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Drainage Reports - 08/16/1994
PROP P- "t T OF PORT �jmmzs FINAL DRAINAGE AND EROSION CONTROL REPORT for ed Rapnq NEW FORT COLLINS HIGH SCHOOL June 1994 (AMENDED AUGUST 9, 1994) Prepared by Meline & Irelan, Inc. Consulting Engineers 4710 South College Avenue Fort Collins, CO 80525 Meline & Irelan, Inc. Consulting Engineers 4710 South College Avenue Fort Fort Collins, Colorado 80525 (303) 226-2323 (303) 226-2428 FAX August 9, 1994 Mr. Basil Harridan City of Forth Collins Stormwater Utility 235 Mathews Fort Collins, CO 80524 RE: New Fort Collins High School Dear Mr. Hamdan: We are pleased to resubmit this amended Final Drainage Report for the New Fort Collins High School. This report was developed using the City of Fort Collins Storm Drainage Design Criteria, as revised May 1991. The Erosion Control Report has been included with the Drainage Report as requested. Very truly yours, MELINE & IRELAN, INC. Victor R. Meline, Jr. E. Enclosures - 3 Reports VRM/Ijk TABLE OF CONTENTS ' INTRODUCTION PAGE • Scope and Purpose 1 • Project Location and Description 1 • Previous Studies 1 DEVELOPED CONDITIONS PLAN ' • Design Criteria 3 • Drainage Plan Development 4 • Developer Improvements ' 11 EVALUATION OF ON -SITE DETENTION (SWMM) General 16 '0 • Foothills Basin G Drainage Master Plan 16 • Analysis and Update of the SWMM Computer Model 17 Sizing Detention Ponds 22 '0 • Detention Ponds Outlet Control Devices 22 EROSION CONTROL REPORT FIGURES 1. VICINITY MAP 2 2. RATIONAL METHOD 100 YEAR SCHEMATIC 8 3. PINECONE P.U.D. PLAN UPDATE 18 4. HIGH SCHOOL PLAN UPDATE 19 ' 5. SWMM MODEL SCHEMATIC 20 6. DRAINAGE SITE PLAN (for SWMM Model) 21 TABLES ' 1. Hydrologic Summary for 10 Year Calculations 7 2. Hydrologic Summary for 100 Year Calculations 9 3. Developed Site Hydrology 10 4. Summary of Channel Capacity Analysis 12 5. Summary of Inlet Analysis for 10 Year Design 13 6. Summary of Street and Drive Capacity Analysis 14 7. Summary of Storm Sewer Design 15 TECHNICAL APPENDIX APPENDIX A: Formulas APPENDIX B: Calculation Notes & Procedures APPENDIX C: South Area and Inlet Calculations 10 Year Storm Event APPENDIX D: Building Drains and South Storm Sewer Calculations 10 Year Storm Event APPENDIX E: South Storm Sewer Backwater Calculations 10 Year Storm Event APPENDIX F: North Area, Inlet and North Storm Sewer Calculations 10 Year Storm Event APPENDIX G: South Area and Inlet Overflow Calculations 100 Year Storm Event APPENDIX H: North Area, and Inlet Overflow Calculations 100 Year Storm Event APPENDIX I: Streets, Drives, Open Channels and Trickle Channels Calculations APPENDIX J: SWMM Model Input Data Files H Series 10 and 100 Year Storm APPENDIX K: SWMM Model Input Data Files I Series 10 and 100 Year Storm APPENDIX L: SWMM Model Output Data File 10 Year Storm APPENDIX M: SWMM Model Output Data File 100 Year Storm APPENDIX N: UDSEWER Input and Output for Hydraulic Grade Determination for South Tributary Storm Sewer APPENDIX O: Addendum to Final Drainage and Erosion Control Report for New Fort Collins High School dated June 1994. SHEET Drainage, Site Plan Sheet 1 of 1 1 INTRODUCTION SCOPE AND PURPOSE ' This report presents the results of a Final Drainage Evaluation for the New Fort Collins High School Site and adjacent areas that are tributary to the detention pond on the school site. Hydrologic analysis of the drainage basin was completed to determine the location and tmagnitude of the 10 year and 100 year storm runoff. The purpose of this report is to develop a comprehensive drainage plan for a 10 year storm that would limit flow depth to less than 0.5 foot in paved areas, and convey all building and paved area runoff in a storm sewer system. Evaluate 100 year storm runoff to provide a maximum depth of 1.5 feet in paved areas and reasonable overland flow velocities. PROJECT LOCATION AND DESCRIPTION The New Fort Collins High School Site is located in the SW'/a of Section 29, Township 7 North, Range 68 West of the 6th P.M. and is in the City of Fort Collins. The site is east of Timberline Road, north of Horsetooth Road and is bounded by Red Mountain Drive on the east and Vermont Drive on the north, see Figure 1. The proposed site is located in the Foothills Drainage Basin. Historically the site has been farm land with grain crops. The northern half of Basin 62 has been graded by CSU to provide about 650 foot wide terraces which are level north -south and slope only about 0.3% from west to east. The south half of the basin slopes to the northeast to the old CSU south property line to Detention Pond 213 outlet structure. Historically flows from the basin have been collected in a ditch and swale along the CSU south property line. The runoff eventually flowed east to the Fossil Creek Reservoir Inlet Ditch. PREVIOUS STUDIES ' The "Foothills Basin [Basin G] Drainage Master Plan" was prepared by Resource Consultants in 1981. This plan defined the drainage basins, detention ponds and release rates for detained storm runoff. ' In 1992 the "Pinecone P.U.D. Master Drainage Plan" was prepared by RBD Engineering Consultants. This plan further defined stormwater routing, detention facilities and release ' rates. 1 E" Ser !r 1 n ' i. r /�DAKOTA RIDGE PJJD j/ CITY OF FT. COLL@6 PARK SCHOOL I � 7�1 1 �� DAKOTA RIDGE P.UA 7ST FiLBiG VICINITY MAP N.T.S. i FIGURE 1 2 ' DEVELOPED CONDITIONS PLAN DESIGN CRITERIA The drainage system presented in this report has been developed in accordance with the guidelines established by the City of Fort Collins Storm Drainage Design Criteria and ' Construction Standards Manual (SDDC) dated May, 1984 and revised in January, 1991. Where applicable, design guidelines and information were also obtained from the Denver Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM). Add ' 4900 feet to all elevations shown in this report to obtain elevations, to the City of Fort Collins datum. Due to the limited size of the sub -basins on the site, the Rational Method was selected to calculate runoff for street capacity analysis, inlet sizing, and storm sewer design. The Rational Method utilizes the SDDC Manual equation 3.2.1. Q=C,CIA where Q is the flow in cfs, C, is the storm frequency adjustment factor, C is the runoff coefficient, I is the rainfall intensity in inches per hour, A is the total area of the basin in acres. The runoff coefficient, C, was dictated by Table 3-2 and 3-3 of the SDDC Manual. Runoff coefficients were calculated based upon the schools site plan and the roof, parking, drives, plazas, athletic fields, and landscaping shown on the Drainage Site Plan. The frequency adjustment factor, C,, is given in Table 3-4 of the SDDC Manual and was 1.0 for the 10-year storm and 1.25 for the 100-year storm. The appropriate rainfall intensity was taken from the rainfall intensity duration curve in the SDDC Manual (Figure 3-1) and the formulas developed in Appendix A. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: tc=t,+tc where tc is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and t is the travel time in the ditch, channel or gutter in minutes. The initial or overland flow time was calculated with SDDC Manual equation 3.1.7: t; _ [1.87(1.1 - C C,)L0.5)/(S)0.33 where L is the average length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent. T, was calculated using travel velocity when overland ' flow length is greater than 500 feet. USDCM figure 3-2 and the formulas developed in Appendix A were used to calculate this travel velocity. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, ' gutters, channels, pipes or ditches. Inlets were sized based on peak flows from contributing sub -basins (or partial basin) as required to produce maximum runoff. Storm sewer pipe design flows reflect the attenuation of contributing sub -basins and buildings. This was done ' by using the combined area of the contributing sub -basins, but using the time of concentration to each sewer reach. 1 3 ' DRAINAGE PLAN DEVELOPMENT The drainage Master Plan for Basin 62 has been revised to reflect the following changes: ' 1. The flows for Horsetooth Road from Timberline Road to the school south parking lot entrance will flow into the south parking lot entrance and in the bus parking lane to ' inlet CI-3. 2. Timberline Road will flow directly to Foothills Channel. ' 3. Vermont Drive east of the school's east parking lot entrance will flow to the Pinecone Apartments detention Pond 210 and then to the Foothills Channel. The runoff from this area was included in the final design of Pond 210. 4. The approved Dakota Ridge P.U.D. First Filing, shows Red Mountain Drive flowing ' north away from Detention Pond 213 at a point about 374 ft north of the inlet to the detention pond. The gutter grade at this high point is elevation 24.99. Existing ground east of Pinecone Apartments along Pinecone Circle varies from about ' elevation 26 to elevation 28. Existing ground along Red Mountain Drive varies from elevation 24 at Detention Pond 213 to elevation 26.8 at 500 ft. north and slopes down for 500 feet to about elevation 22.3 at the intersection of Red Mountain Drive ' and Pinecone Circle. 5. The Pinecone Apartments drainage plan shows Pinecone Circle flows from the west and east to Detention Pond 210 instead of flowing to Red Mountain Drive and Pond ' 213. 6. Analyzing the existing topography and using a minimum gutter slope of 0.4% it is ' obvious that the Low Density Residential area north of the park and south of Pinecone Circle can not be drained to Detention Pond 213. This analysis assumes that the Low Density Residential area will not be drained to Detention Pond 213. ' 7. The north part of the park has no slope north -south and is terraced in an east -west direction. This analysis assumes that the north part of park does not drain to ' Detention Pond 213. The above changes have been noted in the Final Drainage Report for Dakota Ridge P.U.D., ' Filing 2 and will be addressed by the developer prior to further development. The proposed drainage plan consists of a combination of building drains; overland flow; gutter flow in street, drives and parking lots; collection by curb inlets; and conveyance to a detention facility via storm sewer pipe and channels. Sump condition curb inlets will be used to collect runoff and direct it to a storm sewer system which will discharge into the proposed detention facility. The high school site has been rough graded and the finished contours are shown on the ' Drainage Site Plan. The commercial area, high school site and that part of the park that can reasonably drain to the detention pond have been divided into 14 basins. The 240,000 square foot school building has been divided into 6 areas. Eighteen design points plus ' 4 ' areas draining directly to the north and south detention ponds have been provided to outline the design approach. ' The commercial area basins 2 & 3 drain toward the school site and is planned to be served by a storm sewer for 10 year storm flows. The sewer will serve the southwest portion of the school site and most of the school building roof drains. Basins 1, 2, 3, 4, plus school areas ' B1, B2, B3, B4, B5, and Basin area 5 all contribute to a south storm sewer that extends from the west of the school to the south detention pond. ' Basins 6 and 7 flow overland to the south pond. Basin 8 flows to an area inlet at the north end of the field, then by storm sewer to the south detention pond. Basin 9 flows to a combination curb inlet at the southeast comer of the north student parking lot. Building B6 flows to the same inlet. These two flows are carried in a north storm sewer to the north detention pond. Areas 10, 11, 12, and 13 flow overland to the ' north detention pond. The south and north detention ponds have 24 inch pipe outlets to the outlet structure. The outlet structure will have 29.0 inch orifice plate to control maximum discharge to 44 cfs as required by the Basin Master Plan. Basin R flows to Red Mountain Drive inlet and will be connected to the outlet structure upstream of orifice plate. Flows from the outlet structure ' will discharge to the City's 36 inch South Tributary Storm Sewer to Fossil Creek Inlet Ditch. Ten year storm flows from buildings and parking area will be taken in storm sewers. Inlets were designed for the 10-yr runoff. The highest inlet has a top of curb elevation of 46.00 and the school floor elevation is 42.5 which provides a 3.5 foot freeboard during the 10-yr. storm event. A maximum 0.50 foot ponding depth was used at inlets to ensure that 10-yr runoff did not top the curb. Curb and area inlets were sized using SDDC Manual figure 5-2, ' 5-3 and the formulas developed in Appendix A. In an emergency situation where all of the inlets may become plugged, or during the 100- yr. runoff, ponding depth would rise to the top of curb then be directed to the detention ponds via overflow swales, channels, and parking lots adjacent to the inlets. The sump at Inlet C1-1 is 1.0 feet deep before it overflows thru an overflow inlet, box to the channel south of school and between the school and commercial development. The overflow channel is proposed to be 20 foot wide with sloping sides and to be shared with the commercial area south of the school. ' The basins were delineated and runoff was calculated using the rational method. Table 1 summarizes the methodology and results of this analysis for 10 year event. The supporting calculations were done on a spreadsheet using the first 22 columns as SDDC Manual Form on Figure 5-1. Additional form columns were added to allow data entry ' and calculation not provided for on the form. Calculation Notes, Procedures, and Reference Criteria for the spreadsheet is shown in Appendix B. ' Appendix C shows the supporting calculations for South Area and inlets. Appendix D shows the supporting calculations for the building drains and South Storm Sewer to the South Detention Pond. 5 Appendix E shows supporting calculations for the South Storm Sewer backwater. The detention pond levels have no effect on backwater and backwater is controlled by pipe outlet elevation and pipe size downstream of Curb Inlet CI-4. Backwater calculations show that ponding depth over top of inlets are 0.18 feet at Inlet CI-1 and 0.25 feet at Inlet CI-3. The total overflow at these two inlets is 7.0 cfs when total sewer flow is 84.8 cfs. The north area is a separate system with only the north part of school building and Inlet CI- 6 to a storm sewer and the North Detention Pond. Appendix F shows supporting calculations for North area, Inlet CI-6, and North Storm Sewer. The capacity of the North Storm Sewer is greater than the inlet capacity so no backwater will occur in this sewer. One hundred year storm flows in excess of the surcharged storm sewers capacity reaches the detention pond by overland flow as shown on the Rational Method 100 year Schematic, Figure 2. An overflow chase/channel is planned to carry excess flow from the west portion of the service center and school entrance area (Bus loading, Visitor parking and plaza, Basins 1 & 2) to the south student parking lot. Preliminary details of this chase/channel are being developed by the school's architect and the commercial developer's planner and are shown in Appendix I. Table 2 summarizes the methodology and results of the 100 year analysis. Appendix G and H show the supporting calculation for the South and North areas. No storm sewer calculations are provided for the 100 year event as inlet capacity and building roof drains limit capacity of these facilities to 10 year design capacity. Building roofs have scuppers (opening in roof sides) that are set 2 inches above roof drains and will allow excess flow to flow out scruppers to the ground. Preliminary arrangement of the overflow inlet, box and channels for Inlet CI-1 and CI-2 is shown in Appendix G and are included in calculations. Table 3 summarized the Developed site hydrology. Overflow channels and swales for inlets and irrigation pond are summarized in Table 4 and supported by Appendix C, F, G and H calculations. 6 foot and 3 foot wide trickle channels are used in the detention ponds. The capacities of these two channels are sizes 6.1 cfs and 3.9 cfs respectively and are greater than 1 % of the major storm event flows calculations. Inlet size and capacity for 10 year storm is summarized in Table 5 and supported by Appendix C and F calculations. Inlets CI-2 and CI-3C will be designed by the Commercial Developer. The improvements to expand Horsetooth Road to 4 lanes and Timberline Road to 6 lanes are being designed by others for the Pinecone P.U.D. developer and school. The east half of Timberline Road will drain to the Foothills Drainage Channel. Vermont Drive will drain to the two north school parking lot entrances. That portion of Vermont Drive east of the school entrances will drain to Pond 210 in the Pinecone Apartments Development. The north half of Horsetooth Road east of Timberline Road will drain into the south student parking lot entrance instead of an overland swale in the area between the parking lot and the residential development as proposed in the Master Drainage Study for Pinecone P.U.D. The school site development plan requires earth berms for screening this swale area. This east portion of Horsetooth Road will flow through the school south parking lot bus lane to C Ld 6 w N vi .6 ci � ci N ci 'i N w Q wz Z LLI.— v Q v v m m m N Q m Q m Q w t7 N m M t7 v N N cli m w N v N Z. O 0 < z E co O LU.W E of wi Q ui ci LLI. LU > 0 CO IT C� LL z C6 E f 1p 1p q CO m (P V7 cr U) LU .... a CL. > o cli cli cli 0 cq N N N a 0 �:LLJ - 10 w LL w m w m w 0 m N Z.0 a. 6 Q ci m w 0 co 0 6 wi 4 (6 4 wi co co+ < LLU CN TIMBERLINE ROAD 0 a 0 0 0 F- w U) 0 RFC M-��1�"✓ OUTLET J' STRUCTURE 9 LEGEND BASIN NUMBER 12.5 PEAK 100 YR. FLOW, (CFS) 27.0_ INLET FLOW, (CFS) OVERFLOW (CFS) CHANNEL, SWALE, BLDG, OR INLET BASIN BOUNDARY ❑ Cl CURB INLET NOTE: THE SUM OF BASIN PEAK FLOWS AND OVERFLOWS FROM OTHER BASINS DOES NOT EQUAL DESIGN POINT FLOWS DUE TO CHANGE IN TIME OF CONCENTRATION AND RAINFALL INTENSITY AT THE DESIGN POINTS. RATIONAL METHOD 100 YR. SCHEMATIC �y -36" SOUTH TRIBUTAR7 STORM SEWER FIGURE 2 $ w . (D — M M W 11 N N v A m N 9) o. Uzi N w 0 LL P.R 0 9:— IG r,� 0 rl� Ci C� q q cl v w 10 v 0 � WZ E 6 Ui O Ui M v N v n N (6 LLI U. LU W..- > ME C'i N Q wi 06 0 a 0 :0 IQ C? UI N CR CR U? OR W OR m ci c7 > 0: A �q 19 IR rlt 0 Cl C 0 a a m ..... o0e. W: OR . . ........... (n LU W cu >M-E Ci M CR C� -0 m m4 vi co 6 m m v z Lu.. > a:, Q CR m7O (D 9 IT q CR q W co 0 v 0 0 0 LU:x- O N 0 0 0 0 0 v 0 0 N ;D cu M 'D C� W m W O q q W IT A m A'i ma 0 0 a O ca O W. C.) cn z 01. o 0 ci a a 0 a 0 ci 6 6 U 6 Y -4 vi r-� N N Cl m m IT N6 co co m C3 + + < < TABLE 3 DEVELOPED SjTE HYDROLOGY Q (CFS); Q_(CFS) (AGj 10 1.00 B1 0.89 0.95 4.4 8.0 B2 0.54 0.95 2.7 4.9 B3 0.53 0.95 2.6 4.8 1 3.54 0.55 8.2 16.1 B4 0.38 0.95 1.9 3.4 2 5.69 0.87 20.6 35.9 3 7.15 0.84 23.9 45.1 B5 2.22 0.95 10.0 20.0 4 4.69 0.90 18.5 41.3 5 1.68 0.45 3.0 6.5 6 3.32 0.37 2.7 5.7 7 5.09 0.68 17.9 30.7 8 1.68 0.45 3.0 6.5 9 17.43 0.65 27.9 46.8 B6 0.69 0.95 3.6 6.2 10 11.35 0.32 8.1 16.8 11 4.38 0.25 2.0 4.4 12 8.46 0.25 4.2 8.7 13 4.59 0.45 5.9 11.0 R 5.99 0.64 7.8 17.1 10 curb inlet CI-3. Horsetooth Road east of the school entrance and the residential development east of the south parking lot will drain to Red Mountain Drive and then to Detention Pond 213 through an inlet CI-R provided in Dakota Ridge P.U.D., First Filing. Street and drive capacities for both 10 year and 100 year event are summarized in Table 6 and supported by Appendix C, F, G, and H calculations. The streets will be designed by ' others and calculations are included to provide flows to school parking lots and detention pond. The procedures used for calculating streets, drives open channels and trickle channels is shown in Appendix I and B. 1 The storm sewers and building drain headers are summarized in Table 7 and supported by Appendix D, E, and F calculations. ' The attached calculations reflect the design approach outlined above. The City of Fort Collins Storm Drainage Design Criteria has been followed. ' All drainage facilities, including inlets, sewers, trickle channels, and detention ponds will be maintained by the school and commercial developer. ' Sheet 7 of 12, Drainage Site Plan can be found at the end of this report. The other 11 sheets are part of the utility plans and will be used for construction, but not included in this report. DEVELOPER IMPROVEMENTS Preliminary design of inlets and overflow channels from the commercial development ' (Service Center) has been performed. Actual runoff from this area may vary from the values shown in this report due to final development being different than preliminary concept. ' 1. Provide Curb Inlet CI-3 connected to 24 inch stub out from MH-3A. Inlet capacity should be limited to 29.7 cfs with reduction factor to conform to the 10 year sewer capacity allowed for this development. 2. Provide an overflow facility for Inlet CI-3 to flow to overflow channel on the property ' line between the school and this development. 3. Provide '% of 20 foot overflow channel similar to that shown in Appendix I. ' 4. Provide Inlet CI-3C addition to the school's Inlet CI-3S and the 24 inch stub out provided. Inlet capacity should be limited to 14.9 cfs with reduction factor to conform to the 10 year sewer capacity allowed for this development. N 12 Z 0 N W G Q W r O U. N J Q Z W J Z LL O } C� L N W J m v c C n a9 rn c .y m N l0 U (O O f0 N m to U N Cl) O w w 3 m m o C _N l0 j U c O d 0 a n Co 16 m c c N O f6 L 3 o '00 a)O N N O > N' cc.2 O d N y y f0 U 0 U 3 N U O U c n ?� -0C N f O = O)a C (aC N> N O 0 0 O L O O U O �.3� N' w`�o`oo'oa`� m 07 N m 11J O N N d a Q C Q N+ N L w L L d C m (D L Q L a)�>�caon� m0-a)rn O C y' �'O C c C 7 U 0 U O c O) N U .0�.. C t0 C O N L U 'm O_M n N 0— c @ c O_ O O U O cm Zm3vnCL C N N = Q •= N O c C C •� O cO 2 N 7 N 2 0.u..n.Q202Q 13 U) N J Q Z a U CL U W Z F.. W W U) LL O U) Q6 W J m H LLI T w o r O (D M co co CO N M IRT M N r� 05 CD M LLJC'J.' . o6 IV cc; J. J �.. : j� :"' CO r (M LO O cM O O N CO r 0) O w. M Il- � 0)r OM r O N N O Q:. T CC) co O Ln CO 04 Iq M M � N (A Q L U �WQ O U:¢ L T m N. O) * O O O CO c0 O O O O Q . (A O O O N N c •.+ - d co CD Lc) OD O M r t0 r Iq 1O r (D c . TU ., CMM N CV r r N O LLf LEI Q Z 3 �. I- :a .� CL . Cn :d j, . CO O ti N O O CD N N —10 d 0 (00 CO N LO a L N Q CL O a Q Z 0 : U) W UO N � y C F- O' O o� 0 0 0 of o C v o o __ ; a� Co C a y (} 1—; co O O co O co 0 CO f-- CO O N O L N y 3 N O O O O O O C O O O a m o c DEL O ? m— aci c 2 N O ai m � 11J-•• CU •c L) o N �': O N CO 0) M tt i� O O O O 2 O d' CO O CO � co t0 0 n U c d' O O r O O O O O CD �\ 2 ? rn X O y O U w of U O rt 3: co e o _ ` � � 1.O L—� U O FZ d C .-. N m CL CL S S m d a a) y m> o Q w U L o 00� �:�" O a) 2 O O m �`OM`o W F CA EL Z Z w 3> a Z:. o 0 0 0 o rn rn .-. rn O a Y ._ m O O T `c it �tg v v v vCL O N N CL C "' N 7 O N O O O O O O O O O O a w co m y Z Z Z Z Z Z Z Z Z rn 2 v a c �, c o O O O O C O N N L t > L N 0 - C C O > >� Z C f0 U W am N > ... ... m � M a > U o N H Z O o O O C C C W 0 Y Y Y `� Oa `� � a) C O m ` J a (0 (a (a fA fn Q !qa Ix U) E ,, �, a a 14 _ _ > > > m' n TABLE 7. SUMMARY OF STORM SEWER DESIGN LINE : TYPE .. .. ... DESCRIPTION 10 YR.. DESIGN FLOW F 0 (cfs) IIP RIPE SLOPE.:��: PIPE DIAMETER FLOW VELOCITY 'Y U" PIPE CAPACITY (Cls) SOUTH SEWER H1 LATERAL Bldg. B-1 to MH-1 4.46 0.81 15 6.42 7.6 S1 TRUNK IVIH-1 to IVIH-2 4.37 0.60 15 5.69 6.5 H2 LATERAL Bldg. B-2 to IVIH-2 2.73 1.34 12 6.85 5.4 S2 I TRUNK MH-2 to IVIH-3 6.96 0.60 18 6.39 10.8 S3 TRUNK IVIH-3 to Inlet CIA 6.67 0.60 18 6.33 10.8 H3 LATERAL Bldg. B-3 to Inlet CIA 2.69 1.60 12 7.30 5.9 S4 TRUNK Inlet CIA to MH-3A & Inlet CI-2 19.89 0.61 24 8.28 24.4 H4 LATERAL Bldg. B4 to MH-3A 1.95 3.00 10 8.51 4.9 S5 TRUNK MH-3A to Inlet CI-3 41.18 0.59 30 9.58 41.7 S6 TRUNK Inlet CI-3 to MH4 61.82 0.43 36 8.63 57.6 H5 LATERAL Bldg. B-5 south to MH4 2.26 2.36 10 8.09 1 4.4 H6 LATERAL Bldg. B-5 north to MH4 8.05 0.50 18 6.12 9.7 S7 TRUNK IVIH-4 to Inlet C14 69.37 0.55 36 9.68 65.5 S8 TRUNK Inlet C14 to IVIH-7 85.0 0.70 36 11.86 73.9 S9 TRUNK MH-7 to IVIH-8 86.71 0.70 36 12.10 73.9 S10 TRUNK MH-8 to OUTLET 86.71 1.80r 36 T 18.05 118.5 NORTH SEWER H7 LATERAL Bldg. B-6 to Inlet CI-6 3.65 3.54 10 10.57 5.4 S11 TRUNK Inlet CI-6 to IVIH-9 29.23 0.541 30 8.76 39.9 S12 TRUNK MH-9 to MH-10 29.23 0.541 30 8.76 39.9 S13 TRUNK MH-10 to OUTLET 1 29.23 0.541 30 8.76 39.9 See Appendix F For Design Of These Pipes. See Appendix G For Design Of These Pipes. (1) All pipe is smooth flow plastic with inside diameter greater than nominal pipe size. (2) Pipe velocity at normal depth when design flow is less than full pipe capacity. 15 EVALUATION OF ON -SITE DETENTION GENERAL 1 Final sizing of the detention ponds on the school site was accomplished using the detention routing procedure of the Stormwater Management Model (SWMM). ' The ponds are located in Basin 62 of the Foothills Basin, [Basin G], of the Drainage Master Plan (FBDMP) as modified for the Pinecone P.U.D. Master Plan (PPUDMP) (Series H)(1- ' 06-93). See Figure 3. The Basin Master Plan specifies a maximum release of 44 cfs from the detention facilities for the 100 year return period event under fully developed conditions. FOOTHILLS BASIN G DRAINAGE MASTER PLAN This revision of the (FBDMP) has not been revised for improvements and studies made by others. The Pinecone Apartments area, Basin 61, has only been revised for additional area from Basin 62. No attempt has been made to change 100 year storm discharge or Pond 210 size to conform to the developers drainage plan. ' Basin 65 was revised for the additional residential and park area moved from Basin 62. The Dakota Ridge Drainage Plan states that an. update of the PPUDMP will be performed by the developer before any future development of Dakota Ridge P.U.D. ' The modifications to Basins 61 and Basin 65 for the SWMM Model are shown in Appendix K. ' Basin 64 was revised by the Dakota Ridge P.U.D., 2nd Filing, Drainage Plan. This revision has not been included in the revised FBDMP. ' The SWMM Model, H Series, is not correct for Basins 53, 52 and conveyance Elements 76 and 77. The Stormwater Utility has agreed that Conveyance Element 77 should have a capacity of 8.0 cfs. Basin 53 (PRPA) flows through Pond 75 and releases 11 cfs to sewer ' Element 76. Basin 52 (NCR) flows through a pond to sewer Element 77. The SWMM Model shows Basin 52 flowing directly to 12" sewer Element 76 and not through a pond to Element 77. The SWMM Model shows a peak flow of 57 cfs for 24" sewer Element 77. ' Both Elements 76 and 77 flows are greater than 8.0 cfs as determined by Stormwater Utility. Element 77 should be a 15" sewer as presently constructed across Timberline Road. ' The High School plans to build Element 77 when Timberline Road improvements are built. Two inlets will be added to this sewer to carry low flows away from the school entrance and Vermont Drive intersections with Timberline Road. Major storm flows will be carried in street gutter. ' ANALYSIS AND UP DATE OF THE SWMM COMPUTER MODEL Basin 62 of the PPUDMP has been divided into 15 basins, number 301 to 315 to more ' 16 ' adequately define storm runoff and detention requirements. The total area in the 15 new basins is 90.3 acres. 18.6 acres were moved to other basins as shown below. ' Basin 62 was changed to the east portion of Timberline Road (2.0 acres) and will flow to the Foothills Channel by way of Conveyance Element 77. t 8.8 acres of low density residential and 6.9 acres of the Park property were moved to Basin 65. ' 0.9 acre of Vermont Drive was moved to Basin 61 as shown on the Pinecone Apartments Drainage Plan (RBD 11-92). ' The modified PPUDMP Basins for High School Plan are shown on Figure 4. Basin 62 of the PPUDMP had no conveyance elements. 25 new conveyance elements ' have been added to the SWMM Model to properly define the 15 new basins, site storm sewer, and overland flow characteristics. ' SWMM Model Schematic for the 300 series basins, conveyance elements, and ponds is shown on Figure 5. A site plan for these (300 series) features is shown on Figure 6. ' The SWMM model has 4 splitter elements to allow for overflow from pipes and inlets to overland flow that is not a pipe overflow section. Splitter element 321 at Manhole No. 3 is controlled by roof drain capacity as shown in the south storm sewer backwater calculations on Appendix page E-1. Splitter element 328 for the west building drain H-6 is controlled by ' the same south storm sewer backwater and the drain capacity shown in Table 7. Splitter element 324 at Curb Inlet No. 6 is controlled by the 30" outlet pipe backwater as shown on Appendix page E-2. Inlet CI-6 capacity is 38.4 cfs as shown on page H-4. Splitter element ' 336 at Red Mountain Drive Inlet is controlled by the theoretical capacity of 15 x 1.12 - 16.8 cfs. ' The calculations of the percent impervious for each basin used in the SWMM Model are shown in Appendix K. ' Element 92 was added to the 36" South Tributary Storm Sewer. No other modifications were made to the computer model. ' SWMM input data files for FHDMP, H Series, 10 year and 100 year storm events, (1-06-93) are listed in Appendix J. ' SWMM input data files and calculations for FHDMP, I Series, 10 year and 100 year storm events (10-27-93), as revised by this study are listed in Appendix K. ' SWMM output file for I Series, 10 year storm event, is listed in Appendix L. This output file shows the detention requirement for High School Detention Pond 213 as 3.9 ac. ft. and School/Park Irrigation Pond 303 as 0.7 ac. ft. SWMM output file of I Series, 100 year storm event, is listed in Appendix M. 17 M 01 tD O _ W W _ Z ao Z c l0 H N U' N H a � O " 0 al C H N C m (L N m c_ „ m W M =N mg m =a. Z N 0) Z C Iv Z r C Z V in Q � O Q E I m►La ma I I � I � co OLO r � O �. 1 � o - to on / J LO 1 V 1 " e PINECONE P.U.D. PLAN UPDATE to (D FIGURE 3 18 1 ' M w Z J 0 ' w j Z C O -�0. Z Z Z W O m H H H ' y O O O ai z c t mmmc Z z Lu wa ,_dCS, p > > > Lu o 2a a w Z z w J z c W 04 w ¢ Q ' Z v Z Z Z m w Z Q C Q Q Q W W 4' z o 0 m :M-71i m 0' h 4 \ t W O \\ uj N I III` r ..� od0 U) r 1, HIGH SCHOOL PLAN UPDATE FIGURE 419 FOSSIL CREEK RESERVOIR _ INLET DITCH i LEGEND 302 SUBBASIN A324 CONVEYANCE ELEMENT ADETENTION POND SWMM MODEL SCHEMATIC FIGURE 5 2 TWERUNE RO AD . .... ..... ... . ..... . -- ---- . .. . . . ........ . . ........ ..... . .. .... WEST 1/4CDIDER . . .... ...... .......... MX nM SECTION 29 -C- TO FWMus CHANNEL VIIIII)FIXTY A MODIFICATIONS TO FOOTHILLS BASIN ROMCOMO1101111111111110 Lar I Am pus 7, A SWMM MODEL FOR 17 314 FT. COLLINS HIGH SCHOOL Z, VPAW PAlgq LEGEND 14 302 315 Property or Section Line Proposed Storm Sewer do Size M . SW PM=* Direction of Flow 13 Area Inlet 060 innominimm Subchatchment Boundary 3 FUTURE CI-2 MH-3A 302 Subchatchment Number U COMMERCIAL PROPERTY --- — — Conveyance Element FUTURE GULDINIGS AM OLVES lug 324 "UN PAMIWUKN" ONS OFn H SCHOOL Convey once Element Number 1 1307 325 3426 Mm CITON ...... ... . . . Detention Pond FUTURE CI-3C . ..... �32-9 330,1 303 Splitter DRAINS 321 411 SOCIDER I I= J U cx> 3 12 r-,&l CFS - - - - - - - - WAX)L owe 508 Lo 0•SO= svmw, fERMONT M FLDkn EAST it 1�0111111110 * 0 111Z!' IF SCHOOL ENTRANCE TO N -4 .. L—Al- 'IMECONE CIRCLE SWMM Routing 0 CI-4 % 4 4A rl VARSITY SOOCA il N, 1ASEI]ALL FELD 303 1. N IIIIIICATION WATER M" 30 aff or FT. couna RVIC11 AM RECWATM IEPARTMENT TE1415 DOURTS PROPERTY LINE A 304 310 qrry WISOMM 3- GUTTER EL 32A Ain . . . . . . . . . . 4 SOFTWAL ......... . MB JP VARSITY \ FASEEIALL FIELD —8' CHANNEL Ash. 400 0 100 200 EL Z14a CI-R 15, 3 M DEMEITY 143MDUIAL SCALE. 1"=200' INLET NSA CPS --dp�YppLFIGURE 6 -W snxw Sam STRUC "r- 21 ' SIZING DETENTION PONDS The 100 year event SWMM analysis Series I was used to evaluate the effectiveness of the detention ponds on the school site. ' Runoff generated by Basins 301 and 311, school building roofs, was routed through Elements 301 and 311 without any attenuation of the peak flows. Detention Pond 306, parking storage, and Pond 313, athletic field storage, have 0.2 acre feet and 0.5 acre feet respectively. ' Pond 303 has 1.8 ac. ft. of storage above the irrigation pool overflow. The 6 inch irrigation pond overflow has a capacity of less than 0.6 cfs during the 100 year storm when the outlet is surcharged at the peak inflow is 53 cfs. ' The North and South Detention Ponds are connected to the control structure with a 24-inch pipe. The separation to the two ponds was necessitated by the elevation of the existing 21- ' inch sanitary sewerline which runs west to east through the area required for the storm water detention facilities. The combination of these two ponds is Pond 213 as designated in the PPUDMP. ' SWMM version 4.05 with EXTRAN block was used to route flood waters through the two ponds and the outlet structure to the South Tributary Storm Sewer, Element 90. Results from EXTRAN showed that flows peaked at t= 1.5 hours and pond storage as follows: South Pond W.S. EL. 22.65 with 5.0 AC. FT. North Pond W.S. EL. 23.49 with 2_8 AC. FT. 7.8 AC. FT. Pond 213 has 7.8 ac. ft. of storage with 0.6 foot of freeboard to the center of Red Mountain ' Drive. A variance for less than 1.0 foot freeboard is requested. Plugging either of the 24 inch outlet pipes from Pond 213 is improbable, but should this happen the pond would overflow Red Mountain Drive at Inlet R and flow down the concrete drainage swale and 20 ' ft. drainage easement provided in Dakota Ridge P.U.D. First Filing. SWMM Series I and SWMM version 4.05 with EXTRAN output files for 100 year event are ' included in Appendix M. UDSEWER input and output files for the South Tributary Storm Sewer are included in ' Appendix N. DETENTION PONDS OUTLET CONTROL DEVICES ' Pond 213 outlet will discharge into the 36 inch South Tributary Storm Sewer. Based upon a maximum allowable release rate of 44 cfs the 36 inch outlet pipe will be fitted with a 29.0 ' inch orifice plate. A rating curve for the developed condition (Series 1) was based upon a 29.0 inch orifice. The calculations for the 29.0 inch orifice and the rating curve are shown in Appendix K. ' 22 Pond 303 will discharge to a grass swale and flow to Pond 213. The maximum rate of discharge will be 9 cfs and will be controlled by a Cipolletti weir. Calculations for the Cipolletti weir and the rating curve are shown in Appendix K. 0 23 Erosion Control Report for Poudre R-1 School District Fort Collins High School MAY 1993 Prepared by Meline & Irelan, Inc. Consulting Engineers 4710 South College Avenue Fort Collins, CO 80525 ' Meline & Irelan, Inc. Consulting Engineers 4710 South College Avenue Fort Collins. Colorodo 80525 (303) 226-2323 (303) 226-2428 FAX May 19, 1993 Ms. Kathy Malers City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, CO 80521 RE: Erosion Control Plan for New Fort Collins High School Dear Ms. Malers: Enclosed find the second revision of the Erosion Control Report and Plan for the above referenced project. If you have any questions or require additional information, please do not hesitate to call. Very truly yours, MMEEL/LINE & IRELAN, INC. v�� Victor R. Meline, J E. Enc. VRM/Ijk May 19, 1993 Ms. Kathy Malers City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, CO 80521 RE: Erosion Control Plan for New Fort Collins High School Dear Ms. Malers: Enclosed find the second revision of the Erosion Control Report and Plan for the above referenced project. If you have any questions or require additional information, please do not hesitate to call. Very truly yours, MELINE & IRELAN, INC. Victor R. Meline, Jr. P.E. Enc. VRM/Ijk Erosion Control Report Table of Contents I. Site Characteristics II. Erosion Control Measures A. Structural Measures B. Vegetative Measures III. Seasonal Control and Maintenance Appendix A - Effectiveness and Performance Standard Calculations Opinion of Probable Cost • Security Deposit Calculations The following report details erosion control measures for a 75 acre tract in east Fort Collins. The area is to be the site of the New Fort Collins High School, and a portion of the proposed City of Fort ' Collins Park. The development site is located at the northeast corner of the intersection of Horsetooth and Timberline Roads. ' I. Site Characteristics The existing site has been in agricultural use for a number of years and irrigation ditches and laterals currently cross the area in numerous locations. The land tends to slope gradually eastward to the ' Fossil Creek Reservoir Inlet Ditch. A small portion of the site is currently covered by wheat stubble. ' Currently, the property is bordered on the east and north sides by open agricultural land. Poudre River Power Authority (PRPA) and National Cash Register (NCR) are west of the site, across ' Timberline Road. The Dakota Ridge housing development to the east of the school site, is in the preliminary phases of overlot grading and the installation of utilities. Houses will appear in the summer of 1993. The Fox Meadows subdivision is located south of the school site. Parcels to the north are owned by W. W. Reynolds and current plans call for single and multifamily units to begin ' construction within the next few years. The erodibility maps of Fort Collins show the proposed development site to be within the "moderate" ' zone for wind and rainfall erosion potential. This project will have a construction period of approximately two years. The overlot grading was completed in December 1992. The erosion control measures planned for the site will be installed in accordance with the schedule shown in the plan. Il. Erosion Control Measures' ' A. Structural Measures ' Structural erosion control measures will consist mainly of three sediment basins which will be the future detention ponds and the irrigation pond. Sediments will also be controlled by a silt fence placed across the north parking lot to slow and collect water bome sediment loads traveling to the sediment ponds. Gravel inlet filters will be installed at all curb inlets and straw bale filters will be installed at area inlets. A portion of the south parking lot, Sub -basin 131, has been paved with 5' to 8" of recycled asphalt base course. The center area of the parking lot will not be paved initially to allow for construction of utilities through that area. The parking lot will serve as the contractors storage and staging area for the balance of the project. Curb and gutter and asphalt paving will be completed in the fall of 1994. ' A temporary diversion ditch will be constructed on the north and east sides of the commercial property, Sub -basin B3, to channelize surface flows and direct them to inlets protected by gravel filter barriers. The street flow from the east half of Timberline Road will be collected in an existing ditch located east of Timberline Road and conveyed north to be dispersed in the Page 1 existing wheat stubble located on the W.W. Reynolds property. ' B. Vegetative Measures Seeding of the East Campus will not be completed until November 1, 1992. The East ' Campus including the Soccer Field and selected areas in the West Campus will be straw crimped in June 1993. Areas to receive straw crimp in June are shown cross hatched on the plan. The East Campus and Soccer Field, Sub -basins Al, A2, A3, & A4, will be treated with 4 inches of topsoil disked in plus 4 inches of topsoil to finished grade. These areas will be seeded with Bluegrass Mix A (See Table 1) in October 1993 after installation of the irrigation system. The remaining area comprised of berms around the South Parking Lot, the West Campus and the building perimeter will remain as bare soil until late summer of 1994 After the installation of the curb and gutter, the berms and the irrigation system these areas will be treated with 4 inches of top soil disked in plus 4 inches of top soil to finished grade. With the exception of the building perimeter these areas will be planted with Tall Fescue Seed Mix C (See Table 1). Tall Fescue sod will be placed around the building perimeter in the Spring of 1995. With the seeding of the East Campus and the Soccer Field the site will have approximately 40% of the area in grass and under irrigation. III. Seasonal Control and Maintenance ' Wind Erosion will most likely be the major hazard until the East and West Campus are straw crimped and irrigated. Measures that will mitigate wind borne sediments are listed below: Silt fence across the north parking area The school building will be approximately 920 feet long (in the north -south 1 direction) and 120 to 570 feet wide (in the east -west direction). The building will be supported on caissons and grade beams. During the initial construction of the building there will be numerous trenches for utilities and grade beams which will reduce surface velocities. The building will have a vertical profile across the prevailing winds that will vary from 30 to 50 feet above the floor elevation of 42.5. ' - The south parking lot will be the staging area for the contractors and subcontractors. Construction trailers and portable office units will be located in this area which will reduce surface wind velocities. ' - The commercial property, Sub basin B3, is covered with wheat stubble from last years crop. The stubble will not be removed until construction starts on the commercial property. Maintenance is anticipated to occur after every rainfall as required to clean and reset the silt fence, clearing of gravel filter barriers and some spot maintenance of the grass. The ' Page 2 ' sediment pond will be cleaned as required. Page 3 I APPENDIX A TABLE 1 Seed Mix A Bluegrass (East Campus, Athletic Fields) Percent Mixed lb Species lb PLS Acre of Mix PLS/Acre Freedom Kentucky Bluegrass 130 35 45.5 Nassau Kentucky Bluegrass 130 25 32.5 Ran 1 Kentucky Bluegrass 130 20 26.0 SR 4000 Rye Grass 130 20 26.0 Total 130.0 Seed Mix B Temporary Cover Crop Top Soil Storage Area Species lb PLS/Acre Percent Mixed lb of Mix PLS/Acre Oats 70 100 70 Seed Mix C Fescue -Seed and Sod (Permanent Grass @ West Campus) Percent Mixed lb Species lb PLS/Acre of Mix PLS/Acre Titan Tall Fescue 216 33 71.3 Trident Tall Fescue 216 33 71.3 Bonanza Tall Fescue 216 34 73.4 Total 216.0 Rainfall Performance Standard Evaluation NEW FORT COLLINS HIGH SCHOOL Developed Erodibilit Asb Lsb Ssb Lb Sb ' Subbasin Zone (ac) (ft) 06) (feet) (%) Grass Moderate 0.29 30.0 20.0 0.10 0.07 Pavement " 4.55 700.0 0.8 38.29 0.04 ' EG8 if 2.10 580.0 2.5 14.64 0.06 EG7 3.60 650.0 2.5 28.13 0.11 EG6 " 1.30 440.0 4.2 6.88 0.07 117 1.03 150.0 2.0 1.86 0.02 B9 " 0.75 120.0 2.0 1.08 0.02 B3 " 10.73 900.0 1.2 116.08 0.15 B2, B1 " 1.08 95.0 2.0 1.23 0.03 ES1, WS1 1.15 125.0 1.8 1.73 0.02 WS2, EP1 " 1.72 300.0 1.3 6.20 0.03 WG1, WG3 " 1.51 320.0 1.5 5.81 0.03 B6, B8 " 2.05 280.0 2.0 6.90 0.05 WP4, WP5 " 0.90 550.0 1.6 5.95 0.02 WS4, WS9 " 4.42 350.0 1.1 18.60 0.06 WG16, WG17 " 3.02 85.0 20.0 3.09 0.73 WG7, WG8 " 1.46 415.0 1.0 7.28 0.02 ' WG15, WG19 " 2.85 150.0 4.5 5.14 0.15 WP6, WP11 " 2.95 425.0 0.8 15.07 0.03 100 " 2.60 400.0 1.2 12.50 0.04 101 4.50 400.0 2.1 21.64 0.11 ' 102 " 4.07 740.0 1.0 36.20 0.05 ill " 2.55 400.0 1.0 12.26 0.03 104 " 1.85 220.0 2.2 4.89 0.05 103 " 2.72 600.0 1.0 19.62 0.03 ' 106 " 2.58 270.0 1.2 8.37 0.04 107 " 1.18 170.0 1.0 2.41 0.01 108 0.97 200.0 1.0 2.33 0.01 ' EG35 " 1.05 160.0 2.4 2.02 0.03 EG34 " 0.23 0.8 8.5 0.00 0.02 EG16 " 0.41 210.0 4.5 1.03 0.02 EG17 " 0.22 60.0 18.3 0.16 0.05 EG37 " 0.19 85.0 8.5 0.19 0.02 114 2.59 400.0 1.0 12.45 0.03 113 " 1.24 270.0 1.0 4.02 0.01 115 " 0.94 300.0 2.6 3.39 0.03 ' EG12 " 0.74 370.0 1.3 3.29 0.01 EG9 " 0.51 660.0 1.0 4.05 0.01 A5 " 4.59 520.0 1.0 28.69 0.06 83.19 463.59 2.37 OVERALL PERFORMANCE STANDARD 80.7 MELINE & IRELAN, INC. Job No. 021.012 12-16-92 Meline & Irelan, Inc. 10 Consulting Engineers Fort Collins. Colorodo 2 3 4 5 6 7 a 9 10 11 12 13 14 15 is 17 is 19 20 22 23 24 25 26 27 28 29 30 31 32 33 34 3 36 37 36 39 40 41 42 41 44 COMPUTED BY DATE SHEET NO. OF CHECKED BY DATE FILE NO. PROJECT /C PROJECT NO. 6Z/-O/Z CALCULATIONS FOR: 14'Ae-// S e fiffe.5ree y c-e, It-7,e 0 4, /2eAll n 4 q it A It C 7 A 0 in 11 19 lit IA Ir 19 17 IR 14 In 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 5( 44 Ze- 7 8 78 ly I oa 7 ?4r -T— V,7, 13; -I '7 7 IT, III 1 1 -=-77- 7— EFFECTIVENESS CALCULATIONS ----------------------------------------------------------------------� PROJECT: fG ys STANDARD FORM B I sroz/,o/2 j COMPLETED BY: // DATE: S-iy 9,3 I MAJOR BASIN Iq IM Erosion Control Method ------------------ 5 f rZ; r l iY7u-/c�i f I ,SFe/rven/ /cI�, /3are (•°an d PS (0) 77, 2 78, O ------------ DI/SF-B:1984 SUB BASIN AREA (Ac) 13, Z B I � I I I I 16,90 C-Factor P-Factor Value Value Comment -------------------------------------- a,O/o o, So I /,o� • /, oo Ta�so./ Sfoc�w./e j -------------------------------------------- CALCULATIONS -------------------------------------------- .Svraar I4a/e% / Z• 98 At. .Soll.ter/rr:P /3.Zo /PC- BLYe %lfae/�e„le) 0. ?o 4e. IN%f7 C = E(/Z. 48 ro,oG) t C/, 0 1yo.3a17/,v,2j 0,08 W77.0 P _ L<<✓ �is.98)t �/o xo,3o1]o.S _ /J.28 Pond Su"{aee /.e fIe- S�raw A4u/e A d, 73 9r-. 6rcw7d 63/0cApdd) 2.57 g� W70 e _L(o,(/,a— x3.57� _ io 30 o,391 Wro p = ( /- oo X la,.3cJ o.s/.v.3o =0.s RAINFALL PERFORMANCE STANDARD EVALUATION ---------------------------- ----,J------------------------ PROJECT: FrIA S J „A,Io bSTANDARD FORM A I COMPLETED BY: DATE: 9/4 I9- 1------------------ --------------------------------- ------------------ ;OVIELOPEDIEROOIBILITYI Asb I Lsb I Ssb I Lb I Sb SUBBASIN I ZONE I (ac) I (ft) i (:) .[(feet) I (" I�u L400 i 1.2�' 96 0. I N u.�l . j �1.5c j Flo'= + 2, I s 1 131 1 0. i•y.o { 7qG [ b 2Zo i f �. l02 f 12-.55 1400 l o 7Y ISO. l + i + � + � I I i ► i S 1 79.2. HDI/SF—A:1989 RAINFALL PERFORMANCE STANDARD EVALUATION ---------------------------------------- PROJECT: FL.4 S `` j. oc;,z.r, j {2 STANDARD FORM A COMPLETED BY: C-N ()r- Lent DATE: -------------------------------------------------------------------- OEVELOPEDIEROOIBILITY SUBBASIN ( ZONE I l0' { 1O7 { " 10- , cs ( Asb I (ac) 11. 65 I z.�zI {2. 1.15 I Lsb I (ft) 122. ^ HOC {??" 1170 Ii0o I Ssb 12 Z b i ►.0O { I.ro{ { I'b { I b I Lb 1(feet) l qLl { I-75 75 { { Z l I Sb I (:) I { O.z� { 0.33 { 0.101 { 9.30 { { 1337 { ). z� I. I�- 00 I• CWAr)I { I i I { I I I i I I I I I I I{ I I I I I { DI/SF-A:1989 E,CTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECTSTANCARD FORM B ��zi. ai2 COMPLETED BY: 7i, iY/ELin/r' DATE: 3-/Sl-9.7 MAJOR BASIN R 0 Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- 5trzc✓ 1ej&1eA o,o6 / 00 SPCrnrGN,4 Trzp /, CG 6.50 78. ie -------------- SUB I AREA IBASINI (Ac) C,a2 CALCULATIONS S //z .d lY/4le l SeA"me" r Ti X' hill' D c = o, 0,6 r �,lo W70 P = L �o io X Z,/)7�2. Sirzau 4/ce/o.4 Se�.., er.f Tizp G.a z "4C. In/TD=[Co.�o X G.oz),741 z tee C-7V -7.9,y ---------------------------------------- OI/SF-3:1989 RAINFALL PERFORMANCE STANDARD EIIALUATION PROJECT: r" s 5L STANDARD FORM A COMPLETED BY: `_j,-� �i,L� �,�� DATE: 9/91y^� DEVELOPED IERODIBILITf1 Asb I Lsb I Ssb I Lb I Sb I PS SUBBASIN I ZONE I (ac) I (ft) 1 (:) .I(feet) I W I W I --------- 35 I ----------- I /J I ------- I I.osI I ------- i�� I ------- 12� I ------- I � ►------- i ------- 5 IC.9=I `4I I? O.z21 -16.3 I I I I I I I g l p,77 I _3l 85 8,5 ►uq 11 5.16 I I I I I I I ~ DI/SF—A 1989 83.2 RAINFALL PERFORMANCE STANDARD EVALUATION ------------------------------------- -- --------------- PROJECT: �-c s �o:�:,.--------- ---- STANDARD FORM A COMPLETED BY: \Jars, A. CCLI-j DATE: 9/9 IQ? ---------------------- ----------------------- ------ -------- --------- OEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS SUBBASIN I ZONE 1 (ac) 1 (ft) I (A) I(feet) I W I W IZ 0.1I115 0. 0`'t �i I i 3iCo I I,3��1 ZB.ti � IC.o21 M--w------ ------------ M-- --- -- --- ' DI/SF-A:1989 EFFECTIVENESS CALCULATIONS I---------------------------------------------------------------------- IPROJE--T: Lc/AS STANDARD FORM B 1 COMPLETED BY: DATE: • /y_ 93 1 MAJOR BASIN Erosion Control C-Factor P-Factor Method Value Value Comment 1 ---------------------------------------------------------- 96 re So/ / 4 0, 90 S Sac�i�"«nr rasp /, u � o.5c 1 ' I ------------- SUB I AREA 1BASINI (Ac) I------------------- HOI/SF-3:1989 --------------------------------------------- CALCULATIONS In/TD G = CY, y) C A o0 Y. s9 Ref'e' 92. 7 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: FCNS :5 , 8, bcvS:(-% I 54o- o," - STANDARD FORM A COMPLETE), BY: GA DATE ,//q2 ---------------------------------- ----------------------------------� DEVELOPEDJERODIBILITY1 Asb I Lsb I Ssb I Lb I Sb I PS SUSBASIN ZONE I (ac) ( (ft) I (A) . (feet) I ('.) 1 (a) ----------------- -- -------- I ------- ------- -- - --- - I - ----- /io� 'i.59 52.0 1 It i i i 9.- ------------------------------------- --- ------------------ -----I )I/SF-A:1989 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: Fc/tS STANCARD FORM B /Z COMPLETED BY: /! N/Ec/irc DATE: s--1v-93 MAJOR BASIN 6 ff t Erosion Control Method ------------------- RBGyc%_! 8 / q SUB BASIN m AREA (Ac) yoy 3,a a• ---------------------- I/SF-3:1989 C-Factor P-Factor Value Value Comment --------------------------------- 6,a/ /i OC 6,JO CALCULATIONS -------------------------- ------------------ llecy�/c � i�sfbzl� Z.58 /lc 2,Z6 A a, y7 •�,gv L /X/oo- 7G.5'/ Bare K,r co"d 8. ?8 Xc - S, �E WTo f - o..S x 8. 7 8 B.7B /Ley 8/, y. RAINFALL PERFORMANCE STANDARD VALUATION 1 PROJECT: F'(- i) STANDARD FORM A I 1COMPLETE0 BY: �� �i�-�� DATE: g1/u-0; I--------------------------- JOVELOPEDIERODIBILITYI ----------------------- Asb I Lsb I Ssb ------------------ I Lb I Sb I PS ISUBBASIN 1--------- I ZONE I----------- I (ac) I------- I (ft) I------- I ►------- 1(feet) I----- --1------- 1 (411) 1 (%) I------- I I I I 30' I 1 Zo� i z I �� z i 700 �.64 1 I..s r 80.9 ------------ -------------- ---------------------- -------- -------- -- OI/SF-A:1989 RAINFALL PERFORMANCE STANDARD EVALUATION -------------- ------------ PROJECT: FCK� ------------------------------------i 5�,c STANDARD FORM A lCOMPLE- BY: A Q gal DATE: ^1 fo/? ; I ---------------------------------------------------------------=-----I !OEVELOPEOIEROOISILITYI Asb I Lsb I Ssb ! Lb I Sb I PS I SUSSASIN I ZONE I (ac) I (ft) I (A) I(feet) I (:) I (1,) I --------- L-C; 1 2. io 1 55'G ------ 1 2.^, -- -- 1 13 1 ------ i• yu i G 2- &5 Fv r E t 1. t � I G•^� I I r'.1 j 1 0.151 Izo I I gl,Lt --------------------------------------------------------------------- DI/SF-A:I989 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: GGFi3 STANCARD FORM B COMPLETED BY: !! MEN//S/E DATE: Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- S��/rrHnf (386in L7/2✓Gj �i/T/Y /, oc /.od o.90 -------------------------' MAJORS PS I SUB I AREA BASIN) (;) IBASINI (Ac) a 17S,rr I /r73 I 79. / E,/ 15. 114 ---------------------------------------------I CALCULATIONS I ----------/---------------/-%------------------ ifs�ris/f /RI'a2 G./L I WTO C- X 0./6 f (o•o6)e /.r/Tp P- Fu�c. /, o ,r //. 73 J Y 7,3 I I J2 96.E I In/Ur c-F.�afo._Cfo,o/r�,i/JtCa,�6riz)t(ix �s yc a, 9/ lx/DT P-%'aafa/ _ / o Xs y6)o.oxo.S .O.V4. 5• NG /2ey2 99,/ --------------------------------------------------------------------- I/SF-6:1989 RAINFALL PERFORMANCE STANDARD VALUATION ----------------------------------- PROJErT: -== ---- ------------ ------------ �LI� S s,,,o�a :�� ��� '-�-=� STANDARD FORM A COMPLETED I BY: GA OoU^ckI DATE: --------- OVIELOPEOIEAODIBILITYI ----- ---------------------------------- Asb I Lsb I Ssb ---------------------i I Lb I Sb I PS I SUBBASIN I ZONE I (ac) I (lot) I (q) I(feet) I (A) 1 (S) 1 --------- i----------- I ------- I ------ I ------- I ------- I ------- I ------ - I I 11 I I I I DI/SF-A:I989 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: FChS U SiANDARO FORM A COMPLETED BY: G A Q � DATE: 9 E—li --------------------------------------------------------------------- OEVELOPEDIEROOIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS SUSBASIN I ZONE I (ac) I (ft) i (:) I(feet) 1 (:) 1 (:) --------- ---------- I ------- i ------ I ------- I ------- I ------- I ------- �-�l 31 C-1 3, I 1 9 5 I 1 z- I 19 i;. y1,6 l 3=,_li► i I I I I�+g I I D I1 ►*) uP.31 WP 2,wS=j L,tz F.-Pi I la&4,WG I wv 3 IZ- 1,�L 300 I 1.51 1 32-0 1 5-.4 6I O.q I a•y/ ------------------------------------------------------------------ [/SF-A:1989 EFFECTIVENESS CALCULATIONS ----------------------------------------------------------------------� jPROJECT: FG60�5 STANDARD FORM B I 0-e.)24o/z j 1 COMPLETED BY: DATE: MAJOR BASIN Erosion Control Method ------------------ S,/f FPr/C� PS 83.y SUB BASIN � 85 AREA (Ac) /� 65 C-Factor P-Factor Value Value Comment -------------------------------------- 0.o% /, ao /,00 o,So 400 / oa /, b O „SO --------------------------------------------- CALCULATIONS -------------------------------------------- Crimp /, ay ,¢c. /. 25 fc , / y g / pc . (i,o x /A.zl) j- _ 0.92 WtD P-Facf�r_/.zstc��rld,vo.Josr�.$ /7,�s O .39 ke.r'c/ 83., ----------------------------------------------------------------------� DI/SF-3:1989 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION --------------------- ---------- ---- -------------------------- PROJECT: FC I �S �t,.blz�s n (q,5)STANDARD FORM A COMPLETED BY: GA OcU'r.-,t DATE: 9/lcfgZ DEVELOPEDIEROOIBILITYI Asb I Lsb I Ssb ( Lb I Sb I PS SUBBASIN I ZONE ( (ac) I (ft) ( (Z) .I(feet) ------ 1--------i-------i- i-------l-------i-------i�_� J�nrv. I I I {— g }{a„�. I Z• oS I ZOO i z� i 3j i e �J 88 ytP4 wPSI " l„JF1'� WPlli n W?-[ I r UPq uP101 wGf>, WGIJ %ICE Ice, NGR wv I IJis il� I.JG �i I ,, w 15, u�19 1 550 �{25 354 5.Oz I 6-5 -I'.LI(9 1415 2.8_5�I 150 7.33 IZ.(v5 ,5 r 7-01 i 15 35 q::5%{ o, of 0.13 3.42 - - - -- - - - - - - - - --- - - - - - - DI/SF-A------------------------------- OPINION OF PROBABLE COST EROSION CONTROL MEASURES NEW FORT COLLINS HIGH SCHOOL ITEM QUANTITY UNIT UNIT COST Temporary Ditch 2870 LF 1.00 Pipe Gravel Filter 2 EA 300.00 Straw Bale Filter 2 EA 200.00 Gravel Inlet Filter 4 EA 1,000.00 Silt Fencing 530 LF 2.30 TOTAL ESTIMATED COST SECURITY DEPOSIT REQUIRED (1.5 X COST) USE MELINE & IRELAN, INC. Job No. 021.012 January 26, 1993 TOTAL COST $2, 870.00 600.00 400.00 4,000.00 1,219.00 $9,089.00 $13,633.50 $13,634.00 APPENDIX A FORMULAS 10 year Rainfall Intensity Duration Curve 100 year Rainfall Intensity Duration Curve Short Grass, Pasture and Lawns Velocity Curve Grassed Waterway Velocity Curve Paved Area & Shallow Gutter Flow Velocity Curve Reduction Factor for Allowable Gutter Capacity Curve Curb Inlet (6" opening) Capacity/Depth Curve Capacity of Grated Inlet in Sump Curve Detention Ponds Volume Curve ' > o U u C z 1 t Z swtu, Q ewe V �cr LLn Q A ' CJ� C ~ c Q ° ° z m < r Z C W J Lr Q G Q — U m W , OGr <o Ww Z I cA O W > < C14 L O < v, z F- Z Z < r l._. ' O <QQ J m<Ln h ' � Gz< ~ U Z d Q T o � 0 h �- fl , O Al Q� N I' r 1 0 In r— 0 ro OH d3d UHON1—NOU'VildlO3ad ' MAY 1984 3-2 DESIGN CRITERIA cn W 2 w ei �v A-1 ' 10 YEAR RAINFALL INTENSITY DURATION CURVE OIR/DISK CAL0%\CURVES FILE : I-C-10.WK1 By:ERM 6/18/1992 Page 1 of 1 ' Reference CITY OF FORT COLLINS, COLORADO NOV.1975 NOAA ATLAS 2, VOL. III-.COLOARDO Linear Y=a + bX r"2= 0.908 ' Logarithmic Y=a+b(tn *) 8.282 = a -1.6745 = b r"2= 0.999 Exponential Y=a e'(bX) r"2= 0.970 Power Y= a X"b 12.259 = a -0.4547 = b r"2= 0.989 ' ENTER : a & b for selected formula below MAX. r"2 :0.999 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 8.28 % q 12.259 n X = T Y = I Error -1.67 Error Error-0.455 Error ' ___; ===50 ====5=== =____ _____ =5 59 ===5-90 == ______ _____ == ===== .65 4.4 2 7.0 5.00 5.03 0.6 5.06 1.2 ' 3 9.5 4.50 4.52 0.4 4.40 -2.1 4 12.7 4.00 4.04 1.0 3.86 -3.5 5 17.0 3.50 3.55 1.4 3.38 -3.4 ' 6 23.0 3.00 3.04 1.3 2.95 -1.8 7 30.0 2.60 2.60 2.61 0.4 8 39.0 2.20 2.16 -1.8 2.32 5.3 MIN. _ -1.8 MIN. _ -3.5 MAX. = 1.4 MAX. = 5.3 1 ------------------------------------------------------------------------ = 8.28 -1.67 * @LN (T) ------------------------------------------------------------------------ 10 YEAR RAINFALL INTENSITY DURATION CURVE Linear Y=a + bX r"2= 0.866 Logarithmic Y=a+b(ln X) r"2= 0.974 Exponential Y=a a"(bX) r"2= 0.954 Power Y= a X"b 45.149 = a-0.8169 = b r"2= 0.996 ENTER : a & b for selected formula below MAX. r"2 =0.996 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % % % 45.4 % n X= T ---- ----- Y= I Error Error Error-0.817 Error ------ ----- ----- ------ ----- ------ ----- ------ ----- ---- ----- 1 40.0 ------ ----- ----- ------ ----- ------ ----- 2.19 ------ ----- 2.23 1.8 2 45.0 2.00 2.02 1.0 3 67.0 1.50 1.46 -2.7 4 80.0 1.30 1.27 -2.3 5 100.0 1.00 1.05 5.0 6 140.0 0.80 0.80 7 180.0 0.65 0.65 MIN. _ -2.7 MAX. = 5.0 I = 45.4 * T'-0.817 +++++++++++++==+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A-2 100 YEAR RAINFALL INTENSITY DURATION CURVE Dln/DISK CALC\CURVES FILE : I-C-100.'NKi 9y:ERM 6/18i1992 Page i of 1 ' Reference CITY OF FORT COLLINS, COLORADO NOV.1975 NOAA ATLAS 2, VOL. III - COLOARDO Linear Y=a + bX r"2= 0.903 Logarithmic Y=a+b(ln X) 13.332 = a -2.6859 = b r"2= 0.999 Exponential Y=a a"(bX) r'2= 0.969 Power r"2= 0.982 ENTER : a & b for selected formula below MAX. r A 2 :0.999 ' ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 13.33 % % a n X= T Y= I Error-2.684 Error Error Error ---- ------------ ----- ----- ------ ----- ------ ----- ------ ----- 1 5 9 9.0 0.1 2 11 7 6.9 -1.6 3 15 6 6.1 1.0 ' 4 21.5 5 5.1 2.0 5 32 4 4.0 0.8 6 40 3.5 3.4 -2.0 MIN. = -2.0 MAX. = 2.0 1 ------------------------------------------------------------------------ = 13-33 -2_684 * @LN (T). 100 YEAR RAINFALL INTENSITY DURATION CURVE Linear r"2= 0.873 . Logarithmic Y=a+b(ln X), r"2= 0.975 Exponential _ Y=a e'(bX) r"2= 0.961 Power Y= a X"b 76.610 = a-0.8279 = b r"2= 0.999 ENTER : a & b for selected formula below - MAX. r"2 =0.999 . ' ENTER ENTER Linear Logarithmic Exponential . Power Pt. KNOWN SOLVE % % % 76.6 % Error Error Error-0.828- Error Y-=-I --n- -X-=-T 1 45 ---- ---- - ------ 3.24 3.28 1.2 2 50 3 3.00 3 63 2.5 2.48 -0.8 4 71.0 2.27 2.25 -0.9 5 82.5 2.00 1.98 -1.0 6 114.0 1.50 1.52 1.3 7 180.0 1.04 1.04 MIN. _ -1.0 MAX. = 1.3 1 = 76-6 * T" -0-828 ++++++++t+++++++++.+++++++++.+++++++++++++++++++++++++++++++++++++++++++++.. A-3 SHORT COURSE ON COLORADO URBAN HYDROCRAPH PROCEDURES n 0' h\ Q. N19 nb \� 50 I ( I I A-4 AVERAGE VELOCITY for Rational Formula S = % SLOPE V = Velocity in feet per second DIRjDISK CALC\CURVES FILE : VELOCITY.WKi By:ERM 6%28/1992 -------- Page 1 of 1 ' Reference Colorado Urban Hydrograeh Procedures Tecnn;cal Rlease No. USDA, SCS Jan.19T5 Linear Y=a + bX r"2= 0.469 Logarithmic Y:a+b(in X) r12= 0.935 ' Exponential Y=a e'(bX) r'2= 0.831 Power y = a :A^b 0.706 = a 0.5013 = 'o 1.000 ENTER : a it . *cr selected formula below MAX. r i.000 ' ENTER ENTER Linear Logarithmic Exponential rower Pt. KNOWN SCLVE % % % 0.707 % n X = S = V Error Error Error 0.500 Error -=-== ===-- ------ ----- ------ ' SHORT GRASS PASTURE & L A W N S 1 0.5 0.50 0.50 -0.0 2 2.0 1.00 1.00 -0.0 ' 3 8.2 2.00 2.02 1.2 20.0 3.20 3.16 -1.2 MIN. _ -1.2 MAX. = 1.2 ' V = 0.707 * S- 0-5 Linear Y=a + bX 1.489 = a 0.2187 = b ^'2= 0.96T Logarithmic Y=a+b(ln X) r"2= 0.924 ' Exponential r"2= 0.811 Power Y = a X^b 1.549 = a 0.4956 = b r"2= 1.000 ENTER : a & b for selected formula below MAX. r'2 =1.000 ' ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE 1.489 % % % 1.55 % n X = S Y = V 0.278 Error Error Error 0.494 Error ' GRASSED WATERWAYS 1 0.5 1.10 1.10 2 2.0 2.20 2.18 -0.9 ' 3.70 3.76 1.6 4 20.0 6.90 6.81 -1.3 MIN. = -1.3 ' - MAX. = 1.6 V 1_55 * S" 0.494 Linear Y=a + bX 1.999 = a 0.3698 = b r'2= 0.960 Logarithmic Y=a+b(ln X) r'2= 0.928 ' Exponential r"2= 0.790 Power Y = a X"b 1.963 = a 0.5091 = b r'2= 1.000 ENTER : a & o for selected formula below MAX. r"2 :1.000 ' ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE 1.999 % % % 1.96 % n X = S Y = V 0.369 Error Error Error"0.510 Error ' PAVED AREAS (sheet flow) & SHALLOW GUTTERS 1 0.5 1.37 1.38 0.8 2 2.0 2.82 2.79 -i.2 ' 3 4.0 4.00 3.91 - . 4 10.0 6.30 6.34 0.6 20.0 9.00 4.03 0.3 ' MIN. _ -1.2 MAX. = 0.8 A=5 F= -o. I+ I.SS r- n Q .0 0 Z 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUT i ER CAPACITY Apply reduction fac orfor applicable slope to the theoretical gutter capacity to obtain allowable gutter capacty. (From: U.S. Dept. of Commerce, Bureau of Public Roads. 1965) MAY 1984 4-4 DESIGN CRITERIA A-6 GUTTER CAPACITY REDUCTION FACTOR ' S = % SLOPE F = REDUCTION FACTOR DIR/DISK CALC\CURVES FILE : R-FACTOR.WK1 By:ERM 6/28/1992 Page 1 of 1 ' Reference Storm Drainage DESIGN CRITERIA CITY OF FT. COLLINS Fig. 4-2 Linear Y=a + bX -0.100 = a 1.5000 = b r"2= 1.000 Logarithmic Y=a+b(ln X) 1.178 = a O.T399 = b r'2= 1.000 ' Exponential Y=a e'(bX) 0.195 = a 2.3500 = b r"2= 1.000 Power Y = a X A b 1.446 = a 1.1592 = b r'2= 1.000 ENTER : a & b for selected formula below MAX. r'2 =1.000 ' ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE -0.10 % 1.1779 % 0.195 % 1.446 % n X = S Y = F 1.50 Error0.7398 Error 2.3500 Error 1.159 Error ----- ------ ----- ' S = 0.4% to 0.6% 1 0.14 0.50 0.50 0.0 0.50 0.50 0.0 0.50 -0.0 2 0.6 0.80 DAD 0.80 0.30 -0.0 0.80 0.0 ' MIN. _ -0.0 MIN. = -0.0 MAX. = 0.0 MAX. = 0.0 MAX. = 0.0 F = -0.1 + 1.5 * S ' Linear Y=a + bX = a = b r"2= 0.963 Logarithmic Y=a+b(ln X) 1.132 = a -0.4063 = b r"2= 0.990 Exponential Y=a a"W) 1.202 = a -0.1816 = b r"2= 0.998 Power Y = a X"b r"2= 0.950 ' ENTER : a & b for selected formula below MAX. r42 =0.998 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 1.1322 % 1.210 % % ' --n- -X-=-S -Y-_-F ----_ Error-0.406- Error-0.1800 Error ------ Error S = 2. 1% to 10.0% ' 1 2.1 0.80 0.83 3.9 0.83 3.6 2 3.2 0.70 0.66 -5.8 0.68 -2.8 3 4.9 0.50 0.49 -2.7 0.50 0.2 4 6.0 0.40 0.40 1.1 0.41 2.7 ' 5 7.3 0.30 0.31 4.6 0.31 4.6 6 8.6 0.25 0.26 3.2 0.26 2.9 T 10.0 0.20 0.20 -1.6 0.20 0.0 ' MIN. = -5.8 MIN. = -2.8 MAX. = 3.9 MAX. = 3.6 F = 1.21 * @EXP (-0.18 * S) ' Linear Y=a + bX = a = b r"2= 0.982 Logarithmic Y=a+b(ln X) = a = b r"2= 0.993 Exponential Y=a e'(bX) = a = b r"2= 0.993 Power Y = a X"b 2.299 = a-1.0619 = b r'2= 0.999 ENTER : a & b for selected formula below MAX. r"2 =0.999 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % % % 2.30 % ' --n- -X-=-S -Y-_-F -_--- Error ------ Error ------ Error-1.062- Error S = 10.0% to 14.0% 1 10.0 0.20 0.20 ' 2 12.0 0.163 0.16 -1.8 14.0 0.14 0.14 MIN. _ -1.8 ' F = 2.3 * S'-1 _062 - +++++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A-7 6 .5 t- W W .4 Lt. z r cD z z .3 W a 0 2 .15 7 c� i 6 U- 0 �, O U. 4 '1= i Iz z a �2 � L • b - Ii �- P z i cxamoie, Part Q -- I.0 Z _ _ — w O .6 0 w 5 z o v - 2 .4 I- Z a. 4.5 z 0 .3 w w a _ = .2 o z O o 3.5 W z w - O W IL U. .08 3 0 F ro .06 0 U z W M .04 ¢ W r 3 0 a .02 a — 2 a U d w .01 c L 4- ' r i o O i yl a=2 h 1.2 C 3 r � 2 z * x m :! 3 .25 .2 15 IN Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS. OEPRESSiCN CEPTI-12' Adaptec from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA A-8 CAPACITY OF CURB OPENING INLETS "2 Sump depression & "6 Opening height DIR/DISK CALC\CURVES FILE : INLET-FC.WK1 8y:ERM 8/31/1992 Page 2 of Reference CITY OF FORT COLLINS, COLORADO MAY 1984 FIGURE 5-2 ' Linear 'f=a + bX r'2= 0.994 Logarithmic Y=a+b(In X) 0.985 = a 1.8983 = b r"2= 0.996 Exponential Y=a a"(bX) r"2= 0.908 Power Y = a X"b r"2= 0.913 ' ENTER : a & b for selected formula below MAX. r'2 :0.996 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 1 % % ' --n- X=-Yo/h-Y=-Q/L ----- Error -1.89- Error ------ Error ------ Error 1 4.0 3.60 3.62 0.6 3.0 3.05 3.08 1.0 ' 3 2.0 2.40 2.31 -3.7 4 1.5 1.70 1.77 4.1 5 1.25 1.40 1.42 1.4 MIN. _ -3.7 ' _ MAX. = 4.1 Q _ [ 1 + 1 _89 * @LN (Yo/h)]/ L Linear Y=a + bx -0.228 = a 1.295 = b r"2= 0.990 Logarithmic Y=a+b(In X) r"2= 0.917 ' Exponential Y=a eA(bX) r"2= 0.969 Power Y= a X"b 1.096 = a 1.4995 = b r"2= 0.999 ENTER : a & b for selected formula below MAX. r"2 :0.999 ' ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % % % 1.10 % n X= Yo/h Y= Q/L Error Error Error 1-9 Error ---- ----- ------ ----- ----- ------ ----- ------ 1 1.00 1.10 1.10 2 0.80 0.80 0.79 -1.3 3 0.60 0.50 0.51 2.0 ' 4 0.40 0.27 0.28 3.7 5 0.25 0.14 0.14 MIN. _ -1.3 MAX. = 3.7 ' Q/L = 1_1 * (Yo/h)'1_5 Q = (i_1 * (Yo/h)"1_5)/ L ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' _ A-9 ' CAPACITY OF CURB OPENING INLETS "2 Sump depression & "6 Opening height DIR/DISK CALC\CURVES FILE : INLET-FCAK1 By:ERM 8/31/1992 Page 1 of 2 Reference CITY OF FORT COLLINS, COLORADO MAY 1984 FIGURE 5-2 Linear Y=a + bX r i= 0.964 Logarithmic Y=a+b(ln X) r'2= 0.908 Exponentiai Y=a a"(bX) 0.598 = a 0.52 = b r"2= 0.396 ' Power Y = a X"b r"2= 0.973 ENTER : a & b for seiected formula below MAX. r"'- =0.996 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % % 0.600 % % ' --n- X=-O/L Y=-Yo/h ----- Error ------ Error -0.517 Error ------ Error i 3.60 4.0 3.9 -3.5 ' 2 3.05 3.0 2.9 -3.2 3 2.40 2.0 2.1 3.8 4 1.70 1.5 1.4 -3.7 ' S 1.40 1.3 1.2 -1.0 MIN. _ -3.7 ' MAX. = 3.8 Yo/h = 0-6 * @EXP (0-517 * Q/L) ' Linear Y=a + bX r'2= 0.984 Logarithmic Y=a+b(ln X) r"2= 0.921 ' Exponential Y=a a"(bX) r'2= 0.838 Power Y= a X"b 0.942 = a 0.6683 = b r"2= 1.000 ENTER : a & b for selected formula below_ . MAX. r"2 =1.000 ENTER ENTER Linear Logarithmic Exponential Power ' Pt. KNOWN SOLVE % % % 0.94 % n X= O/L Y= Yo/h Error Error Error 0.67 Error ---- ----- ------ ----- ----- ------ ----- ------ ----- ------ ----- ---- ----- ------ ----- ----- ------ ----- ------ ----- ------ ----- ' 1 1.10 1.00 1.00 2 0.80 0.80 0.81 1.3 3 0.50 0.60 0.59 -1.7 ' 4 0.27 0.40 0.39 -2.5 5 0.14 0.25 0.25 6 0.064 0.15 0.i5 I 7 0.035 0.10 0.10 ' MIN. _ -2.5 MAX. = 1.3 Yo/h = 0.94 * Q/L"0.67 ++t++r%+tt+%++++++%%+%%%+t+%%+}+}}t+++++}++}}}%+%}+}+}+++%t A-10 /1-� a i " 1 O // Q2 __/u1"\ 0.8 0.7 0.6 a 0.3 W O C7 ? 0.2 O z O a 0.1 0.0 0 I 2 3 a FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers. 1969) l II MAY 1984 $•11 CESIGN CRIT-rRIA A-11 CAPACITY OF GRATED INLET IN SUMP DIR/DISK STORM FILE : GRATE-iN.WK1 By:E=i! 9/21/1992 ' Page 1 of 1 Reference CITY OF FORT COLLINS, COLORADO MAY 1984 FIGURE 5-3 Linear Y=a + bX r"2= 0.971 ' Logarithmic Y=a+b(in X) 5.967 = a 2.8294 = b r"2= 0.984 Exponential Y=a e'(bX) r"2= 0.951 Power Y = a X"b r"2= 0.967 ENTER : a'& b for selected formula below Md. r"2 =0.984 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 5.965 ' Error Error Er-cr Error --n- -X-_-H 1 0.25 --Y-=-Q 2.0 -2_83- ---- 2.04 2.0 ------ ------ 2 0.27 2.3 2.26 -1.7 3 0.29 2.5 2.46 -1.6 4 0.33 2.8 2.83 1.1 MIN. = -1.74 MAX. = 2.00 Q = 5-965 + 2-83 * @LN (H) CUV 2 Linear Y=a + bX r"2= 0.954 Logarithmic Y=a+b(in X) 4.247 = a 1.164 = b r42= 0.984 Exponential Y=a e'(bx) r"2= 0.942 Power Y= a X"b 4.300 = a 0.326 = b r"2= 0.976 ENTER : a & b for selected formula below MA'(. r"2 =0.984 ENTER ENTER Linear Logarithmic Exponential Power Pt. KNOWN SOLVE % 4.25 % * 4.3 % n X = H Y = Q Error 1.17 Error Error 0.326 Error ---- ----- ------ ----- ----- ------ ----- ------ ----- ------ ----- ---- ----- ------ ----- ----- ------ ----- ------ ----- ------ ----- 1 0.42 3.2 3.24 1.1 3.24 1.3 2 0.51 3.5 3.46 -1.1 3.45 -1.4 3 0.66 3.8 3.76 -1.0 3.76 -1.1 4 0.80 3.95 3.99 1.0 4.00 1.3 MIN. = -1.1 MIN. = -1.4 MAX. = 1.1 MAX. = 1.3 Q = 4-25 + 1-17 * @LN (H) ++++++++++++++++++++++++1+"l.+++++++++t+++++++++++!+t+!-f+++++++++++ A-12 A ' RANGE: POND VOL R E REF: City of Fort Collins, Storm Drainage Criteria, pg. 9-2 V: d/3 [A} B+ (AB)4.5] A & 8 : Surface area at contour. _ cE3b3 DETENTION PONDS VOLUME IRRRIGATION POND Cu V S O U T H P 0 N 0 ACCUM. N 0 R T H P O N D ACCUM. TOTAL ACCIUM. WEIR WEIR Contour Area Volume Volume VOLUME Area Volume Volume VOLUME ACCUM, Contour Area - Volume ---- TOTAL Head FLOW Line sq.ft. cu.ft. ac.ft. ac.ft. sq.ft. cu.ft. ac.ft. ac.ft. ac.ft. Line acres ac.ft. ac.ft. H Q cfs -- - _-- IF 1.12 26.5 --- - 0 -- - 1941 0.04 0.59 19 5823 0.04 0 0.04 27.0 1.25 0.59 0.5 1.7 ------- --- --- 15839-- 0.36 ---- 3609 . .0.09- --------------._.__-0.66 ------ 20 28755 0.41 10826 0.08 0.49 27.5 1.38 47750 1.10 15136 0.35 0.72 21 69720----- 1.50 19902 - - - - 0.43 1.93 ^-- 28.0 1.50 --- 82758 1.90 26526 0.61 0.88 1.25 1.0 4.8 1.9i 1.5 8.8 --- 22 965.20 3.40 33756 1.04 4.44 28.5 2.04 2.85 2.0 13.5 100724 2.31 _ 43117 0.99---- 1.13 23 104987 5.72 53212 2.03 7.75 29.0 2.48 3.98 2.5 18.9 109415 2.51 67374 1.55 4 CIPOLLLETTI WEIR Outlet, L - 1.4 ft. 24 113904 8.23 82610 3.58 11.80 Q -- 3.367 C V(1/2) L - 17 inches ' TOTAL 8.23 CHECK 3.58 CHECK 11.81 Water Measurawnt Manual, US Dept. of Inter., 2nd Edition, pg.24. +++++++}++}+++}+++++++++++++}++++}+}+++++++++++}}}+}++++}++++++++++++}++++}+++}+++++}+++++++++++++++++}+}+++++++++}++++++++++++++++}+++++++++++++ IRRIGATION P O N D OUTLET '_-Wr -Hor_1 W- PON- AAT-Range: IP4IT 0PE-80TTOM-ARE,I-�EBM. 03/21/94 SLOPE CAP. DESIGN VEL. Poor grass max. vel.: 5.0 fps. DEPTH LT.SIDERT.SIDE WIDTH A P Ss x cfs Qd cfs fps Af Pf On a Status n ft. 2 ft/ft2 ft/ft ft. sq.ft. ft. Dc CONC. APRON 1.00 18 9.00 5.47 2.6 5.0 0.47 --on( Oc 0.014 0.75 0.0 0.0 3.50 1.64 4.4 1.17 CONC. APRON 1.00 18 9.00 4.66 3.0 7.0 0.32 4n( Dc 0.014 0.50 0.0 0.0 6.00 1.93 6.6 1.22 ,--GRASS-SWALE Lan IS 'g.AO r90 U 35 0,34-*4-Dc-9.060----A=50 15.0 15420, 055- . }}}}}}}}#}}}#}}}}}}}}}}}}}}}}}}}}}}}i}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}+}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}i}}}}}}}}}}}}#}}}}}}}+}}}+}+}}}}+}}{+}}+}} A-13 FORT COLLINS HIGH SCHOOL D E T E N T I O N P O N D EL. vs VOL. FILE:.EL-VOL---__ . 03/24/94 - - .---- _----__-- -. LINE EL. VOL. CALC. % Regression Output: X LN(X) Y VOL. ERROR Constant 814.5207 -1 -19.0--2..94-0_04.--0.03_-_16.5-Std Err of--Y- Est - -- 0.035491-- - 2 20.0 3.00 0.49 0.48 1.4 R Squared 0.999964 3 21.0 3.04 1.93 1.98 -2.5 No. of Observations 6 [----- 4-22.0-3.09-4.44-4.42----0.4-_Degr-ees of--Fr-eedcm-----------3--- -- 5 23.0 3.14 7.75 7.73 0.3 Degrees of Freedom 6 6 24.0 3.18 11.80 11.83 -0.2 X Coefficient(s) 21.87739-417.789 t-- -------Std Err of-Coef-.--0.2487-78-5:326094----- Std Err of Coef. 0.074395 TOTAL VOL= 814.5 + 21.88 * EL -417.8 * LN(EL) - LINE EL. VOL. CALC. % Regression Output: X LN(X) Y VOL. ERROR Constant 185.1910 5-2.-92-0.02-0.01-36.6-Std=-Err--of--Y-Est 0:055142 2 19.0 2.94 0.04 0.08 ******R Squared 0.969121 3 19.5 2.97 0.25 0.22 13.7 No. of Observations 4 X Coefficient(s) 5.322393-97.2137 - Std-Err--of-Coef- -4-244373-8-1:66098 EL. 18.5 to 20 SOUTH VOL= 185.2 + 5.32 * EL -97.2 * LN(EL) LINE EL. VOL. CALC. % Regression Output: XLN(X)-Y--VOL-. ERROR -Constant 28G-.15-13 1 21.0 3.04 1.50 1.65 -9.7 Std Err of Y Est 0.040884 2 22.0 3.09 3.40 3.58 -5.4 R Squared 0.999934 4 24.0 3.18 8.22 8.39 -2.0 Degrees of Freedom EL. 21 to 24 SOUTH VOL= 280.2 X Coef-f--i a lent (s-) -9 420080- 54.435 Std Err of Coef. 0.918862 20.64237 + 9.12 * EL -154.4 * LN(EL) c- mini -- LINE EL. VOL. CALC. % Regression Output: - X LN(X) Y VOL. ERROR Constant 359.1800 2 20.5 3.02 0.18 0.19 -7.8 R Squared 0.997866 3 21.0 3.04 0.43 0.41 4.1 No. of Observations 4 X Coefficient(s) 9.177113-181.140 EL. 20 TO 21.5 NORTH VOL= 359.1 + 9.177 * EL-181.14 * LN(EL) LINE EL. VOL. CALC. % Regression Output: 1 22.0 3.09 1.04 1.05 -0.9 Std Err of Y Est 0.051306 2 23.0 3.14 2.03 2.07 -2.2 R Squared 0.999255 -23.5- A6-2.8-1-"8-O.9-No-of-Observations " 4 24.0 3.18 3.58 3.61 -0.8 Degrees of Freedom 1 5 X Coefficient(s-)-13-05562--270.672 ' Std Err of Coef. 2.676265 61.41719 EL. 22 TO 24 NORTH VOL= 550.4 + 13.056 * EL-270.67 * LN(EL) A-14 APPENDIX B CALCULATION NOTES & PROCEDURES Runoff Notes & Procedures Gutter & Street Notes & Procedures Pipe Notes & Procedures Open Channel Notes & Procedures Curb Inlets (Type R) Notes & Procedures Curb Inlet (Combination) Notes & Procedures Reference summary of SDDC Criteria 1 ARCH. HORIZ. HIGH SCHOOL P.N.: 021.006 FILE: C:\123\ARCH-HRZ\DRAINAGE\ST-NOTES.''NK1 3y`. ERM Page i of 4 D6/25 9, CALCULATION NOTES --- - - 4--- - ---- -- I' - - R —E M A R K S --- -- ----- L BASIN INLET(FLOW u s e TIME) TIME AVG. INTEN- _SUM DIRECT OTHER SUM ( STREET > ((((( PIPE )») STREET >> (( PIPE ')>— , STREET. allowable GUTTER depth & stat ' ELEMENT ; ! D A T A --- — ___ ______ I LOCATION OF BASINS EL1111T LENGTH TIME STREET PIPE Tc SUM COEF. SITY I AREA RUNOFF RUNOFF RUNOFF $LOPE CAP. SLOPE S SIZE CAP. DtSIUI VEL. OcSIGN Vt1. ; --- -- -- — r-; CpLC. ; AREA COEF COEF. ' N DESIGN POINT NO. SIZE ITEM ft. min. min. -min. min.. CvCf in/hr. A acre cfs cfs Qr cfs Ss X cfs ft/ft D in. cfs Qd cfs. fps cfs fps ; PIPE condition PIPE vel. & on status; STATUS :NO, acre "C" C*Cf n E ----- - - -- - - - -- -- - -- - ------ - - --- - - - ___ __ _ _ ____ __ __ ___ ______ _____ ------------- ------------- 2 1 3 4 5 T 6 7 8 9 10 1 i 12 - 13 14- 15- 16--f1—fe 19--20---21-22--23 —24 25 26 21 ;---28--29-30�1-32-33- -- ----- ----- ------- ' - - - --- - - - LOTUS COLUMN COL. PROCEEDURE Example: C1#C5/C10".5 is Col.1 times Col.5 divided by Col.10 to .5.power. LOTUS COLUMN COL. P R 0 C E E D U R E ----- - ---- ---- - - - --- - -- ----- --- -- - - - - - - - --- - -- ----- --------------------- -- -- - - - ---- - ------------ ---------------------------------------------------------------------------------------------------- ------------ ----------------------------------------=====c=c---------------------- -----------• ' — A 0 LINE NUMBER for reference — — + 1PIPE SLOPE, enter S in ft/ft V B 1 Design point DISCAIPTION 17 PIPE SIZE, Enter I.D., inches C,D,E,F,& GG 2 Basin Oesignafion NUMBER, size, or size item discription W- TBPIPE CAPACITY, f�l, no surcharge = 0 463%n *-D"(8]'3) #-S' S = t`463JC33#C11"(8%3)#(CT67 5 — H 3 BASIN LENGTH, Flow path feet X 19 STREET DESIGN Qd : Total runoff = C13 ' — I 4 INLET TIME for SUBBASIN Ti:1_87(1,l-CCf)D".5/S'(1/3) Ti=1,87(1.1-C32)03'.5/C14-(1/3) par:3,1.7 Y 20 STREET VEL. = Qd / A : C19 / C45 J 5 FLOW TIME et -design paints th GUTTER or OVERLAND Tt= length velocity%60 Tt=.C3 C20%60 Z irl-PIPE-DESIGN; cfs = rQ--- C13-. .. i. R b rLUe lint Detween aesign point to rift it= iengtn / lUry A) / bU It: cal 1k;iZfM)/ bU AA zz rift vtL., cfs : wr / A : (;iJ ) cSU L 1 TIME of CONCENTRATION : Tc = Previous Tc + Flow time Tt = previous•C7+ C5+ C6 AC 23 Allowable STREET condition Per F.C. Tables 4-1 or 4-2 OR % of full capacity PIPE - M 8 ANG.COEF,= Weighted Rtnoff Coef. `- CCf SUM Cn # An At = Previous C8 ; C10 + C30 # C32 AD N oT used M 9 INTENSITY I = Rainfall Intensity = I.=.(See APPENDIX A for below formula development) ' AE 25 PIPE velocity..check = Val. OK when C22 in > 2 & ( 10,-else N.G. 2 YEAR for T:5 to (29 1: 6.58 # T"-0.43 . -.' 2 YEAR for T:)29-to 180 I: 18.2 $. T'-0:738 AF 26 Flow depth at GUTTER ;= C43 • OR• Normal PIPE status ei. On ( or ) Oc/FS ; 10 YEAR for T=5 to (39 1: 8.28 1.61. F1n (T) 10 YEAR far•T=)39 to 180 1= 45�T - 8 1 �G�epth status a cur or W.-G-lot) turCw eh n Timi fiby condition co umt 13-- ;— 100 YEAR for T:5 to 40 I: U.33:=2.684 * In (T) 100 YEAR for,T:)40 to 180 I: 76.6 ; T'-0.828 AH 28 CALC. STATUS, Balanced when.street & pipe ADJ. (adjustment) factors are within porper limits i 0 10 SUM AREA A for basin : A = pervious C10 + C30 AJ 29 ELEMENT NO., basin designation = C2 P 11 DIRECT RUNOFF = Q : Cf—CIA = C8 # C9 FC10, par:- 3.2.1 AX 30-ELEMENT a --- -- --� AREA, acre : CZ C2t43,560 or Enterevalue Q 12 OTHER RUNOFF, enter value & list basin in C2 AL 31 ELEMENT COEF. "C", Enter value R 13 SUM RUNOFF, Qr : total : C11 + C12 - AM 32 ELEMENT COEF. C*Cf = C # Cf : C31 * Cf value from page header I S 14 STREET SLOPE, Enter, Ss as --�lR33 tLtMtNr-nTf-nter value T 15 STREET CAPACITY Qc - capacity at top of curb depth C38, = 1.486/n*(A/P)"(2/3)*S'.5#At REO.FAC. 10 YEAR (Manning's Equation) Qc= 1.486/C33#(C41/C42)"(2/3)4(C14J-100)',5=C413C34• SEE PAGE 3 and.APPENDIX I for -STREET CAPACITY. WHEN DEPTH GREATER THAN CURB HEIGHT. aaaaaaaaaaaaaaaaaaaatataaaaaaaatataaaaaaaaaaaaaaaaaaaaaaaaaaaataaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa�aaaaiaa+aaaaaaaata++ff++if+�fff+off+f++'fff+fff+:+'iif+f++fFfff+�iif�+'+ii+TFiiisFiTi3+f+irrrsr�s;sF+srrsr+raxxr:Y�— — G U T T E_R ; C A L C U L A T 1 O N ;CALCULATIONS; CALCULATIONS; 1 D A T A T S T R E E T , P! P E ST. CAPACITY at CURB DEPTH:STREET @ DESIGN FLOW w/ FACTOR REDUCE X-SLOPE FLOW CURB 1X-SLOPE WIDTH AREA PERM. i DEPTH WIDTH AREA PERM. ADJ. i((((( NORMAL DEPTH :((((('CflITICAL:OEPTN FACTOR 19 FLOW DEPTH DEPTH, Zs W A P , Y W A P FACTOR ,DEPTH ANGLE AREA .A P ADJ'., DEPTH ANGLE WIDTH .AREA ADJ. F ------ ft/ft IN ------- ---- Y ft H ft: ft/ft ft sq.ft ft ft ft sq.ft ft fQd On Bn An Rn fpn ; ----- -----I ------ - -----' _---_ ----- ____- __-_--_-_------ ---- --__ _--- ___ ---- ..-Dc -..---- Be Tc Ac- Ac ____---- :----------' .. I •. ! 34 35 36 37 38 39 40 41 42 , 43 44 45 46 47 , 48 49 50: 51 .52 , 53 -- - I iGl ______ _______ ____ _____ ____ I _______ _____ _____ + I _____ _____ _____ _____ _______I __ _ __ _ ________I -I -I _ __ _____ ________________________________________________ __________________________ = LOTUS COLUMN COL. I I PR0CEEDURE ; LOTUS- COLUMNCOL:' P R 0 C E E D U R E P R 0 C E E D U R E ; ----- --------------------------=--------------------------------------------------------------' ------------ ----�. ••— AP 34 REDUCE FACTOR F See Apendix A formula for GUTTER Fig.4-2 and for INLETS Table 5-4 values, =c===-c=cccc=-r_c=======c==cc=r_==c=c= r_====___=====cc=cc=cr_=c.c===cc=======cc=c P I P E N•0 R M A L 0 E P T-H AQ 35 X-SLOPE Zg, reciprocal of GUTTER cross slope; Enter value : 22 / 2 BG 48 DEPTH On = Normal Depth = Dn+Dn":5*fOn/D.= C48+C48".5*C52/011 r ' AR 36 FLOW IN, street OR gutter, depth 1)' 2" in•street 0 ll ian, w eer coun erc oc wise to bottom center ine of pipe - — -� AS 37 FLOW DEPTH Y @ curb: (Qd/a/.56/Zs/V-*5)'(3/8) -2/Zg=(C19/C33/.56/C39/(C14/100)".5]'(3/8)-2/C35- ; BH .49 ' ANGLE in =.angle in.radians : ACOS [1.=2Dn/(D/12)] = ACOS [l-2;C48/(C17/12)] • AT 38 CURB DEPTH H, Enter value max, allocable FLOW DEPTH ; -81 50 AREA An='flow area: (Dn/12)^(2/8)*[2*Bn-SIN (28n)] _ (C48/12)"{2/8)$124C49-SIN (24C49)] 2 x 24"--" GUTTER: Area ,1 55 sq.ft.� 51 7A7FRn = H_ rd- Ta iu�d-U1T2T%Bn = C5OTR' T%CT9 , ,;; ' Perimeter = [(22/12)"24 (2/l2)"2]'.5'+ @PI # (2/TY)/2•=-2.103•ft.•' ; BK '52 Adj. Factor fpn: Qr- An*1.486* Rn"(2/3)4 S'..5/ n : C13-CSPI.4664C51"(2/3)#C16'.5/C33 AV 39 X-SLOPE Zs, reciprocal of STREET cross slope, Enter value : 1 / .02 AN 40 WIDTH W, W = 2 + H - 2/12) 4 Zs ::2' + 08-2 12 #C39 ' AX 41 AREA A, A :.175 + W 4 (H-2/12)/2 = .175 + C40 s (C38-2/12)/2 BL '53 DEPTH Dc= Dc+Dc'.5;fQn/D/3 = C53+03'.5*07/01/3 AY 42 PERM. P: 2.103 + M-2/12 + W - 1 : 2,1103 +•C38 '- 2/12 + C40 - 2 P For pavement @ 2% =1.0002;width; SM 54 ANGLE Bc, radians : ACOS [1-20c/(0/12)] _ ACOS [1-23C53/(C11/l2)] BA DEPTH Y, Y = Y + Y # fQd = C43 + Cf.34CJ —BN-55-1ffUTN-Tc—at wa er sur acf e = (lf]T2)xSTlr(8�—(CTirT2�;STR C34- 88 44 WIDTH W, W : (Y 2/12) t Zs = (C43=2/12)#C39 ' 80 56 AREA At : (Dc/12)"(2/8)*[2*8c-SIN (28c)] : (C53/l2)"(2/8)x[2*C54-SIN (2xC54)] .: BC 45 AREA A, A = .175 + (Y-2/12)42 + (M12)"2-$ Zs./ 2 =.115+(C43-2/12)*2+(C43-2/12)"2#Zs/2 ; BP 57 Adj. Factor No ; Qr-(Ac",3.4 32.2/Tc)'.5 : C13-(C56"3 # 32.2/65)".5" BO ___16 PERM. I BE 47 FACTOR fQd: 1.486/n4(A/P)'(2/3)x(Ss/100)".5*A/Qd= 1.486/C33*(C4l/c42)"(2/3);(C14/100)".5;C45/C19 ,. ..++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++`++++++++++++++++++++++++++++++++1•+++++{++++++++' +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++;++++++++++++++++++++++++++ I I I I B-1 '— — ?age 2 of 4-- OPEN CHANNELS Rectangular, Trapez--oidal OR Triangular ' Manning's Equation Q= i.486 /n#(A/P)'(2/3)#S".5#A — — Bottom width, W = Enter value in C44 (street W) >>>> NOTE: W, Zl & Zr may be zero. Z- iess than 4 (((( left X-Slope, 21 = reciprocal of channel cross slope (looking in flow direction „ ft/ft: Enter lalue in C35 Z� Right X-Slope, Zr = reciprocal of channel cross slope (looking in flow direction), ft/ft: Enter value in C39 (Zs) Slope Ss, % : Enter value in C14 (street slope) n : Enter value in C33 See Tables 7-2, 7-4 & 4-3) REDUCE FACTOR F = 2/3 when freebroad is less than 1.0 ft OR same as for street when concrete and Ss ) 3.4 CHANNEL DEPTH, ft : Enter value in C38 (curb depth) AREA A, C45 - W#Y + Z1#Y"Pr2 + Zr#Y 2[2 - C444C43 + C354C43`2/2 + M:FN3'1272 PERM. P, C46 = [(Z1#Y)"2+Y"2]".5 + W + [(Zr#Y)"2+Y"2]".5 = ((C35#C43)"2+C43'2) .5+C44+((039#C43"2+C'3'2)".5 ' Al. cfs, C15 (street CAP.) Q= 1.486 /n#(A/P)"(2/3)#S".5#A when A & P have the values as caic) below D = depth (curb depth) AREA A, C4i - Yf4D+ 21#0 72f Zr#D'2%2= C44#C38+ C3S#C3o"2J<= C39$C38'2%2 PERM. P, C42 = [(Z1#D)"2+0"2]".5 + 'W + [(Zr*D)"2+D"2]".5 =((C35#C3B)"2+C38"2)".5+C44+((C39#C38'2+C38"2)".5 CRITICAL DEPTH, Dc, C53 (pipe) - Dc + Dc".51l fQc/D/3 = C53+C53".5#C51/C38/3 WIUIM Ic, ma 1prpe) = .I + u + uc + Zr + uc = uaa+cap+co +csg;caa U t N t,N A L GC - ,g + A J / IC) .o AREA Ac, C56 (pipe) = W # Oc + Zl # Dc"2/ 2 + Zr # Dc"2/ 2 = C44# C53+ C35# 053"2/2+ C39# C53'2/ 2 ADJ. fQc, C57 (pipe) = Qr - (9 # Ac"3 / Te)".5 = C13-(32.2#C56"3/C55)'.5 ' C U R B I N L E T S F.C. STANDARD or TYPE R ALLOWABLE,Ya ft., C6: Enter allowable value. See Tables 4-1 & 4-2 max. depths in streets Yo,C14= (Yo/h) * h27* C2 L, t�8 Enter eng t OPENING, h , ft.,C2: En er.5 or standardinlet. OVERFLOW, cfs, C4 = Qc - Qd = C8 - C6 Qd,design C6 - + Qd - + C22 Qr, C13 : PLUS Qr from above C13 Qc, capacity, C8 = IF(Qd/L)4.1, 4.1# L# F, IF(Ya/h )1, 1+1.81# ln(Ya/h)# L# F, Else 1.1# (Ya/h'1.5# L# F) - : @IF(C25)4.1,4.1 C8#C18, @IF(C4/C2)1, 1+1.89#@LN C4 C2 C15$C18, 1.1 C4 C2 i.5!"C18 INLET REDUCTION FACTOR, C18 = IF L(=5,.8, IF L(=10,.85, else .9 =@IF(C18(=5,.8,@IF(C18(=10,.85,.9)) See Table 5-4 DESIGN Q = Qd, C22 = Qr / F c C13/C18 Qd/L, C25 = C22/C18 Yo 1, C27 = IF Q L ( 1.4. .94* Q/`.6�e .517 # Q L - @IF C25(1.4,0.94 C25 .67, .6 @EXP .517#C25 CURB INLETS TYPE C, Combination curb inlet & grate Based upon use of Neenah Foundry C� o. no. R=32g--In1et frame, grate I curb box. NOTE: Curb inlet portion is calculated same as for standard inlets above with ho & L below. I� Allowable DEPTH, Ya, C18 : Enter Depth UNITS, C2: Enter number of units OPEN, L, ft, C7- 32/12# units: 32/12# C2 i� Iotal unit lengnt, it., c n = 4atau+luntts - 1) = 4JfWu UZ-l) MO GRATE, C20 :flow in excess of opening capacity to grate = Qd - Qc = C19-CIS �■ HEAD, Hg,ft, C4 = Ya + 1/12 = C8+1/12 GRATE FREE Ag, sq.ft., C9 = 1.8 # units = 1.8 # C2 . l(U,rLUw, crs/sq.rt., GIJ = IrlMg).4Z, 4.0tl.11 f In ing), else a.7oatz.aJ f In1ng) = @IF(04).42, 4.25+1.11#@LN(C4), 5.965+2.83#11,N(C4)) m Qc, C15 : grate capacity = Qs * Ag = C13 s C9 Qr, C17 = flow to grate = + C20 above Qd, C19: Or / F= C17/C34 uvtKtLVW, ULU = Uc - No = U17 - Ull wtUUUt rAUlUw r, W4 - u.o for grace +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++r++++++++++++++++++++++++ -- STFtEET_S' with- FLO1N DEPTHS greater--thanCUB R_eight_._ Page 3 of 4 ' See Civil Engineering !fag., April 1961, pg.63, Method 2. best for depths ( 1.3•ft. STREET F.C. STD. PARKWAY NOTE: Vert. line "if" is is included in gutter a; n=.016 ;h GUTTER i; n=.035 J9 perimeter as a shear plan due to ParKWay n value. b' n=.016 f'-----------/ I I 1 -- CenTerof street -) Area = abcn - — ;e Area - Perimeter = abc d Area - hcdefi Perimeter : fg Perimeter - cdefi Y = MAX, allowable FLOW Depth at curb, (ie) ft. G - Curb Depth, (fe) ft. Zs = i / street cross slope, ft./ft. 2" depth GUTTER Area- (22/12#2/12)/2+ @PI *(2/12)'2/4 = 0.175 sq.ft, .016 -- 2" depth GUTTER PERIMETER = [(22/12)'2+(2/12)-21'.5 + @PI#(2/12)/2 = 2.103 ft. P1 Gutter PERIMETER = 2.103 + Y TREU—TU d1t-ENCRO9NNENT or Centerline l(C A2 Street AREA above 2" depth: (Y-2/12)*2+(Y-2/l2)'2AZs/2 n = .016 P2 Street PERIMETER above 2" depth: [(Y-2/l2)$Z]'2+(Y-2/12)A2]'.5 > TREET TO-MA7I-DEP'f for r MAJ s�((F---W—r/2 street wilt A3 Street AREA above CROWN = W # (Y-2/12-W/Zs) P3 Street PERIMETER above CROWN = Y - 2/12 - W/Zs ' A - I / fG1N11ay 6IV.i.i .i IVFIG, IV.JIV. V - V.. 6116V ..V. VI YYIV YV YYI.V 111'J A4 Parkway AREA above CURB depth: (Y-G)'2 * X / 2 n = .035 P4 Parkway PERIMETER above CURB: ([(Y-G)*X]'2+(Y-G)'2)'.5 ' Q = 1.486/n * R"(2/3) x S'.5 * A = FLOW, cfs TOTAL FLOW = SUM for Al + A2 + A3 + A4 -„ Consider street gutter as one f low because of shape & same n value. COMBINED STREET & GUTTER AREA = .175 + 2(Y-2/12) + (Y-2/12)*2 + (Y-2/12)'2#Zs/2 + W*(Y-2/12-W/ZS) ptmjmtlEr-_ ) 21%5 t T—m2—lrns :�++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ; or 4 -'-- - - -------------- R E F E R E ------- ------------ N C E S U M M A ----------- - ---•age R Y of SDDC CRITERIA ' RATIONAL METHOD RUNOFF COEF. STREET ENCROACHMENT --T -a e 3 T a 1Y- 1 e 4- 1-& - 4- AREA or ZONING COEF. SURFACE CHARACTER COEF. CLASSiFiCAT1 0 !NTIAL STORM H;OR STORM = = =7TS;-DRIVES----UOCAL� CURB or to CROWN-C 6" a -CROW 3P; aC 0 85--5TAEETS-PARKING 8G, HB, C 0.95 ASPHALT 4 CONC. 0.95 or to prop. line ( ground at BLDG. IL, iP 0.85 GRAVEL 0.50 IG -0-93AODFS 0 93-COCCECTGi--CURB- -( 6" at CROWN RE,RLP 0.45 LAWNS, SANDY Soil. 1 LANE FREE <. ground at BLDG. RL,ML,9P 0.50 FLAT (2% 0.10 '-RE'f;MP- U.60- -AVEdAGE-do 1$ O TS-MA7CR ARTE� aT-tCUAB-b ij2 °�5d-t6" a't CROWN RM,MM 0.65 Steeo )1% 0.20 FREE each Nay ( 18" at GUTTER RH 0.70 LAWNS, HEAVY Soil ( ground at BLDG. PLAYGflGUND 0.35 AVERAGE 2 I 1% 0.25 RAILROAD YARD 0.40 Steep >7% 0.35 FREQUENCY ADJUSTMENT Cf GUTTER CAPACITY RED.FACTOR Storm Return Period (years) Cf Figure 4-2 -- Lotus -armat : ope o au[.ar in . Table 3-4 2 to 10 1.00 IF (S).4 #AND# S(:.6, -.1 + 1.5 3 S, IF (S)A #AND# S(:2.i, .81 li to 25 1.10 IF (S)2.1 #AND# SOD, 1.21 s EXP(-.18 *S))) LW IV IV I.LV ' 51 to 100 1.25 - RAINFALL INTESITY DURATION FORMULAS Figure 3-1 1- V IV LV 111111. 1- V.JV I ..'I .V..I IV. VIV. T: 29 to 180 min. 1: 18.2 : T'-0.738 IF T(:28, 6.58 % T'-.43, 18.2 ► T'-.738 1= J to J1 min. 1- 0.40 I.01 " Ct1 11/ LU6U4 FV111146 T: 40 to 180 min. 1: 45.4 $ T'-O.811 IF T(:39, 8.28 - 1.67 * LN (T), 45.4 t T--.817 T: 41 to 180 min. I: 76.6 : T'-0.828 IF T(:40, 13.33 -2.684 * @LN (T), 76.6* T'-.828 nIC rCOEF. �.. vTable 0 PEN H A NNE L SrTabl s17-2 b174 S T R E E T S 4-3 COEF. j RIPRAP ::...::::::::::: Gutter 8 STREET 0.016 STONE I Or"U0.035 1 GROUTED .023 to .030 Mowed BlueGRASS 0.035 WIRE enclosed ROCK 0.035 Rough stoney FIELD w/ WEEDS 0.040 ' Trowell 0.014 Float 0.015 P I P E S Table 5-3 COEF. ;i . CONCRETE BOTTOM with sides of: Plastic PIPE, Smooth Wail 0.010 GROUTED RIPRAP 0.020 RIPRA j1 GRASSES (: 2.0 ft. Depth 0.060 ,�� EARTH bottom with RIPRAP on SIDES 0.040 II II II APPENDIX C SOUTH AREA AND INLET CALCULATIONS 10 YEAR STORM EVENT TABLE 3 DEVELOPED SITE HYDROLOGY :BASIN •AREA ;i C Q (CFS) Q (GFS) (AC) 10 100 . B1 0.89 0.95 4.4 8.0 B2 0.54 0.95 2.7 4.9 B3 0.53 0.95 2.6 4.8 1 3.54 0.55 8.2 16.1 B4 0.38 0.95 1.9 3.4 2 5.69 0.87 20.6 35.9 3 7.15 0.84 23.9 45.1 B5 2.22 0.95 10.0 20.0 4 4.69 0.90 18.5 41.3 5 1.68 0.45 3.0 6.5 6 3.32 0.37 2.7 5.7 7 5.09 0.68 17.9 30.7 8 1.68 0.45 3.0 6.5 9 17.43 0.65 27.9 46.8 B6 0.69 0.95 3.6 6.2 10 11.35 0.32 8.1 16.8 11 4.38 0.25 2.0 4.4 12 8.46 0.25 4.2 8.7 13 4.59 0.45 5.9 11.0 R 5.99 0.64 1 7.8 17.1 Gj 0, 2-0I C-1 uj uj c! b N 0 -CL t) O. < UZ N 0 m m 0 m 17 7 M LU w co 0Lu �Z,ff: 1� C6 ad Cd w 0 w �a m 2z 1 0 > LL, N v w O O O O 0 6 cci C! 0 IV: M o > 00 -i w 0 0 0 0 0 LL z cd elf m IR qR "T m C! 00 0 w 0 0 0 0 0 U� O W > 0 0 0 m 0 .a 0 0 0 m 0 0 0 v 0 0 0 Lj m 0 0 LU m N 6 - N N LL o W: z 0 a 0 0 0 0 1� 0 CR 0 0� a a� 0 C� 0 V: 0 V� 0 q a IT 0 0 0 Cl 0 a N a 0 0 = L), CR p . c . D.M = to < cc < In < < ca H, U- UH C-4 C-2 r O O O O O O m .'C. O O co r r r r r r N �. Lo � N 0101010101001 IOCR IOI0II N I N I N I N I N I N O 1 -co r r r r r r LO r r r r r r M] 'i aj ?: O W1 f0 of of cl of al ool......;'I �i r-I ciII m l V I N I N co N I O II O W N ` W O U N t0�7 O W (o m 0 o 0.2 c `m 5 O Cv c cc 0 0 Co. 'acYi o -cc w a o N C 0) y 0� d9*wN o mO N- r i0 O to II W c 11 __ N Y Y W O O` V 3 N O W V o C R C G;-o W toU r N O O m c O O d 3 ` c and 3 0 3 > m o o 0 > p 0� N N N ;_= o o � y W W d N N d •w 30 � 3 `r0 < ``O O1 NG +Ja 6c t N T��a�a� lL N W 4J � N m O CYO T� C C C T V 01 V Cb C W C C a 16 cmccn c y rnN E•aE E E°f9-5 �WEm�EW d o o m aC:a<i02< N C43 C C-3 ' 1.0 L 12 5 10 4 9 II 8 3 f 10 6 .8 F- U- 2 o � 9 0 4 'f= i IL 7 z 1.5 ' 8 a �. L rn 2 O ' 6 ��b, �Ii 7 /miieyP�' Z L 1.0 F - - _ .9 '-- — --e—Part a_ I.0 _ --- Z 5-.8- — a 8 5.5 o U. W c� 6 O .7 w 5 = .4 Z Z .4 = w � .6 10 year De3i9 r Z 4.5 Z ap .3 w w = =o.5;+ z4 YO Z Z O O YO/h a I. 0 w .3 3.5 w w r 4 0- 0_ J p o .I w w w 4- p .08 .25 -- 3 }- .06 3 _ OwU. z w w cr .04 .25 ' = 2.5 = a 03 a ~ a 2 a .02 0 a = 2 a �- U d ' .01 0 15 .15 L w 0 0 --- -- - -- -- Y0 Q 1.5 � ' 10 .. a=2 h ' .I 1.2 • Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CR7ERIA C-4 0.8 0.7 F- 4- 0.6 I,y z 0.5 z w > 0.4 O 2 Q. 0.3 w 0 c7 ? 0.2 0 z 0 a 0.1 0.0 0 1 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) /o Year De3/ li e,pf%j Camil/f lii Jv0 EXAMPLE T N E'T ,q i ii IIII 1 F. C-45 E MAY 1984 DESIGN CRITERIA C-5 IV-39 10 a 6 5 4 0.8 GRATE OPENING RATIO I I 4 P-1.7/8-4 0.9 P-1-/8 0.9 " P P-1-1/8 0.6 I RencWine 0.8 I Curved vane 0.35 1 .30' tilt -tor 0.34 Testes I / . I e 0.5 + I CURB 0.4 _ T 0.3 t'-- L --I 02 6 �0 I I A = CLEAR OPENING AREA I + P=2W+1 IW17N CURB) i I I ( P = 2(W + L) (WITHOUT CURB) I 2 3 4 3 6 a 10 20 30 40 50 60 80 100 /2.SGS ar- a.2 OISLMARQE Q li 3/=i CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4, p. 71) Fed. HyvY, Adm;-n) Dra'rnAye o Hwy. Pav,°rlr-,f s�NYdraul;t E„gr, C.rc. (21 Mael� 198a A S C E CA Eduna-�%ovl Services C-6 Y. c- 1L g3>A7CH-^R? >tAINAG�';SiRM-_14- aeyof_6 .I 11/'01/93 DISK: ARCH-HORIZ P.N.: 021.006 By: EOM ------------------------------------------------------------------------- -------------------------------------------------------------------------------------- STORM-DRAIIAGEE---SYSTEM-DESIGN t0-YEAV---Fr-equency GOf-=1-. 00 STREET FLOWS L'! 3AS1N NLETUI019 `1E) TiME AVG• L4TEN SUM D13ECT OTHER SUM (( STREET (((( PIPE )>)) ( STREET )) (( PIPE )) ( LOCATION OF BASINS ELEMENT LENGTH TIME STREET'iPE Tc SUM COEF SIT I AREA RUNOFF RUNOFF RUNOFF SLOPE CAP. SLOPE SIZE CAP. DESIGN VEL. DESIGN VEL. t It. rt. min, min. Tin. Din C�C'`i`n/ r. acre c s c;s r cfs Ss acts`-ftlft--riir-cf3ls fps-cfs-fps c.I - - ----- ------ ----- ----- ----- ---- ------ ---- ------ ------ ------ ------ ------ ----- ---- ------ ----- ---- ------ ----- ----- ----- r'� 1 2 3 4 5 E 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 HORSETOOTH ROAD from TIMBERLINE RD.to SCHOOL S. PARK LOT Q-10 = 4.4 '1 CRASS & WALK GI 15 'X 480 ' i5 3.4 (((USE 3.4 0.51 0.17 2.00 1.00 i 2 HORSETOOTH ai) ill BB ' A STR. 480 �6-3 s (USE-61 0.84-5O.fiS-Z�6 2 the. 3 GRASS & WALK G2 15 'X 460 ' 15 3.4 0.3 6.7 0.77 0.80 2.00 1.00 q HORSETOOTH RD•142C 70 ' A-STR. 395 5.2 2.5 ((USE 9.2 0.82 4.58 1.12 4.22 4.22 1.20 11.7 OK > then 4.2 4.22 2.63 FLCWS INTO S C H O O L S 0 U T H L 0 T ENTRANCE Flow depth at curb, ft. 0.37 ((((((( FLOW IN ENTANCE TO PARKING & t 4SIN R DESIGN PT.18 5.99 acres CCf = 0.54 0-10 = 7.8 to INLET CI-3 )RSETOOTH & RED MOUNTAIN DRIVE from SCHOOL S. LOT to DETENTIONPOND GRASS & WALK G3 15 'X 410 ' 15 3.8 (((USE 3.8 0.36 0.14 2.83 1.19 HORSETOOTH RD. H3 70 ' A-STR. 410 4.5 2.6 ((USE 6.4 0.77 5.19 0.47 1.89 1.89 1.95 14.9 OK > then 1.9 1.89 2.65 VIRSFa6 ------------------------------------------------------------ R E M A R K S ; ELEMENT i DATA PGiA -------------------------------- DEPTH CLAC'S Design Flows ; ; wutn cnANNtt aI{tt! , ror Streets & Channels ---------------------------------------------------------------------------------------------------------------------------------------' STREET allowable GUTTER depth &status; L E !1 E N T )»>; RED. CURB CHANNEL X SLOPE; FLOW WIDTH AREA PERM. ADJ. REA-COE COEf QC-6EPTH tfiSt9E-RT-StDE-DEPTH W-A-P--FVTOR PIPE Condition PIPE vel• & On status; STATUS ;NO. acre "C" C*Cf n . ; F ft Z ft/ft Z ft/ft; Y ft ft sq.ft. ft fOd - - ----- ----- ----- ----- ------' 23 24 25 26 21 2. 30 31 3?-r3 34-?5 36 -1 38 39 40 41 12 71 -- ------------ ---- ----- ---------- - - - - --- ------- --- ----- ----- ----- ----- ------i rLn17n: (1 , ------------------------ DATA ' ( CURB too & 1/2 road FREE 0.57 ')CURB! BALANCED ; H1 0.48 0.95 0.95 0.016 :0.80 _0.50 50.0 ; 0.33 10.0 1.13 10.1 1.000 G20.160.51 0.51 ( CURB too & 112 road FREE 0.48 '( USE' BALANCED 'HX 0.32 0.95 0.95 0.016 '0.80: 0.50 50.0 ' 0.37 12.1 1.61 12.2 1.000 ( CURB top & 1/2 road FREE 0.48 '( USE; BALANCED ;42S 0.05 0.95 0.95 0.016 ;0.80a0.50 50.0 0.37 12.3 1.65 12.4 1.000 SUM: 1.17 (( CHECK G3 0.14 0.36 0.36 II ; G4 0.28 0.36 0.36 ; ! s HORSETOOTH RD. H4 70 ' A-STR. 345 3.9 1.9 ((USE 8.2 0.66 4.76 0.86 2.71 2.71 2.32 16.2 OK ) then 2.7 2.71 3.06 ( CURB top & 1/2 road FREE 0.48 '( USE; BALANCED ; H4 0.11 0.95 0.95 0.016 :0.80 0.50 50.0 ; 0.30 8.7 0.89 8.8 1.000 ; 1 RED MTN. DRIVE R1 36 ' R-STR. 119 4.2 1.3 ((USE 9.5 0.68 4.52 0.92 2.83 2.83 0.40 4.2 OK ) then 2.8 2.83 1.57 a .- < ; R2 4.46 0.45 0.45 - , I RED MTN. DRIVE R3 36 ' R-STR. 485 6.7 3.1 ((USE 28.5 0.50 2.69 5.54 7.49 •7.49 0.80 9.6 OK ) then 7.5 -4.49.` 2.58 '' ( CURB to.CROWN or P.L. 0.49 USE: BALANCED ; R3 0.16 0.95 0.95 0.016 ;0.80•0.50 50.0 ; 0.46 16.6 2.90 16.1 1:000 ;. i RED MTN. DRIVE R4 36 ' R-STR. 309 5.3 2.0 ((USE 30.5 0.51 2.57 5.67 7.47 ... 7.47 .0.80 9.6 OK ) then 7.5 �7.41::,2:58 II ' ' 13REn MTN DRIVE R5 36 ' R-STR 147 3 6 n R WISE 31 4 n 52 2 52 5 71 7 e7 7 47 0 H R o OK) hen 1 5 -1 d7 .� 64 ( CURB R ( CURB to CROWN or to CROWN or P.L. P.L. 0.49 '( 0.49 '( USE; USE; BALANCED BALANCED ; R5 ; R6 0.06 0.04 0.95 0.95 0.95 0.95 0.016 0,016 :0.80 ;0.80, 0.50 0,50 50.0 50.0 ; 0.46 ; 0.48 16.4 17.6 2.83 3.23 16.5 i7.7 1.000 1.000 j`qq RED .MTN. DRIVE R6 36 ' R-STR. 90 3.2 0.6 ((USE 32.1 0.52 2.49 5.77 7.47 7.47 0.60 8.3 OK ) then 7.5 7.47 2.31 15 RED MTN DRIVE R7 36 ' R-STR 150 4 6 1 2 ((USE 33 3 0 52 2 43 5 83 1 Al 7 43 0 43 4 8 #t NO GOOD ( 7 4 7 43 2 04 II ( CURB t CROWN P L 0 49 '( US" BALANCED ' Rl 0 06 0 95 0 95 0 O16 '0 55 50 15 RED MTN. NORTH R8 36 ' R-STR. 378 7.4 ((USE 7.4 0.95 4.94 0.16 0.75 0.75 0.40 4.2 OK > then 0.8 0 75 1.17 0 or . t .0. ( CURB to CROWN or P.L. 0.49 '( USE; BALANCED ; R8 0.16 0.95 0.95 0.016 ;0.50 0.50 u � „• =�_ � � � SUM= 5.99 (( CHECK 50.0 0.j0 18.1 a. DJ 18.9 1.000 , 50.0 ; 0.27 7.1 0.64 7.2 1.000 ; at TOTAL FLOW TO INLET from north & south, 33.3 0.54 2.43, 5.99 7.80 J; 80 ': --� .; `:�} -?. :,CURB INLET NO..R1.TYPE R, OPENING haft= 0.50 Yo='0.30 L ft. 15" "` "�.° i ... �INLET.by Dakota Ridge;Developer..`^..Calc's for check only µ OVERFLOW, cfs : NONE DAKOTA RIDGE CALC,-/PARSONS ) 31.9 0.45 2.50 6.9 7.76 ` 0.04 (cfs LESS 0.50 ft.CURB Yo/h- 1.0 CAPACITY 0 top,cfs 14,85 o = II' r FLOW e ou ain o _ , [ II TIMBERLINE ROAD from HORSETOOTH RD. to FOOTHILLS -DITCH 2,470 ft. wrt- 1 ; G4 0.11 0.51 0.51 ; • n i8 TIMBERLINE RD. Ti 96 ' A-STR. 360 1.4 3.3 ((USE 6.7 0.85 5.11 0.51 2.21 2.21 0.80 9.6 OK ) then 2.2 2.21 1.84 ( CURB top & 1/2 road FREE 0.61 ')CURB; BALANCED ; T1 0.40 0.95 0.95 0.016 10.80 0.50 !9 RD.,GRASS,WALK T2 96 ' A-STR. 780 3.4 6.3 ((USE 12.9 0.85 4:00 1.63 5.54 5.54 0.60 8.3 OK ) then 5.5 '5.54 2.07 CURB top 1 112 BALANCEn t0 RD.,GRASS,WALK T3 88 ' A-STR. 765 3.4 5.7 ((USE 18.6 0.84 3.46 2.67 7.67 7.67 0.60 8.3 OK ) then 7.7 7.67 2.25 Z1 RD.,CRASS,WALK T4 88 ' A-STR. 565 3.0 3.8 ((USE 22.4 0.84 3.09.' 3.44 8.9S 8.95 0.71 9.0 OK ) then 8.9 8.95 2.49 "i TIMBERLINE RD__ FLOWS TO FOOTHI LLS DRA I NAGF DITCH 0-10 = B 9 VERMONT DRIVE from TIMBERLIE RD. to NORTH PARKING DRIVE Q-10 = 9.4 ?2 GRASS & WALK G7 9 'X 310 ' 9 1.4 1.4 0.56 0.06 10.00 2.24 ?3 VERMONT DRIVE V1 50 C-STR. 310 2.5 M.N.) 5.0 0.91 5.59 0.61 3.10 3.10 0.80 9.6 OK ) then 3.1 3.10 2.09 •''OWS INTO SCHOOL N•W•LOT ENTRANCE Maximum depth at curb, ft. :0.36 f� GRASS &WALK GS 9 'X 460 ' 9 1.3 1.3 0.56 0,10 13.33 2.58 " VOWS INTO SCHOOL N. LOT ENTRANCE Maximum depth at mrb, ft.:0.44 :i CRASS & WALK G9 NO GRASS & WALKS TO STREET, graded to swale south of street. VERMONT DRIVE V2 50 ' C-STR. 360 5.7 ((USE 5.7 0.95 5.36 • 1.09 5.53 5.53 0.80 9.6 OK-) then 5.5. 5.53 2.40 iWS TO PINECONE CIRCLE & POND Maximum depth at :urb, ft. -0.42 ( CURB top & 1/2 road FREE 0.57 ')CURB; BALANCED ; T3 1.04 0.84 0.84 0.016 10.80 0.50 ( CURB top & 1/2 road FREE 0.57 ')CURB' BALANCED ' T4 0.77 0.84 0.84 0.016 10.30 0.50 'PROVED by CITY 12/18/92 50.0 ; 0.35 11.2 1.20 11.5 1.000 50.0 ; 0,46 16.A 2.67 17,2-1.000 50.0 ; 0.51 19.0 3.41 19.4 1.000 CA A A "I 'A •_ .1 :A I11 A 4 AAA I ; uI u.uo u.00 u.ao ; ; ; , ( CURB top & 1 Lane FREE 0.55 ')CURB; BALANCED ; Vi 0.55 0.95 0.95 0.016 10.80 '0.50 - 50.0 ; 0.36 11.6 1.48 11.7 1.000 ; I i ( CURB top & i ',are FREE 0.55 ')CURB; BALANCED ; V2 1.14 0.95 0.95 0.016 :0.80 : 0.50 50.0 ; 0.44 15.6 2.56 15.7 1.000 ( CURB too & 1 Lane FREE 0.55 ')CURB; BALANCED ; V2 1.09 0.95 0.95 0.016 ;0.80 •0.50 50.0 0.42 14.7 2.31 14.3 1.000 ........ ............ 4............ ?++++++++++++++++++++++..............................+++++++++++++++?++++++ +++++++++++++++}++++++++++++ - _ .. C-7 . . FILE--St5R By: ERM Page 2 o f 6 j PG2A 11/01/93 ARCH. 4ORIZ. HIGH SCHOOL P.M.. T MON I ----------------------------------------------------------------------------------------------------------------------------------------- I ----------------------------------------------------------------------------------------------------------------------------- - --------------------------------- B-"44 S 1 1 21 A I t"-O-U-T-H--POND 1n YEAR----Pf-�O P E M A R K S F1 ELEMENT Dk__T_A DEPTH CLAC'S L ij ------------------------------------------------------------------------------------- - --------------------------------------------------I ------------------------------------------------------------------------------------------------------------------------------------------------------------ BASIN INLET(FLOW TIME) TIME AVG. INTEN- SUM DIRECT OTHER SUM (( STREET (((( PIPE STREET PIP E )) .1 STREET allowable GUTTER depth & status: E L E M E N T RED. CHANNEL X-SLOPE: FLOW WIDTH AREA PERM. ADJ. V,-+OGkT4O*-"AS4NS ERIEN LENGTH TIME SIREE14111-1,-� F-S I R' I AREA RU ............... C*Cf in/hr. 'A cfs 11-�GAP, cfs Qr cfs SLOPE 517E Ss % cfs ft/ft D in. AP* 0 E S 1 - El. PIPE Condition PIPE vel. & Dn I CA' C statusl STATUS I IND. AREA acre CCU "C" COFE C*Cf FAC"nFPTH IT n I F ft Z qlnF RLSIDE' UPTH ft/ft Z ft/ft: Y ft V A P FAPTORI ft sq.ft. ft fQd 1 cfs Qd cfs fps cfs fps 1,, DESIGN POINT NO. SIZE ITEM ft. min. min. min, min, acre ----------------- ------------------- --------- -------- ---- ----- ----- I --- ----- ----- ----- ----- ------ E: in 11 17 11 14 1S 19 17 19 1 q 70 91 77 1 ------------------------------------ 23 24 25 26 --------- 27 28 -------- 29 30 ---- 31 ----- 32 ----- 33 34_' 35 ---- ----- 36 37 38 ----- ----- ----- ------ 39 40 41 42 .. ........... --- - ------ ------ --- zz: ---- ----- - Building Storm Drain Calculations for i,j See B BUILDING FLOWS St BASIN 1- DESIGN PT.4 3.54 acres - CCf 0.55 Q- 10 8.2 28 GRASS/PARKWAY WG1 60 'X 140 60 8.5 ((USE 8.5 0.25 4.70 0.19 0.22 3.00 1.22 jWGI U.19 um U.z' 19 GRASS/WALKWAY WSI 45 'X 230 45 3.7 8.5 0.52 4.70 0.43 1.06 1.80 0.95 :WS1 0.24 0.74 0.74 ;A GRASS WG2 340 'X 120 340 23.3 23.3 0.34 3.02 1.37 1.39 -3 2.00 1.00 jWG2 0.94 0.51 0.25 0. 0.25 41 32 GRASS WG4 ZOO X 110 200 PLAZA/PLANTS WS2 120 'X 120 120 11.8 5.9 11.3 1 41 1.88 LOU- 845 0.39 4.70 2.21 4.02 U 1.00 1.96 d jWS2 0.33 0.81 0.81 33 VISITOR DRIVE WP2 30 600 3.3 ((USE 11.8 0.47 4.1.6 2.62 5.18 5.18 1.60 13.5 OK then 5.2 5.18 3.08 MAX. DEPTH AT CURB 0.50 1 BALANCED :WP2 0.41 0.95 0.95 0.016-:0.86' 0.50 50.0 0.38 - 12.4 1.68 12.5 1.000 f 'Az' 1.24-- S' M 2.62 4 CHECK 0.49 aw depth at curb, ft. - GRASS WALKWAY WS4 30 'X 450 30 U.38 3.7 v 3.T 0.74 6.10 0431 1.40 1.00 0.71 is" :WS4 :WG3 0,31 0.09 0.74 0.25 0474 0.25 GRASS WG3 120 'X 32 120 13.8 13.8 0.63 3.89 0.40 0.98 2.00 1.00 1WS3 0.21 0.81 0.81 PLAZAIPLANTS WS3 100 'X An 100 BUS DRIVE WP1 30 450 5 A WIRE 1 3 0 2.6 ((USE 8.0 0.78 4.81 0.92 3.45 3.45. Loo 1.80 14.3 OK then 3.4 3.45 i.96 2.93 MAX. DEPTH AT CURB 0.50 BALANCED jWPl SUN 0.31 0.92 0.95 0.95 Q CHECK 0.016 :0.11V 0.50 50.0 0.33 10.2 1.18 10.3 .1.000 Maximum flow depth at curb, ft. - 0.33 C Cf A: 0.72 �3.54, IHFT go, I USE)) 11.9 0.55 4,46 3.54_1 .16 4- 8.16 NOTE Less area for Tc : 12.0 reduces 0 to L L, CHECK TOTAL CURB INLET,SUMP CI-1 Allowable,Ya ft. 0.50 Yo= 0.31 L,ft. - 15 Qd/L-- 0.54 Yo/h= 0.63 OPENING, h, ft.- 0.50 OVERFLOW,cfs: 0.00. Qd - 8.2 Qc : 14.9 Qr = 8.16 INLET REDUCTION FACTOR 0.9 Design Q = Qd 8.16 M I f% = 0 n A - N ASIN 2 ..DESIGN W_ PT�. 6 acr tj 0 1 '�'r es Aoto U VAN, t zz�'W j�ml 0 I.5 -'0.25 0.37 0.2 yyJ 4.'X'465 �4,35.� '.5,' "tm ; -"* , - *-,5 ; N F6 'X 300 k '7.5 0 -2 'v 0.61-,A36 _W. " 'L. '�; i4'?W,. I . L " 2 _'C2 7.5.,00 . 1 1 -, , f 1, 0.25 p,. 0. 24' 0. 2 JO , " 2 , ;� k r., � f� ��' "4 �, �T, zp 0;76 -2 35 .25 4 A OW /PARKWAY 47 PARKWAY CI 35 MSE - 7.5 0.25 4.L92 D. 3i 0 46 Q--, 46 - 2.00 • 41U A 41U 003 011 4.4 Mat 11.0 U.01 65L S 69' 10. 635' _ZU.bT_j.0 .. .. .... .... .... I LOT GUTTER MAX FLOW : AREA C3 ONLY Ti = 6.10.95 5.26 5.07 25.34 25.34 1.28 34.0 OK > then 2543 25.34 3.01 MAX. DEPTH AT CURB = 0.50 BALANCED jC3 5.07 0.95 0.95 0.016 :0.80 0.50 18040 1 0.46 54.5 8.41 54.6 1.000 Ica Maximo -- flow depth at curb, ft. ,-0.46 C Cf A= 4.97 K SUM 5.69 CHECK ROV 1 D E connect-iorr-for-_ tLF�Z��4�' Y tty V 4 4 tb.*4�1' I's 744- W l -42 L f t' �5v3 A 34 CUR Qr -'0'9 -ft.: 0.50 �OVIERF 29.1 Q� '�o F IV." ��M _'.. --'� -,, - �fli' - 5 34 ET SUMP o 0 fiG U NV IP C I �: *. 77-%'--. , �; 3 �Qc - F AILEI REDUCTIONISACTOR dffi,�q )..841"LYo/h_ ;0 84 �1:i� Q•dlfl I .:�;' .. " ; . '. . � v __ :,Q -34 'PIE' NG 3� f I -50", 'y' e I o4ab I e Ya It :0 aCURB A NL I AU ff� in AS I N 3 DESIGN PT.7 7.26 acres CCf 0 84 Q-10 =23.9 ic GRASS PARKWAY C4 340 'X 35 35 7.5 ((USE - 7.5 0.25 432 0.27 0.33 0.33 2.00 1.00 C4 0.27 0.25 0.25 77 7. 1: BUILDING C5 -5 2 79 ':,3:3:f'I,3, 3.3 0.87 6.29 2.29 12.50 12.50 2.00 BUILDING C5 400 :X 220 220:, -N PARKING 2.21 - PARKING LOT C6 112 X 710 '-AlO 5.3 ((USE 12.8 0.90 4 02 4.09 14.86 14.86 1.27 k-__3. 0- CS 1.80 0.95 0.95 C 7 7 **3.3 ((USE 3.3 0.25 6 AREA Tc-- 3.3 C4 1.00 7 'X 310 C4 0.05 0.25 b. 25 .27 0.05 0.08 0.08 '2.00 BA 0 91018 to An fl so o 0 1 4 000 4 L TTER MAX. AREAS C4/5+C5+Cc: 6 T 3.3 5.3 8.1 93T a 3.81 17.04 17.04 1.21 ILO ;4 NO WOO k 11.0 11 Aq 375 Maximum flow depth at curb, ft. : 0.55 480 1.29 2.45 4.22 1.20 11.7 CURB top & 1/2 road FREE 0.48 USE! BALANCED :H2C 0.32 0.95 0.95 0.016 :0.80, 0.50 50.0 0.37 12.1 1.61 12.2 1.000 HORSETOOTH RD.H2C 70 A-STR. 395 USE time LINE 4 9.2 0.82 4.58 1.12 4.22 OK then 4.2 4.22 2.63 1 CONRCIAL TOTAL - 5.21 Wkt--019---4�5P ..5.21 21.15 21. 15 0 5 50.0 j 0.37 12.3 . 1.64 12.4 1.000 j .95 0.016 :0.80 0 HORSETOOTH RD.H25 70 A-STR. 65 0.4 ((USE 9.6 0.82 4.50 1.17 1i _ I I" 4.34 4.34 1.20 11.7 OK then 443 4.34 2.64 CURB top 1/2 road FREE 0.48 USE: BALANCED :H2S 0.05 0.95 0 ISGl 0.56 0.25 0.25 I Al GRASS SG1 45 1 540 45 A. 5 8.5 0.64 4jj 1.73 5.20 5.20 2.00 1.00 Ic I a 1/11ce 11 C a 71 1, al q 1-5 - 5 1 BALANCED 1SP2 0.52 0.95 0.95 0,016 10.80 0.50 50.0 1 0.43 15.2 2.46 15.4 L000 6.28 6-2& 0.87 10.0 OX ON 61 622 25 141 DR.,RAKP,DOCK SP1 76 . X 265 265 5.4 --- 13.5 0.75 3.93 2.71 8.00 8.00 0.61 1.52 ISPI 0.46 0.95 0.95 :SSI 0.46 0.74 0.74 50 GRASS/WALKWAY SS1 96 'X 200 96 6.6 13.5 0.75 3.93 3.17 9.34 9.34 1.00 . C Cf A: 2.38 0.1`1 2.05 0.71 '51 SCHOOL TOTALS - I NOTF, ABOVE AREAS.ARF FROM SCHOOI FRONTAgE A PROPERTY TOTAL- fl-71 I-ql 9.nS S-74 5.74 TOTAL AREA to CURB INLET NO. 3 9.6 1 3.9 - 13.5 0.84 3.93 .7.26 23.89 23.89 ((( FLOW FROM TOTAL AREA SCHOOL IS 21.4% FLOW C Cf A: .6.08 PARTIAL AREA with MIN IMUM. Tc for _MAX -FLOWS <<<<<<( 8.3 1.000 > > > > ..OK ) then 1.7 1.73 2.15 p .2 0.80 70 A-STR. 322 4.7 ((USE 4.7 0.82 5.68 0.31 1.73 1.73 1.20 11.7 CURB to & 1/2 road FREE 0.48 USE! BALANCED :H2 0.37 0.95 0.95 0.016 ;0.801;.50 50.0 0.29 0 AREA H2 @ Tc :4.7 GSI 0.11 0.25 0.5 AREA GSI @ Tc-4.7 14 515 14 4.7 ((USE 4.7 0.64 5.68 0.54 1.96 1.96 2.00 1.00 I1HIM. TIME TOTAL = 5.85 0.91 MIN. TIME to CURB INLET 40. 3 4.7 + 3.9 8.7 0.91 4.68 5.85 �24.83 '24.83 (( MAX. FLOW FROM PARTIAL AREA ))) TOO SIZE INLET . ............................................................................ * ................... ................. ........................................... ................................................................ ...................................................... ------- f „I I9 1 Page o !a .., ... , �G3a is '--- ---- --- - - - - - --- --- ---- - --- - ----------- --- -- - - - - --- ---------- --- ---- - - -------- --- ---=------------------------------------------------------------------------------------ i.:. -----------------------------------------------, R - ,I1 C I C T I f1 A T I (►' C I i= .. A S I N S 4, 5-,-6T) T-& 8 to S kl -�4ND - Q- E R Cf - 1.00 , . R 1. ' A-R-K LEMEN - 1 - �-�-n- ArBEi� GL��-r ( L' BASIN INLETYLOW TIME) TIME AVG. INTEN- SUM DIRECT OTHER SUM (( STREET (((( PIPE »» ( STREET )) PIPE )> ; STREET allowable GUTTER depth 8 status; ; ((((( E L E M E N T >))); RED. CURB CHANNEL X-SLOPE; FLOW WIDTH AREA TERM. ADJ. II'�-N)CAI�AN Of SMS-ELEMENT-�ENGTki TIME -STREET-F4P AREA-RUINEI (( AESIG1�YEk ' I K*_COEF-COEF-- FAC-9EPPftT.Sifl , ACT ; N DESIGN POINT N0. SIZE ITEM ft. min. min. min. min, CsCf in/hr. A acre cfs cfs Qr cfs Ss % cfs ft/ft D in, cfs Qd cfs fps cfs fps 35 �� 31-„8 39 40 PIPE Condition PIPE vel. & On status; STATUS ;NO. acre "C" CsCf n ; F ft Z ft/ft Z ft/ft: Y ft ft sq.ft. ft fQd _, - 2 3 4 5 6 7 8 9. 10 11 12 13 14 15 16 li 8 19 20 21 22 23 24 25 26 27 ' ' --- _ -- --- - --- --28-, 29 33-;-34 -- - 30 31 32 ;- _ „IZE CI-3S for existing UNIMPROVED CONDITION + School Improvements S� UNIMPROVED U1 500 34.2 34.2 0.20 2.38 4.85 2.31 2.31 1.33 0.82 ; l 4 BS LI 0,.20 ; _; �• UNIMPROVED U1 500 10.2 0.20 2.05 9.69 3.97 3.9T-1.33 0.82 "i iU1 4.85 0.20 0.20 54 UNIMPROVED U1 at time=13.5 78 13.5 ((USE 13.5 0.20 3.93 0.76 0.59 0.59 1.33 0.82 ;U1 9.69 0.20 0.20 �l• S5 HORSETOOTH RD.H2C 70 A-STR. ERR 9.18 0.82 4.58 1.12 4.22 0.00 4.22 1.20 11.T OK) then 4.2 4.22 2.63 ; (CURB top 6 1/2 road FREE 0.48 '( USE; BALANCED ;H2C 0.32 0.95 0.95 0.02 10.80 0.50 50.00 ; 0.31 12.1 1.61 12.2 1.000 pag 145-IS L. INITAL FLOW to CURB INLET NO. 3 13.5 0.64 3.93 3.93 9.96 9.96 1-CURB INLET,SUMP CI-3S Allowable,Ya ft.= 0.50 Yo= 0.41 L,ft.= 12 'r °'" a'an Q QP _Design n_ _e96 qG/L: 0.83 Yollism 0.83 FUTURE INLET CI-3C by COMMERCIAL DEVELOPER 4 +.CURB INLET,SUMP CI-3C Allowable,Ya ft.= 0.50 Yo= 0.43 L,ft.= 15 " s. c:It9 9 _ s CONNECTION PVC, in 24 Yel., fps = 4.1 S ft/ft :0.0019 n = 0.010 "' ! Of ASIN 4 DESIGN PT.9 4.69 acres CCf = 0.90 Q=10 =18.4 CONIC. CHASE 2.0 'east Gutter 330 7.2. 3.1 7.2 0.90 4.98 0.67 2.98 2.98 0.83 2.98 3.69 `DEPTH: 0.40 ' BALANCED 'Gut 0.67 0.90 0.90 0.016 '0.80 0.50 0.00 . ' I , , 0 0 , 0.40 2.00 0.81 2.8 1.000 , C PARKING LOT North Gutter SP3+SS 500 7.4 (( USE 7.4 0.95 4.94 1.76 8.25 8.25 0.61 22.0 OK ) then 8.2 8.25 1.77 DEPTH: 0.39 ; BALANCED ;Mf 1.76 0.95 0.95 0.016 0.80 0.50 166.7 ; 0.39 38.8 4.67 38.9 1.000 PARKING LOT North Gutter SP3+SS 80 0.7 ((USE 8.1 0.95 4.78 2.04 9.26 9.26 0.61 22.0 OK ) then 9.3 9.26 1,82 ` E ' C Cf A 1.94 DEPTH: 0.40 ; BALANCED ;P3+ 0.28 0.95 0.95 0,016 0.80 0.50 166.7 ; 0.40 40.6 5.10 40.7 1.000PARKING L01 ; a Last Gutter %,, y# , (} t r i, :DEPTH: 0.36 ; BALANCED ,P4+.2.18 0.86 0.86 0.016 0.80 0.50 166.7 , 0.36A34.6 3,16 34.1.1.000 , 1is PARKING LOT East Gutter SP4+G$ 110 0.8, ((USE 10.4 0.86 - 4.37 2.65 9.97 9.91 ,1.13 29.9... OK > then 10.0,. 9.91:2.34 r "_ ' x ' ' _ ' E*�. ..,_, :. _ C Cf,A T.28'DEPTH-,0.38 :,:BALANCED 0:48 0.86 0.86 0.016-D.80 0.50 166 1':i0.38 31.0;.4:21. 37.1 '1.000 , �4azimum flow de th at curb ft. = 0 40 =. ,< ;�=..LOT TOTAL :4. 9 ;� ;..r:; �,, :�..; x-;Z. � ', :r, ..:.� , P , . 6 a _ _ ,. X O.34 0.25 CSG2 2.31"' az� _ " , 'URB INLET,SUMP CI-4 Allowable,Ya ft.= 0.50 Yo= 0.45 L,ft.= 20 OPENING, h, ft.- 0.50 OVERFLOW,cfs= 0.00 Qd = 18.4 Qc = 19.8 Qr : 18.44 INLET REDUCTION FACTOR = 0.9 . Design Q = Qd 18.44 Qd/L- 0.92 Yo/h- 0.89 i a; AS; IN 5 DESIGN -PT.10 �'r t> 1.68 acres CCf :. s - _ -: ,. •: - 0.45 ..: -a -10 ,- 3..0� ,,..• :.,, �<: c , 5 �. t � :a ,., -��- •.:�.'� � e;w i TRACK, FIELD EGtI 161 X 200 ::.-200 13.6 (( USE •= M, . r �. ,.0 wry •.Te 13.6 0.45 3.92 -1.68 2,96 2.96 2.00 �. ,, ,1.00 C Cf A ?-; < ; 0 16 r,4>' �''EG1 1.68 0.45 0.45 A 6 �:. ... : , , . < y, 1 20.0 25 •-0.95 ,{', 0.48., , z �y z a.; z ' .'. ., t ,. +"3Y ,. ._..:- :- '+ -7, �''�" �?ri J;�s� ..�•'+ �`+{.1:. 4 �Njii-'� "�S 3"' :'"^ }4..a .a. a f;1... .. ? .. i. - u ASIN 69DESIGN PT.11 3.32'acres CCf = 0.37 Q 10 = 2.7 a & GRASS SG3 61 'X 500 ' 500 30.4 ((USE 30.4 0.25 0.54 1.60 0.89 'SG3 0.54 0.25 0.25 GRASS SG3 61 X 150 150 2.8 (IUSE :33.2 0.25 0.10 1.60 0. 9 r , �SG3 0.16 0.25 0.25 GRASS EG12 113 X 350 350 21.6 5.1 33.2 0.22 1.61 2 60 1.14 ° ;EGI 0.91 0.25 0.25 GRASS SWALE Bot= 5.0 S= 6.6 185 19.4 3.0 ((USE 36.2 0.22 2.29. 1.61 0.83 0.83 3.02 903 0.83 1.03 126 =Af full Pf , .'S8.6 OK >Dc 0.09;BALANCED ; 0.060 ;0.70 4,00 5.0 8.3 ; 0.14 5.00 0.80 6.8 1.001 ,EGI 1.07 �8 TENNIS COURTS EP2 76 'X 369 ' 160 3.5 1.4 3.5 0.51 1.71 1.00 1.96 � ;, 1EP2 0.64 0.95 0.95 6 GRASS SWALE Sot=10.0 S=15.8 360 27.0 5.1 ((USE 41.2 0.37 2.17 3.32 2.69 2.69 3.02 1032 2.69 1.19 CCfA = 1.24 , 172 =Af full Pf : 105.1 OK )Dc 0.12 ; BALANCED ; 0.060 :0.70 3.00 8.3 23.3 ; 0.18 10.00 2.26 15.6 1.001 ASIN 7 to S. Pond 5.09 acres CCf = 0.68 Q 10 =17.9is GRASS EG16 86 ' 210 ' 210 14.0 14.0 0.25 3.88 0.41 0.40 0.40 4.50 1.50 ;EGI 0.41 0.25 0.25 ' TENNIS COURTS EPl 208 ' 120 ' 120 3.1 MIN)) 5.0 0.95 5.59 0.57 3.05 3.05 1.00 1.96 ;EP1 0.57 0.95 0.95 GRASS EG34 125 ' 80 ' 80 7.0 7.0 0.25 5.04 0.23 0.29 0.29 8.50 2.06 :EG3 0.23 0.25 0.25 GRASS EG35 466 ' 35 ' 35 5.3 5.3 0.25 5.51 0.37 0.52 0.52 5.70 13.7 1.69 GRASS EG36 788 ' 48 ' 48 5.0 5.0 0.25 5.58 0.87 1.21 1.21 10.40 - 2.28 ;EG3 0.81 0.25 0.25 SOUTH POND Ell 0 0.0 MIN)) 5.0 1.00 5.58 2.41 13.45 13.45 0.00 ((( WATER -'. :EWI 2.41 1.00 1.00 i L' TOTAL Flows DIRECT to SOUTH Detention POND AVG)) 6.6 0.68 5.13 5.09 17.86 17.86 C Cf A 3.48 SUM 5.09 0.68 BASIN 80DESIGN PT.12 1.68 acres CCf = 0.45 Q-10 = 3.0 E 5 Note : Basin 8 same as Basin 5, north 1/2 of track, football/soccer field. Flow though PIPE direct to SOUTH pond west Channel. ; ; ---- --- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++'+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ C-9 l I I APPENDIX D ' BUILDING DRAINS AND SOUTH STORM SEWER CALCULATIONS 10 YEAR STORM EVENT TABLE 7. SUMMARY OF STORM SEWER DESIGN LINE TYPE DESCRIPTION 10 YR. DESIGN FLOW (cfs) PIPE'i SLOPE::.,:: (°/C) `; PIPE DIAMETER (in)(i) PIPE :FLOW .VELOCITY (fps)(2) FULL PIPE Y :? CAPACITY. (CfS) SOUTH SEWER ' H1 LATERAL Bldg. B-1 to MH-1 4.46 0.81 15 6.42 7.6 S1 TRUNK MH-1 to MH-2 4.37 0.60 15 5.69 6.5 H2 LATERAL Bldg. B-2 to MH-2 2.73 1.34 12 6.85 5.4 S2 TRUNK MH-2 to MH-3 6.96 0.60 18 6.39 10.8 S3 TRUNK MH-3 to Inlet CI-1 6.67 0.60 18 6.33 10.8 H3 LATERAL Bldg. B-3 to Inlet CIA 2.69 1.60 12 7.30 5.9 S4 TRUNK Inlet CIA to MH-3A & Inlet CI-2 19.89 0.61 24 828 24.4 H4 LATERAL Bldg. B-4 to MH-3A 1.95 3.00 10 8.51 4.9 S5 TRUNK MH-3A to Inlet CI-3 41.18 0.59 30 9.58 41.7 S6 TRUNK Inlet CI-3 to MH-4 61.82 0.43 36 8.63 57.6 H5 LATERAL Bldg. B-5 south to MH-4 2.26 2.36 10 8.09 4.4 H6 LATERAL Bldg. B-5 north to MH-4 8.05 0.50 18 6.12 9.7 S7 TRUNK MH-4 to Inlet CI-4 69.37 0.55 36 9.68 65.5 S8 TRUNKInlet CI-4 to MH-7 85.0 0.70 36 11.86 73.9 S 9 TRUNK MH-7 to MH-8 86.71 0.70 36 12.10 73.9 ES10 TRUNK MH-8 to OUTLET 86.71 1.80 36 18.05 118.5 NORTH SEWER " H7 LATERAL Bldg. B-6 to Inlet CI-6 3.65 3.54 10 10.57 5.4 S11 TRUNK Inlet CI-6 to MH-9 2923 0.541 30 8.76 39.9 S12 TRUNK MH-9 to MH-10 29.23 0.541 30 8.76 39.9 S13 TRUNK MH-10 to OUTLET 29.23 0.541 1 30 8.76 39.9 ' See Appendix F For Design Of These Pipes. See Appendix G For Design Of These Pipes. (1) All pipe is smooth flow plastic with inside diameter greater than nominal pipe size. (2) Pipe velocity at normal depth when design flow is less than full pipe capacity. - - D-1 41 .-.1 L. t q CH-o iRCH. HORIZ. HIGH SCHOOL FILE: BLDG-DRN FILE: C: \123\ ARHRZ\ DRAINAGE\BLDG-DRN,WK1 "11 02 93 OISK:ARCH-HORIZ PA. 021.006 ADD to El. shown to et USGS El.: 4,900 By: ERN Page 1 of 3PGI // 9 - -- ------ ------------------------------------------------------------ :[ i ---A {STORM DRAINAGE SYSTEM DESIGN 10 YEAR Frequency, Cf 1.00 1 ,_ , EL`E:MENT C A L C U L A T I O N S BUILDING STORM DRAINS & SOUTH STORM SEWER P I P E yi - i BASIN Tc FLOW TIME Tc AVG. INTEN- SUM DIRECT OTHER SUM ROOF ((((( PIPE »»> (( PIPE )) ; REM ARKS ,PIPE Yell CALC. ; ((l(( E L E M E N T »»>); DISCRIPTION I N V E R T ;((((( NORY:AL DEPTH »»»» i LOCATION OF BASINS ELEMENT LENGTH TIME ROOF PIPE C COEF. SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE SLOPE SIZE CAP, DESIGN VEL ; PIPE ;CI{eck STATUS ; AREAL COEF COEF. DESIGN POINT NO:' SIZE ITEM ft. min. min. min. min. Ctof in hr. A acre cfs cfs Qr cfs Sr % ft ft 0 in. cfs cfs fps . Condition EL, CLACK: DEPTH ANGLE AREA A/P ADJ. / / P � � ),2 d (10 for On ,NO. acre "C" C�Cf n ,NO. ITEM ft. CHECK, Hn Bn An Rn fQn , ' g ---- -- - ---- ---- ------ ----- ----- -- ----- :::: ----- ------ ------ --- - ----- ----- ------ ----- -- - ----- ---- ' -- --- - --- - - = - - - -- -- - -- - - - - --- - --- --- -- ---' FS I - 1 _{ --2- - 3 4 5 6 7 8 -9 10 11 12 13 14 16 17, 18 21 22 ; 23 24 !1" 25 26 ; 27 28( 29 30 31 ; 32 33 ; 34 35 36 37 -38 - - - - - - - ----- --- --- - ---- - --- - - - - ---- --- ------ ----- -- --- -- --- -' - --- --- --':------- -----------' - '- -- - - - - - - --- - - -- ' - -- - -- ---' - -- --- ---= - --- - ---- - - - - ----- ---- -- - ------ ------ - - -- - ---- - - - -- -- - -- - ----------- -- - --- -- [f ---- ------ ---- --- ------------1,[ ------ ----------- EXIT BUILDING-@ INV,EL.: 37.75 BEGIN DRAINS INV.El.:37.52 I's I` Building 1 , . 80 ' X176 ' 88 2.1 1.1 5.0 0.95 5.59 0.32 1.72 1.72 2.00 1 0.32 0.95 .0.95 ' :I% , 1 BEG INV.- 37.75 ,3 Roof LEADER L1"' 10 PIPE 28 66% 0.1 5.1 0.95 5.56 0.32 1.71 1,11 0.0082 10.00 2.6 1.11 5.06 ; 66% of FULL CAP.;;,, VEL. OK BALANCED ; � 0.010 1L1 END INV.: 31.52 ; 0,50 1.76 0.34 0.23 0,000 :3 Roof HEADER H1A----12 ° PIPE 30 41% 0.1 5.2 0.95 5.53 0.32 1.70 1.70 0.0081 12.00 4.2 1.70 5.04 1 41% of FULL CAP.: VEL. OK BALANCED ; 1 0.010 ;MIA END INV.: 37.28 ; 0.44 1.46 0.34 0.23 -0.000 Building 2 . 70 " X 86 86 2.1 0.5 5.0 0.95 5.59 0.46 2.45 2.45 2.00 12 0.14 0.95 0.95 12 Roof HEADER H1B 12 PIPE 152 56% 0.5 5.7 0.95 5.37 0.46 2.35 2.35 0.0081 12.00 4.2 2.35 5.48 ; 56% of. FULL CAP.;,, VEL, OK BALANCED ' ; °( 0.010 1H18 END INV.: 36.04 ; 0.54 1.65 0.43 0.26 -0.000 Building 3 70 n X180 ' 90 2.1 1.1 5.0 0.95 5.59 0.75 3.99 .3.99 2.00 ;3 0.29 0.95 0.95 13 ' 1 „ Roof HEADER H1C" 15 PIPE 10 51% 0.0 5.7 .0.95 5.37 0.75 3.83 3.83 0.0081 15.00 7.6 3.83 6.19 51% of FULL CAP.: VEL: OK BALANCED ; 0.010 1H1C END INV.: 35.96 1 0.63 1.58 0.62 0.31 0.000 S Building 4 , .,70 X 86 86 2.1 0.5 5.0 0.95 5.59 0.89 '4.12 4.72 2.00 14 0:14 0,95 0.95 ;4 Roof HEADER HID'--15 " PIPE 118 59% 0.3 6.0 0.95 5.29 0.89 4.46 4.46 0.0081 15.00 ' 7.6 4.46 6.42 ; 59% of FULL CAP., VEL', OK BALANCED 0.010 1M1 IN INV.: 35.00 CHECK ; 0.69 1.68 0.10 0.33 0.000 ' �;; MANHOLE M1 Inv.IN/OUT= 35.00 34.72 TOP: 38.00 DEPTH 3.28 DROP: 2.52 LENGTH= 310 S - 0.0081 ? ' 1 (. I f; 1 ,Ml OUT INY.- 34.72 I _ STORM SEWER S1 15 PIPE 132 61% 0.4 6.4 0.95 5.18 0.89 4.37 4.37 .0.0060.15.02 6.5 4.37 5.69 ; 67% of PULL CAP.! ,. VEL- OK BALAIN2� ; 0.010' :M2 : IN INV.=' 33.93 CHECK :`'0.75 1.71 0.77 0.35 -0.000 ' MANHOLE M2 Inv.IN/OUT: 33.93 33.68 TOP: 38.50 DEPTH 4.82 DROP: 0.79 LENGTH: 132 S - 0.0060 f " 1 M2 1M2 OUT INV.= 33.68 Building 5 �. 80 ' X 75 ' 75 1.9 0.4 5.0 0.95 5.59 0.14 0.73 0.73 2.00 ; ;; 15 .0.1d 0.95 0.95 :5 BEG INV.- 37.52 1 Roof HEADER H2A - B " PIPE 15 40% 0.1 5.1 0.95 5.56 0.14 0.73 0.73 0 0134 8.00 1.8 0.73 4 92 ; 40% of FULL CAP.; «VEL .'OK BALANCED 0.010 1H2A END INV.: 37.32 ; 0.29 1.45 0.15 0.15 -0.000 Buildin 6 : ;.70 ' X 75 : A5 r .1.9. 0.4 * =Aw 'x= " '�,� , , ..al A ...w. , a,i 1:. .. 9 ..5.0 -0.95 ,:5:59 A x� x.:_1, 0 261 3T ,,, 1 37. , 2 00 r y�x., y �, := I 1. ;. •.., F� I 6 . 0.12 0.95 - 0.35 - �" .. '. - .. ..Sr x. _ .nr "Y:. v •- .. .P ... IrFi'j�..r.• q •x.h ..f e_.fr IL.,:, •y�Y.a uti.y^ij3,:'':�T5�j7"•" I .' Roof HEADER N2B 8 PIPE 121: ,:13% 0.4 5.5 0.95:-5,43 .0.26 1 33 r . 1:33n . n0.0134��8:00 4,1.8 ,=1.33 5.69':73%of EULLS'CAP;' VEL". ILK -BALANCED .' [ ='L ' " ' -a�• ' , 1 (: :;.:. , .._ _._ , ' Y��" 1 0.010,IH28 END 3510 a>,.0.42 1.85 0.23 0 19 0.000 Building 7 ,- 70 X 15 ;-15 c;.1.9 0.4 .,-... 5.0ark"3i'�I :x}17 .D.120.95 0.95 4, 1 Roof HEADER H2C ' 10 "PIPE B 59% 0.0 5.5 0.95 5.43. 0.38 1.95 1.95 0 0134 10.00 3.3 1.95 6.30 1 59% of FULL CAP. aVEL.- iOK BALANCED 0.010 1H2C END INV.: 35.59 : 0.46 1.68 0.31 0.22 -0.000 ; Building 8 70 ' X 86 ' 86 2.1 0.5 5.0 0.95 5.59 0.54 2.86 2.86 2.00 1 1 T * ;8 0.16 0.95 0.95 ' C:' 11 Roof HEADER H2D' 12 " PIPE 123 51% 0.3 5.8 0.95 5.34 0.54 2.73 2.73 0.0134 12.00 5.4 2.73 6.85 1 51% of FULL CAP.: aVEL.fOK BALANCED 0.010 1M2 IN INV.: 33.95 CHECK 1 0.51 1.58 0.40 0.25 -0.000 " TO MANHOLE `M2 --Inv:IN/OUT: 34.1833.68.TOP: 30.50.DEPTH 4 32 DROP =3.57 LENGTH: ' 267 : S = 0.0134., _.. _, ». .... i% r r: r ,r r 4' s ,M2 OUT. INY 33.68,• P 51T%BI SEVER 'S2 18 PIPE • ° < 3 a _._ s >, u.,- 95 64% , 10 T 6.6 ;.0.95 . -'5.13 1.43• :..6.96 6.96 _ ,a,,. , -' % , - „.. ,... > ..., r. U _ 0.8 6,96 ,:6.39 ,,64x of. FULL:GP.I s YEL.;OK_BALANCED - I vK : 0.010. M3 ..�, fIN INV.= t 1. ' r .: _iB 15 1 . ,�_ _ _ ,, _ 1.33.1)GEtl(:.1 O.N f1 T4 1.09 0 41 :0.000 . ... - �.,dt._y. �F-�-` cCe]- - ±�t n" ?yt�, .n.S.,a +r -e'` any.. G as _ .I MAIRIOIE ,,.:.M3 . Inv. IN OUT-33.11 32.91 TOP- 39.70 =.<, - _ . `:_>wX .-m . • �. 1: I y .. .. _ -..., a,_ .., ,: r ' DEPTH 6.59 , ._:... DROP ,�> 0.51 LENGTH ,_95 .u5..- 0.0060 �� -.,_ ,.. .... .. d ,Q • .. �:� ,`` _ ° �� -M3 t TSI , x x : ...� , ., . tttri �.,.... GUT ,I,NV32,915 I STIORN SEWER S3 18' PIPE 344 621 0.9 7.5 0.95 4.92 1.43 6.67 6.67. 0.0060 18.15 10.8 6.67 6.33 f 62% of FULL CAP.:"VEL`OK. BALANCED :: O,OlO,fCl 1 IN INY ,30.85,CHEQ:.0.86 1.71 1.05 0.41 -0.000 : �a TO CURB INLET CI-1 Inv.IN/OUT: 30.85 30.65 TOP: 39.00 DEPTH 8.15 T CI-1 OUT INV r30.65 : BUILDING 9 70 ' X 75 ' 75 1.9 0.4 5.0 0.95 5.59 0.12 " 0.64 0.64 2.00;9 12'0 9 ,9 ,w , BEG INV.: 37.52.; RooRLEADEA ,H3A...-6 -,PIPE _.:34= 51% :.T F, -;a , . �:: a. ,1« c. I �., ,.,.W. ,.. 0.1, 5.1 0 95 +5.56 0 12,,;-.0.64 -.. ;,,0.64 ..z 0 0295T6 00 _�,1.3 :0.64 •6.41-, 51% of-FULL.CAP., YEL. OK -BALANCED *I . ..a>.-.:.. 95` O.OtO . 'tWYE-INV: �36:5 ;��,�r ll= ` '° ' ,, ::. �. „ , h,. _ 1 -? •,, 0.25 1.58 0.10 0.13 0.000 , BUILDING ,;. 10 10 XTS T5 '.9.0.4 5.0 0.95 t5, :s•h3W ::. , -_ i2>sx,u „c,,I ::I 59 0.12 ,0.64 0.64 2.Do .,:.. _ :- � 1!0 ':0:12 0.95 0.95 :.: ,1D BEG INV.: • 31.51 Roof LEADER H3B 6 " PIPE 58 ` 66% 0.2 5.2 0.95. ; 5.53 0.12 0.63 0.63 '`:0.0173 `6.00 "'1.0 0.63 5.22 1 66% of FULL -CAP.: [, VEL WOK BALANCED ;1 ' O.Ot0:,H3B WYE INV. 36.52 ,.0.30 -1.76 0.12 0.14 0.000 , Roof HEADER H3C' 8 " PIPE 130 60% 0.4 5.6 0.95 5.40 0.24 1.24 1.24 0.0173 8.00 2.1 1.24 5.18 1 60% of FULL CAP.: I'VEL. OK BALANCED ; I 0.010 f H3C END INV.: 34.2T : 0.3i 1.69 0.20 0.18 -0.000 1 BUILDING 11 80 ' X 48 ' 80 2.0. 0.3 5.0 0.95 5.59 0.09 0.47 0.41 2.00 1 f ;; :11 0.09 1 0.95 0.95 111 ;• { Roof HEADER H3C (- 8 " PIPE t5 82% 0.0 5.6 0.95 5.40 0.33 1.69 1.69 0.0173 8.00 2.1 1.69 6.60 1 82% of FULL CAP.1 „VEL`r0K BALANCED f I 0.010 1H3C END INV.: 34.01 CHECK 1 0.46 1.96 0.26 0.20 0.000 1 I' JUNCTION WYE H3C - Inv. E1.-34:01 DROP: 3.51 LENGTH: 203 S `- 0.0173 i ; " H3C MYE INY.- 34.01 : 1 BUILDING 13 - 60 X103 103 2.3 0.6 5.0 0.95 5.59 0.15 0.80 0.00 2:00 1 f „ n° 113 0;15'0.95 0.95 :13 ,BEG INV. 31.35 ' Roof LEADER H30 ` 8 " PIPE 43 25% 0.1- 5.1 0.95 5.56 0.15 0.79 0.79 0.039 3 8.00 3.1 0.79 7.45 1 25% of FULL CAP. f : VEL.LOK BALANCED :: 0.010 :H31) END INV.: _35.66 ` : 0.23 1.25 0.11 0.13 0.000 1 I' BUILDING 12 -. 60 ' X 33 ' 60 1.1 0. 2 5.0 0.95 5.59 0.05 0. 27 0.27 2.00 :1 P „ 1 f .; f 12 0.05'0.95 0.95 , Roof LEADER H3E 8 PIPE 42 34% 0.1 5.2 0.95. 5.53 0.20 1.05 1.05 0.0393 8.00 3.1 1.05 8.05 1 34% of FULL CAP.: , VEL. OK BALANCED i 0.010 f H3E END INV.: 34.01 CHECK 1 0.27 1.37 0.13 0.14 0.000 : f.: s JUNCTION WYE H3C Inv. E1.-34.01 DROP: 3.34 LENGTH: 85 S : 0.0393 f H3C WYE INV.- 34.01 Roof HEADER OF - 12.' PIPE 88 46% 0.2 5.8 0.95 5.34 0.53 2.69 0.00 2.69 0.0160 12.00 ;5.9 2.69 7.30 1 46% of FULL CAP.: ' VEL.OK BALANCED ' CHEK 0:53 -SUM 9 13 0.010 ,N3F END INV - 32:60 CHECK TO CURB INLET CI-1 'Ihv.IN/OUT- 32.60 30.65 DROP: 1.41 LENGTH: 88 S : 0.0160 ' "` _ CI-1 IN INV. 32.60 ' ' FACE FLOW TO CURB INLET CI-1 P9.2, SOUTH, BASIN 1 11.8 0.55 4.16 3.54 6.16 "' s "' -' CI-1 OUT INV. "730.65 ". }}}+++++}}}}}}+}}+++±f}}++++++}+++}++++++}f++++++++}+}+++++++++++++++++}++++++++}}+}++++++++++++}+++++++++++++++++}++++++}+++++++++}++}}++++++++++++++++++++}+}+++}++}+}++++++++++}+++++}}+iii+++++++.�++i�+i+ii{i1i111111111111111111111111111111111111tlttluuiiuliiii f� L I D-2 ! - -:/021193 ARCH. HORIZ. HIGH SCHOOL FILE: BLDG-DRN P.N.: 021.006 ---------------------------------------------------------------------------------------------------------- By: ERM Page 2 -of 3 PG2A LOCATiOlq OF BASINS ELEMENT BASIN LENGTH Tc FLOW TIME TIME Tc AVG. fNTEN- SUM DIRECT OTHER SUM ROOF ffl( PIPE ------------- ----------------------------- (<PIPE REMARKS IPIPEvel. CALC. -- ---------------------------------------------------------------------------- E I M E N T DISCRiPTiCSI I N V E R T :((((( NORMAL DEPTH )))))))) i DES I C4 POINT NO. SIZE ITEM ft. ROOF PIPE SUM COEF. SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE SLOPE SIZE CAP. DESIGN VEL. PIPE :Check STATUS AREA COEF COEF EL. CLAC.: DEPTH ANGLE AREA A/P ADJ. min. min. min. min, C$Cf in/hr. A acre cfs cfs Or cfs Sr % ft/ft D in. cfs cfs fps Condition & (10 for On :NO. acre "Co C*Cf n ;NO. ITEu ft. CHECK: Hn On An Rn fQn 2 3 4 5 6 7 8 9 10 11 12 -------------- -------------- ----- ------ ----- 13 14-16 17 18 21 22 23 24 25 -------- ------- ----- ----- ----- ---- ---- ------ - ---- ------- 26 -------- 27 28 1 29 10 31 32 33 34 35 36 37 38 133 STORM SEVEN S4 24 w PIPE 116 62% 0.2 12.0 0.87 4.14 5.50 19.80 0.00 19.80 0.0061 24.40 ------------ ----------- --------------------- ----------- 24.0 19.80 8.27 82% of FULL CAP .:,VEL. OK BALANCED -- ---- - ---- ----- ------ -- ------ ---- ----- ------ 0.010 IS4 29.94 CHECK 1.41 1.96 2.39 0.60 TO MANHOLE M-3A Inv.IN/OUT: 29.94 29.47 TOP= 39.55 DEPTH 9.61 DROP: 0.71 LENGTH: 116 S = 0.0061 1 0.000 • 135 BUILDING 14 .80 X 65 ' 65 1.8 0.4 5.0 0.95 5.59 0.12 0.63 0.63 2.00 M-3A :14 0.12 0.95 0.95 114 IN INV.: BEG !MY.: 29.94 Roof HEADER F14A 6 PIPE 64 50% 0.2 5.2 0.95 5.53 0.12 0.63 0,63 0.0300 6.00 1.3 0.63 6.42 50% of FULL CAP.!' ,VEL. OK BALANCED 1 0.010 :H4A END INV.: 37.52 35.60 0.25 1.57 0.10 0.12 0.000 13 --96 X 70 ' "PIPE 70 1.9 0.4 5.0 0.95 5.59 0.16 0.85 0.85 2.00 15 0.16 0.95 0.95 15 Roof ?FADER H48 8 81 53% 0.2 5.4 0.95 5.46 0.28 1.45 1.45 0.0300 8.00 2.7 1.45 7.92 53% of FULL CAP. VEL. OK BALANCED 0.010 :H48 END INV.: 33.17 0.35 1.61 0.18 0.17 0.000 "PIPE ;Q n in A q1 :16 0.10 0.95 0.95 :16 Roof HEADER H4C 10 114 39 0.2 5.6 0.95 5.40 0.38 1.95 1.95 0.0300 10.00 4.9 1.95 8.51 39% of FULL CAP. �;IVEL. OK BALANCED 0.010 jH4C END INV.: 29.75 CHECK 0.36 1.44 0.23 0.19 0.000 TO MANHOLE M-3A lnv.IN/OUT-- 29.75 29.47 TOP: 39.55 DEPTH 9.80 DROP- 7.77 LENGTH: 259 S 0.0300 .; S1IRFACE FLOW TO CURB INLET CI-2. P-Q.2, SOUTH BASIN 2 : 12.0 0.87 4.14 5.69 20.49 M-3A IN INV.: 29.75 41 11 STORM SEVER 55 -30 'PIPE 343 96 0.6 12.6 0.87 4.05 11.57 40.88 0.00 40.88 0.0059 30.15 41.7 40.88 9.58 98% of FULL CAP.j:�AL. OK BALANCED M-3A OUT INV.: 0.010 IS5 END INV.= 29.47 27.43 CHECK 2.02 2.22 4.27 0.76,-0.000 TO CURB INLET CI-3 lnv.IN/OUT- 27.43 27.33 TOP: 36.38 DEPTH 8.95 DROP: 2.04 LENGTH: 343 S 0.0059 2.06 ((( DROP @ S .�i RFACE FLOW TO CURB INLET CI-3. pq.2. SOUTH, BASIN 3 : 13.5 0.84 3.93 7.26 23.97 .0060 I CI-3 IN INV.: 27.43 f STORM SEVER S6 --36 w PIPE 237 - 109% 0.5 14.0 0.86 3.87 18.83 62.66 0.00 62.66 0.0043-36.25 57.6 62.66 8.74 1'109%'of FULL CAP.: -IVEL. OK OK CI-3 OUT INV,: 0.010 :S6 END IVY.- 27.33 26.32 CHECK 3.02 3.14 7.17 0.76 5.003 TO RANKLE M-4 Iny.IN/OUT: ' 26.32 26.32 TOP: 35.64 DEPTH 9.32 DROP: 1.01 LENGTH: 237 S = 0.0043 I M-4 . IN INV.: 26.32 BUILDING "'L" 17 17 25 X 48 4 48 1.5 0.3 5.0 0.95 5.59 0.03 0.15 0.15 2.00 ... . .. 117 0.03 0.95 0.95 117 BEG INV.: 37.52 Roof Roof HEADER " 'DER ' H5A A PIPE ' 71 38% 0.5. 5.5 0.95 5.43 0.03 0.14 0.14 0.0236 4.00 0.4 0.14 2.40 38% of FULL CAP. VEL OK BALANCED i 0.010 :H5 END -INV. z 35.84 0.22 1.88 0.06 0.10 -0.000 BUILDING BUILDING [RooL 18 18 42 X 84 84 2.0 0.5 5.0 0.95 5.59 0.08 0.43 0.43 2.00 I :18 0.08 0.95 0.95 118 Roof HEADER HEADER H58 H58 8 PIPE 94 23% 0.3 5.8. 0.95 5.34 0.11 0.56 0.56 0.0236 8.00 2.4 0.56 5.62 23% of FULL CAP. aVEL. OK BALANCED 0.010 IH58 END INV.: 33.62 0.22 1.22 0.10 0.12 -0.000 X BUILDING 19 -116 X 54 54 1.6 0.3 5.0 0.95 -5.59 0.14 0.76 "�,-0.76 -Yi-.27 2.00 T: - 19 0.14 0.95 "035 Rod HEADER HSC 10 PIPE 120 29% 0.3 6.1 0.95 -5.26 .0.25 0,0236 10.00 :4 4---v-1--27'-135'I,-, o CAP, NC K ED 10 H5C END INV.: 30.78 0.31 0 0 f.3 I a DING BUILDING 'U' L 20 20 In" v at at .1 0.5 5.0 0.95 5.59 0.20 1.08 :1.08 2.00 -4 ,120 DID 6-95 20 .1.000 ...... K A Roof HEADER H50 "0 10 PIPE 97 52% 0.2 6.3 0.95 5.21 0.46 2.26 2.26 0.0236 10.00 - 4.4 2.26 8.09.1 52% of FULL CAP. VEL. OK BALANCED - ic 0.010 H5D END INV.: 28.49 CHECK 0.42 �-v 1.59 0.28 T To MANHOLE 0 RANKLE M_4 M-4 Inv.IN/OUT: 28.49 28.49 TOP: 35.64 DEPTH 7.15 DROP: 9.03 LENGTH: 382 S 0.0236 0.21 0.000 NORTHEAST SIDE OF BUILDING M-4 IN INV.: 28.49 .5 5 I NO BUILDING BUILDING Roof HEADER 21 21 H6A 35 X 140 I PIPE 140 132 2.6 0.8 25% 0.4 5.0 5.4 0:95 0.95 5.59 .5.46 0.11 0-60 0.60 0.58 2.00- - , - - - . 6223 ss , �;I,, - ..- . , : : . -,, i 1 ' . �.., '3'-.4-. �,'Is% '.�,,IFULL 0.1.1 0.95 0.95 . 1. � � , ��. , -, . - a�;, BEG INV.: 37.52 CHECK LYE for L22 Y22 INV. 34.57 I'- : Iof� -:-':,'0. - 8.60 5 UP. BALANCED 8-1�,,,COIO :HSA END INV.- 14.57 CHECK 0.23 J .24 OJOO:13_4.000 1 DROP- 2 .95 LENGTH: 132 S-- 0 0223 M 12f, (N I KY. 34.57 34.57 Y, BUILDING 22 Z95 X152 152 2.7 0.9 5.0 0.95 5.59 0.34 1.81 1.81 2.00 Roof L22 Y22 PIPE 10 28% 0.0 5.0 0.95 5.59 0.34 1.81 1.81 0.0196 12.00 fin 6 5 1. ii -7747- 28% 'of FULL CAP.; VEL. OK BALANCED :22 0.34 915 0-95 122 BEG INV.: 34.77 Roof HEADER H68 12 PIPE 120 36%. 0.3 5.7 0.95 5.37 0.45 2.31 2.31 0.0196 12.00 - 6.5 -2.31 7.56 36% FULL CAP..' OK BALANCED 0.010 :Y22 END INV.: 34.57 CHECK 0.36 1.29 0.26 0.20 -0.000 "of ER Roof HEADER Roof HEADER HSC "C -12-!' PIPE 210 68% 0.8 6.5 0.95 5.15 .0.45 121 -2.21 of 11YEL. i-0.0050 12. 00 �::,3. 3 Z,2."21"!A-.`4B-;)--68% of FULL CAP.: VEL OK' BALANCED 0.010 :H68 po END INV.: 32.22 32.22 0.41 1.39 0.31 0.22 -0.000 . TO MANHOLE 6 inv.IN/OUT-- 31.17 30.97 TOP: 40.50 DEPTH 9.33 D" DROP:. '11.05 LENGTH: 210 S 0.0050 .010 1w , 'k END INV.= 31.17 CHI:�1:11I 11,11111778 0.49-0.28 0.000 5 5 BUILDING BUILDING _ 23 23 158 X124 ' 124 2.5 0.7 - 5.0 0.95 5.59 0.46 2.44 2.44 2.00 -zz .., , .1 ': . :1 p '- U.45 0.95 IN INV.: 31.17 I Roof LEADER L23 "15 PIPE 107 14% 0.2 5.2 0.95 5.53 0.46 2.42 2.42 0.0421 15.00, 17.2 2.42 9.90 14% of FULL CAP. VEL.--OKBALANCED ;ZJ 0�95 123 0.010 :L23 BEG INV.: BU INV.: 37.52 33.02 BUILDING 24 116 XI 16. ' ' 116 2.4 0.7 5.0 0.95 5.59 0.32 1.70 1.70 2.00 124 0.32 0.95 0.95 124 0.32 1.05 0.24 0.19 -0.000 1 '' Roof LEADER H61) 15'" PIPE 13 24% 0.0 5.2 0.95 5.53 0.78 4.10 4.10 0.0421 15.00 �1 17.2 4.10 11.51 24% of FULL CAP.! 110 fps BALANCED 0.010 :H6D END INV.: 32.47 CHECK 0.41 1.23 0.36 0.23 0.000 I15 TO MANHOLE M-6 Inv.IN/OUT- 32.47 30.97 TOP: 40.50 DEPTH 8.03 DROP: 5.05 LENGTH: 1120 S : U.0421 � , *1� I 16 Roof HEADER H6E 18 PIPE 100 62% 0.3 .6.8 0.95 5.08 1.23 5.95 5.95 0.0050 18.00 . . ; , I I 1 1 �: 9.6. 5.95 5.74�: 62% of FULL CAP. 1 VEL. OK BALANCED M-6 0.010 jH6E OUT INV.: END INV.: 30.97 6 BUILDING 25 104 X116 116 2.4 0.7 5.0 0.95 5.59 0.29 1.54 1.54 2.00 - :25 0.29 0.-95 0.95 30.47 0.85 1.71 1.04 0.40 -0.000 Roof HEADER H6F '18 PIPE 96 75% 0-3 7.1 0.95 5.01 1.52 7.24 7.24 0.0050 18.00 9.6 7.24 5.99 75% of FULL CAP. VEL. OK FAL-ANCED', 125 0.010 ;W END INV.: 29.99 BUILDING 26 1 8�-' X116 116 2.4 . 0.7 5.0 0.95 5.59 0.24 Q7 1.27 2.00 126 0.24 0J95 0.95 0.97 1.87 1.21 0.43 -0.000 6 Roof HEADER - H6G It "PIPE 55 87% 0.1 7.2 0.95 4.98 1.76 8.34 8.34 _0.0050 18.00 9.6 8.34 6.14 87% of FULL CAP. SiVEL. OK BALANCED 1 :26 0.010 :H6G END INV.: 29.72 CHECK 1;08 2.02 1.36 0.45 -0.000 707 NAME M-5 lnv.]N/OUT= 29.72 29.52 TOP: 34.00 DEPTH 4.28 DROP: 1.25 LENGTH: 251 S -- 0.0050 Roof Roof HEADER HEADER 161 H6H 18 R PIPE Ivl R PIPE 289 83% 0.8 8.0 0.95 4.81 1.76 8.05 8.05 6.0050 18.00 9.7 8.05 6.12 83% 6K BALANCED of FULL CAP�j M-a 0.010 :H6H OUT INV.: END INV.: 29.52 28.07 CHECK 1.05 TO MANHOLE M 4 M-4 in INLU Inv.IN OUT: 28.'07 26.32 TOP- 35.64 DEPTH 7.57 DROP: 1.45 LENGTH: 299 S - O.nn.in 1.98 1.31 0;44 0.000 D-3 f t°I 11/02/93 - - ARCH. Ug;Z. HIGH SC400L FILE: - BL1DG-3R4 P.4.: 021.006 By: ERM Page 3 of 3 ; °I PG3A A - - BASIN --- - - is FLOW TIME --------------------------------------------------------------------------------------------------------'------------------------------------------------------------------------------------------------------------' Tc AVG. !40- SUM DIRECT OTHER SUM ROOF (((( PIPE ))>)> (( PIPE )> ' R E M A R K S 'P,1PE vel. CALC. ; ((((; E L a M E N T »)>)>; DISCRIPTION I N V E T ;((((( NORMAL DE?T.H ))>)>))) ° I LOCATION OF BASINS ELEMENT LENGTH TIME ROOF PIPE SUM COEF. SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE SLOPE SIZE CAP. DESIGN VEL. ; PIPE ;Check STATUS ; AREA COEF CHEF. ; .1 EL. CLAC.; DEPTH ANGLE AREA A/P AD.I. by DESIGN POINT NO. SIZE ITEM ft. min. min. min. min. Mf in/hr. A acre cfs cfs Qr cfs Sr % ft/ft D in. cfs cfs f s P , Condition i>,� 8 (10 for Dn ;NO. acre "C" C*Cf n ,NO. ITEM ft. CHECK, Hn 8n An Rn fOn , ' ---- - - - - - - -- - -- --- -_c-c -36 -31- -38-- ' !" 1 -- -- - 2 3 4 5 6 - ---•- ----- ---- ----- 7 B, •:: 9 10 11 12 13 14 16 17 18 21 22 23 24 ;>v 25 26 28 30 31 ; 32 1 ; 3- 34-- 35 9 -- -29 " ' STORM SEVER S7 36 " PIPE 138 1081 0.2 14.2 0.87 3.95 21.04 10.45 70.45 0.0055 36.25 65.5 70.45 9.83 1108% of FULL CAP.;,, VEL. OK OK ' 0.010 'S7 END INV.: 25.56 CHECK ' 3.02 3.14 7.17 0.76 2.475 ' 9 10 1 RFACE TO CURB INLET FLOW TO CI-4 CURB Inv.IN/OUT= 25.56 INLET CI-4, pg.3, SOUTH, 25.36 TOP: 35.10 BASIN 4 : DEPTH 9.54 10.4 0.90 4.37 DROP: 4.69 0.76 LENGTH: 18.45 138 S : 0.0055 i°' CI-4 OUT INV.: 25.36 i 1.01 :d/O MAX. Q @ d/D :.9 SSEVER S8 TORM 36 " PIPE 172 117% 0.2 14.4 0.89 3.83 25.73 86.25 86.25 0.0070 36.25 73.9 86.25 12.03 '1171 of FULL CAP.'t.>Ill fps OK ; 0.010 ;S8 OUT INV.: 24.16 CHECK ; 3.02 3.14 7.17 0.76 6.178 TO MANHOLE M7 Inv.!N/OUT: 24,16 23.96 TOP: 31.00 DEPTH 6.84 DROP: 1.20 LENGTH: 172 S : 0.0070 ; Ili OUT !NV.: 23.96 ' r ACK UNDERDRAIN TO SEINER M.H. V 7 Page " 3, SOUTH BASIN 5 13.6 0.45 3.92 1.68 2.9661 STORM SEVER S9 36 PIPE 333 119% 0.5 14.9 8.85 3.T1 27.42 87.75 87.75 0.0070 36.25 73.9 87.75 12.24 '119% of FULL CAP.' . 10 fps OK ; 0.010 ;S9 END INV.= 21.63 CHECK ; 3.02 3.14 7.17 0.76 6.927 i4 TO MANHOLE M8 fnv.!N/OUT: 21.63 21.43 TOP: 25.70 DEPTH 4.07 DROP: 2.33 LENGTH: 333 S : 0.0070 ; MS OUT INV.: 21.43 ' „ STOIMI S1'ER OUTLET to CHANNELENO S10 36 " PIPE 25 Inv. E1.:20.98 7T% 0.0 13.6 0.95 3.92 27.42 DROP: 91.24 0.45 LENGTH: 91.24 25 0.0180 S 0.0180 36.25 118.5 91.24 18.24 ; 1.11 of FULL CAP. ' II41 10 fps BALANCED ; 1 0.010 IS10 END IRV.: 20.98 CHECK ; 1.99 1.89 5.00 0.87 -0.000 ; : END OUT INV.: 20.98 }}}}}}}}}}}}}}}}}}}}}}}}}}}}:}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}+}}}}}}{}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}1}} s. ' n It cc C o< ..' �,• .. -,�G...i wL�1? -•a � -. :...:' ... '...'- �'.1':� �i.: ...i„1 Yx4 .'.'v L'�� � �2.] In u }}}}}}}}}}}}}}}}}}}}}}}}}}}}}}} u l T ' 'i 91 - � ._. ' , ♦ i:.. xw'�i y x,.` I r F .1ayl 9 u (I 41 11 �' tl LI - 1 I 1 9 4 [ 1 1 1 9 4 It � 1 ! v - D-4 II II APPENDIX E BACKWATER CALCULATIONS SOUTH STORM SEWER 10 YEAR STORM EVENT NORTH STORM SEWER 100 YEAR STORM EVENT I I I ' f- --- -- y: _nM---E3ae -anC7i�=Al GRPvN5-?-?Z? OOS]ate: TT/03j9?- 0-D15AACti=nORiZ- 3ASi"i 1ESIGN PT. BASIN SUM BASIN BASIN BASIN TOTAL dASN FLOW ELEMENT T!.".E PIPE PIPE PIPE 90, W. AREA AREA C Cf CCf AVG. CCf Tc :CEMENT Tf ..in. ! FCGW;cfs REACH _ENGHi fit �89--1J 95-TOD-iC9 6- ..-50-d: 13r- 32 : 2 0.54 1.43 0.95 1.00 0.95 0.95 5.0 Mt M2 0.4 6.0 5.24 1.2 MH2 - MH3 95 "1 83 : 3 0.53 1.96 0.95 1.00 0.95 0.95 5.0 M2 - M3 1.2 7.2 19.3 M3-3 C11 s34 5 0.38 5.88 0.95 1.00 0.95 0.71 5.0 0.5 11.3 4.16 117.3 CII -Ni 116 "i 42 = 6 5.69 11.57 0.87 1.00 0.87 0.79 11.3 CI1-Ml 0.8 12.6 4.05 36.9 Ml -C13 343 3i- 35 = a 2.22 21.05 0.95 1.00 0.95 0.82 5.0 C13- MH4 0.3 • l 3.90 67.5 MA - C14 138 #4 : 9 4.69 25.14 0.90 1.00 0.90 0.84 10.4 Ml C14 . 0.3 14.1 3.86 83.2 C14 - Ml 112 J-= 10 YEAR STORM SOUTH STORM SEWER B A C K W A T E R CALC. BOLT DOWN COVER ON MANHOLES #1 & #2 ;;-P . or 11111 or r Vry/2G-0055 ENERG „ . - Ci j NO. DESCRIPTION VALUE CL EL. Cy VALU CFS HIGH FT. FT. FT.. S0. FT. FT/SEC F;. FT, EL. FT. EL. FT. HEAD FT. EL, HEAD,ft Co ONTO D-. T0-YEAR maximum. eIevation Tt. _ 41-0 1 EXIT to POND 20.98 1.00 76.9 36.25 PART FULL 6.96 11.06 1.90 25.70 23.80 2.82 0.82 :SU8!i GRAVITY Pipe ft/ft: 0.0180 0.00663 : Se ft/ft )CRITICAL 2.53 a On : 1,773 2.745 =0c De: 2.468 D avg.: 2.74 29% L FIFL, ::Y: 3 MANHOLE, OUT #8 I:.+e 21.43 r.vw 0.25 .... 76.9 ..... 36.25 ..-. .--- SURCHARGE -- -- -_ 7.167 10.73 1.79 0.45 26.59 24.80 3.37 25.70 -0.90 4 MANHOLE, IN #8 21.63 0.80 76.9 36.25 SURCHARGE 7.167 10.73 1.79 1.43 28.02 26.23 4.60 25.70 0.53 w 6 1-N ZA4 JU.i)br over o: 0. U j..0 '` 6 MANHOLE, OUT #7 23.96 0.25 76.9 36.25 SURCHARGE 7.167 10.73 i.79 0.45 31.01 29.22 5.26 31.00 -1 R It 7 MANHOLE, IN #7 24.16 0.80 75.3 36.25 SURCHARGE 7.167 10.51 1.72 1.38 32.39 30.67 6.51 31.00 -0.33 "H 1 1.17 il JJ.b4 31-2Z 636 over o: DAD :i+ K IF 9 CURB INLET, OUT #4 25.36 0.25 75.3 36.25 SURCHARGE - 7.167 10.51 1.72 0.43 34.07 32.35 - 6.99 35.10 -2.75 10 CURB INLET, IN #4 25.56 0.80 59.6 36.25 SURCHARGE 1.161 8.32 1.07 0.86 34.92 33.85 8.29 35.10 1.25 CI-4 26.32 over o �. 071 11 pip Hop " 12 MANHOLE, OUT #4 26.32 0.25 59.6 36.25 SURCHARGE 7.167 8.32 1.07 0.27 35.82 34.75 8.43 35.64 0.89 13 MANHOLE, IN #4 26.32 0.25 52.0 36.25 SURCHARGE 7.167 7.26 0.82 0.21 36.03 35.21 8.89 35.64 -0.43 MH 4 over o . 1 "I 15 CURB INLET, OUT #3 27.33 0.25 52.0 36.25 SURCHARGE. ', "°'-7.167 7.26 0.82 0.21 37.05 36.23 8.90 36.38 0.15 16 CURB INLET, IN #3 27.43 0.40 33.4 30.15 SURCHARGE +. rs ..4.958 6.74 0.71 0.28. 37.34 36.63 9.20 36.38 0.25 1 . ver o . ,. "I 18 MANHOLE, OUT #3A 29.47 0.25 33.4 30.15 SURCHARGE 4.958 6.74 0.71 0.18 38.83 38.12 8.65 39.55 -1.43 19 MANHOLE, IN NA29.67 0.40 13.8 24.40 SURCHARGE 3.247 4.26 0.28 0.11 38.94 38.66 8.99 39.55 -0.89 1911 over o: U.00 0.ua 21 CURB INLET, OUT #1 30.65 0.25 13.8 24.40 SURCHARGE 3.247 4.26 0.28 0.07 39.24 38.96 8.31 39.00 -0.04 „I 22 CURB INLET, IN #1 30.85 0.40 8.5 24.40 SURCHARGE 3.241 2.60 0.11 0.04 39.29 39.18 8.33 39.00 0.18 C3 1 .over o= ZAa _., 24 MANHOLE, OUT #3 32.91 0.25 8.5 18.15 SURCHARGE 1.797 4.70 0.34 0.09 40.64 40.30 7.39 39.70 0.60 25 MANHOLE, IN #3 33.11 0.40 7.2 18.15 SURCHARGE 1.797 4.01 0.25 0.10 40.74 40.49 7.38 39.70 0.79 n-1 over o 0.85 T. 27 MANHOLE, OUT #2 33.68 0.25 7.2 18.15 SURCHARGE 1.797 4.01 0.25 0.06 41.05 40.80 7.12 38.50 2.30 28 MANHOLE, IN #2 33.93 0.40 4.6 15.02 SURCHARGE 1.230 3.74 0.22 0.09 41.14 40.92 6.99 38.50 2.42 '17 Over o= DIN i 30 MANHOLE, OUT #1 35.00 0.25 4.6 15.02 SURCHARGE 1.230 3.74 0.22 0.06 41.59 41.37 6.37 38.00 3.37 31 MANHOLE, IN #1 34.72 0.80 4.6 15.02 SURCHARGE 1.230 3.74 0.22 0.18 41.16 4L54 6.82 HAD 3.54 cover x lam.: ps _ - . o ra er pressure r o- ;. ` NOTES: MANHOLE OVERFLOW assumed not to accure till .75 ft. head lifts cover and then overflow clac. based on surcharge head (Hs) through opening (Ho) equal to surcharge head less .75 ft. Manhole overflow as orifice Do : C a 4 (29itli 5 C=.6 a= 6 # Ho Ho: Hs-.75 Oo :.6 # 6 4 Ho 4 (64.4 : Hs)". overflows as a 10 - OVERFLOW CI-1 TO CHANNEL, cfs = OVERFLOW CI-3 TO PARKING, cfs = 2.6 DEPTH, ft.= 0.18 4.4 DEPTH, ft.= 0.25 EA ARCHITECTURAL HORIZONS P.H.: 021.006 Date: 03/24/94 FILE : BACK-H20 DISK :ARCH-HORIZ Range: N-SEWER By: ERN Page 1 of 1 WORTH-3D"-STORM-SEWER-BACKWATER-CALC-FOR-MAX FLOW-W/-FREErtNLET PT. ITEM ITEM IRV.or K,N or FLOW DIAM.IN. WIDTH LENGTH AREA VEL. V*V/2G LOSS ENERGY LIQUID DEPTH - Au. uwviriwn IALUC 6L CL. V YALU WJ nlUn rl. n. I I. I If aw Iu. w DETENTION POND, 100 YEAR maximum elevation ft. 23.4 ERiT to POND 19.43 f00-357-30:T5"SURCHARGED 4:96 r20-�81-0.81-24.22-23.4T--3. 8-3. 8 GRAVITY Pipe ft/ft-0.00545 0.00437 = Se ft/ft )CRITICAL 3.14 8 On : 1.855 2.026 -Oc De- 3.473 0 avg.-- 3.73 2 PIPE, HOP 22.01 0.010 35.7 30.15 SURCHARGE 473 4.958 7.20 0.81 2.07 26.29 25.48 3.47 (( USE De 3 MANHOLE (43 DEG:) --22:21 "0:23-2"t-- T1 3.50 GRAVITY Pipe ft/ft=0.00545 0.00437 = Se ft/ft )CRITICAL 3.14 8 Dn : 1.855 2.026 =Dc De= 3.114 D avg.: 3.29 4 PIPE, HOP 24.02 0.010 35.7 , 30.15 SURCHARGE 332 4.958 1.20 0.81 1.43 27.94 27.13 3.11 (( USE De NHOLF(5 UN.) -0:0 .81-0 04-ZT:98�Trt1 3:05 GRAVITY Pipe ft/ft=0.00545 0.00437 = Se ft/ft )CRITICAL 3.14 8 On - 1.855 2.026 -Dc De-- 2.731 D avg.- 2.92 6 PIPE, HOP 26.00 0.010 35.7 30.15 SURCHARGE 354 4.958 7.20 0.81 1.56 29.54 28.73 2.73 (( USE De I 0.4 0-29 8 INSIDE BOX GUTTER 30.00 FREEBOARD t CURB INLET ENTRANCE: 0.06 0.00 29.94 29.94 MAX. FLOW, cfs = 35.7 INLET FREEBOARD, ft.= 0.06 t Offifif+f ! , I I iI 14 , I riV E-2 II II II II APPENDIX F NORTH AREA, INLET AND NORTH STORM SEWER CALCULATIONS 10 YEAR STORM EVENT ARCHr,HORIZ.-HIGH-SCHOOL FILE:-STRM=I0N-FILE:C,-�123\AR(Ot-HRZ\DRAINAGE\STRM-I0N. 06/07/94 DISK: ARCH-HORIZ P.N.: 021.006 B A S I N S 9 and B6 to SEWER & NORTH N 10 YEAR 1,00 =Cf By: ERM L BASIN ------------------------------------ INLEUFLOW TIME) TIME AVG. INTEN- -----------------------------------------------------------------------------: SUN DIRECT OTHER SUN (( STREET (((( PIPE »)> ( STREET )) (( PIPE » 11 LOCATION OF BASINS ELEMENT LENT TIME STREET PIPE Tc SUM COEF SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE CAP. SLOPE SIZE CAP. DESIGN VEL. DESIG VEL. N DESIGN POINTNO. SIZE ITEM ft. min. min, min. min. C+Cf in/hr. A acre cfs�s Qr cfs Ss % cfs ft ft Din. c s c s ps c s ps El - 1 - ----------------------- ----------- 2 3 ---- 4 ----- 5 6 ----- ---- 7 ------ 8 ---_ 9 r _----- 10 ------ 11 12 ---- ------ 13 - --- 14 15 16 17 --.r.. _ .=�'==---�.... 18 19 20 ....-----.:.�- 21 22 ---- ---- BASIN 9 DESIGN - ---------- --- PT.13 - -- --- ---- ----- ---- ----- ---- - -- -_ ---- ------ 17.4 acres CCf 0.65 ----- ---- - -_ Q-10 --- - -- --- ----- 27.9 ---- -----i 1 GRASS/PARKWAYWG5 80 ' X 175 ' 80 11.3 1.3 11.3 0.25 0.32 2.00 1.00 2-GRASS/WALKWAYNS4-53 ' X-110 ' 1?0-5-7-1:9 5.70:41 0747 2 20 '.o`_ 3 GRASS WG6 160 ' X 81 ' 160 15.0 (((((((USE 15.0 0.35 3.76 0.77 1.00 1.00 2.40 1.10 "4 GRASS WG7 76 ' X 410 ' 410 32.2 9.7 32.2 0.30 2.48 1.49 1.11 1.00 0.71 '_GUTTER GUT WG5) 106 300ASE))) 2 1 17 10 35 3 54 0 77 U34 0 94 2 07 15 4 OK ) than 0 4 0 94 2 39 '5 MASS WG8 77 ' X 420 ' 420 32.6 9.9 32.6 0.28 2.46 2.23 1.55 1.00 0.71 6 GRASS W09 30 ' X 400 ' 30 4.0 0.2 4.0 0.28 2.51 10.00 2.24 1 GRASS WG10 86 ' X 140 ' 140 11.7 1.6 11.7 0.28 2.79 4.20 1:45 '8 BUS UNLOAOINGNPI 30 500 2.9 ((USE 14.6 D.37 3.80 3.25 4.58 4.58 1.40 12.6 OK ) then 4.6 4.58 2.84 BUS UNLOADIN(WIP1 30 140 0.8 ((USE 15.4 0.44 3.72 3.70 6.10 6.10 1.40 12.6 OK ) then 6.1 6.10 3.04 GUTTER GUT WG5)rA,WG9)WP 415 3.7 ((USE 20.8 0.47 3.21 1.79 2.70 2.10 0.56 7.4 OK ) then 2.7 2.70 I.71 lb GRASS NG12 100 ' X 183 ' 100 8.3 0.9 8.3 0.35 3.95 7.00 or- 1.87 Ill MAIN ENTRANCEWP5 35 470 5.0 2.3 16.9 0.41 3.56 4.39 6.42 6.42 1.80 14.3 OK ) then 6.4 6.42 3.39 13 PARKING LOT WP6 420 ' X 1TO ' 420 6.3 4.1 10.7 0.54 4.32 6.30 14.81 14.81 0.75 1.69 E Li BRAS'' • :.; WG14 Ik GRASS WG15 120 ' X 56 ' 120 30 ' X 191 ' 30 14.6 4.6-0.3 2.2 14.6 4.6 0.54 0 53 6.45 9.54 1.10 640 0.92 1 83 �. S h GAASS WG13 130 ' X 313 ' 130 10.2 1.3 10.2 0.50 7.52 5.60 1.67 I PARKING LOT WP8 1 PARKING LOT WP9 350 ' X 95 ' 350 280 ' X 81 ' 290 5.1 1.2 2.8 2.0 13.0 15.0 0.54 0.56 3.99 3.75 8.29 8.91 17.82 18.60 17.82 19.60 1.10 140 2.06 33 16RASS/NALKWAYWS8 20 ' X 130 ' . 20 2.4, 0.3 _ : 2.4 0 56 8.87 0.00 2.00 - 1.00 VALLEY PAN, : Bot: 0.0 Sx= 100 580 8.3 ((USE 29.1 0.56 .: 2.65 8.87 13.26 13.26 0.56 69 AK > then 13.3 13.26 1.82 ID GRASS ".:' •:.1017 110 ' X 339 ' 110 10.2 1.2 , - : ID.2 0.54 '_• 9.73 4.40 1.48 I PARKING LOT WP7 . 280 X 190 280 4.9 2.5 12.7 0.58 4.04 10.95 25.77 25.71 0.90 1.35 FLOW from VERMONT Dr. into NORTHWEST ENTRANCE Pg.1 5.0 0.60 5.59 11.56 3.10 3.10 BRASS/VALKWAYNS9 30 ' X 230.' 30 2.9 0.5 2.9 0.60 11.72 2.00 1.00 I ry aix .y CLASS ` ~zU '' N019 t t .215 X Y10 215 3.0 I 2.1 �- ,13.0.0 56 t w.e.' "' . 13.36 5.10 PARKING LOT NP10 490 X 142 490 6.0 4.0 .:: 17.0 0.60 . 3.55 96 31.88 31.88 1.10 "•' 2.06 .:.,•.:: .... . .14. N = 02 1 !T FLOW, from VERMONT Dr. into NORTH ENTRANCE P9.1 . 530 0.62 5.37 16.12 . 8 5.79 18 5.79 0--56 N 9 NO GOOD E 2 22-111 14 1 PARKING LOT NP11 430 ' X 133 ';4�30 6.6 4.4 32.4 0.65 2.47 17.43 27.92 27.92 0.70 1.63 17A 17A 097 1o7 DESIGN PT.13 CURB INLET NO. 6, TYPE C FLOW DEPTH at CURB, Yo =0.50 Neenah R-3296 4 units Open,h,ft : 0.50 Open,L,ft= 10.67 Total Casting Length,ft: 13.83 Req'd Qr - 27.9 Opening r/ R.F.Qr- 10.6 17.3 (( TO GRATE COMBINE 418" ride GRATE Head.hc ft= 0.58 Grate Free Ag. sq.ft.: 7.2 Flor Qu cfs/sq.ft 3.62 Gratting r/ R F Qc - 20.8 Go - -3.5 ( NO OVERFLOW IDTE: PIPE CAPACITY 11 35.7 LESS THAN INLET CAPACITY 38.2 AND CODS OVERFLM. 10 OVERFLOW = 27.9 - 35.7 - -1.8 cfs BASIN B6 DESIGN PT.14 0.71 acres CCf = 0.95 Q-10 = 3.6 IQ BUILDING 825 70 ' X 162 ' 162 2.8 1.0 5.0 0.95 ; 0.26 0.00 2.00 2.19 11 ROOF HEADER H6 10 "PLASTIC 300 68% Full 0.5 5.6 0.95 5.411 0.71 3.65 3.65 3.5401110.00 5.4 3.65 10.57 30 i n c h N O R T H • S T D R M S E W E R I? STORM SEWER SR11 30 'PLASTIC 354 75% Full 0.7 33.1 0.66 2.44 18.14 29.23 29.23 0.5411130.00 39.2 29.23 8.76 13-STORM-SEWER-�R12-;1�ASTIC 332-14x t 8.18.87 4-2 28.97 n 541 og_ a z._ _ YB 878 tL Ill STORM SEWER SR13 30 "PLASTIC 473 72`< Full 0.9 34.6 0.66 2.36;: 18.14 28.21 28.27 0.5411130.00 39.2 28.27 8.70 FLOW to CHANNEL : 28 cfs tiii;- Total Storm Serer Length 0.30:- M.H. Drops 6.57 : Total Crop 6.27 - Line DROP 0.5415- Line Slope 0, 6 .++++4++++++++++++++++++++4++++++++++++++++4+++++++++++++++++++4+++++++++++++++++44+4444++4++4+++4+444444+4444444444444444444444444444444444444444444444++++++ { R E M A R-K S ;--ELEMENT-;-ST� DE4"ALC'-S-�P_l-PE-DERTH-CLAn ------------------------------------------------------ --------- --- ((((((", ... 1 REETS 6 CHANNELS >))»>))> (((< ((((( P I P E >) > > >) > > ;STREET Allorable,FLON Depth, Status ;CALC.;(<(<( INPUT DATA )>)»»)» RED. CURB CHANEL Rd.Z WIDE AREA PERM ADJ. ((( NORMAL DEPTH »> (( CRITICAL DEPTH >) Ir 'TAT ;-.... -A-COEF-CMF. FAC.-DEPTH-LT.SS-U-SS_W A P-EAC.-ANGLE-AREA-A/P-AD,I.-ANOLE-HIDE AREA-ADJ� ;PIPE Condition, Vol. 6 On Status { -- _INO._ acre "C" CdCf n F ft ft/ft ft/ft ft sq.ft. ft f0d Bn An Rn fQn Bc Tc Ac f0c I I�----------------------------------- - - ----- ---- ----- ----- ---- --------- 11-- - - - - - --- -------------------------------- ----- ---- - -- ----- ---- ----- ---- ----- ---- ---- --- - - -- -__ 23 24 25 26 27 28129 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 l - -- ------------ ---- ----- - -- ----- --- ---- -- -- - - - -= ----- ---- ----- ---- -- - - -- - - - -- ---- ---- ------ WG5 0.32 0.25 0.25 ' I INS .4-01 f {WG6 0.30 0.25 0.25 ING7 0.72 0.25. 0.25 ((((((( WOK i WR ,�CepLrt= E 5-7;016-rau-I:SU 5U:U-5Tp-32 5.2 l UU { :WG8 0.74 0.25 0.25 ((((((( {WG9 0.28 0.25 0.25 i I 0.28 0.25 0.25 !VOID OK ( CURB, depth: 0.37 ; BAL. WP1 00.46 0.95 0.95 0.016 0.80 0.50 50.0 12.2 1.61 12.3 1.000 lb K ( CURB, depth: 0.40 ; BAL. NP1 0.46 0.95 0.95 0.016 0.80 0.50 50.0 13.7 2.01 13.8 1.000 {OK ( CURB, depth: 0.36 { RAL. OUT 1.79 OAT 0,019 0.74 0.50 L -50A ILA 1.51 11.9 1.00n 1 II ; ;WG11 0.28 0.25 0.25 {WG12 0.42 0.25 0.25 {CK ( CURB depth: 0.39 ' BAL. NP5 0.45 0.95 0.95 0.016 0.80 0.50 ', 50.0 13.3 1.90 13.4 1.000 JIG16.0.27 0.25 0.25 { '•` ; t 06 1 64 6.95 0.95 ZAUG14 0150.25 0.25 w { I IIG13 0.93 0.25 0.25 { WP8 0.77 0.95 0.95 0.52 0.95 WSB :0.06 0 74 0.14 { 25 =Af full Pf 100 0.27 ioNDc; RAL. Bot: 0.016 0.50 100.0 100.0 0.110 7.2753 9 1 000 Dc- 0.26 Tc- 51.1 Ac- 6.5 fQc- 0.000 i NP7 1.22 0.95 0.95 " { ; VI 0.61 0.91 ' WS9 0.16 0.74 0.14 '-Fu''PMa.' a„y., r 3. �.,n.l.gt* r:- .. '.M+< a.•q '�F N018.0.60 0.25 : 0.25 .J u.. Y'- i ... n. s._+:F: i.t1. il. S •. Y.Y `�.: .:: �.-.. Y'ib: ,1,1.;;, .. 1.. } i .•.: ae i , ". ri .. .. ,j { ; .IG19 1,04 0.Y5 l ..�. .' . I 0.25 .n ..' .' 1'',i.��-:.r'V �"�+ 1C�1 .J r..1XL N. .j F .i\YS { epI1.UUU { i V2 1.16 0.93 C Cf A : 11.30 ; WP11 1.31 0.95 0.95 .50 :Yo Yo/h- 1.00 Qd/L- 1.10 OF SOOM FIELD' ' I R "= (Qo/200)-. ERR - CAPACITY OF 300 STORM SEWER - 35.7 cfs from BACKWATER CALC'S in APPENDIX E. { B24 0.45 0.95 0.95 36.14 :INV.E a BLDG. i { B25 0.26 0.95 0.95 36.74 :INV.E B BLOG. VEL. OK 0.50 :Dn(DG 0.19 ; BAL. H6 0.010 26.OU :IKV.E a CI-6 1.78 0.35 0.23 -0.000 2.68 0.37 0.53 0.000 I { VEL. OK 1.61=Dn(Dc- 1.84 ; RAL SR11 0.010 i 24.08 23.98-INV.EL. Mi-9 IN -OUT 1.86 3.34 0.72 -0.000 2.07 2.2D 3.88 0.000 VEL. OK 1.51-Dn(Dc- 1.81 ; BAL. SR13 0.010 19.43 OUTLET INV. 1.83 3.25 0.11 0.000 2.04 2.23 3.81 0.000 _ { { 1943 OUTLET INV. F-1 RIF-TON ----------------------------------------- by: h ------------------------------------------ ws--of-s- it ------------------------------------------------------------------------------------ ------------------------------------------------------- PG5A ---------------------------------------------------------------------- BAS-1-N",-11-"3-t"ORTH--P-0--N-D- 0 1% 1 nA 10 C 11 ELEMENT &T-,--DEP3H-CALC'-S--r-P-IT-E-DEP-T-"LA !j ------------------------------------------- ------------------------------------------------------------------------------- -- ------- ----------- -------------------------------------------------------------------------- For STREETS & CHANNELS( P I P E > 71 L, I BASIN INLET(FLOW TIME) TIME AVG. INTER- SUM DIRECT OTHER SUM (( STREET (((( PIPE STREET PIPE ))';STREET Allowable,FLOW Depth, Status :CALC.:((((( INPUT DATA RED. CURB CHANEL Rd.Z WIDE AREA PERM ADJ. ((( NORMAL DEPTH CRITICAL DEPTH I OF RASWS-E�ENT 'ENGt-TJME-MEE-T-P.4n-Tc-�-F-SITY I AREA -RUNOFF RI - INOFF RI - INCH S, -Ss , WIDE -AREA -AD.. E /P aviANGLE- % cfs ft/ft 0 in. cfs Qd cfs fps cfs fps IPE Condition, Vel. & On Status X. acre "C" C*Cf n F ft ft/ft ft/ft ft sq.ft. ft f0d Bn An Rn fQn Bc Tc Ac fQc ---- ---- ----- ----- ---- ----- ---- ----- 7 - ----- ---- ----- -- I - ----- ---- ---- ---- ----- ---- ---- ---- ----- ---- ---- ---- ----- ---- ---- ---- ----- Ag -2 3 4 5 6 7 8 9 10 11 j2 13 14 15 16 17 18 19 20 21 22 h101 2 1A 19 la 17 1 . : in :__ 11 10 3.1 14 is 17 36 - -9 40 41 I 7 AQ 4 3 14. 45 46 4� ----- ----- ----- ----- ---- -- ---- -- ------- -- ------ 7 ------------ ---- ------ ----- ------ --- --- -- ----- _- ---- --- ---- ----- ---- ----- ---- - ---- - BASIN 10 DESIGN PT.15 11.4 acres CCf = 0.32 Q-10 = 8.1 FLOWS to SWALE EAST of Soccer Field .3 0. GRASS 3 1.00 0.71 WG20 0.53 0.25 0.25 i . ;361 GRASS EGI 140 ' X 125 140 14.0 16.7 0.25 0.93 2.40 1.10 EGI 0.40 0.25 0.25 31 GRASS EG2 260 ' X 95 260 25.6 USE 25.6 0.25 1.49 1.00 0.71 EG2 0.56 0.25 0.25 ii v1s; - - 1 360 X L64 360 23.9 1 2. Do 1.00 E G4 2.18 0.25 0.25 ; ... 39 GRASS EG21 60 X 410 410 32.2 USE 32.2 0.25 4.23 1.00 0 71 h 1 EG21 0.56 0.25 0.25 '40 GRASS SWALE Bot= 0.0 Sx= 70 520 5.7 32.2 0.25 2.48 4.23 2.62 2.62 0.96 2005 2.62 0.60 630 --Af full Pf 420 0.25 :Dn>Dcl BAL. Bot: 0.060 3.00 60.0 80.0 0.00 4.34 34.9 1.000 Dc: 0.15 Tc: 21.6 Ac= 1.7 Nc-- -0.000 4-Lwsoet-to4" n POND 16.7 + 54 22.4 32.2 m SUM 4.23 SUM CHECK FLOWS to SWALE SOUTH of Soccer Field. ��4.1 CURB INLET NOA OVERFLOW, 100 YEAR STORM ONLY 0.00 149 MASS FrI 14A X 119 7 0 14 4 IISF 14 4 0 75 n 6R EG3 0.65 0.25 0.25 GRASS EG5 200 X 86 200 14.4 USE 14.4 0.25 1.04 3.80 1.38 EGS 0.39 0.25 0.25- GRASS SWALE Bot: 10 Sx= 35 330 3.6 ((USE 18.0 0.25 3:45 1.04 0.90 6.00 0.90 0.96 1131 0.90 .0.50 I= 345 --Af full Pf = 220 0.12 --Dn)Dc: BAL. Bot: 0.060 3.00 40.0 30.0 10.0 1.78 18.7 1.001 Dc: 0.06 Tc: 14.1 Ac: 0.7 fQc: -D.DOO FLOW goes to Irrigation POND FLOWS to SWALE NORTHWEST of Varsity Baseball GRASS EG6 440 ' X 128 ' 440 20.7 USE 20.7 0.25 1.30 4.20 1.45 EG6 1.30 0.25 0.25 BASEBALL FEILDEG19 113 ' X 340 ' 340 28.4 USE)) 28.4 0.25 - - 2.18 1.10 034 EG19 0.88 0.25 0.25 - 21 Pf 143 -,,-P.24 --Dn)Dcl BAL. 0. 060 3.00 22.0 25,0 2.00 1.89 13.5 1.000 Dc: 0.15 Tc-- 9.0 Ac-- 0..8 Qcl: 0.000 U Sx: FLOW goes to Irrigation POND in -Bot: FLOWS direct to IRRIGATION POP 1 31 EG20 0.71 0.25 0.25 alj�S E020 0.71 GRASS EG22 92 ' X 360 360 29.2 ((((( USE 29.2 0.25 1.48 1.10 0.74 E622 0.76 0.25 0.25 15 GRASS EG31 81 ' X 140 140 12.2 29.2 0.25 1.74 3.70 1.36 EG31 0.26 0.25 0.25 IRRIG. POND EW 1 1. 1. 1. ' X 4.4- 0- 4-4-0- OUA WATEV-412-0 -SA R4 2 99 4.12 ROWS OUT of IRRIGATION POND to SWALE LINE 39 32.2 0.33 2.48 10.31 49 4.12 0.00 8 49 n on It EWi 1.13 1 XY -T GRASS SWALE Bot: 0.0 Sx: 60 0.7 ((USE 32.9 0.33 2.44 10.31 8.35 135 1.25 611 - 35'1 35 30;:Af full Pf :-.40 0.611 --Dn)Dcl BAL.,Bot: 1-060 :1.50 13.3 .13.3 coo 1c: 0 48 -+ -'��,12. Ac=�,3.0 fQc: E, e le, 0.000 .13 ,.8,99 EG91 I U 0 NASS EG21.108 ' X 420 420 32 - 32.9 0.32 2-44 11.35 8.99 �1.00 AIR- It 102 =Af full Pf = 102 0.52 =Dn)Dcl BAL. Bot= 0.060 2.00 23.t3 27.5 0.00 6.78 26.3 1.000 Dc= 0.36 Tc-- 18.5 Ac-- 3.4 fQc= 0.000 .6 GRASS SWALE Got- 0.0 Sx= 25 380 5.3 ((USE 38.2 0.32 2.20 11.35 8.10 8.10 1.42 300 8.10 1.20 DESIGN PT. 15 This scale above goes dircect to NORTH DETENTION POND C Cf A - 3.68 1. 440 6.0 1.40 1.22 tz BASIN 11 DESIGN PT.16 4.37 acres CC f 0.25 Q- 10 GRASS EG23 108 ' X 250 ' 250 21.5 USE 21.5 0.25 0.62 1.60 EG23 0.62 0.25 0.25 + .55 BASEBALL FEILDEG25 137 ' X 310 ' 310 28.0 USE 28.0 0.25 1.60 1.00 0.71 EG25 0.98 0.25 0.25 I-, ----6 -18 00 400 30.8 0.25 2.39 "ARdALL ft1LUW2 1.10 0.14 EG2 0.79 0.25 0.25 8 GRASS EG24 104 ' X 500 494 37.3 USE 37.3 0.25 3.58 0.85 0.65 i, IS PORTION OF GRASS WILL NOT REACH EG24 1.19 0.25 0.25 GRASS EG24 104 ' X 330 336 8.6 ((USE 45.9 0.25 1.99 4.37 2.17 0.85 0.65 ALE TILL AFTER THIS GRASS HAS PEAKED. . . . - 1 EG24 0.79 0.25 0.25 0Sx-= 20 230 5.0 Wdsli 50.9 0.25 1.83 4.37 2.00 2.00 !.DO 649 2.00 0.76 W ZAT TUII PT m 125 0.26 400cl BAL. Botm - 10.6 Ae- 1.1 fQc;- -0.000 DESIGN FIT. 16 This scale above goes direct to NORTH DETENTION FORD C Cf A 1.09 SUM- 4.37 SUM CHECK I 566 13.6 0.91 0.70 60 A N 4 9;9 acces CCf . GRASS EG28+ EG29+ EG30+ EG32 340 25.6 ((((( USE 25.6 0.25 3.37 0 As 1.50 0.87 EG+i 3.37 0.25 0.25 61 1 NORTH D. POND E12 0.0 (( WATER 25.6 0.45 2.86 4.59 5.90 5.90 C Cf A 2.06 EW2 1.22 1.00 1.00 - Flow above goes direct to NORTH DETENTION POND I ............... +++*+4 .................... 4 ........ SUM: 4-59 0111 CHFCK - ................. if .................... i ......................... ....... ................ ............... 4+4 ...... 40+004 .......... f .......... ........... i ...... if .......... i ....... 4 ................. 4+4 F-2; i :I `:. I I Tl/DTf93�RCH HOHfZ-f{TGH SCHOCC- P:Y.-02T:D06 -FTt iSTAM 10N ---By: EnM"- -Page-6-off;; -------------------------------------------------- -------------------------------------------------------------------------------- ---------------------------- BAS-l-N-I2 to-NORTH--RONDA S-U--KA-A--VY - tQ YEAR Cf rQQ ------------------------------------------------------------------------ ----- - ----- --I L. BASIN INLET(FLOW TIME) TIME AVG. INTEN- SUM DIRECT OTHER SUM (( STREET (((( PIPE ))> ( STREET )) (( PIPE ))i.$ .i,-LOCATION OF RASINS-ELEMENT-LENGT--T1ME-ST&EEL"Vr SUM COEF-SITY-1 AREA--RUNOFF-RUNOFF_..IWF-SLOPE-CAP-.SLOPE-SJ2E--CA"E, ';ti, Allowable,FLOW Depth, Status ;CALC.:((((( INPUT DATA ))>))))))) RED. CURB STAT ; AREA COEF COEF. FAC. DEFT )ELIH CALC'S- -N PE DEPTH CLAC' - ------For STREETS& CHANNELS( (<((((((PIPE)))))))) HANEL Rd.Z WIDE AREA PERM ADJ, ((( NORMAL DEPTH )» (l CRITICAL DEPTH » LT -SS Rr SS W A P FAG, ANGLE AREA A/P An1 ANGLE WIDE AREA AN NDESIGN POINT NO. SIZE ITEM ft. min. min. min. min. uct in/nr. A acre cis crs cr crs as a cis Tc/it U in. crs as tls IPS crs TPs IPlrt wnu mu➢, MI. a VII a6aLuS MY. a61a b bTbl II r 16 I611 L 1 611 6 IL 44.IL. 16 IVu wl KII 1H A'. Y v ne V ' 2 ----_- _3 - --4 - -_S - -6 - -_7 - -8 - -9-- 10 -- --il 12 13 14 15 16 11 18 19 20 21 22 __ --- - - I 23 24 25 26 27 - - , 28 , 29 30 31 32 - -_ -- 33 34 35 36, 37 _- - - - - - - --- - - - 38 39 40 41 42 43 44 45 46 47 48 49 ETASIN 12 DESIGN PT.17 8.46 acres CCf = 0.25 Q-10 = 4.2 FLOWS to swa l e WEST of TRACK 25-�2 " 62 GRASS EG8 8b X f61T580 <((( 28.2 ( USE 18.2 d.25 2.23 2.50 1,12 ;;, 63 GRASS EG9 36 ' X 660 ' 660 40.8 ((((( USE 40.8 0.25 2.77 1.00 0.71 EG9 0.55 0.25 0.25 I I 64 GRASS EG7 650 ' X 256 ' 650 29.9 40.8 0.25 6.59 2.50 1.12 ; EG7 3.81 0.25 0.25 65 GRASS SWAtE-6bt=0-SX580--9 1--40 8 fi25-Y i9-6:59-3:613 61-0;69-21i5 i` , 6 3:88-3:6 :$BO --:i 28.2 + 9.7 : 37.9 ( 40.8 ail Flows to swa 1 e NORTH of TRACK 6s •I from 6� G6 RA&S E 31 IOSflX 8S ' 85 1.2 40.8 0.25 6.19 8.50 2.06 �" EG31 0.20 0,25 0.25 68 BASEBALL FEILDEG18 152 ' X 480 ' 480 32.8 40.8 0.25 8:46 1.20 0.77 ;, EG18 1.67 0.25 0.25 1 6Ac"s SWAI F Ant= 5 D sr- A 150 S 7 (<USE 46.0 0 75 1199 R 46 4.91 1.71 n.99 17 E° 44 :Af full Pf -27.0 0.53 :Dn)DcI BAL. Bot: 0.060 2.80 3.8 3.8 5.00 3.73 9.2 1.000 Dc: U.to Tc: 7.0 Ac: 1.6 f c: -0.000 DESIGN PT. 17 Swale above goes direct to NORTH Detention POND I, _. C Cf A : 2,12 SUM: 8.46 SUM CHECK �• it RRRiGATION OVERFLOW **#3" Round 90 deg bend UP Flow Gpm : 300 0.67 cfs PIPE Weir Length,ft.1.57 tI - Weir Head ft. 0.25 INLET EL:26.60 ; 6.9 OK ( MAX. Water surface EL.: 21.0 Dn fin An Rn fQn Dc Bc Tc Ac fQc 1 RRIGATION OVERFLOW 6 "PLASTIC 36 92% Full Flow, Gpm : 300 : 0.67 cfs n : 0.010 1.000% 6.00 0.73 0.67 4.21 ;° VEL. OK On ( Oc BALANCED - . . 00 1l++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0[ f[ ft BlISE ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . I BC [t K [t It I6[ 6[ tt 6[ +I ` 1 fl _..aN, tZ w�...: i+ .A+, l e'F G ir4"l_,,y��.. • tires -, i �. �"x. '�^ �� :. �.x •f .._.,.. ,;rr�: .. .. -. .,. r:.,. ..: .: .''.. --.- :.z &;"l •i:...q+;..� r t, iSS t""`; ..3..:r a. ^ ... i., r., ?.:.4�'S;" "��C" n, Iz EZ 61 j y< 6 ° 91 91 >I � i Itl I 01 - g - tl II 01 •� it i , a t 9 I y i i F-31 II APPENDIX G I I SOUTH AREA AND INLET OVERFLOW CALCULATIONS 100 YEAR STORM EVENT UJ. C6 ui 6 cc; IL -vaAFL l 3 6 A 06 0 C6 Cd C6 C6 N C� N�i m 7—E m'i u 0 0 I ul N O m N m m IR W V7 c7 > O:e CR CR (P N m A m Q m cq C6 Eli �i -E 14 : > 0. 6a coli ci fV N fV N a 10 0 Z z LLw ci N wi -0: C4 C6 N N V, 0 ci N vi LL 0 LLI z 0 0 0 a w 0 m 0 0 C� 0 M 0 ci C5 0 0 0 0 0 0 m 0 0 0 0 0 = S ej 6 v v; n N N v < < < CD 0 V)< < < < co 9 U) N L, L m r_ m 7y, G-1 Uieline & Irelan, Inc. COMPUTED By-lf 'Y1 DATE G a / _SHEET NC. / OF �+ Consulting Engineers CHECKED By 7ATE FILE NO. I-ort Camns. CoIoraao PROJECT � / .• 'S lr� �-�% PROJECT NO. O Z/•CO' 6 �{/� ��j �,� CALCULATIONS FOR: � a' " ` 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 i, �z -z .._ /►�arlall R-257/ 711Wc • C/C,4T1i /JCTOr'P. OVL�GYtJ]� r 3S. DO 33. .. ? 1.2.. - t G _ --- 6 -- 5_1)DG -�:�. 5.3 cxcneds �e�i o� Tt9ure - ksc c,N KIcL a vt lopes/ �y E Fim �r1g • 5• - g -"C =- �.•Zsi- � CNJ a 4•.Zsrl.1Z�,.�I� �5.��5/4 - 10 12 -- C�4��e0. co��=�'�.._py _f � i��_�Tt3i��_o.�__tt��•-V.aU'Ciferf5: 13 --- J 1t — G'yo-tmtmi-Io.12) — t5 '�ie • 2--• - S.3 egg g -•--• �u�tt. zs . -:soL E11 17¢ -9 --- 9 I �Yr��d-2-i�T�L7�" c�sr1'7'�r9-G'aYisu2GYi.j1 1 2 25 26 27 28 29 31 ri QQ 39 40 41 42 43 u I - rzz-area.-==-2?� 14 Q p GI_ - �._ • Cow i �_d .. r'yJla f!/.e..�xa��� �_ : 3.2JI 9� - --- -- ----G /, 2 ems- --------- - ----------- -- �o o -r,w _-__--- —use_-Ot"»+x�a�5__olevc�o�c6d._(oy 177 Q �Y` 16,67 + 4.�5-t l.t?.�rc60 tabv) 7.2- G-2 Pe ' 10 8 ' 6 4 1 4 3 0.8 a • e = 0. r- o o.s ' 0.4 ' 0.3 ' 02 O.i IV-35 2 �2 ", �4u j6e, Sq. A r I I I I I GaQTE CP��IING .4AT70 II f P-I.7/8-4 0.8 I I Ix. I P-I.7/8 0.9 I P-r V8 0.6 RtnCWiet 0.8 1 I ( s n Cwv" va" 0.35 j b A. mI °j0 30• flit -tar 0.34 . Tested l i i I�ti� I I I I All P A=CLEAR OFVk ItiG AREA i I I P = 2w + L ( fTH CURB) I I I •P22(W+L) (wIT1/OtJT CURB) 2 3 4 3 6 8 IO 20 30 40 30 60 80 I00 OISLJIAM a Wr 3/31 CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4, p. 71) G-3 11/09/H DISK: ARCH-HORIZ P.N.: 021.006 gel of By: ERM SYSTEM DESIGN YEAR Frequency, Cf :1, 25 ----------------- -------- •---------- ------»--------------------^-------- --------- ----»--»-- ---------- --1 --------------------- L -------- BASIN ---------- -- INLET(FLOW TIME) TIME AVG. INTcN- SUM (l(((( RUNOFF »»» ( STRE-t) (((( PIPE »>) ( STREET )) (( PIPE » Or 900 CIFMCUT I FWtH TIMF 9TRFFT PIPF Tr SIM COCEc c01 OjH;R SUM V ORE r SIN CAIP IXGNc IIOCATIAN R DESIGN POINT NO. SIZE ITEM ft. min. min.. min. min. C+Cf in/hr. A acre cfs cfs Or cf Ss % cfs ft/ft D in. cfs Od cfs fps cfs .,fps • 1 ,\ - 2 3 4 5 6 1 8 9 10 - 11 1 ".` HORSETOOTH ROAD from TIMBERLINE RD.to SCHOOL S. PARK LOT Q-100= 8.3 GRASS 6 WALK G1 15 'X 480 ' 15 2.7 (((USE 2.7 0.63 0.17- 2.00 1.00 WH5tiOMH:. OK)ten 5.2 515 GRASS 6 WALK G2 15 'X 460 ' 15 - 0.3 5.5 0.85 . 0.81 ' :-1.13„ 2.00 58 > then.: 7.9 HORSETOOTH RD. H2 . TO.' A-STR. 395 2.1 ((USE 7.6 0.89 7.89 1.95 7.95 1.39 OK . i 5.55. I' FLOWS INTO S C H O O L S 0 U T H L 0 T E N T R A N C E FIox depth at curb, ft. 0.44 (((((( FLOW IN ENTANCE TO PARKING 8 then to INLET CI-3 ORSETOOTH & RED MOUNTAIN DRIVE from.SCHOOL S. LOT to DETENTION POND::.` GRASS 5 WALK:- G3 15 'X 410 ' 15 3.3 (((USE - 3.3 0.45 0.14 2.83 . .:: GRASS 6 WALK G4 15 'X 345 ' 15 3.3 5.6 0.69 0.75 2.83 .1.19 HORSETOOTH RD. H4 70 ' A-STR. 345 1.6 ((USE 7.2 0.73 8.02 0.86 ' 5.05 5.05 2.32 74 OK ) then 5.1 5.05 3.50 RED 0. DRIVE R1 36 ' R-STR. 119 1.1 ((USE 8.3 0.75 7.64 0.92; 5.27 5.27 0.40 13 OK ) then 5.3 5.27 1.81 RESIDENT RLP R2 303 X 641 400 21.0 ((USE 21.0 0.59 :. 5.33 - 0.88 0 66 x RED MITI. DRIVE R3 36 ' R-STR. 485 2.6 (NSE 23.6 0.61 •4.85"5.54 (16.29 16.29 GAO 29 . OK > than • 16 3 16 29t3 11 ,., NOTE: STREET 14 THRU. 11 FLOWS DIRECT TO DETENTION PRAO 50 FLQ DEN" IS GREATER THAN CIS .5 FT. Y - 'T , overnor ,o pe e c tram � c M RED MTN. DRIVE R4 36 ' R-STR. 309 1.1 ((USE 24.7 0.62 4.73 5.67' 16.49 -2.52 13.97 0.80 58 OK ) then 14.0 13.91 4.60 RED MTN. DRIVE R5 36 ' R-STR..147 0.7 ((USE 25.4 0.62 4.65 5.73.16.49 -0.86 10.59 0.85 32 OK ) then 10.6 10.51 3.53 j 1 RID MTN. DRIVE R7 36 ' R-STR. 150 1.0 ((USE 26.8 0.63 4.50 . 5.83 16.41 -0.69 7.58 0.43 21 OK ) then 7.6 7.58, 2.60- :' 1 RED MTN. NORTH RB. 36 ' R-STR. 378 4.9 USE HIM.))) 5.0 1.00 9.00 0.16 1.44 0.75 0.40 41 OK ) then 0.1 0.75 1.27 a TOTAL FLOW TO INLET from north & south 7.57 Cfs OVERFLOW DIRECT TO POND, cfs -- 2 x 4.76 -- 3.52 URB INLET NO. R1,TYPE R, OPENING h,ft= 0.50 Yo= 0.30 L ft.=. 15 �I nMclM .o. _ unuc n cn 4 nro0 V,.IA- t n rI0A111ty A +.. 4 It 25 d• - - 7 S7 ol•nc n Sn vn/h c n 59 INC = 099 TIMBERLINE ROAD from HORSETOOTH RD. to FOOTHILLS DITCH 2,470 ft. GRASS 6 WALK G4 15 'X 320 ' 15 2.7 ((USE 2.7 0.63 0.11 - 2.00 1.00 T1M9ERLINE RD. TI 96 A-STR. 360 0.9 2.7 ((USE 5.4 0.92 8.31 0.51 , 4.11 0.00 4.11 0.80 43 OK > t:^,en 4.i 4.11 2.22 RD.,GRASS,WALK T2 96 ' A-STR. 780 1.3 5.4 ((USE i0.8 0.96 6.94 1.V 11.07 0.00 I i.07 0.60 37 OK ) then 11.1 11.07 2.40 AT SCHOOL VEST ENTRANCE Maximo flow depth atawb,ft..0.55 C then .. . t AT V E R M 0 N T D R I V E Maximo flow depth at wb, ft. 0.61 RD.,GAASS,WALK T4 88 ' A-STR. 565 IA 3.4 ((USE 19.3 0.99 5.39 3.44 .18.30 0.00 18.30 0.71 41 OK ) then 18.3 18.30 2.TT VERMONT DRIVE from TIMBERLIE RD. to NORTHWEST PARKING DRIVE GRASS 8 WALK G7 9 'X 310 ' 9 1.0 0.1 1.0 0.70 0.06 10.00 2.24 kI- nPlyc vi c 1tn A A 7 9 Mly 1 C nj A -t S 100 It n 90 10 Ov\ai%n 7 ': AS INTO SCHOOL NAAOT ENTRANCE Marion depth at curb, ft. :0.42 GRASS 6 WALK G8 9 'X 460 ' 9 0.9 0.1 0.9 0.70 0.10 13.33 2.58 VERMONT DRIVE V2 50 ' C-STR. 460 4.3 2.8 MIN.) 5.0 0.93 9.00 1.23 10.83 0.00 10.83 0.80 38 OK >':en 10.8 10.83 2.?3 01S INTO SCHOOL N. LOT ENTRANCE Maximo depth at curb, ft.:0.52 VERMONT DRIVE from NORTH PARKING DRIVE to CUL-DE-SAC CRASS 6 WALK C9 NO GRASS 8 WALKS TO STREE-, graded to swale south of street VERMONT ?RiVE V2 50 ' C-S?R. 360 3.8 ((USE 3.8 1.00 9.00 1.09 i 9.78 0.00 9.78 0.80 38 OK ) then 9.8 9.78 2.13 IS TO PINECONE C!RCLE 6 POND Maxims depth at .::::::a::::a rr+a::a}::u:auicaac:::<aa:.:_a:ca»::u:<s:.:uicisa:-u.ii>.c{ca::a;aauaa}a:::., .a PG1A 1 I --------------------------------- ------------ -------------------------------- ---- ---------- -- --------- ------------------------------------' REMARKS ; ELEMENT ;STREET & CHANNELS.. ' � STREET CAPACITY BALANCED ' DATA ' DATA ' Design Flows ' I ; ; GUTTER CHANNEL STREET ( PARKWAY >; For Streets A Channels! ---------------- -_---------- ---------------- i---------------- ---------- i------- ------------------------- - -- ;------------------------------ ---- ' STREET allowable GUTTER depth 6 status; ; l(((( E L E M E N T )>)); RED. CURB CHANNEL X-SLOPE ( PARKWAY );SIRE . FLOW WIDTH AREA PERM. ADJ. CALC. ANI:A COte DOEF. r ., PIPE Condition PIPE vel. 6 On status; STATUS ;NO. acre T C$Cf n ; F ft Z ft/ft Z ft/ft ft/ft . n ;DESG. Y ft ft sq.ft. ft fOd ' -__-- ' ---- --- ----- - - --- ___ - - __ _ 1 10.51 041 , 6in.@ CROAK or l8in.@ CRUB 1.51.: CURB; BALANCED ; HI 0.48 0.95 LOD 0.016 ;0.80 0.50 50.0 50 0.029 ; H1 0.39 11.0 1.83 13.36 1.000 G2 0.16 0.51 0.63 Gin.@ CROWN or 18in.@ CRUB 1.33 'CROWN; BALANCED ; H2 O.05 OAS 1.00 0.016 10.23 0.50 50.0 50 0.029 ; H2 O.34 8.5 1.24 10.80 1.000 1.13 (( CHECK .. G30.140.36 0.45 m. aun or 181n.91 IIJ 0.44i. PAO 0 -N G4 0.28 0.36 0.45 2.13 w U.029, H3 033t.t u 6in.@ CROWN or 18in.0 CRUB 1 33'CROWNI BALANCED ; H4 0.11 0.95 1.00 0.016 ;0.80 0.50 50.0 50 0.029 ; H4 0.36 9.4 1.44 11.73 1.000 GROWN , I ; R2 4.46 0.45 0.56 ?.= ' 6in. @ CROWN or (BLDG. GA. 0.99 '( USE; BALANCED ; A3 0.16 0.95 1.00 0.016 ;0.80 0.50 : 50.0 50 0 035 ; R3 0.58 22.2 5.23 22.78 1.000 ' - ,vier flov - - '( Sin.@ CROWN or ( BLDG. GR. 1.15 USE; BALANCED ; R4 0.13 0.95 1.00 0.016 10.80 0.50 33.3 0 0.035 ; R4 0.53 11.9 3.03 14.41 1.000 ' ( Sc' BALANCED I R5 0.06 0.95 1.01 0.016 10. 0 0 33,3 0 0,035 ' R5 0 B 2.95 14.21 1.000 j Gin.@ CROWN or ( BLDG. GR. 1.15 '( USE; BALANCED ; RG 0.04 0.95 1.00 0.016 ;0.80 0.50 33.3 0 0.035 ; R6 0.53 11.9 3.02 14.36 1.000 Sin.@ CROWN or ( BLDG. GR. 1.15 '( USE; BALANCED ; R7 0.06 0.95 1.00 0.016 ;0.55 0.50 33.3 0 0.035 ; R7 0.52 11.7 2.91 14.10 1.000 ; 6in.0 CROWN or ( BLDG. GR. 1.15 '( USE; BALANCE) ; RE 0.16 0.95 1.00 0.016 :0.50 0.50 33.3 0 0.035 ; RB 0.28 3.6 0.59 5.81 1.000 ; 5.99 (( ERRS INLET by Dakota Ridge Developer.. Calc's for check only ASSUME: X-section with road crown at center of pavement (By OTHERS). Y I 1 U n 11 n Ct n 4 .3i3 PARKWAY J For Streets a Drives ---------------- 1 I In, A P Os A P Co t. sq.ft. ft cfs sq.ft ft cfs `J___ _____ _____ ____ ____ ____ _____: _O __I__ _____ ____ ____ _ -_ -I s I 4 83 12.38 35.76 64 2.7 16.5 5 ; III 12,38-35.4 6; 2,; 16.5 5 r 83 12.39 35.76 1T2 2.7 16.5 13 I 12.38 35.76 86 2.7 16.5 6 ; 9.50 35.76 33 2.7 16.5 3 ; 0i65 4.98 35.76 i7 Ow = 61 ; 165 d 98 35 11 16 Q. 65 4.98 35.76 10 Ow = 18 ; 65,, 4.98 35.76 8 (N = 30 ; A:IA l 99 15 79 A mr = '. 75 ! ,j Gin.@ CROWN or 18in.@ CRUB 1.63 ')CURB; BALANCED ; T1 0.40 0.95 1.00 0.016 ;0.80 0.50 50.0 L :.C35 ; ?1 0.39 11.1 1.85 13.43 1.000 ; ) ji 6in.@ CROWN or 18in.@ CRUB i.63 ')CUR3; BALANCE ; T2 1.13 0.85 1.00 0.016 ;0.80 C.50 50.0 50 0.035 ; ?2 0.55 21.5 4.62 24.03 1.000 ita I 1 t 1 Gin.@ CROWN or 18in.@ CRUB 1.55 '>URB: BALANCE ; T3 1.04 0.84 1.00 0.016 ;0.80 0.50 50.0 50 0.035 ; T3 0.61 27.5 6.19 30.02 1.000 I" !., 6in.@ CROWN or 18in.@ CRUB 1.55 ')CURB' BALANCED ' T4 0.77 0.84 1.00 0.016 '0.80 0.50 50.0 50 0.035 ; T4 0.62 28.9 6.61 31.43 1.000 ; ICI APPROVED by CITY 12/18/92 ] �_ G7 D.DG 0.56 0.70 I bin.g MUNN & UiialnqS I.jJ )CUMI I U. JAU U.N G8 0.10 0.56 0.70 II I I I II I I I I ; 6in.@ CROWN 4 l Buildings 1.i3 ')CURB; BALANCED ; •r2 i. i 0.95 1.0•'_ C.016 ;0.80 C.": :I t I I 1 .33 111 032 ;2.b ZM t. ,. ram= V2 e.52 1n n 46 n •I i ri I I 50.. 5. .035 V2 C.5C 16.7 3.5. 1-!0 ..0:: 8 12.38 35.76 51 2.7 16.5 3 ; 11.38 35.76 44 2.7 16.5 3 ; 1 12.38 35.76 4 2.7 16.5 3 I 11.38 35.76 44 2.1 16.5 3 , I I I I 11.38 35.1b.! 10.3 3I I I 11.38 35.76 44 2.7 16.5 3 I 1 aaua}}uaau:uaaatauauaaauu I G-4 . i 11/12/93 ARCM. HORIZ. Hie SCHOOL -.X.: 021.006 I'll E:STR-100S By: LRM Page 2 of 6 I ; + ?G2A ' _ I_ - -- - - --- - -- - -- - - - -- --- --- -- --- - - - - -------------------------------------------------------------------------------- --------------------------------------------------- - ----------------------------------------I------------------------------------ } �B A S I N S 1, 2, & 3 to S 0 U T H POND 100 YEAR Cf = 1.25 ; REMARKS ;ELEMENT DATA;STREET/CHANNEL DATA; STREET CAPACITY INCL. PARKWAY � - t T- ------------------------------------------------------------------------------------- ° - - ------------ ' --- ---- " . ; PACI Y CALL _For S.. eet S ---res i-`------------------------------------" _ _-----____ --^--- -- -- I -- '--'--"-__--"----------------'-----------_-__---------- ---------------- . F pp I I --;'r----------- �, BASIN INL i( OW TIME) TIME AVG. IRT"N- SUM (((((( RUNOFF »>U) ( STREE, (((( PIPE »» ( STREET )> (( PIPE ))�'P, STREET allowable GUTIRR depth A status; ; ((((( E L E M E N T ))))I RED. CURB CHANNEL X-SLCH ( PARKWAY )ISI'REeI FLOW WIDTH AREA PERM. Mi. I.MAX.(STRE-. S Ci-ED ((( PARKWAY )>i; ' ! LENGTH TIPS 31nEET PIPE To SUM COE.° SITY I AREA DIRECT OTHER SUM SLOPc CAP. SLOPE SIZE CAP. DESIGN VEL. DESIGN VEL. t ; CAI ' ANI MrFMEE 'AC D_EgT4 LLSInc R- ;',- _y c m-= 10Rly n':u IF A P ;1=D :r. A ,) M DESIGN POINT NO. SIZE ITEM ft. mir.. min. min. min. C=Cf in/hr. A ace cfs cfs Or of Ss X cfs ft/ft D in. cfs Qd cfs fps cf s 7PT 'I; PIPE Condition PIPE vel. 8 On status; STATUS ;NO. acre 'C' C4Cf n ; F ft Z ft/ft Z ft/ftft/ft n ;OESG. Y ft ft sq.ft. ft fAd ;,(t, sq.ft, ft crs ------------ --- ----- ------ ----- ----- ----- ---- ------ ---- ------ ------ ------ ------ ----- ------ ---- ------ ----- ---- ------ ----- ----- -- - " - -- - -- -- - ---- ---- ----------' - ---- - -' - --' : -- -- -- - - -- .._ - - -- - - - - --- ---- - - --- - -- -------------- ----------- --- -- -- �:I 1 2 3 4 5 6 7 8 9 4 11 12 13 14 15 Ii 17 18 19 10 21 22 1 23 24 25 16 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 41 43 44 45 46 11'-4B 49 ----------- -------------- ----- ----- ----- ---- ------ -- ---- -- ------ ----- ------ ---- --- - - --- ------- --- __-- ---- _ --' -- - --- --- - ---' - - --- --' --- - -- -- - - - --'- - -------- ---- ------ ------ :_r _------- - - --- - - - - - - - -- - - - - - - - -- - - --- - - --- - --- - - ---- -- BASIN 1 DESIGN PT.4 3.54 acres CCf = 0.65 Q-100 =17.6 ' 129 GRASS/PARKWAY WG1 60 'X in ' 60 1.9 ((USE 7.9 0.31 7.78 0.19 0.45 3.00 1.22 I IWGi 0.19 0.25 0.31 v 3 1 5.43 ,WS 1 N GRASS WG2 340 'X 170 ' 120 12.E 12.8 0.42 6.49 1.37 3.73 2.01 1.00 ; ;WG2 0.94 0.25 0.31 I 132 GRASS WG4 200 'X 110 ' 110 12.3 12.8 0.39 6.49 1.8B 4.77 2.00 1.D0 „( ;WG4 0.511 0.25 0.31 33 TcAz�r°�A T W62 i28 'X IN ' iN 2 6 = S " Is 6 49 2 2' 6 91 ^" 96 1 Assume max. dent'^. 's top _r: on WORT.-: ' r+ _ c I 1 , , A21 21.17 26.79 2D8 15.1 42.6 48 34 VISITOR DRIVE WP2 25 600 2.8 ((USE 10.1 0.56 SENT 2.62 10.Z8 10.28 1.54 205 OK) then 10.3 10.28 BEST 1„p Maximum flow depth at curb, 0.46 , BALANCED ,WP2 0.41 0.95 .00 0.016 ,0.80 3.50 50.1 60.0 0.029 IWP2 0.46 16.6 2.88 16.7 1.000 , 95 GRASS/WALKWAY WS4 450 'X 30 ' 30 1.8 1.8 0.92 9.00 0.31 2.58 1.00 0.71 ` - ;WS4 0.31 0.74 0.32 36 rgect 101 Igo 'x 12 ' 12 a 6 ((USF G,G n 79 9.29 0.40 2.60 2.00 1.00 .i 31 PLAZA/PLANTS WS3 100 'X 90 ' 100 1.3 1.9 0.86 9.00 0.61 4.72 1.00 1.96 ;WS3 0.211 0.81 1.00 ; ;Assume max. depth is top -rb on NORTi!, 38 CITY BUS DR. WPt 30 450 2.3 ((USE 8.9 0.91 7.47 0.92 6.24 6.24 1.75 12 OK > then 6.2 6.24 3.33 � ° Maximum flow depth at curb, ft.- 0.39 ; BALANCED ;WPI 0.31 0.95 1.00 0.016 I0.80 0.50 50.0 -50.0 0.0a ;WPI 0.39 13.2 1.88 13.3 1.000 10�50 3.56 17.10 15 CVE3= CW > NO-1 i; 39 BUILDING 83-84 0- Q/100-Q/10 Tc/iC- 5.0 USE)) 10.7 i.00 6.97 0.91 1.51 l( To OTHER below 1/10: 5.53 Q/10= 4.83 1/100 = 6.97 Q/100= 6.34 i ° R-4 PAN IN FYC:q5 0; 10 YR 9TORM rA--N OI1T ' ' g 40 MAX. FLOW to CURB INLET NO. 1 TOTAL BASIN - 10.7 0.65 6.91 3.54 16.10 1.51 17.61 C Cf A - 2.31 TOTAL INCL. BLO'G : 0.72 - 4.45 n ' iV!CURB INLET,SUMP CI-1 Allowable,Ya ft.= 0.50 Yo= 0.52 L,ft.= 15 " Uet.hilhL, n, i;.= U.30 UVtX.LO1,CS: Lit aC : I I.g QC : I J M!lz QC goes to L Sewer. INt.1 - 01 j'p Qr/L= 1.17 Yo/h- 1.05 ' v! I I_I I -,;OVERFLOW 1110,SUMP OPENING, h, ft.: 0.50 Yo- 0.20 L,ft.- 10 (( GOES TO CHASE 6 TO BASIN 3, North gutter. INLET REDUCTION FACTOR - 0.9 Or - 2.761 n v ;'I }t CONC. CHASE 10 'under Plaza 65 2.1 TO CIUNNEL BETWfBI SfN. 6 COIM. 2.76 2.16 0.008 2.76 0.51 DEPTH--0.54I =•' 12.8 -TOTAL Tc - 10.1 + 2.1 ; BALANCED ;GONG. CHASE 0.016 ; 0.71 0.00 0.00 , ;C01�. 0.54 10.D0 5.38 ii.l 1.000 ; 142 GRASS/PARKWAY Cl 35 'X 465 ' 35 6.9 ((USE 6.9 0.31 8.14 0.37 0.76 0.76 2.00 1.00 , . ;; ; Cl 0.37 0.25 0.31 ; ; 'y' I 143 GRASS/PARKWAY C2 35 'X 300 ' 35 6.3 6.9 0.31 8.14 0.61 1.56 1.56 2.00 1.00 -.. n i C2 0.24 0.25 0.31 ; ; ; n I`d' .� IrI W. FLOW = AREA C3 + PART OF Cl 6 C2 t roduCe 5.0 To minimum. n C Cf A - 5.26 s "1 GRASS/PARKWAY CiN 3.3 'X 765 ' 3.3 2.1 ((USE 2.1 0.31 9.00 0.06 0.13 0.13 2.00 1.00 )C16 0.06 0.25 0.31 " ; �. ''45 1 C3 470 'X 470 ' 665 3.3 2.9 ((USE. 5.0 1.00 9.01 5J3 49.02 46.02 1.65 ((( Desi b DEVELOPER 46.02 3.85 I ° + " L `+ ' S ' c ' , n . ' " _ -; 25 , ADD I AA DHIS11 by USLtOftif ' !"I PROVIDE only a MANHOLE with connection for CI-2 by DEVELOPER ='ICURB INLET,SUMP CI-2 Allowable,Ya ft.= 0.50 Yo= 0.66 L,ft.= 30 ;�, OPENING, h, ft.: 0.50 OVERFLOW, cfs:16.32 Or = 46.0 Qc = 29.7 INLET REDUCTION FACTOR - 0.9 9th: 1.53 Yoth: 1.33 BASIN t, Total Area = 4.45 Area prpnort:onal ;o Ic a a = o.0 MIA. ; - Z9.4g MAX. less inlet CI-1 & Cl-Z QC-44.o3I L 14.9 cfs TO CHANNeL LUX. FLOW TO CPANR BASIN i is : i0.7 BASIN 2 is -• 5.0 (/( FROM ABOVE (not including boz flow time) „ BASIN 2, Total Area - 5.13 MIN.))))))) 5.0 1.00 9.00 5.13 45.97 THE = 6.0 3 TOTAL Q - 54.8 TIME = 7.0 and TOTAL Q = 52.1 46 CHANNEL (rest) 20 'E. of Plaza 120 4.9 DEPTH = 1.51 59.49 44.5 14.94 0.84i 48T 14.94 0.41 i'°� FLOW DEPTH AT CENTER ,ft - 1.54 ;BALANCED ;CNANNQ (rest) 0.040 I 3.00 3.00 2.00' ;dHANI& 1.54 20.W 36.8 28.3 1.000 ' ' A - FLOW DEPTH AT N. CDRB, = . , BALANCED ,CHANNEL , . _ , , 14i 78.37 71.76 410 ; 'j.,I TOTAL FLOW TIME TO INLET CI-3: 5.0 + 2.1 + 4.9 + T.0 19.0 !BASIN 3 DESIGN PT.7 7.53 acres CCf = 0.90 Q-100 =53.2 4n ra Ceermnr°uv nr un v ,; ' ,5 6 e rly6' 6 9 0 0' 8 15 ' 27 0,69 069 00 1 00 'Eva0.25 ' ' 49 BUILDING C5 400 ' X 22D ' 120 2.2 2.2 0.92 9.00 2.29 18.94 4.94 1.00 2.79 ;,, i ; C5 2.72 0.95 '..00 ; :0 PARKING LOT C6 112 'X 1l0 ' 71.0 5.3 ((US- 12.2 n_.95 6.62 4.09 25.95 Z5.85 1.2? 2.21 a C Cf A - 3.90 ; C6 1.80 0.95 1.00 ; A"i_ti AREA A above to +.iina to rea_n IN: :5 Same a5 for A97A g below. T[ : '� � ET AR=A 05+ C6 ON;.Y: 7.5 - Te G Gf - i.00 ?.92�;�.32 G-3O.25-8�i61r,-.6A ".°� 0 50.1E �eR-0.T-,S-28..3--8-Z3-N.36TC00 l Design py _ ..; AREA @ To: 2.2 C4 340 'X 24 ' 24 L (( SE 5.7 5.7 0.31 8.6E 0.19 0.51 0.51 2.00 1.00 Y ; C4 0.19 0.25 0.31 I ; 15( COM.LOT GU,7:3 PART -AREAS C44.7+C5+C6 is 5.7 5.3 11:0 0.97 i.89 4.01 26.72 26.72 0.87 ((( Design by DEVELOPER 26.72 3.56 iI i Flow depth at c::rb, ft.: 0.67 ; BALANCED ;COM 4.01 check 0.97 0.016 10.80 0.50 59.0;CC1.LO 0.67 27.2 7.51 27.26 1.000 D d4 gin @ CROWN.or 7 i 2 4B i5 ;g 1 4C HORSuOOTH 3D.H2C TO A-STA. 815 2.7 4.9 - 7.6 0.89 1.89 1:13 7.95 1.95 1.39 51 OK > then 1.9 1.95 3.20 rain @ .RnAr?a 'rRprNAel ewrEn l Mr.: 'T 6 Ag 0 nib 'G a0 D 50 ;n ^ 5^ ^ C35 'u7r nD� iv=; ' NOTE: ABOVE AREAS ARE FROM COMMERC:A: --!!N-.AC: E PROP. 12.2 0.94 632 5.22 32.51 (((( TOTAL AREA at tots area To. RUNOFF LESS THAN PARTIAL AREA ;") COMERC% TOTAL : 5.22 0.94'•45 HORSE100Ti RD.425 70 A-STR. 60.0 0.2 ((USE 7.8 0.92 7.82 1.44 10.36 110.36 1.39 57 OK ) then 10.4 10.36 3.42 1; 6in.11 CROWN or 18in.@ C99S 1.33 'CROWN; BALANCED '0, 0.32 0.95 t E 6.016 '0.80 0.50 50. 5^ " "T '11.2S 0.47 15.0 3.03 17.42 1 0^^ ; 213 1.38 35.76 57 2.7 :5.5 4 152 GRASS SC1 45 'X 540 ' 45 7.6 (( OK 7.8 0.75 7.30 2.00 11.70 ii.70 2.00 1.00 i !SGi 0.56 0.25 0.31 i 5g - war J g OUV 4.2 MSE I,.0 0.80 6.3-9 211 :. r ; BALANCED ;SP2 0.52 0.95 1.00 0.016 ;0.80 0.50 50.0 0.0 9.035 ISP2 0.54 10.9 4.49 21.0 1.000 ,0.50 3.56 17.00 11 ( ? OF W. CURBI ' 54 OR.,RAMP,DOCK SPi 76 'X 265 ' 2E5 3.--11.0 0.83 6.89 2.98 17.08 17.08 0.61 1.52 !�"( ;SPI 0.46 0.95 1.00 ; ;H GRASS/WALKWAY SSi 96 'X 200 ' 96 3.2 11.0 0.84 6.19 3.44 20.02 20.02 1.00 0.71 I i C Of A- 2.91 AVG.V= ERR CSSI 0.46 0.74 0.92 " 56 Eumm H , RT! _ _ ",' _._ 11.9 i.eg ..89 .. - 5;44 i:,, w, U. m:... r_ . _ .. _. __. • lu ,,.. 1 __ U ul rrc, ;v c, i57 PARTIAL BASIN 3 to INLET YCA 7.B 3.2 :To = 11.0 0.91 6.89 1.45 46.74 i.26 48.00 ((( FLOW FRAM PARTIAL BASIN 3 at MIN. 1 I I; I ' 'TOTALL BASIN 3, not i.^•cl. b., id r' 11.2 0.90 6.62 7.51 '.'.DO (((( TOTAL BAS!K at total basin To. RUNOFc LcSS lHAN PART!AL BASIN ' i by 66 fs C Cf A 6.51 _It-A:n n:mg 191 Y'yn, :�_1•.;:., :..:1 ':+g n n am.L1 q :7 qa ,g 70 91 r' -:ft =:nv m-V lave e+ :we,• E 9 c.- ;C n r:lNrl [ . x G-5 LBALANCEDARKS C-- ... ?' ' n -- - ---- �M - -- - - ?sae 3 of 6 11/12/93 ARCH. 4ORIZ. 4IGii SG;OOL P.N.: C2'...DE iLE:Si" 10.5 Y: ------------------------------------------------------------------------------------------- A I ►I A' c� c) �� c U 6vovv In r M$ Y _ ______________________________________________-_ _-______________________ ------------------------------------------- - --- ---- !�, l) BASIN INLETGLOW TIME) TIMW AVG. INTER-5JN (((((( RUNOFF )>)))> (S Rr T) (((( PIPE )>)> (STREa )) ((?IPE )> 1.00 i ELEMENT DATA'STREET CHANNELiDATA' STREET CAPACITY INCL. PARKWAY GUTTER CHANNEL STREET ( PARKWAY >; DESIGN FLOWS For Streets 8 Channels ; -- - - - -- ------------------------------------ PIP- Condition PIPE vel. 6 On status - '. ----- - --- -- - - - ------ -- ALC. AREA C0:' C0 FAO. OE?TH LT.SIDE RT.SIOE X-S COEF.IDRI'VE DEPTH W A ;. 'C' ft Z ft/ft Z ft/ft ft/ft r. ;DEY_. Y ft ft sq.ft. S7ATU5 NC. acre CICf n - - ---- --- P FACTOR;DEPT4 A P As A ? Op ft fOd ;`ff".-at_`: :L c:s sq f: `+ c`s - =:_- ' ' _::: _::= :::= .::: 11 8i ' I 1 . __: i r., i . incci C a v u: ft c a „ : , . a c . :a + r:t,. a c `• ' '� f !'I DESIGN POINT N0. 51ZE I%M f.. n. min. min. ain. C=C_ in/hr. A acre cfs .fs Ar cf Ss X s ft/ft D in. cfs Ad c,s fps c s ps I. ------------ --- - - - - - - - ----- ---- °' , I' - ---- ----- ---- ---- ----- - + 2 34 35 36 31 39 39 40 41 42 43 44 45 ;' 46 41 48 44 5O 5! 52 23 24 25 .6 27 , 8 29 30 31 32 33 j - ----- - - --- - -:_ - ----- _ :- ----- -_--- - --" - - - - - - - :::- --=-=-=--:_ :::.-__- =-=-- -==-----__, -_ -:::: _::.:::_ _::_ , ---- ----- ------- ------- - --- --= =i - -- - - -- - __ .I,F =- - -- -- -- - - ---- ' 159 1 -- - -- -- -- - - -- - - - - ----------- -------------- ----- ----- ---- ---- ------ ---- ------ - ---- ------ ------ ---- ----- ---- ------ ----- ---- -----.SELL- ----- ----� TOTAL FLOW TIME TO INLET CIA from BASINS 1 and 2 = 19.0 OVERFLOW from CI-1 6 CI-2= 14.94 + 38.24 : 53.18 = FLOW FROM TOTAL AREA IN INLET I' I flu DR I LIMP CI-3S Allowable,Ya ft.- 0.50 Ye- 2.50 L, f-t. 1-2 II,°I Allowable Ya/h = 1.00 INLET CI-3S by HIGH SCHOOL "CURB OPENING, h, ft.- 0.50 OVERFLOW,.fs= 41.3 Or : 53.2 0:: 11.9 INLET REDULION FACTOR = 0.9` INLET,SUMP CI-3C Allowable,Ya ft.'= 0.50 Yo= 1.25 L,ft.= 15 r I Ar/L: Allowable d.43 Yo/h:5.00 Ya/h - 1 00 FUTURE i INLET CI-3C by COMMERCIAL DEVELOPER ' " OHNING, 6, `} - 0,50 OVF4FLOW-Cfs- 264 0" = 41 3 0- - 14 0 :1 ? +1 a : o" : et 9 w - ;;;kvina -Agng : n a Ad/L- 2.15 Yo(h= 2.49 ABOVE TOP b box or curb DEPTH- , BALANCE ,CON DRIVE WIDTH 30.00 DEPTH- 0.55 ; BA•:AIICED ;PAR 1.76 0.95 , .. .o U. :' CONC• 1.00 0.016 0.80 0.50 166.7. 50.0 0.029 ;PARKIN 0.59 72.7 ILDO L . „ I• ,•� ASsmoe ax. deptt is top csrb on NO Rir. 72.8 1.000 ;:��° ' ' 092 11.10 31.50 111 4.4 20.9 6 :'BASIN lop 4 DESIGN PT.9 4.69 acres CCf = 1.00 Q-100 =49.7 CONC. CHASE 2.0 'east gutter 330 3.6 3.6 1.00 9.00 5.67 5.99 5.99 0.83 5.99 4.51 �:, ' i 62 60 ji OVERFLOW FROM CI-3S 6 CI-3C Tc .rom Line 59 : '9.0 26.45 ?ARKING LOT North Gutter SP3+55 500 4.9 3.2 4.9 1.00 9.00 1.16. 15.82 42.21 0.61 99 OK ) then 42.3 42.21 2.64 PARKING LOT North Gutter S?3+SS 80 0.5 ((USE 5.4 1.00 8.79 2.04 17.92 44.37 0.61 99 OK ) then 44.4 44.37 267 j„ _".' DRIVE WIDTH Ar/L: C Cf A : 30.00 DEPTH- 0.43 , BALANCED ,FAR 2.18 0.86 1.00 0.016 0.20 0.50 166.7 50.0 0.029 ,PARK!N 0.43 46.3 6.59 ' ' 0.34 0.25 ( SE 2.31 0.95 I....... 2.48 Yo/h-- 2:17 0.94 ;EG1 11.68 0.45 0.56 A 6 C= 1. 20 0.25 0.9 (9i 92 T1.10 31.50 176 4.4 20.9 9 I 46.4, 1.000 , Ol9Z TiJO 31.50 375 4.4 20.9 27 " , „Flow Lime M-3- - North gutter time: = a 'b. PARKING LOT East Gutter SPOGS 500 3.8 (( USE 3.8 1.00 9.00 2.18 19.58 19.58 1.38 148 OK ) then 19.6 19.,58 2.97 65 PARKING LOT East Gutter SP4+GS 110 0.3 MIN.) 5.0 1.00 9.00 2.65 23.88 ' 23.88 6.27 155 OK ) then 23.9 23.38 5.52 j' 1 Me x; Ho c. __ . t, ft. - 0.00'�� 1 8.79 1.25 a ' lib MAX. FLOW to CURBVINLa NO. 4 Tc: 19.0 + . 3.7 22.7 1.00 4.95 4.69 23.13' 26.45 49.68 ((( INLC. OVERFLOW FROM C!-3. CURB INLET,SUMP CI-4 Allowable,Ya ft.= 0.50 Yo= 1.08 L,ft.= 20 r} - n n 'J _29 Q QP- - 194 44 AS"K ngrNiNG. h. - 7 (BASIN 5,DESIGN PT.10 1.68 acres . CCf = 0.56 Q-100 = 6.5 167 TRACK 8 FIELD EGII 161 ' In Iai 2 Area. INLETS Free AREA, ea. sq.ft.: 2.0 TOTAL Free AREA,sq.ft.: 4.0 Top of INLET El.: 33.0 MAX cA0 ON INLET = 35.0 - 33.0 = 2.0 ft. la ini INL T CAPACITY, cfs/sq.ft.: 5.06 INLET CAPACITY, cfs.: 20.2 GRATE LOSS = 2.0 V^2/29 Grate V, fps 0.74 at 2.94 cfs LOSS, ft.= 0.01 OUTFALL PVC, in 8 ?oil Or- 2.08 n : 0.010 S ft/ft - O.N75 LE1r3TH: 90 Vel., fps z 6.0 PIPE LOSS z 1.5 V"2/29 0.8 I6 RACK avert ors a EL.= 35.0 TOP or MH-7 EL.= 31.0 4GL-DROP : 3.16 HG: S ft ft :0.0351 1.& Ac : 2.94 ((((((((((<( PIPE CAPACITY CONTROLS i a ii9 OVERFLOW from South TRACK to Basin 6 = 6.45 - 2.94 • : 3.51 1 j IN !SG3 0.54 C.25 '•' - 0.31 a I' ' Cuf - - 110 GRASS SG3 61 'X 500 ' 5GO 28.2 ((USE 28.2 0.31cres 034 L67 jj GRASS SG3 61 ;X 150 ' 150 2.3 ((USE 30.9 0.31 4.12 -0.70 0.90 0.90 1.60 " 0.89 0.99 is 1 26 :Af full Pf = 24.3 BASIN 5 : ( 172 :Af fu'.l Pf ' x0.91 C.25 0.31 . , 58.6 OK )Dc 0.16.; BEANO ;30-,= 0.060 :0.10 4.00 5.0 8.3. IBot= 0.23 5.00 1.46 1.07 0.25 0.31 iEP2 C.64 0.93 1.00 6.45 = 4.02 / 6.E3 ) 2.9 = C.9 707AL:24.26 t D.86 ': 25.'2 105.1 OK )DC 0.55 3.LANCEO !3c:: 3.060 !0.70 3.00 EA 21.37 :.9c:: 0.68 10.00 14.1,2 ,_ 0.41 0.25 0.31 I° 1 -• -•-- .... -• AD ^23C?; n31 I 3 J 57 C.2C. 3 'A' .., ^ n ^c 's3 037 0.25 0.31 !EW: 2.4i 1.00 1.00 sum _- , 8.0 1.000 ; 16 �eic i.t 1.0 : At 0 =fAC 31.6 1r.c !� y ,7.CRASS . .. ,. 73 CRASS SWALE E.Bot= 5.0 S= 6.6 185 19.4 1.2 ((USE 32.1 0.31 4.02 1.61 2.02 2.02 3.02 903 2.02 1.38 I' 1'EC1 14 GRASS EG13 129 360 ' 363 20.3 5.3 20.3 0.31 i.07 2.60 1.4 I' 7i= YY t rAloTS .07 76_'K_36q ' 160 d 14 2 d n cT Z7 1 DD 96 vl J '' OVERFLOW FROM CI-4 22.7 29.88 (NSE FOR %:32.1 BASIN 4 : 29 ° ! 4.02 / 4.05 ' 16 GAS, SWALE S,3ot:10.0 Sx15.8 36D 1.2 ((US: 34.3 0.45 3.84 _:32: 5.67 29.38 35.55 3.C2 1032 35.55 1.51 P>; :BASIN 7 to S. Pond 5.09 acres CCf = 0.72 Q-100 =30.7 t c c 2t +2. 2 + + - �•,i !'7 GRASS Gib 86 ' 0 ' 210 9 2.3. .5 0.31 6.46 0.41 0.83 0.83 4.50 .00 j78 GRASS -G17 158 ' 60 ' 60 4.3 O.3 USE>) 5.0 0.31 9.90 0.22 0.61 0.61 18.30 3.02 179 S COATS 6C GRASS1 , EG34 125 ' 80 ' 160 6.5 0,6 USE» 6.5 0.31 8.33 ^_.23 0.60 0.60 3.50 2.06 L� 181 GRASS EG35 466 ' 35 ' ?c 4.9 C.3 4.9 0.31 SAO .17 1.C5 i.0c 5.70 :39 1 q ,, ;, L. _? 8? SCU'? COED -WI 0.0 4.7 1.00 9.03 2.41 21.69 21.6E 8.50 2.06 84 TOTAL Flows DIRECT to SOUTH Detention POND AVG)) 6.2 0.72 8.42 5.09 30.66 30.66 .j BASIN 8,DESIGN PT.12 1.68 acres CCf = 0.56 Q-100 = 6.5 I' 6c ':te . 5asi.. _same as '-sin. north 1/2 + .er L:^. ^ :2..1 P'P= _ire- + 'r' -a• " " ^ 5, of +raci;, f :a1'./s." =i0r . ocg„ . _ o S0 ,.. pond rest C„z=SELL 9A1 r 1 1 :r' - :_ee 1':, e- r :: ❑ '...: :c," : 7 : uA'; _: u. M' IL': :v [ 1: ^ _ 1' C _ 9 (xj I I r ' ......... ... ..... -, ' '. .. .. ?,I::a.}+;•+t+<++•;;+t=;<t,; .' .' - .. .. ... .. ... .. .. �... • ' tti+i++++ttat;}}}:Lt+t+++++j+++++tt .. G-6 , CA?ACiTY, .-s/s;.ft.: 4.46 !NL=i CAPACITY, .-s.': 4.0 (l(i((((U((l INL T CAPACITY CO!1;R 7:ACK overfors at -1.: 3LO POND MAX.WATs :_ 24.0 4 DRO? : i'.A0 LES•3TH: i92 F.T. S /ft : C.C57 HE Ac: 11.1 c c _ �L FLOW : .. OVERFLOW - 6.45 4.02 : 2.44 cfs to SOUTH tmnd - _ - -+.. - _. .. .:LT.... '+ ... :i• ..... .......�:t+ APPENDIX H NORTH AREA AND INLET OVERFLOW CALCULATIONS 100 YEAR STORM EVENT 1 - _ -... ' ARCH. HORIZ.1/HIGH SCHOOL FILE: ARCHiODNtZ FIME-02L006CH-HRZIDRAINAGE\STR-IDON BASINS 9 and 66 to SEWER &NORTH POND WK1 100 YEAR 1.25 Page 44 of 6 'e ERMl =Cf I R E M A R CALC.AGAIN I - K S , ELEMENT 0.91 ; P64A ; __.._. PG4B i --- -- I --- MEET DATA, STREET CHANNEL DATA, STREET CAPACITY INCL. PARKWAY , ; GUTTER CHANNEL STREET ( PARKWAY ); DESIGN FLOWS For Streets 6 Channels ; CAPACITY CALC'S For Streets 6 Drives --'- --- ------ '' -- -------- '-------- -- --- ----- ---- L BASIN -------=_--- - --- -- - INLET(FLOW TIME) TIME AVG. INTEN- SUM DIRECT OTHER SUM l( STREET (((( PIPE �.__ »» ( STREET » 11 PIPE )) ;STREET allowable GUTTER depth 6 s; ; ((((( E L E M E N T »»>; RED. CURB CHANNEL X-SLOPE ( PARKWAY );STREET ---'--' FLOW WIDTH AREA PERM. ADJ. ; MAX.(STREET 3 GUTTER) ((( PARKWAY ' 1 I LOCATION OF BASINS ELEMENT LENGTH TIME STREET PIPE To SUM COEF SITY I -AREA RUNOFF RUNOFF RUNOFF SLOPE CAP. SLOPE SIZE CAP. DESIGN VEL. DESIGN VEL. 'I; CALC.; AREA COEF COEF. ; FAC. DEPTH LT.SIOE RT.SIDE X-S-COEF,;DRIVE DEPTH I A P FACTOR;)EPTH A P Os A P Qp ; N-DESIGN1OI"__SIZE-ITFM fL min. min._min-mili-Chin/hrlacre-cfs-cfs�cfs�s-%-cfs-ft/it-Din._cfs-Odcfs-fps cfs-fps_;PIPECondition-PaPE-vsl,4-0n-s,STATUS;NO-acre=G°-CwCf-n-j-F-it--Z-ft/ft-Z-ft/ft-ft/ft---n-DESG.-,-ft-ft-sq.ft.-ft-i4ld ft.ssq.ft'-fi cfssq.ft"ft-cfs'; ---- - --- ----- ------ ---- - - - - - -- - - -- -- -- - - - - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ; 23 24 25 26 27 ; 28 ; 29 30 31 32 33 34 35 36 37 38 ,39 40 41 42 43 44 45 ; 46 47 48 49 50 51 52 ; -- - ----- ---- --- - -- --- . ::: .:::::. : :. . . . .. - -- -- - --- ----- ----- ---_ ---- ---- ------ BA----------- -------------- ----- ----- ----- ---- ------ ----- ------ ------ ----- ---- ------ --- -- SIN 9 DESIGN PT.13 17.4 acres CCf = 0.70 Q/100 =47.7 1 GRASS/PARKWAY WG5 80 ' 175 ' 80 10.5 10.5 0.31 0.32 2.00 1.00 ; ; ;WG5 0.32 0.25 0.31 2 GRASS/WALKWAY WS4 53 ' 120 ' 120 2.8 2.8 0.51 0.47 2.20 1.05 ;N54 0.15 0.14 0.92 3'GRASS 1G6-160�81 `160-173Z((it(i(USE -13:9-0 43 U3T .40 710 - ; iG6 0.30 0.25 0.31 - -17-11- „.4 GRASS WG7 76 ' 410 ' 410 29.8 ( TO MUCH 29.8 0.31 4.22 1.49 2.35 1.00 0.71 1 ;NOT ALL REACHS GUTTER BUT INCLUDE; ;WG7 0.72 0.25 0.31 GUTTER IIGS)WG7 GUT EXCESS ) WG7 300 2.7 ((USE 16.6 0.37 5.79 1.49 3.23 3.23 0.59 8.1 OK ) then 3.2 3.23 1.88 I ;OK ( CURB, depth:0.38 ; BAL. ; GUT 1.49 0.37 0.016 ;0.78 0.50 50.0 ; GUT 12.6 1.72 12.7 1.000 S�RASS WG8 17-420-42"O-�O-MICHi---3&+0A5-4. "-.23-3.30 1. 0.111 :WI ALL EACHS GUIIER BUI INCLUDE1 1 Wall 0.74-015 0.31; 6 GRASS 0 30 ' 400 ' 30 3.7 3.7 0.35 2.51 10.00 2.24 I .; ; 10 0.28 0.25 0.31 ; 7 MASS WG10 86 ' 140 ' 140 10.8 10.8 0.35 2.79 4.20 1.45 l .i. ; ;WG10 0.28 0.25 0.31 B BUILDING 8.2 Q: Q/1004/10 Tr/10- 5 0 10 8 1 00 0152 WG. 8 2 FLOW 'N-H(CESS-OF iO VR. TORM-GOES-OUT--SCUPPER UND- "9 BUS UNLOADING WP1 30 5OO 2.6 ((USE 19.2 0.42 5.41 3.13. LOS 0.85 7.90 1.40 313 OK ) then 7.9 7.90 3.23 �.; ; BAL. ;WPI 0.34 0.95 1.00 0.016:0.80 0.50 50.0 60.0 0.035 ;WPt 0.43 15.2 2.44 15.3 1.000 ;.1.31 26.62 31.89 259 19.1 48.6 54 10 BUILDING 8-1 Q: Q/100-Q/10 Tc/10: 5.0 19.2 1.00 0.89 0.09 (( To BELOW 1/10: 5.59 Q/10: 4.73 1/100 : 5.41 A/100: 4.81, 1((((((((( BLDG. B-1 FLOW IN EXCESS OF 10 YR. STORM GOES OUT SCUPPERS TO GROUND ' 'GUTTER J - . tl BUS UNLOADING WPl 30 140 GUT 415 12 GRASS WG11 60 ' 205 ' 60 :13 GRASS WG12 100 ' 183 ' 100 14 MAIN-EATRAA 1P5-35 �70�T 45 GRASS IIG16 80 ' 10 ' 80 16 PARKING LOT WP6 420 ' 170 ' 420 .IMSS xG14 t20'-56�120-13 18 GRASS WG15 30 ' 197 ' 30 19 GRASS WG13 130 ' 313 ' 130 O.T ((USE 19.9 0.43 5.31 3.23 7.45 3.6 ((USE 23.5 0.43 4.86 3.23 6.82 9.1 9.1 0.42 3.51 7.7 1.7 0.41 3.93 i9 20�7-5�T� 38-f1:1�ifT9-220�6 6.1 6.1 0.46 4.65 4.2 6.1 0.60 8.47 6.29 32.12 S 131 O:3Q B II 4.3 4.3 0.59 6.58 9.5 9.5 0.56 7.51 0.94 8.39 1.40 313 OK ) then 0.94 7.76 0.56 12.6 OK ) then 2.00 1.00 1-0 en 10.00 32.12 0.75 1 6.70 5.60 8.4 8.39 3.28 ;' 7.8 7.76 1.91 ;OK ( CURB, depth:0.43 1.00 ;: 1.81 r :101 ( CURB d th:0.45 ep 2.24 !:11 1.69 ; 1.83 1.61 , ;, ! Rai 'wP1 n in ng5 i_DLL 1; ;n_Ra n-m 50-n 6n.n_,035_;Wp]__C,44 15 6 7.% 15-7 ,-no0 ; i t26 r31a9-Y59-t9 r4�s-54 ; BAL. ;GUT 3.23 0.43 0.016 :0.74 0.50 100.0 ;GUT 27.9 4.05 28.0 1.000 ;_.. ; ;WG11 0.18 0.25 0.31 ; 11012 0.42 0.25 0.31 ,BAL. ,xPS 0.45 0.95 1.00 0.016 ,0.81 0.50 50.0 � , 16.0 2.68 16.1 L000 , i ;11016 0.27 0.25 0.31 i :WP6 1.64 0.95 1.00 , , 6T4 0-1 . ; ;11015 0.14 0.25 0.31 , � , ,WG13 0.93 0.25 0.31 , , ni , 20-PARX4K,-LOT-VF"50-95-350-3.4 9�5-0 60-�.-30 8.-28-36:09 36 A9��0 2,06 ;. -; ,11,11-0. .95 1 , 21 PARKING LOT WP9 280 ' 81 ' 280 2.8 2.0 11.5 0.62 6.78 8.80 37.04 37.04 1.40 2.33 ; ; ;WP9 0.52 0.95 1.00 ; 22 GRASS/WALKWAY WS8 20 ' 130 ' 20 1.2 0.3 1.2 0.62 8.86 0.00 2.00 1.00 ;MSB 0.06 0.14 0.92 ; ; �ALLE7�AIL-Rot=A D_SK_1D0 573 O.LCGISE_3.LLA.62-4 05=8.8�22.35_0.9�23.29_0.56 284.OK GREATER THEIR 23,2�L.10 ;-T2=Ai fu1# P NO-A-33�n�c; BAL-;Rot low -to-TOP OFWESTM-0.004 23 GRASS WG17 110 ' 339 ' 110 9.4 9.4 0.60 9.72 4.40 1.48 ; ; 1WG17 0.86 0.25 0.31 24 PARKING LOT WIRT 280 ' 190 ' 280 2.5 11.9 0.64 6.67 10.94 46.74 46.74 0.90 1.86 ; ; 1WP7 1.22 0.95 1.00 25 FLOW frog VERMONT Dr. into NORTHWEST ENTRANCE P9.1 5.0 0.66 9.00 11.55 5.00 5.00__- 26 GRASS ALKWAY WS§30T230 30 1.4 1 2.00 .00 ,. 0.16 0.74 0.92 .21 GRASS WG18 80 ' 325 ' 80 12.4 12.4 0.64 12.31 1.20 0.77 ,WS9 ; ; ;WG18 0.60 0.25 0.31 , L 18 GRASS IIG19 215 210 215 12.1 12.1 0.62 13.35 5.70 1.69 ; ; ;WG19 1.04 0.25 0.31 ; ; !1 ::,i _! 29�PARKING�tOT-AP10-490y142-`4°04:0163-0:66-5:83-74:95--STZ7- ---51:21-1 _10--- -T-i ,-------i----- - - --- i 30 BUILDING 8-6 Q: Q/100-Q/10 Tc/10: 5.0 34.4 1.00 0.69 0.00 (( To OTHER below 1/10: 5.59 Q/10: 3.66 1/I00 : 3.83 Q/10C: 2.64 ;((((((((( BLDG. B-6 FLOW LESS THEN OF 10 YR. STORM NO FLOW GOES OUT SCUPPERS TO GROUND SOUTH GUTTER GUT incl.WGIT)WP1 420 2.7 ((USE 34.4 0.66 3.83 14.95 3T.62 0.94 38.56 0.56 189 OK ) then 38.6 38.56 2.57 ;Allow 1.0 ft.depth in parking lot; BAL. ;GUT 0.016 :0.74 0.50 150.0 16.3 01035 ;GUT 0.60 66.1 15.00 66.8 1.000 ; 1'.00 53.5 151 187 2.0 8.1 3 ;. 3�FLOW-from4ERMONT 0r:-into-NORTH ENTRANCE -P :1---5:1-0:93--8.66--1.16_..9:34 _ -9:34--- ------ - _ _--- , 0.93 -----------_--' --'- •-.-'.-- _ , 32 PARKING LOT WP11 430 ' 133 ' 430 4.4 10.1 0.97 7.13 2.47 17.03 0.94 17.97 0.70 1.63 i ; ;NP11 1.31 0.95 1.00 TOTAL TO DESIGN PT.13 2,348 13.9 20.5 34.4 0.70 3.83 17.42 46.77 0.94 41.71 0.95 C Cf A:12.21 1.91 .; DESIGN PT.13 CURB INLET NO. 6, TYPE C FLOW DEPTH at CURB, Yo =0.76 Neenah R-3296, 4 units Open,h,ft : 0.50 Open,L,ft: 10.67 Total Casting Length,ft: 13.83 Req'd Qr : 47.7 Opening w/ R.F.Qc: 17.3 30.4 (l TO SATE :0.76 :Yo Yo/h: 1.52 Qd/L: 1.80 ; ;0.90 r/18" wide GRATE Head,hg ft__0.85 Grate Free T.2__F16w, cfsJsq.ft rJ R.F_.Qc: 23./__-Qo: LO »> OVERFLOW TO GRASS �e1F KntRu_OESOCCER ElE1D-;._..-.... TO WEIR SECTION_. HEAD-: (Qo/200).4-0.16_;.., ; .COMBINE _Ag,.sq.ft.: _Au, NDTE: PIPE CAPACITY 35.7 LESS THAW IWLET CAPACITY 53.8 AWD CONTROLS OVERFLOW. OVBROW : _4.05_Gratting 47.1 - 35.1 : 12.0 cfs -_-__ __-__;0.80OYERFLOM.IS _WEIR ; CAPACITY OF 30' STORM SEIB : 35.7 cfs frm BACKWATER CALC'S in APPENDIX E. ; ;' }}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}l}}}}}}}}}}}}}}}}}}}}}}#}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}......>}}}}}}}}}}}}......}}}}}}}{}}}.}4.4}{}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}}} .... .-------- 7 ) 06/07/94 ARCH. HORIZ. HIGH SCHOOL P.N.: 021.006 FILE:STR-LOON By: ERM Page 5 of 6 ,; I PGSA ---__-----_- - --- - --- - - ----_---=- ------ - ---_--_ - ---_-_ __--_ - = - - ---------------- ELEMENT BRA ED M A R K ;, ELEMENT DATA, STTTER DATA, I TY ' I NS 10, 11 & 13 to NORTH P 0 N D 100 YEAR Cf = 1. 25 C/CHANNANNEL EL( j 1.00S c CAPARKWAYLC'S For b Drves ), DESIGSTREETS For StCAPAreets & amels CAPACITY ts ( PARKWAY );STREET FLOW WIDTH AREA PERM. AW. ; MAX. (STREET b GUTTER) ((( PARKWAY ») L BASIN INLET(FLOW TIME) TIME AVG. INTEH- SUM DIRECT OTHER SUM (( STREET (((( PIPE )>)) ( STREET )) (( PIPE )) ;STREET allocable GUTTER depth b s; ; ((((( E L E M E N T »)>); RED. CURB CHANNEL X-SLOPE ' I LOCATION OF BASINS ELEMENT LENGTH TIME STREET PIPE Tc SUM COEF SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE CAP. SLOPE SIZE CAP. DESIGN VEL. DESIGN VEL. ; ; CALC.; AREA COEF COEF. ; FAC. DEPTH LLSIDE RLSIDE X-S COEF.;DRIVE DEPTH W A P FACTOR; DEPTH A P Qs A P Qp N DESIGN POINT NO. SIZE ITEM ft. min. min, min. min. C;Cf in/hr. A -acre cfs cfs Qr cfs Ss % cfs ft/ft D in, cfs Qd cfs fps cfs fps f n,_ ; F-ft-Z.ft/ft-Z-ft/l:JVf#.- 'OESG--y-ft--ft-.q ft ►+ fW ft-sq:ft:-ft--cfrsq.ft-ft--cfr- -- - --- ----- - ----- ---•• --••- --•- ------ -•-- ------ -_---- ------ ------ ------ ----- ---- ------ - - ---- - - ----- ----- ' - - - - -- -- -- ----' -- - --' -- --- -- --- - --- --- ------------------ ---' ---- ---- ----- -- - - ' -- ---- ---- ---- ---- --- - - ' .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I ; 23 14 25 26 27 ; 28 ; 29 30 31 32 33 ' 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 ' ------------------------- ----- ----- ----- ---- ------ ---- ------ ----------- -------------- ---•- ----- ----- ---- ------ ---- ------ ---- ------ ------ ------ -�. •----- ------ ------ ----- ---- ------ ----- ---- ----•- ----- ---- ------ ----- ---- ----• ----- ----- ----• ' --- ----------- --- ---- ---•- .««_' --- ----- ---- - - - --' - ---- - ---- -- ----- ----- ----- --- ----- ---- -C_7 C_L-, ---7 ----- ------ ___--__ - - - -- - - - ---- -- - - --' - -- - --- --- --' - - --_ �L_-.=:_-._p_..._�W_ ----- -_-_-, -_- --- ----- ----- w �'�__,-------- -' --I ESASI-N 10-DES1-GN-PT-1*5 38 Q/-100-=28-.-8 FLOWS to SWALE EAST of Soccer Field 33 GRASS WG20 110 ' 212 ' 110 15.4 15.4 0.31 0.53 1.00 0.11 ; ;WG20 0.53 0.25 0.31 ' 34-GRASS EG}-140=125-140-i34 5-.4-031 0.93 2:40 HO 35 GRASS EG2 260 ' 95 ' 260 23.1 23.7 0.31 1.49 1.00 0.71 ;EG2 0.56 0.25 0.31 36 GRASS EG4 360 ' 264 ' 360 22.2 23.7 0.31 3.67 2.00 1.00 ;EG4 2.18 0.25 0.31 37 GRASS E021 60 ' 110 ' 110 24 g (- UM USE 20 8 0 31 A 79 4 23 5 58 1 0Q G T1 I° , 1EG21 56`O Y5-fi3 , , - 38 GRASS SWALE Bot= 0.0 Sx 10 520 5.7 21.1 0.31 5.14 4.23 6.19 6.79 0.96 2005 OK GREATER THEN » 6.79 0.71 ; 630 =Af full Pf- 420 0.36-Dn)Dc; BAL. ;Bot- 0.060 ; 3.00 60.0 80.0 ; lb = 0.00 8.86 49.8 LOGO ; 0.23 =OcTc= 31.6 Ac- 3.6 Me-- 0.000 RON goes to Irrigation POW Tc - 15.4 + 5.7 = 21.1 ( 22.8 ((((((( USE I FLOWS to SWALE SOUTH of Soccer Field 8 12.0 cfs overflow from CI-6 i 39 CURB INLET NOA OVERFLOW 100 YEAR STORM ONLY 40 GRASS EG3 240 118 240 13.3 (llll(((USE 13.3 0.31 0.65 5.00 1.S8 I' ; ;EG3 0.65 0.25 0.11 ; ; - AFMSS E65 ZOU 3b NO Ij.j 13.30.3 JAU 1.33 -I';' ; ;EG5 0.39 0.25 0.31 OVERFLOW FROM CURB INLET W. 6 ))))))) 12.01 L'. 42 GRASS SWALE Bot-1y0.0 Sx 35 330 3.6 ((USE 17.0 0.31 5.13 1.04 1.85 12.01 13.81 0.46 406 OK GREATER THEN » 13.81. 1.08 160 -Af full Pf= 150 0.48 =Dn)Oc� BAH. 0.060 ' 2.00 40.0 30.0 ; lb - 10.0 12.89 43.1 1.000 ; 0 2L�c7c-�4 8�c_5 6 f0c� 000_� .: ��-g0eg'tD""IlTlgdt•1 _�_ �Bot- j � 11 � � � � - I 1 I _ �In ■- s! FLOWS to SWALE NORTHWEST of Varsity Baseball �j ; ., i 43-CRASS E66 440 ' }2;8 ' 44A�n }4 1 g 3 1 .,N 1.30 4.2D- I.As !H ii 1EG6T302331 IT 1 1 BASEBALL 1EILDEGI9 113 341 340 26.3 ((((((((USE 26.3 0.31 2.18 1.10 0.74 ,,; , ,EG19 0.88 0.25 0.31 , , , •°I I -� 45 GRASS SWALE got= 2.0 Sx 24 200 1.9 ((USE 28.2 0.31 4.36 2.18 2.97 2.97 1.25 796 OK GREATER THEN » 2.97 0.90 ;;; 218 -Af full Pf- 143 0.33-On)Oc; RAL. ;eot- 0.060 ; 3.00 22.0 25.0 ; Wb = 2.00 3.30 17.7 1,000 ; .0:21 =DcTc- 12.0 Ac- 1.5 fQc- 0.000 FLd_gnei to Irrigation POIm 7 FLOWS direct to IRRIGATION POND 46 GRASS EG20 211 ' 140 ' 111 11A 11.4 0,31 1,11 3.60 1.34 ' 'EG20-�5--0.31 47 GRASS E622 92 360 360 27.1 ((((((((USE 27.1 0.31 ' 1.4 1.10 0.74 '; ; ;EG22 0.76 0.25 0.31 48 GRASS EG31 81 140 ' HO 11.3 11.3 0.31 1.74 3.70 1.36 ;'; ; ;EG31 0.26 0.25 0.31 49 IRRIG. POND Ell 111 ' 440 ' 440 0.0 ((WATER 27.1 0.58 4.48 2.86 7.41 7.47 0.00 0.00 11.13 1.00 1.00 ; L' -to -FLQSTRHTGATI roUf'"of-OIrPONa�Tc=rL11�31�:8-II�4-4�10:3t-16:8616.-86 ' r 50 GRASS SWALE Bat- 0.0 Sx 13 60 0.6 ((USE 30.4 0.39 4.11 10.31 18.66 12.01 28.67 1.25 68 OK GREATER THEN » 28.67 1.84 : 30 =Af full Pf= 40 1.08-Dn)Dc; RAL. ;Bot= 0.060 ;, 1.50 13.3 13.3 1 ; lb - 0.00 15.62 28.9 1.000 ;1.78 =DcTc-- 20.8 Ac- 8.1 fQe-- 0.000 51 GRASS EG27 108 ' 420 ' 420 30.2 30.4 0.38 4.17 11.35 18.02 18.02 1.00 OJI i' i iEG27 1.04 0.25 0.31 52-&RASS-SWALE-Bot-- 0:0-Sx-25--380 3.4-((USE-33:8-0d8-3:88-11:35-16:17-12:01-28.78-1:42-300 OK -GREATER -THEN -))-28:78 1.64 :.;-T02 -A Tu-n-➢f T 83���A1- Sot= -D 50 ;-2:00--23�---3T.5 ; -Wb = 0:00 iTT-42 000 ; 0.60 :DcTc= 30.6 Ac- 9.1 fQrr 0.000 i 4440 29.8 4.0 0.38 1.83 Cf A - 4.32 SUM 11.35 SUM CHECK DESIGN PT. 15 This scale dove DETENTION e goes dir4xct to WORTHOETENTIOW POND --C - j BASIN 11 DESIGN PT.16 4.4 acres CCf = 0.31 Q/100 = 4.4 53 GRASS EG23 108 ' 250 19.9- 19.9 0.31 0.62 1.60 0.89 ; ; ;EG23 0.62 0.25 0.31 ; -250 54 BASEBALL FEILDEG25_137 ' 310 ' 310 25.9 25.9 0.31 1.60 1.00 - --- 0.71 - - 55 BASEBALL FEILDEG26 86 ' 400 ' 400 28.5 28.5 0.31 2.39 1.10 0.74 ; ; ;EG26 0.79 0.25 0.31 ; 56 GRASS EG24 104 ' 500 ' 454 34.6 ((((((((USE 34.6 0.31 3311 0.85 0.65 ;THIS PORTION OF GRASS WILL NOT REACH ;EG24 1.19 0.25 0.31 GRASS EG24 104 ' 330 ' 336 8.6 ((USE 43.1 0.31 4.37 0.85 0.65 ;SNALEJILL-IEIEB_TIIIS_GRASS-HAS-IEAKED -_' -i .,, 516RA55 51fALF-Bow- 5:0 Si-20-330--- 2'.5-((USE-45:6U:31-3-24-4.3T--4.41---4:42-1:D0-649-W GREATER I F&R13-i..42-03( - ; 195 =Af full Pf 125 0.38 *)Dc; BAL. ;Bat= 0.060 ; 3.00 20.0 20.0 ; lb = 5.00 4.T0 20.0 1.000 ; b.22 �cTF 13.7 Ac: 2.0 fQG .9.000 ' DESIGN PT. 16 This scale above goes direct to WORM DETENTION POND ; HG 34.6 11.1 45.6 0.91 0.85 C Cf A - 1.36 B--A--S-I-N-13--4-.59-acres--CCf -=---0:50- ---- - Q/100-=11.0---- ---._.._._.-. 58 GRASS EG28+ EG29+ EG30+ EG32 340 13.7 ((((((((USE 23.7 0.31 3.31 1.50 0.87 ; ; ;EG++ 3.37 0.25 0.31 ; 59 NORTH 0. POND E12 0.0 ((WATER, 23.7 0.50 4.83 4.54 10.99 10.99 C Cf A = 2.27 j ;EW2 1.22 1.00 1.00 Flow above goes direct to NORTH DETENTIONPOND ' +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++N+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++:=+++++++++i+++++++++++++++++++++++++++++++++++F+++++fj+i+++++H++H++++++++++++++++++++++++++j j f H-2 1 06/07/94 ARCH. HORIZ. HIGH SCHOOL P.N.: 021.006 FILE:STR-IOON By: ERM Page 6 of 6 j I PG6A 1 'G- i I NCL. PARKWAY ' CAPACITY CALC'S For Streets S Drives BASIN 12 to NORTH POND & S U M M A , REMARKS R Y 100 YEAR Cf - 1,25 BALANCED 1.00 ;ELEMENT DATA; STREET/CHANNEL DATA; STREET CAPACITY ; GUTTER. CHANNEL STREET ( PARKWiY )l DESIGN FLOWS For Streets 6 Channels ; L BASIN INLET(FLOW TIME) TIME AVG. INTEN- SUM DIRECT OTHER SUM (( STREET (((( PIPE >)» ( STREET » (( PIPE » ;STREET allowable GUTTER depth 8 s: ; ((((( E L E M E H T >)))>; RED. CUR! CHANNEL X-SLOPE ( PARKWAY ):STREET FLOW WIDTH AREA PERM. ADJ. ; MAX.(STREET 6 GUTTER) ((( PARKWAY >)) I LOCATION OF BASINS ELEMENT LENGTH TIME STREET PIPE Tc SUM COEF SITY I AREA RUNOFF RUNOFF RUNOFF SLOPE CAP. SLOPE SIZE CAP. DESIGN VEL. DESIGN YEL. ; ; CALC.: AREA COEF COEF. ; FAC. DEPTH LT.SIDE RT.SIDE X-S COEF. :DRIVE DEPTH I A P FACTOR; DEPTH A P Qs A P Qp N-.D-,IGN_POIEJXL SJZE_1TEM ft. mia�min�min�min _Cs�Lin/hr. A eae_cfs-cfs1U cfs Ss_ tfs�t/ft� in cfs_Qd_cfs fps cfs fps_ ;PIPE Condition-PaPE vel: 4 Dn a;STATUS;NOracre-C- CtC�n-i;-Z_ft{ft I t{ft it{ft n�OESG.-Y fk-it-sq.ft.-ft-#Qd-; ft-eq:ft: -ft cfs sq:ft -ft-" cfs E---- --- - --- --- - -- -- - - -_ - - --- - - -- -- - - --- - - - - - --- ---- - - ' - -- ---- -- - --- --_ __ __' -- ---- -- - --- ' -- - - ' r_c- ___ -' - - ---' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ; 23 24 25 26 21 ; 28 ; 29 30 31 32 33 ; 34 35 36 37 38 39 40 41 42 43 44 45 ; 46 47 48 49 50 51 52 ----------- ----------- ----- - - - -- - BASIN 12 DESIGN PT.17 8.5 acres CCf 0.31 Q 100 = 8.7 ' ' FLM'S to SWALE WEST of TRACK 60 GRASS EGO 580 ' 167 ' 580 26.1 26.1 0.31 2.23 2.50 1.12 I ; EGO 2.23 0.25 0.31 61 EG9-36 `-660 `6RI-31 8 (GC SE-3T 8b 31--2: ; ;E69 11.55 0.25 0.31 ; - -� 62 GRASS EGi 650 256 ' 650 27.7 37.8 0.31 6.59 2.50 1.12 ; 1EG7 3.81 0.25 0.31 BUILDING PART 8-5 Q- Q/100-0/10 Tc/10- 5.0 31.8 1.00 1.42 0.00 (( TO GROUND 1/10- 5.59 Q/10- 7.54 I/100 - 3.58 Q/100- 5.08 .; 100 YR. FLOW at Tc :37.8 BLDG. 8-5 LESS THAN 10 YR. STORK, FLOWS TO BLDG. DRAIN and NO FLOW TO GROUND 63-IMASS-SNALf -Bot: 1952 31.8 0.3i 3.5 6.59 , " 0.00 ,.'i-4A9-45-OK-GREA'ER HEN4 4-.3,T-T 20 ,.:-1"f-fLl"f , t=-0;060-,0.80 1..00-9:D-5.3�-; -WbT3 00 6:T313 T-1:000 ; 0.41 26.1 + 7.5 = 33.6 ( 37.8 ((((((((USE �,.. =OCTC- 8.9 Ac- 2.5 fQc- -0.000 Flows to swale NORTH of TRACK t 6 637 0.20 0.25 0.31 ' IEG18 1.67 0.25 0.31 !Rt+= n nen in Rn i nn 1 c , w 65 9Ut55 EG37 105 ' 85 ' 85 6.1 37.8 0.31 66 BASEBALL FEILOEGIB 152 ' 480 ' 480 30.4 31.8 0.31 67 GRASS SWALE _got: 5.0 Sz 4 350 4.5 ((USE 41.4 0.31 3.28 6.19 8.46 8.46 8.50 2.06 1.20 0.71 8.68 0.00 8.68 0.99 59 OK GREATER THFN )) BAR I_99 �'!_25_-Af ,; full Pf 2n.7 n TR -nn A! Raj 350 37.8 4.5 42.4 8.46 Scale above goes direct to NOR1N Detention POW •+++++++++uu++++u++++++u++++uaaauaa+a+aaaaaauaauuaua. CCfA-2.65 :aala11al11ala1ata111aalaalalalalllaatalala I I i a H-3 1 0� Meline & Irelan, Consulting Engineers Fort Collins, Coiaodo InC. COMPUTED BY &Mir' CHECKED BY PROJECT?Yt/!. N,/ p 'f DATE 3 v _SHEET NO. / OF / —DATE FILE NO. / f'10Y/;. JG!• PROJECT NO. i1 Z�Q�6 ' CALCULATIONS FOR: � V R. SIB] L E'T /�fY/� C r- In e% pa.-/�V ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15,16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 2 ..._._use .. 4_ f�ti1i j's-._o.�t lv e�exah._ _.R - 3 29� -•----_----;_._-- -- 3 4 - O. 5-.- 4°(ew -fie p-�t _-_beor a ovL�'�o�r�-cGtr6 �o-6wai•e-.51� : = ! t ' s -- Qo==-toy-6Z-�_�. t2�--- LI.�S-�-�s , _g�d..r._'�.9- Qo=-Iti.7G_ctPs S 2 - 30/h 8 ! { y q.,_ ! i to 11 i Pp12 u,rs 1 13 { Qg—= 7 Z-C3 &7)-�b — -- 14 i S i i l s T91-P- L:_R 0 (—A 11_A S_t_' ;fb i� ; ' 1 s o e tor. p-,e•Y= W --- ,To.+44lo w ; tUA)o R -)_17 - 1819 '! ! 20 !'OO�� t- wr l� ioP i cu.Y�—a:xc�� lou�� c•r�e.Y > L& 21 W_L��Qt�-.'Q�we�v�a>1d_�►.eacl-o�i—��.�>°�'o-�Oe►+i_� 9YbcE' 22 (uri-l.l j i �n-e.��>°cts•�=.? __! ! Nw _i_. t I I , i ' 23 24 { I ! soaaa� - 140 25 ( >✓rY' (aW �--S-7` r' �% PlyPiY i 26 628 29QWNW Z_o0 !u' T-ji---' I i 7 I 0¢ i i ( 1 1 ? 31 VL- rtT7f_ 32-- '33 C �ee �G _ ' CoyN p'w't eY" _ Cd u : q • %-1— 34 s 35 S'tO _37— c —i— ' 38_ (S:�Q•���sc 0:2�. W �206C2�SJ = 5•(oT r39 �J j I 40 i i .4 4I r2a&�s 41 ' 42 43--_--C�1�GpG_bl� 0_ _S��JF2p.._._CO N/ —p--a- �._ ;err_- s,��� ■ 44 -—SL�L_—Q��L�YI�I�(�.--DctC�flcL'!�` C-Gl�CS. H-4 APPENDIX I STREETS, DRIVES, OPEN CHANNELS AND TRICKLE CHANNELS CALCULATIONS CA N J Q Z Q } H U a Q U W G G Z W W H N LL O Q U) v W J m Q H L _ F W O O CD r to O M O O O M r M M CD N M v M N f` � OD M r U- W ':;' . C) :.v OD In O t0 r r co N v r v �.0 J.J. co r M In O CM V) O r N O In CD N v N � CD M CO CD N N O Q: .A -C6 w J O`er M O O CO N r O M CUD M O M coD N Cl) r CT CA O .U... QWU "w' Q O:� a J Q >` �.co On �. � 0 ap O OD CO [O O CA O O N N OO OD M In C` M v OD LC) In r r v N M N N r c E-W W. W U C9 Z WCOQ j, -�, •.•.. U0 CO CO r N O O Q C R O N LO to 2 (� '` CD CO r r N r CV r a CC) r Oo OD CVr CV ti N N Z Q Q Z O r. W co ao � ao co co OD= CO CO Q. O O O O O C O O O O UJ f O O c _ 2 U E �uJ. Cn N W CL y: O Ln M r O OD O co 2 O00 Cn co _ CO IL O.e r r O O O Cn W CU H O O tT W Z Z .. 3 c c `m `m v -" . Q_� L - U d L d s m .. M `''. H D O c a) S 2 LL O Z O Z O CD O O O v O v O v 0) v 0) 0) 0 ' U - v tU N d N N d 0ll Z I Z Z Z Z Z Z rn 2 I v W >. > CU .- p m O W -0 c > CA > v 0 Z CuO N 1— Z W O O O '` C C U) 3 0 M m C C C LU .-. +. 2 O O O CO p J d to fL0 CLO >' N m d a_ d cn O S O 2 O) F- Q) > fU > U > CO U) Z U) N rn d C 0 c v 0 O c � N u � U t c a • o c c O `m L L � `o ao N � v 41 n � n m � d to C R O 3 N d n N O L @ O W C C ••O N cc o av ai n��o m L O y -0 v v a) o 0 > > x w O O y O U fC0 O N C a V 0 C c U = c L L U O as 1E ma o N X f0 > O 7 O d a_ 3 O V O C7 O N > ao Y m O O > Q G) OA. O -D w 0. C y C G W O) A ac y m o o v 41 C N N > •c m > ayi N C C y 10 N N C y Cl a C L > U V 0 d m 0 N d > N f7 IT . I-1 ' r p f Meline & Irelan' Inc. COMPUTED BY c R DATE v _SHEET NO. OF Consulting Engineers CHECKED BY liRril DATE��� --FILE NO. Foil CoWls. CJIOfaaO PROJECT STORM In Q k I Al KGE PROJECT NO. CALCULATIONS FOR: CAPACITY r5 F STR.E £ TS ib? Ta P D i= C U 2 a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Z. O 2 - - -- -- t--- _ b� i Zia 11 10 —- .-_ 2-2rr 12 2--------_.. - . _._.-- - - - --- - ' 13 - 17 -- �t_SSWr►P.-SY1�?'2--ii-SQ'�il�.-w-2_(D._CTOS3_3�OP�.-dtc7l� G33 10007 4 21 - 22 -- 23 -- �.�P.G�—b.—._ b ss O_.S�o_ �. ! _g_..- _ ..Zv•-S`S 24 25 -27 ,olG - 23 sc_—•r—L33-3 29 `Z` -Q-=ct=—Q __���. /oQ.43—zD.Sro•�Y.3.s� SiZ — a2 T b - -- - 31 - - --- - �- 'T'7Za°y(idll 32 33 --��— -�— . A&- _- - 34 RIPdaZr.� ��% _ .-.... - .4-- 2- - 0.3%335 3-T1"------ -- - — 36 37 --T _ ._... D_ SG � G -- = -v. 37 -- o.ot 38 -- --- - --- - ...-.---- -- - /----.. ..---off - --- 39 — - - --_L :2.GOP. 467 � ._ _- O: �I -70 - G 't-Qa.' b �a _acarrl�>~i- �r . 1 Z>~�b • '�qasari 43 Qc v ' 44 QT �2 Meline & Irelan, Inc. COMPUTED BY ERYYI DATE 303 SHEET NO. OF Consulting Engineers CHECKED BY IDATE �FILE NO. ' Fort Collins. C01oro00 //PROJECT-.,�rP_ii /17/�r,�. ,4r /PROJECT NO. 102l 4PG, CALCULATIONS FOR: Ss�Y7Y_� AYL sL L ��Y`rY%/BTYY' ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 >e. o...- ' 2 - -- - --- - --- ...--....- - -.... -- -- ---- ---- 3 ---CO- "- - --- - -- -- — - - "- -- .. — -- - 4 ---- ..._-.....-- --- _.._ __ _ — •� 0 -� - -- - - ...._-..__ 5 ---Q Q - --- - --- --�.----..._.. t 6 --- - - - --- - -- . - --i--' - - - - -- Ass ayMle - - Q9 SO.. . - 10—S-�.Y..�-- - - --- --- -- -------- --- 12 -- s} I ---- -' 13 BB ¢2_ LSb �,B4 " D•qq 1.0 _ So �i.,.--i7.G4 ._20.5E z5-oo 42 o.4`f-,_SD--- ' 11 1516 Al -- - ----f B6 - - ---zs - -- - ¢2 0.00 25.5- - 20--- 21 -- -- -- ' 22 �$ 42 _0.5 f6,5 _4— use23 - _ ✓ ✓ 24 25 26 27 i` -�=O..17�2 !' _�— Ca>+ >� ► gafd/ess "o jc7 -- ' 28tY=�.t7�j �i,J�2 _ZE: A2=4`'a/a-2)2 �/z _etc-A2-,o:t'rZz/2 29 - --- —_ ---- 30-(►�l�z-Z_ 312V-- " 32 33 --- - - --- - - - - — -- --- ... ---- - - 34 -- --- -- - — - - D=y-o.s o '36 -- - - rJ-- Y A./ - 0 - ----- -- .. ------ -- 37 ----- - - --- - --- -- -I- -_-- - -- -a 9-----i----- 1-- t---.. 38------®-p15-S_WKe.-p�LC3m¢teF=-•�_ tK1�._A.e ir�_al�aul 39Z..lo3.= Q.11.—L•53------= ee --�O- wept-sf0pele►1 4 i6rie,.bex9.tt-, 42 —.___-- 1-3 4 Meline & Irelan, Inc. COMPUTED BY "47AW DATE-- SHEET NO. OF Consulting Engineers CHECKED BY —DATE —FILE NO. Fort Collins. Coloroclo PR 0 J E C T :7, —PROJECT NO. CL CALCULATIONS FOR:7- — 0 1 2 3 4 5 6 7 8 9 1() 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 war Sµr�ilce -I- - 2 4 0/0e*7f -------------- 5 -ra I I (foaM-0-17-23(44 *-,0. 7 Vt!p4k 44- 9k+4v-r el, a P4LVe-ffiW_-4i- Tfr-OAI CO.93 _;0'17)1.o2 = -3 9 10 12 aukiL f-r6-ms4-m-w_++w -prapev4y. 13 -- ----- -A WOLY frt9VW-A+ b*r-Ms -fyZ>-M JDIIW" 4 e I eMp 17 Pitt 20 21 22 23 24— aL 1.6lL) 25 t mm 26 Y 27 - 28 a7 19rl— et" e., 29 ........ 1'3 dy' a-y—' e- u r6- Prf IIre 01i 7 77-= a. a/t;" . ....... .. . ir gi:i� 32 33--- 34 VKT 35 fz (--,I 36 ---------- 37 39 _(FS 3" 40 41 42 1-4 meline & Irelan, Inc. COMPUTED BY DATE _SHEET NO. 2 OF, Consulting EnglneGfS CHECKED By_DATE -FILE NO. Fort Collins. Colorcoo PROJECT Ale-- A��,P_p 1 4�� J242� PROJECT NO. 402-19006 CALCULATIONS FOR: 57TRET= T gt PA ek-) A) /; _00Mem 00W+1� - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 1 tuA�,ey- :FLAv��we 2 3 or �7 5 ZoIS 6 __jV,0fZ:rj4 S TV. i 10 ----- - -- zoo 12 13 e-!p fro 14 5 17 18 20 I 22 wyn 23 W 24--- &R:L 25 26- 28 29 41 42 43 44 N N } J Q Z Q H U Q IL Q U J W Z Z Q 2 U LL 0 } Q D N wi W J m Q v le(D CO °° r- m Lu O O M N CD N _ 0I N O m 10 L'. j: T co O c7 O M CO n N N N O O a0 O O J7: r' Q> } N- fD C7 N 'e CO CO LU U Q LU a:> , o o ri o 6 J : W W% Z Z Q 2 U Z J t0 CL C9. C7 05 O to co .M.., "i m CO O m m fD ~ m d U U ca ca L m T T T N T O) O T 0 0 N C � c l0 3 O V 0 U L U d W W y c `w O 'A w U) 3 0 0 N N 'O c 'D c cE d U U c 2 0p ,y L L O - rn U T 5 5 m U U fn co U cli I-6 ! J Z j 1 � U i X � t -- Lj r Se�= 0 LO I 60Z t 0 0 M r- u Q N -- - -- -cam-. ZO �lra�x2e ram: I z -.ram jog A4 07a al311o �� I' b 8 1-7 l 1 1 r' r , r cvRB 1'N� FT CI- 3 -B ICL• x — Scale: I" = Soy — 1-8 f14 Meline & Irelan, Inc. COMPUTED BY ER�Y"„I DATE SHEET NO. OF . Consulting Engineers Forl Collins. Colorado CHECKED BY / � 0TrAh. H1O►Y DATE FILE NO. J& PROJECT NO. i PROJECT . ,"T%4 CALCULATIONS �.� JFop- FOR: V t_ R F LD 11� I op- �1 SIN L ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 i ' 2 3 a0 6 Im ` Lu W 2 9 U 1 10 I - n 0 O Q T 11 12 N Z N N t3 IU?14 15 m a® °C 16 v it 3�Q- Qrj 17 h 1s _ - 19 _.. 20 21 22 _. 23 Q 24 O - 25 LU 26 ' 27 'O 9' z I.? oci m 1t N 29 29 /uva'� M07�?��4o ;' � 9 O r 2 ' 3 31 32 a ' 33 34 dJ \ O �J 35 O '36 ! H 2 q 37 �� e w �I O h V 38 1l1 W V, 39 40 w 'o ,�an�n� - 1n 41 t� l�lO�� pasani 42 n�o��a►��o-� 09 r�� 43 44 - ' I-9 WORK SHEET PHILLIP EFLORES ASSOCIATES INC -.4 PLIM.ng �ncsaioe Arcm iec:ure �Nwnnun�l.� Gramcs L;fwn Design I Project: — �� il � i 401 Slawe St S�ft 202 Denver. Cotoracio SGW12 13031893.8836 FAX 893-8764 Project No: Date: Ale To Al v/ l: r A 10 ilk zt ARCH. CHANINEL SEC-TION NTS Page: —Of: 1-10 PSAO �ARS I 4T 9 QC. C 6" THICK SIDEWALK (TYR) I ' C 2 �S BARS 1' D" I Ar 6'aa B TYP. '_ ' I 8 ' I i O I L Boat of CURB-* --SEE DETAIL "A' J ' o N FLOWU �"O BARS AT 12'= WARPED CURB GUTTER (TYP) I � 3' 6" ® OPENING / rd 0' A. -*I PLAN VIEW 3.6. MIIRPED EL.3q.3� e C e.3 fweN I I/2'p, •A BAR WITH CURD 14"-1' LEG IG' LONG FACE NORMAL , '.t♦'.' • . • o' A ' FU NUNE • •' ' ' s 9:R I/2 PIPE SPACER I�• AND 1 I/A" LOCK NUT. Qf 11/4"DIA.i 161/2" fAkv..srEEL • ROO—THREADED 3 1/2 AT TOP �-3%31z3/e" PLATE y� o DETAIL OBO GENERAL NOTES: 'l IA EXPOSED STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO M-111. 'Z- B► KEY JOINTS WHERE WALLS CONNECT TO TOP SLAB AND BASE. �0 .- ,@ REINFORCEMENT IN WA S AND BASE SMALL BE S- FROM THE SIDE/EXPOSED TO EARTH. ' REINFORCEMEN1 IN 70P SLAB SMALL BE 1 1/2- CLEAR IFLpyml hem S/a16.• eC e.s WITH I V2' DNL HOLE • CENTERS-- EKTEND CHANNEL TO OUTSIDE \ EDGE OF WALL - DETAIL 'A' ,Loll /'EL, �d•oo 5'6' �-- 3Y.3, oETAL"Ir BARS ` AABARS RORNWAYS"O.C. EL, 34, as SECTION A —A DEPRESSED GUTTER WARPED UPS EL : ¢d.0 0 H V 'ALTERED FLOWLINE SECTION B—B (REINFORCEMENT NOT SHOWN) *nq sl9') ADD I'04 9AR BARSAS BRA F _ A00 104 BAR •'a BA�Y23'aa SECTION C—C CONCRETE SIDEWALK CULVERT FOR VERTICAL CURB, GUTTER AND SIDEWALK E ) B AT SERVIMS"ON ��Meline & Irelan, Inc. COMPUTED BY �QV1L DATE _SHEET NO. OF Consu111ng Engineers CHECKED BY -DATE —FILE NO. Fort Cohn$. COrolodO PROJECTAYr-A �"�" C 4 14 i S41. PROJECT NO. 421 _ ad (O ' CALCULATIONS FOR: OVea%miNIL FiZow L' &A ZMIe+s GT- i k cm-2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 t Sorel F1+w- 42sc Co-,►� mere C. �a.,•1 v1a.� _.-�or bof� 0ver-90ws _f�ra:/►.ri • .._.. 2 FRfE8D14RDe/.7 --" — -- 3 `er7G--�1�C - 7Jfax. �:i."-40� it , ' 4 tG----- ._ -._ 5 � 2 6 7XA.9 E4:--37.8' , 7 - _ 9' zc` ' /» /�"exposed ayereg4 e- ---- -- - -- ---- ---- _.. 10 q-l'3� 2-i-._Zo.o _ to (3) 2 82.6__—. ------ ----- g y -- - 6 J 1 1 1 1 23 --- (� = l- G -- zo — _ S� —_ _.-._ --- -fig - -- — �_--- 30 -- -- -- - _ . --- -- 31--- 32 --- BAST _Cti�+NN�t__. _.be{wa.�x. Se�+es( f �a3a...�G°O»1•--$L^iL� ----- - 33 - ---- J-•- 34 35 C..R6itLif C.LICS..�. /9 = C.Sl¢g - f-O...I�_C 4//2 1c AdCZi0.4- l �`. '�� =%T•S� r- o. f 36 4- 4F 4- ZO •0- /•4G - - - -- - --- 38 - ---------- A��• 71=-C48.f�4-a.-oib- IF Z3.3 -0�f-- - ---- 40 - --- -- - �� — rK �. Gb 635') %? �o--- __ o.o2g• C \\\ 3 _.. 42......- I-12 Name: Architectural Horizons _4/12/93 File : POND-DAT Range _ TRICKLE — — 6.0 ft.TRICKLE CHANNEL 8.08 'Bottom Radius 12.00 CURB R. Depth, ft.: 0.51 DIA. SURFACE SLOPE DEPTH ANGLE ANGLE AREA A/P FLOW, VEL. n - 0.016 tn. MIDTH ft/ft ft, Rad. Deg. sq.ft. R cfs fps Equivalent pipe 194 " PIPE 5.33 ' wide— 0.0050 0.452 0.336 19.26 1.62 0.297 4.73 2.93 ' Equivalent pipe 194 " PIPE 5.64 'wide top of curb 0.0050 0.508 0.357 20.43 1.92 0.334 6.08 3.16 — 3.0 ft.TRICKLE CHANNEL 2.00 'Bottom Radius 6.00 " CURB R. Depth, ft.-- 0.51 DIA. SURFACE SLOPE DEPTH ANGLE ANGLE AREA A/P FLOW VEL. n = C.016 in. WIDTH ft/ft ft. Rad. Deg. s_q.ft. R cfs fps_ Equivalent pipe 48 "PIPE 2 42 ride 0.0050 0.408 0.650 37.23 0.6T 0.259 1.79 2.67 Equivalent pipe 48 " PIPE 2.67 'wide top of curb 0.0050 0.509 0,730 41.82 0.93 0.319 2.86 3.07 +++++++++++++++++++++++t+++++++++++t++++++++++++++++++++++++++++++......+++++++++++++++++ +++++++++++++++++++++++++++............+++ ' -- ----- ----- - -- -- - -- - ----- --- - ---- 1-13 APPENDIX J JANUARY 6, 1993 H SERIES SWMM MODEL FOR FOOTHILLS BASIN (BASIN G) INPUT DATA FILES 10 YEAR AND 100 YEAR STORM EVENTS APPENDIX J JANUARY 6, 1993 H SERIES SWMM MODEL FOR FOOTHILLS BASIN (BASING) INPUT DATA FILES 10 YEAR AND 100 YEAR STORM EVENTS i c 3 4 WATERSHED 0 BASIN G -00THULS BASIN 110 YR FULLY DEVELOPED ALTERNATIVE 3 Y--'"PVO �._9.. .g r -- - r:�.�� R000a1i t:Ci R , 7r3r TA:ac, _c r n_ o �_ i_a 72 0 0 ..0 4.24 5 49 0.60 9.12 0.96 '.16 3.12 .64 2 28 1.1.2 r..84 . .,7,"..ou C-4Z-07497 3'6 C.74�J.24 D-rq-p r2-- D.'.2 -3.12 0. 0.12 2 D 0000 00.0 OO..D00 .016 .25 .10 .30 i 1 i 5400 69.2 40.301 _- 2TOO 4"-40 008 4 iO5 165, 66.6 40..009 5 '.03 2100 37.0 4G..004 6 8 1800 40.5 39..007 ' Z02-30D--9 T-40-:010---- - 8 11 2800 25.0 40-H5 9 .3 700 4.8 23..010 10 14 3000 66.4 38..011 ------ !6-:600 30 5-"40-:070--- -- i2 18 4000 $4.9 28..0O3 13 '.20 500 7.4 10..012 i4 2? 1100 5.9 40- 013 ' 16 98 850 .9C..020 ?i 24 800 3.1 SO..G?5 ?8 25 i200 24.i 80- 005 ---------i9-1105--980-13:4--90-:093 ---- -- 20 27 1200 23. 90- 035 120 206 2000 19.0 40..035 21 28 300 4.8 9C..010 -----12_1--204-50al3 ' 1-90-0TO------ - 22 29 1400 25.7 76- 009 23 3? 4600 40.1 40..005 24 s3 3600 47.9 4D..D10 25_ -34 4500 -72-.. 0--90-:010- - - --- 26 35 1700 35.3 50- 910 27 36 1100 11.6 50..0i0 28 37 700 4.8 50..040 -- �9--43--42OD-6d.5--40-009 - -- 40 2800 64.6 21..01D 31. 38 4600 51.7 40..005 32 42 1400 26.9 27..008 33--48--500--3-7- - 34 45 800 16.9 6CAN 35 47 1200 19.0 10.." _ s6 45 2000 21. 90..J:J - �1-_502's000269:0-76-:G30-- ------ 38 51 4400 34.2 40..C10 ' 39 53 1000 32.1 3..O'O 40 55 7300202.3 40..OG1 - - - -- - 42 112 1000 i4.0 40..p?0 142 173 1200 35.5 40..010 43 74 600 H .5 7..0?0 ----- - 4- 58 4600 50:2-- 40: 005----- 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 47 63 2000 91.4 4C..008 _.-._-48 _._65- 20p0 74.?-4D..Ou6--- 49 67 3200 42,4u..CiO 50 57 ^GO 7.3 65..022 150 157 2400 30.1 6 ..008 --?p 2600 -69-7- 40. 007 -- - - 52 76 600 16.9 70..005 53 5 600 2.3 70- 005 5!4 8i 1800 52.1 6-0-003 56 2C9 i3:'D 36.? 4� .CC3 - CC DJD;iICC.L 4u..3:U s6 212 2650 80.9 --------- '- ICJ 4 .-�JD------- - - oC iE 859 28.7 59,.005 C 210 5D0 '.5.1 64..009 62 213 2300106.9 41- 009 64 214 1100 68.9 40..004 65 =6 %10 06 94 .805 8- c..u2C 5i .50 A B J-1 bf bo MU Zo., 4'j..Ujt 68 87 180E 60,0 40..Dlrj 69 H i300 46.0 4C..030 0 1 102 0 1 ^u 2.0 2100. 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(REV 06-.93) ..3ER1ES 72 0 0 5.0 0 24 5.0 _ 9.60 0.96 1.A4 1,58 3.00 5.04 9.D0 2n0 b4 D.6 -Orb-C:Jb0.3b-D-.24 0:74----- ' 0.24 0.24 0.12 0.12 2 0 0000 00.0 00..000 .016 .25 .10 .30 ' 1 i 5400 69.2 4C..007 9-d0::DOE --------- 4 105 1650 66.6 40..009 5 103 2100 37,0 40- 004 6 8 18G0 40.5 39..007 - 8 11 2800 25.0 40..005 9 11 700 4.9 23- 010 10 14 3000 68.4 38- 01'. -- -- �7SOOi0-5-40-:010 ---- -- -- ' 2 18 4000 64.9 26..003 ;3 120 500 7.4 10- 012 14 21 1100 5,9 4C..013 -- - 121--1000 ' to 98 850 7.2 90- 020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 -- -------13--205-98013 4 9C.-:008 --- - 20 27 12H 23.9 9C..035 120 206 2000 19.0 40..035 21 28 300 4.8 9C.-GiO -.-- 22 29 1400 25.7 7E- M 23 31 4600 40.1 40..005 - - -- - 24 33 3600 47.9 40- Oin 25 - 34 4^00-72-�--9 -- -- - 26 35 1100 35.3 50..0:0 27 35 11C0 '1.6 50..010 28 31 NO 14.8 50-040 �- - 29--43 -4200- 64:5-40.-.009 ----- -- 30 40 2800 64.6 2i..010 31 38 4600 57.7 40- 005 32 42 1400 26.9 21..008 33---48- 500---3.7-90.-.CC1__- - - - -- -- ---- 34 45 8C0 15.9 b0..020 35 47 1200 18.0 i0..015 36 45 200D 27 ° 50..03G - 1 -37--5013000269-.0-16:.010 C30 Si - -"- 38 4400 34.2 40..39 53 1000 32.1 3..010 40 55 73G0202.3 40..007 ._- 41--72 -100- -5:8 . 90.:010 42 172 1000 14.0 40..010 142 173 1200 35.5 40..010 43 14 60C 26,5 7..016' ----------44-_-58 4600 50:2--40 .-005----- - ' 45 62 6600151.8 '3..008 46 60 2400 30.2 40- DO7 41 63 2000 91.4 40..008 -- - -- 48 65 2000 '4:1 40..306 - - - - 49 67 3200 42.2 4G..O r' 50 57 HO 7.3 65..022 150 157 2400 3C.1 E5..008 - 51---70 2600 69.7 40..!jo- 52 76 600 16.9 1G..605 53 75 HO ':2.3 7C..00S s4 6A 180° 52.7 R..003 20 56 209 1300 36.' 40..003 57 95 6-00166.2 4C..12' 56 212 295C 8G.9 4C..004 a-1'1-3JJ I2-'-45..006 _ 60 '78 650 2S. 59 .005 61 210 500 15.1 i4..009 62 213 230M8.9 41- 0G9 - - - 64 65 89 2706 36 8 66 94 5800 84.6 i9..02 .51 .50 .0018 J-5 ICOD 60.0 40..010 69 95 1300 4i.0 40_630 5 1O2 0 2.0 Mr,. .Cio ,n.g 30,0 ^.-116 100.00 .Ou9 0.0 0,0 OA13 Ij 0 105 6 0 2 1.5 100. .01 .0 .0 L013 1.50.0130 5 6 0 5 2.0 1650. .102 .0 .0 0-�2,O0 1.0 1650. .002 30.0 30.0 O.OIE JOCAC O-TFF_1Y-_Fj -----2-. 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OD___ 0 2' 120 0 2 A 1100. .003 30'.0 300 0.023 1.00 0 99 34 01 1 1.0 Goo. Al.; 30.0 30.0 0.023 1.00 1 11 21 1 1 11,, 110, 1111 3,0 '3,1 1,031 111,10 E-03F 0 27 g 10.0 400. .0004 3.0 3.0 DAN 100.00 0 27 50 0 1 10.0 3200. .0004 310 SA 0.030 100.00 0 205 2 DO 0 2 1 .0 i0o. A02 .0 0.013 Mo F-206- _50- 0- 2_____ 2 - 0-0-0i ---2.00 u .0 ' 3 20" 34 0 5 1.5 1200. .004 .0 .0 0.013 1.50 ;.0 1209. .004 30.0 30.0 0.016 100-00 28 30 0 2.0 BOB. .002 30.0 30.0 0.016 100.00 _0 A 25.0 I5.0 0.016 100.00 O 30 32 0 2 2.0 2200. .012 .0 .0 0.016 ?.00 0 3i 12 0 1 2.0 24DO, .009 30.0 30.0 c.016 IDD.-DO -40-- 0- 22 0 A 'I 3___ -2 . 00 0 33 40 0 1 2.0 2600. .010 30.0 30.0 O.Oi6 100-00 0 34 35 0 5 4.5 2300. -BID 30.0 HA 0.016 4.50 5.0 2300. AiO 30.0 30.0 0.016 100-00 0 3540__� -4 0 0' * __ - 4A 4 0- 0 .040 __ 6 -Do,- 58 -2 900. AH 30*0 30'0 0.060 100'00 0 36 Cl 0 1 i a iloo. .006 10.0 4.0 O.V6 i00.00 41 IC 3 0 .0!3 3.C, a g i 3.0 0.040 100.00 n-38 __39 0-1"_2_0__24007.-_. D15 _-__ 35 A __J0 - V -0 A *'6-- 100-.00 n 39 1 2 2.0 350. .005 A g 0.013 2.00 .0 A. 1.4 0. 4.5 6.2 0.0 0 40 41 0 4 15.6 1000. .00, 4.0 4.0 0.040 - -il.9 -!GOO- - 002- _100-A 0.0 4: 41 A " i .0 .0 0.013 .0i 0.2 27.0 M 42.0 0.9 51.3 2.3 233.0 42 55-1�j-2- T 0___ U 013_____. 0, O.i 0.0, 0.2 5.0 1.2 i6.0 � 2A 48.5 5.6 28.0 O.' 134. 1.6 1i9.0 23,1 2 1 31,1 29,*1 3M 43`4 -1 1 . 44 " I I .0 17H. M .0 4" 49 0 1. .1 , 0.013 3.01 J-6 46 C9 0 5 2. 0 47 46 0 2.0 1 4' 4 49 50 0 1 10.0 500 50 53 5 A 0.013 1.50 020 30.0 30.0 2 0 D T6 'yo 7 0 002 SM i.cl EEG 00 V6 5.01 630.0 880.0 9 511 52 0 5 1.5 2400. AIO .0 .10 O.0i3 !.,n 2.0 2400. 010 30.0 30.0 0,016 100-00 2.03C 1300. .005 4.0 4.0 0.040 10C.GC 0 53 54 0 5 2.0 900. .004 .0 .0 0.013 7.00 50,0 900. .004 4.0 4.0 0.0dC 100.O0 4 5 5-0 5 ___2_. D _1 5 0 0 T 0 0 6-- 1 __O 70 1 U 3.0 1500. .006 13,0 13,0 0.04' 100.00 5556 I I '0.0 3200. .003 3.0 3.0 0.040 IM90 4 56 97 a 2 1.0 i0o. .005 .0 .0 O.M. Mo i . J 1.0 V� 12.0 4.0 18.5 85.0 26.8 2311.0 35.E 420.0 ',946.0 ;7 100. Aio .0 0.013 13.01 1 ---- -- 1447 - ____3-3_ J-11-V .2 10.2 400.0 12.4 440.0 0 57 157 13 2 01.1 130. .0059 .0 .0 0.0i3 0.1 .0 0.01, 17.0 0.10 23.0 0.37 s1.0 0-88- -1531 42--222 . ---1. 60 135 1-1 - - --- 77b-7 61-. O-_____ 2.11, 312.0 4 404.0 2.77 514.0 3.10 653.0 3.43 E23.1 0 15 7o78 22 2 1 157. .0046 .0 .0 0.023 9.I. O.-- 0.14 136.0 0.38 254.0 0.83 308.0 !_15 362.0 2.63 409.0 4.05 452.0 5.81 493.0 8.1 511.0 8.54 540.0 8.90 558.0 9.27 586.0 933 623.0 740-m-10.711 ---- 822-.O-__Il_.08___ _922. 1040.0 il 11.4' 00 A 1176 C 56 0 1 2.0 2400. .006 30.0 30.0 0.016 100.00 59 62 4 2 1.8 900. .002 .0 .0 0.013 1.8 0 iO 61 O'l 5.03000. .002 3.0 3.0 0.040 100.00 0 61 62 0 1 3.0 IiCc. .004 4.0 4.0 0.040 100.00 1 12 11 2 2 1 110, All A *1 1,011 11 .3 63 64 0 1 2,0* 1100, .005 30.0 30.0 0.016 100.00 64 66 0 5 3.0 1400. .008 .0 .0 0.013 3.00 2.0 1400. NS 30.0 30.0 O.Clie 100.00 -2-.0-- -1300-7----7003-30 A— --30-. 0-0 AIG - -100 .00 0 66 ES 5 2 1.5 200. .0012 .0 .0 0.013 1.50 V. SA 0.0 22.6 2.0 38.2 10.0 43.2 12.0 .1-67- - 68 -0-1 ;'M 66 66 5 2 3.0 1G. .010 .0 0.023 11.00 .1 0. 0.8 0.0 3.B 4.0 ';O.q 10.0 115.9 270.0 A ---- 1100 0 04-----7S--. 0-070 13-- --2-00- !:, Do 004 3.0 3.0 0.040 100,00 0 70 71 0 1 i.0' i'GOO..'004 30.0 30.0 0.016 100-60 0 71 80 5 2 1.3 i00. .004 .0 .0 0.013 O__ a :4 12.; 40'0 GO 72 172 32 1.3 530. .006 .0 .0 0.013 1.3 A 0.0 1.8 0.0 2.8 9.2 ;71 3 0 GOB— A 13 50--- .0 0.0 2.0 0.0 3.0 170.0 li 173 HD 0 5 1.3 1500. .0022 u .0 LM 2.3 2.0 1500. .0022 30.0 30.10 0.016 100.00 75 16 2 1 100. .001 1.0 1.0 0.0i3 Di 0.3 3.0 22.0 0 76 71 0 5 ;.o 700. .003 A Loll Me t A— '-11 -016 77 78 0 5 2.0 11012. 002 .0 0 YO113 2.00 2.0 1100. .002 K.0 30.0 0.016 1;50.00 8 0. u 78 88 0 5,0 1400. An 4 4,C 4.0 0.036 lo 00 2-2 9t u 2 7 100. 210 9 T 0 loo. .0i0 .0 ^ 0.013 LOP 94 9.0 3600. .005 c rMill 2.00 J-7 L.0 JUUU. .vuj J...0 0 8' 207 0 1 2.5 1850. .005 30.0 3j.J 41.O'6 100.CC 0 20i SL 0 2 2.0 150---010-- .0 0-0_n;J- 0- 6 82 83 0 5 2.5 i350 u0a 0 C OIJ 2.;' Oi3 163.a 206 83 n _ 2.L u. .0'3 2.00 0 83 '84 0 _ 3.0 1'V'04 n 0 ` C16 ?.00 2.0 1305. Ono 3n.0 30.0 C.016 100.00 r ? S-Ts sd-, ?_5- ?00 PTO- 0----- 0... - C 184 94 n 5 3.0 1850. .004 .0 .0 0.013 3.00 2.0 1850. .004 30.0 30.0. 0.016 100.00 0 85 215 0 1 2.0 650n. .003 30.0 30.0 0.016 100.00' 95--0-2 6-0- 800. .003---:O---0-0-013---4 70------- 0 86 216 0 ': 2.0 1600. .004 30.0 30.v^ 0,04C i0C.0C 3 216 94 0 2 2.0 100. .010 .9 c 0.0113 2.00 0 61 95 0 ' 25.0 2600. .0004 3.0 3.0 O.n3O 100.00 ' _0_4--3-0'350 :012 --4.-0 -d O-C-CdO-- 35.0 1350. .012 30.0 30.0 O.H., 100.00 0 213 90 0 2 2.5 100. .010 .0 0 O.0.3 2.00 0 214 91 0 2 2.0 19n. .010 0 .0 O.Oi3 _ 2.01 ---y n-� 1--�-5-- 3-O ---17 u; ---. � 0�7 -- -- 0- - -- 0 - 1 : 013 ..-3A 0- ' 2.0 2700. AN 30.0 30.0 O.Oi6 MAC 91 96 0 5 3.0 1300. .030 n .0 O.n13 3.00 2.0 i300. .030 i.0 1.0 0.016 3.00 OCSa ---.�- --.D_ 0-:013---- 2-50--- ' 0 94 81 0 1 1..0 3000. .Oi; 20.0 20.0 O.OdO 100.00 0 95 96 0 1 25.0 1300. .0004 3.0 3.0 0.030 100.00 9c" 3 0 ' 25.n 100. .6004 3.0 3.0 0.03C' 10C.00 0 ' 74 1n1 105 201 5 9 1n 202 12 15 203 19 116 120 98 204 205 200-21-�g--30- 34--34--39---40--41- 42-.__43--- 50 5i 53 55 56 97 57 59 60- 62 64 66 68 69 71 173 74 76 78 201 82 208 83 209 184 80 85 215 87 88 213 919 214 91 193 94 96 210 211 212 216 157 ------ENDPROGRAM--- - - -- -- --- -- ----- - -- - - --- - - ---- APPENDIX K JUNE 7, 1994 1 SERIES SWMM MODEL FOR FOOTHILLS BASIN (BASIN G) DRAINAGE MASTER PLAN INPUT DATA FILES 10 YEAR STORM EVENT ' Name: Architectural Horizons Date: 04/07/94 File : POND-DAT Range: COEF C -- -- __BAS IN __6 2 : --- COEFF-I C-I-ENTS-AND --AREAS -- -.- _._.__.....SWMM BAS INS & % -1MP-.----- ..------- BASIN AREA COEF. ACC. WEIGHTED IMPERVIOUS WEIGHTED SNMM % MOD. ' DESIGNATION ac. C AREA C % I % BASIN IMP. % IMP. 61 0.89 0.95 0.89 0.95 100 100 B2 0.54 0.95 1.43 0.95 100 100 301 100 - -- ---83- -0.53 --_0.95 -- 1.96 0.95 - - - - 100 - _100- 1 3.54 0.55 5.50 0.69 47 66 306 58 55 (Adj.by 10% Plant 84 0.31 0.95 5.88 0.11 110 68 ' -------------2---5.69.---0.8T-1.1.51 --0.19 --- 89- --- 78 314 b--.-.89- --------- - 3 7.15 0.84 18.72 0.81 85 81 307 88 85 (Incl. part of 85 B5 2.22 0.95 20.94 0.82 100 83 311 100 b Adj.for Plant - - - - 4 __ 4.69. _._0.90._._25.63--0.84. -- - - - 93 - - - 85 .308 93 - - - - - -- - -- 5 1.68 0.45 27.31 0.81 33 82 6 3.32 0.38 30.63 0.77 24 76 309 24 7----5.09 ----0.68 _ 35.12 -0.75 -.- .--14 See Note 1--_---14 _305---.-_3_--- -(((( Pond 0%_imper.----------- 8 1.68 0.45 37.40 0.74 33 72 313 33 9 17.43 0.65 54.83 0.71 60 68 302 62 55 (Adj.by 10% Plant -----------.86 -. 0.69--0.95_.._55.52 - 0.7.1.- -- -- -100---------- - 69 -- - -- - -- -- -- - ' 10 11.35 0.32 66.87 0.65 16 60 303 18 ((( Irr.pond 100% imp. 11 4.38 0.25 71.25 0.62 0 56 304 0 - - 0.58 - - --0-._.- - -50.312 - -0 - ---- -- ---- 13 4.59 0.46 84.30 0.58 35 See Note 1 49 316 0 (((( Pond 0% imper. ' i RED MTN. R 5.99 0.54 90.29 0.57 45 49 310 45 33 (Adj.for L.D.RES. s- .PARK NORTH --- 8.30 - _.0.05_.98.59_.0.53 = AVG. C -.... 0 N V E R.S-LO N_C to % Imp..- # N. LOW RES. Not included, drains direct to foothills channel ,.----------TOTAL-BASIN-62--98.6--------------45-$-IMPERVIOUS ----- ----- A:X+Y Y:A-X X : Imp. Area ------------- -C=( 95X+_2Y)/A-_----------- REPORT BASIN 62 108.9 is 41 sa % IMPERVIOUS. AC:.95X+.2A-.2X AC-.2A:.75X ' Areas.beyond_school_site 8-study.-----------------------------.__-------..___-- it Values from Master Drainage Study for Pinecone P.U.D. %I = X/A %1--(C-.2)/.75 NOTE 1: BASINS 7 6 13 in rational method assumed pond rater surface as impervious. - Used grass for pond areas -in basins.305 6.316 in Difference between master plan areas b above areas is Timberline Rd. flow direct to Foothils Channel and-part.of PARK + N.LOW RES. to BASIN 65._--.-_ -------.------ ____-- - -------.------------ MODIFICATIONS TO SWMM MODEL BASINS BASIN ( OLD VALUES ) ( ADD VALUES ) (( NEW VALUES )) NO.-.- IMP %__ACRES_.._IMP % ACRES- ___IMP._%_ - -ACRES PARK 0 6.9 LOW DEN.RES. 40- - -8.8 -- -- --- -- -- _ - - - - - TOTAL to 65 22 15.7 65 16 38.8 22 15.7 18 54.5 _.03..__. _ _66.-- .16.0 --- -- - - - --- - '+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++ K-1 Meline & Irelan, Consulting Engineers Inc. COMPUTED BY G CHECKED BY DATE 3 7 _SHEET NO. / OF DATE FILE NO. ( - NO. OZ�• Fort Collins. Colorado PROJECT , , . f fDX'/ • PROJECT CALCULATIONS FOR: aw z 24 '�� ��y�.yJ� ""' �� /oo'ez 0 1 2 3 44 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2223 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 1 /i¢Y lei- e- t-Xf& - earad-- r ��► � 1 %. °l e-fs 3 (� D 0.0 TO'a ( = 21. 6 �,/- /QtE wsecz 2 2.0 4 5 6 7 8 9 10 11 12 13 016 ZZ,V p .¢ P2. 6 060 e.0 d. /1 lG.I- D. 17 l7. 4o �� 21 22 Nee, 23 .0 -�o CoVer O 3 O CTs ' 25 26 ' 27 28 29 30 31 32 33 34 ' 36 37 41 42 A ssurm le- /Er fr��z'X � S;Mff �cter�+vdler.- Cd�Cs �or- /O ea,- s/n tr`rr1 Li �e 24 ou l ,d rrrH /Y1 tli- -3 >to 0 3 / El1�lc> hA\ 46- S - �o C Arta.., 14 G 12U ZZQ_ =7 sue. .� t?./6 rdere5 bar Rvq• dq+i, og o,zs -f V&1. 0 S.-�, = o.lSt! Q.G Y'CS Avg, - �issuntto•/6etc VO4 = D. 3/ = 6,"N. •YOW 'm 0,4. Q =/ 7.6 K-2 or Meline & Irelan, Inc. COMPUTED BY DATE _SHEET NO. , OF Consulting Engineers CHECKED BY DATE / FILE NO. Fort Collins. ColorOdO /P'R 0 J E C T �JG f70�'/�: //9 An PROJECT NO. aZ/•tqO CALCULATIONS FOR: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 1 Ex fwl,- j Curvrr/k�'� 51sw- Avon'- �0. G-2 2 %41—� j9l Z �Al w hX- 3 ow 2); Qes 3, Z t?S 3 4 .6 6• ii1=/ (y qJ 1/2- / f. -2 tm Siiav- ; 5 'a 6 7 8 9 10 11 12 14 15 16 17 18 19 EV/SE8 G.r1+a ER>1� Sic /009 . -G l •9le 9 0.6 �/. S (;.Cl 5eke v'r. G'-�.� le -ow �7� �?-3� .Ti,W Co,,�►v/s Assam Q YcLv-tw* .ss s 72 �o QQkDY,.;G,q �K1.2t K= 6.'S %°' 1 �c! CaQ i>< = 2.9 �¢;O 6,Y (%s8s.0-aa.8o 1.2 Q,-G.3(a•b�Ys 2.3 'u' •erg 7Irark are i5 .7''ul E �•SD .. �o arye, %ns��� TrrsY� ,belo+U EL. 35.0 s .o N17101& < ss2a// germs -;71rx 7<0 #rra, .d"W/rf 21 22 sc. 67.0 a EL.9S.3 ----• -.fwaa �rowrr EL. 85.3 24 tZ,37.0 / 360 _ I%N 25 I N E[.37SS t",,.I .. _ % 27 Ctnu»+ EL.g S.3 `-30 14 530' s' 3011 ' 28 29 $vNontC-L.q o / 1 j�2 TION A -A ' 30 31 30' 2t �' a�1 S-{ra1`g CL 3rJ e [t.1tg'}'k= S40 -Z70 = 3zo � 32 33 TOr P1�. = rr D2� ,� V) = iT 27j + �, (270)_ ��3� � sS�y:� = 3. 3O aere5 34 4 4 35 60+ a» F:rea .. 2ro)z+ 3zo(2to, =/cr/r f3G -17,47, ecr:°s '36 �f 2. rZ 37 Volu,vl,� a1{cid� Solid 14"."s �3.30 �2.34)0_ /�o�P �= A• • ' 38 LL / _ 39 ��OR7X• yOl (�G6!/dd /ib/er, a %{lam a Z. 3 ¢ C 40 Val. F-xx,ge 464+*441,*"c 4`»p = 3oxa&ol-f-5si0-0.23'cLtvy 41 ✓gP/,x/XC r O. 2S f 2. $'A� /.o �de�oifi) _ � L9 4. �.• 42 43 R/e� �cle = 2. S2 - A29 = A6-3 a. , 44 �OAL.7i/e i�0/u7T7� 2 Co0 �' Z y0 Lt7Y1t� — e9•!%Ll, K-3 ' 2 1 1 2 3 4 WATERSHED 0 BASIN G FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 ____.TAFT.HILL RO TOFOSSILCREEK RESERVOIR INLET_DITCH -(REV-6-7--94)_1_SERIES 36 0 0 5.0 1 1.0 24 5.0 ' 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 1 -2 0 0100 00.0 00- 000 .011 .25 .11 .30 .51 .50 .0018 1 1 1 5400 69.2 40- 007 ---2 4 -2100 -46: 9-40- � 008------------ ---- - ---- -- ---- -- 4 105 1650 66.6 40- 009 5 113 2100 37.0 40-104 6 8 1800 40.5 39- 007 - - - - -7 202---300-1- 7--40.- U10- ---- --- - 8 11 2800 25.0 40- 005 9 13 700 4.8 23- 010 10---14 3000 68.4__38-011-_---------..__..-------_..- 11 16 1800 50.5 40..010 12 18 4000 64.9 28..003 13 120 500 7.4 10- 012 14 -- 21-1100.- 5.S--40...0.13------.-------. - 15 120 1000 2.2 0..040 16 98 850 7.2 90- 020 17 24 800 3.1 80- 015 --- --- -- 18--- 25--1200-24:-1--80:.005-------...----- -- ----- ' 19 205 980 13.4 90- 008 20 27 1200 23.0 90- 035 120 206 2000 19.0 40- 035 - 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-- - - --- - 2:0 - 1500.----0022 -- -30:0 ---30.0 -0:016--100.00 - -- - 0 74 173 0 2 1.5 100. .010 .0 .0 0.023 1.,50 0 75 76 2 1 .1 100. .001 1.0 1.0 0.013 .01 0--- -0.0----.3.0-------22.0-"------ - - --- -- 0 76 77 0 5 1.0 700. .003 .0 .D 0.013 1.00 1.0 700. .003 30.0 30.0 0.016 100.00 0 77 78 0 5 2.0 1100. .002 .0 .0 0.013 2.00 --- D 016-100.00- 0 78 88 0 1 5.0 1400, .0084 4.0 4.0 0.036 100.00 0 211 88 0 2 1.5 100. .010 .0 .0 0.013 1.50 0 212 94 0 2 2.5 100. .010 .0 .0 0.013 2.50 - -0- 210 - -78-0 -2--2: p- -100- 010--" - , p ----; 0.._ 0.013-----2-. 00-- - - - 0 80 94 0 5 2.0 3600. .005 .0 .0 0.013 2.00 ' 2.0 3600. .005 30.0 30.0 0.016 100.00 0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00 - - 0 207 - 82 0 .2_-- 2.0 -150:-- ---010 .0 ----_ :0 0.013 - _ -- 2.00 -- 0 82 83 0 5 2.5 1350. .005 .0 .0 0.013 2.50 2.0 1350. .005 30.0 30.0 0.013 100.00 0_ 208 .-B3- 0-2--2.0_-_ _100.-_--.0-10--__..0____.0--0.013-2.00- - 0 83 184 0 5 3.0 1300. .004 .0 .0 0.016 3.00 2.0 1300. .004 30.0 30.0 0.016 100.00 0 209 184 0 2 1.5 100. .010 .0 .0 0.013 1.50 -----0--184--- 94 --- 0-5 3.0---1850.---.004---.0-----.0.-0.013---3.00- 2.0 1850. .004 30.0 30.0 0.016 100.00 0 85 215 0 1 2.0 6500. .003 30.0 30.0 0.016 100.00 0 215 95 0 2 4.0 800. .003 .0 .0 0.013 4.00 ----0-86 -216-0 1-----2.V-1600:--004 ---30:0--30.0 --0.040-100.DO- -- 0 216 94 0 2 2.0 100. 010 .0 .0 0.013 2.00 0 87 95 0 1 25.0 2600. .0004 3.0 3.0 0.030 100.00 0 88 94 0 4 3.0 1350. .012 4.0 4.0 0.040 4.00 - - - ---- -- -- -35.0 -1350 � ---":012-----30 :. ----30 : 0""" 0 : 060 - 100 : 00 -- 0 213 90 15 2 0.1 1. .010 .0 0 0.013 2.00 .0 .0 0.0 9.86 0.2 19.2 0.5 25.16 .15 32.4 2.1 35.81.-__3.45__-39.04--__ 4.. 6 -------- 4.1.31 "--_ 42.53 6.3 _-_ 43.28 6.85 43.83 7.25 44.02 145 55 44.17 7.7 44.17 7.8 44.08 0 214 91 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 --- 90- --91---0 5----3.0 --1998. -- .004---------.0-- --..0--0.013 _- 3.00---------- 4.0 1998. .004 200.0 30.0 0.070 3.00 ' 0 91 92 0 5 3.0 400. .010 .0 .0 0.013 3.00 15.0 400. .010 200.0 30.0 0.070 3.00 --- -- -0- 92 96-0 5----3:0-- 1025 --:031- ---0 -- .0-0 013 - 7-.00 15.0 1025. 031 200.0 20.0 0.070 3.00 ' 0 193 96 0 2 2.5 100. .0055 .0 .0 0.013 2.50 0 94 87 0 1 1.0 3000. .010 20.0 20.0 0.040 100.00 -1300--0004-3:0----3:0-0:030-100:00- 0 96 0 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00 ' 1 301 321 0 3 1 302.-_324_ 0__i___2.01650.009_ 30._30. .020 100._ - _1_ 0 303 335 4 2 0.1__ 1__ .010 0. 0. .016- 8:00 0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80 1 304 335 0 1 2.0 700 .010 6. 6. .070 100. ----0-306--307--4 2---- - - 0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00 1 307 308 0 5 2.5 343 .006 0. -- 0. ------ .013 2.50 -------- K-7 ' 2.0 343 .006 30. 30. .020 100. 1 308 309 0 5 3.0 365 .005 0. 0. .013 3.00 2.0 365 .005 30. 30. .020 100. ' 1 309 334 0 5 3.0 532 .007 0. 0. .013 3.00 2.0---- 532 015 6. 070 .--100 . - - - - - - - -- - 1 310 336 - ---- 0 1 2.0 __ _. - - -6'-- 1330 .007 0. -- .-. 30. .020 100. 1 312 335 0 1 2.0 1000 .010 6. 6. .070 100. -- - 0 -313-334-3 2---D 1 -- 1-- •01D -p - p- --•D]6 --8.00-- - - - - - 0.00 0.00 0.80 2.30 1.70 6.90 1 314 307 0 1 2.0 500 .008 30. 30. .020 100. 1 315 307 0 1 2.0 500 .008 30, 30. .020 100. 323 -321 --- 322 -3-3 - ------- - --- ---_ _--- - ---- - ----------- 0.00 0.00 8.60 0.00 1006.70 1000.00 1 322 331 0 3 1 1 323 302 0 3 1 - ---- - --- 326- 324--_325.-3-3--- ---- --1--------------- 0.00 0.00 35.70 0.00 1029.40 1000.00 1 325 327 0 3 1 1 1 10.0 300..- .013 20. 20.--- .070_....- 8. -- - - --- 1 _326_-303 321 335 .0 -- 0 2 .-- 2.5 - 1160 .0054 0. 0. 013 2.5 330 328 329 3 3 1 0.00 0.00 8.10 0.00 1008.10 1000.00 _- 1. 329 -332-- D-3.- --- - -- 1 ------ -- - - - ------ ----- - - ---- - - 1 330 312 0 3 1 1 331 306 0 2 1.5 439 .0060 0. 0. .013 1.5 1 332 309 0 2 1.5 539 .0050 0. 0. .013 1.5 -------337--336-- ------------- ---------------------------------------- 0.00 0.00 16.80 0.00 1016.80 1000.00 ' 1 337 335 0 3 1 ----------------- --- -- --1 335 - 213- 0-3--- -----1------ ------ 1 334 213 0 3 1 0 ------ -- -- - - - -- --- - -- -- - ---- -- - - - - 338 334 335 213 - ENDPROGRAM - K-8 APPENDIX L JUNE 7, 1994 1 SERIES SWMM MODEL FOR FOOTHILLS BASIN (BASIN G) DRAINAGE MASTER PLAN OUTPUT DATA FILE 10 YEAR STORM EVENT 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 (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) OTAPE--OR-DISK-ASSIGNMENTS--- - - ----- - - --- JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(B) JIN(9) JIN(10) 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) -- - NSCRA3 4OT(3) - -- NSCRAOT(4) -- NSCRAOT(5) 1 -- -WATERSHED --PROGRAM CALLED ---- - -- --- __$ ENTRY MADE TO RUNOFF MODEL **$ BASIN G FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES '-ONUMBER OF -TIME -STEPS--36------------ - - OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR---24 RAINFALL -STEPS, -THE -TINE -INTERVAL--IS--5.00-MINUTES---------- -FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 ------ .48 _72--.-.60--•� ----- -.24----.24- ----•12------•t2- _12 .12 1 .12 .12 .12 L-1 BASIN G FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 ---------TAFT--HILL -RD-TO FOSSIL -CREEK -RESERVOIR INLET -DITCH (REV-6-7-94) 1 SERIES -- - - -- - -- - - - - -- - ' - --- 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 00 .016 .250 .100 .300 .51 .50 .00180 ' 1 1 5400. 69.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 40.0----.0080-.._ ..016-------,250------:100----.300- .-.$1----.50- - .00180-..-1----- --- ---- 4 105 1650. 66.6 40.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 5 103 2100. 37.0 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 ' 6 8 1800. 40.5 39.0. .0070 .016 .250 .100 .300 .51 .50 .00180 1 -.016-----.250--- -.100 -- .300 -- -.51--- -.50-.00180--1---- -- - 8 11 2800. 25.0 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 9 13 700. 4.8 23.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 10 14 3000. 68.4 38.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 -11- - ----16--1800, --50.5 ---40.0----,0100 - .016- .---.250 - - -.100 -- .300 -- .51 --- .50- .00180 -- 1------ - - - - 12 18 4000. 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 13 120 500. 7.4 10.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 14 21 1100. 5.9 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 '---------15--120--1000.---2,2----.0----,0400---.016------,250-- -.100- .300 ---.51.---.50-.00180--1------------- 16 98 850. 7.2 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 17 24 800. 3.1 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 18 25 1200. 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ------------19----205 980,-.0080--.DI6----.250---,100-- .300----.51---.50------.00180--1- -- 20 27 1200. 23.0 90.0 . D350 .016 .250 .100 .300 .51 .50 .00180 1 21 28 300. 4.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 22 29 1400. 25.7 76.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 - --- 23 ----- 31--4600.--40.1--40.0-----.0050 ---- .016 -----.250--- _100 --- -.300 - - .51---- .50-----.00180-- -1---------------- ' 24 33 3600. 47.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 25 34 4500. 72.0 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 26 35 1700. 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ----21---36----1100. 11.E--50.0----.0100-----•016- --.250-..100-----.300 -.51----.50.-------.00180--1------------------ 28 37 700. 4.8 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 29 43 4200. 64.5 40.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 30 40 2800. 64.6 21.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 -31-----38---4600.-57,7--40.O-.0050---.D16 --.250 -------- too - ---, 300 ---.51--.50---.00180 --1-------- 32 42 1400. 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 33 48 500. 3.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 34 45 800. 16.9 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 47--1200.-18.0 ---10.0---.0150----.016-----,250------- .100 ----- .300 -----.51---.50--.00180.---1.-.-.--.------------- 36 45 2000. 27.9 90.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 37 50 23000. 269.0 76.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 38 51 4400. 34.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 39-- 53----1000.---32.1---3.0-----.0100.__-..016------.250 ------- 100 ----..300--1-- 40 55 7300. 202.3 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 41 72 700, 5.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 42 171 1100, 14.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 7.0---.0100--.D16-_--.250-.---.100-- . .300---.51.----_5O--.---.00180 ----1------.---- ' 44 58 4600. 50.2 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 45 62 6600. 151.8 53.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 60 2400. 30.2 40.0 .0070 .016 .250 .100 .300 .51 50 .00180 1 _-.47-�3--._2000.-91.4-- 40.0----.0080---.O16---- 250-- 100--_300-----_.51--.50.-.00180-1-__------- 48 65 2000. 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 49 67 3200. 42.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 500. 7.3 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 -.-St---10--2600.--69.1-40.0.___.0070---.016---.250------- 100---....300--__.51_---.50 -.00180---1--------------- 52 76 600. 16.9 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 53 75 600. 12.3 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 54 81 1800. 52.7 60.0 .0030 .01E .250 .100 .300 .51 .50 00180 1 -56.5-40.0.___0060---.016--__=.250.-----too---- .300 ' 56 209 1300. 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 57 85 6500. 166.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 212 2650. 80.9 40.0 .0040 .01E 250 .100 .300 .51 .50 00180 1 00-_12.1_-__45.0_.- DO60-.016_- 250__-_.]00____�300.___.__51.50�D0180-.1____-- ' 60 78 850. 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 500. 16.0 66.0 .0090 .016 .250 .100 .300 .51 .50 AMC 1 62 77 1800. 2.0 99.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 63_-_-193-_1310.--_91.5-_40.0_-.0050--_--016--.250------- 100--,300.__ 64 214 1100. 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 L-2 100 800 .50 .0018D 1 11 OTOTAL TRIBUTARY AREA (ACRES), 3292.80 L-3 OHYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING 16 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM2-PC -----------�Ol - 302--303--304--305-----306-----307----308---- --309 --- --- 310 - - - --- --- ' 1 311 312 313 314 315 65 BASIN G FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) I SERIES HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 16 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ' - --TIME(HR/MIN)-301---302-----303304---305----306----- 307---- 308----309 ----- -310---------- 311 312 313 314 315 65 0 S. 0. 0. 0. 0. 0. 0. 0. 0. 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 - 15. 0. 1. 0. -t -- 0. - - 0. - 0. -------- 0. 0.------- 0. 0. 0. 0. 0. 0. 0. __ __ -----0--20.--0sbr._--1..---D._fir---_1•..-__ -1, __-- _ l___ -1� --_2. _-_ - _-_-_ ' 0. 0 25. I. 14. 3. 0. 0. 3. 5. 3. 1. 3. ' 0 30. 2. 27, 5. 0. 0. 7. 11. 6. 2. 6. 3, 0. 4. 6. 6. 25. 0 35. 4. 52. 11. 1. 2. 12. 23. 14. 5. 12. 7. 2. 9. 11. 11. 49. ' -------------- 0-40,---5, Sl.---12,- 3,---2, 12,-21�----li.----6.---13.-- 1. 5. 10. 11. 11. 51. 0 45, 3. 27.' B. 3. 2. 7. 17. 11. 4. B. 0 s0. 2. 19. B. 3. 2. 5. 11, 8. 3. 6. 2. 6. 4. 3. 3. 26. _ -- --0 55. 2 is. ---7. 3. 2. 4. B. 6. 3. 5. 2. 5. 2. 2. 2. 24. --- - ---1 --0•- -1. 12 --- 6•--2• ---2•-----3 --- -7•--- 4•- -- 2.- --4•-- - -- 1. 5. 2. 2. 2. 22. S. 2. 2. 3. 6. 4. 2. 3. 5. 2. 2. 2, 5. 3. 2. 3. i. 4. 1. 2. 2. 19. 7. 4. 2. 2. 2. 4. 1. 3. 1. 1. 1. 17. 9 1---------- 3•---- 2---a----2 - i. 3. i. 1. 1, 15. ' 1 25. 1. 5. 3. 1. 1, 1. 3. 2. 1. 1. i 30. 0. . 3. 1. 1. 1. 2. 2. 1. 1. ' 2 0. 2. 0. 1, i. 13. 1 35. 0. 3. 2. 1. 1. 1. 2. - 1. 1. - - 1. L-4 ' 1 40. 0. 2. 2. i, 1. 1. 1. 1. D. 1. 1 45. 0. 2. 2. 1. 1. 1. 1. 1. 0. 1. 0. 2. 0. 0. 0. 10. 1 50. 0. 2. 2. 1. 1. 1, 1. 1. 0. 1. 0. 2. 0. 0. 0. 10. 0. 1. 0. 0. 0. 9. 2 0. 0. 2. 2 5. 0. 1. i. 1. i. 0. 1. 1. 0. 0. 0. 1. 0,0, 0. B. - 2 10. 0. 1. 1. 1. 1. 0. 1. 0. 0. 0. 0. 1. 0. 0. 0. 1. ---------2---15---a- i----1---1-----1-------0------1,------0�-----0.----- 0: __ _ -_ -- - ---- ' 0. 1. 0. 0. 0. 1. 2 20. 0. 1. 1. D. 1. 0. 0. 0. 0. 0. 2 25. 0. 0. 1. D. 1. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 6. 2 30. 0. 0. 1. 0. 1. 0. 0. 0. 0. 0. ' 0. 1. 0. 0. 0. S. - - --2- 0: - 0. -- 0.---- 0: - ---0: 0. 1. 0. 0. 0. 5. 2 40. 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 2 45 0. 0. 1. 0. 0. 0, 0. 0. 0. 0. 0. 1. 0. 0. 0. 5. 2 50. 0. 0. 1. 0. 0, 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 4. --- 2 - - 0. 0. 0. 0. 0. 4. 3 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0_ BASIN TAFTHILLF DTTOLFOSSILLS ICREEK RESERVOIR INLET PDITCH T(REVT6-7 94) 1 SERIES 1 - ' 3�t CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ttt -- - - WATERSHED-AREA-(ACRES)-3292.800 ' TOTAL RAINFALL (INCHES) 1.833 __-_---.--TOTAL-INFILTRATION-(INCHES) -- ,405----- TOTAL WATERSHED OUTFLOW (INCHES) 1.050 '-_ -TOTAL-SURFACE-SIORAGE-AT- END -OF-STROM (INCHES)--.318=- ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .005 ®I& ' BASIN G TAFT HILL FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES WIDTH INVERT SIDE SLOPES HORIZ-TO VEAT OVERBANK/SURCHARGE MANNING DEPTH JK - GUTTER----GUTTER-�IDP--NP --- OR DIAM-- (FT) LENGTH . (FT) --SLOPE (FT�FT) _ L R N (FT) _ NUMBER CONNECTION 0 1 102 0 1 CHANNEL 2.0 2700. .0100 30.0 30.0 016 100.00 2.00 ,-.013 - 102-- -D---_- 2-- PIPE-------2.0._._1600.-----.0090___..0 CHANNEL 2.0 2100. 0040 . 30.0 -•D ---- 30.0 -.Oi6 -- 100.00-----0_ 4 105 102 6 0 0 1 2 PIPE 1.5 100. 1650. .0100 .0 .0 .013 .013 1.50 2.00 0 0 ' 5 6 0 5 ----0VERFLOW-1.0---- PIPE 2.0 1650.-----.0020... .0020 .0 _30.0.30.0.016__.100.00_____ 30.0 .0 30.0 016 100,00 0 - ---- 103 201 0 1 CHANNEL 2.0 1.5 2400. 100. .0090 .0 .0 . .013 1.50 0 201 6 6 1 0 0 2 5 PIPE PIPE 2.5 600. .0100 .0030 .0 .0 .013 2.50 100.00 0 _-- --.-------- t -----OVERFLOW -----2.0 --- 4.0 -- 600.----- 1400. .030 --- - 30.0_._30.0 3.0 _._ 3.0 _ .016 . .. .040 --.-- i0o.00 _-_-- 0 --- 1 10 9 0 p 1 1 CHANNEL CHANNEL 4.0 1000. .0080 .0010 30.0 30.0 .016 100.00 1.50 0 0 8 9 10 102 PIPE 1.5 80, .0100 .0 .0 .013 - - -- ----RESERVOIR STORAGE - IN ACRE -FEET -VS -SPILLWAY OUTFLOW . ---- 1.0 ---- - ---- 1.6 - -- 2.0 - 2.4 - - 3.0 -- - 3.- - -- 4.0 .2 - - -------- ' 4.1 0 5.0 .3 .0 5.1 6.0 .9 62 1.6 7.0 100. 7.4 52.0 .0 .0 .013 1.00 0 202 10 0 0-- 2 1---CHANNEL PIPE -----6,0- -1500.- .0100 ,0080---3.0--3.0---.--.040.__--_100.00.__-0_-_-_-_-- 30.0 30.0 30.0 10.80 0 11 12 0 1 CHANNEL 2.0 8OUTFLOW 1300. 0. .0100 008 .0 .0 .016 .013 1 .0 0 12 116 RESERVOIR STORAGE ACRE-FEET VS SPILLWAYPE 2 PIPE 4.6 1200. .0080 .0 .0 .013 4.00 0 0 ' 116 13 120 16 0 1 CHANNEL 2.0 2.0 500. 1400. 0070 0070 30.0 30.0 : 30.0 .016 Ot6 100.00 100.00 0 0 14 - ----15----116--fi----2---PIPE--- 15 0 1 CHANNEL - 1.3 52. -.0250---•0--•D--..013----�.30.----D--------- RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 5.6 0 8.0 0 9.3 .0 16 203 D 0 .0 1 1.3 .0 CHANNEL 3.4 2.0 10 2000. .0040 30.0 0---•D-- 30.0 .016 OI3 100.00 0 -- ------203---typ----D - 2 1 -PIPE-- CHANNEL -I:S - 2.0 -100---.0100 1500. .0120 30.0 30.0 .016 10.50 0 18 19 19 120 0 6 2 PIPE 1.5 60. .0100 .0 .0 .013 10 1.5 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 14.00 2.D--0--------- -----..--------- 29 ---:0---:0---1:1-----:0-----2:8----.0----.4.2----,0-----5.7---1Q3 0 2 PIPE 4.0 400. .0100 .0 .0 120 21 120 0 1 CHANNEL 2.0 1.0 1100. 600. .0030 0150 30.0 30.0 30.0 30.0 .023 1.00 0 98 __..---------Y4-----y5---0---1--gIANNEL-----10.0- 34 0 1 CHANNEL 3.0 3.0-----.030 3.0 ----0 --- .. 25 26 0 0 1 1 CHANNEL CHANNEL 10.0 10.0 1200. 400. .0004 .0004 3.0 3.0 .030 100.00 0 26 27 27 50 0 1 CHANNEL 10.0 3200. 0004 3.0 3.0 .030 100.00 --0 0 ---- - - - 205 ---Y6--- p-----2---PIPE------- 2 PIPE 1:0 2.0 - 100. 100. -- :0020 .0100 - -.0 .0-- .013-----2,00- 206 204 50 34 0 0 5 PIPE ERFLOW 1.0 1200. .0040 30.0 30.0 .016 100.00 D - ---YB --30---0-----1---CHANNEL---2.0-- 800.-- .0020---30.0 -30.0-- - 013-- 103.50 -0-- -- Y9 34 0 5 PIPE OVERFLOW 3.5 10.0 800. 800. .0050 .0050 ,0 25.0 .0 25.0 .016 100.00 30 32 0 2 PIPE --CHANNEL-- 2.0 ---2:0----2400.-----.0090---30.0 2200. .0120 .0 , 0 30.0-----.016------102.00.00 .016 2.00 -----0-- 0 - - -- 31-- 32 3P---- 40 0---i- 0 2 PIPE 2.0 2.0 1650. 2600. 0060 .0 30.0 .0 30.0 .013 .016 2 100.00 0 0 33 34 40 35 0 0 1 5 CHANNEL PIPE 4.5 2300. .0100 .0100 30.0 30.0 .016 4.50 0 - - -- --- -- ---- ----OVERFLOW----5:0-- 2300. - - :010-----30.0--30.0----.040 - 106.00 -- O-- - - 35 40 0 4 CHANNEL 10.0 58.0 900. 900. .0030 4.0 30.0 4.0. 30.0 .060 100.00 36 51 0 1 OVERFLOW CHANNEL 1.0 1100. .0030 .0060 30.0 4.0 .016 100.00 0 0---- - 31 -49 0 -i-CHANNEl 3;0- 2.0 80D--- - :0130 --- -3.0 30.0 -3:0 30.0 --- 040 .016 ---100:00 100.00 - -- 38. 39 55 0 4 1 2 CHANNEL PIPE 2.0 350. .0050 0050 .0 .0 .013 2.00 0 ' 39 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 4 CHANNEL -2350� -0 0 40 41 OVERFLOW 47.0 1000. .0020 10.0100.0 .060 100.00 ' --- -- - -- -- - --- -- --- - - L-6 41 42 6 2 PIPE .1 150. .0100 .0 .0 .013 .10 0 RHERVOIR-MGE IN -ACRE-FEET VS -SPILLWAY -OUTFLOW - 57.0 2.3 233.0 .0 15.0 .2 27.0 .4 42.0 .9 42 55 10 2 PIPE J 150. .0100 .0 10 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW U u .1 - 0 -2 - 1.0- ----1-2 - -18.0 ---2.8--- 48.0 -5.6 88:0 10.5 134.0 16.6 179:0 23:8 219.0 32:0 295.0 43 44 0 1 CHANNEL 2.0 2150. .0060 30.0 30.0 .016 100.00 0 44 42 2 2 PIPE 1.5 1700. .0020 .0 .0 .013 1.50 0 RESERVOIR STORAGE IN-ACRE;FEET-VS-SPILLWAY OUTFLOW -- .0 .0 6.0 .0 15 19 1 5 PIPE 3,0 911, 0150 *1 A 113 3,00 0 OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 5 lPE - - -1-5-- 500- -1200 0 -- -.0---- 013 - - ----- 1.50- OVERFLOW 2:0 500: :0200 30:0 30.0 :016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48'____47__ U ---CHANNEL ___I.0 500 -- 0020 30.0 - 1 0- -- 0 49 50 0 1 CHANNEL 10.0 500: :0160 5.0 5:0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW u A mu 40.0 250.0 220.-0----- 460.0 - - 560.0 630.0 -- 880.0 51 52 0 5 PIPE 1.5 2400. .0100 .0 .0 .013 1.50 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 52 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 0 - - OVERFLOW 3.0 1300.- 0050______ 4.0 -_ 4_.0 _____.040_' 100.-- 53 54 0 5 PIPE 2.0 900. .0040 .0 .0 .013 2.0000 0 OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 54 55 0 5 PIPE 2.0 1500. .0060 .0 .0 .013 2.00 0 -OVERFLOW'------ 3 0- 1500- 0060 --13.0--13.0 __040 - 55 56 0 1 CHANNEL 10:0 3200: :0030 3.0 3.0 :040 100.00 0 56 97 9 2 PIPE 2.0 100. .0050 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW _7 .0 2.7 1.0- --6.5- __12.0 18-.9- 26.8 231.0 35.6 420.0 45.3 1946.0 97 57 6 - 2 PIPE .1 100. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 54.0 ____ - 1.2 -144 0 3.3 - 230,11_____9� 3 --337'0 - 10.2---400-0---12.4-- 57 157 13 2 PIPE .1 130. .0059 .0 .0 .613 .10 0 RESERVOIR STORAGE IN ERE -FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 6-235-.-0- -1.8 __ 26t. 0 ---2-.1- - 322-. 0 _____2.4 --- 404.0 2. 8 514. 0 3. 1 __ 653. 0 3.4 823.0 157 78 22 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - -- 0 -0 0-9 0 -0 48.0 - 0 - 92 -0 - 8 308:0 1.5 362'0 2:6 409.0 4:1 452:0 5.8 493.0 8.2 531.0 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 58 59 --l- CHANNEL - 2400. -0060-- 30-.0-30 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1 .0 1.5 .0 3.0 .0 60 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4:0 :040 100.00 0 62 68 2 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 RESERVOIR STORAGE_ IN ACRE-FEET VS SPILLWAY .O -ACRE-FEET A78.8- 182.0 6 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVERFLOW 2.0 1400, .0080 0 30..O._ 100.00 65 66 -0--l- - -CHANNEL 2.6 1300 _0030 130. -30.0 30.0 -.---.016 .016 100.00 0 66 69 5 2 PIPE 1.5 200. .0012 .0 .0 .013 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.3 .0 22.6 2.0 38.2 10.0 43.2 12.0 _1___CHANNEL__ ____2.0 __ 12OO_____0Ofi0__3O_.0__30_.0 .016 100.00 0 68 66 5 2 PIPE 3.0 lo: .Oloo .0 .0 .023 3.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 .0 3.8 4.0 10.9 10.0 15.9 270.0 69 OVERFLOW 5.0 110E :0040 3.0 3.0 .040 100'.00 70 71 0 1 CHANNEL 2.0 1600. .0040 - - --------- 30.0 30.0 .016 100.00 0 I --- - ----- - L-7 ' 71 80 5 2 PIPE 1.3 100. .0040 .0 •0 •013 1.30 0 ------------ - RESERVOIR-STORAGE-IR-ACRE-FEET-VS SPILLWAY -OUTFLOW - - ----- ---- - - ---- - - - - - - 0 .0 1.8 .0 6.5 .0 8.4 .0 12.5 40.0 72 172 3 2 PIPE 1.3 530. .0060 .0 .0 .013 1.30 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -- - --- ---- -.0 .0- 1.8----.0--.2.8--- -9.2-- 172 173 3 2 PIPE 1.5 340. • 0080 .0 .0 .013 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 .0 3.0 170.0 - - ---173 ---56 -- -0-- ----5---PIPE ..----------2.3 -... 1500.-- -.0022----- :0 A --- - -- 0---_.- .-.. 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0 ''0-0-8-0-O---8,5 ----'----- 313 0 0 0 0 0 0 U V 0 0 313 0 0 0 0 0 8 V 0 U 3.4 �K'--�---'-314 0--0-0------'314--8'-8---0 -o- 0--V---y.8----------� 315 U U o 0 o V 0 0 u U 85 u U 0 V V 8 0 V V 2.0 '-------321----301-0--0 8--8—�--A--�'--8--0' ----'-'�--8-0 0--0-0-0--'8- 0--0--1.4---�---'--- 322 321 0 V 0 0 0 0 8 0 0 0 U 0 0 0 0 o 0 V U 1.4 �--323-----8--V--0 0--A ---- V- 0--0--0--0-- - --|0- -A 0--0-0 0-0-- 0 324 10 0 8 V U U U 0 V U 0 0 o 0 0 0 0 0 V 0 18. 1 --�------%8----324-0-- 0--A--O'--0--0--0--'0--0-- 0'--A- 0---0--& -U o--V 0 --0--l8.1-- ------ 320 0 V o V V V U 0 V V 0 0 U 0 U V V U V V .0 ------- --� 32/- ]0-'0'-' 0--0--A--0-0-------- 0--A-A- 0--0--8-0--0--0--�---�U'1---------- 320 311 U V 0 0 0 0 n 0 0 0 0 V U V 0 0 0 0 0 1.7 - ---'--32---328 0-|0--8 -0--0-0--'- --0-u -0-0 8- '0 0- 0--0 0---]----------- 330 0 0 o 0 V A V V 0 V V V V 0 V 0 V 0 0 8 .0 --'------'--331 ----322--A--V---0--0-'0--0--V--0-'0 --0--0--' --0 0---��-�-------- 332 329 0 V 0 0 0 U V U 0 V V U V A 0 0 o 8 0 l] -~ - - -334'--- -30S-313--0 0'--0--0--'0--------30--0--�--V--0�--»--A--V--V--'�--'�,'---------- 335 303 304 312 327 337 8 0 0 U U 316 V 0 U o V V V 0 V 47,0 ��- -' ---- -336----'30--0'-'0--0--'0'-0--0-'0'--0--0------- 0---0- 337 0 V V V 0 0 U U 0 0 V V 0 V U 0 n V 0 0 U .0 - -----------�--'------- ' --------- -----------------'-----�-----'- I L"� � ~�uB ' BASIN G FOOTHILLS BASIN 10 YR FULLY DEVELOPED ALTERNATIVE 3 TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN IFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: - ------------ -DENOTES-DEPTH ABOVE -INVERT -IN FEET - S DENOTES STORAGE IN AC -FT FOR DETENSION 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) 338 334 335 213 0---5:- - a,o(� - 0.--- - o:---o: -- ---- -- -- - - - ----- ---- o() .0() O(S) 0 10. o. 0. 0. 0. 0 15. 0.0.oM 0.0() 0:O(S) ' 0 20. 0.0() 3.0() 0.0() 2:O(S) -- 0-- ' 25---LO� -14- ----3. - - 9:. _.. _ - -- --- - -- -- =- ---- - -- 0O 0O 0(S) --- 0 30. 3. 38. 10. 21. .2(S) ----- - -- -- ------ - 0 35. 7:64. 27. 27. 0() 0() .0() 5(5) 0 40. 10. 74,45O 31:1 00 :0 (S) - - - 0--45. -- A.— --33.00 34.B(S) - -- --- -- - -- - -- - - --- 0 50. 7. 70. 49. 36. 0 55. 6,0() 44.0() 333 8. .0() 2.8(S) 1 0. 5. 21. 36. 39. .0() .o() .0() 3.1(S) . - - -- 4_5. ---- 4,0(0( ---28.------- 17.-.-33,2(5) -- - -- ---- -- - - - --- - --- ) 1 10. 4. 18. 29. 39. ' 1 15. 3. 19. 12. 39. .0() .0() .0() 3.3(S) 1 20, 3,14;25,33 0( 0(.0( .3(S) --- - -------1--25.------2:0( -12.00 8.0O 33.2(S)------------ ------ 1 30. 2. 10. 21, 39. L-15 .0( .0( 1 40. 1. B. 18. 38. 1 45. 1. 6. .01) .01 1 2. .O(1 38. 2.8(S) 16. .0( 37. 2.6(S) :0( ) .0( 2.5(S) 2 --. 0. - 1. 5. 15. 36, 2 5. 1. D().0( S. 0. .0( 36. 2.2(S) 2 10. 1 :0( 4 :0( 13 :0( 35. 2.0(S) .0( -0( 2 20. 0. -.0(-)----- 3. ;0( 11. 34. 2 25. 0.A) 2. 0. 34. 2 10* 0, .0( 2, .0( 10, .0( 33 1., 3(S) 2- 35.- -0( A --32;- -0( 1.1(s) 2 40. 0. 2. B. 31. 2 45. 0.0()2. 0. 30. 2- - .0( -0( 0;---- -0( . .- . I.--------- --- -5(5) 3 0. 0. ;0(-)- 2. 7. 24. L-1 6 BASIN G FOOTHILLS BASIN 10 11 FOLLY DEVELOPED ALTERNATIVE 3 ' TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND OETENSION DAMS ttt ----COELEMENTE--(CFS) ----STAGE---Y-(ACCRAGE .. TIMIN) - --- - -- ----- 1 103. .8 0 40. 5 23. 2.5 3 0. 6 46. 3.0 3 0. 1 . 1.6 3 0. 65 - - 8 - - 46. - -a - ----- 0 40. - - - - - 9 13. 1.5 1.4 1 25. 10 62. 1.6 1 50. 11 45. .6 0 40. ----12---- -ii:-- - t 13 1. 1.3--0 40. --- ---------- --- 14 108. .9 0 40. 15 12. 1.3 3.2 1 55. = - 18----16. 7- - --- -0 40. ----- -- - - - - - ' 19 11. 1.5 2.1 1 45. 21 9. .4 0 40. -24---T:---:8---------0 40. - -- -- ----- ' 25 44. 2.1 0 50. 26 44. 2.1 0 55. 27 46. 2.2 1 10. - 28 - - -13.---- -- .5--- - - 0 40; - - - - - ---- - 29 1. .0 4. 121 30 12. .1 0 455. 31 61. .7 0 40. 32-----19------2'0--- L-T--O 40.------- - ----- 33 71. 34 369. 5.5 0 45. 35 412. 41 0 45. -------0 40;-------- - - - - -- - 37 13. .8 0 40. 38 .8 0 . 17. 35 39 1T. 2.0 2.1 1 35. ---40-- - - 477.-- -----4. 3 - -- 4.0-- - 00 55. - --- -- - - - --- - 41 446. 42 197. .1 19.8 2 0. 43 95. .8 0 40. ----- 44 --- 5 -- 1 5 -----4.3 -.. 2 45.-.- 45 160. 3.4 0 40. 46 24. 1.7 0 40. 47 26. 1.5 0 40. - -- - -' 48------14. ---- 4.-- -- -0 40: -- --------- ------ 49 191. 1.8 0 40. 50 20. .1 45.5 2 45. 51 73. 2.1 0 40. -----52--- 59:-----3.1 ----- ---0--50. -- ---- --- - - ...-- 53 72. 2.6 1 0. 54 65. 3.2 1 10. 55 316. 3.9 1 25. - - - - - -- -56 -- 274---2.0-----28:0 - ?-40.--- ---- --- --- ' 57 256. .1 1.7 3 0. 58 68. .1 0 40. 59 8. 1.8 2.7 2 5. ' 61 1. 1.3 i 0. 3 62 1. .1 13.6 2 15. 63 116. .9 0 40. - 44--99.----3.5----0-45.-------- ----- 65 88. .9 0 40. 66 5. 1.5 19.5 3 0. L-17 040. 0 STORM SEWER 87 --331-.---4.2 J 20.((( OUTLET INTO FOSSIL -CREEK INLET DITCH (FCID) 96 520. 5.3 1 25.((( OUTLET INTO FOSSIL CREEK INLET DITCH (FCID) 105 BASIN 62 IS NOW 300 SERIES ELEMENTS 216 306 16. 0 40.((( HIGH SCHOOL ENTRANCE DETENTION POND 306 325 36. DIRECT FLOWi 0 40. ------�----�-----------------�------'--- �- �-----------------'-------- I LU ~��� �"� 326 3. .3 0 45, --327---32-.- 1---0 -45-. 328 B. (DIRECT FLOW) 0 35. 329 8. DIRECT FLOW) 0 35. 330 0. �DIRECT FLOW) 0 35. --- 40. 332 7. 1.2 0 35. 331 ll. (DIRECT FLOW) 0 45. 335 49. DIRECT --336 10.-- DIRECT FLOW DIRECT --- --0--40. 3 DIRECT FLOWJ 0 0. 3 FLOW 0 40. ENDPROGRAM PROGRAM CALLED L-1 9 APPENDIX M JUNE 7, 1994 1 SERIES EXTRAN MODEL FOR POND WATER SURFACE AND SWMM MODEL FOR FOOTHILLS BASIN (BASING) DRAINAGE MASTER PLAN INPUT AND OUTPUT DATA FILE 100 YEAR STORM EVENT 3) 1 ' 4) 5) SUMMARY OF EXTRA WORK TO SIMULATE OPERATION OF FT. COLLINS HIGH SCHOOL DETENTION POND. BY RESOURCE CONSULTANTS & ENGINEERS, INC. Modified SWMM model of Ft. Collins High School/Basin G "I" Series to determine 100-yr. hydrograph for: a) Inflow to South Pond b) Inflow to North Pond c) Inflow from Red Mountain Drive to outlet manhole data file labeled MINE.DAT. Used EPA's SWMM version 4.05 with EXTRAN block to route floodwaters through the ponds and outlet manhole: a) Inflow hydrographs from 1 above b) 29" orifice on outlet manhole: A = 4.58 fe, C=.61, invert elev. = 15.3' c) Orifice outfall to constant WSEL = 15.3 + 3.0 = 18.3' d) Surface area of outlet manhole = constant 50 ft2; elev (ft) - area (acres) data for south and north ponds from rating table; invert of south pond = 18.0', invert of north pond = 19.0' e) 56' of 24" plastic pipe from south pond to outlet manhole simulated as being equal to 56' + 150' (for entrance and exit head losses) = 206' of pipe, n = 0.01. f) 9' of 24" plastic pipe from north pond to outlet manhole simulated as being equal to 9' + 150' (for entrance & exit losses) = 159' of pipe, n = 0.01; invert elev at outlet manhole = 18.7' so height above invert = 18.7 - 15.3 = 3.4'. g) South pond, north pond, and outlet manhole assigned numbers 30001, 30002, 30003, respectively; outlet pipes from south and north ponds assigned numbers 1001 and 1002, respectively. Model internally assigned number 90003 for releases from orifice to constant head mode that was assigned number 30006. h) Used 10 second time interval for Extran run, total t = 1080 sec = 3 hr - 0 min. Data file labeled NEW4.DAT. Made checks to insure that model was working correctly a) Q thru orifice checked as being - Q ,, from street + Q „t from S. Pond + Q „� from N. Pond b) Q's from model for outlet releases from ponds checked with Manning's equation; flows always controlled by Manning's equation and head losses through pipes; entrance control using Bureau of Public Roads Chart 1.1 was never a limiting factor c) Q's thru orifice checked with orifice equation d) Delta S = Q a, - Q a", also checked e) Models internal mass balance check showed mass balance with 0.2% accuracy; model also was not oscillating Results from Extran run showed peaks at t - 1.5 hr: a) Max CWSEL S. Pond = 22.65' storage = 4.8 ac ft b) Max CWSEL N. Pond = 23.50' storage = 2_7 ac ft Sum 7.5 ac ft c) At peak, CWSEL in N. Pond would be 0.85" higher than in S. Pond but still below overflow point. From Extran results, it was possible to develop a storage vs Q rating table for the combined N. & S. Ponds; Storage vs Q relationship slightly different when pond M-1 ' filling as compared to when pond draining; difference due to effect of inflow from Red ' Mountain Drive directly into outlet manhole. Used rating table with City's SWMM IT, series model of Basin G: results showed storage in Ft Collins High School's pond (element #213) = 7.8 ac ft, peak Q = 44 cfs. 6) Data files: ' SWM99: MINE.DAT&OUT - Simulation of Ft Collins High School and Basin "G" EXTRAN: NEW4.DAT&OUT - Uses inflow hydrograph from MINE.DAT MELINE & IRELAN, INC. 021.006 ' May 9, 1994 M-2 SWMM MODEL MINE.DAT&OUT ' 1. Used to generate inflow hydrographs for Extran Model ' 2. Used to simulate New Fort Collins High School detention pond with new storage vs Q rating curve developed from Extran analysis. M-3 Client V =-; /" .. t 'A.- ' '-"' — "c Job No. Page — of RCE Project 'Al r` Data Date chkd. — Subject By C a Chkd. By — ell 4 j T IvuFr0-c- G. o d4-- — 1 • 7 A+,,' Resource Consultants & Engineers, Inc., 3665 JFK Plkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223.5556, Denver Metro (303) 572-1806. Fax (303) 223-5578 M-4 -OLUNS -ON Of-AVIENT Liw D.,~ oo n" 156-R,IE-C-S N Al M-5 I FIGURE 6 .1 Meline & Irelan, Inc. COMPUTED BY YRM DATE _SHEET NO. OF Consulting Engineers CHECKED BY -DATE -FILE NO. ' Fort Collins. Colmado PROJECT IV "C HIE PROJECT NO. O 2/. 006 FOR: _ 'CALCULATIONS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 1 2 3 4 5 �LdH/ vs T/ME 6 /yo 7 -low Ir�o. 5oe,Ah Pond (`rven El,-jxe4-1-J.?iIJ ' e 9 10 ' 11 12 13 ' 14 _.. 15 - - -- 16 17 19 ' - 20 21 80 - 22 23 ( A/Qui1r1/0 Narfii/�nc!(From E/e�»e„/ sJ 24 '25 1 26 ti 60 27 28 1 _.- 29 30 F/ow Zn>lo D��/ef MPn/iale (from E/cilleni�3) '31 //o 32 33 34 35 38 go 37 38 39 40 —..-. 41 42 ' 43 - -- 44 ' M-6 2 1 1 2 3 4 WATERSHED 0 BASING FOOTHILLS BASIN 100 YR FULLY DEVELOPED ALTERNATIVE 3 TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6_7_ 94)_I SERIES 36 0-0 -5.0....-- 1- -1 -0 ------ - - - 24 5.0 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 ,0.60 . _. 1.20 .0.84.0.60-.0 4B _0-36 -0.36-0.24.0.24._0.24 0.24 0.24 0.12 0.12 0.12 1 -2 0 0000 00.0 00- 000 .016 .25 .10 .30 .51 .50 1 1 1 540169.2 40-117 ' 2 -- -4 2100--46.9--40.-.008------------- -- --- -- 4 105 1650 66.6 40..009 5 103 2100 37.0 40..004 6 8 1101 40.5 39- 007 -- -7 202 _ 300 - 9: 7-40:--010 - - - - -- - 8 11 2800 25.0 40..005 9 13 700 4.8 23..010 10 14 3000 68.4 38..011 - it 16 1800 50 5- _ -40..010 - --- - - - 12 18 4000 64.9 28..003 13 120 500 7.4 10..012 .14 - -.21 1100 _5.9-.-- 15 120 1000 2.2 0- 040 ' 16 98 850 7.2 90..020 17 24 800 3.1 80..015 19 105 910 13.4 90- 008 20 27 1200 23.0 90..035 ' 120 206 2000 19.0 40..035 - - 21- 28 --300---- 121 204 500 10.1 90- 010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 24 -33 3600 47-9- 40::010---- - - 25 34 4500 72.0 90..010 26 35 1711 35.3 50-110 --- 28 37 700 4.8 50..040 29 43 4200 64.5 40..009 30 40 2101 64.6 21- 010 31- -- 38 4600 57-:7--40.-,005 ------------ -- 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 --47 -1200--18:0 -10-015----- - - -- -- 1---35 36 45 2000 27.9 90..030 37 5023000269.0 76..030 38 51 4400 34.2 40..010 - - - 39 -53 1000-32.1---3 :010 ------------ -- 40 55 7300202.3 40..007 41 72 700 5.8 90..010 42-_172_1000--- --- 142 173 1211 35.5 40- 010 43 74 600 26.5 7..010 ' 44 58 4600 50.2 40..005 ---------45-.62 6600151.8--53. 46 60 2400 30.2 40..007 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006- - -49 -67-3200 42-2- 40.:0}0 50 57 500 7.3 65..022 111 157 2400 30.1 61- 008 ' 51 70 2600 69.7 40..007 --52 ---76-- 600 -16.9--70: 005 53 75 600 12.3 70..005 54 11 1100 52.7 60..003 55 208-- 1300 56.5__40.__006_--____ _ -- 56 209 1300 36.0..003 1 4 57 85 6500166.2 40..020 58 212 265D 80.9 40..004 59--.211. 300--12..7. 45. _--- ' 60 78 850 28.7 59..005 61 210 500 16.0 66..009 .0018 M-7 62 77 1800 2.0 99..007 63 193 1310 91.5 40..005 64 214 1100 68.9 11_ 004 65 88 2700 54.5 18..013 66 _ 94. 5800._ 84.6 19...020 67 86 1500 28.3 40-..036 68 87 1800 60.0 40.;010 69 95 1300 46.0 40..030 -.-1 _301 -301-300--l.4-100....001----.---- -- -- 1 302 302 2800 18.1 55..020 1 303 303 1400 10.3 18..010 1 314 304 700 4.4 0..010 1 305-334--450--5.1---3:--012 --- -- - 1 306 306 600 4.5 55..020 1 307 307 600 7.6 85..010 1 308 308 300 4.7 93..010 1--309--309-1000--3-.-3--24 :010------'-- --- 1 310 310 1700 6.0 33..010 1 311 311 700 1.7 100..001 1 312- 312 1000 3.5 0..020_ ' 1 313 313 2200 3.4 33..020 1 314 314 500 2.8 89..010 1 315 315 500 2.8 MAID _ _1- .316--_335.-430.-5..7----0...008 ----.. 16 301 302 303 304 305 306 301 308 309 310 311 312 313 314 315 65 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 65 0 1 102 0 1 2.0 2700. .010 30.0 30.0 0.016 100.00 0 102 5 0 2 2.0 1600. .009 0.0 0.0 0.013 2.00 0 ...4___102--0 1---2.0 2100: - .004 30.0 -- 30.0 0.016-100.00----- - -- 0 105 6 0 2 1.5 100. .010 .0 .0 0.013 1.50 0 5 6 0 5 2.0 1650. .002 .0 .0 0.013 2.00 1.0_ 1650.__ .002 30.0 30.0 0.016 0_ 103 201 _ _ 0 1 __ _ _ 2.0 2400. _ _ .009 30.0 30.0 _ -..-100.00.._ 0.016 100.00 0 201 6 0 2 1.5 100 .010 .0 .0 0.013- 1.50 0 6 7 0 5 2.5 600. 003 .0 .0 0.011 2.50 ---------__-_-- -2.D---.600_-----..D03----3D.0----.30.D.--.-D.016_-1DD.00.----.----- 0 7 10 0 1 4.0 1400. .008 3.0 3.0 0.040 100.00 0 8 9 0 1 4.0 1000. .007 30.0 30.0 0.016 100.00 0 9 10 10 2 1.5 80. .010 .0 .0 0.013 1.50 -----;0 -- --- ---- 9 -- -- - 1: -- - 1.6-- 2.4 3.0 3.2 4.0 4.1 5.0 5.1 6.0 6.2 7.0 7.4 52. 0 202 10 0 2 1.0 100. .010 .0 .0 0.013 1.00 0 _10 116 --0- 1-- 6:0----1500.---- '.008 . _.. 3; 0 3.0- . 0.040 -100:00 ---- ---- ' 0 11 12 0 1 2.0 1300. .010 30.0 30.0 0.016 100.00 0 12 116 6 2 1.8 340. .0038 .0 .0 0.013 1.8 .0 0. .3 .0 .7 .0 1.2 0.0 0 116 120 0 2 4.0 1200. .008 .0 .0 0.013 4.00 0 13 16 0 1 2.0 500. .007 30.0 30.0 0.016 100.00 0 15 116 6 2 1.3 52. .025 .0 .0 0.013 1.3 0 0. 1.3 .0 3.4 .0 5.6 .0 ' 8.0 .0 9.3 .0 ----- 0 --16--203 -0 1- --- 2.0---2000.-----.004-----30.0----30.0--0.016- 100.00--- 0 203 120 0 2 1.5 100. .010 .0 .0 0.013 1.50 0 18 19 0 1 2.0 1500. .012 30.0 30.0 0.016 100.00 t 0 19 120 6 2 1.5 60. .010 .0 0 0.013 1.50 - : 0--- 5.7 1.0 7.8 2.0 0 121 29 0 2 4.0 400. .010 .0 .0 0.013 4.00 0 21 120 0 1 2.0 1100. .003 30.0 30.0 0.023 1.00 - -D --98---34- 0-1 _-__ -1.0-_-.600- .015------30:D----30 0- -ff:023--1:00--- - 0 24 25 0 1 10.0 800. .0004 3.0 3.0 0.030 100.00 0 25 26 0 1, 10.0 1200. .0004 3.0 3.0 0.030 110.00 10.0- 400..____.0004-_._3..O ---3.0_-0.030 100.00___.. -- _._0_-26_--27-0-1 0 27 50 0 1 10.0 3200. .0004 3.0 3.0 0.030_ 100.00 0 205 26 0 2 1.0 100. .002 .0 .0 0.013 1.00 0 206 50 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 204-- - 34-- 0 - 5--- - -1. 5 - . 1200. ----. 004--------. 0------------ ' 1.0 1200. .004 30.0 30.0 0.016 100.00 0 28 30 0 1 2.0 800. .002 30.0 30.0 0.016 100.00 M 1 0 29 34 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 0 30 32 0 2 2.0 " 2200. .012 .0 .0 0.016 2.00 0 31 32 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 32 40 02_. 2.0 1650. .006 .0 .0 0.013 2.00 0 - 33 --40 - 0_1 -_ ---2.0 2600---- . 010 --- 30:0 - 30.0 0.016-100.00 - 0 34 35 0 5 4.5 . 2300. .010 30.0 30.0 0.016 4.50 5.0 2300. .010 30.0 30.0 0.016 100.00 ' ._. 0_. 35._. 40-_0-4_-___10.0. __900..--.003___..__ 4.0__...__.4.0..0.040 _ - 6.00 ._ _ _. -__ . _ - ._ __ _ 58.0 900. .003 30.0 30.0 0.060 100.00 0 36 51 0 1 1.0 1100. .006 30.0 4.0 0.016 100.00 0 37 49 0 1 3.0 800. .013 3.0 3.0 0.040 100.00 ' 0 - --38 - --39 -0--1-----2, 0. --2400.---- 005 - --30. 0 - -30. 0 0.016 -100. 00 - -- - - - - - - - - - 0 39 55 4 2 2.0 350. .005 .0 .0 0.013 2.00 .0 0. 1.4 0. 4.5 0.0 6.2 0.0 0 40 41 0 4 15.0 1010. .002 4.0 4.0 0.040 4.00 - - -- --1000 - . 002----100.0 ---100.0 ---0: 060 1 100.00- 0 41 42 6 2 .1 150. .010 .0 .0 0.013 .01 .0 5.0 0.1 15.0 0.2 27.0 0.4 42.0 0.9 57.0 2.3 233.0 0 42---55 10 2------:1 ---150. -- --010_ ._ 0. .0 0.1 0.0 0.2 5.0 1.2 18.0 2.8 48.0 5.6 88.0 10.5 134. 16.6 179.0 23.8. - _219.0 - - 32.0 ----.295..0------ 0 43 44 0 1 2.0 2150. .006 30.0 30.0 0.016 100.00 ' 0 44 42 2 2 1.5 1700. .002 .0 .0 0.013 1.50 .0 .0 6. 0. - 0 - -45-- -49-0- 5--- 3:0 - 900:- --. 015 -- : 0 ---.0--0.013 - -- 3. 00 - ----- -- ---- - - - - _ . -- 5.0 900. .015 100.0 100.0 0.016 100.00 0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50 2.0 500. .020 30.0 30.0 0.016 100.00 0 47 - 46 --0 5--- 2.0 - - 1300.- ---.017 ---- ..-.. 0 -... -0 0.013- -- 2 : 00 - -- - - - - -- -- - ---- 2.0 1300. .017 30.0 30.0 0.016 100.00 0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00 0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00 0.0 0.0 90.0 40.0 250. 220.0 460.0 560.0 630.0 880.0 .0_- 51-._-52-_0.5.-_---1_.5.---2400�_.0]0----_---•0----._.0._0.013---1_.50- -------------- -- 2.0 2400. .010 30.0 30.0 0.016 100.00 0 52 53 0 5 2.0 1300. .005 .0 .0 0.013 2.00 3.0 1300. .005 4.0 4.0 0.040 100.00 - - 0----53 --54--0-5 ----2,0--- 90Q.---.004--.0 ---.0 - 0.013--2,00-------- ---- --- - ---- ---- 50.0 900. .004 4.0 4.0 0.040 100.00 0 54 55 0 5 2.0 1500. .006 .0 .0 0.013 2.00 3.0 1500. .006 13.0 13.0 0.040 100.00 0-- 55 -- 56- -0-1-----10-..0---3200:---.003 -- 3:0-- 3.0- 0..040---100.00 - - ----- 0 56 97 9 2 2.0 100. .005 .0 0 0.013 2.00 0.0 0.0 0.7 0.0 2.7 1.0 6.5 2.0 12.0 4.0 18.9 85.0 26.8 231.0 35.6 420.0 --.._.. ----- - -- - ..- ..-... 0 97 57 6 2 .1 100. .010 .0 0 0.013 0.01 .0 54.0 1.2 144. 3.3 230.0 9.3 337.0 400.0 - 440.0. - -- - -- - - - - - --- - ------J -10.2.._ 0 57 . 157 13 2 ---12.4- 0.1 130. 0059 .0 0 0.013 0.1 0.0 .0 0.01 17.0 0.10 23.0 0.37 81.0 ' 0.88 153.0 1.42 222.0 1.60 235.0 1.78 264.0 . _ 2.11-- -.. - 322. 0--------2.44 ------404. 0--- ---2..77 -----.-514. 0 - -3.10 --- -- 653.0 .- -- -- -- - -- -- - - -- -- - -- 3.43 823.0 0 157 78 22 2 0.1 157. .0046 .0 .0 0.023 0.1 ' 0.0 .0 0.01 9.0 0.02 48.0 0.04 92.0 --0.14-----136,0----0:38---254 0---- -0 83--- -308.0--- ----1.55- -362.0 -- -- 2.63 409.0 4.05 452.0 5.81 493.0 8.18 531.0 8.54 540.0 8.90 558.0 9.27 586.0 9.63 623.0 9.99 675.0 10.35 740.0 10.71 822.0 11.08 922.0 - .-- 11.44 _-1040.0--- -1fi:80--- -1176 D ----..-- - ---- ------ 0 58 59 0 1 2.6 2400. .006 30.0 30.0 0.016 100.00 0 59 62 4 2 1.8 900. 002 .0 .0 0.013 1.8 0.0 1-.5 3.0 0.0 0 _.0-. 60 61 _.0.0 --- 0 1 -0.1 5.0 -0 3000. .002 _ - 3.0 -0.0_ 3.0 -0:040-100.00 0 61 62 0 1 3.0 1100. .004 4.0 4.0 0.040 100.00 0 62 68 2 2 .1 800. .010 .0 .0 0.010 .01 0 -- ' 0 63 64 0 1 2.0 1300. .005 30.0 30.0 0.016 100.00 0 64 66 0 5 3.0 1400. .008 .0 .0 0.013 3.00 - - M-9 ' 2.0 1400. .008 30.0 30.0 0.016 100.00 0 65 66 0 1 2.0 1300. .003 30.0 30.0 0.016 100.00 0 66 69 5 2 1.5 200. .0012 .0 .0 0.013 1.50 0 0. 9.3 0.0 22.6 2.0 38.2 10.0 43.2-- - -- - 0 67 - 68 -12.0---- 0 1 - - 2.0 . 1200. - -- .006 30.0 30.0 0.016 100�.00 0 68 66 5 2 3.0 10. .010 .0 .0 0.023 3.00 0 0. 0.8 0.0 3.8 4.0 10.9 10.0 0 69 82 0 5 2.0 1100. .004 .0 .0 0.013 2.00 5.0 1100. .004 3.0 3.0 0.040 100.00 0 70 71 0 1 2.0 1600. .004 30.0 30.0 0.016 100.00 ' - 0 71---80--5 -A- -- 0 0.013--- -1:3 -- -- -- - - - - .0 .0 1.8 .0 6.5 .0 8.4 .0 12.5 40.0 0 72 172 3 2 1.3 530. .006 .0 .0 0.013 1.3 0 112 173 3 2 1.5 340. .008 .0 0 0.013 1.50 .0 0.0 2.0 0.0 3.0 170.0 0.-_ 173 56 5 +U----- .0._ 0.013 2.3 ..-_ _ ____ -- .----------- _0- -2_.3--1500.,__.0022.---_... 2.0 1500. .0022 30.0 30.0 ._ 0.016 - 100.00 0 74 173 0 2 1.5 100. .010 .0 .0 0.023 1.50 0 75 76 2 1 .1 100. .001 1.0 1.0 0.013 .01 0 76 77 0 5 1.0 701, 013 .0 .0 0,113 1,01 ' 1.0 700. .003 30.0 30.0 0.016 100.00 0 77 78 0 5 2.0 1100. .002 .0 .0 0.013 2.00 --------------2:0----1100--002-----30:0----30:0 -0:016-- 100:00----------- 0 78 88 0 1 5.0 1400. .0084 4.0 4.0 0.036 100.00 0 211 88 0 2 1.5 100. .010 .0 .0 0.013 1.50 0 212 94 0 2 2.5 100. .010 .0 .0 0.013 2.50 -__-- 0 -210 ---TB- -0-2--2:0-- -100 :010- ---.0-- .0-- 0 80 94 0 5 2.0 3600. .005 .0 .0 0.013 2.00 2.0 3600. .005 30.0 30.0 0.016 100.00 0 81- 207_ 01 005_.__ 30.00.016_10.0.00_-__-________ 0 201 82 . 0 2 -2.5 __1850_ 2.0 150. 010 _30.0 .0 _._ .00.013 2.00 0 82 83 0 5 2.5 1350. .005 .0 .0 0.013 2.50 2.0 1350. .005 30.0 30.0 0.013 100.00- -0 _208-- --83-0-2-2.0-100-010--0 0 83 184 0 5 3.0 1300. .004 .0 .0 0.016 3.00 2.0 1300. .004 30.0 30.0 0.016 100.00 0 209 184 0 2 1.5 100. .010 .0 .0 0.013 1.50 0 --184---94-0-5--3.0----1850-.-- .004------.0 ----.0--0.013---3.00 ------------- - 2.0 1850. .004 30.0 30.0 0.016 100.00 0 85 215 0 1 2.0 6500. .003 30.0 30.0 0.016 100.00 0 215 95 0 2 4.0 800. .003 .0 .0 0.013 4.00 0 --86 - -216--0-1---2:0 ----1600 .- .004---, - 30-. 0 30: 0 -0 040 --100. 00 ------ - -- - - ' 0 216 94 0 2 2.0 100. 010 .0 .0 0.013 2.00 D 87 95 0 1 25.0 2600. .0004 3.0 3.0 0.030 100.00 0 88 94 0 4 3.0 1350. .012 4.0 4.0 0.040 4.00 ---------------- ------------ 35.-0---1350. .012 30:0--30.0 "0.060" 100.00-- - -- - - - 0 213 90 15 2 0.1 1. 010 .0 0 0.013 2.00 .0 .0 0.0 9.86 0.2 19.2 0.5 25.16 15---32.4------2.1__35..81--_._3 45 39-• 5.45 42.53 6.3 43.28 6.85 43.83 7.25 44.02 7.55 44.17 7.7 44.17 7.8 44.08 ' 0 214 91 0 2 2.0 100. .010 .0 .0 0.013 2.00 -- -- -0 - -- 90--- 91 -0 5--- 3.0--- 1998. ---.004----- - -• 0-----.0 - 0.013----3.00--------------------- - 4.0 1998. .004 200.0 30.0 0.070 3.00 0 91 92 0 5 3.0 400. .010 .0 .0 0.013 3.00 ' 15.0 400. .010 200.0 30.0 0.070 3.00 0 --92-96-0 5---3.0 -1025 :031-- 0----0 0.013--- 7-.00--- 15.0 1025. .031 200.0 20.0 0.070 3.00 0 193 96 0 2 2.5 100. .0055 .0 .0 0.013 2.50 0 94 87 0 1 1.0 3000. 010 20.0 20.0 0.040 100.00 0.-95--96-0-1--25:D-1300 -0004_-_3-p---3-.0--0.030_-100.00--- 0 96 0 0 1 25.0 100. .0004 3.0 3.0 0,030 100.00 1 301 321 0 3 1 1_302 3240__1_ ._ 0 _ 303 335 4 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80 1 304 335 0 1 2.0 700 .010 6. 6. .070 100. 0 -306---307--4-2-----_------ ' 0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00 1 307 308 0 5 2.5 343 .006 0. 0. .013 2.50 M-10 ' 2.0 343 .006 30. 30. .020 100. 1 308 309 0 5 3.0 365 .005 0. 0. .013 3.00 2.0 365 .005 30. 30. .020 100. 1 309 334 0 5 3.0 532 .007 0. 0. .013 3.00 2.0 532 .015 6. 6. .070 100. - - 1 310- 336 -0 1---- -2'-.0 --1330-----.007----- 0. -- -30. - -020 - 100. 1 311 328 0 3 1 1 312 335 0 1 2.0 1000 .010 6. 6. .070 100. -__0 _313 A34_- 3-2-A.-I- -_1__._.__.010. 0..----- 0. ---_ . -.016- - 8.00 0.00 0.00 0.80 2.30 1.70 6.90 1 314 307 0 1 2.0 500 .008 30. 30. .020 100. 1 315 307 0 1 2.0 500 .008 30. 30. .020 100. 323-321 322--3-3------ -1-------- - --- -- -- - -- ' 0.00 0.00 8.60 0.00 1006.70 1000.00 1 322 331 0 3 1 1 323 302 0 3 1 326 -- 324 ..325 --3-3 ---- - 1--- --- -- - - - - -- - - -- -- -- - 0.00 0.00 35.70 0.00 1029.40 1000.00 1 325 327 0 3 1 1 326 303 0 1 10.0 300 .013 20. 20. .070 B. __. 1- 330 327 - 328 335 329 0 2'--- 3 3 2.5 - -1160- --:0054- __._ 0. - 1 0: --- .013 .. 2.5 -- 0.00 0.00 8.10 0.00 1008.10 1000.00 1 .329 .332..0_3 ------- - ---1 - - ---- ...- -- --- -- - -- --- 1 33 3 0 3 1 1 331 30606 0 2 1.5 439 .0060 0. 0. .013 1.5 ' 1 332 309 0 2 1.5 539 .0050 0. 0. .013 1.5 - -337 -336 338 - 3 -3------- -1--- ---- - - ----- - -- - ...---- - ----- ---- - 0.00 0.00 16.80 0.00 1016.80 1000.00 1 338 213 0 3 1 1 337 335 0 3 1 ---1 -335 213 --0-3 ----- - -- 1--- - --- -- - -- - -- 1 334 213 0 3 1 ' 0 338 334 335 213 END"06"M M-11 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 (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS - - ----- - -- -- - ---------------------- MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) -OTAPE-OR-DISK--ASSIGNMENTS-- - -.---- - - -- ' JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7)-JIN(8) JIN(9) JIN(10) ' - J00T(1) JOU2(2) JO 0(3)-JOUT(4) JOUO(5) JOUT(6)- JO O(7) JOUO(B) JOUO(9) JOUT(10) NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) ' 34 0 0 0 1 WATERSHED --PROGRAM CALLED-"------- - -- r=� ENTRY MADE TO RUNOFF MODEL 4#4 iAFTASINHGLLF OTTOLFOSSILICREEKORESERVOIR �NLET DITCNL(REVA611E94) ISERIES -- ONUMBER-OF TIME -STEPS- 36----------- - --- - -- - -- ------ ---- - --- - --- ' OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR --24-RAINFALL STEPS THE TIME -INTERVAL IS-5.00 MINUTES-- --- -.-_--_---_ - -"--- ' OFOR 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---- --- : 24 - -: 24 - -;24----- .24 ---- -- ---- --- - ---- - -- - .24 .12 .12 .12 i - M-12 '- -- ----SAS ING -FOOTHILLS-BASIN-100-YR- FULLY -DEVELOPED ALTERNATIVE 3 --- - - - - TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES 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 .250 JOO .300 :51 :50 00180-- 1 1 5400. 69.2 40.0 .0070 .016 .250 .100 .300 .51 :50 .00180 1 2 4 2100. 46.9 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 ' 4 101 1150, 66.6 40.0 .0090 All 250 .100 .301 .51 .11 .10110 1 - 5---103-2100 37.0- --40:0--:0040 - :016 -._---.250-_. .ADO -----.300 .51.-_ -.50 -- .00180 _i ._- - --- - 6 8 1800. 40.5 39.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 7 202 300. 9.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 8 11 2800. 25.0 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ' ---y---13---700:-_4.8----23.0---.0100-----.016_ .250 - .100----.300-----:51_ .50-:00180 1 - - - ----- 10 14 3000. 68.4 38.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 11 16 1800. 50.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 12 18 4000. 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 :250----- .100- _--300 ---.51 _.-.50 - .00180 -Y --- ' 14 21 1100. 5.9 40.0 .0130 .016 .250 .100 .300 .51 .50 .0018O 1 15 120 1000 . 2.2 .0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 16 98 850. 7.2 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 -3:,501--80.0--0150 - 016 ----- :250-- - -.100 - -- :300 - -:51- ---00180 --I- -- - ' 18 25 1200: 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 19 205 980. 13.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 20 27 1200. 23.0 90.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 - --- 21--- 28-- 300.---4.8 90.0---- -.0100 : 250 ---- 1100 - -.300 - .51 - .50 - - .00180--1----------- ----- 22 29 1400. 25.7 16.0 .0090 :016 .250 .100 .300 .51 .50 .00180 1 23 31 4600. 40.1 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 24 33 3600. 47.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 -- ---- -25 -34-- 4500.- 72:090:0---- :0100 - .016 .250 ----.-100----.300 - - -:51 -- -:50 --- .00180--- 1 -- --- 26 35 1700. 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 36 1100, 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 28 37 700. 4.8 50.0 .0400 .016 .250 .100 .300 - .51 .50 .00180 1 29--43--4200- - 64.5--40:0-- :0090 016-- 250---- :100---:300- -i1--- :50- 30 40 2800. 64.6 21.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 31 38 4600. 57.7 40.0 AD% .016 .250 .100 .300 .51 .50 .00180 1 ' 32 42 1400, 26.9 27.0 .0111 All .150 .110 .300 -.51 .51 .11111 1 33 48-500--3�7--90:0:0010--.016--P50----.100-_--300--:51--:50---- --------------- 34 45 800. 16.9 80.0 .0200 .016 .250�.100 .300 .51 .50 .00180--1- 35 47 1200. 18.0 10.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 36 45 2000. 27.9 90.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 37----50-23000-269-0--71-0--0300---:016 ---:250---100--300-- 38 51 4400. 34.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 39 53 1000. 32.1 3.0 .0100 .016 .250 .100 .300 .51 .50 .00180 I 40 55 7300. 202.3 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 -- --- 41-- -72 --100: - -5:8--90.0--:0100 --:016-- .. .----.300 - --.51 - .50 250 --.00180---i -- ----- 42 172 1000, 14.0 40.0 .0100 .016 100 .300 .51 .50 .00180 1 43 74 600. 26.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 4600. 50.2 40.0 .0050 .016 .250 .100 .300 51 .50 .00180 1 --1---- ' 46 60 2400. 30.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 47 63 2000, 91.4 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 48 65 2000. 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 -- --49-----67----3200:---42.2-- 40.0--:0100 --- :Olfi -- -.250 ----.100 ADO--- .51 - :50- ---.00180 -1-- -- -- --- 50 57 500. 7.3 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 51 70 2600. 69.7 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 52 76 600. 16.9 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ---f------ 54 81 1800. 52.7 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 55 208 1300. 56.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 56 209 1300, 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 58 212 2650. 80.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 59 211 300. 12.7 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 60 78 850. 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 -- 62 l7 1800. 2.0 99.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 63 193 1310. 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 64 214 1100. 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 -- ------------------------ -- M-13 65 88 2700. 54.5 18.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 - " -- 66--94-5800- B4:6 19:0 -.0200--" :016----:250 -- :100-- -:300 -- :51 - .50 ----.00180--- -1-- - 67 86 1500. 28.3 40.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 68 87 1800. 60.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 69 95 1300. 46.0 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 --120-----206-2000--19:0-40:0--0350------.016---:150---.100 --- ---.300- --.51 -.SO- - 121 204 500. 10.1 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 142 173 1200. 35.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 150 157 2400. 30.1 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 301 ----301---300 -1-4- 99:9 .0010-----:016 -- :250 -100 -------300 -:51 ---•50 .001801--- 302 302 2800. 18.1 55.0 .0200 .016 .250 .100 .300 .51 .50 303 303 1400. 10.3 18.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 304 304 700. 4.4 .0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 -305 --334- 450-- 5:T-3-0---.0120 :016---.250- ----- 100 -"" :300 -:51 " 150 -------- 00180--"-1----- 306 306. 600. 4:5 55.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 307 307 600. 7.6 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 308 308 300. 4.7 93.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 3--_24:0---:0100 ---:016---- 150- ---:100 __.._.300- --.51 - .50 ___..00180 310 310 17006.0 33.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 311 311 ME 1.7 99.9 .0010 .016 .250 .100 .300 .51 .50 .00180 1 312 312 1000. 8.5 .0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 -- - -- 313--373 - 1200:---3.4 33:0-0200 - :016---:250 - -100 - ---- :300 - - :51 ------ -:50 - 314 314 500, 2.8 89.0 .0100 .016 .250 .100 .300 .51 .50 00180 1 315 315 500. 2.8 89.0 .0100 .016 .250 .100 .300 .51 , SO .00180 1 316 335 430. 5.7 .0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 -------OTOTAC RUMBER-OF"SUBCATCHMERT -- 88 ------ ----- --- - -- -- - - -- - -- - -.- --- ' OTOTAL TRIBUTARY AREA (ACRES), 3292.80 M-14 OHYOROGRAPHS WILL BE SAVED FOR THE FOLLOWING 16 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWIl2-PC -303 ----304--- 305 306 307 308 --309 -310 311 312 313 314 315 65 FULLY DEVELOPED ALTERNATIVE 3 BASIN G FOOTHILLS BASIN 10D YR TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 16 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN)--301---302 ----303---304- 305 306- 307 -308 -309 310 311 312 .313 314 315 65 0 5. 0. 0. 0. 0. 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 15. 0. 6, 2. 0. 0. 1. 2. 0. 0. 2. 1. 1. 5. 3.- 5., 2. 0. 2. 3. 3. 13. 0 25, 2. 24. 5. 0. 0, 6. 10. 6, 2. 5. --3-.- --0.- -5. 23.-- 0 30. 4. 47. 10. 1. 1. it. 21, 13. 5. it. 6. 2. 9. 10. 10. 45. 0 35. a. 98. 24. 5. 5. 24, 43. 26. 12. 26. It. 9. 21. 19. 19. 96. -- 40--. -46------29. -13--- -26 - Se Y9 GS it. 17: 18: 18 : 18. �= (v won.. 0 45, 1, 51, 22, 1, 1, 13, 21, 11, 1* 11, to -19.- 0 50. 4. 39. 20. B. a. 10. 19. 12. a. 14. 4, 17. 7. 6. -4. 6. ----4-. 70. 0 55. 3. 29. 17. 8. 7. 7. 14. 9. 6. 10. 64. 2. 13. 3: 3.* 3. 58. 1 5. 2. 16. 12. 6. 6. 4. a. 5. 3. 6. 1 10. 1. 12. 10. 5. 5. 3. 6. 4. 3. 4. 2. 2. 45. I Is, 1. 9. 8. 4. 4. 2. 5. 3. 2. 3. 1. 7. 1. 1. 1. 40. 1. 6. 1. 1. 1. 36. 1 25. 1. 6. 6. 3, 3. 2. 3. 2. 1. 2. 1 30, 1, 5. 5. 2. 3. 1. 3. 2. 1. 2. 1. 5. 0. 1. 1. 30. 35. 0. 4. 4. 2, 3. 1. 2. 2. 1. 2. 0. 4. 0. 1. 1. 27. M-15 1 40. 0, 4. 4. 2. 2. 1. 2. 0. 4 . 0. 1. 1 45. . 0. 4. 4. 2. 2. 1. 2. 0, 1, 1, 1, 1, 21, 0. 3, 0. 1'. 22'. 1 55. 0. 3. 3. 1. 1. 0. 1. 2 0. 0. 2. 2. 1. 2. 1. 1. 1. 0. 1. 0. 2. 0. 0. 0. 18. 2 5. 0. 2. 2. 1. 2. 0. 1. 1. 0. 1, 0. 2. 0. 0. 0. 17, --o ---1 E 2" 0. 0. 0. 15. 2 15. 0. 2. 1. 1. 0. 1. 0. 0. 0. -1. 2 20. 0� 1. 1. 1. 1. 0. 0. 0. 0. 0. 0 1. 0. 0. 0. 13. 2 25. 0. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0, 12. 0. 1. 0. 0. 0. 11, 2 35. 0. 0. 1. 1. 1. 0. 0. 0. 0. 0. -07 -0. ----io.- ---- -- 2 40. 0. 0. 1. I. 1. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 45. 0. 0. 1. 0. 1. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 9. *-0-.-- 0.--- - - -0- -- 0-. 0', E 0. 0. 0. 9. 2 0. 1. 0. 1. 0. 0. 0. 0. 0. -55. -0. 8. -- 3 0. 0. 0, 1. 0. 1. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 8. M-16 ____8ASIN-G -FOOTHILLS - BAStN--100 -YR FULLY -DEVELOPED'ALTERNAT I VE -3 TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES tst CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ttt WATERSHED -AREA-(ACRES) 800 ---- - ------ TOTAL RAINFALL (INCHES) 2.880 TOTAL -INFILTRATION -(INCHES) ---- —.433-- TOTAL WATERSHED OUTFLOW (INCHES) 1.975 TOTAL -SURFACE STORAGE -AT END OF-STROM (INCHES)---- --.472 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .003 M-17 --BASIN-G--fODTHILLS-BASIN 100-YR FULLY DEVELOPED -ALTERNATIVE -3-- TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES GUTTER GUTTER NDP mp NUMBER CONNECTION WIDTH INVERT SIDE SLOPES OVERBANK4SURCHARGE OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING 0 TH X (FT) (FT) (FT/FT) L R N (FT) 1 102 0 1 CHANNEL 2.0 2700. .0100 30.0 30.0 .016 100.00 0 102 5 0 2 PIPE 2.0 1600. .0090 .0 .0 .013 2.00 0 1 102 0 1 CHANNEL 2.0 2100. .0040 30.0 30.0 .016 100.00 0 1.-5 -----100.-- ---.0100 ---- .0 .013 -1.50 5 6 0 5 PIPE 2.0 1650. .0020 .0 .0 .013 2.00 0 OVERFLOW 1.0 1650. .0020 30.0 30.0 .016 100.00 103 201 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 201 - - - -- --0 - - -----2- --PfPE ---- 1.5 -- 100. -.0100 - - .0 .013 1.50 0 6 1 0 5 PIPE 2.5 600. .0030 .0 .0 .013 2.50 0 OVERFLOW 2.0, 600. .0030 30.0 30.0 .016 100.00 7 10 0 1 CHANNEL 4.0 1400, .0080 3.0 3.0 .040 100.00 0 8---- ----1000:- ;0070 ..-- 30;0 30.0 .016 --- 100.00 a IA In 9 Dior 15 80 0100 0 0 .013 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .9 1.0 1.6 2.0 2.4 3.0 3.2 4.0 1 5-0--5 ---6. 202 10 6 2 PIPE 1.0 100. .0100 .0 .0 .013 1.00 0 10 116 0 1 CHANNEL 6.0 1500. .0080 3.0 3.0 .040 100.00 0 11 12 0 1 CHANNEL 2.0 1300. .0100 30.0 30.0 .016 100.00 0 12 - - - - - - 116 - - --6- - --- -2----PIPE----- -1.8 340. - - .0038 -----;0 - - .0-- 013 -----l.80 ----0 - RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .7 .0 1.2 .0 1.7 .0 2.3 .0 116 120 0 2 PIPE 4.0 1200. .0080 .0 .0 .013 4.00 0 13- 0 -CHANNEL--- -2.0 500. ----.0070 30.0 -30;0-- --.016- 100.00 14 15 0 1 CHANNEL 2.0 1400. .0070 30.0 30.0 .016 100.00 0 15 116 6 2 PIPE 1.3 52. .0250 .0 .0 .013 1.30 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 16 203 0 1 CHANNEL 2.0 2000. .0040 30.0 30.0 .016 100.00 0 203 120 0 2 PIPE 1.5 100. 10100 .0 .0 .013 1.50 0 11 11 0 1 CHANNEL 2,0 1500. .0120 30.0 30.0 .016 100-00 0 60. --.0100 ---.0 --- .0- ----.013--- ---1;50 -- -- 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.7 .0 2.8 .0 4.2 .0 5.7 1.0 7.8 2.0 120 29 0 2 PIPE 4.0 400. .0100 .0 .0 .013 4.00 0 21---- -24 -120 --0--+--CHANNEL--------2.0 ----30.0 30; 0 -- .023 - 1.00------ 0 98 34 0 1 CHANNEL 1.0 600. .0150 30.0 30.0 .023 1.00 0 25 0 1 CHANNEL 10.0 800. .0004 3.0 3.0 .030 100.00 0 25 26 0 1 CHANNEL 10.0 1200. .0004 3.0 3.0 .030 100.00 0 26 27---------0 - CHANNEL -----10:O - - 400.- ----;0004---- 3.0 -10- -.030 - 100.00 -- --0 27 so 0 1 CHANNEL 10.0 3200. .0004 3.0 3.0 .030 100.00 0 205 26 0 2 PIPE 1.0 100. .0020 .0 .0 .013 1.00 0 206 50 0 2 PIPE 2.0 100, .0100 .0 .0 .013 2.00 0 ----5 1.5---1200.--- - --.0040 -- ;0 - ---.0 .013 - 1 OVERFLOW 1.0 1200. .0040 30.0 30.0 .016 100.00 28 30 0 1 CHANNEL 2.0 800. .0020 30.0 30.0 .016 100.00 0 29 34 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 0 OVERFLOW ---10. 0 - 800. --- .0050 --25.0- 25.0-- 100.00- ---- 30 32 0 2 PIPE 2.0 2200. .0120 .0 .0 .016 2.00 0 31 32 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 32 40 0 2 PIPE 2.0 1650. .0060 .0 .0 .013 2.00 0 33 -------+---CHANREL - ------ 2-.0 - -2600.----.0100 --30.0-30.0 34 35 0 5 PIPE 4.5 2300. .0100 30.0 30.0 .016 4.50 0 OVERFLOW 5.0 2300. .0100 30.0 30.0 .016 100.00 35 40 0 4 CHANNEL 10.0 900. .0030 4.0 4.0 .040 6.00 0 OVERFLOW---- 58; 0----900.-----.0030 - --30;0-- 36 51 0 1 CHANNEL 1.0 1100. .0060 30.0 4.0 .016 100.00 0 37 49 0 1 CHANNEL 3.0 800. .0130 3.0 3.0 .040 100.00 0 38 39 0 1 CHANNEL 2.0 2400. .0050 30.0 30.0 .016 100.00 0 -39 -------55 -----4---2 -PIPE- -- --2.D- ----350.---;0050---.0-----.0--- -.013 __2.00__0 M-18 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 40 41 0 4 CHANNEL 15.0 1000. .0620 TO 4.0 .040 4.00 0 OVERFLOW 47.0 1000. .0020 100.0100.0 .060 100.00 41 42 6 2 PIPE .1 150. .0100 .0 .0 ,013 .10 0 - -- -----RESERVOIR STORAGE-IN-ACRE=FEET-VS SPILLWAY OUTFLOW - --- -- _-_- - - --- - _.._ _ . _. 0 5.0 .1 15.0 2 27,0 4 42.0 .9 57.0 2.3 233.0 42 55 10 2 PIPE .1 150, .0100 .0 .0 ,013 .10 0 . RESERVOIR IN STORAGE88.0 ACRE-FEET VS SPILLWAY OUTFLOW ' - , - 2 - 5:0----1:2 i8:p - -2:8 -.48.0 . _- 5: .... - - - - 10.5 134.0 16.6 179.0 23.8 219.0 32.0 295.0 43 44 0 1 CHANNEL 2.0 2150. .0060 30.0 30.0 .016 100.00 0 44 42 2 2 PIPE 1.5 1700, .0020 ,0 .0 .013 1.50 0 --- ---- �iESERV STORAGE ltl ACRE=FEET VS -SPILLWAY OUTFLOW - --- - -- - - - - -- - -- -- ---- .0 .0 6PIPE 0 45 49 0 5 3.0 900. .0150 .0 .0 .013 3.00 0 OVERFLOW 5.0 900, .0150 100.0100.0 .016 100,00 OVERFLOW 2.0 SOV .0200 303 30.0 .016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 -- - d8- -41---- p-----1 - - CNANNEC- - - -1.0 - - - 500.-----.0020 --30.0 -1.0------- :016 - 100.00 --- -p-- --- - - 49 SO 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 i, .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -- --- --D__-_,0__.._.-90:0._-__40.0_---250:0--220:0---460.D_ 560.0- 51 52 0 5 PIPE 13 2460, .0100 .0 .0 .613 1.50 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 52 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 0 - ------------ ---- --OVERFLOW----3:0-- 1300.- :0050 --4.0....4:0 -.._--:040._.. -100.00- -- --- ----- 53 54 0 5 PIPE 2.0' 900. .0040 .0 .0 .013 2.00 0 OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 ' 54 55 0 5 PIPE 2.0 1500. .0060 ,0 .0 .013 2.00 0 --------- - -----------OVERFLOW - 3.0 1500.--:006p----13:0 13.0 -:040-------100.00 -------- - -- 55 56 0 1 CHANNEL 10.0 3200. .0030 3.0 3.0 .040 100.00 0 56 97 9 2 PIPE 2.0 100, .0050 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -- ----- - - --p-- --p-- .1-:0-----2:1-- 26.8 23110 35.6 420.0 4513 1946.0 97 57 6 2 PIPE .1 100. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 _54.0 - t 2--144:0------3:3._._230:0 -- -9.3 - 331:0 -10.2 400.0 -_--12:4- - 440:0 - -- ----- -- - 51 151 13 ' 2 PIPE 1 130. .0059 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 312:0---2:4---404.0 - 3.4 823,0 157 18 22 2 PIPE .1 151. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 48.0 ---;0- 92.0----:9-136.0 - -----.4 --254.0----- - ---- - .8 308.0 1.5 362.0 2.6 409.0 4.1 452.0 5.8 493.0 8.2 531.0 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675,0 10.4 740.0 10.7 822.0 11.1 912.0 11.4 1040.0 11.8 1176.0 2400--0060 30:0-30:0:016- --100:00---- 0 ------ - 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.5 .0 3.0 .0 - - - 60----61-- --0------------ 1 - -CHANNEL-------5.0- - 3000.-- ;0020 - 3.0 3.0---.040-- -100.00 - -- 0 - -- - ---- 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 100.00 0 62 68 2 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -- ------ --0-- --- -:0---18:8-182:0 ---- --- ------ -- - - --- ---- - ----- 63 64 0 1 CHANNEL 2.0 1300, .0050 30.0 30,0 .016 100.00 0 64 66 0 5 PIPE 3.0 1400. ,0080 .0 .0 .013 3,00 0 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 --- - -- - --- ---- -- 0-1300----- -0030---30 0-30 0--- 016---100 Aft --A-- ---- --- 61 66 69 Du 5 i 2 CHANNEL 2. PIPE 1.5 200. .0012 .0 .0 .013 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 9.3 .0 22.6 2.0 38.2 10.0 43.2 12.0 --61- -68 0--- -1 ----CHANNEL-- 2:0--1200: 0060-30:0 30.0- :016- 100;00 --0-- - 68 66 5 2 PIPE 3.0 10. .0100 .0 .0 .023 3.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 • .0 .8 .0 3.8 4.0 10.9 10.0 15.9 270.0 M-19 69 82 0 5 PIPE 2.0 1100. .0040 .0 .0 .013 2.00 0 OVERFLOW 5.0 1100, .0040 3.0 3.0 .040 100.00 71- -CHANNEL 1600.-- -.0040 30.0 -30-.0 ._016 100.00 0 -- - ---------- M-20 11 80 5 2 PIPE 1. 3 100. .0040 .0 .0 .013 1.30 0 - --- ---- 7iESERVOIR-STORAGE-IN ACRE-FEET VS SPILLWAY -OUTFLOW 0 .0 1.8 .0 6.5 0 8.4 .0 12.5 40.0 11 172 3 2 PIPE 13 530 0060 0 0 013 130 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 0 112 113 3 2 PIPE 1.5 340. 0080 .0 .0 .013 1.5 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 .0 3.0 170.0 - -173- ----56 p----5 - PIPE - - - 2:3 --1500: - - .0022-- --- .0 . . •0- ----.013 -2:30 -p OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 1.5 100. .0100 .0 .0 .023 1.50 0 75 76 2 1 CHANNEL .1 100. .0010 1.0 1.0 .013 .01 0_ RESERVOIR -STORAGE -IN -ACRE-FEET VS SPILLWAY OUTFLOW _ 0 322.0 76 77 p 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 --77-- - --18 - --p --- -5--- PIPE -------2:0 --1100, - -.0020 :0 .0 013... 2.00 0 - OVERFLOW 2.0 1100. .0020 30.0 30.0 .Ot6 100.00 78 88 0 1 CHANNEL 5.0 1400. .0084 4.0 4.0 .036 100.00 0 211 88 0 2 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 - 212----- 94-p ---2---PIPE-- -----2:5- ---100:- 0100------ •0 --0_-____:013 -.. -2:50 - -p - 210 78 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 80 94 0 5 PIPE 2.0 3600. .0050 .0 .0 .013 2.00 0 OVERFLOW 2.0 3600. .0050 .30.0 30.0 .016 100.00 - Al -_-._.-_20T -0- - -1 --CHANNEL- 2 5-- -1850.- --:0050---- 30-0 30.0 207 82 0 2 PIPE 2.0 150. .0100 .0 .0 .013 2.00 0 82 83 0 5 PIPE 2.5 1350. .0050 .0 .0 .013 2.50 0 OVERFLOW 2.0 1350. .0050 30.0 30.0 .013 100.00 208 -- 83---p- ---2----PIPE - -20 -100 ------ 0100-- --:0----.0--- :013 - 2.00 - p-- 83 184 0 5 PIPE 3.0 1300. .0040 .0 .0 .016 3.00 0 OVERFLOW 2.0 1300. .0040 30.0 30.0 .016 100.00 209 184 0 2 PIPE 1.5 100, .0100 .0 .0 .013 1.50 0 184 ---94- ----p - ----5-- --PIPE - 3.0 1850. - .0040----- .0-_ . -0 013- 013- - -3.00" -p - - OVERFLOW 2.0 1850. .0040 30.0 30.0 .016 100.00 85 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 100.00 0 215 95 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 86 _-- 216-----0------1-----CHANNEL------ --- 2,0----1600:- ---:0040---30,0 30:0----013 ----1 ---- 0---- 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 . 2.00 0 87 95 0 1 CHANNEL 25.0 2600. .0004 3.0 3.0 .030 100.00 0 88 94 0 4 CHANNEL 3.0 1350. .0120 4.0 4.0 .040 4.00 0 _ ..-.------_. ---------------_ __.-- OVERFLOW---35:0 --1350.__._ :0120 - 30;0-30.0- -:06D 100.00 -_ -- ---- 213 90 T 2 PIPE .1 1. .0100 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 19.2 .4 25.0 1.0 32.0 3.2 39.0 4.5 41.0 214 91 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 90 91 0 5 PIPE 3.0 1998. .0040 .0 .0 .013 3.00 0 OVERFLOW 4.0 1998. .0040 200.0 30.0 .070 3.00 -PIPE-- --- ---3.0--_-400.---- ;0100---- .0 -- 0----U0 --- ----- 0 - - ----- OVERFLOW 15.0 400. :0100 200.0 30.0 .7 3.00 92 96 0 5 PIPE 3.0 1025. .0310 .0 .0 .013 7.00 0 OVERFLOW 15.0 1025. .0310 200.0 20.0 .070 3.00 -- ---193 -- 96----0--2---'PIPE-----2:5---100--:0055:0--- 94 87 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 100.00 0 95 96 0 1 CHANNEL 25.0 1300. .0004 3.0 3.0 .030 100.00 0 96 0 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 - -301 - - 321 ----p- -- . 3. -. - -- - - ---;p- .__ .-I, --.0010-------0 - .0-- ---.001-----10.00 - - t - - -- -- 302 324 0 1 CHANNEL 2.0 1650. .0090 30.0 30.0 .020 100.00 1 303 335 4 2 PIPE .1 1. .0100 .0 .0 .0i6 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0--0----;6-1,1 ---1-3--4.8 ----2:0-- 8.8 ----- -- -- ---------- 304 335 0 1 CHANNEL 2.0 700. .0100 6.0 6.0 .070 100.00 1 306 307 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 307 308 0 5 PIPE 2.5 343. .0060 .0 .0 .013 2.50 1 OVERFLOW 2.0 343. .0060 30.0 30.0 .020 100.00 308 309 0 5 PIPE___ 3.0 365. .0050 --.0 .0 .013 3.00 1 309 334 PIPE 3.0 532. OVERFLOW 2.0 532. 30.0-- :020 100.00- .0 .013 3.00 1 6.0 .070 100.00 M-21 310 336 0 1 CHANNEL 2.0 1330. .0070 D 30.0 .020 100.OD 1 - - - 311 328---0 ----3 -- - - - -;p - - I.. ....0010 - ;p --.0 -- .001 10.00 -1 - - - - 312 335 D 1 CHANNEL 2:0 1000. .0100 6.0 6.0 .070 100.00 1 313 334 3 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW --- --- O 314 307 00 1 CHANNEL 2.6 500. .0080 30.0 30.0 .020 100.00 1 315 307 0 1 CHANNEL 2.0 500. .0080 30.0 30.0 .020 100.00 1 321 322 3 3 .0 1. .0010 .0 .0 .001 10.00 323 ' TO GUTTER"NUMBER 323 --TOTAL ,Q VS DIVERTED Q IN CFS- .0 .0 8.6 .0 1006.7 1000.0 322 331 0 3 .0 1. .0010 .0 .0 .001 10.00 1 323 302 0 3 .0 1. .0010 .0 .0 .001 10.00 1 --- 324-------325 ----3 - - 3- - - -- --- -.0 - - -1. -.0010 -- ;p" p - .001 --- 10.00 - 326 -- --- -- -- - ' DIVERSION TO GUTTER NUMBER 326 - TOTAL Q VS DIVERTED Q IN CFS 0 .0 35.7 .0 1029.4 1000.0 325 327 0 3 .0 1. .0010 .0 .0 .001 10.00 1 326-- - 303.--- 0 - - -- 1- -- -CHANNEL . -" -10.0 300: - - .0130 20.0 20.0 - 010 8.00 1- - --- --- - ' 327 335 0 2 PIPE 2.5 1160. .0054 .0 .0 ,013 2.50 1 328 329 3 3 0 1. 0010 .0 .0 .001 10.00 330 DIVERSION TO GUTTER NUMBER 330 - TOTAL Q VS DIVERTED Q IN CFS ----- ---- p--:D-- g;i---;p-.. 1008.1 1000.0- - - - ---- 329 332 0 3 .0 1. .0010 .0 .0 .001 10.00 1 ' 330 312 0 3 .0 1. .0010 .0 .0 .001 10.00 1 331 306 0 2 PIPE 1.5 439. .0060 .0 .0 .013 1.50 1 - ---332 ----309----fl----2 - PtPE-- --- 1.5 539.---- -.0050 -- -:0- :0-- .013 ----I:50 --- -1 -- 336 338 3 3 .0 1. .0010 .0 .0 .001 10.00 337 DIVERSION TO GUTTER NUMBER 337 - TOTAL Q VS DIVERTED Q IN CFS ' .0 .0 16.8 .0 1016.8 1000.0 - 338 ----213---0 -- -3----- ---- :0 -1. -.._ .0010 --.0-- .0-- :001- 10.00 - -1 -- - - -- 338 335 0 3 .0 1. .0010 .0 .0 .001 10.00 1 335 213 0 3 .0 1. .0010 .0 .0 .001 10.00 1 334 213 0 3 .0 1. .0010 .0 .0 .001 10.00 1 - OTOTAL 1 ----------- NUMBER OF GUTTERS/PIPES; --------------- 144-----._-- - -------.- ---- - -. - -- ---- M-22 --- - BASIN G -FOOTHILLS-BASIN-100_YR"FULLY -DEVELOPED-ALTERNATIVE 3 -- - - - - - - - TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES - -GUTTER TRIBUTARY GUTTER/PIPE _ - TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 69.2 4 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 46.9 5 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 116.1 6 105 5 201 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.7 ' 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.7 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 40.5 9 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 ' 10 7 9 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 269.9 it 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 25.0 12 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.0 13 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 4.8 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 -68.4 15 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.4 16 13 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 55.3 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 - 19 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 21 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 5.9 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 3.1 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 27.2 26 25 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.6 ' 27 26 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 63.6 28 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 4.8 29 120 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 524.7 ' 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 31 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 40.1 32 30 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.9 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 47.9 34 98 204 29 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 614.0 35 34 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 649.3 0 0 0 0 0 0 0 0 0- 0 _- 27 0 0 0 0 0 0 0 0 0 11.6 ' --_36 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 4.8 M-23 38_ 0 0 0 0 0 0 39 38 0 0 0 0 0 32 33 35 0 0 0 _40 41 40 0 0 0 0 0 42 41 44 0 0 0 0 43 0 0 0 0 0 0 44 43 0 0 0 0 0 45 0 0 0 0 0 0 46 47 0 0 0 0 0 47 48 0 0 0 0 0 48 0 0 0 0 0 0 49 37 50 27 45 20649 46 0 0 0 0 0 0 51 36 0 0 0 0 0 52 51 0 0 0 0 0 53 50 52 0 0 0 0 54 53 0 0 0 0 0 55 39 42 54 0 0 0 56 55 173 0 0 0 0 ' 57 97 0 0 0 0 0 58 0 0 0 0 0 0 59 58 0 0 0 0 0 60 0 0 0 0 0 0 61 60 0 0 0 0 0 62 59 61 0 0 0 0 64 63 0 0 0 0 0 65 0 0 0 0 0 0 ' 66 64 65 68 0 0 0 67 0 0 0 0 0 0 68 62 67 0 0 0 0 69 66 0 0 0 0 0 70 0 0 0 0 0 0 71 70 0 0 0 0 0 72 0 0 0 0 0 0 1 74 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 57.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57.7 0 0 0 0 30 0 0 0 0 0 0 0 0 0 806.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 806.7 0 0 0 0 32 0 0 0 0 0 0 0 0 0 898.1 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 0 0 0___0 0 0 00 0 0 0 0 0. 0 64.5 0 0 0 0 34 36 0 0 0 0 0 0 0 0 44.8 0 0 0 0 0 0 0 0 .-.,0.--0 0 0 0 0 21.1 0 0 0 0 35 0 0 0 0 0 0 0 0 0 21.7 0 0 0 0 33 0 0 0 0 0 0 0 0 0 3.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 71.3 0 0 0 0 37 0 0 0 0 0 0 0 0 0 422.9 0 0 0 0 38 0 0 0 0 0 0 0 0 0 45.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.8 0 0 0 0 39 0 0 0 0 0 0 0 0 0 500.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500.8 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1658.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1740.7 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1748.0 0 0 ------------------------------- 0 0 44 0 0 0 0 0 0 ------ 0 0 0 50.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.2 0 0 0 0 46 0 0 0 0 0 0 0 0 0 30.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 0 0 0 0 45 0 0 0 0 0 0 0 0 0 232.2 0 0 0 0 47 0 0 0 0 0 0 0 0 0 91.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 0 0 0 0 48 0 0 0 0 0 0 0 0 0 74.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 439.9 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 274.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 439.9 0 0 0 0 51 0 0 0 0 0 0 0 0 0 69.7- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 0 0 0 0 41 0 0 0 0 0 0 0 0 0 5.8 0 0 0 0 43 0 0 0 0 0 0 0 0 0 26.5 0 0 0 0 53 0 0 0 0 0 0 0 0 0 12.3 M-24 76 77 78 80 81 82 83 85 86 87 88 90 91 92 94 95 96 97 98 102 103 105 116 120 157 172 173 184 193 201 - - - - - 202 203 204 205 206 207 201 75 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 29.2 76 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 31.2 157 77 210 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1854.0 71 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 52.1 69 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 492.6 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 549.1 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 166.2 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 28.3 94 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 2829.9 78 211 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1921.2 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90.3 214 900 0 0 0 0 0 0 0 --0---.0"- 0 0 0 -.0 -0.- 0 0 0 159.2 91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 159.2 212 80 184 216 88 . 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 2769.9 215 87 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 3042.1 92 193 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3292.8 56 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1740.7 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 7.2 1 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 116.1 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 -0 0- 0 37.0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 66.6 10 12 .15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 363.3 116 203 19 21 0 0 0 0 0 0 13 15 0 0 0 0 0 0 0 0 499.0 57 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1778.1 72 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 19.8 172 74 0 0 0 0 0 00 0 142 0 0 0 0 0 0 0 0 0 81. B 83 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 585.2 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37.0 0 0 0 0.0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 9.7 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55.3 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 10.1 0 0 0 0 0 0 0_ 0 0 0 19 0 0 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 19.0 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52.7 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 56.5 M-25 209 0 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 0 211 0 0 0 0 00 0 0 0 0- 212 0 0 0 0 0 0 0 0 0 0 213 338 335 334 0 0 0 0 0 ' 214 0 0 0 0 0 0 0 0 0 0 215 85 0 0 0 0 0 0 0__0___0 216 86 0 0 0 0 0 0 0 0 0 ---- ------- _301 ---0 0 0 0-0 ------0---- ' 302 323 0 0 0 0 0 0 0 0 0 303 326 0 0 0 0 0 0 0 0 0 ' 304 0 0 0 0 0 0 0 0 0 0 306 331 0 0 0 0 0 0 0 0 0 307 306 314 315 0 0 0 0 0 0 0 ' - 308 307 0 0 0 0 0 0 0 0 0 309 308 332 0 0 0 0 0 0 0 0 310 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 0 312 330 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 0- ' 315 0 0 0 0 0 0 0 0 0 0 321 301 0 0 0 0 0 0 0 0 0 322 321 0 0 0 0 0 0 0 0 0 323 0 0 0 0 0 0 0 0 0 0 ' 324 302 0 0 0 0 0 0 0 0 0 325 324 0 0 0 0 0 0 0 0 0 326 0 0 0 0 0 0 0 0 0 0 327 325 0 0 0 0 0 0 0 0 0 328 311 0 0 0 0 0 0 0 0 0 329 328 0 0 0 00 0 0 0 0 330- 0 0 0 0 0 0 0 0 0 0 331 322 0 0 0 0 0 0 0 0- 0- 332 329 0 0 0 0 0 0 0 0 0 334 309 313 0 0 0 0 0 0 0 0 335 303 304 312 327 337 0 0 0 0 0 336 310 0 0 0 0 0 0 0 0 0 56-- 0--0-- 0 - 0 - -0. 0 - 0 -0 .- 0 36_1 61 0 0 0 0 0 0 0 0 0 16.0 59 0 0 0 0 0 0 0 0 0 12.7 58 0 0 0 0 0 0 0 D 0 80.9 0 0 0 0 0 0 0 0 0 0 90.3 64 0 0 0 0 0 0 0 0 0 68.9 0 0 0 0 0 0 0 0 0 0 166.2 0 0 0 0 0 0 0 0 0 0 28.3 301 0 0 0 0 0 0 0 0 D 1.4 302 0 0 0 0 0 0 0 0 0 18.1 303 _ 0 0 0 0 0 0 0 0 0 10.3 304 0 0 0 0 0 0 0 0 0 4.4 306 0 0 0 0 0 0 0 0 0 5.9 307 0 0 0 0 0 0 0 0 0 19.1 308 0 0 0 0 0 0 0 0 0 23.8 309 0 0 0 0 0 0 0 0 0 28.8 310 0 0 0 --0 0 --0 0 0 0 0 0 6.0- 311-0-0- 0 0--0--0---0---1.1 312 0 0 0 0 0 0 0 0 0 8.5 313 0 0 0 0 0 0 0 0 0 3.4 314 0 0 0 0 0 0 0 0 0 2.8 315 0 0 0 0 0 0 0 0 0 2.8 0 ----U---O 0 --0 0 0 - 0 --O - 0 0 0 0 0 1.4 ---- 0 U---O 0 0 0 1.4 0 ---- -- 0 0 --O --O 0 0 --O 0 -0-- 0 0 0 0 .0 -.. -- U U 0 0 0 0 18.1 0 0 0 0 0 0 0 0 0 0 18.1 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 18.1 0 0 0 0 0 0 0 0 0 0 1.7 0 0 0 0 0 -0_0_0 0 1.7 _- _0 0 0 0 0 0 0 0 0 0 0 ,0 0 0 0 0 0 0 0 0 0 0 1.4 0 0 0 0 0 0 0 0 0 0 1.7 305 0 0 0 0 0 0 0 0 0 37.3 316 0 0 0 0 0 0 0 0 0 47.0 0 0 0 0 0 0 0 0 0 0 6.0 - M-26 1 337 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 336 336 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.0 t ' 1 - - -- -- M-27 �- ----BASIN-G-fOOTHILtS-BASIN-W-YR-FULtY-DEVELOPED ALTERNATIVE 3-- - - - ----------- -- ---- --- ----- -- -- -- TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS ----------iHE-UPPER-NUMBER-iS-DiSCHARti£-tN CFS---------------- ---- ----- - -- -------- -- - -- --- THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: DENOTES DEPTH ABOVE INVERT IN FEET S DENOTES STORAGE IN AC -FT FOR OETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. t-DENOTES-GUTTER-INFLOW-IN-CFS FROM SPECIFIED INFLOW HYDROGRAPH -- - - ---- - - - ----- 0 DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER O DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ----TIME(HR/MIN)--338--334 335----213----- - - ----- -- - --- -- --._.-..----------- - - ' 0 5. 0. 0.0.0( 0.0( 0.0(S) ) ) ) ' 0 10. 0.0( ) 0.0( ) 0.0( ) 0.0(S) .0() .0() .0() 0(S) ' 0 20. 1. 14. 3. 9. -- -D(-)-- .0(-)-- .o( )- .p(s)- - ------ - - - - - - ---- - 0 25. 3. 35. 10. 21. .0() .0() .0() .2(S) 0 30. 1;0() 62.0() 24.26. 0() 5(S) 11,0O 91-----43.00 32-. -) ---- ------ - - --- --- I. 0- 40._ 11, 131, 11, 11, -- -_- -_- -- 0 45. 11.0( 146,0() 1039. - ---- -50. ) .0() 3.4(S) ---- ------------------------- -- - -- �- 0 16, 112.i0.44. pO 0O 0O 6(S) .0() .0() .0() 5.6(S) 1 0. 10. 70. 67. 43. 1 5. B.0() 40.0( 63.0() 47.0(S) ) 0() .0( ) .0() 7.4(S) '------1-1i. 5-26.---40:44. -- - -- ----- -- - --------- --- .0() .0() .0() 7.6(S) 1 20. 4. 19. 36. 44. --- - .0H---.O(-)--9(-)--1.8(S) --- ------ 1 25. 3M 11.0() 31.0() 47.8(S) ----- ) - ---------- 1 30 3.0O 14.00 2B.0O 41.9(S) M-28 1 35. 2. 13. 25. 44. a(s) 1 11, 2, 12, 23* 14, .0( .0( ) .0( ) 7.8(S) 1 45. 2, 11. 20. 44. .0() .0( ) .0( ) 7.7(S) -1 1 55. 1. 9 17. 44. 2 0. 1. 8. 17. 44. .0( .0( ) .0( ) 7.4(S) 2 5. 1. 7. 15. 44. .0( .0( ) .0( ) 7.3(S) ------2 -10-.--1 ----14--- 44 .0() .0() :0() 7:1(S) 2 15. 1. S. 13. 43. 2 20. 0. 4. 12. 43. -0( -0( -D( 6-8(s) --- - -- 2 25. 0. 4. 11. 43. -0() -0() 0() 6-6(s) -2--30-. -0--3--- 1143.- :0( 0( .,0( GA(S) 2 35. 0. 3. 9. 43. 2 40, 0. 3. 10. 43. -0( -0( -0( ) 6.0( s 2 45, 0. 38. 42. .0( -. 0( -0( ) 5-8(s) :00 :0( .0O 5:6(s) 2- 55, -0. 2. 7. 42. 3 0. 0. 2. B. 42 .0( .0( .0( 5.. 1(S) M-29 --SASIN-G-FOOTHILLS BASIN--IOO-IR-FULLY-DEVELOPED-ALTERNATIVE 3-- TAFT HILL RD TO FOSSIL CREEK RESERVOIR INLET DITCH (REV 6-7-94) 1 SERIES PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT -ICFS)-(FT)-(AC-FT)--(HRIMIN)---- 1 203. 1.0 0 40. 4 Ill, 1.0 0 40. 6 46, 3.0 3 0 7 46. 1.6 3 0: 8 121. .9 0 40. 6 1 50. 10 65, 1.7 11 87, .7 0 40. 12 11. 1.8 2.5 1 35. ----13 14 204. 1.1 0 40. 15 12. 1.3 8.1 2 30. 16 131. 1.0 0 40. 145--.9 ---Q- -40- 19 12, 1.5 6.0 2 40'. 21 19. .6 0 40. 24 14. 1.1 0 40. 25 --89-3:0 -45 26 87. 3.0 0 50 27 91. 3.0 1 0. 28 25. .6 0 40. -29 5- 0 40.-- 30 E 1.8 0 45. 31 121. .9 0 40. 32 19. 2.0 4.8 1 45. 34 691. 5.9 0 40. 35 743. 5.4 0 45. 31 11, *1 0 10, 38 150. 1.0 0 40. 39 17. 2.0 6.1 2 5. 40 827. 5.1 0 so. 41--771- 42 313. .1 33.9 1 40 43 188. 1.1 o 40: 44 5. 1.5 9.4 3 0. 46 47. 1.9 0 45. 47 48. 2.3 0 40. 48 23. .8 0 40. 50 35. .1 78.0 2 30. 51 152. 2.4 0 40. 52 128. 4.5 0 45, 53-----163;----3. 1 - - - - - - - --0 --55. 54 146. 3.8 1 5. 55 548. 5.1 1 15. 56 519. 2.0 36.1 1 55. --57 58 138. 1.0 D 40. 59 B. 1.8 6.5 2 30. 60 51. 2.2 D 50. 62 57. J 24.6 2 5. 63 227. 1.2 0 40. 64 201. 3.9 0 45. 66 10. 1.5 31.5 3 0. M-30 67 145. 1.0 0 40. ' 68 48. 3.0 7.5 3 0. 70 181. 1.2 0 40. 11 11. 1.3 9. 50. 12 6. 1.3 7 1 1 0, ' .8 75 11. .0 1.5 1 10.((( PRPA DETENTION POND 75 76 72. 1.9 0 40.((( PRPA STORM SEVER 77 64. 2.8 0 45.((( NCR STORM SEVER -- 18 - 444.-----3.7-....----- ---3 -0. --- - --- - - ---- - - --- --- - - -- 80 11. 1.2 3 0. 81 145. 1.0 0 45. 82 34, 2.1 3 0, 85 25E 1.4 0 50. 86 64. 1.1 0 45. 87 605. 5.8 2 55.((( OUTLET INTO FOSSIL CREEK INLET DITCH (FCID) 88 -- -453.- -3.8--- - 2 55.- - - - - ---------- -- - -- --- - 90 44. 2.6 1 55.(l( 36" SOUTH TRIBUTARY STORM SEVER, POND 213 OUTLET ' 91 68. 2.5 1 55.((( 36" SOUTH TRIBUTARY STORM SEVER, POND 214 OUTLET 92 69. 1.6 1 20.((( 36" SOUTH TRIBUTARY STORM SEVER, OULET TO FCID 94--- -6071- 2.6-- --- -- - --0 .55.-... - - - - -- - -- -- - -- -- - - - 95 692. 6.2 3 0. ' 96 7 92. 6.6 3 0.((( OUTLET INTO FOSSIL CREEK INLET DITCH (FCID) 97 441. .1 12.4 2 30, - - - gg -- 51. 7-----------0 35.- - - - - ---------- -- -- - 102 13. 2.0 14.0 2 25. 8 0 40. 105 Il. L5 7.2 2 35. - 116 - --89: -- 2.4 - ------ 2 -0. - - - ---- - - 120 127. 2.9 0 50. 157 433. .1 3.4 3 0. ' 172 111. 1.5 1.6 1 50, -173----97.-- 3.3------ 0-40. - -- -- ----- - - ----------- - 184 69. 3.5 3 0. 193 33. 2.5 5.5 1 40, 201 11. 1.5 3.5 2 5. - -202 - --;;-----1.0 ----- 8-1-40 - ----- --- ----- - --- 203 11. 1.5 6.1 2 30. 204 49. 2.2 0 40. 215 2, 1.0 2.6 2 5, 207 24. 2.0 5.0 1 45. 208 24. 2.0 3.7 1 30. 209 11. 1.5 2.9 1 55. - - -210 -- -24.------2.0- .9-----1 - 0:((( PINECONE APPARTMENTS DETENTION POND 210 211 11. 1.5 .6 1 5. 212 44. 2.5 4.8 1 20. 213 44. .1 7.8 1 30.((( HIGH SCHOOL DETENTION POND 213 �¢-o - - - 214 --24. - - 2.0-----4.2---1- 40.((( DAKOTA RIDGE DETENTION POND 214 -- - - - -- - 215 85. 4.0 10.8 2 0. 216 24. 2.0 1.6 1 25. BASIN 62 IS NOW 300 SERIES ELEMENTS 301--- 10. -- (DIRECT FLOW)-- 0 35.- - - --- - ---- - - - ----- - - -- - 30 8 303 B. 8. .i 1.8 1 15.((( HI(,'ll SCHOOL IRRIGATION 303 304 8. .8 0 50. - - - 306 - - 30:--- .1 ----2---0 40.((( HIGH SCHOOL ENTRANCE DETENTION POND 306 - -- -- -- 307 111. 3.3 0 40. 308 140. 3.9 0 40. 309 131, 5.3 0 45. 311 15. (DIRECT FLOW) 0 35. 312 15. 1 0 50. 313 I. 1 .5 1 10.((( HIGH SCHOOL TRACK DETENTION POND 313 --19.--5--- ----0-35----- -------- --- --- 315 19. .5 0 35. 321 10. DIRECT FLOW 0 35, 322 9. DIRECT FLOW 0 35. ,-- - - 322 --- 2.---- DIRECT FLOW --- 0 35. ------ --- -- -- ----- 324 86. DIRECT FLOW 0 40. 325 36. DIRECT FLOW 0 55. M-31 326 43. .9 0 40. ' 327 32. 2.5 .1 0 55. IRECT-FLOW ----0-35. 33 6IRECT FLOW 0 35. 3310 1, DIRECT FLOW 0 3, ' 331 B. 2 0 35. 334 146. DIRECT FLOW 0 45. 335 70. DIRECT FLOW 0 50. 336 23. DIRECT ]DIRECT FLOW 0 40. '----337-- 6. DIRECT ILOW -0-A5: 336 1 17, FLOW 0 35. ENDPROGRAM PROGRAM CALLED M-32 HYDRAULIC DATA USE TO SET UP EXTRAN MODEL M-33 =ant `- - '' .ioo No. Page — of — RCE Project ,Al Date Date chkd. ' Subject By Chkd. By -?0 DU,3 _ _ _ - _- ....-fyy , r - ---- --.. o — L) - ------ - fbzp pp 110 77 ZZ size10 2S_ I _ _ ' — -- ---- _-- --- - -- T _-----=- - -- -- - ' Resource Consultartte & Engineers, Ina, 3665 JFK Pkwy, Bldg 2. Ste 300 / P.O. Box 270480, Fort Collins, CO 80527 (303) 223-5556. Denver Metro 303) 572-1806, Fax (303) 223-5578 M-34 Meline & Irelan, Inc. ' Consulting Engineers Fort Collins. Color000 CALCULATIONS FOR: COMPUTED BY dfH� DATE �F�- SHEET NO. OF CHECKED BY -DATE -FILE NO. PROJECT PROJECT NO. ' --:nC b B M-35 RANGE: POND VOL REF: City of Fort Collins, Storm Drainage Criteria, pg. 9-2 V: d/3 [A+ B+ (AB )A.5] A 6 B : Surface area at contour. DETENTION PONDS VOLUME IRRRIGATION POND CURVE S 0 U T H P 0 N D ACCUM. N 0 R- T H P 0 N D ACCUM. TOTAL AC=4. WEIR WE!R 1 Contour Ares Volume Volume VOLUME _ Area 4olume Volume VOLUME ACCUM. Contour Area Volume TOTAL Head FLOW Line sq. ft. cu.ft. ac.ft. ac.ft. sq.ft. cu.ft. ac.ft. ac.ft. ac.ft. Line acres ac.ft. ac.ft. H 0 cfs _ 18 _- 0 - - ----- -- ----- -- -- - - - _-26.9 1.12 1941 0.04 0.59 19 5823 0.04 0 0.04_ 21.0 1_.2.5 0.59 0.5 1.7 15834 0.36 3604 0.08 _ 0.66 20 28755 0.41 10826 0.08 0.49 27.5 1.38 1.25 1.0 4.8 47750 1.10 15136 0.35 0.72 21 -- 69120 _ 1. 50 ---19902 - 0.43 1.93-----28.0 1.50 1.97 1.5 8.8 ' 82758 1.90 26526 0.61 0.88 22 46520 3.40 33756 1.04 4.44 28.5 2.04 2.85 2.0 13.5 - - - -- - - 100724 2.31 - 43117 . 0.99 -- - 1.13 - -- 23 104987 5.72 53212 2.03 7.75 29.0 2.48 3.98 2.5 18.9 ' 109415 2.51 67374 1.55 = CIPOLLLETTI WEIR Outlet, L : 1.4 ft. 24 113904 8.23 82610 3.58 11.80 C : 3.367 L H' 3T2F i = 17 inches TOTAL 8.23 CHECK 3.58 CHECK 11.81 Water Measurement Manual, US Dept. of Inter., 2nd Edition, p9.24. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ M-36 M-37 ' PIPE OUTLET WITH END SECTION GRAFL FILTER SEE INV. EL 18.0 DETAIL SHEET D12D7 ' " ` 60' PLASTIC E D OF E To END 247 PLASTIC .. PIPEEND / v. E L . 15.4S ON INV. aCn9.0 t1" ceNTER of OUTLET 18.7D S,rRUGnru Re -iNv, EL -` NV. EL ' 15.40 ► '• H. COVER 96 DIAMETER FLAT TOP M.H. W/ RING do COVER CAST 270 2130130.39 ' IN LID. FLOOR OF M.H. EL BOTTOM TO DRAIN TOP M.H. GROUT AFTER ALL PIPES HAVE EL 23-3 BEEN CONSTRUCTED. INV. EL 19.00 �� I /�I ORIFICE PLATE BOLTED TO ' i PIPE ENO. 29' DIA. HOLE. INV. EL 15.30 PIPE WV• EL 15.30It I v 25 -D" PIPES INSTALLED By OTHERS 7� I CURB 1N(,E7rtP E R BACK OF CURB ' I --mot ' RED MOUNTAIN DR VIR E- `- DUTLST 5 T RUGTUrZ� DcT�IL ©,Xmz SCALE 1 1 M-38 cc —mo m H m v .E -C a y u y c A 9 m a`•i u y V > O > C Y x ' CO e _ s. ,wo E0 V m A SoV E O u ,C V C V ei Y V y pr F Y O U Y .1•r• V .. i � 1 C o o m21 T y m 0° 3 o Iq = o M V u m„ a� ° rt U V u w ' U •�+ Y y 00 U C M O X. z A .0 a •� U T Y E C V OY •L E '� O 3 O tC O w u A Y •Y •U ^ •m X+ V O V x V p •Y p S C C, •V• O N O E •>r Y •� C u v '" I�I 1 a ate+ Co aCi C y V M V: °7 I O r •O V No Y O_ .0 E 00 Z' V u C V^ u `„ m I'C L•C E �C • V V 9 1 1 l� i p'oy"3 U w E y,w UFA y7 �C a V Bob.) I a iL w m m M E u C E C M Y N y x x O O O C C •� .p u V N C rV, a e b u eo Y � O C toba u Om C > r" W x II II II II II w 7 A .A, W N V E V II II .Q Q �I I, ,'• c7E°ovd N c3n.pY� w a d O' T• s v A C t Y z in 'V G M m o ri- 7 « :: u Y •d •� Zi 0.0 u V— X Y A rT. Y p pp.r w O U" O u •�, .m. 3 •r p •� y X„ lyi y a y ry� V M b =. u V aM,ym>EUpEV E��c c�^e°O0.Cuym6 u TC E y a L U 7.V^.w•O �� A •r C C Y+I E v V UMU.^E >C.°y°O VyV 3M M yU ".MV A EX Y O C O V Y Y�at�EpTY AY CA yE Vy. •oCwUEpyU> 0 p cc Y m �y0 A�;y«Ep O �w oaM� V u;EyE ,9c u Vo o m II ^uu mL `" � ,•o V y � p Y u u E oscc y Y, u 0 0 _ a;t . V Y O C it Y V m m V m U, a C ^ ~ M y U U a .y. Y E , Y C E •C M y O V e E u y M a 7 V a V o V :. A a V U p b" y y N C A E, tj A .YVC u 'd N u T > V X' iv w E m C L« C E 2 (i„ N w 'p E.y y m -w w m A �./ a•p \� .gyp t0 V r- y O p as m•o A V U'7 V O U V U m w .+ W O p« " C m u a V tll� V u y A m w y V «y y O O M ;w •� m O •>•V u iY 00y... C Q M a A Y u 'O C ai N 00 yA C 0 ¢. G II X >, m ..C. u 00 'O i_ {z, •0 .r 7 •O U .T N y A m V T A ^' V A y �UF A O U V V w y ..+ C M V /4/ V a Y M ••+ '� m y y^ y f!1 U a,i Y O> V •« •m m C W y o .r T ,y V C V •"' M m V .r a u E w T 7 M Y ZI" M ,y M O 7' Y� � -- y C N u Y Y a m b O M O Y E " O •- y Y L V 1 F F•, V Uro V ' �rF„',• •,pv,,,;... .rVe .ysV �0^�y'•M A E 0T.m 'OOGV OV Y Y m O u MyW.= O V V M N�VV°C VmmY .V co N C p YV > O 1' m'' O E • V ° O CCpL O co ° a e u„cc p EE V° V ^ u o MM E,SryVm ZFv c au u 4 CM V I4' i N W. _N O N '> C .7 �•O .�E u�.Gy tC •O7 V M 4 M-36 EXTRAN MODEL M-40 ' Meline & Irelan, Inc. COMPUTED BY S.B DATE SHEET NO. OF Consulting Engineers CHECKED BY '/t Q DATE FILE NO. Fort Collins. Colorado +/J JyO/'�Z? '9 G a PROJECT NO PROJECT,.., CALCULATIONS FOR: GdNFIG012ATI0N • FoR E54-CRAM Mg*)ji4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 ', sau-r (+ No12TH 2 POND POND 3 ' 4 5 6 ' 7 8 9 10 11 12 ' 13 14 15 16 17 Sw w M Ryclimo fAe� MV m--ext-,33¢ ' 19 20 21 22 23 24 25 26 '27 28 29 '30 31 32 33 ' 34 35 ' 38 - 37 ' 39 40 41 ' 42 43 44 3 000 1 244D14f(r-+)L=5G1 ,Eq. L *or ia(r.i- 4' oA (e+ 9 Los S= iSD = ISOI L e = 2o& 1 lA = 6 .01 p ie0 sw�M wI-em9-e-Ai-�338 Red PAA--n. Dr%ve LMIW, -- D ir.at+ +o Can4ro I S'+ru a+"M SwwM 449,5+00, tr(e3 y�c e+f}- 3 S 240K%Ie+ L = t)1 Le = 1sg I xUt- o° C= or 6/ � �-3<0 ��_I-b/✓D Dr/TLET 30DD 6 CON TiQ 0 G lUSEL = /�.3 PPe M-41 RATING STORAGE VS (COMBINED TABLE FOR EXTRAN Qs FOR DETENTION POND NORTH & SOUTH PONDS) M=42 SUMMARY OF NORTH AND SOUTH POND ANALYSIS TIME SOUTH POND NORTH POND TOTAL POND 36" OUT ' HR. MIN. ELEV STOR ELEV STOR STORAGE DISCH 0 5 18.3 0 19 0 0 0 0 10 18.3 0 19 0 0 0 ' 0 15 18.39 0 19 0 0 2.9 0 20 18.7 0 19.27 0 0 9.86 ' 0 25 19.25 .10 19.59 .10 .20 19.2 0 30 19.88 .35 20.02 .15 .50 25.16 0 35 20.45 .85 20.56 .3 1.15 32.4 ' 0 40 21 1.55 21.16 .55 2.10 35.81 0 45 21.51 2.5 21.74 .95 3.45 39.04 ' 0 50 21.91 3.3 22.22 1.3 4.6 41.31 0 55 22.18 3.8 22.59 1.65 5.45 42.53 1 0 22.39 4.35 22.88 1.95 6.30 43.28 ' 1 5 22.51 4.65 23.12 2.2 6.85 43.83 1 10 22.57 4.75 23.3 2.5 7.25 44.02 ' 1 15 22.61 4.9 23.41 2.65 7.55 44.17 1 20 22.64 5.0 23.46 2.7 7.7 44.17 1 25 22.65 5.0 23.49 2.8 7.8 44.08 1 30 22.65 5.0 23.5 2.8 7.8 44.12 1 35 22.65 5.0 23.5 2.8 7.8 43.92 ' 1 40 22.65 5.0 23.49 2.8 7.8 43.88 1 45 22.64 4.8 23.46 2.65 7.45 43.81 1 50 22.62 4.75 23.43 2.6 7.35 43.52 ' 1 55 22.61 4.75 23.39 2.6 7.35 43.4 2 0 22.58 4.7 23.34 2.5 7.2 43.25 ' 2 5 22.56 4.7 23.29 2.45 7.15 43.09 2 10 22.53 4.6 23.23 2.35 6.95 42.9 2 15 22.5 4.5 23.17 2.25 6.75 42.69 ' 2 20 22.47 4.4 23.1 2.1 6.5 42.26 2 25 22.43 4.3 23.02 2.1 6.4 41.99 ' 2 30 22.4 4.2 22.94 2 6.2 41.72 2 35 22.36 4.1 22.85 1.9 6 41.42 2 40 22.32 4.1 22.76 1.75 5.85 41.1 2 t 45 22.27 4 22.66 1.65 5.65 40.78 2 50 22.23 3.9 22.56 1.55 5.45 40.43 2 55 22.18 3.75 22.46 1.45 5.2 40.07 3 0 22.14 3.7 22.35 1.35 5.05 39.68 NOTE: Total storage for 5 min. to 1 hr. 25 min. were used for SWMM pond 213 rating curve. Volumes in Extran are avg. ' end areas and not conical volume as required by City's SDDC pg. 9-2. Conical formula produces 7.5 a.f. compared to Extran 7.8 a.f. M-43 Meline & Irelan, Inc. COMPUTED BY •" f DATE 3 -.S J -f t SHEET NO. OF 1 + ComuffIng EnglneeFS CHECKED BY DATEFILE NO. Fors Collins. Colorotlo PROJECT lv'GC 174s. PROJECT NO. � �. •�� � CALCULATIONS FOR: 0 1 2 3 4 5 6 1 7 8 9 10 11 12 13 14 15 16 17 18 1 1 - 12 3 4 15 - 6 7 1$ 9 10 1/ 1 W 12 h O- 1 14 15 h _..._ ... 116 17 p 18 2 a 19 1 20 Q 21 ,y a 22 \ 1 W 23 24 1 25 26 27 12 29 30 1 31 32 33 1 34 35 3 376 1 p 38 39 1 40 a 41 42 43 1 44 22 23 24 25 26 27 31 32 33 34 35 36 37 - \D - - i -- "/ M X N N N 1 %1) N�ilf��197� M-44 I EXTRAN MODEL NEW4.DAT&OUT M-45 ' SW 1 0 0 MM 3 10 11 12 6 10 'SA1E32.111' $EXTRAN -Al 'EXTRAN SIMULATION OF DETENTION FORDS -AT -NEW FT-COLLINS-HIGH-SCHOOL--- AI 'INPUT HYOROGRAPHS FROM BASIN G SWMM MODEL "I" SERIES' � OP110NAL SOLUTION?Ed0i1p1ES---------------- - BO LINE IS COMPLETELY OPTIONAL = ISOL - 0 -) EXPLICIT EXTRAN SOLUTION SEM1=IMPLICIT-SOLUTION ------.----- ISOL = 2 -) ITERATIVE EXTRAN SOLUTION t ISOL KSUPER Bp p - p- ---- - - - -- -- * NTCYC DELT TZERO NSTART INTER JNTER REDO 61 1080 10.0 0.0 1 60 30 0 METRIC NEQUAL AMEN-ITMAX SURTOL --- --- -- -- - 'B2 0 1 0.0 30 0.0500 t NHPRT NQPRT NPLT LPLT NJSW 83 3 - 3 - 3- 3 3---------- --- -- 84 300DI 30002 30003 B5 1001 1002 90003 86 30001 30002 30003.---.--.-------_-------.----_--_-- - 87 1011 1012 10003 CONDUIT DATA -C1 1001 30001 3DO03 0.0 1 01 2.0 0.0 206.-0:0 0:0 0:0100 0.0 0.0 - Cl 1002 30002 30003 0.0 1 0.0 2.0 0.0 159. 0.0 3.4 0.0100 0.0 0.0 '# JUNCTION DATA (OVERFLOW BEGINS AT 24.0) _ - JUN -GRELEY - -Z- QINST--Y --- --- ------ --- -- -- DI 30001 24.0 18.0 0.0 0.3 '11 30012 24.0 19.0 0.0 0.0 - D1 30003 - 24.0-15.1- 0.0--3:0 - --- ----- - DI 30006 24.0 15.3 0.0 3.0 A TWO VARIABLE STORAGE JUNCTION'S ( 30001 AND 30002) AND ONE CONSTANT (30003) A JSTORE GELEV--ASTORE NUMST (AREA -IN ACRES VS DEPTH IN -FEET) -- - - E130001 24.0 -1.0 9 E2 0. 0..134 1..27 1.4 .66 2. 1.6013. 2.07 3.6 2.216 4. 2.41 5. 2.615 6. - El 3D002 -- 24.0-1;0--- fi-- - ------ E2 0. 0..249 1..457 2..775 3. 1.222 4. 1.896 5. El 30003 24.0 50.0 0 t OUTFLOW BY CULVERT TREATED AS ORIFICE- -- ---- -- - - - 'F 1 30003 30006 1 4.58 0.61 0.0 11 30006 1 -J1 2 =- - - --- - ' 18.3 Kl Kl 3 K2 30001 30002- 30003 - -- -- ---- --- - - - -- = INPUT HYDROGRAPHS K3 0.0000 000 000 000 K3 0.0833 -0- -0-4-- K3 0.1667 0 0 0 'K3 0.2500 3 0 0 --43 0.3333-14-3-1 ---- - K3 0.4167 35 10 3 ' K3 0.562 24 i --_-- _- -_ -K3 0.5833 833 91- 43 �1--- K33 0.6667 138 57 it K3 0.7500 146 70 17 K3 0.8333 112 -70 16-- ---- - - --- - - -------- K3 0.9167 86 68 13 K31.0000 10 67 10 K3 1.0833 40 63 8 K3 1.1667 27 56 6 K31.2500 26 40 5 K3 1.3333 -19-36--4---- --- --- K3 1.4167 17 31 3 K3 1.5000 14 28 3 K3 1.5833 13- 25-- 2- ---- - -- ----- - K3 1.6667 12 23 2 K31.7500 11 20 2 K31.8333 A--20--1---------- K3 1.9167 9 17 1 K3 2.0000 8 17 1 K3 2.0833--7- 15--i - -- K3 2.1667 6 14 1 K3 2.2500 5 13 1 K3 2.3333 4-12 0 -- ---- K3 2.4167 4 11 0 K3 2.5000 3 i l 0 K3 2.5833 3-- 9--0-- - ----- K3 2.6667 3 10 0 K3 2.7500 3 8 0 K3 2.8333--2--9--1-- ---- ---- K3 2.9117 2 7 0 K3 3.0000 2 8 0 K3 3.0833 -0- K3 4.0000 0 0 0 =ENDPROGRAM--------------------- M-47 1 itttstit#iiiititiitti#ititiiiiit#tit#ii#tiiitttst i Environmental Protection Agency t i Storm later Management Model # Version 4.05 i i:stasis:##tsitttit#::st:ttiitti:tiiitt3ittsis::i ' Developed by---------___-- - -- isti#sts#ss#ttttiititiiii:itssssY:iris#ii#ii:list i Metcalf 8_Edd Inc. i University of Florida # # later Resources Engineers, Inc. _ # September 1970 # iii##iss#t#ssi#isss#issssiis#s Updated by - - - - - -- '###tittssis#i#tittiitisi###tt#itit#######tiitiiti # University of Florida -------- -- --- - - --------- ----- ----- ---- --- - - - i Camp Dresser 6 McKee, Inc. ' # i _ # March 1975 November 1911 # __November 1981 December 1990 i ' siiiiit#iii########t##stiff#i#####tt:ttiiili#i#### - -� i#titi#tttttttit#tiiiti#ti#:#tt#ttti#ttitsssiitsi # This is a new release of SNMM. If any s i problems occur in running this model # please contact Dr. Mayne Huber at the ; # University of Florida # _ i Phone 1-904-392-0846 i tt#ss itstitsstitssiisiitst#sssttisst##ts##t#sits ##si##ittsii#ii##si##sstttt#tit###ss#i#sisi#tiff#i = This is an implementation of EPA SNIPI 4.05 # i "Nature is full of infinite causes which # i have never occured in experience" da Vinci i ---------- 'r File names by SNMM Block # # JIN > Input to a Block r _ #.__ — JOUT _> Output from a Block - A #rr##rrr#r#r#rrrrr##r#all#r###r#r##r#rr###r# JIN for Block # 1 File # --- 0 JOT.UF - -- _. - — JOUT for Block # 1 File # 0 JOT.UF # Scratch file names for this simulation. # NSCRAT # 1 File # 10 SAVE32.PRN 'NSCRAT # 2 File # 11 SCRT2.UF- NSCRAT Fire 1 12 SCRT3.UF s#####i#st#ti###i#it#ti#ss#tiff##s#tit#tit#####ttits i Parameter Values on the Tapes Common Block # -- -- - - - --- - ---- iittttisittitt#;tssi##itiiitiis#titttt#ttist##tiss ' M-4 Number of Subcatchments in the Runoff Block (NW).... 100 Number of Channel/Pipes in the Runoff Block (MG).... 150 Runoff later quality constituents (NRO)............. 10 Runoff Land Uses per Subcatchment (NLU)............ 5 Number of Elements in the Transport Block (NET)...,. 150 'Number of Storage Junctions in Transport (NTSE)..... 30 Number of Input Nydrographs in Transport (NTH).. .. 80 Number of Elements in the Extran Block (NEE).....,.. 200 'Number of Groundwater Subcatch_ment_s in Runoff_ (NGW). 100 Number of Interface locations for all Blocks (NIE).. 200 Number of Pumps in Extran (NEP)..................... 20 Number of Orifices in Extran (NEO).................. 60 Number of Tide Gates)Free Outfalla in Extran (NTG).. 2S Number of Extran Weirs (NEW) ........................ 60 Number of Extran printout locations (NPO)........... 30 'Number of Tide elements in Extran (NTE)............. 20 Number of Natural channels (NNC).................... 20 Number of Storage junctions in Extran (NVSE)........ 20 Number of Time history data points in Extran(NTVAL) SO Number of Data points for variable storage elements in the Extran Block(NVST)........... I .............. 25 Number of Input Hydrogrephs in Extran (NEH)......... 100 # Entry made to the EXTENDED TRANSPORT MODEL (EXTRAN) # # -updated by the University of -Florida (UF) -an- * CAMP DRESSER AND MCKEE INC. (MM), November, 1990. # # # ■ #-"Smooth runs the water where the brool is deep # # Shakespeare, Henry VI, II, III, 1 # 1-------------------------------------------------------------------------------- ,ENVIRONMENTAL PROTECTION AGENCY #### EXTENDED TRANSPORT PROGRAM--###t WATER -RESOURCES DIVISION- WASHINGTON, D.C. #### #### CAMP DRESSER & MCKEE INC. #### ANALYSIS MODULE #### ANNANDALE, VIRGINIA ' EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASIN G SIM MODEL "I" SERIES ' Control information for simulation Integration cycles ................. 1080 Length of integration step is...... 10.00 seconds ' Simulation length .................. 3.00 hours Create equivalent conduits based on the COURANT condition..,......., 1 ' Use U.S. customary units for 1/0... 0 ' Printing starts 1n cycle.-::._ ' Intermediate printout intervals of. 60 cycles Intermediate printout intervals of. 10.00 minutes Summary printout intervals of...... _ 30 cycles Summary printout time interval of. 5,00 minutes Hot start file parameter (REDO).... 0 Initial time ....................... 0.00 hours Iteration variebles: ITMAX .....,. 30 SURTOL........ 0.0500 Default surface area of junctions... 12.51 square feet. - - -- - - EXTRAN VERSION 3.3 SOLUTION. (ISOL = 0). Sum of -Junction flow is iero during-surcfia�ge: - — NORMAL FLOW OPTION WHEN THE WATER SURFACE SLOPE AS LESS THAN THE ------------------------------- - ' GROUND SURFACE SLOPE (KSUPER=O).... NJSW INPUT HYOROGRAPH JUNCTIONS.... 3� - ---- ----------------- ' Printed output for the following 3 Junctions 30001 30002 30003 Pr inted'output-for-tlf following 3-Conduits — 1001 1002 90003 Water surface elevations will be plotted for the following 3 Junctions Flow rate will be plotted for the following 3 Conduits ENVIRONMENTAL PROTECTION AGENCY #### EXTENDED TRANSPORT PROGRAM #### WATER RESOURCES DIVISION WASHINGTON, D.C. #### #### CAMP DRESSER 6 MCKEE INC. ---- --------#i## -----ANALYSIS-MODULE-_ #I*#----ANNANDALE-viRGIMIA-- -- ' EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASIN G SIMM MODEL'In SERIES-- -- - - - - --- - - ---- # Conduit Data # IMP CONDUIT LENGTH CONDUIT AREA MANNING MAX WIDTH DEPTH JUNCTIONS INVERT HEIGHT TRAPEZOID NUM --- NUMBER—(FT)--CLASS---(SO"FT)- --COEF---- (FT) ---- --IFT)-- AT- THE "ENDS —ABOVE -JUNCTIONS--SIDE-SLDPES -- - ------ 1 1001 ------- - 206. CIRCULAR 3.14 0.01000 2.00 2.00 30001 30003 2- -- 1002---- 159.-CIRCULAR------- 3.-14---0.01000 --- -2.00---- 2.-00 - - 30002 ---30003 - 0:00 -- -- - -.. - ----- --- ---- ---- - --- - - - -- M-50 s:srsssss::sss:ssss:sss:rsssrsss:ss:ssrr s Equivalent Conduit Volume Analysis s -ssssm#:#rs:r:mnss�r#aa�r�x##ams—-------- 'Input full depth volume............ 1.1467E+03 cubic feet -New-full depth -volume .... .........--1.-146TE+03 cubic feet ---------- New volume / Old volume ratio...... 1.0000 ' -:-) WARNING-f!!-JUNCTION--30006-IS-NOT-ASSOCIATED-WITH-ANY CONDUIT: 1-------------------------------------------------------------------------------- 'ENVIRONMENTAL PROTECTION -AGENCY ##-EXTENDED-TRANSPORT PROGRAM- -------WATER RESOURCES"OIVISION- WASHINGTON, D.C. srr# s#ss CAMP DRESSER 6 MCKEE INC. #sss ANALYSIS MODULE ssss ANNANDALE, VIRGINIA EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASIN G SWMM MODEL T SERIES ' 1 -- i ##sisss##s###ssissis --- s Junction Data s ssssssssss:sssssrr:srr:r###sr:ssssss:s:rsrss::ssrssrs INP JUNCTION GROUND CROWN INVERT OINST INITIAL CONNECTING CONDUITS ' NUM NUMBER ELEV. ELEV. ELEV. CFS DEPTH(FT) 1 30001 24.00 20.00 18.00 0.00 0.30 1001 2 30002 24.00 21.00 19.00 0.00 0.00 1002 3 --- 30003-2410--20 70 ---15:30--0:00 --._3.00—1001-- 1002 -- 4 30006 24.00 15.30 15.30 0.00 3.00 ==_) WARNING !!! THE INVERT OF CONDUIT 1002 LIES ABOVE THE CROWN OF ALL CONDUITS AT JUNCTION 30003 ENVIRONMENTAL PROTECTION AGENCY ss#r EXTENDED TRANSPORT PROGRAM sss# WATER RESOURCES DIVISION WASHINGTON,-O C---- *ss# --" - -- - ssrs-- - CAMP DRESSER B MCNEE-fNC ssss ANALYSIS MODULE s#s# ANNANDALE, VIRGINIA - EXTRAN SIMULATION OF DETENTION PONDS -AT NEW FT- COLLINS HIGH SCHOOL- — ---- -- ---- -- ' INPUT HYDROGRAPHS FROM BASIN G SM MODEL elm SERIES - #------------STORAGE JUNCTION-DATA-------___..r-_- ---- —.---- -- _.._ ###issss##sssssiissis#ssf#sr#si#isiiss##########r##sii - - - - -- MAXI MUM OR --PEAK OR ---CROWN - - - -- STORAGE JUNCTION JUNCTION CONSTANT SURFACE CONSTANT VOLUME ELEVATION NUMBER OR NAME TYPE AREA (FT2) (CUBIC FEET) (FT) — 30001 VARIABLE 113909.40 363347.03 24.000 30112 VARIABLE 11119,71 111031,11 14.001 - -- 30003-CONSTANT- —H--00— -435.00 24:000 — --- — '.- smsmsrsssmsrs#sssssss#sssssssssss#ssm- s ORIFICE DATA s -- M-51 FROM TO AREA DISCHARGE HEIGHT ABOVE JUNCTION JUNCTION TYPE (FT2) COEFFICIENT JUNCTION (FT) 30003 30006 1 4.58 0.610 0.000 '------ -: )-EQUIVALENT-PIPE-INFORMATION FOR ORIFICE-#----l_ --- CONDUIT NUMBER .......................... 90003 PIPE DIAMETER__ .................. 2.41 -- PIPE-tENGTH. :--.---Y00:00----- MANNINGS ROUGHNESS ................... 0.0153 INVERT ELEVATION AT UPSTREAM END..... 15.3000 INVERT-ELEVATION-AT-DOWNSTREAM-ERD:.. 15-.29DO _--- — ---- 't FREE OUTFALL DATA (DATA GROUP 11) t # BOUNDARY CONDITION ON DATA GROUP J1 # - - tst##ttttt###tttttttlt#tttt#ttsst##!#ttttt#ttlttts------------ OUTFALL AT JUNCTION.... 30006 HAS BOUNDARY CONDITION NUMBER... ENVIRONMENTAL PROTECTION AGENCY tstt EXTENDED TRANSPORT PROGRAM $$$$ -- WASHINGTON, D-.0 ttt# ttlt ANALYSIS MODULE tits - -- - EXTRAN SIMULATION -OF DETENTION PONDS -AT NEI FT-ODLLINS HIGH SCHOOL - - -- - INPUT HYOROGRAPHS FROM BASIN G SWMM MODEL "I" SERIES i;;#!#;t#;ts;tiliti#f!#;#sitssttlt#!##!iltittlt!!i ;- INTERNAL CDNNECTIVITY-INFORMATION # ttti;it;;i;;i;#!#;;f#!!###it#sttti#i##lfttist!!si! CONDUIF—JUNCTION JUNCTH)N -- — ----- 90003 30003 30006 - 900D4- 30006- 0 ---- --- --- - ' 1 ftfttf#!xf#ixiittlf#if###:##ix!lxit#ii!lisxxxxxlxxxx! --- t--- BOUNDARY-COMOITON-INFORMATIOIF— s— ----- ' - _ ---- DATA GROUPS J1-J4 ------ � --- —_- _ t;##iiitti#i;t###;i#fti#tt#####iii#i##iit###titii#t## WATER RESOURCES DIVISION --CAMP DRESSER 6 MCKEE-INC: -- ANNANDALE, VIRGINIA '-- BC NUMBER:-- I -CONTROL WATER SURFACE ILEVATION-IS..18:30 FEET s ____ ____ ENVIRONMENTAL -PROTECTION AGENCY---sttt.-EXTENDED-TRANSPORT--PROGRAM—t!t#---HATER RESOURCES -DIVISION— - WASHINGTON, D.C. ttst $s#t CAMP DRESSER 6 MCKEE INC. $its ANALYSIS MODULE ittt ANNANDALE, VIRGINIA EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASIN G SWMM MODEL "I" SERIES - M-52 i INITIAL MODEL CONDITION # i INITIAL TIME = 0.00 HOURS # JUNCTION / DEPTH / ELEVATION =:=) "f" JUNCTION IS SURCHARGED. 30001/ 0.30 / 18.30 30002/ 0.00 / 19.00 30003/ 3.00 / 18.30 CONDUIT/ FLOW =:=> "i" CONDUIT USES THE NORMAL FLOW OPTION. 1001/-D:Oo 1002/---D:oo_0:0090004/-- --o.00 - --- - ---- - - CONDUIT/ VELOCITY 1Do1/-0-0010021 -0:00---90003/----0.00------- -=-- - -- - - - -- - ----- -- - --- --- ' CONDUIT/ CROSS SECTIONAL AREA :72---1002{---0:00--90003/ --- 4.58- -----__..._. - -- ----.... - ---- -- - - --- CONDUIT/ HYDRAULIC RADIUS -----1001(-0.34----1002/--0:00---90003/---0:60----- - ------ -- - ------- ----- --- --- CONDUIT/ UPSTREAM/ DOWNSTREAM ELEVATION 1001(-}8:30/--18:30 1002(--18:30/--18:30--90003/- 18:30/--18:30--- - __...-----.----------------------------- ###0#i################# ' - :::)-System inflows -(data -group 13)-at--0.00-hours-(-Junction Inflow,cfs -- 30001/ 0.00E-01 30002/ 0.00E-01 30003/ 0,00E-01 '##i###########-i#######i###-###0#####-#####-_..----------.--- __ :::) System inflows (data group K3) at 0.08 hours ( Junction / Inflow,cfs ) - 30001/-O:OOE-@130002/ D.00E-DI----30003/-O:OOE-OI--- #iii##ii####i#i#####ii##iii##i##i#ii# i#i#i#iiiiii#i#i########i########i###### '=:) -System-inf lows -(data-group-K3) at---O.17-hours-(-Junct ion-/--Inf low,cfs-)- 30001/ O.00E-01 30002/ 0.00E-01 30003/ O.00E-01 '------ #ii###-#i###-###########4#-#4###i#######i##--- --- CYCLE 60 TIME 0 HRS - 10.00 MIN ' JUNCTION / DEPTH / ELEVATION ==:) ";" JUNCTION IS SURCHARGED. 30001/ 0.30 / 18.30 300021 0.00 / 19.00 30003/ 3.00 / 18.30 CONDUIT/ FLOW ::=) "#" CONDUIT USES THE NORMAL FLOW OPTION. _ 1001/--- ---o.00___-aoo2/--------------- #################III # III ################## System inflows (data group K3) at 0.25 hours ( Junction / Inflow,cfs ) 30001/ 3.00E+00 30002/ 0.00E-01 30003/ 0.00E-01 ######################################III # # i # # i-i-#-#-i..i #_#.#_#._#_# .#_#_# #..#.#_#..#-# # #-#-#-#-# #-#-#-#-114 # #------- ---------- :::) System inflows (data group K3) at 0.33 hours ( Junction / Inflow,cfs ) 30001/-1.4DE+Ol-30002/-3.00E+DO_30003/-1.DOE+00-- - ---#################################0000$## #########i########################## III III ## :::) -System- inf lows_ (data _group-K3)-at--0.42 hours --(.Junction-/- lnf low,cfs. ). M-53 30001/ 3.50E+01 30002/ 1.00E+01 30003/ 3.00E+00 ######################################## CYCLE 120 TIME 0 HRS - 20.00 MIN JUNCTION / DEPTH / ELEVATION -=> "s" JUNCTION IS SURCHARGED. 30001/ 0.70 / 18.70 30002/ 0.27 / 19.27 30003/ 3.24 / 18.54 CONDUIT/ FLOW ---) '_' CONDUIT USES THE NORMAL FLOW OPTION, --4002/ A.-42----90003/----9.86 -- 90004[-----9.86 - -_ __ ------------ - ----- ##########00##########################0# ===> System inflows (data group K3) at 0.50 hours ( Junction / Inflow,cfs ) 30001/ 6.20E+01 30002/ 2.40E+01 30003/ 1,00E+00 ##################################01#### ' CYCLE 180 TIME 0 HRS - 30.00 MIN JUNCTION/ DEW -/-ELEVATION ---=)- '*''-JUNCTION 1S-SURCHARGED.--------- ' 30001/ 1.88 / 19.88 30002/ 1.02 / 20.02 30003/ 4.29 / 19.59 30006/ 3.00 / 18.30 CONDUIT/ FLOW ===) ';" CONDUIT USES THE NORMAL FLOW OPTION. '1001/ 12.2B 1002/ 6.43 90003/ 25.16 90004/ 25.16 80#0##0#0#11-1111-110411-11#-1-84-14-114-11##1-01#01#111## --- :--) System inflows (data group K3) at 0.58 hours ( Junction / Inflow,cfs ) 30001/9.IOE+01---30002/.4.30E+01---N003/.1.10E+01--_-------------------------------- - #########I############################## ######################################## :-_)_System inflows -(data. group. K3)-at---041- hours -(-Junction-/-Inflow, cfs-)---- ---- --- --- 30001/ 1.38E+02 30002/ 5.10E+01 30003/ 1.10E+01 #.# # # # # CYCLE 240 TIME 0 HRS - 40.00 MIN - - - ---------- ----------- -- ---- -- - - ---- - JUNCTION / DEPTH / ELEVATION -==) "_" JUNCTION IS SURCHARGED. 30001/ 3.00 / 21.00 30002/ 2.16 / 21.16 30003/ 5.57 / 20.87 -------- 30006/ - 3.00-/----_18.30 - - -- -- - -- - - - -- --- - -- -- - - CONDUIT/ FLOW =-:) "s" CONDUIT USES THE NORMAL FLOW OPTION. ____ 1001/_--__1.01-______1002/--.--12.42.-_-90003/----35.81 90004/_ ######################################## --=> System inflows (data group K3) at 0.15 hours ( Junction / Inflow,cfs ) 30001/ 1.46E+02 30002/ 1.00E+01 30003/ 1.10E+01 ########################i############### # # # #.S # # # # #1 # # #.#..# #_#..#-#_##.#.# #_#-#----_----.--------...___- ----____-.-----_-.-- __) System inflows (data group K3) at 0.83 hours ( Junction / Inflow,cfs.) '30001/ 1.12E+02 -. 30002/-L00ML_--300030.60E+0.1 ######################################## ######################################## System.inflows_(data-9roue_K3)-at-0.91_hours-�Junctionj.lnflow,cfsj. - 30001/ 8.60E+01 30002/ 6.80E+01 30003/ 1.30E+01 # # # # # # # # # # # # #1.# # #-#_# 1_114.11_0 # #_#_# # #_#.# p # #_#.1.------..-.-- M-54 ' CYCLE 300 TIME 0 HRS - 50.00 MIN JUNCTION / DEPTH / ELEVATION ==_) ";" JUNCTION IS SURCHARGED. 30001/ 3.91 / 21.91 30002/ 3.22 / 22.22 30003/ 6.41 / 21.71 CONDUIT/ FLOW ==:) "f" CONDUIT USES THE NORMAL FLOW OPTION. -OD2/--lM4---90003/--41.31----90004/-.---41.31__-__----------- --- ------------- - --- - -- ################# III III ###### III ###0########## =_=> System inflows (data group K3) at 1.00 hours ( Junction / Inflow,cfs ) 30001/ 1.00E+01 30002/ 6.10E+01 30003/ 1.00E+01 ######################### III ############## CYCLE 360 TIME I HRS - 0.00 MIN JUNCTION /.DEP.TH.-/.ELEVATION--- ---)-."="..JUNCTION.-IS_SURCHARGED. ----_ --------- .--...___ .. -- --- ------ ---- -- MON/ 4.39 / 22.39 30002/ 3.88 / 22.88 30003/ 6.73 / 22.03 30006/ 3.00 / 18.30 CONDUIT/ FLOW CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 12.04 1002/ 21.36 90003/ 43.29 90004/ 43.29 # # !..# ##_#_#4.4_11-114_#_#_#J_!.1114-#-#.11.11.1-11.#-#-11111#_#-#.1-# 0, #.-#----------------_-_-- =_=) System inflows (data group K3) at 1.08 hours ( Junction / Inflow,cfs ) - -.30001/_4.00E+.OL-- 30002/_6.30E+OL--30003/-8.00E+00_-_.-_.____ ######################################## '#!######!# III ##!#######!################## _=-) System inflows ..(data_group-K3) at_.-_1.17.hours.(. Junction 30001/ 2.10E+01 30002/ 5.60E+01 30003/ 6.00E+00 # #.#.#.##_# #_#1 #-#_#_#_1141-##_#-#.# #------____-- -- --- CYCLE 420 TIME 1 HRS - 10.00 MIN JUNCTION / DEPTH / ELEVATION ==_) "4" JUNCTION IS SURCHARGED. 30001/ 4.57 / 22.57 30002/ 4.30 / 23.30 30003/ 6.86 / 22.16 _____ 30006/ 3.00J 18.30 -------- --- - ---- -- - - -- - -- CONDUIT/ FLOW ===) "4" CONDUIT USES THE NORMAL FLOW OPTION. _-__-10OV__13.191.002/___24.8-5_-_-_90003/-_-__44.02--.__90004/44.02___ '######################################## System inflows (data group K3) at 1.25 hours ( Junction / Inflow,cfs ) 30001/ 2.60E+01 30002/ 4.00E+01 30003J 5.00E+00 ###III ############################# III ###### # # # # # # 111 4 k_# 0_ # # #_# #-III # #_#_# #. # # # # # t #-# # A_# # # #_# # # _.--.- __-- _----------------__... _..... .-------_-- ===> System inflows (data group K3) at 1.33 hours ( Junction / Inflow,cfs ) 30001/ 1.90E+01 30002/_3.60E+0.1-- 30003/ 1.00E+00_ _ ###########11 #i###0######4############# ##############11 ##10################### _==> Sy em inflows (data group-K3)_ at 1.42_hours (Junction Llnflor,cfs ) 300011 1.10E+01 30002/ 3.10E+01 30003/ 3.00E+00 ### III III #####_##1110 ##-#0_#1##A_#B ###########6 CYCLE 480 TIME 1 HRS - 20.00 MIN JUNCTION / DEPTH / ELEVATION ===> "_" JUNCTION IS SURCHARGED. ' 30001/ 4.64 / 22.64 30002/ 4.46 / 23.46 300K/ 6.33 % 22.13 30006/ 3.00 / 18.30 °_" A44X • FLOW FLOW ===> CONDUIT USES THE R OW OPTION. VCONDUIT/ - _ _1001/ 13.82 _1002/-16.35__- 90003/. _.._ 44.17 ___90004/.-_ _ _44,11.____..-._ -__OUT d F PDND - -- ----- ################### III ###### #### ####### =_=) System inflows (data group K3) at 1.50 hours ( Junction / Inflow,cfs ) 30001/ 1.40E+01 30002/ 2.80E+01 30003/ 3.00E+00 ########III ######## III ###################### CYCLE 540 TIME 1 HRS - 30.00 MIN �A4 7"'y �QNr'J " . MRX. L EvF� JUNCTION DEPTH ___ -- ) ; RGED... ----- ------------ -- --- -- --- 0001/ 4.65 / 22.6 0002/ 4.50 / 23.50 30003/ 6.81 / 22.11 30006 3. 30 -- ------ - - ---------- ----- - -- - -- --- -. _ _SOUTH... e��.D_... ---------- ' CONDUIT/ FLOW ===> ";" CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 14.22 1002/ 26.90 90003/ 44.12 90004/ 44.12 - . # # #-t14 # #-1 # 1 # 1 1 # 0_11 #_#_#_#_! #_# # # 1_#_A_1_11 #---.---- _=_) System inflows (data group K3) at 1.58 hours ( Junction / Inflow,cfs ) ' _30001/ 1.30E+01__30002/_2.50E+01__ ########I######00########### III ########### ######################################## ===>-System inflows date rou K3 at 1.61 hours (_Junction,/ 30001/ 1.10E+01 30002/ 2.30E+01 30003/ 2.00E+00 ##All###1##4#t_#S###0#I110111#III #####-##_I#991S#>i----.----------------------------- CYCLE 600 TIME 1 HRS - 40.00 MIN tJUNCTION / DEPTH / ELEVATION ==_) ";" JUNCTION IS SURCHARGED. 30001/ 4.65 / 22.65 30002/ 4.49 / 23.49 30003/ 6.83 / 22.13 30006/ 3.00 / 18.30 ---- --- ---------- -- -- -- ' CONDUIT/ FLOW ===> ";° CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 14.70_ 1002/_- 27.17 _ 90003/-_-- 43.88 --. 90004/-- 4.3.88 #############00###########A###1#####Ri6A ' _:=) System inflows (data group K3) at 1.75 hours ( Junction / Inflow,cfs ) '30001/ 1.10E+01 30002/ 2.00E+01 30003/ 2.00E+00 III # III ######III ### III ######################## ################### III # III ################## -- ---- ---- -- ===> System inflows (data group K3) et 1.83 hours (Junction / Inflow,cfs ) 30001/ I.00E+01 _ 30002/ 2.00E+01 30003/ I.00E+00 - - - ----------------------- ############################### ############ III III #### III ##################### System inflows (data group K3) at _ 1.92 hours ( Junction / Inflow,cfs) 30001/ 9.00E+00 30002/ 1.10E+01 30003/ 1.00E+00 ###III ### III ## III ############ III ###### III ######### CYCLE 660 TIME I HRS - 50.00 MIN ' JUNCTION / DEPTH / ELEVATION ==_) "_" JUNCTION IS SURCHARGED. 30001/ 4.62 / 22.62 30002/ 4.43 / 23.43 30003/ 6.77 / 22.07 30006/ 3.00 / 18.30 - 1 ' CONDUIT/ FLOW =-=> "$" CONDUIT USH TriE NORMAL FLOW OPTION, 1001/ 15.24 1002/ 27.22 90003/ 43.52 90004/ 43.52 ######################################## U--=> System inflows (data group K3) at 2.00 hours ( Junction J Inflow,cfs ) -- --01-- E+01 - ---- ------ - - - 300/ 8.00E+00 30002/ 1.1030003/ 1.00E+00 i####################################### CYCLE 110 TIME 2 HRS - 0.00 MIN JUNCTION /DEPTH ELEVATION -_) "*" JUNCTION IS SURCHARGED. -/ 30001/ 4.59 / 22.59 30002/ 4.34 / 23.34 30003/ 6.12 / 22.02 30006/ 3.00 / 18.30 CONDUIT/ FLOW ---) ";" CONDUIT USES THE NORMAL FLOW OPTION 1001/ 15.39 1002/ 26.83 90003/ 43.25 90004/ 43.25 ######################################## System inflows (data group K3) at 2.08 hours ( Junction J Inflow,cfs ) 30001/ 1 00E+00 30002/ 1.50E+01 30003/ 1.00E+00 '#############################00######### ######################################## --_) System inflows (data group K3) at 2.17 hours ( Junction J Inflow,cfs 30001/ 6.00E+00 30002/ 1.40E+01 30003/ 1.00E+00 ' ####################I################# - CYCLE 110 TIME 2 HIS - 10.00 MIN --- -- - --- -.------- -- "4" - - -- ----------------- JUNCTION /DEPTH / EIEYATION ---> JUNCTION IS SURCHARGED. 30001/ 4.54 / 22.54 30002/ 4.23 / 23.23 30003/ 6.66 / 21.96 30006/ 3.00 / 18.30 CONDUIT/ FLOW ---) "_" CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 15.53 1002/ 26.33 90003/ 42.90 90004/ 42.90 p0###################################Y## ---) System inflows (data group K3) at 2.25 hours ( Junction / Inflow,cfs ) 30001]-5.00E+00 3000Y] 1.30E+01 30003%1.00E+00 '######################################## ######################################## ' ---> Systemiriflors (data group K3) at 2.33 hours (Junction] InfloM,cfs ) 30001/ 4.00E+00 30002/ 1.20E+01 30003/ 0.00E-01 ######I«S####1### ##K#q#####-f##########lf# '######################################## ---) System inflows (data group K3) at 2.42 hours ( Junction / Inflow,cfs ) 30001/ 4.00E+00 30002/ 1.10E+01 30003/ 0.00E-01 ######################################## CYCLE 840 TIME 2 HRS - 20.00 MIN --.---JUNCTION / DEPTN-%ELEVATION- == C-JUNCTION-IS SURCHARGED-- 30001/ 4.47 / 22.47 30002/ 4.10 / 23.10 30003/ 6.55 / 21.85 30006/ 3.00 / 18.30 ' CONDUIT/ FLOW ---) ";" CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 16.11 1002/ 26.06 90003/ 42.26 90004/ 42.26 ' #1##-# 111-111111 #4 111-11###11V#######0# M-57 System inriows (data ;roue 6"^) at %.SO hours ( Junction ; Iniiow,cis 1 30001/ 3.00E+00 30002/ 1.10E+01 30003/ 0.00E-01 ######################################## CYCLE 900 TIME 2 HRS - 3D.00 MIN JUNCTION / DEPTH / ELEVATION ===) ";" JUNCTION IS SURCHARGED. 30001/ 4.40 22.40 30002/- 3.94 / 22.94 30003/ 6.46 / 21.16 30006/ 3.00 / 18.30 CONDUIT/ FLOiI --> ";" CONDUIT USES THE BO#AAl FLOW OPTION, 1001/ 16.34 1002/ 25.32 90003/ 41.72 90004/ 41.72 IlIlIl##############_#_############_####### =:) System inflows (data group K3) at P.58 hours (Junction / Inflow,cfs y 30001/ 3.00E+00 30002/ 9.00E+00 3.0003/ 0..00E-_01_ - - ---- -- -- '#####1#11#0###0!##!####1R#########A###### - ###############0######################## -:::)-System inflows (data group K3) at 2.67 hours ( Junction./Inflow,cfs ) 30001/ 3.00E+00 30002/ 1.00E+01 30003/ 0.00E-01 ######################################## ' CYCLE 960 TIME 2 HRS- 40.00 MIN JUNCTION) DEPTH J ELEVATION ===) "_" JUNCTION IS SURCHARGED. 30001/ 4.32 / 22.32 30002/ 3.76 / 22.76 30003/ 30006/ 3.00 / 18.30 6.36 / 21.66 CONDUIT/ FLOW ===> ";" CONDUIT USES THE NORMAL FLOW OPTION, 1001/ 16.59 1002/ 24.46 90003/ 41.10 90004/ 41.10 ####### #I####### 9t1#-#_#_#110###--- => System inflows (data group K3) at 2.75 hours ( Junction / Inflow,cfs ) '---30001/-3-.0OF+00---30002/-8:00E+00 -30003/-O:00E-01 --- - -- ####10#0#II##I######0###0 #I##0####0##### ######################################## --===)3yst� inflows -(data griiup K3)-a-t-3:83 hours (-JuncEidn J-lnflow,cfs-)-- ---- 30001/ 2.00E+00 30002/ 9.00E+00 30003/ 0.00E-01 --##01-1#########i###11-01-1111###1#0111###ii111 -- ----_.-- #### III ##00########## III #################### ===> System inflows (data group K3) at 2.92 hours ( Junction / Inflow,cfs ) 30001/ 2,00E+00 30002/ 7.00E+00 30003/ 0.00E-01 ######################################## CYCLE 1020 TIME 2 IRS - 10.00 MIN ' JUNCTION / PT" -ELEVATION -- :)-"$" JUNCTION-tS-SURCHARGED. 30001/ 4.23 / 22.23 30002/ 3.56 / 22.56 30003/ 6.25 / 21.55 _30006/ 3.00 / 18.30 CONDUIT/ FLOW ===> ";" CONDUIT USES THE NORMAL FLOW OPTION. 1001/ 16.89 1002/ 23.48 90003/ 40.43 90004/ 40.43 ###############ll##"###-#-#-#-#-####-#-##-#1#-&##1# =:) System inflows (data group K3) at 3.00 hours ( Junction / Inflow,cfs ) --30001/-2.00E+0o-----30002/ 8.00E+00---130003/ 0:00E=01--- M-58 CYCLE 1080 TIME 3 HRS - 0.00 MIN JUNCTION / DEPTH / ELEVATION ===) "#" JUNCTION IS SURCHARGED. 1-- -3000 i/74-14" / - 22:14---30002J-3:35-7-- - 22:35 --- 30003/ -- - - - - - - - - 6.13 % - - 21:43 --- - - -- - - - - - - - - 30006/ 3.00 / 18.30 ' -CONDUIT/ ---FLOW -_> f' CONDUIT USES-K NORMAL -FLOW -OPTION: ----- - - - - - _.._ --- -- 1001/ 17.24 1002/ 22.37 90003/ 39.68 90004/ 39.68 '#ffiifiifiiiiiiiiifiiifffifiifiii-------------------------- --- - - ---...---- __ --- ----- -------------------- - --- ... -- i FINAL MODEL CONDITION # i FINAL TIME = 3.00 HOURS i ti#f#ififfffiiffiffifffffiffiiiiff --------------------- -- --- -- -------------'--- - _ -- ---------_.-_...-- JUNCTION / DEPTH / ELEVATION ===> "#" JUNCTION IS SURCHARGED. 30001/ - 4:14 /---22-14----100D2/_ 3.35 /--22-35--- 30003/_ _6.13---__.-.-- ' 30006/ 3.00 / 18.30 CONDUIT[ -----FLOW _`_>- r' COHDU1Tl1SESiHE NOAMAC-FLOW OPTION:- -------------- -- - --- - -- - --- - ' 1001/ 17.24 1002/ 22.37 90003/ 39.68 90004/ 39.68 . CONDUIT/ VECOCITI�--- - - -------------- --- ------ -- - - -- - --- 1001/ 5.49 1002/ 7.12 90003/ 8.66 ' CONDUIT/ CROSS SECTIONAL AREA------ - ----- - ---- --- ----- -- - - ---- ---- - - -- - ------ --- -- - -- ----- 1001/ 3.14 1002/ 3.14 90003/ 4.58 CONDUIT/ -FINAL VOIUNE------------- - - IDOI/ 647.17 1002/ 499.51 90003/ 916.00 CONDUIT/ HYDRAULIC -RADIUS-- -------._- ---------- ------ ---- 1001/ 0.50 1002/ 0.50 90003/ 0.60 CONDUIT/ UPSTREAM/-MSTREAM-ELEVATION ---- - - ---- ------ - -- -- - - ----- - -------- 1001/ 22.14/ 21.43 1002/ 22.35/ 21.43 --------- ------------------------------------- 90003/ 21.43/ 18.30 ---------------------------- # ----- - -Surcharge --Maximum number -of -iterations in-a-time-step:....-1----- --- - ----- ---- -- ---- Total number of iterations in the simulation.... 2160 ' Average number of iterations per time step...... 2.00 Surcharge iterations during the si ulation------0-- - -- - -- ------ -- - --- - -- -- --- ----- Maximum surcharge flow error during simulation.. O.00E-01 cfs Total number of time steps during simulation.... 1080 1 -- i CONDUIT COURANT CONDITION SUMMARY i # TIME IN MINUTES DELT ) COURANT TIME STEP i --------- # SEE BELOW FOR EXPLANATION OF COURANT TIME STEP. i 1 CK. '--------- if------ Cu----- ; i --j--? -----ii-- ii-- --i� --n-U---- - ------ 1001 0.00 1002 128.33 90003 144.33 1 - s CONDUIT COURANT CONDITION SUMMARY i .COURANT------ CONDUIT LENGTH--- ------------------- — - -- - --- # TIME STEP --------------------------------- # i VELOCITY + SORT(GRVT#AREA/WIDTH) # - -'i#ittiititi#ti##isi##i#isiii#iiiii##i###ii##t##- --- -- - ---- # AVERAGE COURANT CONDITION TIME STEP(SECONDS) i ' CONDUIT # TIME(SEC) CONDUIT # TIME(SEC) CONDUIT # TIME(SEC) CONDUIT # TIME(SEC) ---------------------------------- --------- ------------------------- '1 - 'i EXTRAN CONTINUITY BALANCE AT THE LAST TIME STEP i --- — i##i#is##i####i##i#iii##iii#ii#iiiii#ii#ii#ti##i### i JUNCTION INFLOW, OUTFLOW OR STREET FLOODING i JUNCTION INFLOW, FT3 30001 3.0180E+05 30002 2.1330E+05 30003 --4.2600E+04- ---- JUNCTION OUTFLOW, FT3 30006 3.8905E+05 ---- i INITIAL SYSTEM VOLUME 2.2995E+03 CU FT i i TOTAL SYSTEM INFLOW VOLUME = 6.1110E+05 CU FT # _-4-INFLOW4-INITIAL-VOLUME---=---6.2000E+05CUfF#------------------ ---- ------ iiii#itr###iiii#i###i#i##iii##iii####iiiii##ir#ii#ii#ii # TOTAL SYSTEM OUTFLOW 3.8905E+05 CU FT i - —i VOLUME-LEFT-IN-SYSTEM----2:�236E+05-CUfT 4 ---- -- — -- — --- -'---- —'— --- -- ' # OUTFLOW + FINAL VOLUME = 6.2141E+05 CU FT # - i ERROR -IN CONTINUITY,- PERCENT - -- 0,23 — --�— — -- — — ------ — — — -- --- --- ------ # Time History of the H.G.L.(Feet) # EXTRAN-SIMULATION-OF-DETENTION -PONDS-AT-NEW-FT-COLL INS-MIGH-SCHOOL— INPUT HYDROGRAPHS FROM BASIN G SWMM MODEL 01" SERIES - —Junction:---30001--Junction:— -30002--Junction:---30003--- - M-60 1 # Time History of the H.G.L.(Feet)# EXTRAN SIMULATION OF DETENTION PONDS AT MEN FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASIN G SIM MODEL "I" SERIES Junction: 30001 Junction: 30002 Junction: 30003 Time Ground: 24.00 Ground: 24.00 Ground: 24.00 Hr:Nn:Sc-Elevation- -Depth-Elevation --Depth Elevation Depth - -------- --------- -------------- -------------- ----- 0:5:0 18.30 0.30 19.00 0.00 18.30 3.00 - 0: 10- 0 - T8:30 -0:30 -T9:00- 0:00 - -18.30 3.00 ---- - --- ---- ' 0:15:0 18.39 0.39 19.00 0.00 18.34 3.04 0:20:0 18.TO 0.70 19.27 0.21 18.54 3.24 0:25: 0--- -19.25 --1:25 -- ' 0:30:0 19.88 1.88 20.02 1.02 19.59 4.29 0:35:0 20.45 2.45 20.56 1.56 20.41 5.11 ---- 0:40:.0.---- 20.81- - 5:51 ------- --- 0:45:0 21.51 3.52 21.74 2.74 21.35 6.05 0:50:0 21.91 3.91 22.22 3.22 21.71 6.41 __. -0 5 0 "- --22:186:60---- -- 1:0:0 22.39 4.39 22.88 3.88 22.03 6.73 1:5:0 22.51 4.51 23.12 4.12 22.12 6.82 _ -110 i 0 - ---22:57 ---4:51--- 23.30 - -4 -.30---27:16- -- -6.86 - ----- -- ------ 1:15:0 22.61 4.61 23.41 4.41 22.18 6.88 1:20:0 22.64 4.64 23.46 4.46 22.1E 6.88 - - 1:25:-0.-.._--22:65-- 4:65------23.49---4.-49-- 22.17 -6.81 - ---- --- - 1:30: 0 22.65 4.65 • 23.50 4.50 22.17 6.87 1:35:0 22.65 4.65 23.50 4.50 22.14 6.84 --- 1:40:-0_ _-_22.65---4:65---23:49 --4-.4922-13--6:83 -- -- ------ 1:45:0 22.64 4.64 23.46 4.46 22.12 6.82 1:50:0 22.62 4.62 23.43 4.43 22.07 6.11 ------1:55: 0----12:6t--4:61- - 23:39--4:39 - -22:05 _-6:15 - -- --- --- -- 2:0:0 22.58 4.59 23.34 4.34 22.02 6.72 2:5:0 22.56 4.56 23.29 4.29 21.99 6.69 - 2:10-0--22:53-4:54--23 2:15:0 22.50 4.51 23.17 4.17 21.92 6.62 2:20:0 22.47 4.47 23.10 4.10 21.85 6.55 - 2:25: 0.---22.43--4:44------23:02__.__4.6:51--- --------- - --- 2:30:0 22.40 4.40 22.94 3.94 21.76 6.46 2:35: 0 22.36 4.36 22.85 3.85 21.71 6.41 -2:40: 0---22.32---4.32----22:T6 -3-16--21:66-- -6:36- - ---" --- 2:45:0 22.27 4.27 22.66 3.66 21.61 6.31 2:50:0 22.23 4.23 22.56 3.56 21.55 6.25 - - -2:55: 0---22:18...--- 4-19-- 2Y.46 - 3:46---21.49__ 6.19---- ---- - 3:0:0 22.14 4.14 22.35 3.35 21.43 6.13 Mean 21.72 3.72 22.29 3.29 21.30 6.00 Maximum---22:*-4:65 - - 23:50---4-.50--22:18-- Minimum 18.30 0.30 19.00 0.00 18.30 3.00 M-6' 1 # JUNCTION SUMMARY STATISTICS i EXTRAN SIMULATION OF DETENTION PONDS AT MEN FT COLLINS HIGH SCHOOL INPUT HYDROGRAPHS FROM BASING SM MODEL Y SERIES UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND -?fpC CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV, OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) _ (FT)_ (FT) %CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SO.FT) ------------------------ ------------------ --------- - 30001 24.00 24.00 21.67 0.0752 22.65 1 29 0.00 1.35 0.0 0.0 1.022E+05 30002 24.00 24.00 22.24 0.1048 23.50 1 31 0.00 0.50 0.0 0.0 6.812E+04 30003-4.00 24.00 21.2fi - 0.0501 - 8- 22-11-IT'------0.00 - --1.82 - - 0:0 - 0.0 4.220E+02 _ - - ' 30006 24.00 16.30 18.30 0.0000 18.30 0 0 2.00 5.10 180.0 0.0 2.124E+02 - - - M-62 1 # Time History of Flow and Velocity # # Q(cfs), Vel(ft/s), Total(cubic feet) # ' EXTRAN SIMULATION Of DETENTION PONDS AT NEW FT COLLINS HIGH SCHWL INPUT HYDROGRAPHS FROM BASIN G SWMM MODEL "I" SERIES Time Conduit: 1001 Conduit: 1002 Conduit: 90003 Hr:Mn:Sc Flow Veloc. Flow Veloc. flow Veloc. -------------------------- - -- - ---- ------ ---- ------ ---- ------ 0:5:0 0.00 0.00 0.00 0.00 0.00 0.00 0:10:0 0.00 0.00 0.00 0.00 0.00 0.00 ' 015 0---- 2.82-- -052 0 00 0.00-2:90------- 0:20:0 8.71 4.11 0.42 1.89 9.86 2.08 0:25:0 14.13 5.48 2.32 3.17 19.20 4.17 - 0:30: 0 __12 28-4.00 6.43- 4721--25:16---3:45------- -- -- - - 0:35:0 5.21 1.71 10.98 4.03 32.40 7.04 0:40:0 7.01 2.21 12.42 3.94 35.81 7.79 0:45: 0 8.23 2.61 1-4732 4.54 39-.04 8.50 - 0:50:0 9.11 2.89 16.54 5.24 41.31 9.01 0:55: 0 10.62 3.37 19.09 6.05 42.53 9.28 1:5:0 12.73 4.05 23.17 7.36 43.83 9.57 1:10:0 13.19 4.19 24.85 7.89 44.02 9.61 --1:15: 0--13:4T d:2625:11 8:20--44:17- -- 9.64--------- -- -- - - 1:20:0 13.82 4.39 26.35 8.38 44.17 9.65 1:25:0 14.23 4.52 26.83 8.54 44.08 9.63 11F 0- 1:35:0 14.65 4.66 27.22 8.66 43.92 9.59 1:40:0 14.70 4.68 27.17 8.65 43.88 9.58 -1.-45:-0-1434---4:69-- 1:50:0 15.24 4.94 27.22 8.66 43.52 9.50 1:55:0 15.32 4.88 27.05 8.61 43.40 9.48 2 Q: .902613-814 43:25---9.44- - -- - -- - - --- ' 2:5:0 15.45 4.92 26.60 8.47 43.09 9.41 2:10:0 15.53 4.94 26.33 8.38 42.90 9.37 2:15:0--15:61--4:91 16:04--8:29--4239- -9:32-- - - --- 2:20:0 16.11 5.12 26.06 8.29 42.26 9.23 2:25: 0 16.24 5.17 25.71 8.19 41.99 9.17 -- -2:30r 0---16.34 ---5.20 25.32--8:06 dtT2--9-11-- -- --- --- --- -- 2:35:0 16.45 5.24 24.91 7.93 41.42 9.05 2:40:0 16.59 5.28 24.46 7.79 41.10 8.98 -- 2:45: 0-16.73---- 5.32--23:98-- 7:64---40.78 .- 8:91------_. --- --------..--- -- 2:10:0 16.89 5.31 23.48 7.48 40.43 8.83 2:55:0 17.05 5.43 22.95 7.31 40.07 8.75 -----?;_p; p----11:24--5-48---22.-?T-�-1?-39:68---8:67--------------- -- --- Mean 12.72 4.13 19.96 6.54 36.55 7.97 Maximum 17.24 5.48 27.22 8.66 44.17 9.65 ' -Min irtam- -0:00 0:00 -0 00 0:DQ-0:00 0-10 - - - - - Total 1.314E+05 2.155E+05 3.947E+05 1 :s:sssxtxtt:s###txtxstxttxss:i:tx#xts:#s::l:#i#xtxxt:tx:iix x CONDUIT SUMMARY STATISTICS x sstxtttttxttttsttttsttxttts#tttx:txtx#t#xxxttxtsiittxtxxt#s EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL ---INPUT HYDROGRAPHS FROM BASIN-G-SWMM-MODEC•I•-SERIES--- ' - --- ---- -- -" OMIT --MAXIMUM --TIME-_-MAX IMUM---TIME-- RATIO -OF- MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURENCE VELOCITY OCCURENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER--jCFS)- (FPS)---(1N)-(CFS)-HR.-MIN.- -(FPS)----HR-MIN:_ ._FLOW (fT)---(FT) __._ -(MIN)-(FT/FT) - - --- - --------------------------------- ------- ---------------------------------- ----- ------ 1001 3.31E+01 10.72 24.00 1.12E+01 3 0 6.06 0 22 0.51 4.65 6.88 6.8 0.01311 1002 1:28E+01 --4:07------24.00--2:72E+01 - 1---35---- 8.61 -1 - 35 - 2.13 4.50- - 3.48 2.0 0:00189 - -- ' 90003 3.48E+01 0.49 28.98 4.42E+01 1 17 9.65 1 17 1.27 6.88 3.01 0.0 0.00005 90004 UNDEF UNDEF UNDEF 4.42E+01 1 17 ' 1 ----s SUSCRITICAL- -AND -CRITICAL"-FLOW -ASSUMPTIOHS "FROM----- ' # SUBROUTINE HEAD. SEE FIGURE 5-4 IN THE EXTRAN ! # MANUAL FOR FURTHER INFORMATION. i ------ ' - LENGTH LENGTH LENGTH LENGTH -11F------OF _---OF-UPSTR'OF DOWNSTR. -MEAN TOTAL--- MAXIMUM - -MAXIMUM CONDUIT DRY SUBCRITICAL CRITICAL CRITICAL FLOW AVERAGE FLOW HYDRAULIC CROSS SECT NUMBER FLOW(MIN) FLOW(MIN) FLOW(MIN) FLOW(MIN) (CFS) % CHANGE CUBIC FT RADIUS(FT) AREA(FT2) _ _ = = _---- _------ _ - -------------------------- ---------------------------- - 1001 0.00 ' 180.00 0.00 0.00 12.49 0.0993 1.3493E+05 0.5542 3.1416 1002 15.00 148.50 0.00 16.50 19.67 0.2682 2.1241E+05 0.6062 3.1416 ' 90003--0:0.00-----36-.02--0:1297- 3.8905E+05--'- O.603T--4:5800 ---- -- 90004 UNDEFINED UNDEFINED UNDEFINED UNDEFINED 36.02 3.8905E+05 -- # AVERAGE % CHANGE IN JUNCTION OR CONDUIT IS DEFINED AS: # i CONDUIT % CHANGE =:) 100.0 ( Q(n+1) - Q(n) ) / Qfull # - --# JUNCTION %CHANGE * 100.0 (-Y(n+l)---Y(n)-) /-Yfull--t ----_-----------------------_----..---__.__-- ' ##itiiltit#iti##lttii###itt#xis#is#xittt######isiii!#tt#ttti ---The Oonduit-with the -largest -average change.,, 1002 had--0:268 percent---- - - - - - --- - - - The Junction with the largest average change... 30002 had 0.105 percent M-64 � �� 2l.N0|^~^~^~|^~`~^~|^~'~''|--~~^^|^~^~^`|--------- |-'~~~|^~~~-`| � ��--_---_ -_-___----_---- | ** *w**^ | � � - '^-----�8.000�------------4-------------_-��_-___--_--___-__ | » | � - -----------|----------*'--------'---------------�------------ 21.080^ t JUNCTION | � | * -WATER SURF --|---^----------'------�--'------'---------- | * Ei8/(FT) | * ��--------'----|�--------'�---------------'-'-------------- ----� ~~ | * 20.Uoo^ � �------|---�---- --�----- | � � | * _---'-------_--�---_�-�� -----_-__--___' -__-_'-- -��,NlV-�-'--��-------------------��-----------------�--- | � ----- '-------- | � ���-- ___'---_'_�J_-**�-�___-_-_'__-_--------�'--------'---'--�--- | N.V0V|`~`^^-^^|--------- |^-^^-^^|^^~^~~^^~|`~~^~^^~|``~^````~|'-```^`-|`~`~- 0.0 0.4 0.8 1.2 1.; 2.0 2.4 2.8 °~ LOCATION NO, 30001 CLOCK TIME |NHOURS. PLOT OF JUNCTION ELEVATION -__--___--_---J~,~.^lf.___^.,--E^^--__-- CROWN [L8/^ 24.00F[[T GROUND [i0/^ 24.00F[[T | | | -4 | | | | | l2 3.6 4.0 M-65 1 24.000 1 --------- I --------- I --------- I --------- I --------- i --------- I --------- I --------- I --------- I --------- I 00 MM 23,000 - 22.000 - JUNCTION I WATER -SURF - I i ELEV(FT) I 21.000 - 20.000- 19.000 0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 LOCATION NO. 30002 CLOCK TIME IN HOURS. PLOT OF JUNCTION ELEVATION -INVERT ELEV - 19 -, 00-FEET CROWN ELEV - 24.00 FEET GROUND ELEV - 24.00 FEET - ---------- - --- 3.2 3.6 4.0 23.000 1--------- I --------- I --------- 1--------- I --------- I --------- I --------- I --------- I --------- I --------- I I I I I I I I I I I I of ;f;si;tt; I 22,000- —-;-- --- — ssa�a - - — -' — — - --- — - — — -- - 1 ss itsits I I t sits I I ; tfif I I t I I t I ' 21.000 - f I t I JUNCTION I s I I s I WATER SURF ---1 -;...— - -- —---1--- -- — -- ----- I ; I ELEV(FT) I = I t I 20.000 - s I i I I = I I f I I s I I s I i I I i I t I I I I --- -------------------- ------ --- 18.000 1 --------- I ---- ---- I -------- I -- - - I---- --- I - -----I---- I - ---- I---------I---------I 0,0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 ----------------------- --- --- — LOCATION NO.: 30003 CLOCK TIME IN HOURS. PLOT OF JUNCTION ELEVATION INVERT ELEV - 15.30 FEET CROWN ELEY - 24.00 FEET GROUND ELEV - 24.00 FEET ----- ----- M-67 1- ' 20.000 1--------- I --------- I --------- I --------- I --------- I --------- I --------- I --------- I --------- I --------- I I I I I I I ' I I 1 itiiitsii I ' 16.000__ I iittit I I i tiiti I I tii ii I ' 1 i i iii I I t t ii I - 1 --- ---- -- -- — — 1----- -- CONDUIT I ' 1 i t it I FLOW IN 1 1 tCFS 1 i t t I 1 i s s I I i i s I---- — -- I i tt I I 1 i I - 1 I 1 i I 1 t I 1 i I 0,000 iiiiti----1---------I---------I---------I---------I---------I---------I---------I---------I---------I 0.0 0.4 0.8 1.2 1.6- 2.0 2.4 2.0 3.2 3.6 4.0 - — ---- --- LOCATIO-----N —N0.-------1001—CL---OCK ----- TIM--E IN HOU- RS---- -- -- : . PLOT OF CONDUIT FLOW M-68 W)�00(-----|-----|--'- | | | � | | m� nAnn ' � WIN �|T FLOW IN | --'--- --'-- | ��-----------------�-----'��--- | | � | �K—'--------T-�------��---- | � 8.00W- � ^ -----'---' | | � | | * | -----�.<N� ----- ���� ~~`~^-~~-|'~~`^^~~`| ' PLOT OF OONDUIT FLOW I I I I I I I ' tti ifit#i#i#i#t I - --- --- - --- -- --- --itii# I I it iittitt I 40.000 - I # I I I t I 1 t I I I I # 1 1 i I I i I CONDUIT----�-----_---- --------------------- ------ -� ---------------- - 1 i I FLOW IN I i - -- - ----- �------------------ CFS I i I I # I 20.000 - i I # I I i I I i I I t I I t I I i I I t I I # I I i I I t I - 0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 ' ------------LOCATION NO:--90003--CLOCK-TR IN-HOU S-. - - --- PLOT OF CONDUIT FLOW M-70 Extenaed Transport madel simulation ended no maily. ===> Correct Block name not found. ===> 3. was found instead. Program stops. > Check your data input for the following problems: I. Using the rrong executable file. -------------- 2. Too many hydrograph input data lines. 3. SNMM Block is commented out of MAIN.FOR ------------ 4. Arong input sequence of meta. =-> Your inputiile was named : MENI.DAT ===> Your output file was named: NEM4.OUT # SMIW 4.05 Simulation Date and Time Summary # '#Starting Date..._— # Time... 16:1:52:0 # # Ending Date... April 4, 1994 #-- - Time. 16:8:1/il9 # # Elapsed Time... 0.367 minutes. # M-71 t4reT : GH/c NEAN. WVX3 25 24 23 22 21 w a w 20 19 17 CWSELs FROM NEW4.DAT 30001 S POND; 30002 N POND, 30003 MANHOLE 0 1200 2400 3600 48W 6000 7200 9400 9600 10800 600 1800 3000 4200 5400 6600 7800 9000 10200 TIME (SEC) . 30001 .� 30002 _ 30003 M-72 friei►r: C.#A/YEN/. WKJ .ror na.ti yp j4 50 40 30 U x U Q 20 10 0 CALC DISCHARGES, FCHS DET POND QIN FROM STREET; 1001 OUT S POND;1002 OUT N POND; 90003 OUT MANHOLE 0 1200 2400 3600 4800 6000 7200 8400 9600 600 1800 3000 4200 5400 6600 7800 9000 10200 TIME (SEC) QIN 1001 ®1002 — 90003 — CHECK f.+ Ica ►-. „ Pn,,. M-73 1 APPENDIX N UDSEWER INPUT AND OUTPUT FILES &QN SOUTH TRIBUTARY STORM SEWER meline & Irelan, Inc. COMPUTED BY DATE -SHEET NO. OF Consulting Engineers CHECKED BY DATE FILE NO. Fort Collins. Cotof0do PROJECT /ALf-L/r-'E PROJECT NO. 0// CALCULATIONS FOR: cJ6 7Z ,,/ / g e i 1c, Zf/ 9�44 5;-i7 /Z /Lf Xr2 0 1 2 3 4 5 6 7 8 9 10 11 12 13-14,15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 • ME HEINE MMM=MN MMMMMMM[E■M MEMEME ME NEW MMM= M=MMMM1MM MEN MMEMMEMEMNIM, IN-- MEMEMEMMEEMP, M ENIMMEME MENEM MMMEMMMMMMIM OEM MEN I MISEM M MMMMMMMMIMMMFA MIXEMMEM MEMEMMEMSM011 011MMEMME IMMEMME ■ ENNIS MEME ME MEMMEME EMIM MMMMIMIMMI MEN J mWLH 5UtbiUN i UbINU t - - - DEVELOPED BY ' DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DiSTRICT ' DENVER, COLORADO * t _ .� ON DATA 08-10-1993 AT TIME 16:47:51 ' I** PROJECT TITLE - IHl - t I •�i SI RAINFALL *�* SUMMARY OF SU88ASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- TIME OF CONCENTRATION ' -::IID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS -I--------------------------------------------------------------------- ' 400-.00 7.50 0.00 0.00 0.00 4.75 35.61 750.00 7.50 0.00 0.00 0.00 4.75 35.61 1425.00 7.50 0.00 0.00 0.00 4.75 35.61 ' 1825.00 5.25 0.00 0.00 0.00 4.75 24.93 5. 2625.00 5.25 0.00 0.00 0.00 4.75 24.93 ' 3025.00 5.25 0.00 0.00 0.00 4.75 24.93 2.00 2.25 0.00 0.00 5.00 10.67 24.00 !'Ht bFURIES]1 ' I rUH RURAL RHtR, cs FOR URBAN AREA, BASIN TIME OF CONCENTRATION =)5 MINUTES ' AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHMN w=iuHl=U KUNUrr rr= v c cc WHEN TO-TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS ' ** SUMMARY OF HYDRAULICS AT MANHOLES �V/ 9 ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMM I ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 45.00 0.00 0.00 0.00 68.00 876.00 878.70 NO 400.00 0.00 10.71 0.00 68.00 882.80 880.87 OK 750.00 0.00 10.41 0.00 68.00 897.70 889.41 OK I•:I 1025.00 0.00 10.22 0.00 68.00 912.00 905.57 OK 1425.00 0.00 9.64 0.00 68.00 917.50 909.17 OK 1825.00 0.00 8.81 0.00 44.00 918.80 910.97 OK i 2225.00 0.00 7.97 0.00 44.00 920.00 912.28 OK 2625.00 0.00 7.14 0.00 44.00 921.00 913.97 OK 1 3025.00 0.00 6.07 0.00 44.00 922.90 916.54 OK I 3423.40 5.25 5.00 8.38 44.00 923.50 918.30 OK 2.00 2.25 5.00 .. ...10.67 24.00 917.40 909.78 OK OK M ANS WA R L VA ON 5 LOWER THAN GROUND ELEVATION I i I;** SUMMARY f OF SEWER HYDRAULICS NOTE: ------------------------------------------------------------------------------ THE GIVEN FLOW DEPTH-TO-SE-WER SIZE RATi = I SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EX I S NG ID NUMBER UPSTREAM-- DNSTREAM .. SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ID NO. ID -NO. - (IN) (FT) (IN) (FT) (IN) (FT) (FT) :.------------------------------------------------------------------------------- all 1.00 400.00 45.00 ROUND 32.62 36.00 36.00 0.00 = 2.00 750.00 400.00 ROUND 27.88 36.00 36.00 0.00 :�i 3.00 =i 4.00 1025.00ROUND. 1425.00 1025.00 ROUND 35.36 36.00 36.00 0.00 5.00 1825.00 1425.00 ROUND 34.36 36.00 36.00 0.00 :I 7.00 2625.00 2225.00 ROUND 34.36 36.00 36.00 0.00 8.00 3025.00 2625.00 ROUND 36.25 42.00 36.00 0.00 =:1 10.00 2.00 1425.00 ROUND 23.47 36.00 21.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET 'IREWUIRtU UlAMtlt:.H' OtItHMIN=U 6Y 5tWtH HYUHAULiU UAPAUilY . SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. ;FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE: OTHERWISE, ' 'E-715IFFic, SIZE WAs ustu 1:-------- ---------------------------------------------------------- --------- -- ---------------------------------------------------------------------------- �:i SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. „ i h �r rtci r rtciFPSr -------------------------------------------------- ,i�I I»v-uK 1.0 68.0 88.7 1.97 13.84 2.60 10.43 9.62 1.86 V-OK �u 3.0 68.0 191.0. 1.24 24.72 2.60 10.43 9.62 4.51 V-HI. 4.0 68.0 71.6 2.33 11.52 2.60 10.43 9.62 1.32 V-OK 0.0 44. 6. - 6.0 44.0 50.0 2.18 7.98 2.12 8.22 6.22 0.98 V-OK i 7.0 44.0 50.0 2.18 7.98 2.12 8.22 6.22 0.98 V-OK is . - 9.0 44.0 43.3 3.00 6.22 2.12 8.22 6.22 0.00 V-OK 10.0 24.0 17.9 1.75 9.98 1.64 18.80 .9.98 0.00 V-OK ROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS -------------------------- SEWER ----- --------------------------------- `SLOPE. -�.-INVERTS:ELEVATION ;;:-. _ BURIED DEPTH. COMMENTS':,,.--. ". s --------------- -------------------------------------------------------- (FT) (FT) (FT) (FT) , -..872.00 2.00 1.26 2.91 876..47 886 81. .876.63 3-33 7.89.; _ 3.17. . OK.: 3.00 5.84 .. 902.97'... 886.91' 6.03 _ 7.79 OK of 5.00 0.40 908.37 906.77 7.43 7.73 OK 12 6.00 0.40 910.07 908.47 6.93 7.33 OK 8.00 0 42 _ . ` -. 913. 54 _.. _ 911.86. 6 .36 6.14 . . OK,..-.>' 9.00 0.:42.:_. 915'.30' ` - 913.63 5.20 6.27. OK .L 5 n OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET L! ** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -,------------------------------------------------------------------------------ SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW - b rK LE U lrT07T_ =------------------------------------------------------------------------------ FEET FEET FEET FEET FEET FEET :/v JUMP 2.00 350.00 45.41 889.81 879.63 889.41 880.87 JUMP 3.00 275.00 0.00 905.97 889.91 905.57 889.41 JUMP � .J .J JUmid _j 5.00 400.00 67.43 911.37 909.77 910.97 909.17 SUBCR 6.00 400.00 0.00 913.07 911.47 912.28 910.97 SUBCR 8.00 400.00 400.00 916.54 914.86 946.54 913.97 PRSS'ED 9.00 398.40 398.40 918.30 916.63 918.30 916.54 PRSS'ED LU.UQ J. U U )O. ./ .i 3 909 . 17 PRSS C PP,SS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ' ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE 'DCWtrl MRNHUL= ENERGY f-RulluNC L C 1 ID NO ID NO. i------------------------------------------------------------------------------ ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ' 2.0 750.00 890.85 8.47 0.05 0.07 0.00 0.00 400.00 882.31 3.0 1025.00 907.01 16.09 0.05 0.07 0.00 0.00 750.00 890.85 . o I 2_),jl1 ' 5.0 1825.00 911.57 0.93 0.05 0.03 0.00 0.00 1425.00 910.61 6.0 2225.00 _ 912.89 1.23 0..05. 0_ 03- _ .__ 0.00 0.00. 1825.. 00.. 911- 57 7.0 2625.00 914.57 1.66 0.05 8.0 3025.00 917.14 2.54 0.05 0.03 0.00 0.00 2625.00 914.57 9.0 3423.40 918.90 1.73 0.05 0.03 0.00 0.00 3025.00 917.14 10.0 2.00 911.32 0.00 0.46 0.71 0.00 0.00 1425.00 910.61 ' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL. LOSS=., OUTFLOW,_FULL.__VHEAD-JCT. LOSS .K*IN OW. FULL VH AD..z_,-.-•. FRICTION LOSS_0'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 FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I' is APPENDIX O ADDENDUM TO FINAL DRAINAGE AND EROSION CONTROL REPORT FOR NEW FORT COLLINS HIGH SCHOOL DATED JUNE 1994 ADDENDUM TO FINAL DRAINAGE AND EROSION CONTROL REPORT for NEW FORT COLLINS HIGH SCHOOL August 1, 1994 1 RCE 1 August 2, 1994 1 Mr. Basil Hamdan City of Fort Collins 1 Storm Water Utility Department 235 Mathews Fort Collins, CO 80524 1 Re: Addendum to Final Drainage and Erosion Control Report - New Fort Collins High School 1 Dear Mr. Harridan: The EXTRANS model for the new Fort Collins High School has been reviewed in regard to 1 the comments made in the July 18, 1994, transmittal sheet pertaining to modeling outlet configurations for the north and south detention ponds. This report addresses the second note on page 1 of the Final Drainage Report Checklist. Resulting from our review, the following observations have been made: RCE originally modeled the two 24-inch outlet pipes by using increased lengths to account for minor losses and to mitigate stability problems within the model. Equivalent lengths were approximated by adding a length equal to 75 x Diameter to the actual length of pipe. This was done for two reasons: (1) to 1 approximate entrance and exit losses, and (2) to assure stability of the EXTRANS solutions as recommended in the EXTRAN Users Manual. This model resulted in a combined outflow at the specified maximum of 44 cfs. In their review, the Storm Water Utility Department used an equivalent Manning's n to account for minor losses (as specified in the EPA's SWMM EXTRANS Manual). This approach resulted in higher flows which surpassed the maximum allowable outflow. We calculated the equivalent n`s and confirmed the maximum Q's which were noted in the aforementioned review. However, system stability was not achieved using only the equivalent roughness coefficients. Even with a time step of 1 second, this model produced changes in flow of up to 30 cfs within 5 second intervals. We calculated more conservative equivalent pipe lengths using Manning's equation to account for the minor losses (assuming an inlet loss coefficient of 0.20, and an outlet loss coefficient of 0.25). This model resulted in higher flows than the original RCE method, but lower flows than the equivalent n method. Still, for the original size of outlet orifice at the junction, the outlet flows exceeded the maximum of 44 cfs. The model did not have the stability problems experienced with using an equivalent n. En gineers/Scientis WS u rveyors HAMD0802.LTR 93-0188.00 ' Mr. Basil Harridan Page Two ' August 2, 1994 ' To satisfy the 44 cfs outlet requirement, an orifice, at the same invert as the previous design, of 4.33 square feet will be used in the junction. With this method, friction losses and minor losses are accounted for, and model stability ' is reached. The difference in routing times over the increased pipe lengths is negligible. Design volumes for the two ponds will have a small change. The south pond (node 30001) has a resultant maximum water surface elevation of t 0.13 feet higher than in the original design, while the north pond (node 30002) has a lower maximum surface elevation by 0.14 foot compared to the initial design. ' Table 1 offers a comparison of the different modeling methods discussed. The revised analysis based upon more conservative loss estimate reduce the required outlet orifice from 4.58 to 4.33 square feet or 36 square inches less. Therefore, to assure compliance with ' the 44 cfs maximum outflow, the orifice plate will be reduced by 36 square inches This results in a difference in the maximum water surface elevation in the ponds of 0.58 foot. ' The findings of this report are intended to supplement the previously completed Final Drainage and Erosion Control Report for New Fort Collins High School. Attached is computer model input and output for the final run. A disk is also included. ' If you have any questions, please call. ' Sincerely, Resource Consultants & Engineers A Division of Owen Ayres Associates, Inc. ' Da ' M. Fri 4'Ph.D.eE. Regional Vice President ' DMF:bbv Enclosure cc: Vic Meline ' HAMD0802.LTR 93-0188.00 a//Z 3 Table 1 - New Fort Collins High School Detention Pond Outlet Comparison Equivelent n Method Pipe Length I Manning's n Q peak 1001 56' 0.0145 25.5 cfs 1002 9' 0.0112 44.2 cfs 90003 na na 47.5 cfs Pond Max WSEL 30001 22.91' 30002 22.98' Flows and velocities were unstable (sometimes changing up to 30 cfs wfin 5 s). Equivelent Length Method Pipe Length IManning'sni Q peak 1001 117.58' 0.01 1 21.6 cfs 1002 70.58' 0.01 31.3 cfs 90003 na na 46.1 cfs Pond Max WSEL 30001 22.72' 30002 23.32' - rows ana veioaaes appearea staDie. Oriainal RCE Method Pipe Length IManning'sni Q peak 1001 206' 0.01 17.2 cfs 1002 159' 0.01 27.4 cfs 90003 na na 44.2 cis PondI Max WSEL 30001 22.65' 30002 23.50' Recommended Method - Orifice Area = 4.33 sq. ft. (Diam.= 2' - 4.2') Pipe I Pond I Max WSEL M001 22.78' 30002 23.36' Length IManning'sni Q peak 1001 117.58 0.01 20.5 cfs 1002 70.58 0.01 23.4 cfs 90003 na na 44.0 cfs 00123 SWMM - EXTRANS INPUT FILE EQUIV L.DAT for NEW FORT COLLINS HIGH SCHOOL August 1, 1994 0 31z3 ' SW 1 0 0 MM 3 10 11 12 ® 10 'SAVE32.PRN' EAN ' Al 'EXTRAN SIMULATION OF DETENTION PONDS AT NEW FT COLLINS HIGH SCHOOL' Al 'INPUT HYDROGRAPHS FROM BASIN G SWMM MODEL 'I' SERIES' OPTIONAL SOLUTION TECHNIQUES - • BO LINE IS COMPLETELY OPTIONAL ' • ISOL = 0 --> EXPLICIT EXTRAN SOLUTION ISOL = 1 --> SEMI -IMPLICIT SOLUTION • ISOL = 2 --> ITERATIVE SOLUTION • ISOL KSUPER ' BO 0 0 ' NTCYC DELT TZERO NSTART INTER JNTER REDO B1 10800 1.0 0.0 1 120 120 0 • METRIC NEQUAL AMEN ITMAX SURTOL B2 0 1 0.0 1000 0.0010 NHPRT NQPRT NPLT LPLT NJSW B3 3 3 3 3 3 B4 30001 30002 30003 B5 1001 1002 90003 B6 30001 30002 30003 ' B7 1001 1002 90003 CONDUIT DATA Cl 1001 30001 30003 0.0 1 0.0 2.0 0.0 117.58 0.0 0.0 0.01 0.0 0.0 Cl 1002 30002 30003 0.0 1 0.0 2.0 0.0 70,11 0.0 3A 0,01 0.0 0.0 JUNCTION DATA (OVERFLOW BEGINS AT 24.0) • JUN GRELEV Z QINST Y D1 30001 24.0 18.0 0.0 0.3 D1 30002 24.0 19.0 0.0 0.0 D1 30003 24.0 15.3' 0.0 3.0 D1 30006 24.0 15.3 0.0 3.0 TWO VARIABLE STORAGE JUNCTION'S ( 30001 AND 30002) AND ONE CONSTANT (30003) ` JSTORE GELEV ASTORE NUMST (AREA IN ACRES VS DEPTH IN FEET) El 30001 24.0 -1.0 9 E2 0. 0. .134 1. .27 1.4 .66 2. 1.601 3. 2.07 3.6 2.216 4. 2.41 5. 2.615 6. E1 30002 24.0 -1.0 6 - E2 0. 0. .249 1. .457 2. .775 3. 1.222 4. 1.896 5. E1 30003 24.0 50.0 0 • OUTFLOW BY CULVERT TREATED AS ORIFICE F1 30003 30006 1 4.33 0.61 0.0 ' I1 30006 1 J1 2 J2 18.3 K1 3 ' K2 30001 30002 30003 • INPUT HYDROGRAPHS K3 0.0000 000 000 000 K3 0.0833 0 0 0 K3 0.1667 0 0 0 K3 0.2500 3 0 0 K3 0.3333 14 3 1 K3 0.4167 35 10 3 K3 0.5000 62 24 7 K3 0.5833 91 43 17 K3 t 0.6667 138 57 17 K3 0.7500 146 70 17 K3 0.8333 112 70 16 113 0*1167 86 68 13 K3 1.0000 70 67 10 K3 1.0833 40 63 8 K3 1.1667 27 56 6 K3 1.2500 26 40 5 K3 1.3333 19 36 4 ' K3 1.4167 17 31 3 K3 1.5000 14 28 3 K3 1.5833 13 25 2 K3 1.6667 12 23 2 K3 1.7500 11 25 2 ' K3 1.8333 10 20 1 K3 1.9167 9 17 1 K3 2.0000 8 17 1 K3 2.0833 7 15 1 K3 2.1667 6 14 1 0 C//23 ' K3 2.2500 5 13 1 K3 2.3333 4 12 0 K3 2.4167 4 11 0 K3 2.5000 3 11 0 ' K3 2.5833 3 9 0 K3 2.6667 3 10 0 K3 2.7500 3 8 0 K3 2.8333 2 9 0 ' K3 2.9117 2 7 0 K3 3.0000 2 8 0 K3 3.0833 0 0 0 K3 4.0000 0 0 0 $ENDPROGRAM 1 05-/z3 to a0 Hw0 x a W a HI Ea 0 0 W w 0 w a 0 0 x U M x H x H a U Ea a 0 w 1 a 4J w O 6123 s a w s* a♦•• a R 4 a 4 s♦ 4 4 Y s# w x w• •• a• s p « # x s a y Y • a R O ♦ Y • ♦ w • r s 1f1 V a w Y • # 4. 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E%ISTING STORM EDGE OF ASPHALT PAYMENT «I\ 1 \ YH-3 5- YN-2 1 M • COMMERCIAL PROPERTY \ FUTURE PARKING LOT �, E AND SERVICE PADS \ 6 I 6 CI-1 -� 3'R TAFF PARKING I AG ; .�..�..�..�..�..� MH-3A- A I 0-2 I COMMERCIAL PROPERTY i[ j BUILDING OUT B-5 " FUTURE BUILDINGS n FINISH FLOOR EL AND DRIVES $I m 0�5! 0.0 I FORT HIG SCHOOL 24 t I 1 1I Its HORSETOOTH RD. FLOWS y ' 1 2iIN TO SOUTH PARKING LOT. j \ I FUTU_RE CI -SC CI-3 ROOF DRAMS 0 G 2 iIr- �j L..J /SOUTH STUDENT W i _ II 0 \ PARKING / o A N me -j MR-4 6 11 /4 N CI-1 _ A.69 20 n C ORAIH " II FOOTBALL/ SOCCER FIELD I I dK I&��BLLE \ / fIELO 1 Ap PAN GUTTER EL. 35.9 Y -I 1 1 I ` TENNIS COURTS • e -rc LOW DENSITY RESIDENTIAL --� 0 I^,yZ ,- GUTTER EL 32.9 ^�� O' - a �•w 9JR.. SITY 5• CHANN 10 SOUTH IF GUTTER EL 25.5 �- III POB I 1S oz z o 'MORE A.59 W 2 8' XNE D me io A-R 15- R. -w I I I `GRAVEL FILT R 3C STORM SEWER \l OUTLET STRUCTURE GUTTER EL 23.M E DR. s TIMBERLINE RD. PLOWS TO FOOTHILLS CHANNEL ` NORTH STUONT •\ / PARKING sup l CcI_ 11 11B COM&NATH2N -- ' -----WEST 1/A CORNER - SECTION 29 _LEGEND• sue Finer, Contours ----- Property or Sector Jne Proposed Storm Sewer k Size ^� Basic Boundary / p , Basi 25.53 earl,c Area Areaer i, Area 9re.non of Fow ® cum Imet Grovel Tier (CI) 13 Arco in t w, 4mw Bee Filter (/J) Design AI DEVELOP® SITE NYOIIOLOOY MM AREA UM*0PONT C a KIND G CFO ONE O ONl 00I0.1 at Odd OWN .♦ a0 1 ee ♦.e e2 PAN 0." 2.7 IA 2 ae se 65 0.5] 0.95 ze 44 a TO }T 1 3.54 Dole a: 76.1 ♦ ax I7.6 0♦ O.q 0.96 1.9 14 5 1.9 iT 2 SO GOT =6 me a me %D 3 7.I5 OM 23.9 N.1 T Wks 512 m 2.22 OW 10.0 TOM 0 10.0 10.e ♦ ♦.N 0.90 Me ♦tA 9 10.5 N] 5 LM 0146 10 55 10 3.0 e5 e 3.32 o.A LT S.T 11 2.7 ne T 5.09 ON 170 307 5 POND 17A IlT e IN (1451 30 1 6.5 1 12 10 u -9 n. GO 27.9 RA 13 278 All B9 o.IN 0.9e le 6.2 14 15 ze 10 11. 0.32 RI lee 10 el BOB 1 41 125 2.0 64 IS 30 {A 12 SO 0.25 ♦.2 67 12 4,2 67 13 459 0.45 5.9 11.0 N. POND 52 11.0 171 IS ne T2.CF NOTES: DESIGN MINT 0100 INCLUDES OVERFLOW FROM OTHER BASINS. BUILDING PLOWS ARE TO GROUND AND IN EXCESS OF DRAIN CAPACITY. ALL FLOWS ARE BASED ON THE TIME OF CONCENTRATION AT THE DESIGN POINT. DETENTION POND REQUIRED VOLUME 10.3 At, PROVIDED SOUTH POND VOLUME 5.0 AC. PROVIDED NORM POND VOLUME 2.0 AC. - PROVIDED IRR. POND VOLUME 1.5 AC. L PROVIDED TRACK POND VOLUME 0.5 AC. PROVIDED ENTRANCE POND VOL'LIME 0.2 AC. P� PROVIDED TOTAL VOLUME 10.3 AC. RED YR. WSEL 24.5 r- RED MOUNTAIN DR. CROWN EL. 201 �. D Sc 'DD aoo FREEBOARD0YR. (N. POND) 0.6 r SCALE: 1"=100' 10 YR.RELEASE 39.0 r t 010 MAX.. RELEASE JB.O CIT 7I I 010 MAI RELEASE 44.0 C.f III I � DEOTEEID DNT.MNF ELISO Fl T I 80^0M OF NDR`H 190 iT. DETEh ph E-. SOCL�R FIELD uss 1 E )N INRIGATION\WATER OVIERFLOW CITY OF rt. 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