 10.0 10.0 .035 577 8 2 PIPE .1 1. .0010 .0 .0 .001 10.00 10.00 .50 5.00 .50 5.00 .50 5.00 10.00 .10 1.1 15.0 5.0 30.0 .10 30.0 9.0 10.00 10.00 5.00 .10 10.00 3.00 5.00 .50 5.00 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.0 .2 4.0 .2 6.0 .2 10.0 .2 12.0 .2 14.0 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.0 .0 2.0 .1 4.0 .1 6.0 .1 9.0 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .0 1.0 .1 2.5 .1 8.0 .1 12.7 477 0 3 .1 1. .0010 .0 .0 .001 10.00 76 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 4.0 .3 6.0 .3 8.0 .3 12.0. .3 16.0 .3' 20.0 .3 30.0 .4 45.0 .4 60.0 576 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 574 0 3 .1 1. .0010 .0 .0 .001 10.00 574 0 1 CHANNEL 5.0 600. .0070 4.0 4.0 .035 5.00 474 0 3 .1 1. .0010 .0 .0 .001 10.00 74 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 .5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 CITYSWMM.REP 30 November 1998 9 20q 74 572 0 1 CHANNEL 10.0 700. .0080 10.0 10.0 .035 5.00 0 0 572 472 0 3 .1 1. .0010 .0 .0 .001 10.00 472 571 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 3.0 .9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 7.0 24.0 7.8 27.0 8.0 30.0 571 471 0 3 .1 1. .0010 .0 ' .0 .001 10.00 0 471 570 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 4 20.0 .7 30.0 .8 32.0 .8 40.0 9 50.0 .9 60.0 570 470 0 3 .1 1. .0010 .0 .0 .001 10.00 0 470 31 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .2 30.0 .7 40.0 1.0 44.0 31 275 0 2 PIPE 3.0 108. .0075 .0 .0 .013 3.00 0 1 290 29 3 3 .0 1. TIME 1N HRS VS INFLOW 1N CFS .0010 .0 .0 .001 10.00 .0 .0 .2 3.1 7.0 -0 29 18 0 5 PIPE 1.0 500. .0050 .0 .0 .013 1.00 o OVERFLOW 20.0 500. .0050 .5 .5 .016 5.00 33 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 • 0 2 116 12 2 PIPE 1 77. .0070 .0 .0 .013 .10 j 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 0 166 167 3 2 PIPE .1 96. .0060 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 0 1.6 24.0 3.4 26.4 167 169 0 1 CHANNEL 4.0 260. 260 .0021 2.0 2.0 .035 4.00 0 168 169 3 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 �. 169 170 0 2 PIPE 2.3 40. .0070 .0 .0 .013 2.27 0 170 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 0 � 171 174 3 2 PIPE .7 10. .0038 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 172 173 .0 3 .0 2 1.0 4.0 2.0 4.3 PIPE .1 120. .0033 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 173 175 0 0 0 1 6.5.5 8.0 6.0 ANNEL .0 1200200. CHANNEL .0050 4.0 4.0 .035 1.10 0 174 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 0 175 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 176 177 5 2 PIPE 1 315. .0020 .0 -0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 177 341 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 178 177 11 2 PIPE .1 1310. .0033 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .b 2.1 1.3 4.1 1.9 5.4 2.6 6.5 2.8 6.7 CITYSWMM.REP 30 November 1998 10 7-10 320 0 321 0 r 322 0 323 0 324 0 ' 325 0 326 0 327 0 328 0 329 , 0 179 0 331 � 0 180 0 341 0 301 0 303 0 91 0 93 \ 0 94 0 95 0 357 r 0 358 0 359 0 360 0 361 0 362 0 363 0 364 0 365 0 3.0 12.3 3.4 13.4 4.1 15.5 4.7 16.8 4.9 17.3 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 • 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 323 3 2 PIPE 1 10. .0100 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 327 0 2 PIPE 3.5 214. .0168 .0 .0 .013 3.50 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 OVERFLOW .0 101. .0149 133.0 44.0 .016 5.00 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 3.00 341 8 2 PIPE .1 20. .0040 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 4.0 1.0 9.6 1.6 18.0 2.3 28.4 3.0 37.2 3.9 45.6 4.7 52.4 4 0 2 PIPE 5.2 120. .0040 .0 .0 .013 5.20. 91 2 2 PIPE 1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.3 15.1 357 2 2 PIPE 1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.3 25.0 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 3.3 7.7 4.3 14.0 5.4 20.71 6.5 93.9 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 93 0 3 .0 1. .0010 .0 .0 .001 10.00 358 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 4.00 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 9.44 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 4.00 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 9.44 362 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 4.00 363 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 4.00 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 4.00 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 4.00 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 2.30 CITYMMM.REP 30 November 1998 II 366 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 4.00 0 0 38 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 3.50 39 38 0 1 CHANNEL .0 2160. .0050 4.0 4.0 .035 3.50 0 370 361 9 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .6 3.5 .7 3.7 .8 3.9 1.0 4.1 0 371 362 7 2 PIPE .1 1. .0015 .0 .0 .013 .10 i RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .2 1.4 .3 1.4 .4 1.6 .6 1.8 0 372 363 6 2 PIPE .1 1. .0020 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -0' .0 .2 10.0 .4 22.4 .7 33.3 .9 37.9 81.2 50.5 0 373 364 16 2 PIPE 1 1. .0042 .0 .0 .013 .10 •�' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.6 .0 3.6 6.4 6.3 16.8 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 374 38 13 2 PIPE .1 1. .0040 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 .4 1.1 .5 2.1 5 2.8 7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 35 102 0 1 CHANNEL 1.0 1250. .0100 50.0 50.0 .045 5.00 00 32 102 0 1 CHANNEL 1.0 3300. .0060 75.0 1.5 .045 5.00 367 368 0 4 CHANNEL 5.0 950. .0070 1.5 2.8 .045 5.00 0 OVERFLOW 31.0 950. .0070 50.0 50.0 .045 10.00 368 102 0 4 CHANNEL 5.0 1960. .0100 3.0 3.0 .045 5.00 0 OVERFLOW 29.0 1960. .0100 25.0 100.0 .045 10.00 0 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 202 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 209 210 0 3 1 1. .0010 .0 .0 .001 10.00 0 210 309 0 3 .1 1. .0010 .0 .0 .001 10.00 0 309 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. .0010 .0 .0 .001 10.00, 0 0 315 216 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .5 .3 .8 .9 1.0 1.2 1.1 0 0 216 116 116 140 0 0 3 1 CHANNEL .1 1. 10.0 1650. .0010 .0030 .0 4.0 .0 4.0 .001 .035 10.00 5.00 0 140 357 0 1 CHANNEL 10.0 700. .0030 4.0 4.0 .035 5.00 0 219 224 0 3 .1 1. .0010 .0 .0 .001 10.00 224 218 0 3 .1 1. .0010 .0 .0 .001 10.00 0 t 218 124 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 CITYSWMM.REP 30 November 1998 12 212 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 124 226 0 2 PIPE 3.0 825. 226 217 0 3 .1 1. 0 217 357 8 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 1.2 14.0 1.7 16.0 330 357 7 2 PIPE .1 1. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 '2.8 6.0 TOTAL NUMBER OF GUTTERS/PIPES, 159 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE D.A.(AC) z so st o 0 0 0 0 0 0 0 685.7 4 15 341 0 0 0 0 0 0 0 0 219.3 b 4 7 0 0 0 0 0 0 0 0 262.6 7 24 0 0 0 0 0 0 0 0 0 34.4 8 0 0 0 0 0 0 0 0 0 0 57.1 9 0 0 0 0 0 0 0 0 0 0 13.1 ' 10 0 0 0 0 0 0 0 0 0 0 1 13.2 11 340 0 0 0 0 0 0 0 0 0 1 11.7 12 0 .0 0 0 0 0 0 0 0 0 1 .8 24.7 13 0 0 0 0 0 0 0 0 0 0 1 15 0 0 0 0 0 0 0 0 0 0 1 1 1.8 �i 4.00 16 0 0 0 0 0 0 0 0 0 0 1 18 23 29 0 0 0 0 0 0 0 0 1 .0 19 0 0 0 .0 0 0 0 0 0 0 1 1.4 20 0 0 0 0 0 0 0 0 0 0 2 31.3 21 33 0 0 0 0 0 0 0 0 0 2 13.1 22 12 16 220 25 42 0 0 0 0 0 257.4 23 230 0 0 0 0 0 0 0 0 0 .0 24 0 0 0 0 0 0 0 0 0 0 2 5.0 25 250 0 0 0 0 0 0 0 0 0 1.6 234 26 260 41 36 0 0 0 0 0 0 0 234 .0 27 270 271 275 0 0 0 0 0 0 0 231.6 6.9 28 0 0 0 0 0 0 0 0 0 0 2 6.9 CITYSWMM.REP 30 November 1998 .5 8.0 1.0 10.0 1.6 12.0 .0080 .0 .0 .011 5.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 .10 .2 8.0 .5 10.0 .7 12.0 .0010 .0 .0 .001 .10 .7 3.0 1.1 4.0 1.9 5.0 TRIBUTARY SUBAREA 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 90 0 0 0 '0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 10 320 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 10 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 40 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 80 0 0 0 0 0 0 0 0 0 13 2�3 29 .0 31 213.E 32 19.3 33 5.6 35 65.6 36 2.4 38 113.4 39 41 231.E 99.0 42 234.0 43 257.4 44 13.1 50 369.3 51 316.4 72 99.4 73 8.2 74 61.5 75 26.4 76 9.7 82 .8 83 93.8 84 6.9 85 7.1 88 37.9 89 1.4 4.2 90 30.2 � 91 30. 92 1.4 93 77.7.5 94 77.5 95 47.3 116 694.6 124 25.9 � 140 768.1 166 19.0 167 19.0 168 5.8 24. 169 24. 9 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 222 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 6 8 13 11 10 0 0 0 0 0 9 18 19 20 44 43 0 0 0 0 583 0 0 0 0 0 0 0 0 0 673 0 0 0 0 0 0 0 0 0 474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 477 0 0 0 0 0 0 0 0 0 682 0 0 0 0 0 0 0 0 0 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 82 0 0 0 0 0.0 0 0 0 89 90 496 0 0 0 0 0 0 0 92 395 0 0 0 0 0 0 0 0 490 491 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91 95 0 0 0 0 0 0 0 0 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 216 0 0 0 0 0 0 0 0 218 0 0 0 0 0 0 0 0 0 309 116 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167 168 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 375 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 0 384 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 0 0 0 389 393 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 0 394 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 0 302 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 40 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CITYS WMM.REP I 30 November 1998 214 14 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 .0 0 0 0 0 0 0 0 0 0 206 ' 0 0 0 0 0 0 0 0 0 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .8 176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 33.6 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 105.2 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.4 202 201 0 0 ,0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13.0 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 45.0 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 67.4 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 7.1 8.9 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 217 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.8 218 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 219 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.3 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 224 219 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.9 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.8 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 260 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 6.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 1.5 275 272 28 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 222.0 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 30:2 50,0 303 0 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 309 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.4 315 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 7.1 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.1 CITYSWMM.REP 30 November 1998 15 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.7 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 341 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 357 303 94 140 217 330 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 943.E 358 357 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 943.6 359 358 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 949.0 360 359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 949.0 361 360 370 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 957.6 362 361 371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 960.4 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 971.2 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1175.8 365 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 366 364 365 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 1255.2 367 366 0 0 0 0 10 0 0 0 0 217 218 0 0 0 0 0 0 0 0 1291.0 1327.8 3611 367 0 0 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 372 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.7 373 38 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 204.5 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.E 471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207.5 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 474 574 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 477 577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 0 1.5 480 0 0 0 0 0 0 0 0 0 0 380 0 0 0 0 0 0 0 0 0 �i1.4 481 0 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 0 2.6 ICITYSWMM.REP 30 November 1998 zi6 16 483 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 0 5.6 486 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 1.4 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 0 2.8 491 0 0 0 0 0 0 0 0 0 0 391 0 0 0 0 0 0 0 0 0 _. 496 0 0 0 0 0 0 0 0 0 0 396 0 0 0 0 0 0 0 0 0 13.5 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 0 3.9 570 471 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 213.6 571 472 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 207.5 572 72 73 74 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 195.8 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 61.5 576 76 0 0 0 0 0 0 0 0 0 376 0 0 0 0 0 0 0 0 0 14.8 577 481 480 479 0 0 0 0 0 0 0 377 378 0 0 0 0 0 0 0 0 9.7 582 0 0 0 0 0 0 0 0 0 0 382 0 0 0 0 0 0 0 0 0 .8 583 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 .4 93 584 486 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 586 488 85 84 0, 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 93.8 588 88 497 0 0 0 0 0 0 0 0 388 392 0 0 0 0 0 0 0 0 64.4 673 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 682 582 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .8 683 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 93.8 684 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NONCONVERGENCE IN GUTTER DURING TIME STEP 26 AT CONVEYANCE ELEMENT 271 NONCONVERGENCE IN GUTTER DURING TIME STEP 28 AT CONVEYANCE ELEMENT 271 NONCONVERGENCE IN GUTTER DURING TIME STEP 35 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 37 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 39 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 41 AT CONVEYANCE ELEMENT 480 NONCONVERGENCE IN GUTTER DURING TIME STEP 57 AT CONVEYANCE ELEMENT 480 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 2 102 357 366 395 470 471 472 474 477 0 5. .01 .00 .02 .00 .60 .04 .04 .03 .03 .01 .00( ) .00( ) .01( ) .00( ) .60(I) .00(S) .00(S) .00( ) .00(S) .00( ) 0 10. .51 .00 .09 .00 1.20 .05 .04 .04 .03 .04 .00( ) .00( ) .03( ) .00( ) 1.20(I) .00(S) .00(S) .00(5) .00(S) .00(S) CITYSWMM.REP 30November 1998 17 0 15. 3.43 .54 4.79 .03 1.80 1.54 1.27 .31 .06 .44 .00(S) .00( ) .29( ) .01( ) 1.80(1) .01(S) .02(S) .07(S) .12(S) .01(S) 0 20. 12.69 .02(S) 2.08 .00( 11.03 ) .47( .49 ) .07( ) 2.40 2.40(I) 5.07 .04(S) 3.61 .07(S) .94 .21(S) .12 .40(S) 1.44 .04(S) 0 25. 34.70 5.27 20.51 .2.65 3.00 10.55 6.93 2.05 .23 2.44 .07(S) .00( ) .67( ) .20( ) 3.00(1) .08(S) .13(S) .48(S) .87(S) .08(S) 0 30. 63.77 13.44 46.54 10.35 3.60 23.00 14.26 7.50 .44 3.83 .28(S) .00( ) 1.07( ) .45( ) 3.60(I) .16(S) .27(S) 1.03(S) 1.80(S) .18(S) 0 35. 94.38 48.07 104.72 39.96 3.60 32.48 27.24 13.79 1.14 32.21 1.08(S) .00( ) 1.68( ) .98( ) 3.600) .34(S) .60(S) 2.19(S) 3.72(S) .34(S) 0 40. 121.11 112.28 136.61 108.21 3.60 37.84 42.66 17.36 1.95 59.09 3.07(S) .00( ) 1.93( ) 1.71( ) 3.60(1) .57(S) .85(S) 3.40(S) 5.73(S) .39(S) 0 45. 144.79 187.52 167.38 182.76 3.60 41.04 51.92 19.20 2.67 28.02 6.18(S) .00( ) 2.15( ) 2.26( ) 3.600) .75(S) .87(S) 4.22(S) 7.08(S) .34(S) 0 50. 159.54 268.70 195.87 239.25 3.60 42.63 44.86 20.50 3.22 22.30 9.64(S) .00( ) 2.34( ) 2.60( ) 3.60(1) .88(S) .85(S) 4.85(S) 8.06(S) .32(S) 0 55. 172.36 337.24 220.86 286.02 3.60 43.39 40.14 21.39 3.63 17.48 12.86(S) .00( ) 2.49( ) 2.84( ) 3.60(1) .95(S) .84(S) 5.33(S) 8.79(S) .31(S) 1 0. 181.25 392.43 238.12 348.08 3.60 43.64 38.00 21.98 3.94 13.02 15.69(S) .00( ) 2.59( ) 3.14( ) 3.60(1) .97(S) .82(S) 5.69(S) 9.34(S) .29(S) 1 5. 188.88 444.00 252.36 408.28 3.60 43.52 35.22 22.46 4.16 10.05 18.11(S) .00( ) 2.67( ) 3.40( ) 3.60(1) .96(S) .80(S) 5.98(S) 9.74(S) .28(S) 1 10. 194.92 487.16 261.67 436.03 3.60 43.10 32.72 22.84 4.33 7.92 20.17(S) .00( ) 2.72( ) 3.52( ) 3.60(1) .92(S) .78(S) 6.22(S) 10.04(S) .27(S) 1 15. 199.00 512.00 272.34 446.20 3.60 42.50 31.71 23.17 4.47 6.89 21.90(S) .00( ) 2.77( ) 3.56( ) 3.60(I) .87(S) .76(S) 6.42(S) 10.26(S) .26(S) 1 20. 202.44 522.43 281.70 447.98 3.60 41.85 31.23 23.46 4.65 6.01 23.35(S) .00( ) 2.82( ) 3.56( ) 3.60(I) .81(S) .73(S) 6.60(S) 10.44(S) .25(S) 1 25. 205.34 523.59 290.03 446.37 3.60 41.17 30.73 23.72 4.80 5.68 24.58(S) .00( ) 2.86( ) 3.56( ) 3.60(1) .76(S) .71(S) 6.75(S) 10.58(S) .24(S) 1 30. 207.77 519.43 294.15 443.83 3.60 40.47 30.22 23.94 4.92 5.28 25.61(S) .00( ) 2.88( ) 3.55( ) 3.60(1) .70(S) .69(S) 6.89(S) 10.69(S) .23(S) 1 35. 209.80 512.89 297.78 439.52 3.60 39.52 29.63 24.30 5.02 4.88 j 1 40. 26.47(S) 211.51 .00( 505.14 ) 2.90( 298.61 ) 3.53( ) 434.77 3.60(I) 3.60 .64(S) 38.19 .67(S) 29.10 7.02(S) 24.73 10.78(S) 5.11 .22(S) 4.49 27.20(S) .00( ) 2.91( ) 3.51( ) 3.60(1) .58(S) .65(S) 7.14(S) 10.87(S) .20(S) 1 45. 212.93 496.77 300.03 429.24 3.60 36.99 28.73 25.12 5.19 4.14 27.80(S) .00( ) 2.91( ) 3.49( ) 3.60(l) .53(S) .64(S) 7.24(S) 10.94(S) .19(S) 1 50. 214.11 488.06 299.54 423.45 3.60 35.91 28.48 25.48 5.27 3.95 28.30(S) .00( ) 2.91( ) 3.46( ) 3.60(l) .49(S) .63(S) 7.34(S) 11.01(S) .18(S) 1 55. 215.03 478.97 299.76 416.93 3.60 34.93 28.28 25.80 5.32 3.81 28.71(S) .00( ) 2.91( ) 3.44( ) 3.600) .45(S) .63(S) 7.43(S) 11.06(S) .17(S) 2 0. 215.63 29.03(S) 469.56 .00( 298.28 ) 2.91( 409.96 ) 3.41( ) 3.60 3.60(I) 34.04 28.10 26.07 7.50(S) 5.37 11.11(S) 3.66 2 5. 216.05 459.15 297.53 402.80 3.60 .41(S) 33.23 .62(S) 27.94 26.30 5.40 .16(S) 3.50 29.25(S) .00( ) 2.90( ) 3.38( ) 3.600) .37(S) .62(S) 7.56(S) 11.13(S) .15(S) 2 10. 216.31 448.20 295.25 395.67 3.60 32.48 27.78 26.49 5.41 3.33 29.39(S) .00( ) 2.89( ) 3.35( ) 3.60(I) .34(S) .61(S) 7.61(S) 11.15(S) .14(S) 1 2 15. 216.41 438.02 293.99 388.32 3.60 31.81 27.65 26.64 5.42 3.16 29.44(S) .00( ) 2.88( ) 3.32( ) 3.60(1) .31(S) .61(S) 7.65(S) 11.15(S) .13(S) 2 20. 216.37 428.46 291.50 381.35 3.60 31.21 27.55 26.77 5.42 2.99 29.42(S) .00( ) 2.87( ) 3.29( ) 3.60(1) .29(S) .61(S) 7.69(S) 11.15(S) .12(S) 2 25. 216.19 419.35 290.11 374.70 3.60 30.68 27.49 26.88 5.42 2.82 29.32(S) .00( ) 2.86( ) 3.26( ) 3.60(1) .27(S) .61(S) 7.72(S) 11.15(S) .11(S) 2 30. 215.89 410.76 287.69 368.46 3.60 30.22 27.44 26.97 5.41 2.66 29.16(S) .00( ) 2.85( ) 3.23( ) 3.60(l) .25(S) .60(S) 7.74(S) 11.14(S) .09(S) 2 35. 215.48 402.72 286.61 362.81 3.60 29.40 27.41 27.06 5.40 2.51 ' 28.95(S) .00( ) 2.85( ) 3.21( ) 3.60(I) .23(S) .60(S) 7.76(S) 11.13(S) .08(S) 2 40. 214.98 395.31 284.75 357.74 3.60 28.56 27.41 27.22 5.39 2.36 28.69(S) .00( ) 2.84( ) 3.18( ) 3.60(1) .22(S) .60(S) 7.78(S) 11.12(S) .07(S) 2 45. 214.28 388.52 283.93 352.91 3.60 28.09 27.43 27.35 5.37 2.21 Y 28.37(S) .00( ) 2.83( ) 3.16( ) 3.60(l.) .22(S) .60(S) 7.79(S) 11.11(S) .06(S) 2 50. 213.45 382.23 282.03 348.48 3.60 27.84 27.46 27.45 5.36 2.08 28.02(S) .00( ) 2.82( ) 3.14( ) 3.60(1) .21(S) .61(S) 7.80(S) 11.09(S) .05(S) 2 55, 212.53 376.35 280.97 344.22 3.60 27.71 27.50 27.52 5.34 1.82 27.63(S) .00( ) 2.82( ) 3.12( ) 3.60(l) .21(S) .61(S) 7.81(S) 11.08(S) .04(S) 3 0. 211.53 370.80 278.87 340.06 3.60 27.65 27.54 27.57 5.32 1.54 27.21(S) .00( ) 2.81( ) 3.10( ) 3.60(I) .21(S) .61(S) 7.81(S) 11.06(S) .04(S) 3 5. 210.46 365.46 277.60 335.95 3.60 27.63 27.57 27.59 5.30 1.31 26.75(S) .00( ) 2.80( ) 3.09( ) 3.60(1) .21(S) .61(S) 7.81(S) 11.04(S) .03(S) 3 10. 209.33 360.27 275.35 331.89 3.60 27.63 27.60 27.60 5.27 1.13 26.27(S) .00( ) 2.79( ) 3.07( ) 3.60(1) .21(S) .61(S) 7.81(S) 11.01(S) .03(S) 3 15. 208.14 355.20 273.90 327.88 3.60 27.63 27.61 27.59 5.25 .99 25.77(S) .00( ) 2.78( ) 3.05( ) 3.60(l) .21(S) .61(S) 7.81(S) 10.99(S) .02(S) 3 20. 206.90 350.26 271.54 324.03 3.60 27.64 27.62 27.57 5.22 .87 25.25(S) .00( ) 2.77( ) 3.03( ) 3.60(I) .21(S) 61(S) 7.81(S) 10.96(S) .02(S) CITYSWMM.REP 30 November 1998 18 3 25. 205.62 345.53 269.96 320.55 3.60 27.64 27.62 27.54 5.19 .77 24.70(S) .00( ) 2.76( ) 3.01( ) 3.60(I) .21(S) .61(S) 7.81(S) 10.94(S) .02(S) 3 30. 204.30 341.09 267.51 317.23 3.60 27.64 27.61 27.51 5.16 .69 24.14(S) .00( ) 2.75( ) 3.00( ) 3.60(1) .21(S) .61(S) 7.80(S) 10.91(S) .02(S) 3 35. 202.95 336.86 265.81 313.82 3.60 27.63 27.59 27.46 5.13 .62 23.57(S) .00( ) 2.74( ) 2.98( ) 3.60(I) .21(S) .61(S) 7.80(S) 10.88(S) .01(S) 3 40. 201.56 332.71 263.31 310.39 3.60 27.61 27.56 27.41 5.10 .56 22.98(S) .00( ) 2.73( ) 2.96( ) 3.60(I) .21(S) .61(S) 7.79(S) 10.85(S) .01(S) 3 45. 200.13 328.59 261.48 306.93 3.60 27.59 27.53 27.35 5.07 .51 22.37(S) .00( ) 2.72( ) 2.95( ) 3.60(I) .21(S) .61(S) 7.79(S) 10.82(S) .01(S) 3 50. 198.66 324.47 258.88 303.44 3.60 27.56 27.49 27.29 5.04 .47 21.75(S) .00( ) 2.70( ) 2.93( ) 3.600) .21(S) .61(S) 7.78(S) 10.79(S) .01(S) 3 55. 197.15 320.37 256.94 299.92 3.60 27.52 27.44 27.22 5.00 .43 21.11(S) .00( ) 2.69( ) 2.91( ) 3.60(I) .21(S) .60(S) 7.78(S) 10.76(S) .01(S) 4 0. 195.60 316.27 254.29 296.38 3.60 27.48 27.39 27.15 4.97 .39 20.45(S) .00( ) 2.68( ) 2.90( ) 3.600) .21(S) .60(S) 7.77(S) 10.73(S) .01(S) 4 5. 194.04 312.18 252.28 292.84 3.60 27.43 27.33 27.08 4.94 .36 19.79(S) .00( ) 2.67( ) 2.88( ) 3.60(I) .21(S) .60(S) 7.76(S) 10.70(S) .01(S) 4 10. 192.04 308.10 249.53 289.28 3.60 27.37 27.27 27.02 4.91 .33 19.12(S) .00( ) 2.65( ) 2.86( ) 3.60(I) .21(S) .60(S) 7.76(S) 10.67(S) .01(S) 4 15. 189.93 304.04 247.23 285.71 3.60 27.32 27.22 26.99 4.88 .30 18.45(S) .00( ) 2.64( ) 2.84( ) 3.60(I) .21(S) .60(S) 7.75(S) 10.64(S) .01(S) 4 20. 187.81 300.04 244.15 282.44 3.60 27.26 27.17 26.96 4.84 .28 17.77(S) .00( ) 2.62( ) 2.83( ) 3.60(I) .21(S) .60(S) 7.74(S) 10.61(S) .01(S) 4 25. 185.70 296.24 241.58 279.45 3.60 27.21 27.12 26.93 4.81 .26 17.10(S) .00( ) 2.61( ) 2.81( ) 3.60(1) .21(S) .60(S) 7.73(S) 10.58(S) .01(S) 4 30. 183.60 292.63 238.41 276.31 3.60 27.16 27.08 26.90 4.78 .24 16.43(S) .00( ) 2.59( ) 2.79( ) 3.60(1) .21(S) .59(S) 7.72(S) 10.55(S) .01(S) 4 35. 181.50 289.08 235.80 273.10 3.60 27.12 27.04 26.86 4.74 .22 15.77(S) .00( ) 2.58( ) 2.78( ) 3.60(I) .20(S) .59(S) 7.71(S) 10.52(S) .00(S) 4 40. 179.41 285.49 232.64 269.87 3.60 27.07 26.99 26.82 4.71 .21 15.11(S) .00( ) 2.56( ) 2.76( ) 3.60(1) .20(S) .59(S) 7.70(S) 10.49(S) .00(S) 4 45. 177.34 281.90 230.03 266.64 3.60 27.03 26.95 26.78 4.68 .20 14.45(S) .00( ) 2.54( ) 2.74( ) 3.60(I) .20(S) .59(S) 7.69(S) 10.46(S) .00(S) 4 50. 175.28 278.28 226.91 263.28 3.60 26.99 26.91 26.74 4.65 .18 13.79(S) .00( ) 2.53( ) 2.73( ) 3.60(I) .20(S) .59(S) 7.68(S) 10.43(S) .00(S) 4 55. 173.23 274.60 224.25 259.77 3.60 26.95 26.87 26.70 4.61 .17 13.14(S) .00( ) 2.51( ) 2.71( ) 3.60(I) .20(S) .59(S) 7.67(S) 10.40(S) .00(S) 5 0. 171.19 270.88 221.09 256.49 3.60 26.91 26.83 26.66 4.58 .16 .12.49(S) .00( ) 2.49( ) 2.69( ) 3.600) .20(S) .59(S) 7.66(S) 10.37(S) .00(S) 5 5. 168.94 267.23 218.39 253.35 3.60 26.86 26.79 26.61 4.55 .15 11.85(S) .00( ) 2.48( ) 2.67( ) 3.600) .20(S) .59(S) 7.65(S) 10.34(S) .00(S) 5 10, 166.23 263.69 215.10 250.11 3.60 26.82 26.75 26.57 4.52 .15 11.21(S) .00( ) 2.46( ) 2.66( ) 3.60(I) .20(S) .58(S) 7.63(S) 10.31(S) .00(S) 5 15. 163.57 260.17 212.06 246.83 3.60 26.78 26.70 26.52 4.49 .14 10.59(S) .00( ) 2.44( ) 2.64( ) 3.60(I) .20(S) .58(S) 7.62(S) 10.28(S) .00(S) 5 20. 160.94 256.61 208.43 243.43 3.60 26.74 26.66 26.47 4.46 .13 9.97(S) .00( ) 2.42( ) 2.62( ) 3.60(I) .20(S) .58(S) 7.61(S) 10.25(S) .00(S) 5 25. 158.36 252.97 205.20 239.84 3.60 26.69 26.61 26.42 4.43 .12 9.37(S) .00( ) 2.40( ) 2.60( ) 3.600) .20(S) .58(S) 7:59(S) 10.22(S) .00(S) 5 30. 155.82 249.21 201.44 236.14 3.60 26.65 26.57 26.37 4.41 .11 8.77(S) .00( ) 2.37( ) 2.58( ) 3.60(I) .20(S) .58(S) 7.58(S) 10.19(S) .00(S) 5 35. 153.32 245.33 198.08 232.35 3.60 26.60 26.52 26.32 4.40 .11 8.18(5) .00( ) 2.35( ) 2.56( ) 3.60(I) .20(S) .58(S) 7.57(S) 10.16(S) .00(S) 5 40. 150.86 241.37 194.36 228.52 3.60 26.55 26.47 26.26 4.38 .10 7.61(S) .00( ) 2.33( ) 2.53( ) 3.60(I) .20(S) .58(S) 7.55(S) 10.13(S) .00(S) 5 45. 148.44 237.36 191.07 224.67 3.60 26.51 26.42 26.21 4.36 .10 7.04(S) .00( ) 2.31( ) 2.51( ) 3.60(I) .20(S) .58(S) 7.54(S) 10.10(S) .00(S) 5 50. 146.06 233.32 187.25 220.83 3.60 26.46 26.37 26.16 4.35 .09 6.48(S) .00( ) 2.29(• ) 2.49( ) 3.600) .20(S) .57(S) 7.52(S) 10.07(S) .00(S) 5 55. 142.95 229.28 183.66 216.98 3.60 26.41 26.32 26.10 4.33 .09 5.94(S) .00( ) 2.26( ) 2.47( ) 3.60(1) .20(S) .57(S) 7.51(S) 10.04(S) OO(S) 6 0. 138.93 225.24 179.47 213.06 3.60 26.36 26.27 26.05 4.31 .08 5.41(S) .00( ) 2.24( ) 2.44( ) 3.600) .20(S) .57(S) 7.49(S) 10.02(S) .00(S) McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS 1 CITYSWMM.REP 30 November 1998 19 Zlq THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE 1N CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 479 480 481 483 486 488 490 491 496 497 0 5. .00 .00 .00 .01 .04 .04 .00 .00 .02 .01 .00( ) .00( ) .00( ) .00( ) .00(5) .00(s) .00( ) .00( ) .00( ) .00( ) 0 10. .01 .01 .01 .03 .04 .08 .01 .02 .08 .03 .00( ) .00( ) .00( ) .OD(s) .DO(s) .00(s) .00( ) .00( ) .00(s) .00( ) 0 15. .11 .19 .09 .08 1.10 2.18 .05 .05 9.65 1.35 .00(5) .00(S) .01(s) .02(S) .05(S) .11(S) .01(s) .01(S) .01(S) .01(s) 0 20, .26 .55 .22 .20 4.45 7,23 .07 .09 12.17 1.62 .01(S) .01(S) .02(S) .06(S) .21(S) .42(S) .02(S) .03(S) .04(S) .03(S) ' 0 25. .51 1.08 .44 .39 9.85 12.08 .11 .15 12.46 1.65 .03(S) .02(S) .05(S) .12(S) .48(S) .98(S) .03(5) .06(S) .15(S) .07(S) 0 30. 2.87 2.84 .86 .75 14.25 12.46 .19 .28 12.62 1.67 .05(S) .04(S) .10(S) .24(S) 1.00(s) 2.00(S) .07(S) .12(S) .43(S) .16(S) 0 35. 10.30 7.47 8.16 1.49 17.72 12.67 .35 .53 12.91 1.70 .07(S) .06(S) .18(S) .49(S) 2.03(S) 3.94(S) .14(S) .25(S) 1.03(S) .35(S) 0 40. 8.32 8.11 13.73 2.12 19.03 12.87 .47 .75 13.06 1.73 0 45. .07(S) 4.14 .07(S) 4.31 .21(S) 8.71 .70(S) 2.38 3.12(S) 19.70 5.87(S) 12.98 .19(S) .50 .36(S) .84 1.52(S) 13.12 .50(S) 1.74 .06(S) .05(S) .18(S) .79(S) 3.79(S) 6.89(S) .21(S) .40(S) 1.68(S) .56(S) 0 50. 2.99 3.45 5.98 2.56 20.38 13.05 .71 .90 13.14 1.75 .05(5) .04(S) .17(S) .85(S) 4.20(S) 7.53(S) .22(S) .44(S) 1.77(S) .60(S) 0 55. 2.29 2.75 4.35 2.67 22.23 13.10 1.28 .95 13.16 1.75 .05(S) .04(S) .16(S) .89(S) 4.49(S) 8.03(S) .23(S) .46(S) 1.81(S) .62(S) 1 0. 1.81 2.13 3.22 2.74 23.86 13.14 1.30 .97 13.16 1.76 .05(S) .03(S) .16(S) .91(s) 4.68(S) 8.42(S) .23(S) .47(S) 1.82(S) .64(S) 1 5. 1,35 .04(S) 1,61 .03(S) 2.34 .15(S) 2.77 .92(S) 25.63 4.79(S) 13.18 8.72(S) 1.11 .23(S) .99 .48(S) 13.15 1.80(S) 1.76 .65(S) 1 10. 1.02 1.20 1.96 2.78 26.57 13.20 .88 1.00 13.14 1.76 .04(S) .02(S) .15(S) .92(S) 4.84(S) 8.95(S) .22(S) .48(S) 1.77(S) .65(S) 1 15. .91 .96 1.81 2.77 26.84 13.22 .69 1.00 13.13 1.76 .04(S) .02(S) .14(S) .92(S) 4.86(S) 9.14(S) .22(S) .48(S) 1.72(S) .65(S) 1 20. .79 .83 1.64 2.75 26.72 13.24 .55 1.00 13.11 1.76 .04(S) .02(S) .14(S) .91(s) 4.85(S) 9.31(S) .22(S) .48(S) 1.67(S) .65(S) 1 25. .68 .71 1.47 2.73 26.35 13.25 .51 1.00 13.09 1.76 .03(S) .01(S) .13(S) .90(s) 4.83(S) 9.45(S) .22(S) .48(S) 1.61(S) .64(S) 1 30. .58 .60 1.30 2.70 25.82 13.27 .51 .99 13.07 136 .03(S) .01(s) .13(S) .89(S) 4.80(S) 9.58(S) .22(S) .48(S) 1.54(S) .64(S) 1 35. .52 .51 1.16 2.67 25.21 13.28 .51 .99 13.05 1.76 .03(S) .01(s) .12(S) .88(S) 4.77(S) 9.69(S) .22(S) .48(S) 1.48(S) .63(S) 1 40. .50 .45 1.03 2.64 24.60 13.29 .51 ' .98 13.03 1.76 .03(S) .01(s) .12(S) .87(S) 4.73(S) 9.80(S) .21(S) .47(S) 1.41(S) -62(S) 1 45. .48 .40 1.01 2.60 24.02 13.30 .51 .97 13.01 1.75 .03(S) .01(5) .12(S) .86(S) 4.70(S) 9.91(s) .21(S) .47(S) 1.34(S) .62(S) 1 50. .46 .36 .98 2.57 23.74 13.31 .50 .97 12.99 1.75 .03(S) .01(s) .11(s) .85(S) 4.67(S) 10.02(S) .21(S) .47(S) 1.27(S) .61(S) 1 55. .43 .32 .95 2.54 23.45 13.33 .50 .96 12.96 1.75 .02(S) .01(5) .11(S) .84(S) 4.63(S) 10.12(S) .21(S) .46(S) 1.20(S) .60(S) 2 0. .40 .28 .92 2.50 23,11 13,35 .50 .95 12.94 1.75 .02(S) .00(s) .11(S) .83(S) 4.59(S) 10.21(S) .21(S) .46(S) 1.13(S) .60(S) 2 5. .37 .24 .88 2.46 22.75 13.48 .50 .94 12.91 1.75 .02(S) .00(S) .10(s) .81(s) 4.55(S) 10.29(S) .20(S) .45(S) 1.05(S) .59(S) 2 10. .34 .19 .84 2.41 22.36 13.59 .49 .93 12.89 1.75 .02(S) .00(s) .10(S) .80(s) 4.50(S) 10.35(S) .20(S) .45(S) .966) .58(S) 2 15. .31 .15 .80 2.37 21.95 13.68 .49 .92 12.86 1.74 .02(S) .00(s) .09(s) .78(S) 4.46(S) 10.41(S) .20(S) .44(S) .88(s) .56(S) 2 20. .28 .12 .76 2.32 21.55 13.76 .48 .91 12.84 1.74 2 25. .01(S) .25 .00(s) .09 .09(s) .72 .77(S) 2.28 4.41(S) 21.16 10.45(S) 13.83 .19(S) .47 .44(S) .90 .79(S) 12.79 .55(S) 1.74 .01(S) .00(s) .08(S) .75(S) • 4.36(S) 10.50(S) .19(s) .43(S) .71(S) .54(S) 2 30. .23 .07 .68 2.23 20.91 13.91 .46 .88 12.74 1.74 .01(S) .00(s) .08(s) .74(S) 4.32(S) 10.54(S) .19(S) .43(S) .62(S) .53(S) 2 35. .20 .05 .65 2.19 20.72 13.97 .46 .87 12.68 1.73 .01(5) .00(s) .07(S) .72(S) 4.28(S) 10.58(S) .18(S) .42(S) .54(S) .52(S) 2 40. .18 .04 .61 2.14 20.54 14.04 .45 .86 12.63 1.73 .01(S) .00(S) .07(S) .71(S) 4.24(S) 10.62(S) .18(S) .41(S) .45(S) .51(S) 2 45. .16 .02 .58 2.10 20.36 14.10 .44 .85 12.58 1.73 .01(S) .00( ) .07(S) .69(S) 4.19(S) 10.66(S) .18(S) .41(S) .36(S) .49(S) 2 50. .15 .00 .55 2.06 20.18 14.16 .44 .84 12.53 1.73 CITYSWMM.REP 30 November 1998 20 2-2-0 .01(S) .00( ) .06(S) .68(S) 4.15(S) 10.70(S) .17(S) .40(S) .28(S) .48(S) 2 55. .13 .01 .52 2.02 20.03 14.22 .43 .83 12.48 1.73 .01(S) .00( ) .06(S) .67(S) 4.12(S) 10.73(S) .17(S) .40(S) .19(S) 3 0. .12 .00 .49 1.98 19.99 14.28 .42 .82 12.42 .47(S) 1.72 .00(S) .00( ) .05(S) .65(S) 4.08(S) 10.77(S) .17(S) .39(S) .11(S) .46(S) 3 5. .10 .01 .46 1.94 19.95 14.34 .42 .80 12.09 1.72 .00(S) .00( ) .05(S) .64(S) 4.04(S) 10.80(S) .17(S) .39(S) .02(S) .45(S) 3 10. .09 .00 .44 1.90 19.92 14.36 .41 .79 .05 1.72 .00(S) .00( ) .05(S) .63(S) 4.00(S) 10.81(S) .16(S) .38(S) .00(S) .44(S) 3 15. .08 .01 .41 1.86 19.88 14.32 .40 .78 .04 1.72 .00(S) .00( ) .05(S) .61(S) 3.97(S) 10.79(S) .16(S) .37(S) .00(S) .42(S) 3 20. .07 .00(S) .00 .00( ) .39 .04(S) 1.82 .60(S) 19.84 3.93(S) 14.24 10.74(S) .40 .16(S) .77 .37(S) .04 .00(S) 1.71 .41(S) 3 25. .07 .00 .37 1.79 19.80 14.16 .39 .76 .04 1.71 .00(S) .00( ) .04(S) .59(S) 3.89(S) 10.69(S) .16(S) .36(S) .00(S) .40(S) 3 30. .06 .00 .35 1.75 19.76 14.07 .38 .75 .03 1.71 .00(S) .00( ) .04(S) .58(S) 3.85(S) 10.64(S) .15(S) .36(S) .00( ) .39(S) 3 35. .05 .00 .33 1.71 19.72 13.98 .38 .74 .03 1.71 .00(S) .00( ) .04(S) .56(S) 3.81(S) 10.59(S) .15(S) .35(S) .00( ) .38(S) 3 40. .05 .00 .31 1.68 19.69 13.90 .37 .73 .03 1.70 .00(S) .00( ) .03(S) .55(S) 3.77(S) 10.54(S) .15(S) .35(S) .00( ) .37(S) 3 45. .04 .00 .29 1.65 19.65 13.81 .37 .72 .02 1.70 .00(S) .00( ) .03(S) .54(S) 3.73(S) 10.49(S) .14(S) .34(S) .00( ) .35(S) 3 50. .04 .00 .28 1.61 19.61 13.73 .36 .71 .02 1.70 .00(S) .00( ) .03(S) .53(S) 3.69(S) 10.44(S) .14(S) .34(S) .00( ) .34(S) 3 55. .03 .00 .26 1.58 19.57 13.65 .36 .70 .02 1.70 .00(S) .00( ) .03(S) .52(S) 3.65(S) 10.39(S) .14(S) .33(S) .00( ) .33(S) 4 0. .00 .00 .25 1.55 19.52 13.57 .35 .69 .02 1.70 .00( ) .00( ) .03(S) .51(S) 3.61(S) 10.34(S) .14(S) .33(S) .00( ) .32(S) 4 5. .00 .00 .23 1.52 19.48 13.48 .34 .68 .01 1.69 .00( ) .00( ) .02(S) .50(S) 3.57(S) 10.29(S) .13(S) .32(S) .00( ) .31(S) 4 10. .00 .00 .22 1.49 19.44 13.40 .34 .67 .02 1.69 .00( ) .00( ) .02(S) .49(S) 3.53(S) 10.24(S) .13(S) .32(S) .00( ) .30(S) 4 15, 00 .00( ) .00 .00( ) .21 .02(S) 1.45 .48(S) 19.40 3.49(S) 13.33 10.19(S) .33 .13(S) .66 .31(S) .01 .00( ) 1,69 .28(S) 4 20. .00 .00 .20 1.43 ' 19.36 13.33 .33 .65 .01 1.69 .00( ) 00( ) .02(S) .47(S) 3.45(S) 10.14(S) .13(S) .31(S) .00( ) .27(S) 4 25. .00 .00 .19 1.40 19.32 13.32 .32 .65 .01 1.68 .00( ) .00( ) .02(S) .46(S) 3.41(S) 10.10(S) .13(S) .31(S) .00( ) .26(S) i 4 30. .00 .00 .18 1.37 19.28 13.32 .32 .64 .01 1.68 .00( ) .00( ) .02(S) .45(S) 3.37(S) 10.05(S) .12(S) .30(S) .00( ) .25(S) 4 35. .00 .00 .17 1.34 19.23 13.31 .31 .63 .01 1.68 4 40. .00( ) .00 .00( ) .00 .02(S) .16 44(S) 1.31 3.32(S) 19.19 10.00(S) 13.31 AIM .31 30(S) .62 .00( ) .01 .24(S) 1.68 .00( ) .00( ) .01(S) .43(S) 3.28(S) 9.95(S) .12(S) .29(S) .00( ) .23(S) 4 45. .00 .00 .15 1.29 19.15 13.30 .30 .61 .01 1.68 .00( ) .00( ) .01(S) .42(S) 3.24(S) 9.90(S) .12(S) .29(S) .00( ) .21(S) 4 50. .00 .00 .14 1.26 19.11 13.30 .30 .60 .01 1.67 .00( ) .00( ) .01(S) .41(S) 3.20(S) 9.85(S) .12(S) .28(S) .00( ) .20(S) 4 55. .00 .00 .13 1.23 19.07 13.29 .29 .59 .01 1.67' .00( ) .00( ) .01(S) .40(S) 3.16(S) 9.81(S) .11(S) .28(S) .00( ) .19(S) 5 0. .00 .00( ) .00 .00( ) .13 .01(S) 1.21 .39(S) 19.03 3.12(S) 13.29 9.76(S) .29 .11(S) .59 .28(S) .01 .00( ) 1.67 .18(S) 5 5. .00 .00 .12 1.19 18.99 13.28 .28 .58 .00 1.67 .00( ) .00( ) .01(S) .39(S) 3.08(S) 9.71(S) .11(S) .27(S) .00( ) .17(S) 5 10. .00 .00 .11 1.16 18.95 13.28 .28 .57 .01 1.66 .00( ) .00( ) .01(5) .38(S) 3.05(S) 9.66(S) .11(S) .27(S) .00( ) .16(S) 5 15. .00 .00 .11 1.14 18.91 13.27 .28 .56 .00 1.66 .00( ) .00( ) .01(S) .37(S) 3.01(S) 9.61(S) .11(S) .26(S) .00( ) .15(S) 5 20. .00 .00 .10 1.11 18.88 13.27 .27 .56 .01 1.66 .00( ) .00( ) .01(S) .36(S) 2.97(S) 9.56(S) .10(S) .26(S) .00( ) A RS) 5 25. .00 .00 .09 1.09 18.84 13.26 .27 .55 .00 1.66 .00( ) .00( ) .01(S) .36(S) 2.93(S) 9.51(S) .10(S) .26(S) .00( ) .12(S) 5 30. .00 .00 .09 1.07 18.80 13.26 .26 .54 .01 1.66 .00( ) .00( ) .01(S) .35(S) 2.89(S) 9.46(S) .10(S) .25(S) .00( ) .11(S) 5 35. .00 .00 .08 1.05 18.76 13.25 .26 .53 .00 1.65 .00( ) .00( ) .01(S) .34(S) 2.85(S) 9.41(S) .10(S) .25(S) .00( ) .10(S) 5 40. .00 .00 .08 1.03 18.72 13.24 .25 .53 .01 1.65 .00( ) .00( ) .01(S) .33(S) 2.82(S) 9.36(S) 10(S) .25(S) .00( ) .09(S) 5 45. .00 .00 .07 1.01 18.68 13.24 .25 .52 .00 1.65 .00( ) .00( ) .00(S) .33(S) 2.78(S) 9.31(S) .09(S) .24(S) .00( ) .08(S) 5 50. .00 .00 .07 .99 18.65 13.23 .25 .51' .01 1.65 .00( ) .00( ) .00(S) .32(S) 2.74(S) 9.26(S) .09(S) .24(S) .00( ) .07(S) 5 55" .00 .00( ) .00 .00( ) .07 .00(S) .97 .31(S) 18.61 2.70(S) 13.23 9.21(S) .24 .09(S) .50 .24(S) .00 .00( ) 1.64 .05(S) 6 0. .00 .00 .06 .95 18.57 13.22 .24 .50 .01 1.64 CITYSWMM.REP 30 November 1998 21 z21 !, .00( ) .00( ) .00(S) .31(S) 2.67(S) 9.16(S) .09(S) .23(S) .00( ) .04(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 19 27 29 31 36 41 42 43 72 75 88 92 93 124 166 167 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 329 330 331 341 357 358 360 362 363 364 366 370 371 372 373 374 470 471 472 474 477 479 480 481 483 486 488 490 491 496 497 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE 8 ANDERSON, INC. PROJECT: COFC96.08 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** 1 CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 2 216.4 .1 29.4 2 15. 4 103.6 2.8 1 15. 6 163.5 3.5 0 55. 7 111.3 .9 0 40. 8 142.7 3.3 0 40. 9 9.2 .5 0 45. 10 35.9 .7 0 40. 11 12.0 .4 1 25. 12 82.5 .9 0 40. 13 39.3 .7 0 45. 155.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. 20 99.3 2.6 0 45. 21 68.4 .9 0 40. 22 131.3 2.8 0 50. 23 .8 .4 0 4. 24 27.5 .6 0 400. 25 .3 .2 1 50. 26 70.8 4.0 1 10. 27 61.4 .1 2.1 1 5. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 43.6 1.9 1 5. 32 4.6 .4 1 55. 33 33..6 40. 35 37.9 1 .7 1 0. 36 25.5 1.5 0 35. 38 72.7 2.4 1 5. _ ( 39 66.7 2.3 1 0 '[L•�C �C i C = �75 ' 41 61.2 2.6 1 5. 42 70.8 2.2 1 10. 43 131.3 .1 0 50. 44 59.3 1.4 0 45. 50 359.4 2.4 0 45. 51 303.1 2.3 0 50. 72 23.8 1.6 1 10. 73 46.7 .5 0 40. 74 5.4 .3 2 25. 75 160.7 2.4 0 35. 76 43.2 1.8 0 45. 82 3.1 .2 0 40. 83 21.0 1.0 1 10. 84 52.0 .5 0 35. 85 36.8 .5 0 40. 88 179.2 3.0 0 35. 89 12.7 1.1 0 40. 90 2.2 .2 1 5. 91 15.0 1.3 1 30. �. 92 12.2 1.0 0 35. ' CITYSWMM.REP 30November 1998 22 ZZ2, �. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. 102 523.6 (DIRECT FLOW) 1 25. 116 217.6 2.9 2 20. 124 15.9 1.0 1 10. 140 226.9 2.9 2 20. 166 24.7 .1 2.1 1 0. 167 24.7 1.7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1.9 1 10. 170 26.4 1.7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. 175 34.6 1.6 1 30. ' 176 2.7 .1 2.1 1 55. 177 54.1 2.0 1 30. 178 16.7 .1 4.7 1 25. 1. 180 80 4747.5 1.6 .1 4.1 0 1 35. 15. 201 47.7 (DIRECT FLOW) 0 35. 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. 209 285.2 (DIRECT FLOW) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 28.5 (DIRECT FLOW) 0 35. 216 5.9 (DIRECT FLOW) 0 35. 217 218 15.0 15.9 .1 .1 1.4 3.4 2 1 5, 10. 219 140.4 (DIRECT FLOW) 0 35. 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 270 23.8 (DIRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 54.1 1.9 1 5. 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. 315 1.1 .1 .9 2 0. 320 22.0 1.0 0 40. 321 7.0 .1 3.4 2 30. 322 11.1 .1 2.2 1 25. 323 11.1 .4 1 30. 324 58.9 1.7 0 35. ' 325 117.0 2.4 0 35. 326 114.0 2.5 0 35. 327 115.4 2.4 0 40. 328 33.0 2.0 0 35. 329 139.1 2.5 0 40. ' 330 5.0 .1 1.8 .1 15. 331 66.6 1.7 0 35. 340 2.1 (DIRECT FLOW) 0 15. e 341 357 101.2 300.0 2.8 2.9 1 1 20. 45. 358 300.2 3.5 1 50. 359 300.3 2.9 1 50. 360 300.3 3.5 1 50. 361 304.1 2.9 1 55. 362 305.5 2.9 1 55. 363 307.6 3.0 1 50. 364 409.1 3.4 1 25. 365 47.8 2.1 0 55. 366 448.0 3.6 1 20. 367 467.4 5.2 1 20. 368 487.9 4.4 1 25. 370 3.9 .1 .8 1 10, 371 1.4 .1 .3 1 15. 372 16.3 .1 .3 0 45. ' CITYSWMM.REP 30 November 1998 23 ZZ3 373 131.1 374 7.2 .395 3.6 47. 471 5151.9 472 27.6 474 5.4 47.1 479 1010.3 480 8.1 481 13.7 483 2.8 486 ' 488 14.8 14.4 490 1.3 491 1.0 49 13. 497 1.88 570 72.9 571 91.9 572 241.3 574 377.E 576 55.8 577 60.5 582 8.3 583 23.8 584 26.8 586 217.6 588 382.9 6. 682 82 6.4 683 1.8 684 21.0 ' ENDPROGRAM PROGRAM CALLED r r r r r .1 11.5 .1 1.7 (DIRECT FLOW) .1 1.0 .1 .9 .1 7.8 .1 11.2 .1 .4 .1 .1 .1 .1 .1 .2 .1 .9 .1 4.9 .1 10.8 .1 .2 .1 .5 .1 1.8 .1 .6 (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 15. 25. 35. 0. 45. 10. 20. 40. 35. 40. 40. 10. 15. 10. 0. 15. 0. 10. 35. 35. 35. 35. 45. 35. 35. 10. 15. 35. 35. 15. 35. 35. 10. CITYS WMM.REP 30 November 1998 2Z 4 24 ' 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: MMP-100 LIDSTONE & ANDERSON, INC. PROJECT: COFC96.08 72 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 1.016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 ' 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5,00 80 1 280 28 50 6.90 .01 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 * 360 36 - 3223 2.37 ---- ---- 87 .02 --- --- ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 71021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 ' 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64,1200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 1 * 216 327 1400 0.96 90.0060 ----------------------------- * ALL -------------•--------------------------- FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 1 301 302 301 95 438530.21 350047.30 41,0077 .430 45 .01 .390 0.6 0.6 * SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 1 1 311 312 371 363 315 2.78 569 2.09 40.0.0200 2.3.1262 0.9 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 1 315 316 374 39 101014,39 276499.00 40.0.0200 2.0.0169 .35 0.3 " Jt Lea Sit, * V {k in -- --------- ........--- ---- -- -- 2Ze�' * ALL FOLLOWING SUBBASINS ARE FROM G80 1986 MCCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION SUBBASINS BTWN STETSON CREEK 8 CTY RD 9 1 1 217 218 367 367 890 950 18.4 17.4 5.0 5.0 .010 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 * G80 SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 * ----------------------------------------------------------------------- * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON „ AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 .64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .0018 1 5 209 800 3.1 64. .020 .020 .25 .25 .1 .1 .3 .3 .51 .51 .5 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 I 1 1 20 21 219 219 600 1400 4.1 9.0 46. 46. .020 .020 .020 .020 .25 .25 .1 .1 .3 .3 .51 .51 .5 .5 .0018 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1---41-_--- 800 ----3-5--50------ _020---25----1----3---51----5 ------ 0018 * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE 8 ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 •73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 ' 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 ' 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 1 389 390 88 490 2000 550 7.0 1.4 90. 70. .020 .020 .016 .016 .25 .25 .1 .1 .3 .3 .51 .51 .5 .5 .0018 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 27 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 396 397 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 r22b I i I I I 11 r, I I 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 * CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIDGE BUSINESS PARK 4TH 8 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 * OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 * COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L 8 A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 2z-7 1] I 11 11 I I I I I 586 488 0 3 .1 1. * HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE * RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY * INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 488 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. * PIER DETENTION POND 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 571 471 0 3 .1 1. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. 470 31 6 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. �i I I I 1 I I I I * END OF LIDSTONE & ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 O * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.2E 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.8C 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.1C * -------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. * POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 * FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 * POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 * POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 * FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 * CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 * CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 * CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 * CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 * CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 * POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 *-------------------------------------------------------------------- I L.f- 1 I LJ I n I * ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. * CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1' 0.0050 0.013 0.1 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 " 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0:00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0.1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80' .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39. .371 1.58 .550 1.75 * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 *----------------------------------------------------------------------- * ALL FOLLOWING CONV. ELEMENTS ARE FROM G80 1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 8 CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 * CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE * 0 .102 103 0 5 4.5 50 0.005 0.024 5.6 * *----------------------------------------------------------------------- 29.0 50 0.005 25 100 0.018 10.0 * SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 I,] Zap 215 315 0 3 .1 1. 315 216 5 2 .1 1. 1 0.0 0.0 0.08 0.5 0.34 0.75 0.86 1.0 1.21 1.1 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 357 0 1 10. 700. .003 4. 4. .035 5. 219 224 0 3 .1 1. 224 218 0 3 .1 1. 218 124 8 2 .1 1. .1 0.0 0.0 0.07 4.0 0.24 6.0 0.52 8.0 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 217 0 3 .1 1. 217 357 8 2 .1 1. .1 0.0 0.0 0.04 4.0 0.12 6.0 0.24 8.0 0.45 10.0 0.73 12.0 1.16 14.0 1.72 16.0 330 357 7 2 .1 1. .1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 0 20 470 471 472 474 477 479 480 481 483 486 488 490 491 395 496 497 2 357 366 102 ENDPROGRAM 2-,5( 1. LI EXCERPTS FROM FINAL DRAINAGE PLAN FOR TIMBERLINE ROAD I I 7 1 ' Z3z 7vu -ZeF Final A, " ,lad BaW. 2— W-4— FINAL DRAINAGE REPORT for TIMBERLINE ROAD - Fort Collins, Colorado July 15, 1994 Prepared for: Timberline Road Cooperative Venture Prepared by: Northern Engineering Services, Inc. 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 (303)221-4158 Project Number: 9404.00 Z33 Z EAS7 TH - - - - - - - 16 1 ;01 o - - ------ ----------- '71 X A -S-PROJ ECT, -SITE Trail Pa -S-1 di -'Q__ - 7f :Z �71 _�7 n MaR "VICINITY- 4,51 Qg SCALE 1 : 7x m-W 7 . 7 ENGINEERING SERVICES, INC. S. Howes, Suite 202, Fort Collins, Colorado TIMBERLINE ROAD '.1 .: (303)221-4158 _ t',20 RTHERN 11U Fin ibe Road - July 15, 1994 rainage Report':. Page S'IORk' iiRA I NAGE',*" c on'. t s tbiid� brilhikePatt6rns. ..` -Y roperty--on, both the east and we sidesof Timber? Ly to.zi` Nd- south -Harmony -RodM`:� :.`.'t e s`t.,:.:creates a drainage . n divide -Ro-Ac ., ...... f'Harmonydrai north .-a;n'a'-*, fair'e'is' south into McClellands_ 'Cr*ee0-"-' -St'6rmwa't_er rune ini �-Road'.,.south of HafmonyRoa`d' ciur're6ntly dizci 6 : d i t ch on -both 's 1 dd 9 of the road' and.then to. MdC 7-North.oT Hiirhiony'RoA'drunoff,.drain6..-to,r6adgid6 -n -north': to either 'Warren :.Ldkd.t �.Dich existin exiin -1 . andd area .. . I o 1 6 . A . ti ;inletin ii.Timbetl�ifie*�'Lan6wdr -a 'wet di of VELOPED DRAINAGE -X7 ajs oare currently rizy:oi-xne..properT.ies aajaceny. To Luc -.Lim -'in-_,v.a±*iO'UJs 1 -stages .. ouch of Harmony -A*o"-a*T,d--:*ln-'clu'de'.*Stetson -.Creek t e.�fu" luir -,P( .D 'Harmohy..1.Cr6'g6 -P':7U' .nJd 1"future 'Community/Re-ji6nzi p op, in _ ad, Sunstone -Vi 1 S lake 8th u ivision. U.D. structfon.�--''`k 'Timber! in -e-'7-Road, arterial % bi_� . an 1 , . _ t 0 e widenedfrom...,.twor.,I.a.nes t1o., four- anes. proper t-1 it�_.,df -th,ese'. a . rn Criteria and References La . ge .. cr 1 1 t - er . ia(-butlined_inboth the City of 'running._ reav-zi, ..Harmony,, Ef, from lellandF S ditches ic "double d.,." n the-:.:, 3 dkl-i rDd toad o ,e-ie 1 6pmen iidr-di-iVa: ey.-.- f s-.:currently; street,.'- is duW.--to 'the, �ort Collins -,. Standards y..the Urban 'this Final Tiie"]M:C*lellands"Basin Master -Drainage Plan criteria:- -has been enced'in additidn"fo existing drainage reports forii'surrounding Qpme,nfi Refe�r+in6ds) J Hydrologic Criteria Tli6.-Rational Method' was used Jo estimate peak s..tormwater fi'lrom thep"rop'osed street improvement. An initial -2-year n.:.storm and major 100-year design storm was used t.o.evaluate )r . o . ta posed drainage' system. Rainfall intensity da- or the n a1 'Method was taken from Figure 3=1 of SDDCCS.,-, )DCCS) and Storm Drainage Criteria Manual : I Lnd * Flo - od Control -District -have been uqt--d fo t � v imberllne Road July 15, 119 nalDrainage Report 1 Page 3 IImo:�DEVELOPED DRAINAGE con't' -iL"r'�:. 4 '" t4.� n .r�.t "�4s�vL g 1 a � •-rXf� r �+Y a ., - a : ,r,'l ,. ' %. u w ram' s y, ... s. '*. ` 1 ^•. r+ f r , n f Iivdraullc Cr1terla t;.•. �.,cn+►� of k Lt t .Y. `h-nh'w,ti .^. ,-�? � ..ury��' lf� t�-scC_ +✓r�'�''i r' + Rom• a-"- L > ,t�.7 i ^I` �ri�"�T� :Fi..{-%t� � ^.� ( 9'... -'`•` - . . �ti �t� r . .'n lty of Fort Co.11lns.Rtorm Drainage Design Criteria'has z`: een.=�fu�sed for. all hydraulic :calculations In additlon"' a HEC 2 t:-'.-cc vra. -, r -',• r propose te r..akv _final s.shas been performed znnthe design of the proposed e a',-Te�Ar.�..s:el"•'�_a o + r.. i \n r'�t�` ifi .e. < _ ox cu .v.ert at McClellands creek crossing ti, ,-...t�� -; � �• _ _ neral Drainage concept..; ,�h�_ � ,ems-" rqs ''"r ,«.'l> ; � •� �,�,,,�,>. .l'ra- ^7r. ?S.Y}..-^h#i`}'r onveyance of;ofi-site,drainage..includes street'.-runofi ;from iiy-fu'ture extension of Timberline-Road'from McClellands Creek'to a'high-point approximately 1000 feet south.. The -curb inlets at the ro_posed.box culvert have been designed in anticipation this future -� urvY.a ^•. - Y.. ^y°'�fUx �vj a�'"1it^ t \o .ieL a) -# �.'r.; �--1- C -.�^a y y -.�{, _..i. . design of,the proposed -drainage system for Timberllne_Road� een �n coordination with surrounding proposed developments ti`"ATM' c rude, Stetson'Creek, Timber Creek, Harmony -Crossing, Will_ow�:, _Sp lr n `nd SunstoneNirlage. Developed, drainage basins for_all s pro a `have .been extend out to the centerline of Timberline Road' nda .therefore detaining thermajority of the runoff from the t r e eV. - c •1r' v +-`•` T .F^S F ^ i < .f — a < .�r.� T r t_ . `Developed .runoff from Timberline.Road adjacent. to the future armory Village site will `1 a collected `in a .23' curb opening near rt< t "the --soiith--'end of the_;future .-site.', Runoff will, be .conveyed -to .a ermanen grass -lined Swale designed by RBD, Inc for the Harmony r`ossing. U.D This drainage Swale conveys-historic-runoff.`from -- - ---- thehopping Center site south, across. Harmony Crossing ao an on lte etention-pond___..The- proposed swa a - _has been designed to ccommodate the 100=yeai 'historic 'runoff from the Harmony Village site f�'to the centerline of,Timberline Road.' -Y is t" q 'Fa' ♦� '-t ar fi !r -s.< :sY _ \ ;nK. s eveloped runoff-from'rmberline Road adjacent fro the future ondre Va1ley.Hospital site will be collected 'in..a 25' Type-R Curb nletlo aced near- the .south :_end of the future site Runoff will e.conveyed to a,.proposed` temp orary drainage Swale running -east est along'the north propertyline of Timber Creek P.U.D.(also ..designe'd'by RBD, Inc.-).. This drainage Swale directs historical. unoff"-from the Poudre Valley Hospital site - to the. east and outh around Timber Creek to :a future detention pond and then to.`.. r+'le'hlands Creek.-. _This' swale was also. designed .to accommodate t..--y-ear; historic runoff.from.the future hospital site out` to the.. enterhine of Timberline'RoadNi . �ar;t y _ r - mper pal June 15, 1994 Page 4 y1r, t Gidheral" Dmainap-e"Concept const - Z., Z, ... .... .. . botiWrainage..swal-6s'will convey historical stormwater runoff *Smu ime a'§ fhe,. a rmony,,;.--V i 11 ag'e And -Poudre'Valley'Hospital, fully '6 an d�di tin developed tion :storage can 'be' '-4�piovided.'z In' 6 uire that the'se'.-swal*es-.be .in place to accept runoff e rosline 'Timberline -Road improvements .;",�*.!�,'--�i., 3 Additional points' of discharge from.Timberline Road. -include `- returns 61F Stetson ',Creek'- Timber. Creek:. Galena', and t 6tt,rl)r�ives and he -future hospital' and shopping' center.si es. ... f4fdj'acent' p roperty owners have agreed to' accept stormwater f.fff6m* points of dischargeoff of 'Timberline Road without s-";ZO-- convey the stormwater "t'6-proposed detenti66 sites. S , r.) if ic i3ec Details SWO M-g 'Properties adjacent-. to-�'Timberlini-e -Ro-ad- which_ * are currently ej o ea 1.1 requite c-o"lle"ct'i'o'n.'-arid.--'cohVO-yanc-e'of stormwater MLiom ...-str'ee 'I! I-S' ..anticipated,.- that when these.. r- res are developet-th6y-will deta"in runoff from Timberline re=- .t -- . jp"- - W I—— I.- . - - These iW J .. �.`. ..A� - — -- �— ---W "futui�6 P o projects would include- the udfe Valley fL� he. Harmbny�-Vil*lAgid Shopping Center.'rl... Runoff from d -to temporary drainage swales .are i's will be'.,conveyed.direct y "wglI y.-" t - � . .., . . d ingl' o detention ponds designed by RBD, Inc.'. Cu`nb'- 1 ri 1 iswill:-berequ'ired at th6 'Yow' point in Timberline Ivw1dh. is located�'a't the Mctlellandi. Creek. crossing. These. :s -have been incorporated.. in the design of the proposed `etd,.box culvert::. The. drainage. area tributary to these inlets om rMcClellands 'Creek, to --'a, high point 1000' '' in this south.- It is -. ' Upated that . uture improvemerits' to Timberline Road indlude,..the * e IF. curb and gutter and would A extension o ' y'to these inlets is a bifting street_* flows�.-.-' ;Alsotributary lon'�ib Timberline R'oad..to the, north �Z*,-.7.�. z ... .... .... In :existing 244niili'diam'eter CMP located, at. the McClellands, 0, crossing wifi`bti replaced` with-:iwo proposed.Vx S' concrete :u verts. A EC--�!-iinalysis originafiy done by RBD, Inc. and F. %,.-. :. Y - - E- .- - i q . ie e�' Northern ngineering was used to size the culvert for LDQ7Year developed flows" which via's determined by RBD, Inc. to i " 3 8 f s*. A detailed hydrol'&gilanalysis of the McClellands c c "B a s 1 n is currently being '.conducted by RBD, Inc. in inct'i6n with the -Stetson * Creek P.U.D.(See Reference 6). 377 GVOH A.NOKHVH amaa UNMOOR A a z m O �U+ 'Z 3AIHa YN31 0 a 1 1 X23HD NOSIZIs A a w w a U z 0 ti z W NH W En 1�1 x Z.3B j 1 4/'+�r77Lf�iC � !.77 RL G= lei 1.di5 �L L= i2-77 L I.JI( I.i �'i.j��I•J� 1L.�l7 G 4.0 M,J 4IJ L ' � i.9"-71 ;.I- 0.»(1.Z51.. 1 •-]H' r 3.5 !rl� '•"rY 3 Z�� jrl �c.v' is 3—! t_L a ,'.t1 ! '^�h/ `'w.. = $'�3 i��h/ lo 410. i C�L•G�G�:A = i.0(0.3>) I.�l,•^/./\I.�?ji-c� n /.'7j��z n // �i'-%,.�� _ "7— iC�.�S� - aIv'GGL`'I.3.4 it/ham (I.�iS...c) = Z•3 �s I I u I 259 L- 2-AC �c%�PEf� r�iur..1.44C , Arm Ps rl�oi✓1 € r: �•n 5_z:.�..-�= ra RAN 50' r 1 �.,�-ram. = zzZ4 •,�. (>-o F�) � <5� s;.o � Z.SS s�� (�.o.rl,.r o3 sr�a +��4,y.3 ry G'Lt�L.GI = f� 2-Z3 � Fa..,,n �. of � 1�,3-�„� ��..� ;� wesT rives• = s'o' = �t (p.s„J 04 Sr=SZ�4B.S Ta G'1 33.-%4 = l!e✓fo -To.s- ��s��.! tJj STP. 4'lt-50-rz� w+49.3 = 258.3v' �„Z-c.a c O.LLL• � G c ;•,n-.'.�I/uv.Stil�•=.,.$f = D.�� (O.I?y ) - O.LO (o.0�„�1 = 0.9: 2 41 JZjp: lJ 1 n^P=2s/lor„r.,l� r f 0 5 17Ar�-.1 O 1 ArzeAs 12o.v� c W-..,.,� _ �ro� � l� ti✓'; / •=�. >ro = 1 •'f11 ate. Lfwosc..?lNG = IO �1>>b/43�Lo = D.349 Ac- '�r-n.` G = !M l�G 2Vl0lr N�SS = �.gs(l•�^�I.C.) ,�j. Z.O( 0.3�i.�-G> _ �,C 1jAr�J oZ P,a-i AS �2af+] t WP-c..�L = �',O (.•z ZL4 �1 %G/ 3 �c� = 2. o=.. � �NrifLA �1..1 C. .� IOI(2/ZZ'`J�43/�� •SI h�- T O:AL.� PQ-EA = Z.55 AG O (��,,.�Dtv.P/../c = /O'(I Z LJ l �•3, 7�Zc.? O. 3JP•L G = !Nx'CZNowf/ �'SS o•9�( 1. 11j > O.Zo( o.jco, = =74- - P�.r o¢ lliJLl ) / 4 �, S(eJ = 1.».4L S"a. Pi.14 = lo' ( / . �i`') � 43, bL.o = iM�C(%-✓,uv�S /..�Sf = O.�rS � I•SS ) � 0.2•0� 0•4� > c� O.-1i 2-42- G ��faSl�•J O=Ir:(Nov-n�13oN.,>> L-�,..E o/ T�.�g`,au�r_ i'�-J. Sn�. �+-4.5.� r� G'1ri3.S4) L= fS� ��;•i = 1•P>-1 � I.I- O.-}�j(I-oi� 1ST — 2.Z,vl�.J P4. 4) - 'GVb,c 1•J-�(I.r-o.��,(I.z.��j Jls' - oP>r MI+1 3 15� G t,-rorL 1=� : V = 2.1 Apr ( �Gtitie� 3 -Z) Z.LM,., 4- fL.f Mt 1 L �Giuo O. B I M -J t/ 2•. 1 All �j Cf Z./'7 An I.,J �2Onn r14 C�✓Iw c G/' G C-,w %a — 1• Z5 (0.%�l) �i. �r /-1j i.i�' .�7 Qi AG \ — J (�.7 cT1 Z4�3 a I 1 1 11 1 1 1 TABLES AND FIGURES 1 1 1 1 1 1 1 1 1 i 1 1 Z4-4- o Lr (3) LO co ('7 (h (0 LO to (D co LO 00 LO O LO o LO O r r r O O O O O O O r r r O C) M If) lf) Lf) O O LO O LO V. 'qt I� N r- O r r (`) N `— 00 O 00 O r rrr O N M to r I.- O O LO O LO ' N LO U) 00 O 0) N `7 (D LO r O O O O O r r r r r O r U') N O L D O O O O O O (D to O r r f— I,- co 00 0 0 r r r r r r r r 1 O IT O LO O to U') tf) (D IT Lf) 00 I- O0 r m c`') (D O O r r N N N O r 0 LP) N O LO O r O r (D (M O C`) (D Il- 0 CD I�- I� O r rr N N N N N ' O LO 14• LO O r O (D LO LO C0 0) LO C) Lf) ' (D O U) O O O r r' r r N N M M M O N U) 0 00 LO O O O O O � N C7 d1 r N II r LO to (D N N N C 7 M M M O O O O i` m tb ' co to rr N N (D I- NN m M C7 CO N O M O LO N U) O LO 00 O O N 000 I- NM 0 (D r-RTM r N N CM C6 4 4 LC) Lf) Lf) 'C O NO O CD O O Otf)N C r LO h a)LO LO � N r C`) ° N N C7 C tt Ln (DCL ' O �O T = LO mO O 00 Lf) O 0000 N Lf) O (D I` r C`) O INt IT M C7 V' Ln Lf) 00 O 0 6 N 7 2 E En (n N _ C C (n ¢°_@ Q aT aA W U w°� U Ul )A } U co W a) W u } } �- a) a) N LL > } o > > > o > a) oo > 000 LO0 00 000> NLLJ LA> rLLJ NJ Lt)J rLLJ> 2� 00 c� C C\ N No Text ' { STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803 MANHOLE AND JUNCTION LOSSES I o. _ o. PLAN I ' USE EQUATION 801 EON I 1 I 1 NOTE ra Any TTy of 1•I:1. P K� CASE I _Z, ;fi 1 INLET ON MAIN LINE or 0 4a �. LAN USE EQUATION 805 Z 91 d-K 1�=Jarjej)See PLAN USE EQUATION 005 z "I V Stu_ oM•i SECTION CASE II INLET ON MAIN LINE ---- - o„'s PLAN _ k ViZ 4 k=v •:2S USE EQUATION 801 0,1 11,= K v_L - o.a k=1.2S SECTION SECTION CASE III MANHOLE ON MAIN LINE CASE N0. WITH Go -BRANCH LATERAL CASE Mr INLET OR MANHOLE AT BEGINNING OF LINE CASE III K. 9° K. 0.05 22-1/2 075 0.25 45 0.50 1.25 60 0.35 90 0.25 No Lateral See Case I 'Date: NOV 1984 REFERENCE Rev: APWA Special Report No. 49, 1981 7 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA I TABLE 802C STORM SEWER ENERGY LOSS COEFFICIENT (BENDS AT MANHOLES) 1.4 I:} j. i 1., I.z 1.2 I.'(. 1.1 z 1A'd 1.0 1.0 e:l1 Y 0.6 p m u .7} o d-O U j IG9 0 -� 0.6 C, CS � C:57 Y3 'JAI 0.4 o o-3Z 61Cj eov 0.2 J./L a �ti p.cv 00 � I Y � I I i I I I I Bend at Manhole, no Special Shaping I Deflector Curved I I I I Y Bend at Manhole, Curved or Dellectorl Manhole I I I I , I I I I i I 0° 20° 400 609 600 000 1000 Deflection Angle Y , Degrees NOTE: Head loss applied of outlet of manhole. DATE: J A N. 1 9 8 6� REFERENCE: REV: Modern Sewer Design, AISI, Washington D.C., 1980. 0° 20° 400 609 600 000 1000 Deflection Angle Y , Degrees NOTE: Head loss applied of outlet of manhole. DATE: J A N. 1 9 8 6� REFERENCE: REV: Modern Sewer Design, AISI, Washington D.C., 1980. 71 11 1 Cpp��NtJ, OMi c�fN��Ijp 00000000 U7 yLC Qi c QO�OO ��pp NNQOr2o�mO� Qa 0 toppOpp00pp0 12 LLJW ttirro-O 9170 c)ir 0IT-Qc+lMc�1MMt�i"I Nri fD �-0: OCOCOO CGCCOO _ V �.-.000 NCtH N4��mM01�0QQMMNNN NNNN�r WL7 � O C C O C O O O C C G C O C C 4 0 C O C C O C C 0 H � yL � L � Qa ppt�Dp 00ppOQppNIC ppQppm�p�p Q�QAAV NN t� ch N N N N W CC�^�t7 �i'1 QfM lVr�pC CO coo CGO CSCG OFZ_` r . N' Of vONO P h:v �p�p ZMMNN NNN��'r d COOO�N tM Wr 0000000000000 WG� C O O C O O O O O O C C O C O COO 0 0 0 0 0 0 d' 0 N Zrpp�pppp O�N <QQ<�p NN00 �p�p<RQCNNN 4zLC tDapp�a<aiN0�7q�hhQt�t�Nri An ...Q mCO tOh C)W1� IIIOgMNN•-rr��r0 �O�N�'�"0000000000000000 L N waft alA � CDONtD tON W N NOOmCDeQNNNN NNN az V tp f�Q��r�N'-�h10 �O�MNNr�•-�r�r W ��OC OON�'7 CtV �GOCGCCCOCCCOGCC r N M r O OO O O O O O O O O O O O /^ TWO=�oc00000cocod000ccoccococ 0 � W �N Q po �p NOq NmOqq lD<QC NNNNNN to hIT c Q MNAA�� r �... e-M �1� 1D 1�Q� 1� M!'7MNN NNr��•-ram a C 0 0 0 0 r N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z �O'%'C GC COCCGCCCGOOGGOC GOOOOOC ftj OOy NCD aDO$OCm c0 fcfD«R�NNNNNNN UlN � OOOOOr{r1rOOOOOOOOOOOOO OO'O V az FORM N L!J C 01f104'f 01D p1N 01[�OINp 0 OCD OOO�r'N OrrNN('9 e.,�'aOwID fO P1�e$ go O Orrr rr LL 249 O O M e� IB w To DRAINAGE CRITERIA MANUAL RUNOFF 5C 30 f- 20 z w U '„ cc W a 10 z w a O 5 N uj ¢ 3 O Ucc 2 W Q 3 1 5 .1 MEN I WAS I/111'1// 11 I' �►�MM//■►I■�—/��/■■�■� .2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. ' *MOST FREQUENTLY OCCURRING `UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds' Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRCOG 2S0 1 1 1 1 1� 1 Reservoir Outlet Design - EI W.S. 1.0 7 WIV Rectangular Triangular Cippoletti Ew " %! DATUM I _ W Outlet Design - Wars. r.sC i h(t) _V2 h------ // Zs I 1 1Z 1 1 1 i 1 1 1 1 1 11 1 adc sign - weirs. a,cc i NO M-26MOMIRI =3.33.L- 0.1h).- Q-•n•hY in which, Q = discharge, cfs L = length of crest of weir, ft �� cd� C-b°-ex n = number of end contractions c°r t--c C-6c'' h = observed head above weir crest at a point where water surface beyond beginning of draw down, ft. Limitations of above Weir Equation: • sharp crested weir with no submergence & complete contraction • approach velocity < 1.0 ft/sec • h < 1/3 of L • height of weir (Ew) > 3.0- h • h > 0.5 ft. and h < 2.0 ft. This equation is probably o.k. for h greater than 2.0 feet, but probably not o.k. when it is less than 0.5 feet. I Q 1 1 1 z 3 µ 2g L hY2 in which, Nt = 0. 605 + 1/(320 - h — 3) + 0.08 - (h1 z) . Z = distance from channel bottom to weir crest, ft E�v 1 ZS Z 13 1 Dudes Design . wcim. aacc 3 Triangular Weir - Basic Equation: i _ oc 5 2 Q—Ct•tan •h 1 (2) 1 in which, Ct= weir coefficient for triangular weir (see p.164) a = weir notch angle in degrees. 1Va�I aCCu r� - lavV �l�uJ vr.� 5,AL j CC-t 1-o r)ebr,s �,1 �� •, �q Cinnoletti Weir - Basic Equation: \J 1 3 1 Q = 3.367 • L h Y 1 Broad Crested Weir - Basic Equation: 1 Q = 3.0•L- •H32 1 in which, H = total head above the weir crest, 1 including approach velocity head (P/2g) Submerged Weirs - Basic Equation: 1 n 0.385 QS _ hs — 1.0 — � Q h 1 in which, s = subscript denoting submerged discharge and head n = exponent in the free discharge weir equation 1 ZS3 11 Iq I I I REFERENCE: DOUGLAS COUNTY STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA 1986 ICI STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 1401 WEIR FLOW COEFFICIENTS 17 SHAPE COEFFICIENT COMMENTS SCHEMATIC Sharp Crested Projection Ratio (H/P = 0.4) tm H < 1.0 H I f = $ Projection Ratio (H/P = 2.0) 4.0 H> 1.0 P Broad Crested U/S 0/3 W/Sharp U/S Corner 2.6 Minimum Value 7 W/Rounded U/S Corner 3.1 Critical Depth Triangular Section _ A) Vertical U/SSlope _ 1:1 D/S Slope e 3.8 H > 0.7 H 4:1 D/S Slope 3.2 H > 0.7 10:1 D/S Slope 2.9 H > 0.7 D/3 B) 1:1 U/S Slope _ .VS 1,H 1:1 D/S Slope 3.8 H >O.5 - r 3:1 D/S Slope 3.5 H >0.5 U/S D/3 Trapezoidal Section 1:1 U/S Slope, 2:1,D/S Slope 3.4 H > 1.0 H 2:1 U/S Slope, 2:1 D/S Slope 3.4 H > 1.0 4a Road Crossings U/S D/S Gravel 3.0 H �- 1. 0 Paved 3.1 H > 1.0 w 0 ' 0(H[[ V lY PCZG[•CL w ADJUSTMENT FOR TAILWATER i Date: NOV 1984 REFERENCE: King & Brater, Handbook of Hydraulics, McGraw Hill Rev: Book Company, 1963 - Design of Small Dams, -Bureau of Reclam.,1977 DRAINAGE CRITERIA MANUAL RIPRAP KI a4( 0 Is ■FAA OREM �.. .n. .o .0 lA Yt/D Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. I1-15-82 URBAN DRAINAGE B FLOOD CONTROL DISTRICT 2Slo I DRAINAGE CRITERIA MANUAL RIPRAP 8 7 9 = Expansion Angle mmmmmmmm 191 WA VA A FA A MA W-mm-� MEN Vau EAVAE rr .1 .2 .3 A .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT 7�% DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 5.6.2 Required Rock Size The required rock size may be selected from Figure 5-7 for circu- lar conduits and from Figure 5-8 for rectangular conduits. Figure 5-7 is valid for Q/D2.5 of 6.0 or less and Figure 5-8 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: ' a. Q / D1.5 or Q/WH0.5 in which Q is the design discharge in cubic feet per second and D is a circular conduit diameter ' in feet and W and H are the width and height of a rectangular conduit in feet. b. Yt/D or Yt / H in which Yt is the tailwater depth in feet, D is the diameter of a circular conduit and H is the height of a rectangular conduit in feet. In cases where Yt is unknown ' or a hydraulic jump is suspected downstream of the outlet, c. use Yt / D = Yt / H = 0.40 when using Figures 5-7 and 5-8. The riprap size requirements in Figures 5-7 and 5-8 are based on the non -dimensional parametric equations 5-5 and t5-6 (11)(25). Circular Culvert: ' (d50/D)(Yt/D)1.2 / (Q/p2.5) = 0.023 (Equation 5-5) Rectangular Culvert: (d50/D)(Yt/H)�/ (Q/WHY 5) = 0.014 (Equation 5-6) ' The rock size requirements were determined assuming that the flow in the culvert barrel is not supercritical. It is possible to use ' Equations 5-5 and 5-6 when the flow in the culvert is less than pipe full and is supercritical if the value of D or H is modified for use in Figures 5-7 and 5-8. Whenever the flow is supercritical in the ' culvert, substitute Da for D and Ha for H, in which Da is defined as ' Da = VD + Yn) (Equation 5-7) in which maximum Da shall not exceed D, and ' Ha = }(H + Yn) (Equation 5-8) in which maximum Ha shall not exceed H, and Da = A parameter to be used in Figure 5-7 1 11-15-82 1 i Poudre Valley Hospital - Harmony Campus Project: 823-001 January 25, 1999 L:\JOBS\823-001\DRAINAGE\PDP\New Folder\[POND_R-1.XLS]Sheet1 asg TemporaryDetention Pond Release Rates and Runoff "C" Values Detention Pond 393: Basins Contributing: Basin Area (Ac) Individual C Weighted C Impery (Ac) 1 2.32 0.7 0.08 1.54 12 0.53 0.95 0.03 0.53 14 1.11 0.95 0.05 1.11 15 1.27 0.76 0.05 0.95 16 0.86 0.82 0.04 0.71 17 1.46 0.72 0.05 1.01 18 2.74 0.66 0.09 1.68 19 0.56 0.7 0.02 0.37 19A 0.52 0.73 0.02 0.37 20 4.46 0.2 0.05 0 21 1.17 0.65 0.04 0.7 22 1.69 0.2 0.02 0 23 0.81 0.4 0.02 0.22 Total Area: 19.5 Composite C: 0.55 47 47 % impery Weighted C = (Individual Area/Total Area)' Individual C Composite C = Sum of Weighted C's Runoff Coefficients: 10 yr "C" = 0.55 100 Yr "C" = 1.25"0.64 = 0.69 'Allowable Release, Rates per The Master Plan for McClellands Basin Are: 10 Yr Design Storm = 0.20 cfs/acre 100 Yr Design Storm = 0.50 cfs/acre Detention Pond #1 Release Rates 10 Yr. Storm = (0.20 cfs/acre)(19.5 acre) _ 100 Yr. Storm = (0.50 cfs/acre)(19.5acre) _ 3.9 9.75 i I HARMONY MARKET 30)) MIRAMONT OVERALL DRAINAGE SNOT FOR OAK/ COTTONWOOD FARM, BY RBD. INC., RENSED SEPTEMBER 1995. it p. E it p- 204 (RBD 301) 10 YR. 1 .... y T_aclof _..... _.... . �._r_ _.. _../�._.. _I._. OAKRIDGE OAKRIDGE BUSINESS PARK MASTER DRAINAGE SNOT BY RBD, INC.. DATED SEPTEMBER 1990. YR. HARMONY CROSSING WILLOW SPRINGS WILLOW SPRINGS P.U.O.. BY LIDSTONE h ANDERSON, INC., DATED AUGUST 1994, (LA; 10) (u (LA i I I I POUDRE VALLEY HOSPITAL Jn St8 � I TIMBER CREEK/ STETSON CREEK STETSON CREEK P.U.D. k TIMBER CREEK P.U.D.. BY RED, INC.. DATED DECEMBER 1993. LEGEND LAN UDSTONE Y ANDERSON NUMBERING Of - GREENHORNS h 04MARA NUMBERING SAO - SWFT h ASSOCIATES NUMBERING (IN RSD REPORT) RBD# - RSO NUMBERING IN MIRAMONT DRAINAGE PLAN 316 SUB—BASN 9 CONVEYANCE ELEMENT 224 NODE )l DETENTION POND 310 INROW HYDROGRAPH I I WLDWOOD FARMS I I I I I I I I MGCLELLANDS BASIN McCLELLANDS BASIN MASTER DRAINAGE PI-ADAM B..1Y1 GR 9NHORNE h O-MARA. INC., I i 225 M 35 (GO 214) 4 (GO 213) V (GO 212) 823-001 MAWNR NQ 1 OF 1 IIIIJIMIMIIII[ r� / '�'°�• O� SEC 5�6 6B w _ SPRING CANYON LAjEWR DO IRNo iO JI I �I IRON PIPE �. kke r I - — _ _ -�nnTrAeRMR3MV FOATI.. _ - K=a - �� — - -- ____ - __ - Ar•• - •�---- -- rwi_-_= 1 1£'" 9949C6 v , - Z 4 T • _� [C NAl i 7D.Ae SOP, SCALE 1'=100' rc - i IN 1 _ i C.. • - Q 680A�� i gg �E6qq A 2 Ili _ s�g�. p ¢ P / g� PERMANENT DETENTION FOND M �' M 4 S� 5 ! ytMR 46 oANSI - ;oF;i ZZO " Q .._• EQUALIZING PONDS r VV I G _ I � , Q lc:�) >S �RNANENT DETENTION POND r r o- �u�u�u F GS m - n P r • DRELEASE RATE OUTLET STRUCTURE � tv I - 3 -- - - ll 0 y - - -" - - I - —i I,- - O s I j -- \` — -- - --------- PRIEST -- - - --- lyHIM -- - ---- - - -- - - i I I _ POND /1 - - - PERMANENT _ - _ ____ ___ ___ � � DErtnnaN 1 PERMANENT DETENTION POND /3 ,-' PERMANENT DETENTION POND /2 , XL r r�• li w E �� - GET STRUCNRE - - ' � '-'�ti ,• '� PRELIMINARY � NO CONSTRUCTION y U roccv fir- ♦ -� �..��- All __ `Ij. JAgirl. %-� _<mow i Cily of Fort Collins, CotorDDo w a i I� fILITY PLAN APPROVAL < o W �imoc o DRAINAGE BASIN STATISTICS DITCH CAPACITY AT OIOMt.]3 LEGEND APPROVED: o dTCH CAPACITY AS PER SWMM MODEL D'r 1w of G9Fes'•q Date ! � U J < W IY z 0 DEVELOPED SITE HYDROLOGY DESIGN PANT BASIN AREA (a[) 'L' Qy (<6) QM (CN) 1 1 W.84 O.BB 13D.8 248.8 2 2 16.18 G57 48.3 97.5 3 J 3.73 0.94 13.1 23.7 4 4 1.79 0.95 8.8 15.9 DETENTION POND SUMMARY POND i REWIRED VOLUYE• (AC -FT) 10 YR STORM RELEASE RATE (CFS) 100 YR STORM RELEASE RAZE (CIS) PROPOSED VOL. FRONDED ••• 1-S 18.02 16.13 4U.32 19.22 a- 3.62 3.24 8.09 am TOTAL 21.Ba 19.3E 48.41 •• 22.8) glON CAPACITY AT 0100 EXISTING MAJOR CONTOURS < v! > < BY UDSTONE 8 ANDERSON, t99Z CHECKED BY: U J MI Water A WMte•ab Ullity Dab < O O E%ISTNG MINOR CONTOURS > ) p J J CHECKED By. w U -I BASIN NUMBER CALL UTILITY NOTFlGATION StarwMm Utigy Dab ¢ O < 5 < �1 CENTER OF COLg1A0O ¢ ¢ w w 4 A e'N n A%A BASIN AREA Pmb A q¢ wn Date y i Ow >> > 1-800-922-1987 CHECKED BY: O ® PROPOSN DETENTION POND on 534=6700 a6 CHECKED By: dle ga • 125� x FM COMPUTED VALUES DITCH CAPACITY AT 01M - 2.02' CALL axw aa. GI ox "GA CHECKED BY. u RELEASE RATE FROM POND 1 DITCH CMAtltt AT 0 = 2.25' FDA ma WKWxntAP Dale a� { HZV-OO NOE: SM QAiL ••• ASSUME 2' DEPTH IN PONDS 2-5. 3' DEPTH IN POND 1 WM M DITCH CAPACITY AS PER SMMM MODEL 228' CONVEYANCE FLOW �y� 1 STORM DRAIN PIPES ARE SHOWN TOTAL AREA 102.31 ACRES COOT REVIEW °"A""10 NO, LOCATIONS ONLY DESIGN PIPE WLT. DILL OF STONE HISTORIC C 020 DITCH SECTION A PROPOSED DRAIN PIPE RENEWED BY: 1 f 1 TIN SYSTEM WILL BE DONE IN THE DEVELOPED C - PERNWS - 0.0. N 1 _ _ PROPOSED SWALE (DOT DeSWnmt GCEMator Cab o FUTURE. Anlw Av M metiAge'mproid N ptra aemAMe a rrgmYk b plev IMPERVIOUS - O.RS ------ PROPOSED DRAINAGE EASEMENT m -TTY^ . . - ��ii��i r'^'rs"Alnrcl�-i+N•R"'Lr NIS= ... s s s. IN; ".I -rilly Nuj1ll•.�.. 1, air\� v I NSM-- i' tl D ��.. \', � =� tea{• � �E..11 ��1T1�`� �' � �,� -r . �j. - �� .4s / �Y t ".'4t7.i' 7/�'�� _ •. all �j�� _\� =�� 'III 1. A0S : 0of tir 7� �/l I� It V ��•:'s, %�T df1�� qqq! �7/r ® �Stkk rN 4 IM IV NNW I ,'',�� c �. I � VA NOR MAI �- I u ,e'[ailf. I _ �IrfI.I------------ I I�------------------ {ail LL 31 it II, �► fI a e DETENTION POND 393 AREA G A rw - I¢6 ACRES qW - 6270 cra O c"'i I of CCu� LEGEND YR. VOLUME - t40 AC. -FT. U-LAME ws� ass = 2.2 It /a/� }8�0ra0-922-19V7 — V YR. WBEL - U.M FT. SCALE 1•=Co' d 1 10 YR. RELEASE RATE - 390 OF8 q, eNUA - 66.T0 cla o - EMSTING CONTWR 100 Y0. VOLUME - 28 AC. -FT. d = 2.28 n W4-87UU ®'!,^N CO urcum 100 YR. WISE. - 66.10 FT. �a ru DIRECTION OF FLOW 100 YR. RELEASE RATE - 9.40 CPS DITCH SECTION 0 '��""`"� Q 8 I DESIGN PUNT DRAINAGE BASIN BOUNDARY DETENTION POND 391 D —Yr-- Y BASIN NUMBER AREA GONNTIO NO - AGREE 0 a, C 05 - 9.3 cla dt qm _ 9.6 cla DISKS,d ay _ ♦J.% cl• 12 10 YR. VOLI.ME - lA AQ-FT. _ I.WJ4 S - 1.30E S - 1.6E S x1a AVER E S AVERAGE STiEFT SLOPE t0 YR. WWL - •S.xa R. d,� = 1.1) It a a1M - OJS tt diyeyll- 2 Il N YR, RELEASE RATE - aA0 68 Ott, - 1.30 tt D,,,I, = 0.87 It Dyy - 3 It STURM ORM PIPE K10 YR. V0.UE - 24 AG. -FT. OVERFLOW -- ,gip -- EMSTNG STIXtM DRAIN PIPE 100 vR we¢ - s9.n Fr. DITCH SECTION A - DITCH SECTION %1 DITCH SECTION %� — SWALE/uTcH 100 YR. RELEASE RATE - &END DPa 1 NTS a N IS a NTS 6 v 3L— SILT FENCE City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROAED: Mnodar of Bgllerin9 Date CHECKED BY: walr S Nbelwater Utiay Date CHECKED BY: Stmll.mr Utmy Date CHECKED BY: Prks a K.wer 1 one CHECKED BY: Dole CHECKED BY: i It ml . g- Rat w � F W L y U F N 6 O U J Q Q < t O M O j n U W W i U O a z < >Z 0 UW F- N10<1= r fr Q z < 0 ASPECT NO. 823-001 MAA91a No 8 SEEDING CHART little 111 naed ]pen', N o1 sea, lv Ten y Vpvq'm Owl Cow Craps Spend $pem(I) Wlw P,mee/Aw, Audi Rpgav fM 20 We CWW p0 IM w army - Wnb Caq 40 wheat - Sl Of SO all CM 60 MaNq r ]0 HSb d If Wam 15 soaNlm rme 10 Cm a n Aaae mde, moor mpW pwW F W gial Wen weds yaearhow than major proem an lot, Ni and! tomwar. TOWN lu M1wIMv SmtF9 dated Iw °menma No Y"Pbwy/'era eq Weaee. Trle 144 ionNnpv ODaten far PwalnWl ma Twgbby/f DAZE PERENNIAL 1EMPdfMY/COVER Oil OiDe aASi w Wwm Latl Ma Coo VY 01 - FN 28 Yae Yale No No Mar Of - May 15 Yaw Yv No May Is - May 31Yw No Yoe 1 AN an - Al ]I No Me Yv W Aug01 _ ug 31 Now yNo 9 SM M Na W Sep 01 Thesp acl 01 - pw 31 Yale Yv No W Wmwarrma of . tatim M. Or ma a MayTHIMchwn9 ^ 10" NS M uvll WU a awwnY &a d 9ra Aew mNrut Or a tmmpv y ierelbl v sort oW. rap pe Mukn Debe of May AWlmtear M1ere I or Hay AN P - ON: 31 2 tmA/m, Npyry' Wor by Wf Mor 15 - May 15 2 tewhi [riel Yhrw (nor, or bil bn 01 - 0w 31 Net cagMMl. N Y o'W, Wewe and at Iql .50%0 IM M Null e 10 now ors ni in m nin wily -Neigh Ava a Nn major pma MY Nvn a un gran 1, a "Halle ma ima material, If amllN, H R,Wil N wan. hpraalN mull may ale aomw it" Mach 15 AnAOn Santo b Sit Hay v Hall Mulch I. mNvw to Me W by ane or the IgWem9 method, (a) A I mpw M ul "try the RealDAYcwe Moll Into At ( 50% of the M Nube 10 tin w Or man F m9P. ww (n) NonaurM malty t 9 l twer ow hay b Sim' mardn9 to rwher,fimbl NA Ion (') TMIDIA, m.a'M m the rel to PA mmuKKemw'e reammwwtW. 2. All airline w hay Taal be M1M of 10i nMe. Qd1lF Purz FLAN SE OHMT PaD (0 F OO ye wnT gpICC ORPKF PPE dA tt0 dA 21' RW R iLi°RATE fall 5R v1Y Y-Y IY RLTEAx RATE OFFICE100Purz ss CHART Rl 10 M "i 51116A2 pox ra Il' Rp DISCMnNUE STIR. is SAWS 9 PIPE goof/ 127 aAmxD p Puns) J/ mRla R 4' C-ASs a P�p IT m'W Pl MArzMu SEE aM HLVAIgN a1w® 4 Tu � ,p pm aY 4 T ,1T (1Iry ORIFICE PLATE DETAL - POD 894 NPDEB PERMIT NOTES¢ 1. 42 CESGWphCw a B FOR STg WAT foal PREA NTW'. I . Gnmwcbl nu aF= cmItrul F Para wal lot, a. FeYm me S w\ f't oin9 atom eeew 6XY cwre4ul �w Sv Era a mrbtl l Small Tote (this eu dm NI An Me o Msl). o. me w panned m (Wooer (Wo. m"JAYe� Mw, Hmi anSpan d Prarml aww, pwln9. u\ m, otq 4poneri Mdwrm wmrb be undslym to we" en 9 An,Wrclwr , d hld and d*i 0 t and em b c.103,S) vu "IN N° �. M aft Iwn Me e t,m ed WHO oreo dmp wsnF9. n ells v wWFpp and earlierlearlierNe M\wlMn Pwni d .ch e. Ri Ca a 'C - 0.P tl y "i to pap f p t taveew. vrb con The Aw mya NNO, themawdri PtldF9 malwae. Mel ON de p by-i oLcle NORM Menner dA110yZZme and ModerateWne EmdA,IIYI rthe torNo the ani to crict Zmu pm City of Fort CWF, eme InNth M vnewalywo • A w Voted \M�b aft-,i\e Ion M WindowIfY omwnatNyehO; I�me�l of o W Nmie Mo qlb winproglee de e m a n a Knee a ra m railfM F°ane will or ywir im, emlm elalwr, mvm o m, ww to awbw a The Held If M[m Inu toy to wrong" Me W W normal and proem BebeWcmelramlaiiini. In Ww Wow Vol, M1mn mcu lam. f n ion paw. ♦. FMAL STARU MM AND Ldlf TERM STg *AMR MµAQIEIIT: a. Saw, m xr whom ors ,imeitotian x. N.noNw pabnN pgwum aria a Fcm.e now u. thtw W W moll w Mt a W S Cb1 9. c such p (wipe and N-11 um , aMLA Sh dale undertaken b r�Mm e,ca an crow - obary th l - Na small tO em9 poducb the qw d 1Ms n. Me W roc Mlw b M FORE FrL al , a ant m H stead rF-Nb F Ou e maw. n Witm e COPe" awr uhall M andwll to Irnit addlll d ad u N< Sharon N k, he a No eft iM �, " It win l and W a and d4M 9Ra9e Morn tidal " WCIWl Fat any Onto It mtwe the m, WAp Ua We atW wa atwb tier( M w 0 as PM Re N Fain CNN, d www to eM Fai tl r to a Co wq poem to Wtu tied,tO l Coe Ci I. O+dawlM1tm the Forte RpwM h "A a the Mato al gWv9e „-WwY FW U, CeW la wertually lawn the Cacti, to Deb, Ria. Semmealw , Sl pimale pmb, Pi,MAINTENANCE pa1M of the in SI M 8. N9YC,In A I' intermarried :mwymvn-me dS� Whet wl.an a. InwenW m months a Nwed M or and Term a by ldl9 l,. pip w and a Bern, the lsmo and m4 the 2. 41E Me awilawar MewCDPS Cari Porrit. a. 9r 0whwae Y Erdem Cif Mon. - MIEp FaWD513� LOIF If EA" W SILT III SIIMBNAM & SILT Nm °ROR mnMl54 Ia'a, c.(Ad it, COPIGTLD 8IM51 a- , e' EJM1'AVAIFD TIENCX Wholly FLOW v V I V xam[ SdL MAMA SOL SECTKNR A ELEVATION 1. INSPECT AND REPMR FENCEFENCEMSidd ER EACH EMIT NEMOW SpwENT M 6' RAQo HEIGHT OF FL M�E�GE HAS 8E01 F RFy SEDIMENT III SEDIMENT CONTROL FENCE SFF CHART� NLVINL 10 ,11 92 GM1T aser dvsw aLOWE IW MJ 1 ps11[ Purz FLAN ¢aRr MIA m env AMF 10 My No nit MM Tzmo E fat A IC S-0' to - RELEASE RATE =nM HAZE YE M 4941.25 F81:' 41051 dYA1n S piHMBSe M wE RSwY (RA25) P W FOR M E1£ASE RATE c dM5 B FRTw MATvau H AT 10 He WATER stAl EIEMATxN - 4ISAM CY 075T.T.T730,1iTre'7 41T 'F lKaTsi I =I' -4" I 0r.1 TEIR) lM City at wort Want ]twowaler uulq mmor eon d initial maw M valNwe at I 2e b NOW; tyN' to my ANOM,c ion An the wie AT w wane. m WillVol be nedlw ylx to my Ida eletruNF«amit, (IAIIpp� whodam9 YF Fp. O), All while nMRw woos cal homer[ won now awWb tend M1nemmw ,ml oe biwoki F the wwawe woKtno ,wal c tmwbr pm a wades. thud Vil rrtugr mcic, or ale^ I ptal've Vol W isle to LAN ram ownwe AN rwir mmi .aai rn:yawlm cowatimt and Iw 1 blot DvtRq DmiW at pad. A1ewb vpmd during lord dbW2n9 attigly (Whyl WmF Italy ewglot4nt 210(o g fi 9Milm, wc) Volwbe awn[ in vwr proug, cmdi of wV Nrye9 b chump Omer and tmtwn anb molwt NewhSweet r b of myVol re rni OVp p in • w FpM� Sao fa aware won thirty (W) ,aye eefor, real b Derm t r vlmdlt t tl (a9tldioW�ulN. Imchlow". wa) 4 Fwglw. NCH aue.w WPona by Me stbmal WAIT m m TM rro Stu -(Ilea wWmun: owed Held wall aael�wemm Pthe �mmeaiotgr Gld,molum • to ere hpltiv Wet Inland "Mamt "If'". o determined by the City of Fiat Wlna EnhMmimq Deo .t L All or reconstructed Mr eveal w cmlyd m a Mae wdw err l offer own 01 'hort If l 10 Dow,* Call - o dWa 11 in a manned N0 I01 a 0e mot 11 taux tnm rated,, .to my b0ea y,nm No W sl�eNd1 eecM e, (10) 1a neigh!. w aW ANY t Y All trwgnmin9. weer eAnSw St Imcn9- be wA a ahpM wsnbne9 after ]0 WM than be seed ma milill d my,domed vall the hot4r9, PwD g. or d ,iM9 o1 Sole Or my thin motwa onto CHYY.1 wt w ei ue cmwiba y Ahdla. y wed deposited moll Vol M homed �Wy ST.:x91i:H x:bar?U7.'C°Z�7:Yl:L�'.S°Z�'.:C=iL'lrglCs7:11S1:1:I7H �'. 1 Meled destin9 Not ation chound u0ity trerwly. Any W" left un scary red mv • than thirty (101 DAM VOI M lch uw, Rob to my Italy fa y anutg F9 d mn0 natee 2 Ue contractor Ned uv the 1Wo.m9 o tt IN In* tmwruttur of Pe °sae: A. dare we Me Ped. c. suer MetalSell uuhM thCollins, °iaiar ..Binh( Yes ma FIRM Doe. T Canwvr FN blRm Mel It,wbi a Ww to woKl CINVA m. 2 1/20 R 2 1/20 t 3/S' L- 2 - EACN SIDE W/ ]/♦- GALVANIZED ANCNgt BOLT EMBEDDED e' 3/4- ROUND OR WIJARE- ROD 001I7111l O 3' TO Q SPACING TYP. 5 RODS) wsT.Da S+ ORPRE MTE son Fm M J91r WE w KM REEASE RAW 3¢ OMRF mom - �'■i56 Yf t 1 ' � IIIIIIIIIIII ��IIIIIIIIIIII - - ? 1/200r R TYR. CALL LRLRY WO AT CENTER OF COLORADO 1-800-922-1987 ON 534=6700 eeafe Ui::w`° YObw"CAAVATIE IM M Wala�4 RVeM111 W NOTES: I. ALL STEEL USED FOR THE CONSTRUCTION OF THE TRASIIRACK SHALL BE HOT OIP GALVANIZED AFTER NEEDING AND FABRICATION 2. CONTRACTOR SHALL FIELD VERIFY ALL INLET STRUCTURE MEASUREMENTS PRIOR TO CONSTRUCTION OF TRASHRACK. 3. MASHRACK TO BE CONSTRUCTED IN ONE SEPARATE SECTION 4. Al STEEL IN TRASHRACK TO BE A-M. TRASHRACK PLAN 3 3&-1-0 9 DEVELOPED SITE HYDROLOGY i. DESIGN BASIN AR (any(fPANT CleO (M INVMWAL BASINS 1 1 2.32 MM 7.1 Isis 2 2 3.56 0.60 &0 16.9 3 3 2.79 0.87 11.3 im 4 ♦ 1.45 on 5.4 1t.7 5 5 1.72 0.72 7.6 15.3 6 6 2.54 0.74 9.3 20.7 J J 0.0 OAI 2.7 5.7 e 6 0.43 0.75 1.7 3.7 9 9 0.44 0.73 1.7 3.6 10 10 0.76 ON 0.4 6.8 11 11 1.09 0,76 4.7 9.4 12 12 0.53 0,95 2.8 4.8 13 13 0.53 0.95 2a 4.8 14 14 1.11 0.95 5.9 10.0 15 t5 1.27 0.76 1 &1 10.9 15 16 1 0.86 1 0.82 3.9 7.7 17 17 1.0 0.72 5.5 11.8 is 16 294 0.66 2.1 19.9 19 19 0.55 0J0 2.2 4.4 19A 19A 0.52 0.73 2.1 4.3 20 20 4.0 D.M 2.4 5.1 21 21 1.17 0.85 3.6 7.8 22 22 1.69 am 19 2.1 2 23 O.et 0.40 1.3 2.7 24 24 334 0.4♦ 5.4 11.5 25 25 4.58 0.20 1.8 15 26 26 9.09 0.20 4A &5 27 27 9.42 0.20 4.3 9.0 2e 26 13.13 0.20 5.6 12.0 20 N 14.82 0.25 7.3 15.5 30 ]0 J.OJ 0.20 23 4.8 31 31 &b 0.20 2.8 5.3 32 1 32 11A3 0.58 4.3 9.3 COMEINED BARNS 11 10.11 In On 8.1 16.2 9 9.10.11 229 0.77 9.4 17.3 e al 2.n 0.77 11.1 1&1 J J,&9,10,11 3.M 0.713 13.6 19.2 6 6-11 5.89 0.90 Hill 48.9 13A 6-t1,13 6.42 0.02 no 49.0 5 5--113 &3 &14 0.90 3&0 65.6 12A 72t 14 1.W 0.95 2.3 23 14 12.14 1.114 0.95 3.7 17 755e 1,15 a ex 0.69 22.0 63.1 1&17 1&17 232 076 SITS 19.5 15-1a 1,12,14-18 JO." 0.75 no 81.9 YEAR 1999 2000 NORTH M I J I J A S O N 0 J F M A OKRLOT GRADNG RAND EROSION CON/NOL Sall RwawF9 Strolls Sol Additional Barebe Va9elabay Melhale Sal Stal OINar 7,1 RAINFALL EROAdJ Cp1TR0. STRUCNRAI'. SeOlmmt LtgBaein Inbt Filters SUaa Barriers Silt Few BwrY Sal Stage Bye SIR PMPbalim i CmtAr furrow TaaFy Aynall/Cmarele PPNn9 OMw-aa,S Multn MEGETAPYE: P ri Seed Planling in SIM" me bei Said Inetcelalim somin NetM9a/Motsysi aU STRUCMKS: INSTALLEO BY MAMTAINED BY ME4ETAnmMULOVIG CONTRACTOR DAZE SLABIMITITIl APPROVED BY GTY Ci FORT C0.LIN5 ON - tIp OF M "Y SPILLWAY *=rvcwm�u 4M4d15, m S1lEi 33 El. ww.1t Wall �•I4. e MEsr s'xMA. .2 wR ` PIPE OUTLET WITH GRAVEL FILTER 3 GENERAL x3TES dAIEMOANMrz r(AIrM1WNT Ipp By ee.]SW ,. SELMExy Sf41 6E REJgwD » N ME HALF W M BASIN DESIGN CEPM HAS mm FRI Z 9YD YprENT Si K DIDOOSTEO N AN AREA TM T" M A GE Y SEDIMENT TRAP FOR POND 394 HIS CONSTRUCTION SEQUENCE City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROKD: Obactb r En9FawMq pole CHECKED BY: Mb d M tw wiiiy pole CHECKED BY: Amnowlw UNIT Data CHECKED BY: Par b d Revwlim pate CHEiXED BY: Dote CHECKED BY: Dale I w � � Diaz mO 40 J £� Fell O � d U W outAT N p 2 < U z J 0 8 m z y < a i g o g PlHMCT No 823-001 DRAWNe NO 9