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HomeMy WebLinkAboutDrainage Reports - 05/23/2006PROPMTY OF City of Ft. Date � -roPla_ns Approved B�. --� FINAL DRAINAGE AND EROSION CONTROL REPORT FOR TIMBERLINE CENTER SUBDIVISION FINAL DRAINAGE AND EROSION CONTROL REPORT FOR TIMBERLINE CENTER SUBDIVISION FINAL DRAINAGE AND EROSION CONTROL REPORT 1 TIMBERLINE CENTER SUBDIVISION Prepared for: Fleischli Enterprises and Timberline Autoplex Prepared by: North Star Design 700 Automation Drive, Unit I Windsor, Colorado 80550 (970) 686-6939 Revised April 12, 2006 February 21, 2006 Job Number 114-37 & 114-38 North Star 1 design, inc. April 12, 2006 Mr. Wes Lemarque City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80522-0580 RE: Final Drainage and Erosion Control Report for Timberline Center Subdivision Dear Wes, I am pleased to submit for your review, revised this final drainage and erosion control report for the proposed Timberline Center Subdivision. Hydraulic and Hydrologic calculations are per the City of Fort Collins Storm Drainage Manual. The only appreciable change from the previous report is the addition of some off site flows from Spring Creek Farms North. The street flows from this development will be detained in Pond A kjust to gs simple); the -,:,_.developed portion of the site will be routed over the spillway. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, North Star Design, Inc. Michael Oberlander, P.E., L.S.I. 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone 0 970-686-1 188 Fax TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location...................................................................................................................1 1.2 Description of Project..............................................................................................1 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Master Basin Description.........................................................................................2 2.2 Major and Sub -Basin Description............................................................................2 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations..............................................................................................................6 3.2 Development Criteria Reference and Constraints....................................................6 3.3 Hydrologic Criteria..................................................................................................7 3.4 Hydraulic Criteria....................................................................................................7 4. DRAINAGE FACILITY DESIGN 4.1 General Concept.......................................................................................................7 4.2 Specific Flow Routing.............................................................................................7 4.3 Drainage Summary ...................................................................................................8 5. EROSION CONTROL 4.1 General Concept.......................................................................................................8 4.2 Specific Details........................................................................................................8 6. CONCLUSIONS 6.1 Compliance with Standards....................................................................................9 6.2 Drainage Concept ............................................... 7. REFERENCES....................................................................................................................9 APPENDICES A Vicinity Map B Hydrologic Computations C Hydraulic Computations D Detention and Water Quality Calculations E Erosion Control Calculations F Figures and Tables DRAINAGE AND EROSION CONTROL PLAN iii 1. GENERAL LOCATION AND DESCRIPTION 1.1. Location This project will provide the drainage and detention design for the Timberline Center Subdivision commercial development. The project is on the west side of Timberline Road approximately %2 mile north of Drake Road in Section 19, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado 1.2. Description of Project This project will provide 20 acres of commercial development in combined properties currently owned by Fleischli Enterprises and Timberline Autoplex. The development is bounded on the west by the Union Pacific Railroad, on the east by Timberline Road, on the south by the Spring Creek Farms North Development (the new Police Facility) and on the north by the Timberline Star property. The development is presently planned to include automotive service uses (convenience store, lube shop, car wash, etc.), retail, commercial and financial services as well as a large self -storage complex. The site will gain access from a new street off of Timberline Road (Bear Mountain Drive) and will extend the proposed Joseph Allen Drive along the west side of the proposed Police Station to the north end of the site. This project will not widen Timberline Road or build the connection of Joseph Allen Drive to the south line of the property. Timberline Road is currently being constructed adjacent to this project and the projects to the south and east with the "Timberline Road Widening — Interim" project (Fort Collins Street Oversizing). The Timberline Center Owners have contributed funds to the construction of these roadway improvements. With the Timberline design, drainage constraints and release rates for the project were identified; these release rates will be used as the basis for the detention design for this project. The "100% Design Drainage Report for Interim Timberline Road Widening, Drake to Prospect" prepared by North Star Design and Interwest Consulting Group is referenced throughout this report as the "Timberline Report". Drainage patterns will remain similar to existing conditions. There are off site flows from the railroad right of way on the west and from the Timberline Star property to the north. Additionally, there will be some flows from the Spring Creek Farms North 1 Subdivision (Joseph Allen Drive connection from Nancy Gray Avenue and the land to the west of the street in this area). 2. DRAINAGE BASINS AND SUB -BASINS 2.1. Major Basin Descriptions Timberline Center Subdivision is in the Foothills Basin and will drain east through the Sidehill Filing 2 Development and into the Fossil Creek Reservoir Inlet Ditch. The Timberline Report identifies the project area as Basin 10 which drains to Pond 10 and Storm 2 and Basin 11 which drains to Pond 11 and Storm 3. There are other basins from the Timberline Report that contribute to the release to Sidehill. Basin 10A, IOB, I IA and I I also will be addressed within this report. The Sidehill Development is currently approved and designed to receive the 100-year existing flows from this area. The development area proposed with the Timberline Center Subdivision is required to release at the 2-year historic rate (0.25 cfs per acre). There are two outfall pipes crossing Timberline Road (Storm 2 and Storm 3 from the Timberline Report). Basins 10, 1OA and 1OB drain to Storm 2 and Basins 11, 11 A, and 11B drain to Storm 3. The Timberline Road project will provide interim detention ponds to reduce flows through the Sidehill Development. With the Timberline Project, the detained release to Storm 2 is 2.1 cfs and the detained release to Storm 3 is 13.3 cfs. The total release from the six basins is 15.4 cfs (approximately the 2-year historic off of the developing area and 100-year historic off of the remaining area that will not be developed). These storm pipes were designed for approximately 70 cfs, so the size of the outfall pipes is not in question. JR Engineering has been notified that the Timberline Road project will provide these release rates, and they may redesign future construction phases of Sidehill for this reduced release rate. 2.2. Sub -basin Description The 6 basins from the Timberline Report (10, 10A, IOB, 11, 11A & 11B) have been divided into 21 sub -basins for discussion in this report. Basins draining to Pond A & Timberline Storm 3 (release rate 1.5 cfs) Sub -basin 1 is the same as the Timberline Report Basin 11A. This sub basin includes the small area of the Railroad Right of Way lying west of the proposed Timberline Center. This basin currently drains east to Pond A. This off site flow will drain through the development (over the Pond A spillway) at its present 100-year rate of 1.9 cfs. Sub -basin 2 includes the west portion of the self -storage area and drains north via overland flow to Pond A. Sub -basin 3 includes the north portion of the self -storage area and drains directly to Pond A. Sub -basin 4 and Sub -basin 5 both are in the south-central portion of the self -storage area and drain north to area inlets, Storm A and Pond A. The area inlets are in extremely shallow sumps and will overtop highpoints in the pavement and flow overland to Pond A when the inlets are overwhelmed. Sub -basin 6 includes the entry drive of the self -storage complex and drains to an area inlet on Storm A. Sub -basin 7 includes Pond A. Pond A has been designed to detain Basins 2 through 11 to 1.5 cfs and release to Storm F. Storm F is a very deep pipe system that drains south and east in the utility and drainage easement and public streets to the Timberline Storm 3 Outlet Pipe. Basin 1 drains to this pond, but will not be routed through the outlet pipe. Rather, these flows will be directed over the pond spillway into the public right of way. Sub -basin S includes the south portion of the self -storage area and the west side of Joseph Allen Drive. All flows will be directed to the street (under the sidewalk). The street drains to sump inlet and into Storm B. This system drains to Pond A. This basin also includes the west half of Joseph Allen approximately 250' south of the site (on Spring Creek Farms North). This connection has been designed with Spring Creek Farms North, but there is no good way at this time to get the street flows to the Spring Creek Farms North detention pond adjacent to Timberline Road. Pond A has been oversized to take the additional flow from the right of way and detain it. The pond release rate was not raised to account for this additional area; the pond design 100-year water surface is 0.3' higher than the original design, but still well below the spillway. 3 Sub -basin 9 includes the east side of Joseph Allen Drive, a portion of Bear Mountain Drive, and adjacent development area. The streets flow to a sump inlet and into Storm B. This system drains to Pond A. The basin boundary in Bear Mountain Drive is critical to the overall development's design. This highpoint is the location where emergency flows will ultimately drain east in a case where Pond A is completely overwhelmed. All buildings adjacent to and west of this highpoint have been designed to be elevated at least 1 foot above this overtopping elevation (4943.0). Note that the overtopping elevation is considerably higher than the 100-year water surface elevation and the spillway elevation of Pond A. This basin also includes the east half of Joseph Allen approximately 250' south of the site (on Spring Creek Farms North). This connection has been designed with Spring Creek Farms North, but there is no good way at this time to get the street flows to the Spring Creek Farms North detention pond adjacent to Timberline Road. Pond A has been oversized to take the additional flow from the right of way and detain it. The pond release rate was not raised to account for this additional area; the pond design 100-year water surface is 0.3' higher than the original design, but still well below the spillway. Sub -basin 10 includes a portion of the development area northeast of the two public streets. This area will drain to a sump inlet and to Storm B. This system drains to Pond A. Sub -basin 11 includes a portion of the development area southeast of the two public streets. This area will drain to a sump inlet and to Storm B. This system drains to Pond A. All of the inlet elevations are very close to the 100-year WSEL's of the ponds. For the hydraulic calculations, the pond elevation that corresponded to the time of concentration for the basin was used as the tailwater elevation. Sub -basin SCF (Spring Creek Farms) includes the portion of Spring Creek Farms North lying west of the Joseph Allen Drive connection street. With the construction of the connection street, this 2.2 acres of undeveloped land will flow to the west half of the street, and continue north to Pond A. The Pond A spillway has been oversized to accommodate this undeveloped off site flow. The plans for the street connection include a "blank" 18" RCP crossing at the north end of the street. It is intended that when this 4 basin develops, it will release to the blank pipe and then to the Spring Creek Farms North Detention Pond adjacent to Timberline Road. No future developed flows should enter Timberline Center unless they are detained to the 2-year historic rate. Basins draining to Pond B & Timberline Storm 2 (release rate 2.5 cfs) Sub -basin 12 includes the southeast portion of the development and Pond B. The majority of the basin drains to Storm D. The design of this system simply accounted for the percentage of the overall basin draining to each of the proposed inlets. Pond B has been designed to detain Basins 12 through 16 to 2.5 cfs and release directly to Timberline Storm 2. This pond will release 0.4 cfs more than is proposed with the Timberline Report; but, because Storm 2 is designed for significantly more flow, this is not problematic. The overall release from the development site is still 0.25 cfs per acre. Pond A will overdetain slightly (0.14 cfs per acre for 10.60 acres), and pond B will underdetain slightly (0.43 cfs per acre for 5.77 acres), but the total release of the 16 acres will be 4.0 cfs to the Sidehill system. The outlet pipe will have a water quality outlet structure added with this project. Pond B has been designed with an emergency overflow spillway into the proposed Timberline Road. It should be noted that if water flows over the spillway, it will not be directed to the east until it reaches the crown of Timberline Road. All buildings in the development have been designed to be at least 1 foot higher than the overtopping elevation of Timberline Road (4940.5). Sub -basin 13 includes the south side of Bear Mountain Drive. This basin drains to a sump inlet on Storm E and into Pond B. Sub -basin 14 includes the north side of Bear Mountain Drive. This basin drains to a sump inlet on Storm E and into Pond B. Sub -basin 15 is the same as Basin IOA in the Timberline Report. This basin will drain to a sump inlet and pipe to Pond B. The inlet and storm sewer into the pond will be constructed with the Timberline Road project. Sub -basin 16 is the same as Basin IOB in the Timberline Report. This basin will drain 3. (along with Basin 14) to a sump inlet and pipe to Pond B. Basins draining to Pond C & Timberline Storm 3 (release rate 0.9 cfs) Sub -basin 17 contains the central portion of the development lying north of Bear Mountain Drive. This basin will drain to a sump inlet and Storm C. The system drains to Pond C. Sub -basin 18 includes the proposed car wash and will drain east to Storm C and Pond C. Sub -basin 19 includes a very small portion of the development that will drain through a curb cut directly to the north end of Pond C. Sub -basin 20 includes the northwest edge of the development and Pond C. Pond C has been designed to detain Basins 17 through 20 to 0.9 cfs and release directly to Timberline Storm 3. The outlet pipe, which will be constructed with the Timberline Project, will have a water quality outlet structure added with this Project. Basin 21 drains to this pond, but will not be routed through the outlet pipe. Rather, these flows will be directed over the pond spillway into Timberline Road. Sub -basin 21 is the same as Basin 11B in the Timberline Report and will be routed through Pond C. DRAINAGE DESIGN CRITERIA 3.1. Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 2001, developed by the Denver Regional Council of Governments, has been used. The "Timberline Report" has been used to determine release rates to the Sidehill Development. 3.2. Development Criteria Reference and Constraints The runoff from this project will be routed to conform to the Master Drainage Basins, the 6 I requirements on adjacent, developing parcels, and per the Timberline Report. 3.3. Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequencies utilizing the Rational Method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Additional sub -basins will be added with the final drainage design of the project. 3.4. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are included in Appendix C of this report. All storm sewers have been sized based on the 100-year storm (with tailwater based on time of concentration to the receiving ponds). Three detention ponds were designed using the FAA (Rational) Method. These calculations are in Appendix D of this report. All ponds release separately and are not in series, so this method is acceptable. 4. DRAINAGE FACILITY DESIGN 4.1. General Concept Proposed flow patterns will match existing patterns and those required by adjacent developments as closely as possible. 4.2. Specific Flow Routing There are 22 basins within this project of which 19 will be detained to the 2-year historic rate of 0.25 cfs per acre. All of the flows will be directed to Storm 2 and Storm 3 (Timberline Plans) and through the Sidehill development to FCRID. This is in accordance with the design in the Timberline Report. A summary of the release from the project is as follows: Timberline Report: • Total flow to Storm 2 (8.4 acres) (Pond 10) = 2.1 cfs • Total flow to Storm 3 (17.4 acres) (Pond 11) = 13.3 cfs 7 • _ Total flow to S�dehill and FCRID 15.4 cfs Timberline Center PDP: • Basins 2-11 (10.96 acres) to Storm 3 (Pond A) = 1.5 cfs Basins 12-16 (5.77 acres) to Storm 2 (Pond B) = 2.5 cfs • Basins 17-20 (3.69 acres) to Storm 3 (Pond C) = 0.9 cfs • Flow over spillway from Basin 1 (2.15 acres) = 1.9 cfs • Flow over spillway from Basin 21 (3.72 acres) = 8.5 cfs • Total flow to Sidehill and FCRID =15.3 cfs 4.3. Drainage Summary Drainage patterns for this project will meet the requirements of the Master Drainage Basins and will meet the requirements stated in the Timberline Report. 5. EROSION CONTROL 5.1 General Concept This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the existing drainage areas on the west and north sides of the site. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. The required performance standard for the site is 78%. During construction and after final paving and building construction, this figure has been exceeded with the use of silt fence, inlet protection and by using the detention ponds as sediment traps during construction. �,(jl1 L�f Cp -SZ1�7SOy The erosion control escrow amount is-$19,599. 5.2 Specific Details To limit the amount of silt leaving the site several erosion control measures shall be implemented during construction. Three vehicle tracking pads shall be installed at the locations shown on the plan to control the mud being tracked onto the existing pavement. 8 6. 7. Inlet protection will be used on all inlets throughout construction. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. The detention ponds will all be used as a sediment traps during construction. CONCLUSIONS 6.1. Compliance with Standards All computations that have been completed within this report are in compliance with the Storm Drainage Design Criteria Manual and the Timberline Report. 6.2. Drainage Concept All runoff from the devolvement will be directed to detention ponds and released to the Sidehill development east of Timberline Road and to FCRID. Release rates are in accordance with the Timberline Report and these release rates are significantly less than the approved design of Sidehill Filing 2 (100-year existing rates). All buildings have been designed to be elevated for protection from the failure of ponds and the overtopping of streets to the east. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001 and Volume 3, dated September 2001. 3. City of Fort Collins, "Stormwater Basins Map", dated June 1, 2004. 4. North Star Design and Interwest Consulting Group, "100% Design Drainage Report for Interim Timberline Road Widening, Drake to Prospect", dated July 20. 2005. 9 APPENDIX A VICINITY MAP 1 PROJECT LOCATION VICINITY MAP SCALE: 1' = 1,000' APPENDIX B HYDROLOGIC COMPtiTATIONS U Cl M N 0 C C C O � U � O LL 0 _T aJ U � O (0 w M 0 M E U 11 O 0 C 4 O -2 U E C O O U � N 0 U <D a p M E o cor O O o O E- < S u CC C C Q w C O O O Q 0 4 Of (n O Q o 0 O O CD O N Q E C w N c Ln m N 0) U rn p O o 0 0 O U L t a co 7 O 3 O Q N v c C O O (n Y C O fL N Q N Q C N C N x ro a s m m 2 O d w o o c c E E F- 7 7 H C c N 7 O o o 00 In N V Q O m O O N In CO m` a n m m m n o co m ro o n n n m o E L 0 LL o (n 0 0 CO O V N N M n (D M n M z w m m n N n O CO CO (D n n n n N O O O O O O O O o O O o O O O O O O � U w LL Uw o o cocoo v o o �n rn v aoi (n of � 0 � O 0 m � (n CO m m n N In N m 1N N m 0 Q `� m n M C N o N V M m N N Q J Y J Q W O O a, o M 0 n LO m in CO 0 V 0m M n M N M O m W LL. 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O n _ D p o o 0 D 0 z D ° O Q ZZZv [] co Q N tD N N m m m o o �D p m m D D D m = = y rn N O O C C _ APPENDIX C HYDRAULIC COMPUTATIONS Scenario: STORM A - I OOYR OUTLET n Cf) INLETA-1 --- N Area Inlet Sizing in a Sump Timerline Center Using CDOT Type-13 Grate Inlet LOCATION: Timberline Center PROJECT NO: 114-34 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/2/2006 Inlet Al Inlet Data: Width 1.88 ft Length 3.27 ft Solve for h using Orifice Equation Q = CoAo sgrt(2gh) where Q = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft) h = head on the orifice (ft) Q. = 1.22 cfs Ao = 1.16 ft' (Assumes 50% clogged) Co = 0.67 Solve for h: 0.04 ft Solve for h using Weir Equation Q = CLH"2 where C = weir coefficient H = overflow height L = length of the weir Q = 1.22 cfs C = 3.00 L = 7.04 ft Solve for H: 0.15 ft WEIR CONTROLS Q= 1.2 cfs d= 0.15 ft Area Inlet Sizing in a Sump Timerline Center Using CDOT Type-13 Grate Inlet LOCATION: Timberline Center PROJECT NO: l 14-34 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/2/2006 Inlet A2 Inlet Data: Width 1.88 ft Length 3.27 ft Solve for h using Orifice Equation Q = CoAo sgrt(2gh) where Qo = flow through orifice (cfs) Cp =orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft) h = head on the orifice (ft) Q. = 1.22 cfs Ao = 1.16 ft' (Assumes 50% clogged) Co = 0.67 Solve for h: 0.04 ft Solve for h using Weir Equation Q = CLH" where C = weir coefficient H = overflow height L = length of the weir Q = 1.22 cfs C = 3.00 L = 7.04 ft Solve for H: 0.15 ft WEIR CONTROLS Q= 1.2 cfs d= 0.15 ft Area Inlet Sizing in a Sump Timerline Center Using CDOT Type-13 Grate Inlet LOCATION: Timberline Center PROJECT NO: 114-34 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/2/2006 Inlet A3 - Double Type-13 Inlet Data: Width 1.88 ft Length 6.54 ft Solve for h using Orifice Equation Q = CoAo sgrt(2gh) where Qo = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft) h = head on the orifice (ft) Q. = 3.20 cfs Ao = 2.34 ft- (Assumes 50% clogged) Co = 0.67 Solve for h: 0.06 ft Solve for h using Weir Equation Q = CLH3/2 where C = weir coefficient H = overflow height L = length of the weir Q = 3.20 cfs C = 3.00 L = 12.33 ft Solve for H: 0.20 ft WEIR CONTROLS Q= 3.2 cfs d= 0.20 ft Area Inlet Sizing in a Sump Timerline Center Using CDOT Type-13 Grate Inlet LOCATION: Timberline Center PROJECT NO: 114-34 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/2/2006 Inlet A4 - Double Type-13 Inlet Data: Width 1.88 ft Length 6.54 ft Solve for h using Orifice Equation Q = C.A. sgrt(2gh) where Qo = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ftz) h = head on the orifice (ft) Qo = 4.61 cfs Ao = 2.34 ftz (Assumes 50% clogged) Co = 0.67 Solve for h: 0.13 ft Solve for h using Weir Equation Q = CLH"2 where C = weir coefficient H = overflow height L = length of the weir Q = 4.61 cfs C = 3.00 L = 12.33 ft Solve for H: 0.25 ft WEIR CONTROLS Q= 4.6 cfs d= 0.25 ft Area Inlet Sizing in a Sump Timerline Center Using CDOT Type-13 Grate Inlet LOCATION: Timberline Center PROJECT NO: 114-34 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/2/2006 Inlet A5 Inlet Data: Width 1.88 ft Length 3.27 ft Solve for h using Orifice Equation Q = CoAosgrt(2gh) where Qo = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft) h = head on the orifice (ft) Q. = 3.20 cfs Ao = 1.16 ftZ (Assumes 50% clogged) Co = 0.67 Solve for h: 0.26 ft Solve for h using Weir Equation Q = CLHsn where C = weir coefficient H = overflow height L = length of the weir Q = 3.20 cfs C = 3.00 L = 7.04 ft Solve for H: 0.28 ft WEIR CONTROLS Q= 3.2 cfs d= 0.28 ft 0 Q f.L a� 70 0 _Z cu Q o7 x:F— LU o O U j 0 0 0 7 0 N .- ��o����n (3)� W a. 0 W 0 Q N CO M O) O U C M (O N 10 N M Y O V V M E = c a W E O (0 (n M 0C @ n N 0 7 N N C N 30 p N N 3U d E N o v rn @ C N (V N 03 r aU (D E o (0 Ln M (c @ o r- U? rn r- ui � m o o rn LO _ > m M M � � M c C o 3- N 0 0 + < (0 Ln M (n E � (n am v @r am o o o D a) co V <f V V co y c o CL � m 0 h U _ Co CDo � N T O C (O O @ U V1 un 7 N 7 >� v Q C O >@ .y d O M C) M v LL d U fn O U 0 d Z N Y O O O O O E V' O CO (O N OO m T W n U O O O O O 0 n o Co M (n c - 0 0 0 0 N O' (n v O L N O O O O O L M w u) Ln O (n r_ N n O @ (0 m c (n N U) J N N @ LU = C QU 0 N U) O (n C_ C_ C_ c_ _c W C(7 CO CO 02 C7 .- 0 @ N co 7 d 0 W Q Q Q Q f rn C Z 3 F W W W W D J J J J J Q 0 o z Z Z z U E �. E @ Q Q G Q Q W @ 0 E h J J J J J �z z_zzzz_ a Lu rn Zc� E O C Z (n W CcCD c d a d d d ~° 0 @ m F- F- F- F- 1- J C O Q wow O ZOO J CO c 0 (u 9 O O O Q O O O O O O O O O ui d T co co co O O + LO —�� N••C' � OO + N If w� z'` 4 E Can u In C) IT 0) a�1- F— -t='—� (n N � O co ° 0 N--I� N -Coo cn O D0-j0U) cM O LO co cs3 Q p 00° C��00 N--N QC� NO 0Cn O O U-) (D po � M .�+M 'C V J U) Q) Q) pM CC)° .. > > W r O p 5--f` N O -0 QCO N� N 'O v + �- (D O 1` O ,O ,, O Oli7 �r7 .= C U) > >OCO° � .�QCNN� W�a ma O > 0 _Y V E o m co W 0 a a) co 0 N D 0 O 0 U m@ 0 �o (no r� t(L) o -0 Z w Y O O m U C N S 0 L N f0 fA N Ul = U O } w O O F- U) J a E w(0 ca E °°a LU Z � N J u) � y N W 0 m � O N F- C O 0 Y J / r r� z�0 O O O O O O E LO co + O co Q zNco Q .Q E 0 + N + (Do I�— 0 �V 0� u / C:, 0� -E -E ,.— CO a) N co 00 10 � C: N O 0 0 O m�W-- w a p o Z N U N O d co co 0 N N O N v w = } w c� 0 J Q U m E w U CL W Z c � N w l�6 CO O r O d� F- C O q h N � 4 � v r o � `V S r j o a o � U cp O L� O O CO V I� ti O 't 00 O C O C) N c'7 C � C4 m (9 _ y � >. E L U f9 O O (0 C LL y � U m Cl U � C M Co C C U g _ c � O U W d C m O U fU Q O E i U c0 a LL p C y m cm(n O fLp W O O Ca O O O p i:LLii) 0 m O L9 O UUj fn 2Cn�:W0 O 0 LO N + 0 0 0 0 N t O O O Ln O O O O O Ct u� co O N Q co O rl- co 0 U �M m� .N O O a 0 L N r O Z y 0 0 m rl- cry U C N u N _E _T U m O_ 0 ca w Q 0 Iq C (O N cB c c� V 4 v S to N y CT O CD O I.- O O (a) to to v O ch d tt Il- L o= z o 3 > > o a� p U � = a� CU tya t mcn= = U = a)f0 O (D c m U m W .o D (D 0) co Y Q j . O U U c y 3 0 U cS io O=UFm -- >z =z C 0 to CD LO N Q 00 0 0 V Z U � �a `m o) a� �u ° o �0� L y O 'D z y O m ch 0 N T U m a v a� m m� 5 Q O)LO C 66 co N �a L L) 4.0 `1 ^^v,/ t W L U o LOM �C C/) L CO O N a) o C) o r-- o 0 O Lo Lo V O co L r L w b C Z\ � 2 O N w O � � L U °- -0 v, m m m s 0 c mV)S a> C U O m O O a c m U vOi m m LLJ m w a� : m 3 s 1p o L m w m o 0 a� > aT U L) m 3 Z 0 a o �H(n Icn a) m 01:C) >Z It okl U C �— C C (D (9 o> Cl)N L O Q Z — .. LL a� c c o� C W O No Text 1 INLET IN A SUMP OR SAG LOCATION Project = TiMERLINE CENTER Inlet ID = INLET Bt ,f--Lo (C) Design Information Ilnputl Type of Inlet Type = CDOT Type R Curb Opening Local Depression (in addition to gutter depression 'a' from'O-AIIoW) a,. = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate L, (G) = N/A feet Width of a Unit Grate W, = N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) ,4m, = N,'A Clogging Factor for a Single Grate (typical value 0.50) C, (G) = N/A Grate Weir Coefficient (typical value 3.00) C„ (G) = NIA Grate Orifice Coefficient (typical value 0.67) C, (G) = WA Curb Opening Information Length of a Unit Curb Opening L, (C) = 5 00 feet Height of Vertical Curb Opening in Inches H,,,,, = 6.06 inches Height of Curb Orifice Throat in Inches H.. = 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W� = 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) CrC Curb Opening Weir Coefficient (typical value 2.30-3.00) Cw (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0 67 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coe` = VA. Clogging Factor for Multiple Units Clog = fljgl As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 19.8 cfs curb) d = NA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 19.8 cfs curb) d., = IN.M. inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 19.8 cfs curb) d, = NN inches Flow Depth at Local Depression with Clogging (0 cfs grate, 19.8 cfs curb) d„ = Mfki inches Resulting Gutter Flow Depth Outside of Local Depression inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coef = 1,25' Clogging Factor for Multiple Units Clog = O:Ofi Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 19.8 cfs curb) d , _ 4.7 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 19.8 cfs curb) d,,,, = 1 DA inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 19.8 cfs curb) d,, = g 3 inches Flow Depth at Local Depression with Clogging (0 cis grate, 19.8 cfs curb) d„ = 102 inches Resulting Gutter Flow Depth Outside of Local Depression d= 7.2 inches Resultant Street Conditions Total inlet Length L - 10.0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) _ 19.6 cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d Resultant Street Flow Spread (based on sheet Q-Allow geometry) = 7.2 inches Resultant Flow Depth at Maximum Allowable Spread T = dsp, = 19.8 feet 0.0 inches Inlet B1 - 100yr.xls, Inlet In Sump _, ;2006, 3 30 AM INLET IN A SUMP OR SAG LOCATION Project = TIMERLINE CENTER Inlet ID = INLET B-2 �Lo (C) Design Information llnput) Type of Inlet Type = CDOT Tape R Cufb Opening Local Depression (in addition to gutter depression 'a' from'Q-Allow') a,a„ = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L, (G) ='' VA feet Width of a Unit Grate W, = N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.. = N/A Clogging Factor for a Single Grate (typical value 0.50) C, (G) = VA Grate Weir Coefficient (typical value 3.00) C. (G) = NIA Grate Orifice Coefficient (typical value 0.67) C, (G) = VA Curb Opening Information Length of a Unit Curb Opening L. (C) = 5,00 feet Height of Vertical Curb Opening in Inches H,,.,, = E00 inches Height of Curb Orifice Throat in Inches H mme, _ 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63;4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) Wp = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = Oi 10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0 37 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coef =:ii, NIA Clogging Factor for Multiple Units Clog = ': ' WA As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 7.4 cfs curb) d. _ ; ,I 'i;' VA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 7.4 cfs curb) VA inches As an Orifice Depth at Local Depression without Clogging (0 cfs grate, 7.4 cfs curb) d„ = i;<? ':i:i ;`?:i:, N/A inches ,Flow Flow Depth at Local Depression with Clogging (0 cfs grate, 7.4 cfs curb) d,. _ ; 14A. inches Resulting Gutter Flow Depth Outside of Local Depression d�> NIAinches Resultina Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units C:.ef = 1 00 Clogging Factor for Multiple Units Clog = 0.10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.4 cfs curb) d� = 7,3 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 7.4 cfs curb) d„, = 77 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.4 cfs curb) d„ _ >.4 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 7.4 cfs curb) d= 7.2 inches Resulting Gutter Flow Depth Outside of Local Depression d,-c b = 4.7 inches Resultant Street Conditions Total Inlet Length L =' 5 0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) O = 7 4 cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 4.7 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 10.4 feet Resultant Flow Depth at Maximum Allowable Spread dl-Eaa = 0-0 inches 'i I Inlet B-2 - 100yrxls, Inlet In Sump 2/3i2006, 3.46 AM INLET IN A SUMP OR SAG LOCATION Project = TiMERLINE CENTER Inlet ID = INLET B-3 �— Lo (C) f H-Curb i _ — --- IT H-Vert W Design Information (Input) Type of Inlet Type = COOT Type R Curb Opening Local Depression (in addition to gutter depression 'a'from'Q-Allow) a,,,,, = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate L, (G) = WA feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A A = WA Clogging Factor for a Single Grate (typical value 0.50) Cf (G) = WA Grate Weir Coefficient (typical value 3.00) C. (G) = NIA Grate Orifice Coefficient (typical value 0.67) C, (G) = WA Curb Opening Information Length of a Unit Curb Opening L, (C) = 500 feet Height of Vertical Curb Opening in Inches H,,, = 6.00 inches Height of Curb Orifice Throat in Inches Hw,,, = 596 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W, = 1 00 feet Factor for a Single Curb Opening (typical value 0,10) Cf (C) = 010 ,Clogging Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0;67 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coef =' WA Clogging Factor for Multiple Units Clog = WA As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 13.1 cfs curb) d„, _ : WA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 13.1 cfs curb) d,,,, = .".:,; N!A inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.1 cfs curb) d„ = 1cNA: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 13.1 cfs curb) d,, = NIA: inches Resulting Gutter Flow Depth Outside of Local Depression d_,,, = NtA Inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units .................... Coef=: . --- 1125' Clogging Factor for Multiple Units Clog = . 0.06 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.1 cfs curb) dw = : 7.4 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 13.1 cfs curb) d_ = T7 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.1 cfs curb) = 5.6 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 13.1 cfs curb) = 60 inches Resulting Gutter Flow Depth Outside of Local Depression d,_; _ = 4.7 inches Resultant Street Conditions Total Inlet Length _ - 1 p 0% ;=et Total Inlet Interception Capacity (Design Discharge from Q-Peak) = 13,1 fs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 4.7 inches Resultant Street Flow Spread (based on sheet Q•Allow geometry) T = 15.3 feet Resultant Flow Depth at Maximum Allowable Spread dSRREAO = 0.0 inches Inlet B-3 - 100yr.xls, Inlet In Sump 2,`-2006, 3:51 LA1 INLET IN A SUMP OR SAG LOCATION ' Project = TIMERLINE CENTER Inlet ID = INLET B-4 -Lo (C)--( Design Information (Input) Type of Inlet Type= COOT Type Curb Opening Local Depression (in addition to gutter depression 'a' from'Q-AIIoW) a,,,., = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate L, (G) = N/A feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,.,, = N/A Clogging Factor for a Single Grate (typical value 0.50) Cr (G) = N/A Grate Weir Coefficient (typical value 3.00) C (G) = WA Grate Orifice Coefficient (typical value 0.67) C. (G) = . WA Curb Opening Information Length of a Unit Curb Opening L. (C) = 5.00 feet Height of Vertical Curb Opening in Inches H,,.,t = 6.00 inches Height of Curb Orifice Throat in Inches H,,,,., = 5.96 inches Angle of Throat (see USOCM Figure ST-5) Theta = 63:4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W, = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0.67 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef=: WA Clogging Factor for Multiple Units Clog N A' As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 9.8 cfs curb) d„, = N/A incr.es Flow Depth at Local Depression with Clogging (0 cfs grate, 9.8 cfs curb) d,,. _ NIA inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.8 cfs curb) ..................... d,, = is . N/A inches Flow Depth at Local Depression with Clogging (0 cfs grate, 9.8 cfs curb) cl . _ (:: NtA inches Resulting Gutter Flow Depth Outside of Local Depression dam. NIA inches Resulting Gutter Flow Depth for Curb opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef= " 25 Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.8 cfs curb) d_ = 6.1 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 9.8 cfs curb) d_ = 6,3 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.8 cfs curb) = 4.3 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 9.8 cfs curb) c „ = 4.5 inches Resulting Gutter Flow Depth Outside of Local Depression d„ „= 3.3 inches Resultant Street Conditions Total Inlet Length _ = 0:0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) Q , = g;gi cis Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 3.3I Inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 9,6'. feet Resultant Flow Depth at Maximum Allowable Spread dSPREAD = 0.6 inches IInlet 6-4 - 100yr.xls, Inlet In Sump 2'3;2306, S 53 AM r- O CL NQ) Li.. d O _Z Qi Q 'a7 O M O N O O N N U O t,- 7 r O) ITr N O O c0 co (3) O) M M B O C1 v v co v v = J r N C) r- M O M r _U O C O O O N O r (p N C') M v v'T v V' v � � J S E O Q) o N 0 0 w O m LD t` M is? r 0 0 0 N C to t- m w m m N W N 3 C 2 M M M M M M M m 3Uv 0 0 E m O Or- (M V D D o� E o m o m o o m aO O N M O N r O O m to co N > M M M M M M M M C C 3- 0 m 0 w o 0 0 v v E N M (P N O 0) (D CO (0 C v (D (D r t- N (D (D a) O M M M M M M M M C C a — Z) N O O) M M N M r N >, O O) O O O Q) (D O m— •-• (0 U N W)tD t` v v ITtD V N O > CD C v CO n (D M 1D O) r >, W M N O) O N CO r N lD (D W M M � N v N N N R W a U Uv O O O O O O O 0 (O (O r CO 00 v r O w (m mf� N O (D 0 (n � T LL U) n M O O O N O M (D (O r ao r o 0 0 o r M 0 �v L O 0 O O O O O O O V' M N NO tD O O m t- O CDCO co Lo (D O CO (O m CO J N c O y L L L L L L L L N Cn C_ C C _C _C _C _C _C m 6 W r N ('7 N M M c 3oz O 2 i 2 (9N r N M v m m m m m m m m a Z S S S S J J J J Z Z z z � o E o .0 z a a CL a a a a !- F 1- H J In (n 0 cn (n U) (n 0 W o 0 0 `o Z N gua) uj CO C O> Y V E � O c (n C_ O) C W ui N f` M O N Q N O O O O F- U U C � C O Q a m 0 (n O L m t o O -O Z N Y O O m t` co U C 0 0 L N f0 LU N W N � O cn (� S } W CD W C� W J Q m W E 0 °a W -@f0 (O z r) c .. J W 0� CO co � o N F C O i §ƒ( c o z�- §±)� k §2 I §k « 22 r 000 0 1# 9 0 9 0 0 g o 0 0 0 o 0 0 o R S\ ''o 2 ..4 ± 7 $ c \ % q o «_ cc d2 §E 2E$ / ¥¥ �g9«f k \ 0 ; .> > n o 7 / t..# a \k\ 0 BCD ~ I¥w S fan f .Td ZjEE/E. �$ k geo o #¥$ \%%\CD \+ I \ ->Jdno .I--c--¥ < n �CL3\\\ k G / i Q .q d» fe �\ n C= Cb\E .. 0o 2 % 2] \N�\ ; 0 / i . e $\ .�.co\(Da)R\* k I cc/. %// ®V � % \cpU-) ..\ y.. ..? «« o 0) § m a n y e@ m= >- g \§ Lo 99 t n § Co 2@ u e=tf /k ��� § « �m� } I--6 & . . .o \�3\\\ 2 �� ..... ...:/ } 4# E \ eg wE q% §� .\ n E 9 �E \ ¢$CD\\+ R§a TCS(°� z ©\ 2�3u$e Z�q mto �/q -#E �EE j2 »)§ ' �{R i1 O N > W WOO ZNno —N O O O O O O O O O O O O O O•• O � E d0' d0' cD M cN O M .- D J (!� O rr } N Cbcr--O O O 0 CO = (DL6 m ♦' J ` J o O E a `o J U) o u 2 00 N O E J U) T O L"-f VJ O O00C U I-O• o u N N In 00 . N _N O J�CJU)U) il-_j 4:� O N LO It 04mco U 0 C > , Nt (0 W T- cLCO N_ J�0 Lj050 Ct=f 4:� 000 N O li T— M CM U I — -t tf U) N NON0 Q� � c��~ QC� 00 N� J7)0JU)U) Wv 0 0 6 Z N gym jrra w O Y_ U E m ° c U c w ai .o a :E �i u� n co 0 N m � Coo co Z (') a) O O O O O O O O n E O O O O O O O O / CU O J C 4 N v� O qq C6 CO 14 co m m N/ M- 0 CY) m=cc) 0 O l+ NCO ' ,T 6 P1 • • E cM J (n O __M• O / y O m�0 2�L 00 �Mpis E V1 Ji2 =; O In m�N O 'qT COCh j J \� O l+ O ..................... �cv_O + O O O co � � Q � E -1 V = cl00 O CO cM vJ N NOo C �ONco N C.CCO N� r-i= O 0 �cLMM'� I- -E O (n N NC'70° > MO C c0) d (0 QC� NO JZ)OJ050 r- r- CON co CY N � 'j— co a)NON° —0 N O N JZ)0J(%�(n =i= O O N O r' CM M �\ (n > C��~ 00 N� N JDoJ-j0 n 1E fD co L6 LO n 0 0 N 4 L ItOOCE -NVJ 1-1 C�S�t c�ttt dSC � CO M��•' M ; 'Ct 4"— 4—� tp lq- 0C 0 «(D O > �Q) -E ED �=O> > (-4N (CY) O O O O O O O O OoO O 0 OOO r N O D 0 -j co tiIY) 0O 000O Y) COCj O (n N O O CO Q O » � � 3O0_ C/50 ,O Y / ---, oC O Q � � N i OLO C� U O — O N ' ' � QCO � _..............................:................ ......... ._....._...... _ O NO 0 J (n co 1� O N O 14' (Y � C'7 C'7 O C COqd' a) QC00 N �Z)DJ(5C6 :O No J a7- w O o 0 Z . m ui n 0 N co 0 n O 0 U U � C � C O QI � O COo L 0� r m O Z� Y O O m n M 0 c Eli O a� w � � O m w c� ¢ J U a E w v? v36a w702 Z c J � M � O M w CD m m 'c O O H C O :O No J a7- w O o 0 Z . m ui n 0 N co 0 n O 0 U U � C � C O QI � O COo L 0� r m O Z� Y O O m n M 0 c Eli O a� w � � O m w c� ¢ J U a E w v? v36a w702 Z c J � M � O M w CD m m 'c O O H C O Scenario: Storm C -1OOyr 02/03/06 05:19:22 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 INLET IN A SUMP OR SACS LOCATION' Project = TIMERLINE CENTER Inlet ID = INLET C-2 �Lo (C) I Design Information IlnDut) Type of Inlet Type = COOT Type R Curb Opening Local Depression (in addition to gutter depression 'a' from 'Q-AIIovit) a,,,., = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = f Grate Information Length of a Unit Grate L, (G) = WA feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0 15-0,90) A.. = NIA Clogging Factor for a Single Grate (typical value 0.50) C, (G) = N/A Grate Weir Coefficient (typical value 3.00) C (G) = NtA Grate Orifice Coefficient (typical value 0.67) C, (G) = NIA Curb Opening Information Length of a Unit Curb Opening L. (C) = 500 feet Height of Vertical Curb Opening in Inches H „t = 6.00 inches Height of Curb Orifice Throat in Inches Hit_ = --------------- 5,96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) Wp = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Ct (C) = 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) Cw (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) 0 _, Resulting Gutter Flow Deoth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = I N'A Clogging Factor for Multiple Units Clog = ; .:;:. WA! As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 5.6 cfs curb) d„, = N/A inches Flow Depth at Local Depression with Clogging (0 cfs grate, 5.6 cfs curb) d,,. _' NIA inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 5.6 cfs curb) d - „ - :. N/A: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 5.6 cfs curb) d,. _ NtAinches Resulting Gutter Flow Depth Outside of Local Depression d, t, _ NIA inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 5.6 cfs curb) dw = 6.1.1 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 5.6 cfs curb) = 6.4. inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 5.6 cfs curb) d„ = 4.4i inches Flow Depth at Local Depression with Clogging (0 cfs grate, 5.6 cfs curb) d , = 5,3: inches Resulting Gutter Flow Depth Outside of Local Depression d,_ = 3.4 inches Resultant Street Conditions Total Inlet Length L = 5;0. feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) p = 56. cis Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 3.4 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 7:9 feet Resultant Flow Depth at Maximum Allowable Spread dsnaeno = 0.0 inches Inlet C-2 - 100yr.xls, Inlet In Sump 2/12006, 9:04 AM INLET IN A SUMP OR SAG LOCATION Project = TIMERLINE CENTER Inlet ID = INLET C-3 -f --Lo (C)- f Design Information (Input) Type of Inlet Type = COOT TypeR, Curb Opening Local Depression (in addition to gutter depression 'a'from'Q-Allow) a„,„ = 3.06 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate L. (G) = WA feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.. = NIA Clogging Factor for a Single Grate (typical value 0.50) Cf (G) = N/A Grate Weir Coefficient (typical value 3.00) C. (G) = N!A Grate Orifice Coefficient (typical value 0.67) C, (G) = NIA Curb Opening Information Length of a Unit Curb Opening L, (C) = 5 00 feet Height of Vertical Curb Opening in Inches Hw = 6.00 inches Height of Curb Orifice Throat in Inches Hn o„ = 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63,4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) Wp = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = d 10 Curb Opening Weir Coefficient (typical value 2.30-3,00) C. (C) = 230 Curb Opening Orifice Coefficient (typical value 0 67) C, (C) = C 67 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = - NIA! Clogging Factor for Multiple Units Clog = i IWA: As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 17.9 cfs curb) d, = 1`4 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.9 cfs curb) d,,, = NtA. inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17.9 cfs curb) d„ _ ; WA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.9 cfs curb) dw =' NtA inches Resulting Gutter Flow Depth Outside of Local Depression d,.g t, _' NIA inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef= 1,25 Clogging Factor for Multiple Units Clog=:1::::. 0.06 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17.9 cfs curb) dam, _ : 9:1 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.9 cfs curb) d,,, _ 9.4 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17 9 cfs curb) d - 6.1 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.9 cfs curb) - gjg inches Resulting Gutter Flow Depth Outside of Local Depression d,.; _ -5.3 inches Resultant Street Conditions Total Inlet Length L = :64 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) p = jl 'g; cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 5.3 Inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = %6 feet Resultant Flow Depth at Maximum Allowable Spread d;RREA0 = 0.0 inches Inlet C-3 - 100yr.xls, Inlet In Sump 2/3l2006, 9:06 AM I V O O t, O U Q' E O O 0 O Z O 4) CL _ d: ci co w v: c 0 O z N a: Cc Wa � C%4 co rn (9 0> co ^ y Cl) Y Q _ E � min c n v ao E U? M cDcc c N co Cl) C7 U d CL o d E w m d o a0o r; M M M o S ;U 0 m to E CN v ca Oriio C 3 " cl m co o� " aU o N + E N M cc N OO 2 LO 40 LO co M m Q c C Oco O Q E cls CR v F LO LO `oi to U 2 (^ cc co C c ci a— c � c a� o� m N n n d � tm= O LC) V 0 0 Q N O r L _ O N _ N' 0 N N N z Q be O O` L n N 0 O c N to m Q — — N N CO n M N N t) j CO w LL a U co CO v N N C fC U 0 0 E OHO U� rn r w N N n UI N A CO coCl U) O _ n o O 0) u O a 0 0 H O O O } L In C7 O . N N lD J 0 z C J Q O y U U U U E N O O er W y U Cl) co N E 0 O -0-2102-6-- a. LU z m a� m o CO m J N M F a a a F- H H M G1 O F C O v' U � WONp Z(0LO — O M ..� Q Q cC J min U � W M O to Z — co MiE :3 W cm N o DoLO poM - E J � to o 0 0 0 0 0 o M M � chi 0 V M M m Cl) O to M r cm O N c co U L w MENU)_ UO Ltto•COD (n a) (Do -,TM .. > >CdNO J��J(nCn C..! C= N O 00 CM In to L `� NMm_ um C U > >MCMO 00 OT � C C N O a)N aC� NO J=)0J(nfn ctl_ C= cc ci N In U-) L LMM UC14 _��_c CO 0 CD aD o o v »U)MO N NC]CNNO J05 ....... . . ......... ............... . . . .. . . ..... . ...... Title: TIMBERLINE COMMERCIAL SOUTH SYSTEM Project Engineer: MIKE OBEF n:\...\drainage\final\storm d.stm North Star Design, Inc. StormCAD v4.1. 02/09/06 02:56:22 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA + 1 -203-755-1666 P ZILANDER 1 [4.2014] age 1 of 1 INLET IN A SUMP OR SAG LOCATION Project = TIMERLINE CENTER Inlet ID = INLET D-1 rt—LO (C) r H-CurbJ H-Vert I \o - Design Information (Input) Type of Inlet Type = CDOT Type R Curb Cpening Local Depression (in addition to gutter depression 'a' from'Q-AIIoi a,_ = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 i Grate Information Length of a Unit Grate L, (G) = NIA feet Width of a Unit Grate W, = N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,m, = WA Clogging Factor for a Single Grate (typical value 0.50) Cr (G) = NIA Grate Weir Coefficient (typical value 3.00) C. (G) = NIA Grate Orifice Coefficient (typical value 0.67) C, (G) = NIA Curb Opening Information Length of a Unit Curb Opening L. (C) = 500 feet Height of Vertical Curb Opening in Inches HV = 6.00 inches Height of Curb Orifice Throat in Inches Hw.a= 5,96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W, = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cr (C) = 0,10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C (C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0 87 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef - NIA Clogging Factor for Multiple Units Clog = NIA: As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) ................ _ >aFfA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) s+ - t�hp: inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) d, = NIA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) = N!Ainches Resulting Gutter Flow Depth Outside of Local Depression d.= N/A' inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units e f = 1 00 Clogging Factor for Multiple Units Clog = 0.10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) d, = 2.4 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) d,,, = 2.5 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) d-, = 2.5 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) = 2.8 inches Resulting Gutter Flow Depth Outside of Local Depression d,.,-„M = 0.0 inches Resultant Street Conditions Total Inlet Length - 5:0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) = 1.4 cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 0:0 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 0:0 feet Resultant Flow Depth at Maximum Allowable Spread d—EA. = 0,0 inches Inlet 0-1 - 100yr.xls, Inlet In Sump 21312006, 9 12 AM INLET IN A SUMP OR SAG LOCATION Project = TIMERLINE CENTER ' Inlet ID = INLET D-2 Design Information (Input) Type of Inlet Type = CDOT Type RCurb Opening Local Depression (in addition to gutter depression 'a' from 'O-Allow') al —I = 3,00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate ............. L, (G) = WA feet Width of a Unit Grate Wn = N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A... = N/A Clogging Factor for a Single Grate (typical value 0.50) Of (G) = N/A Grate Weir Coefficient (typical value 3.00) C. (G) =' NIA Grate Orifice Coefficient (typical value 0.67) C. (G) = WA Curb Opening Information Length of a Unit Curb Opening L, (C) = 5.00 feet Height of Vertical Curb Opening in Inches H,,.,t=: 6.00 inches Height of Curb Orifice Throat in Inches Hr ,.�_: 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63;4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W, = 1 00 feet Clogging Factor fora Single Curb Opening (typical value 0.10) Of (C) = 010 Curb Opening Weir Coefficient (typical value 2.30-3,00) C. (C) = 230 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 067 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef =' ... _ VA Clogging Factor for Multiple Units Clog = VA' As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 12.5 cfs curb) ................... d„, = Nfk inches Flow Depth at Local Depression with Clogging (0 cfs grate, 12.5 cfs curb) d„, inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 12.5 ofs curb) d„ inches Flow Depth at Local Depression with Clogging (0 cfs grate, 12.5 cfs curb) d,,, = NA. inches Resulting Gutter Flow Depth Outside of Local Depression d,_c,,,, = N/A' inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = 1.25'. Clogging Factor for Multiple Units Clog = >i 0.06' Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 12.5 cfs curb) d , = 7:2 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 12.5 cfs curb) d,,, = 7 4: inches Curb as an Orifice, Grate as an Orifice ......................... Flow Depth at Local Depression without Clogging (0 cfs grate, 12.5 cfs curb) d = S3 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 12.5 cfs curb) d. _ 5'7: inches Resulting Gutter Flow Depth Outside of Local Depression d,, = A:4 inches Resultant Street Conditions Total Inlet Length L = i 100 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) Q, = 12.5 cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 4.4 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = lt4- feet Resultant Flow Depth at Maximum Allowable Spread dSPREFD = 0.0 inches Inlet D-2 - 100yr.xls, Inlet In Sump 2/3/2006, 9:16 AM INLET IN A SUMP OR SAG LOCATION ' Project = TiMERLINE CENTER Inlet ID = INLET D-3 —Lo (C) Design Information (Input) Type of Inlet Type = COOT Type R Curb Opening Local Depression (in addition to gutter depression 'a' from'Q-Allow) a„ �s = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L, (G) = N/A feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,m, = NIA Clogging Factor for a Single Grate (typical value 0.50) Cr (G) = N/A Grate Weir Coefficient (typical value 3.00) C. (G) = NtA Grate Orifice Coefficient (typical value 0.67) C, (G) = VA Curb Opening Information Length of a Unit Curb Opening L. (C) = 5106 feet Height of Vertical Curb Opening in Inches H,,,,t= 6.00 inches Height of Curb Orifice Throat in Inches Hrx,k=: 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) Wo = ' 00 feet Clogging Factor for a Single Curb Opening (typical value 0,10) Cr (C) = 0 10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C) = 2,30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0 67 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef ='; N A Clogging Factor for Multiple Units Clog =!: WA As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) d , = NfA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) dw„ = NIA. inches As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 1.4 cfs curb) d„ = WA: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) d,,, = VA. inches Resulting Gutter Flow Depth Outside of Local Depression d,„t, inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef =l Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 1.4 cfs curb) d = p2?E inches Flow Depth at Local Depression with Clogging (0 cis grate, 1.4 cis curb) d„a = 1.. 5 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 1.4 cfs curb) d„ = 2i8 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 1.4 cfs curb) d. = 2,8 inches Resulting Gutter Flow Depth Outside of Local Depression d,_ _ = 0.0 inches Resultant Street Conditions Total Inlet Length L = 5.0 fee[ Total Inlet Interception Capacity (Design Discharge from ¢Peak) _ = 1.4 , fs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 0.0 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 0.0 feet Resultant Flow Depth at Maximum Allowable Spread dsree,+c = 0:0 inches Inlet D-3 - 100yr.xls, Inlet In Sump 213;2006, 9:13 AM 0 t ` E v O N N O) a7 O O co rn co co J •• m c7 Cl)c 3=V 0 O N E n c7 O f0 J n n CDc� V, � m m c� ch r� N = � a E v v rn v m C n E C) M M C7 C O 3 cU 0 E ch u) cn o cc U? n M U� N. n co O cc O v CO cM M m 12 aU E n co o LO m v v rn r a) r cn cci ui aj c c 3- 0 cn LO LO cn In n Ci N co LO LO w r- (D j M co m co in c O N O n m � .-. � v 0) v W U to (O 4 c7 r O > L n N N n Q� r r O (Do— r N N r L 01 N ch O a) c U� O O n r N N 0 n o m o —.0 .-. O O O N j lfl w 10 n M r LL O U N � r r U 0 0 0 0 n rn U? v c TLL � y v co cl o O o O O O m � V t ui 7 Ui O Im c N V 0 (0 a) CO r J C O O U U U U U) C C C C d LO N N N r 0 E o U :3 CD Z (� a1 a as J a d d CL N N N U) it W : — cl C "a Z N r W�a ca O 0 _Y U E o aD CO c C W 0 m L6 LO n M 0 N D co 0 n 0 0 H U C D c a`) rn� a 0 O (o a1 y O L Z Y O O CO n U C N 0 0 r a� A N N la W H w } U) D O 0 J Q E W N E 0oa wf� Z c •• w � a' aI m c O m ! N f- C O i �V- co "-- Lf� ZOiM N CO �- W -1 9 0 O M •� Q Q E C Jco c 0 t0 > W O O O O O M M M M m O 00 d v LO O M O MMM U L LO C� Cn N N U) >> N 00 N c c 0) ce? N Qc� NO JZ)QJ00 LO 00 1 _ 1 LO LO C ) CM .c U 2Ltt! C\ a) a) N N QC� NO L L M U C�Nv 0 W — — N N (�Q Q c v- N O w:°`� W c o z N U O O CL O W \M) `.0 (a ��' I 0 �U-)N 8 Scu))8pp�ppQ�Spp S�pg . ZT7�j M Cl)M M (~ M ('� COY) —� o cn LO �., O Lo N(ziM E � g a m rn a W� m v O O Y V E O C (n c c w O 0 0 L6 n 0 0 N Q m O n t0 0 C� c .n a w C o 0) O -0 Z N Y O m U') N �(Y) V ct-- �,p (n N a)O In ° >(C) T--T- O �NM Q J () U) o W D O In J Q E' W m u�a W mN Z c .. J i W � O � m A cn O 20 3R z N I- C O Scenario: STORM E - I OOYR INLETE-2 ---Z�-- :- �-- - - . ......... .......... . .... .. . ........... INLET E-1 41 1 INLET IN A SUMP OR SAG LOCATION Project = TIMERLINE CENTER Inlet ID = INLET E-t -Lo (C) Design Information (input) Type of Inlet Type = COOT Type R Curb Opening Local Depression (in addition to gutter depression'a' from'O-Allow') a,,,,, = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = Grate Information Length of a Unit Grate L. (G) = WA feet Width of a Unit Grate W, = NIA feet Area Opening Ratio for a Grate (typical values 0,15-0.90) Ar,n, = NIA Clogging Factor for a Single Grate (typical value 0.50) C( (G) = N/A Grate Weir Coefficient (typical value 3,00) C. (G) = NIA Grate Orifice Coefficient (typical value 0.67) C, (G) = WA Curb Opening Information Length of a Unit Curb Opening L, (C) = 500 feet Height of Vertical Curb Opening in Inches H,.,t = 6.00 inches Height of Curb Orifice Throat in Inches H.. = 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W, = 1 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = CJ0 Curb Opening Weir Coefficient (typical value 2.30-3.00) C (C) = 2,30 Curb Opening Orifice Coefficient (typical value 0 67) C. (C) = 0167, Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = NIA Clogging Factor for Multiple Units Clog = NIA As a Weir ................. Flow Depth at Local Depression without Clogging (0 cfs grate, 3.5 cfs curb) ci„ = NIA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.5 cfs curb) d , = WA inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.5 cfs curb) d = N/A inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.5 cfs curb) d„ = NIA inches Resulting Gutter Flow Depth Outside of Local Depression d,.c,,,, = NIA inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog = 0:10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.5 cfs curb) d , _ : 4.4 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.5 cfs curb) dV = 4.7 inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.5 cfs curb) d„ = 3.5 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.5 cfs curb) d,g = 3.7 inches Resulting Gutter Flow Depth Outside of Local Depression d,.c,,,, _ ^.7 inches Resultant Street Conditions Total Inlet Length L Total Inlet Interception Capacity (Design Discharge from O-Peak) C., = 3.5 is Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 1.7 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 1.3 feet Resultant Flow Depth at Maximum Allowable Spread cl-Eao = 00 inches I 2f3/2006, 5:26 PM Inlet E-1 - 100yr.xls, Inlet In Sump I INLET IN A SQMP OR SAG LOCATION Project = TIMERLINE CENTER Inlet ID = INLET E-2 �Lo (C)-- f Design Information (input) Type of Inlet Type = COOT Type R Curb Opening Local Depression (in addition to gutter depression 'a' from'O-Alloy!) a,o4., = 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate Lo (G) = NIA feet Width of a Unit Grate W. = NIA feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,mo = N/A Clogging Factor for a Single Grate (typical value 0,50) C, (G) = WA Grate Weir Coefficient (typical value 3.00) C. (G) = !QUA Grate Orifice Coefficient (typical value 0.67) C, (G) = y1A Curb Opening Information Length of a Unit Curb Opening L, (C) = 500 feet Height of Vertical Curb Opening in Inches H ,n = 6,00 inches Height of Curb Orifice Throat in Inches HT., = 5.96 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W, = 1.00 feet Clogging Factor fora Single Curb Opening (typical value 0.10) C. (C) = 0;10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C, (C) = 2i30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) = 0 61 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef = WAF Clogging Factor for Multiple Units ........................ ......................... Clog = ! . rYFA As a Weir ........................... Flow Depth at Local Depression without Clogging (0 cfs grate, 8.7 cfs curb) . ..................... ........................... d„, = : NFA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 8.7 cfs curb) d,.,, _ .,,,;I I;::: NtA: inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 8.7 cfs curb) ........................... .......................... ........................... d„ = i NJA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 8.7 cfs curb) do, = j,,,_„ ,.... _, IWAinches Resulting Gutter Flow Depth Outside of Local Depression d, g t, _ iNIA inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef =' 1:A4 Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice ..................... .................. .... Flow Depth at Local Depression without Clogging (0 cfs grate, 8.7 cfs curb) ........................... d. inches Flow Depth at Local Depression with Clogging (0 cfs grate, 8.7 cfs curb) d,„, = 35. inches Curb as an Orifice, Grate as an Orifice ......................... Flow Depth at Local Depression without Clogging (0 cfs grate, 8.7 cfs curb) d„ _' 7.9. inches Flow Depth at Local Depression with Clogging (0 cfs grate, 8.7 cfs curb) d„ = 9:0 inches Resulting Gutter Flow Depth Outside of Local Depression d,{„, _' 6.0 inches Resultant Street Conditions Total Inlet Length L = 5!0 feet Total Inlet Interception Capacity (Design Discharge from 0-Peak) O, _ 3,? Cis Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 6.0 inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.5 feet Resultant Flow Depth at Maximum Allowable Spread dsrp.ErD = 0<0 inches Inlet E-2 - 100yr.xls, Inlet In Sump 2i3/2006, 525 PM t 0 a 0 � Q � 0 2 � CL r� i/\ k§- kk £=s «=GE °° \/D Lea 0> )2 �2 £ {K &E ° \\R \\ 3 E § y \§\ 2 \2 0 E I=oCl) co _ _ \ E 2 / 7� / \ 22y / R , 3 : 0 m� \\ _ƒ /\\ 3 \z \ L) _ It °> /\ d/ \\\ j) /] p-co /\ -- }\\ _ 0 j� ) /!7 2a � - \_% Cl) / n = &2 *» \+ \\ j 0 0 ! f o /F \\ LU / \ \ /� -- co Lr) / ± ]o ®S \ «3 LLJe u z 4 ° § ) RZ }{ §| E jz Co 22 ww 2E uu \z /)� _ �� uj� z:2 E0 LU 2 \ =Co c- �� 8 E 2 {�§ $ 22 (/\ N W ctt who 0 00 Zp� _ O • C0 Q. 0 0 o � w �+�+ O o 10� 0 a ; O O c - co C M V^J E E JD�Cn 4� O O 0 C �LO C w o Z N � r, %1 m a c p > 0 w Q Y U E O N (n m W 1 U N a` 0 0 � N� (-)ILLo •— ti N Cn Q) a)OLoN _ > >0 .. 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Q _ 1�-_ - . . . . ......... ... ........... ... . . 1 F 0 /[FT, - 4-- / '-� - ... ... ..... 0 0 ------- ----- 2 L) 3i CL W -Z6 z , q co 71 1 --11-1—.1. mw O O r cLL G O t— U) O i C1 U U) t 'a7 E N0 M M N N N N M 3=" 0 0 CO E CD O N O CR lC J N O O n N M Q= cc N c (0 tO LO CA O n N N O (A n CO Of M CO M N N N N M C O S 3U 0 O E c 3 O O t70 Vd I� N O N" 0 0 0 M LO CO O L c)M CS N N c) c) N QU m V. t0 M n O N N> M N N N N N M c c 3- 0 o o M o 0 E U0 n v In ch n n U? m r CA CC) CD fU j� M co M N N m M VI C n- O T N O M CM.— . _ rn in ao rn ao r v CO U V) 0 N N N N M M N > W L M <j• M N O U') 0 CO CO CO CO ll� N v O 0 0 0 0 0 0 0 Q L O CO — O CO O CO O.. c v v IO v v M M d- 0 0 0 0 0 0 0 w 0 LO 0 CO 0 O _ y M N M n cA f� M 0_ U lyU O «) v v M It 0) O l9 v U O O O O N N N O O Iq U O CA a) N O O >%U- N O) CO v V' N O CO (O CO V: CC) 0A O) M CL O o O O O O O M n o L r*.: U? v o Ci _. M tO N O n M a)�- v n CO CN coIn J N N N C cu ll L L L L L L L uQ U)C C c C C C C (y �O O CO CO O M O M 0 r .- c E O U Z ui tU a a an.aaa.a F- Cn U) U) U) Cn cn Cn W Y o c `o Z N m 0 U) n M 0 N 0 c ��i V O �0 oN �t1 O M LL 0 v �OOM N N LL SON O c 0 o S o 8 Cl) M N III I i • 1• oc i i M � � 0)M i p + N N LO O L�L V- C O C) O N O o N O r = v 00 L a co CM U -tt �\ a O LO C Cr.T-0) --M �O �H� N M N F- -e -Eo >�4�TC� N �Q NO Kiooj V- v M 00 N N � U (%} N o In o >��4 N N o �j0&j w v — O c o Z N U O O IL U) O APPENDIX D I DETENTION AND WATER QUALITY CALCULATIONS 04/10/2006 LOCATION: Timberline Center ITEM: Water Quality Pond Sizing COMPUTATIONS BY: TDS SUBMITTED BY: ;`forth Star Design, Inc DATE: 04/10/06 From Urban Strom Drainage Criteria Manual, March 1969 (Referenced figures are attached in Appendix F) Use 40-hour brim -full volume with a 40-hour drain time for extended detention basin Water Quality Capture Volume = WQCV = (required storage/12)`(tributary drainage area) MAJOR BASIN Trib. area (ac) % Imperv. Req. Storage (in. of runoff) from Fig. EDB-2 WQCV (ac-ft) D•,NQ (ft) req. vol WQCV •1.2 (ac-ft) req. area/row (in'/row) from Fig. RP-3 40hr WQ volume 40hr Release Pond A 10.96 73.0 0.29 0.264 2.50 0.317 0.51 Pond B 5.77 66.0 0.26 0.124 2.50 0.149 0.24 Pond C 3.69 68.0 0.27 0.082 2.50 0.098 0.16 Required Storage = 1 ' ( 0.91 ' 1^3 - 1.19 ' I^2 + 0.78' I ) I = Imperviousness as a decimal Required area per row K, = 0.013 ' D„,42 + 0.22 ' D„, - 0.010 D_ = Depth of Water Quality Pond WQ outlet sizing for Pond A From Figure 5, Use circular orifice opening Required area 0.51 in # of columns = 1 Area provided/row = 0.60 inZ Area Required/row = 0.51 in Use 1 column of 7/8" opening WQ outlet sizing for Pond C From Figure 5, Use circular orifice opening Required area 0.16 in' # of columns = 1 Area provided/row = 0.20 in Area Required/row = 0.16 in Use 1 column of 1/2" opening WQ outlet sizing for Pond B From Figure 5, Use circular orifice opening Required area 0.24 # of columns = 1 Area provided/row = 0.25 Area Required/row = 0.24 Use 1 column of 9/16" opening WQVOL.xls Orifice Plate P rforation Sizing P0,11UA i Circular Perforation Sizing _ Chart may be applied to orifice plate or vertical pipe outlet. Hole DiaPO-2150; in. Sc Area per Row (sq in) (in) (in) n=1 n=2 n=3 1 /4 t 005 0.10 1 2 C.C8 0 5 0.23 3/8 0.375 2 0.11 1 0.22 1 0.33 7/16 0.438 2 ( 0 ' 5 0.30 0.45 1 /2 0.500 2 0.20 0.39 0.59 1 9/16 0.563 3 0.25 I 0.50 0-75 5/8 0.625 3 1 0.31 0.67 0.92 11 /16 0.688 3 0.37 0.7� 1 1. 1 1 3/4 1 0.75C 3 0.88 1.33 7 0.875 3 C.5C '.20 1.8C 1 1 7 1.000 4 j 1.57 1 2.36 1 1 1/8 1 1.125 4 0.99 1 1.99 I 2.98 1 1 /4 1.250 4 1.23 1 2.45 1 3.88 1 3/8 I 7.375 4 1 1.48 1 2.97 1 4.45 1 t 2 1.500 4 1.77 1 3.53 1 5.30 7, 1 5 8 1.625 4 1 2.07 4.15 1 6.22 if 1 1 3 4 1.750 4 2.41 4.81 ( 7.22 1 7/8 1.875 4 2.76 5.52 i 8.28 8Y 2 1 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 " I -3/8 " Cectonaular PerforgLjori jiLiri Rectangular Min. Steil Only one column of rectangular perforations allowed. Hole Width Thickness Rectangular Height = 2 inches 5" 1 4 .. Width Req 6" 14 Rectangulardth (inches) :red Area per Row (sq in) 7- 5/32 " 2" 8' 5/i6 9' 11 /32 10.- 3/8 .. >10' 1 /2 Urban Drainage and Figure 5 Flood Control District WOC V Outlet Orifice Drainage Criteria Manual (V.3) Perforation Sizing Orifice Plate Perforation Sizing POUCI Circular Perforation Sizing - Chart maybe applied to orifice plate or vertical pipe outlet. Hole Dia (in) Hole Dia (in) Min. Sc (in) Area per Row (sq in) n=1 n=2 ri 1 t /a 0.250 t 0.05 0.10 0.15 a/io I U.J1J 1 2 1 0.08 1 0.15 0.23 1 3/8 1 0.375 1 2 1 0.11 0.22 0.33 7/16 1 0.438 2 ' 0.151 0.30 0.45 1 /2 0.500 2 L.91111111hi, 1 0.39 1 0 59 1 9/16 0.563 3 0.25 0.50 0. ZS 5/8 0.625 3 0.61 1 0.92 " 11 /16 I 0.688 3 1 0.37 0.74 1 1.11 3/4 0.750 3 0.e4 C.88 1.33 7/8 5 E 3 C.6020 1.80 1 0 4 0.79 1.57 2.36 1 1 1 /8 1.125 4 0.99 1.99 ! 2.98 1 1 /4 1.250 4 1 1.23 1 2.45 i 3.68 1 3/8 1.375 4 i.48 2.97 4.45 1 1 /2 1.500 4 1.77 3.53 5.30 1 5/8 1.625 4 2.07 4.1 6.22 1 3 4 1.750 4 2.41 4.81 7.22 1 7 8 1.875 4 2.76 5.52 i 8.28 2 1 2.000 4 3.14 6.28 I 9.42 n = Number of columns of perforation; Minimum steel plate thickness 1/4 " 5/16 • I 3/8 " CEO.tugiaulcr Perfor at-o n J,Lli G4 Only one column of rectangular perforations allowed Rectangular Height = 2, inches Rectangular Width (inches) = Req_:red Area per Row (sq in) 2" Rectangular Min. Steel Hole Width Thickness 5" 7" IM6' 8" g" t0" >10" 1 /2 " Urban Drainogt and Figure 5 Flood Control District WOCV Outlet Orifice Drainage Criteria Manual (v.3) 1 Perforation Sizing Orifice Plate Perforation Sizing t�ovc� L' Circular Perforation Sizing Chart maybe applied to orifice plate or vertical pipe outlet. Hole OiarO ('") n50 Min. Sc (in) Area per Row (sq in) n=1 n=2 n=3 _ 1 /4 1 0.05 0.10 0.15 5/162 0.08 0.15 0.23 3/8 I n 175 7 I n tt n -)-t n i- 7/16 1 /2 9/16 0.438 0.500 0.563 2 2 3 0. Z0 1 T. T5 0.30 0.39 0.50 0. Q5 0.59 1 0.75 - 5/8 0.625 � 3 0.31 0.61 0.92 11 /16 0.688 3 0.37 0.74 1 1.11 3/4 1 0.750 3 1 0.44 0.88 1.33 7/8 0.875 3 0.60 , 1.20 1.80 i 1.000 4 0.79 1.57 ' 2.36 - 1 1 /8 1 7.125 4 0.99 j 1.99 2.98 1 1 /4 1.250 4 1.23 2.45 i 3.68 1 3 8 1 1.375 4 1.48 2.97 4.45 1 t 2 1 1.500 1 4 1.77 3.53 5.30 1 5 8 1 1.625 1 4 2.07 4.15 6.22 1 3 4 1 1.750 1 .41 4.81 7.22 1 7 8 1.875 4 2.76 5.52 I 8.28 2 2.000 4 1 3.14 1 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " ,ectonaular Perforation Siz-*-- Only one column of rectangular perforations allowed. Rectangular Height = Z inches Rectangular width (inches) = Req_:red Area per Row (sq in) 2" Urban Drainage: and Flood Control District Drainage Criteria Manual (v.3 Figure 5 WOCV Outlet Orifice Perforation Sizing DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES 10.0 R1 4. 2. 1.( ca d a) 0.1 C CZ C AM. 0.04 51W 0.01 0.02 I i I EXAMPLE: DWQ = 4.5 ft I WQCV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in 2 ) ; EQUATION: WQCV a= K 40 I in which, -11`7 K40=0.013DWQ+0.22DWQ -0.10 I� �Q) a Q�r I O� 0.04 0:06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Control District S-43 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER - POND A 114-37 MPO North Star Design 04/10/2006 Equations: QD = CiA Vi = T*CiA = T*QD V. = K*Qro*T S=Vi -Vo Rainfall intensity from City of Fort Collins IDF Curve A trib. To pond = 10.96 acre Cioo = 0.96 72% Developed C*A = 10.55 acre Qpo = 1.50 cfs K = 1.00 (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, i (in/hr) QD (cfs) Vol. In V; (ft3) Vol. Out Vo (ft3) Storage S (ft3) Storage S (ac-ft) 5 9.95 105.0 31489 450 31039 0.71 10 7.72 81.4 48863 900 47963 1.10 20 5.60 59.1 70889 1800 69089 1.59 30 4.52 47.7 85827 2700 83127 1.91 40 3.74 39.5 94688 3600 91088 2.09 50 3.23 34.1 102220 4500 97720 2.24 60 2.86 30.2 108613 5400 103213 2.37 70 2.60 27.4 115195 6300 108895 2.50 80 2.34 24.7 118486 7200 111286 2.55 90 2.17 22.9 123613 8100 115513 2.65 100 1.99 21.0 125955 9000 116955 2.68 110 1.87 19.7 130196 9900 120296 2.76 120 1.75 18.5 132917 10800 122117 2.80 130 1.66 17.5 136588 11700 124888 2.87 140 1.57 16.6 139120 12600 126520 2.90 150 1.48 15.6 140513 13500 127013 2.92 160 1.42 15.0 143804 14400 129404 2.97 170 1.35 14.2 145260 15300 129960 2.98 180 1.29 13.6 146969 16200 130769 3.00 Required Storage Volume: 130769 ft3 3.00 acre-ft Required Water Quality Volume: 0.28 in 120% Water Quality Volume: 0.31 acre-ft PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER - POND A PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/10/2006 Water quality required = 0.31 ac-ft 100-Year Detention Required = 3.00 ac-ft Total Detention Required = 3.31 ac-ft Water Quality WSEL 100-Year WSEL Spillway Top of Berm Stage (ft) Surface Area (ft2) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4932.0 0 4933.0 5500 0.04 0.04 4934.0 9600 0.17 0.21 4934.5 10625 0.12 0.00 0.33 4935.0 11650 0.13 0.13 0.46 4936.0 13850 0.29 0.42 0.75 4937.0 16200 0.34 0.76 1.09 4938.0 18700 0.40 1.16 1.49 4939.0 21300 0.46 1.62 1.95 4940.0 24000 0.52 2.14 2.47 4941.0 26900 0.58 2.73 3.06 4941.5 28500 0.32 3.05 3.37 4942.0 30100 0.34 3.38 3.71 4942.9 34240 0.66 4.05 4.38 4943.0 34700 0.08 4.12 4.45 4943.5 Detention Pond Outlet Sizing (100 yr event) LOCATION: TIMBERLINE CENTER -POND A PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/ 10/2006 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CA sgrt( 2g(h-E.)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft2) E. = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 1.50 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4931.70 ft Eo = 4931.90 ft h = 4941.50 ft - 100 yr WSEL Co = 0.62 solve for effective area of orifice using the orifice equation A,, = 0.097 ft2 14.0 in orifice dia. = d = 4.22 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d / D = 0.28 kinematic viscosity, u = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(pdu) = 4.45E+05 Co = (K in figure) = 0.62 check Use d = 4.2 in A 0 = 0.096 ft' = 13.85 in 2 Q m� = 1.48 cfs FAA Pond Axis 1,/C'�a"`p*te'r 5 Closed Conduit Flow 1 l� 1.0 0.9 K I 0.8 0.7 0.6 nc Red = AlYg h d K - tn3 104 105 106 Ventu'ri meters and nozzles �i Orifices id 080i 0.4 oil WIFIA 10� 102 104 10- 1 4Q _ Re' f = Trdv 37 xi0 Figure 5-21 Flow coefficient K and Red/K versus the Reynolds number ' for orifices, nozzles, and venturi meters (20, 23) 1 TIMBERLINE CENTER -POND A Emergency Overflow Spillway Sizing LOCATION: TIMBERLINE CENTER - POND A PROJECT NO: 114-37 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 04/ 10/2006 Equation for flow over weir _ of berm Q = CLH' H where C = weir coefficient = 3.1 4 + spill elevation H = overflow height L L = length of the weir 17 100 yr WSEL Spillways will be designed with 0.60 ft flow depth, thus H = 0.60 ft Size the spillway assuming that the pond outlet is completely clogged. North Detention & Water Quality Pond Q (100) = 89.10 cfs Spill elev = 4942.90 ft 100 yr WSEL = 4941.50 ft Min top of berm elev.= 4943.50 ft Weir length required: L = 61.84 ft Use L = 62.0 ft v = 2.27 ft/s LOCATION: PROJECT NO: COMPUTATIONS BY: SUBMITTED BY: DATE: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER - POND B 114-37 MPO North Star Design 04/10/2006 Equations: QD=CiA Vi = T*CiA = T*QD V. = K*Qpo*T S=Vi -Vo Rainfall intensity from City of Fort Collins IDF Curve A trib. To pond = 5.77 acre C100 = 0.87 66% Developed C*A = 5.02 acre Qpo = 2.50 cfs K = 1.00 (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, i (in/hr) QD (cfs) Vol. In Vi (ft3) Vol. Out Vo (ft3) Storage S (ft3) Storage S (ac-ft) 5 9.95 49.9 14984 750 14234 0.33 10 7.72 38.8 23252 1500 21752 0.50 20 5.60 28.1 33734 3000 30734 0.71 30 4.52 22.7 40842 4500 36342 0.83 40 3.74 18.8 45059 6000 39059 0.90 50 3.23 16.2 48643 7500 41143 0.94 60 2.86 14.4 51685 9000 42685 0.98 70 2.60 13.1 54817 10500 44317 1.02 80 2.34 11.7 56384 12000 44384 1.02 90 2.17 10.9 58823 13500 45323 1.04 100 1.99 10.0 59938 15000 44938 1.03 110 1.87 9.4 61956 16500 45456 1.04 120 1.75 8.8 63251 18000 45251 1.04 130 1.66 8.3 64998 19500 45498 1.04 140 1.57 7.9 66202 21000 45202 1.04 150 1.48 7.4 66865 22500 44365 1.02 160 1.42 7.1 68431 24000 44431 1.02 170 1.35 1 6.8 1 69124 25500 43624 1.00 180 1.29 1 6.5 1 69937 27000 42937 10.99 Required Storage Volume: 45498 ft3 1.04 acre-ft Required Water Quality Volume: 0.26 in 120% Water Quality Volume: 0.15 acre-ft PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER - POND B PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/10/2006 Water quality required = 0.15 ac-ft 100-Year Detention Required = 1.04 ac-ft Total Detention Required = 1.19 ac-ft Water Quality WSEL 100-Year WSEL Spillway Top of Berm Stage (ft) Surface Area (ftz) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4932.0 0 0.00 0.00 4933.0 2350 0.02 0.02 4934.0 4925 0.08 0.10 4934.5 6713 0.07 0.00 0.17 4935.0 8500 0.09 0.09 0.25 4936.0 12000 0.23 0.32 0.49 4937.0 14950 0.31 0.63 0.80 4938.0 17350 0.37 1.00 1.17 4938.1 17610 0.04 1.04 1.21 4939.0 19950 0.39 1.43 1.59 4939.3 21045 0.14 1.57 1.74 4940.0 23600 0.36 1.93 2.09 Detention Pond Outlet Sizing (100 yr event) LOCATION: TIMBERLINE CENTER - POND B PROJECT NO: 114-37 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/ 10/2006 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = Cho sgrt( 2g(h-E.)) where Qa = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A0 = effective area of the orifice (ft) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 2.50 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4930.60 ft Eo = 4930.75 ft h = 4938.10 ft - 100 yr WSEL C,, = 0.62 solve for effective area of orifice using the orifice equation Ao = 0.185 ft2 26.7 in orifice dia. = d = 5.83 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d / D = 0.32 kinematic viscosity, u = 1.22E-05 ft'-/s Reynolds no. = Red = 4Q/(pdu) = 5.37E+05 Co = (K in figure) = 0.62 check Use d= Ao = Q .- 5.80 in 0.183 ft z = 2.47 cfs 26.42 in 2 FAA Pond B .xls /C�a'p'ter 5 Closed Conduit Flow 1 10' 102 1.2 ' l.0 0.9 K ' 0.8 0.7 a�2 6 � Red _ _V2gAh d K - 103 104 105 106 and nozzN i0.50 101 10'- 103 104 105 l0 1 4Q rEc 7.,�r Figure 5-21 Flow coefficient K and RedlK versus the Reynolds number for orifices, nozzles, and venturi meters (20, 23) TIMBERLINE CENTER - POND B Emergency Overflow Spillway Sizing LOCATION: TIMBERLINE CENTER - POND B PROJECT NO: 114-37 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 04/ 10/2006 Equation for flow over weir _ top berm LHQ= CLH 4 Spill elevation where C = weir coefficient = 3.1 L lo H = overflow height p 100 yr WSEL L = length of the weir Spillways will be designed with 0.70 ft flow depth, thus H = 0.70 ft Size the spillway assuming that the pond outlet is completely clogged. North Detention & Water Quality Pond Q (100) = 39.90 cfs Spill elev = 4939.30 ft 100 yr WSEL = 4938.10 ft Min top of berm elev.= 4940.00 ft Weir length required: L = 21.98 ft Use L = 25.0 ft v = 2.05 ft/s LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) TIMBERLINE CENTER -POND C 114-38 MPO North Star Design 04/10/2006 Equations: QD = C iA Vi = T*CiA = T*QD Vo = K*QPo*T S=Vi -V. Rainfall intensity from City of Fort Collins IDF Curve A trio. To pond = 3.69 acre Cioo = 0.91 68% Developed C*A = 3.36 acre QPo = 0.92 cfs K = 1.00 (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, i (in/hr) QD (cfs) Vol. In V; (ft3) Vol. Out Vo (ft3) Storage S (0 Storage S (ac-ft) 5 9.95 33.4 10023 277 9747 0.22 10 7.72 25.9 15554 554 15000 0.34 20 5.60 18.8 22565 1107 21458 0.49 30 4.52 15.2 27320 1661 25659 0.59 40 3.74 12.6 30141 2214 27927 0.64 50 3.23 10.8 32538 2768 29771 0.68 60 2.86 9.6 34573 3321 31252 0.72 70 2.60 8.7 36668 3875 32794 0.75 80 2.34 7.9 37716 4428 33288 0.76 90 2.17 7.3 39348 4982 34366 0.79 100 1.99 6.7 40093 5535 34558 0.79 110 1.87 6.3 41443 6089 35355 0.81 120 1.75 5.9 42310 6642 35668 0.82 130 1.66 5.6 43478 7196 36283 0.83 140 1.57 5.3 44284 7749 36535 0.84 150 1.48 5.0 44727 8303 36425 0.84 160 1.42 4.8 45775 8856 36919 0.85 170 1.35 4.5 46238 9410 36829 0.85 180 1.29 4.3 46782 9963 36819 0.85 Required Storage Volume: 36919 ft3 0.85 acre-ft Required Water Quality Volume: 0.27 in 120% Water Quality Volume: 0.10 acre-ft PROPOSED POND VOLUME LOCATION: TIMBERLINE CENTER -POND C PROJECT NO: 114-38 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/10/2006 Water quality required = 100-Year Detention Required = Total Detention Required = Water Quality WSEL 100-Year WSEL Spillway Top of Berm 0.10 ac-ft 0.85 ac-ft 0.95 ac-ft Stage (ft) Surface Area (ft') tal 7(a Detention Storage (ac-ft) Total Storage (ac-ft) 4934.0 0 4935.0 1000 0.01 0.01 4936.0 3725 0.05 0.06 4936.5 4625 0.05 0.00 0.11 4937.0 5525 0.06 0.06 0.16 4938.0 7650 0.15 0.21 0.32 4939.0 11650 0.22 0.43 0.54 4940.0 16500 0.32 0.75 0.86 4940.3 18744 0.13 0.88 0.99 4940.5 19900 0.08 0.96 1.07 4941.0 23300 0.25 1.21 1.31 4941.5 26000 0.28 1.49 1.60 Detention Pond Outlet Sizing (100 yr event) LOCATION: TIMBERLINE CENTER -POND C PROJECT NO: 114-38 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 04/10/2006 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = C,A0 sgrt( 2g(h-E.)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 0.92 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4933.20 ft Eo = 4933.30 ft h = 4940.33 ft - 100 yr WSEL C,, = 0.62 solve for effective area of orifice using the orifice equation A. = 0.070 ft2 10.1 in orifice dia. = d = 3.58 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d / D = 0.20 kinematic viscosity, u = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(pdu) = 3.23E+05 Co = (K in figure) = 0.62 check Use d = 3.5 in A,, = 0.067 ft' = 9.62 in 2 Q m� = 0.88 cfs FAA Pond C.xls '/Ch-��ra'pter 5 Closed Conduit Flow 10- 1 1.2 0.9 K 0.8 0.7 S 1 i Red = AlTg h d K 10, 104 105 i::641 _C 106 Venturi meters and nozzles 0. 0.50 MNAWIAM .,..,101 102 10-1 104 10' IU" 1 4Q Red — 'rrdv � 1 I- Figure 5-21 Flow coefficient K and Red/K versus the Reynolds number 1 nozzles and venturi meters (20, 23) for orifices, , TIMBERLINE CENTER -POND C Emergency Overflow Spillway Sizing LOCATION: TIMBERLINE CENTER -POND C PROJECT NO: 114-38 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 04/ 10/2006 Equation for flow over weir tW of berm _ V Q = CLH3 z 4 + spill elevation where C = weir coefficient = 3.1 L H = overflow height 100NWSEL L = length of the weir Spillways will be designed with 0.70 ft flow depth, thus H = 0.70 ft Size the spillway assuming that the pond outlet is completely clogged. North Detention & Water Quality Pond Q (100) = 34.10 cfs Spill elev = 4940.50 ft 100 yr WSEL = 4940.33 ft Min top of berm elev.= 4941.20 ft Weir length required: L = 18.78 ft Use L = 20.0 ft v = 2.13 ft/s APPENDIX E EROSION CONTROL CALCULATIONS 10 / { � 4 F / c � 2 / \ ) � \ $ { f Z @ \ 2 10 rq r4In _ 3 e a R \ $ / eq fo C. 6 co § \ = C ± 7 r- a $ \ e n k U � • = z ■a R * � � ■ S ) § - § ( § ) \ ƒ § E E � \ \( = u e .2 c \ f »: - k e & �k\ = c _ � � o kk/ a u o / / �\\ 2 2 ) c � ' ) ) § b E7 v wt� LIZ / $¢ / 2 ± § f ° Q. ƒ \ 2 & It. \ ■ E / k 2 a k \cn / \ < 3 V q $ 0. < } \ _ North Star Design 'Jc� f^�L1 co 700 Automation Dr. Unit I Windsor, CO 80550 (�✓r-zy )3f}g /,./ To /�D►N1�.JT EFFECTIVENESS CALCULATIONS PROJECT: Timberline Center STANDARD FORM B COMPLETED BY: MPO DATE: 16-Feb-06 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL -c : SMOOTH CONDITION ROUGHENED GROUND 0.90 SEDIMENT BASIN 0.50 �' ROADS/WALKS 0.01 GRAVEL FILTERS 0.80 PLACED AT INLETS SILT FENCE 0.50 STRAW MULCH 0.064&;— ESTABLISHED GRASS 0.08 STRAW BARRIERS 0.80 EFF = (1-C*P)-100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) nit oLz'.� TOTAL AREA = TOTAL EFF = ' REQUIRED PS = 1 ZD.o4c- 47 % 4K 78% 1 I Erosion.xls 1 of 1 S144j c North Star Design 700 Automation Dr. Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS ?c) S"r �,.�ST 2JC_7r ► d /- L PROJECT: Timberline Center STANDARD FORM B COMPLETED BY: MPO DATE: 16-Feb-06 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL SMOOTH CONDITION ROUGHENED GROUND 0.90 SEDIMENT BASIN 0.50 Ak ROADS/WALKS 0.01 -9C GRAVEL FILTERS 0.80 PLACED AT INLETS SILT FENCE 0.50 STRAW MULCH 0.06 ESTABLISHED GRASS 0.084,— STRAW BARRIERS 0.80 EFF = (I-C'P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) ►)) t ((C.7)(0,08) 577 Ac.— 6qZA5s l4, ZO .O Ac— Tc tJ �2 �o,J DS TOTAL AREA = TOTAL EFF = REQUIRED PS = 20•°�-' �8• &.-sr 0-0 78% Erosion.xis 1 of 1 Cost Est J I EROSION CONTROL COST ESTIMATE Project: Timberline Center Prepared by: MPO ITEM IQUANTITY JUNIT COST/UNIT TOTAL COST Silt Fence 300 LF $3 $900 Straw Bale Barrier 0 EA $150 $0 Inlet Protection 20 EA $150 $3,000 Construction Entrance 3 EA $550 $17650 Subtotal Contingency (50%) Total $5,550 $2,775 $8, 325 CITY RESEEDING COST Reseed/Mulch 20 ACRE $725 $14,500 Subtotal Contingency (50%) Total $14,500 $7,250 $21,750 EROSION CONTROL ESCROW AMOUNT $21,750 Page 1 CONSTRUCTION SEQUENCE PROJECT: TIMBERLINE CENTER DATE: 5/12/06 Indicate by use of a bar line when construction will occur and when BMP's will be installed/removed in relation to the CONSTRUCTION phase. 7 CONSTRUCTION PHASE (MONTH) 1 2 3 4 5 6 7 8 9 10 11 12 GRADING (INCLUDES OVERLOT) OVERLOT DETENTION / WQ PONDS SWALES, DRAINAGE WAYS, STREAMS DITCHES 7—PIPELINE INSTALLATION (INCLUDES OFFSITE) WATER SANITARY SEWER STORM SEWER CONCRETE INSTALLATION (INCLUDES OFFSITE) AREA INLETS CURB INLETS POND OUTLET STRUCTURES CURB AND GUTTER BOX CULVERTS AND BRIDGES STREET INSTALLATION (INCLUDES OFFSITE) ' GRADING / BASE PAVEMENT MISCELLANEOUS (INCLUDES OFFSITE) DROP STRUCTURES ' OTHER (LIST) BEST MANAGEMENT PRACTICES STRUCTURAL ' SILT FENCE BARRIERS CONTOUR FURROWS (RIPPING/DISKING) SEDIMENT TRAP / FILTER VEHICLE TRACKING PADS FLOW BARRIERS (BALES, WATTLES, ETC) INLET FILTER FI; SAND BAGS ' BARE SOIL PREPARATION TERRACING - STREAM FLOW DIVERSION RIPRAP I OEM ' OTHER (LIST) VEGETATIVE ' TEMPORARY SEED PLANTING MULCHING / SEALANT PERMANENT SEED PLANTING ' SOD INSTALLATION NETTING/BLANKETS/MATS OTHER (LIST) 1 APPENDIX F TABLES AND FIGURES R-M-P Medum Density Planned Residetrtlal Oistrid — deagnation for medum denMty areas planned as a unit (PUD) to provide a variation in use and bouilding placements with a minimum lot area of 6,000 square feet R-L-M Low Density Multiple Family District — areas containing law density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one-tamily or two-family dwellings and 9,000 square feet for multiple -family dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot area✓ equal to 1,'2 of the total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting tt:e surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1/2 cf the total floor area of the building. B-L limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses wiL� minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of cornmerwal, service and storage areas. I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet- i-P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. i-G General Industrial District —designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development - For current and more explicit definitions of land uses and =ning classifcatiors, refer to the Code of the City of Fort CoUins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFFCOEFFiVEKTS FOR COMPOSITE ANALYSIS Character of surtam Runoff coet5dent Streets. Paridng Lots, Drives: Asphalt.......... .................................... -.................. - ..... _..................... 0.95 Concrete.................. _................... _.................................................... 0.95 Gravel.................................... ..... _...................................................... 0.50 Roofs.................................................... ------------------- ---------- ---------------------- 0.95 Lawns, Sandy Soil: Flat<20/6 ............... _................. ...................................... .................... 0.10 Average2 to 70/6 ....-..........................................--------------............... 0.15 Steep>70/6 -------------------------------....----........................-------------------------- 020 Lawns, Heavy Soil: Flat<20/0............................................................ __............................. 020 Average2 to 7%.................................................................................. 0.25 Steep>7/.........................••................................................................ 0.35 MAY 1954 3-4 DES*N CPXrERIA 1� 1 1 1 1 1 1 1 11 ai, 1 O t C : cl CD t t + t I O l ccLnLnLn I tt7 t CoCCrgp + - 1 1 1 t C 1 a�C) C` CNCCCOOC 1 t ' I t 1 C t q C1 m 1%C,C)CtmC'TC1c1C)00C ' t t 1 G l CCC CCCCCCCCCLn Ln L:. 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