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Drainage Reports - 12/31/2014
City of Ft. Colli �ppro Plans Approved By �' 'Date U-'�i-It FINAL DRAINAGE REPORT Harvest Park - Ziegler Mixed Use Lot 2 Prepared for: Architecture West, LLC 4710 South College Ave - Fort Collins, CO 80525 (970)207-0424 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970)674-3300 November 12, 2014 Job Number 1054-095-00 November 12, 2014 Mr. Wes Lamarque City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage Report for Harvest Park - Ziegler Mixed Use Lot 2 Dear Wes, I am pleased to submit for your review and approval, this Final Drainage Report for the Harvest Park / Ziegler Mixed Use Lot 2 development. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. This report addresses comments from the City dated December 31, 2012. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, � Reviewed By: Skylar Brower, P.E. Colorado Professional Engineer No. 44248 r v: ; •PP ev&i; 4-44248 p h 44248 %LAO- ii Robert Almirall, P.E. Colorado Professional Engineer No. 33441 R TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION...................................................................... 1 1.1 Location............................................................................................................................1 1.2 Description of Property.................................................................................................... 1 2. DRAINAGE BASINS AND SUB-BASINS............................................................................ 2 2.1 Major Basin Description .................... :............................................................................. 2 2.2 Sub -basin Description...................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA.......................................................................................... 3 3.1 Regulations.......................................................................................................................3 3.2 Directly Connected Impervious Area (DCIA) Discussion ............................................... 3 3.3 Development Criteria Reference and Constraints............................................................ 4 3.4 Hydrologic Criteria........................................................................................................... 4 3.5 Hydraulic Criteria............................................................................................................. 5 3.6 Floodplain Regulations Compliance................................................................................ 5 4. DRAINAGE FACILITY DESIGN........................................................................................... 5 4.1 General Concept............................................................................................................... 5 4.2 Specific Flow Routing...................................................................................................... 6 5. CONCLUSIONS...................................................................................................................... 9 5.1 Compliance with Standards................:............................................................................. 9 5.2 Drainage Concept............................................................................................................. 9 6. REFERENCES.......................................................................................................................10 APPENDIXA................................................................................................................................ A APPENDIXB.................................................................................................................................B APPENDIXC.................................................................................................................................0 APPENDIXD................................................................................................................................ D APPENDIXE................................................................................................................................. E iii ' 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location The Harvest Park / Ziegler Mixed Use development is located in southeast Fort Collins. It is located in the Southwest Quarter of Section 5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. The project is located west of Zeigler Road and the property will be split down the middle by the extension of County Fair Lane. The project is bounded on the north and west by Harvest Park Subdivision, on the south by McClelland's Channel, and on the east by Ziegler Road. 1.2 Description of Property The property consists of approximately 4.03 acres of land which will be separated into two parcels by the County Fair Lane right-of-way. Both parcels are owned by the DP ' Investment Group. The south parcel is considered the proposed development and is part of the final compliance plans and the north parcel will be developed in the future. The ' proposed development consists of approximately 2.71 acres and the future parcel to the north consists of approximately 1.32 acres. The project will consist of four multifamily building units and associated parking and drives. The land currently slopes to the south at a range of approximately 1.5% to 2%. The land is currently occupied by one single family home and several outbuildings. The majority of the ground cover is dryland vegetation or gravel. There is offsite flow from the parcel to the north that presently drains through the property. The offsite parcel consists of two single family homes, several outbuildings and large gravel areas. The McClelland's Channel is located on the southerly portion of the site. McClelland's ' Channel was mapped by the City in November 2000 and the McClelland's Master Drainage Plan was updated by Icon Engineering, dated November 30, 2003. There is a ' 100-yr floodplain/floodway associated with the channel. The channel is not mapped by FEMA; however, a copy of the FEMA FIRM Map No. 08069C0994F is located in Appendix E. There are no proposed improvements within the City Floodplain/Floodway boundary. ' 2. DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description The proposed development lies within the McClelland's Creek Master Drainage Basin. 2.2 Sub -basin Description The existing site drains to the south where it is intercepted by McClelland's Channel. ' The proposed development will increase the amount of flows that currently exists on site due to an increase in impervious area. Because the time -to -peak of the onsite basins will ' be much smaller than the time -to -peak of the overall McClelland Channel drainage basin (see Section 3.3) and due to the sites' close proximity to the river itself, the City of Fort Collins Stormwater Department has determined that water quantity detention will not be required. However, water quality treatment measures will be required for the developed site. Three off -site areas have been considered for this report. The first has been designated as ' sub -basin OS-1 which includes the eastern half of the Ruff property which drains into Ziegler Road. The Ruff property is located directly north of.the proposed development. ' Sub -basin OS-2 includes the Harvest Park Subdivision frontage along Ziegler Road up to the existing high point in the road which is approximately 850' north of the Lot 1 property line. OS-1 and OS-2 will sheet flow into the existing curb and gutter along the west half of Ziegler Road and flow south until it is intercepted by the new street intersection of County Fair Lane where the runoff will be collected in a Type R inlet and ' routed through the site via storm pipe to the water quality pond. ' Sub -basin OS-3 includes the Zeigler frontage just south of the proposed development that drains to the north via curb and gutter where it is collected in a low point with a Type R ' inlet. This runoff is conveyed via existing storm pipe directly to McClelland's Channel 2 I 1 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. 1 Step 1: Employ Runoff Reduction Practices ' To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected ' Impervious Areas (MDCIA). See the LID Area Exhibit in Appendix D. Where space allows, runoff from this site will be routed through vegetated areas and into 1 a grass Swale in order to slow runoff and promote infiltration during minor storm events. ' Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release 1 Once runoff has been minimized, the remaining runoff shall be treated through capture and slow release of the WQCV. The water quality pond located south of the site just 1 upstream from McClelland's Channel will accomplish this requirement. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. The only proposed improvement within a natural drainageway (McClelland's Channel) is the water quality pond spillway. This spillway will be stabilized with buried riprap. The outlet of ' 3 the water quality pond will be connected to an existing 24" pipe outfall that discharges into the channel which is currently stabilized with riprap and vegetation. Step 4: Implement Site Specific and Other Source Control BMPs ' Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters ' is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post - construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 3.3 Development Criteria Reference and Constraints ' The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality facilities are required for the new construction proposed on the site. Water quality will be met through the use of a grass Swale and a water quality pond. The City of Fort Collins has agreed that detention is not required for ' this development because the peak flow coming off of the proposed site occurs well before the peak flow in McClelland's Channel. Specifically, the peak flow during the ' 100-yr storm event from the proposed site occurs at 35 minutes. According to the Master Plan the peak flow just upstream of the proposed site in McClelland's Channel occurs at ' 1 hour 11 minutes. Please refer to the proposed hydrograph in Appendix B. 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year and ]0-year minor and 100-year major storm frequency utilizing the rational method. Colorado Urban Hydrograph Procedure was used to generate the 100-year hydrograph for the site. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. 4 1 1 4. 1 Water quality volume was calculated using the method recommended in the "Urban Storm Drainage Criteria Manual". All calculations are located in Appendix D. 3.5 Hydraulic Criteria All final hydraulic calculations were prepared in accordance with the City of Fort Collins Drainage Criteria and are included in Appendix C of this report. The storm system has been designed to convey the 10-yr flow wherever there is overland relief for the 100-year storm event. The 100-year flows will be conveyed overland though the street, drive aisle and grass swale in such a way as to prevent flooding of structures. 3.6 Floodplain Regulations Compliance A completed "City of Fort Collins Floodplain Review Checklist for 100% Submittals" has been included in Appendix E. All floodway/floodplain information is in compliance with Chapter 10 of the City of Fort Collins Municipal Code. Although the McClelland's Channel floodplain & floodway are within the limits of the proposed development, no improvements are proposed within floodplain & floodway. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed water quality pond on the southern most portion of the site where it will be treated before being released into McClelland's Channel. The pond outfall will be connected to an existing 24-inch storm pipe that discharges into McClelland's Channel. The total water quality capture volume (WQCV) for the site has been calculated to be 0.09 ac-ft. The WQCV elevation is 4905.6 and the spillway of the pond will be set at an elevation of 4906.3. The top of berm will be set at elevation 4907.0. All storm events that produce runoff greater than the WQCV will spill into the structure and connect to the 5 existing 24" outfall. When the capacity of the inlet is exceeded, flows will go over the spillway and drain directly into McClelland's Channel. Please refer to the water quality calculations located in Appendix D. ' 4.2 Specific Flow Routing ' A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin OS1 includes the area north of the proposed site that drains through the northern ' parcel that will be part of a future development. This runoff will be cut off by the extension of County Fair Lane and will be collected in the proposed catch basins and conveyed to the proposed water quality pond. This basin also includes the frontage of the ' existing portion of Ziegler Road. Runoff will follow existing flow patterns south along Ziegler road where it will be intercepted by the proposed inlets in County Fair Lane. Basin OS2 is a sub -basin from the Harvest Park Subdivision north of the site that drains ' to the east where it is intercepted by the Ziegler Road curb and gutter and conveyed south along Ziegler. This runoff will be intercepted by the proposed inlets at the low point in County Fair Lane. Basin 1 includes the northern half of the site, Lot 1, which is not part of this ' development. Future development will consist of either additional multifamily homes with associated drives or several commercial buildings with associated drives and parking ' lot. While this basin remains undeveloped during the proposed development of the southern parcel, runoff will follow existing flow patterns to the south where it will be ' intercepted by County Fair Lane and captured in the proposed catch basins. Flow will then be conveyed to the proposed water quality pond. Basin 1 also includes the northern half of the County Fair Lane roadway improvements. Runoff from the northern half of ' the roadway will be conveyed to the low point near the Zeigler intersection where it will be collected by an inlet and piped to the water quality pond. ' Basin 2 includes the existing Ziegler road frontage along the undeveloped northern ' portion of the site. Ultimate improvements (to be completed with the future development of the northern half) will include a detached sidewalk along Ziegler. All runoff follows existing flow patterns south along the Ziegler curb and gutter until it is intercepted by the proposed inlets in the low point of County Fair Lane. This runoff will be conveyed south to the proposed water quality pond. Basin 3 includes the northern half of the County Fair Lane improvements. Runoff will be conveyed along the curb and gutter to a new low point where it will be collected in a Type 5 inlet and conveyed via storm system #1 to the water quality pond. ' Basin 4 includes the existing Ziegler road frontage that is adjacent to the southern half of the site. Improvements will include a 6 foot detached sidewalk. Runoff will follow ' existing flow patterns along the Ziegler curb and gutter to a low point just north of the. bridge that crosses McClelland's Channel. Runoff is collected by an existing set of inlets and then conveyed directly to an existing discharge location in McClelland's Channel. ' Runoff from Basin 4 is not conveyed to the proposed water quality pond. The proposed pond is treating approximately 510 LF of existing Ziegler Road frontage that is included ' in Basin OSI. Basin 4 consists of approximately 498 LF of existing Ziegler Road frontage that will not be treated in the proposed pond. The City has agreed that it is ' acceptable to not treat Basin 4 and trade that water with the runoff from the Ziegler frontage in Basin OS 1. Basin 6 includes the County Fair Lane improvements that are east of the proposed high point (approximately 40 LF). Runoff will be conveyed along the curb and gutter to an existing low point in County Fair Lane approximately 120 feet west of the property line. This runoff is conveyed to the Harvest Park Pond. This area was accounted for in the original Harvest Park Drainage Report. Basin 7 includes the western half of the roof of Building A. Roof runoff will be collected and hard piped to a private storm system which will convey the runoff to storm system #1 which drains into the water quality pond. Basin 8 includes the eastern half of the roof of Building A. Roof runoff will be collected and hard piped to storm system #1 which drains into the water quality pond. Basin 9 includes the western half of the roof of Building D. Roof runoff will be collected and hard piped to storm system #1 which drains into the water quality pond. 7 ' Basin 10 includes the open space between buildings A and B. Runoff will sheet flow to a proposed lowpoint where it will be collected with an area drain and conveyed to storm system #1 which drains into the water quality pond. Basin 11 includes the western half of the roof of Building B. Roof runoff will be collected and hard piped to a private storm system which will convey the runoff to storm system #1 which drains into the water quality pond. 1 Basin 12 includes the eastern half of the roof of Building B. Roof runoff will be ' collected and hard piped to storm system #1 which drains into the water quality pond. Basin 13 includes the parking lot between Building C and D. Runoff will sheet flow over the pavement until it is intercepted by the curb and gutter and conveyed to a lowpoint in the southeast corner of the lot. A Type R inlet will collect the runoff and a private storm ' system will convey the runoff to storm system #1 which drains into the water quality pond. ' Basin 14 includes the western half of the roof of Building C. Roof runoff will be collected and hard piped to storm system #1 which drains into the water quality pond. Basin 15 includes the concrete drive that provides access to all buildings on site. The ' drive is an inverted crown and all runoff will be conveyed to south where it will discharge directly into the water quality pond. Basin 16 includes the • eastern half of the roof of Building C and D as well as the ' landscape area between the Ziegler right-of-way and the Building C and D. Runoff will be conveyed to a grass swale which will encourage infiltration. Due to the poor on site soils, the swale will have an underdrain system to eliminate standing water. Access ' runoff in the swale will be collected with an area inlet and connected to an existing 24" storm sewer pipe that discharges directly to McClelland's Channel. Please refer to ' Appendix D for grass swale calculations. 1 8 ' Basin 17 includes the walk and landscape area west of Building A that cannot be ' collected and conveyed to storm system #1 due to site constraints. Runoff from this basin sheet flows into the Harvest Park detention pond directly west of the site. ' Basin 18 includes the walk and landscape area west of Building B that cannot be collected and conveyed to storm system #1 due to site constraints. Runoff from this basin sheet flows into the Harvest Park detention pond directly west of the site. ' 4.3 Drainage Summary ' Drainage facilities located outside of the right of way (including the grass swale, water quality pond, proposed storm drain system and the pond outlet) will be maintained by the owners of the property. S5. CONCLUSIONS 5.1 Compliance with Standards ' All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the ' Storm Drainage Design Criteria Manual. All floodway information is in compliance with Chapter 10 of the City of Fort Collins Municipal Code. 5.2 Drainage Concept ' The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of ' Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 3. ICON Engineering, Inc., "McClelland's Creek Master Drainage Plan Update", dated November 20, 2000 (Revised November 20, 2003). 10 APPENDIX A VICINITY MAP AND DRAINAGE PLAN A ai m HARM ■■■■■■■ �IIIIIIII■ -� ■■■■■■■ ■11111111� �� F i iiii - ■11111111■ =` - -... ZIEGLER MIXED USE VICINITY MAP SCALE: 1 11 = 800' FOSSIL RIDGE HIGH SCHOOL 10 SAGECREEK I I SUBDIVISION I;. 1;: I.y 1` / AA OUAUTY 7 xs n s11 KK IBpB.1 wee 2 �,. °— 6 F N /--- I- 1 -- -- / Lam_ HARVESTPARK 1 F--l� �"SUBDIV/IS/i N III /!I 1111I 1 1 IL I I I I11 111 j I 1 I I a; L_ 1 1 I I I 17 L 1 --I L--j AAA A. t ' s r----------� 11 HARVESTPARK DElEN770N POND 9 18 10 T—s-_ _ _--- _ _ 3WeR R STM DUVALL / m YCQEIIAND u,AN1aE I cWLIA a R.00DWAY lPIDRT (TIP) I I `• ` I 1 m I —XXXX� EXISTING MINOR CONTOUR --XY.xX— EXISTING MAJORCONTOIR �X7W5_ PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR' PROPOSED DIRECTION OF OVERLAND FLOW PROPOSED DRAINAGE BASIN DNIDE LINE G=DRAINAGEBASINID MAJOR STORM RUNOFF COEFFICIENT DRAINAGE BASIN AREA. ACRES �► PROPOSED DIRECTION OF OVERLAND FLOW OMC CLELLANDS CREEK CROSS SECTION ......•..• MC CLELI-ANDS CREEK BFE NOTES 1. THE PERIMETER OF THE CONSTRUCTION AREA SHALL BE FENCED OFF USING ORANGE CONSTRUCTION FENCING OR OTHER CONTRACTOR FENCING. 2. NO PERMANENT OR TEMPORARY STORAGE OF EQUIPMENT OR MATERIALS SHALL BE ALLOWED WITHIN THE FLOODWAY. 3. DEVELOPMENT ACTIVITES WITHIN THE NATURAL AREA BUFFER ZONE: SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 4. A FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR ANY WORK WITHIN THE FLOODPLAIN. ANY WORK WITHIN THE FLOODWAY MUST BE PRECEDED BY A NO RISE CERTIFICATION. 5. TEMPORARY OR PERMANENT STORAGE OF EQUIPMENT AND MATERIALS IS NOT ALLOWED WITHIN THE 100�YEAR FLOODWAY AND FLOODPLAIN. ' SCALE: 1"= 50' I I RON RUFF J 5/177/EGLER ROAD ' .J N 110 a 0 Lo O 100 0 00 0CD- - -- �I � f — W W U) �r O ON ML ON ONLY I I I ` I I ' • C IJ1� V Z WS --� L—� I A� y_ HARVESTPARK SUBDIVISION a W J m N 1 r-J w 0. p W w O U Z - -1 I , I a. 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PRELIMINARY NOT FOR CONSTRUCTION CITY OF FORT COWNS, COLORADO UTILITY PLAN APPROVAL = p � Z F u u N al .m N W O Q ll W I u �I APPROVED: Ott MOWER PATE CHECKED BY: } WAIER a WASTEWATER UMW DATE +( CHECKED BY: I I STORYWAIER UT0.1tt DALE \ CHECKED BY: PARKS a REOMAnON DATE PROJ. NO. 11 s4DDs00 CHECKED BY: n,ARIC MOWER DATE 15 OF23 CHECKED BY: —BAR-- ENYJtWNENTAL PLANNER r APPENDIX B HYDROLOGIC COMPUTATIONS 10 n W R 2 U i W O H � O S P O N OI O 11 b b 1� b n b h b N n T to (7 N b d L OI a7 OI N Q - O O p 0 0 0 0 6 6 O O O b N Q Q O (7 N b d 0 O N N Q N O O N O O O O O O O O O O O O O O O O O N O C n {7 p O O O O O O O O O O O O O O N b O O Q b E u b b b b ui b b b b b b b b b b b b b b N r� m - O b O O O O O O O O O O O O O b O O, b M E N N N M N N N N i(1 IN N N N N N t0 w Y) N 1Z u E � � b b b 6 b b b b b b b b b 6 b b 6 b b !� p N 10 b OI OI [7 OI O O O O O O b b OI O O O O O O 1? N O O O O O O O O O b 10 O N t0 d b N Q b VO O O O O O O O O O O O O O O O O O Oyy O O O O .N.. 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O � 1,111 7 O 7.7 b N b N N N O "I" O N CJ N O O b O C D N O O O O O O O M O O O b b O E LL o o m o m a n n m m r� n in n Y m o O b n Q V @ b b b m b m b m b N N N N N N m N b O O O 40 l7 0 0 O 0 0 0 0 0 0 0 a O ¢ C N C � r C O O C C C C C C C O C C G O O G C O G O O C O O O O O O O O O O O O O O O O O O O O O O O t7 N N O Cl m m m N O O O b O O O O N O O O b b O p m N N O N W N 10 10 N t0 O O 10 O O O O O O O b O � 0 0 0 m b f m N m m O N n N m l7 t7 (7 O M M t'1 m V N ¢g 1010 a n urn ma mmmmmmNmv n O� min " E " O O O O O O O O O O O O O O O O O O O O O O O N N N N N N N N N O O O N O O V O N N N O N O o N O O O O O O N N N N N V N b m b m O N m b O �O N O b N O b b m O L 0s a N N N m m m J p O N b m O m O n b J ¢ O O O O O O O O O O O O O O O O O O O O O O O W p U m t � Z H N O m V m O N N N n C m m O m m O O O O O O m m O O m or o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e N N N H z y -a m — 000 � w N � Z y Q Z F mm y o N w 2 N O E U } Q r N � LL N Z o_ o LL Q C � Z Q 0 W N Z O U LL O cW G F N Y Q 2 n M o 0 0 0 0 0 0 0 0 0 0 0 0 0 o m b o 0 d m ~ E LL M N N M N m b m M d d d It d d d d b N 7 M M � E m V Y tl O O M O b b O N N N O N N m N M d N b b N W$ J n Im+l N M N M N N m m m m m m m r b N N N N N n = m A Z N U ¢ F u 7 n M n n o M d d d m It d o d m b M d d m U � C lV fV [V G G C C G G C C G C O O N 1N 0 O^ E lM J LL W m n b n d, moo b n -m b M N N lV M M N N N N N M N 0 0 0 0 2 U m b b m b b m b 1010 N N N N N N m N m d O O N M R m O O O O O O O O O O O O O O O O O O O O O O O O C C w JO O O O O O O O O O O O O O O O O O O O O O O O WF F o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S M I(1 N O M m M m N O O O N O O O O b O O O b b e m N N W ~ m N d M J L d M N N N N m M M M M M N N N N W Z a vr J v f b b N N N N b N N m N m M M d m m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 o a O e N O O O O O O N b m N d N m m m m O m N m O N N O N N d N N m O �sa J N b M m M M o M O 0 o 0 o m m M o 0 o 0 o n o N o 0 o 0 0 0 0 o 0 b n b otp u> V in d N m V 0000� .=oo� moo-- �0000co � U O N m d V O b m N N N b N b d N b M O m O n W m m n n m m m m n m m m d m m m m N N d M N m O J L U Q W t � 2f ' O d m N d m b O r m O O n O O r m O O N n O m b M N d O O r M M 0 m O � N N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v Q W r J Qm N N N N M d b b r m M O N M d b b n m M 000 m w N p z r 9 m f N O N C l0 C A N m N C U 0 O LL O U O M d ll 0 m a C d N O U O m � m Z t � U 3 C Y LL O t 16 U O � C m w m E 'C N N N t0 a e E E O` N N II o + J N « C ^ > of U U m E U) z E 0 N II 7 ' II - N d C wU � .` 0 O r u U E 0 z z N zoo _ou wa U (L O ..7n.� Y Q E W R J H 0 N N V 0 O F N y Q U cc w c Y 2 _m c 2 O H p w o a a t� _� L M p� M m m aD m m �p m m m m eD m m 1p m tp m N W 1p m N m N m Ip m tp m m m m �p m m O m m n m d m �_ p?�om0000000000000moo��p �"? p E M r N N N N N N N N N N� N N N N �O t0 N UI n d U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � �n mmoNnmmmm�on mNnm indnM O' O' O' O' O' O O0 O O' O' O' V LL LL W o r„ U) % N p N M J > > N N N N M d N m n m m O N M d 1p m n m o j 000 V ~ y ¢ w W cc O c � C rn � N O 0 a Z 7 U LL o- U E �0 O _m U E r C U � m 7 vi (d 'COO O N U t c N i m U N Q O U N C c o N O O C Q N c N .O m N m i w 'ro 'O cc II II o U II II U It Q m m d L m ll ' C O N II n N 0 ui 0 0 Z N LL LL O z m cc Y Q a o� G Q OW o W J Q z _O H Q f� O u U PO vl z z O � O zz¢ _O U F < U O O O 0 Y 2 Q U) W 0 MO 00D C r o O O H � U O W Oc Y rn c o .N S 'o Q t o a U N V N n M W i0 O� 0p N M V M N M a N M a n ci M 06 s��oMao�0000000000 0 0000m L fn N n CD n n n n n n n n n n n n n 0 l!) OD N t0 _ c 5 N ri M v O e N v OD v M v W v N v M a ap v OR a ap v 00 v OD v 00 v W v W a V v N v n v n v N a N of o w o o_ om E ��vi ui ui vi vi ui vi ui ui ui ui ui vi vi iri�ra ui vines U O N (O O UI n O n M O aD O ap lO t0 OI n GO � CO CIS 0 N <D v i0 O� N O� O OD O> M �O 0 M N O It M O N n tp U o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Ol 0p O N n O� c0 n W n O n N N n O� N V n M Q N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v LL LL W � o 2 y z i N J >> w o N n 000 ^ ¢ U ~ U j W Ix O G c rn H O o a 2 7 U LL 0 O 0 t5 E O M E r m U _ 0)C C io 01 m :6 co ca U M N N N a C ;aU Q C rn c —_ m lC O y = V C m m c W o_� crov u u CJUU II u m IIQ° C4 m L LL � c o _ ' N II n c ui O z 0 0 J z Z LL O LL LL LL 0 Z Y Q a5 Q 0 > O W 0 v J Q Z 0 Q u Q) U E (� N z o O F F FQ W 0. i 0 o a .a0.U0 Y Q i W 2 l I I I I I I I I I I I I I 1 1 _o U f _O N U Q W O c >E rn Q O w a a ci 0 U o �n m m m m m m m m m rn m m m m m M v m rn n �n c � I� ai ai of of ai of of of ai of of a; ai ai of of ai of ai of a6 � c M o 0 0 0 0 0 0 0 0 0 0 0 o m m o O v a0 E D ui vi ui N vi ui 66666666 i vi ui 6 i ui vi Sri Sri ui ui vi ui ui uin� U tND OD Omi 0 0 O CO 00f 0 0 0 N 0 0 0 0 N a N m U 0 0 0 0 - 00 - O , 0 0 0 0 0 0 �n maooNn m�nwnon mNnm invnM LL LL W O y Ol 'N (/1 N cn m fn N M V N {O n OD Ol O N M O M <O n aD O> to J cc U U U Q ¢ U W > W a o C y C d o a O_ Q X J Q Z LL O LL APPENDIX C' HYDRAULIC CALCULATIONS C DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: Harvest Perk - Ziegler Mixed Use Inlet ID: At Show Details ROADWAY CENTERUNE — Design w: ONLY 11 ameacy, aefermensootmerme s: Minn Worksheet Protected (local peak flow for to of saw1 OR gams-finnd Channel): 'OKna = 5�. cis values in Row 14, side the rest of this sheet and - proceed to sheet O-Allow or Area Mkt. FILL IN THIS SECTION R... n onna n: tEmer was in the Immune can;: FILL IN THE Subcatchnera Area. Acres SECTIONS BELOW. Percent Imperviousness. % Site Tyre: FMrs Developed For NRCS Soil Type = A, B, C, or D O 912 h uresn 0 sheet lawns Slope (fv11) Length (f0 O 9@ is Nmiaban O Area Idtls In a Median Overland Flow = Channel w - Flow to eras uc = r r at a Minortorm MajorStom Design Slone Return Pedad, T, - years Return Period One -Hour Pre, Pr= inches Cr= User-Dell.d Storm Runoff Coefficient (leave the blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a tabulated value), Cs = Bypass (CanyOver) flow tram upstream Subcatchments, Oo a d00 0.00 cts Total Design Peak Flow, O c 5.9 15.3 off; Inlet A-1 (5 FT TYPE R).xism, O-Peak 9/1012014, 8:01 AM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Dr Geometry (Enter data in the blue cells) mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb 1t of Curb at Gutter Flow Line me from Curb Face to Street Crown rr Width -t Transverse Slope rr Cross Slope (typically 2 inches over 24 inches or 0.083 f /ft) -t Longitudinal Slope - Enter 0 for sump condition ring's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) TBACK= 10.0 it SB CK = 2 21 fVit nMCK= 0.016 Rcuns = 6.00 inches Tcnown = 18.0 it W - 2.00 it S. = 0.020 Wit SW = 0.083 fVft So = 0.000 ft/ft nsTREE = 0.016 Minor Storm Major Storm Tn = 12.0 18.0 tt cf a = 6.0 6.0 inches ❑� check = yes I STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion O,r,,, = SUMP I SUMP lots storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' Inlet A-1 (5 FT TYPE R).xlsm, 0-Allow, 9/10/2014, 8:01 AM INLET IN A SUMP OR SAG LOCATION Project = Harvest Park - Zlegler Mixed Use Inlet 10 = At .(-Lo (C)'ii' H-Curb H-Vet We Wp W Lo (G) m Information flndrn of trial Inlet Type I Depression (additional to continuous gulterdepresslnn'a' from'O-Allod) a.,or ter of Urit Idets (Grate or Cub Opering) No r Depth at Flowire (o14etde of local depression) - Pending Depth r Information Ih of a Urit Grate Ile (G)' r of a Unit Grate W'o' Opening Ratio for a Grate (typical values 0.15.0.90) A,m Art; Factor for a Single Grate (typical value 0.50 - 0.70) Cn (G)' I Weir Coefficient(typical vale 2.15-160) C. (G): I Orifice Coefficient (typal value 0.60 - 0.80) C. (G) Opening IMontletlen Ih of a Unt Curb Opening L. (C) : t of Vertical Cub Operirg In Inches H..n t of Cub Orlgce Throat In Inches Hem : 1 of Throat (see USDCM Figure ST-5) Theta: Width for Depression Pan ()ptcaly the puffer width of 2 feet) Wo : Ong Factor for a Single Cub Opering (typical value 0.10) CI (C) : Opening Weir Coefficient (local vale 2.3-3.6) C. (C) : Opening Orifice Coefficient (typal vale 0.60 - 0.70) C. (C)! al Inlet Interception Capacity (assumes clogged condition) a. _ NING: Inlet Capacity less than 0 Peak for Minor and Major Storrs O rEM aaoeaaD : MINOR MAJOR CDOT Type R Clvb Openng 3.00 3.00 inches 1 inches feel 6.0 8.8 MINOR. MAJOR N/A N/A N/A NIA lest WA NIA WA WA WA N/A WA N/A 5.00 5.00 6.00 6.00 6.00 6.00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3.60 0.67 0.67 MINUM MAJUH aet xhes lches legmes not Inlet A-1 (5 FT TYPE R).xlsm, Inlet In Sump 9110/2014, 8:01 AM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: Harvest Park • Ziegler Mixed Use Inlet 10: jryj�I1 'ryW7�A2 I I FLOW D I I II S II I ( I" CUTTER FIAW�, T CURER PLUS CARRYOVER FLOW She. Details `— ROADWAY CEIAfltUNE — - — — Design w: UNLY it ainaaay,eeme ug carer mes: Miner Storm Major Storm - - (boalpeaklbwforlaofstreetORgnes- cnane0: 'Oxn•wn cfs FILL IN THIS SECTION d u enter values lo Row 14, sk the rest 01 ihh sheet erb roeeed to sheet O-Allow or Area Inlet. OR... re onrm er re:FILL IN THE Skbcatchinent Area • Acres Percent lmpervimaress= % Site Type: 0steMWean Rows Developed! For: NRCS Soil Type = 0Sitar'Slepe(fOt) Lengthlft) A, B, C, or D . O9@ 0 Aea I Channel Flow= a a ome n: erei i = z+ c a MinorStorm apr torn Design Storm Raton Period, T, = years Retun Period One-Hou Precipitatiorr P, inches User -Defined Storm Ruoff Coefficient (Wave this blank to accept a caknated value), C = User-Defird 5-yr. Ruoff Coefficient (Wave tins blank to accept a calcl. d value), Cs = Bypass (Carty -Over) Flow from upstream Subcetchments, Oe = 0.50 4.80 cis Total Design Peak Flow, O c 1.1 6.4 CIS Inlet A-2 (5 FT TYPE R).xlsm, O-Peak 9/10/2014, 8:05 AM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 e mum Allowable Width for Spread Behind Curb TRACK 10.0 Ift Slope Behind Curb (leave blank for no conveyance credit behind curb) SRACK = 0.020 Wit ring's Roughness Behind Curb nRACK = 0.016 it of Curb at Gutter Flow Line _ HcunB = 6.00 inches nce from Curb Face to Street Crown TCROWN = 18.0 it rr Width W - 2.00 it -t Transverse Slope Sx = 0.020 f /ft rr Cross Slope (typicaly 2 inches over 24 inches or 0.083 ft/ft) Sw = 0.083 Wit ,t Longitudinal Slope - Enter 0 for sump condition So = 0.000 Poft ring's Roughness for Street Section nsrREE = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm T� -1 12.0 1 18.0 it Allowable Depth at Gutter Flowline for Minor & Major Storm cl u =1 6.0 1 6.0 inches Flow Depth at Street Crown (leave blank for no) El ❑v check = yes )R STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm OR STORM Allowable Capacity is based on Depth Criterion O, . =1 SUMP I SUMP cis r storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' r storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' Inlet A-2 (5 FT TYPE R).xlsm, Q-Allow 9/10/2014, 8:05 AM INLET IN A SUMP OR SAG LOCATION Project = Harvest Park - Ziegler Mixed Use Inlet ID a A2 ,f-Lo (C) - H-Curb H-Vert Wo Wp W L. (G) m Information (Moot) of lniet Inlet Type I Depression (additional to continuous gWer depression'e'from 'O-AloW) aw, ,er of Unit Iriels (Grate or Curb Opening) No r Depth at Flovhre (outside of local depression) PaMirg Depth 3 Information Ih of a Unit Grate L. (G)' 1 of a Unt Grate W. Opening Ratio for a Grate (typical values 0.15-0.90) A, ling Factor for a Single Grate (typical value 0.50 - 0.70) C, (G): i Weir Coefficient (typical value 2.15 - 3.60) C. (G) i Orifice Coefficient (typical vale 0.60 - 0.80) Co (G) : Opening Information Ih of a Unit Curb Opening L. (C) t of Vertical Cub Gloating in Inches H,.,,r: t of Cub Or lke Throat in Inches Hvma: r of Throat (see USDCM Figure ST-5) Theta: Width for Depression Pan (typically the guitar vddth of 2 feet) Wr ling Factor fora Single Cub Opening (typical value 0.10) CG (C) Opening Weir Coefficient (typical vale 2.33.6) C. (C) : Opening Critics Coefficient (typical value 0.60 - 0.70) C. (C) : 31 Inlet Interception Capacity (assumes clogged condition) Q, Capacity IS GOOD for Motor and Major Stoma (>O PEAK) Onaua aaounso MINOR MAJOR COOT Type R Curb Opening 3.00 3.00 inches 1 1 inches 6.0 8.8 MINOR MAJOR N/A NIA feet N/A NIA feet N/A NIA N/A WA N/A N/A N/A WA 5.00 5 00 6.00 6.00 6.00 600 63.40 6340 2.00 2.00 0.10 0.10 3.60 3.60 0.67 0.67 eet aches xhes legrees set Inlet A-2 (5 FT TYPE R),Idsm, Inlet In Sump 9/10/2014, 8:05 AM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: Harvest Park - Ziegler Mixed Use Inlet ID: A3 MOWM1p(II I I"D I I 11 SSol � I I now OVERLAND GUTTER FLOW, GUTTER PUTS CARRYOVER FL01M Show Details — — — `— ROADWAY CENTERLINE — — T Design— w: UNLY it eady determined throughother mes: Minor Storm Major Stonn Ibcal peak lbw for t2 of street OR grins -lined cfuwKi): 'DKnown= site FILL IN THIS SECTION ' it y2u enter values in Row 14, skip the rest of this sheet and proceed to sheet O-Allow or Area Inlet. OR... uteu,niph.omu n: iil., a in c FILL IN THE Area SECTIONS BELOW. Imch.en Percen lRCS oil ness Percent =Acres A, — Sh Type: Rows Developed! For: NRCS Soil Type . Type. QstzhuTen QStrest lneh Slope iftdp A, B, C, or D Length 00 Q 9k: h NlnikW n Q Area Ifsws In a Nedra Overlancl Flow =� Charnel Flow = a a Drina n: ersf frc = r r i♦ aMinor Slorm slur tor. Design Storm Return Period, T, = years Retun Period One -Hot Precipitah.on, P, = inches Cf= Cr= Ca= User-Defimd Storm Ruoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Ruoff Coefficient (leave ins blank to accept a calculated value), Cs = Bypass (CarryOver) Flow from upstream Subcatchments, f]p = 0.00 0.00 cis Total Design Peak Flow, O e 0.5 1.2 cis Inlet A-3 IS FT TYPE R) - Gopy.xlsm, C-Peak 9/10/2014, 8:03 AM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Tj.TU" T �ss+�oocc W�� T_ O. O H 2 d If > S,l�. a do mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iirg's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Wn) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TBAcx = 10.0 it SRACx= 0.020 Wn nRACx = 0.016 RCURB = 6.00 inches TCROWN = 18.0 it W = 2.00 it Sx = 0.020 ft/ft SW = 0.083 Wit SO = 0.000 tt/ft nsTREET = 0.016 Minor Storm Major Storm Tr = 12.0 18.0 n dr = 6.0 6.0 inches Q check = yes STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion O.W. =1 SUMP I SUMP cis storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' Inlet A-3 (5 FT TYPE R) - Copy.xlsm, O-Allow 9/10/2014, 8:03 AM INLET IN A SUMP OR SAG LOCATION Project = Harvest Perk - Ziegler Mixed Use Inlet ID = A3 H-Curb H-Van Wo Wp W Lo (G) to information fkrordl of Irian Iniet Type, Depression (additional to continuous goner depression's tmm'O-ArovV) am, ref of Unit trials (Grate or Cub Opening) No r Depth at Fluwline (outside of local depression) Ponding Depth r kdormation h of a Unit Grate Le (G) • r of a Unit Grate Wo Opening Ratio for a Grate (typical values 0.15.0.90) A,m Ong Factor for a Single Grate (typical value 0.50 - 0.70) C. (G1) Weir Coefficient(local value 2.15-3.60) C. (G)• Orifice Coefficient (typical vale 0.60 - 0.80) C. (G) Openeg edormetlon h of a Unt Cub Opening Ib (C) x of Vertical Cub Opening in Inches H.r • e of Cub Orifice Throat in inches Hay: of Throat (see USDCM Figure ST-5) Thew. Width for Depression Pan (typically the gutter vAdth of 2 feet) Wp • ling Factor for a Single Cub Opening (typical vale 0.10) C, (C) Opening Weir Coefficient (typical value 2.3-3.6) C. IC) Opening Orifice Coefficient (typical vale 0.60 - 0.70) C. (C) it Inlet Interception Capacity (assumes clogged condition) 4. rapacity IS GOOD for Minor and Major Storms (>O PEAK) O P.rcuaro MINOR MAJOR COOT Type R Cub Opening 3.00 3.00 inches 1 inches 6.0 8.8 MINOR MAJOR N/A NIA at N/A NIA feet WA NIA WA N/A N/A NIA N/A N/A 5.00 5.00 6.00 6.00 6.00 6.00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3.60 0.67 0.67 aet x has ches egrees let Inlet A-3 (5 FT TYPE R) - Copy.xism, Inlet In Sump 9/10/2014, 8:03 AM Scenario: 100 Year _Qlos 9,t cFs '� Or - I Q[oo = 2H,`1�FS 1-, J-1 I ET q -1 ar o , c F5 Q\OQ =1. LfS b� N ajo-:2'�Js 5TM Q,00 - ( .W5 mil A 1-3 f-P FES Title: Ziegler Mixed Use Project Engineer: Interwest Consulting Group x:\...\drainage\design\storm cad\stormOl.stm Interwest Consulting Group StormCAD v5.5 [5.5005] 09/08/14 10:00:42 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary Scenario: 10 Year -. »» Info: Subsurface Network Rooted by: FES »» Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. ' CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet Total I Total I Capture I Gutter I Gutter I I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I ' I Flow I Flow I (%) I (ft) I (ft) I I (cfs) I (cfs) I, I I I I---------------------- 1 1-2 1 ---------------------- Generic Inlet I Generic Default 100% I -------------I---------- 0.00 I 0.00 ------------ 100.0 I -------- 0.00 --------I I 0.00 I I-1 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 0.00 I 0.00 I I T-3 I -------------------------------------------------------------------------------------------------------- Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 I 0.00 I CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: FES I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I Sections I I I I Flow I (ft/s) I Upstream I Downstream I I I I I I (cfs) I I (ft) I (ft) I-------I---------- I P-1 I------------ I 1 1 24 inch I-------------------- I Circular I-------- 1 126.00 I-------- 1 12.50 I---------- 1 3.98 I----------- 1 4,906.88 I------------ 1 4,906.50 I P-2 I 1 1 24 inch I Circular 1 182.00 1 3.30 1 1.05 1 4,907.17 1 4,907.13 I P-3 I 1 119x30 inch I Horizontal Ellipse 1 75.00 1 3.30 1 1.00 1 4,907.19 1 4,907.18 I P-4 ----------------------------------------------------------------------------------------------------------- 1 1 19x30 inch I Horizontal Ellipse 1 40.00 1 0.60 1 0.18 1 4,907.21 1 4,907.21 Label I Total I Ground I Hydraulic I System I Elevation I Grade I Flow I (ft) I Line In I (cfs) I I (ft) -------I-------- FES 1 12.50 I--=--------I 1 4,907.00 1 ----------- 4,906.50 I-3 1 12.50 1 4,909.08 1 4,907.13 J-1 1 3.30 1 4,910.26 1 4,907.18 1-1 1 3.30 1 4,909.58 1 4,907.21 1-2 1 0.60 1 4,909.58 1 4,907.21 Completed: 11/07/2014 11:06:00 AM Hydraulic I Grade I Line Out I (ft) ----------- 4,906.50 4,906.88 I 4,907.17 I 4,907.19 I 4,907.21 I Title: Ziegler Mixed Use Project Engineer: Interwest Consulting Group x:\...\drainage\design\storm cad\storm0l.stm Interwest Consulting Group - Storm CAD v5.5 [5.50051 11/07/14 11:06:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ) . � e\( )77 \¢ !■ �777)7 ;\( :§§ i■t $; � �9§ {)f k\) m� !&i 7 \ Calculation Results Summary ' Scenario: 100 Year >>>> Info: Subsurface Network Rooted by: FES >>>> Info: Subsurface Analysis iterations: 1 ' >>>> Info: Convergence was achieved. ' CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I I I Type I Intercepted I Bypassed I Efficiency I Spread I Depth I ' I I Flow I Flow I (%) I (ft) I (ft) I I I I (cfs) I (cfs) I I I I I-------I--------------- 1 I-2 1 ---------- Generic Inlet Generic Default ---------------------------------------I--------I--------I 100% I 0.00 0.00 100.0 1 0.00 1 0.00 1 ' I I-1 I Generic Inlet I Generic Default 100% 0.00 0.00 1 100.0 1 0.00 1 0.00 1 I I-3 1 -------------------------------------------------------------------------------------------------------- Generic Inlet I Generic Default 100% 0.00 0.00 1 100.0 1 0.00 1 0.00 1 ' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: FES I Label I Number I Section I Section I Length I Total I Average I Hydraulic I I of I Size I Shape I (ft) I System I Velocity I Grade I I Sections I I I Flow I (ft/s) I Upstream I I I I I (cfs) I I (ft) -------I----------I------------I--------------------I------------------------------------- 1 P-1 I 1 1 24 inch I Circular 126.00 32.10 I 10.22 4,909.04 I P-2 I 1 1 24 inch I Circular 182.00 1 25.90 1 8.24 1 4,911.47 I P-3 I 1 119x30 inch I Horizontal Ellipse I 75.00 1 25.90 1 7.85 1 4,911.06 1 P-4 ---------------------------------------------------------------------------------------------- 1 1 1 19x30 inch I Horizontal Ellipse 40.00 1 24.40 1 7.39 1 4,909.96 I Label I Total I Ground I Hydraulic I Hydraulic I System I Elevation I Grade I Grade I I Flow I (ft) I Line In I Line Out I I (cfs) I I (ft) I (ft) I-------I-------- I FES I 1 32.10 1 ----------- 4,907.00 I----------- 1 4,906.50 I----------- 1 4,906.50 1 1-3 1 32.10 1 4,909.08 1 4,910.66 1 4,909.04 1 J-1 1 25.90 1 4,910.26 1 4,910.89 1 4,910.26 I-1 1 25.90 1 4,909.58 1 4,910.35 1 4,909.58 I I-2 ----------------------------------------------------- 1 24.40 1 4,909.58 1 4,909.58 1 4,909.58 Completed: 11/07/2014 11:07:25 AM Hydraulic I Grade Downstream (ft) I ------------ 4,906.50 1 4,909.08 1 4,910.26 1 4,909.58 1 ------------- Title: Ziegler Mixed Use Project Engineer: Interwest Consulting Group x:\...\drainage\design\storm cad\stormOt.stm Interwest Consulting Group StormCAD v5.5 [5.5005] 11/07/14 11:07:32 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swt s N 8 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. 1 1 APPENDIX D WATER QUALITY POND SIZING 0 Lot 2, Harvest Park / Ziegler Mixed Use Proposed WO Pond - Stage/Storage LOCATION: Water Quality Pond PROJECT NO: 1154-095-00 COMPUTATIONS BY: SMB DATE: 9/9/2014 WO WSEL- SPILL TOP OF BERM V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour WATER QUALITY READ: 0.09 (Ac-Ft) DETENTION REGD: 0.0 (Ac-Ft) TOTAL READ: 0.09 (Ac-Ft) Stage (Elev) Surface Area (Ft^2) Incremental Storage (Ac-ft) Total Storage (Ac-ft) 2.5 0 3.0 235 0.00 0.00 4.0 1250 0.02 0.02 5.0 2440 0.04 0.06 5.6 3515 0.04 0.10 6.0 4232 0.04 0.13 6.3 4783 0.03 0.16 7.0 6435 detention- FI NAL.As Design Procedure Form: Extended Detention Basin (EDB) Sheet 1 of 4 Designer: SB Company: Interwest Consulting Group Date: November 5, 2014 Project: Harvest Park - Ziegler Mixed Use, Lot 2 Location: City of Fort Collins 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, 1, I, = 59.0 `Y B) Tributary Area's Imperviousness Ratio (i = 1,/ 100) i =! 0.590 1 C) Contributing Watershed Area Area - 4.030 ac D) For Watersheds Outside of the Denver Region, Depth of Average -d6 = in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) Q water Quality Capture Volume (wQCV) O Excess urban Runoff Volume (EURV) F) Design Volume (1.2 WOCV) Based on 40-hour Drain Time VDEsmN=f 0.094 ac-ff (VDESrrr = (1.0' (0.91 ' i'- 1.19 - r+ 0.78' ) / 12' Area' 1.2) G) For Watersheds Outside of the Denver Region, VDESIGN o1RER=�r ac-ff Water Quality Capture Volume (WOCV) Design Volume (VWDCV OTHER = (d6 (VDES,Gn✓O.43)) H) User Input of Water Quality Capture Volume (WOCV) Design Volume VDES*N USER- ac-ff (Only 8 a different WOCV Design Volume is desired) - Choose One 1) Predominant Watershed NRCS Soil Group OA OB OQ C/D J) Excess Urban Runoff Volume (EURV) Design Volume _ _ _ _ For HSG A: EURVA = (0.1878i - 0.0104)'Area EURV = ! ac-f I For HSG B: EURVC = (0.1178i - 0.0042)'Area For HSG C/D: EURVcm = (0.1043i - 0.0031)'Area 2. Basin Shape: Length to Width Ratio L : W = 5.2 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentrated inflow locations: ' Ziegler-UD-BMP_v3.02.xlsm, EDB 11/5/2014, 3:35 PM Design Procedure Form: Extended Detention Basin (EDB) Sheet 2 of 4 Designer: SB Company: Interwest Consulting Group Date: November 5, 2014 Project: Harvest Park - Ziegler Mixed Use, Lot 2 Location: City of Fort Collins 5. Forebay A) Minimum Forebay Volume VRAIN =1 0.002 , ac-ft (VF - 2% of the WQCV) B) Actual Forebay Volume VF = 0.000 ac-ft VF <MINIMUM VF C) Forebay Depth OF = 0.0 in (DF= 18 inch maximum) D) Forebay Discharge ) Undetained 100-year Peak Discharge Olm = 0.00 cis ii) Forebay Discharge Design Flow OF=1 , Cis (OF = 0.02' Ohm) E) Forebay Discharge Design Choose Of1e O �� Wig RDe (flow too small for berm w/ pipe) 00 Wall with Rect Notdl Q Wall with V-NUN Weir F) Discharge Pipe Size (minimum 8-inches) Calculated De =( )in G) Rectangular Notch Wirth Calculated WN=r _—! in r PROVIDE A CONSISTENT LONGITUDINAL 6. Trickle Channel ' SLOPE FROM T Q Concrete MAP MEANDEFOREBRING. WITH NO MEANDERING. RIPRAP AND I AND a A) Type of Trickle Channel Qi Soft Bottom SOIL RIPRAP LINED CHANNELS ARE NOT RECOMMENDED. MINIMUM DEPTH OF 1.5 FEET F) Slope of Trickle Channel S = 0.0100 R / ft 7. Micropool and Outlet Structure A) Depth of Micropool (2.5-feet minimum) Dn = 0.0 1t MIN. DEPTH OF 2.5 FEET B) Surface Area of Mkromol 00 it' minhuml AN = 0 sq R MIN. SURFACE AREA OF 10 SO. FT C) Outlet Type Choose One O Orifice Plate O Omer (Describe): H = 3.10 feel D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design Concept Chosen Under 1.E. E) Volume to Drain Over Prescribed Time WQCV=F 0.078 1 aC-it F) Drain Time To = 40 hours (Min To for WQCV= 40 hours; Max To for EURV= 72 hours) G) Recommended Maximum Outlet Area per Row, (A.) A, =t 0.18 7 square inches H) Orifice Dimensions: i) Circular Orifice Diameter or _ D,,,Ir, =; ___7_ / 18__ I inches ii) Width of 2- High Rectangular Orifice W,nr„ =! finches 1) Number of Columns n, =r 1 -"number J) Actual Design Outlet Area per Row (AU A. =!- 0.15 I square inches K) Number of Rows (m) n, =1 9 I. number Q Total Outlet Area (A.) Aa =( 1.4 square inches M) Depth of WOCV (Hwocv) Hwwv = feet (Estimate using actual stage -area -volume relationship and Vwocv) N) Ensure Minimum 40 Hour Drain Time for WOCV TDwocv=r '.hours ' Ziegler-UD-BMP_v3.02.xlsm, EDB 11/5/2014, 3:35 PM ' Water Qualtiy Pond ' Emergency Overflow Spillway Sizing LOCATION: Water Quality Pond ' PROJECT NO: 1154-095-00 COMPUTATIONS BY: SMB DATE: 9/9/2014 top of berm Equation for flow over a broad crested weir _ ' Q = CLH3i2 + spill elevation where C = weir coefficient = 2.6 L IN H = overflow height L = length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond ' Design spillway with 1.0 ft flow depth, thus H = 0.7 ft Size the spillway assuming that the pond outlet is completely clogged. ' Pond Q (100) = 22.2 cfs (peak flow into pond) Spill elev = 4906.30 ft = 100-year WSEL ' Min top of berm elev.= 4907.00 Weir length required: L= 15 ft Use = 15 ft v = 1.82 ft/s spillway, detention-FINALAs Design Procedure Form: Grass Swale (GS) Sheet 1 of 1 Designer: SB Company: Interwest Consulting Group Date: November 5, 2014 Project: Harvest Park - Ziegler Lot 2 I Location: City of Fort Collins 1. Design Discharge for 2-Year Return Period 02 = 0.40 cis 2. Hydraulic Residence Time A) : Length of Grass Swale B) Calculated Residence Time (based on design velocity below) Ls= 250.0 it minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) B) Design Slope Smil = 0.013 ft / ft So = 0.013 ft / ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) B) Bottom Width of Swale (enter 0 for triangular section) Z = 4.00 ft / ft W s = 0.00 it 5. Vegetation A) Type of Planting (seed vs. sod, affects vegetal retardance factor) Choose One Grass From Seed O Grass From Sod 6. Design Velocity (0.833 ft / s maximum for desirable 5-minute residence time) V2 =! 0.73 ; it / s 7. Design Flow Depth (1 foot maximum) A) Flow Area B) Top Width of Swale C) Froude Number (0.50 maximum) D) Hydraulic Radius E) Velocity -Hydraulic Radius Product for Vegetal Retardance F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) G) Cumulative Height of Grade Control Structures Required 02 = 0.37 ft A2 =( sq ft WT=F 30_7ft F = ( 0.30 i R. = i` 0.18 1 VR = F 0.13 7 n Ho =j 0.60 7ft 8. Underdrain (Is an underdrain necessary?) Choose One AN UNDERDRAIN IS REQUIRED IF THE YES O NO DESIGN SLOPE <2.0% 9. Soil Preparation (Describe soil amendment) ehmm one r I Q Temporary Q Permanent 10. Irrigation Notes: Ziegler-UD-BMP_v3.02.xism, GS 11/5/2014, 3:36 PM APPENDIX E FLOODPLAIN INFORMATION E I City of Fort Collins t 080102 g 0 0 ( KECHTER RD — MossOMWEES NO SWEENEENEW - ZONE X JI - SOMMENOs- - ssssWWWWWO - r_MEN NO SWEENEENEW 8 Larimer County of Fort Collins 080102 AN DR Larimer County Unincorporated Areas 080101 Larimer County Unincorporated Areas I I080101r. � 1 sr�l O 0Oo R s City of Fort Collins MAP SCALE 1" = 500- 080102 j Soo 1000 FEET METERS 4 0 150 300 ZONE X PANEL 0994F (3ALILEO DR FIRM FLOOD INSURANCE RATE MAP ARIMER COUNTY, COLORADO ND INCORPORATED AREAS I DIPPER DR PANEL 994 OF 1420 LITTLE DIPPER DR (SEE MAP INDEX FOR FIRM PANEL LAYOUT) - - WILD VIEW DR 9 City of Fort Coll 080102 MUNITY NUMBER PANEL SUFFIX COLLINS, CITY OF 080102 0994 F IER COUNTY 080101 0994 F Notice to User. The Map Number shown below should be used when placing map orders; the Community Number shown above should be ilsed on insurance applications for the subject community. MAP NUMBER x 08069CO994F No S�° EFFECTIVE DATE DECEMBER 19, 2006 Federal Emergency Management Agency i This is an official copy of a portion of the above referenced flood map. it was extracted using F-MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at vwvv.msc.fema.gov I I 1 IJ Ll 1 1,1k - N �f City of Fort Collins Floodplain Review Checklist 100% Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an "NA" next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an ``NA" marked next to them are considered incomplete. Date of Review: Reviewer's Name: Plat May The foil ing required items are on the plat: 17 100-year floodplain boundary ❑ City ❑ FEMA Floodway boundary 0 City ❑ FEMA The benchmark number and elevation of benchmark N/ 0 These items match the FIRM. (FEMA Basin) These items match the Master Plan. (City Basin) A( The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. ' Site Plan The,following required items are on the site plan: ' 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary "critical N (if proposed structure is a facility" and a 500-year floodplain is mapped) Floodway boundary ' Erosion buffer zones ��❑ Restrictions related to use (ie. critical facility or no residential use of lower ' floor if floodproffed mixed use structure) Drainage and/or Grading Plan or a separate Floodplain Sheet if it is too cluttered on ' Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: g 100-year floodplain boundary- FEMA and City ' NA 0 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) Floodway boundary ' Erosion buffer zones Cross-section locations BFE lines ❑ Lowest floor elevation of structures (bottom of basement or crawl space is considered the lowest floor) ' The floodplain and floodway boundaries are in the correct location and labeled properly. The cross-section and BFE lines are in the correct location and labeled properly. J� Elevations are referenced to the appropriate datum: ' f4�0 FEMA basins —list in both NGVD 29 and NAVD 88 R City basins — list only in NGVD 29 Floodway regulations have. been met. ' )( No fill in the floodway unless a hydraulic analysis shows "no -rise". J� No manufactured homes, except in an existing park, can be placed in the floodway. No changing a nonconforming non-residential or mixed use structure to a residential structure. j Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show "no -rise". C$ No storage of materials or equipment. ' A note is on the plans about the above floodway restrictions. Critical facilities regulations have been met: I .y ' )$ 100 year — no life safety, emergency response or hazardous material critical facilities ❑ 500 year Poudre — no life safety or emergency response critical facilities (� ❑ Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be "break -away". NA ❑ Fences in the floodway will not block conveyance. Example: split -rail fence cabled ' together to not float, flap at bottom of privacy fence to allow water through (flap at BFE or above). ' ` rJ�❑ Any items in the floodway'that can float (Example: picnic tables, bike racks, etc.) are �`►f 1 noted as being anchored. Erosion Buffer Zone requirements have been met: Design of any allowed development minimizes disturbance to channel bed and banks. No structures allowed. No additions to existing structures allowed. ' .IP❑ Any fencing is split -rail design and break -away, but cabled. Must be oriented parallel to general flow direction. ' X No detention or water quality ponds. J ( No bike or pedestrian paths or trails except as required to cross streams or waterways. ❑ Road, bicycle and pedestrian bridges must span erosion buffer zone. No fill. No outdoor storage of non-residential materials or equipment. No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. �j No utilities except as necessary to cross streams or waterways. No grading or excavation except as required for permitted activities in erosion buffer zone. No construction traffic except as required for permitted activities in ' erosion buffer zone. 0 Any construction in the erosion buffer zone shows that it will not impact the channel stability. ' )71 A note is on the plans about the above erosion buffer zone restrictions. / v5 f Mf�Vs ,44,i, 4 iN rjaS, 0.-j ❑ Any necessary floodplain modeling has been submitted and approved. All modeling I V must follow the City's floodplain modeling guidelines. ' Special Poudre River Regulations . p ❑ Poudre River Floodway Regulations have been met. ' Iv No construction of new residential, non-residential or mixed -use structures. No redevelopment of residential, non-residential or mixed -use structures. ' No additions to residential, non-residential or mixed -use structures. No fill unless hydraulic analysis shows "no -rise". ❑ Poudre River floodplain regulations have been met No construction of new residential or mixed -use structures No additions to residential structures ' No additions to mixed -use structures if there is an expansion in the residential -use area of the structure. No floatable materials on non-residential sites ' Information Related to Structures in the Floodplain r Y aNA 0 For structures in the floodplain, a table is shown that lists the following: ' City BFE at upstream end of structure FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation 1 ❑ The BFE at upstream end of structures are correct based on interpolation between the P' cross -sections. 0 � ❑ The regulatory flood protection elevation is correct. a ❑ The lowest floor and HVAC are at or above the regulatory flood protection elevation. jl. ❑ Elevations are referenced to the appropriate datum: 1 FEMA basins — list in both NGVD 29 and NAVD 88 City basins — list only in NGVD 29 P❑ A typical drawing detail is included for each foundation type proposed (slab -on - grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. (�0 If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number.. There is 1 square inch of venting for every 1 square foot of enclosed area. The bottom of the venting is not higher than 1 foot above grade. The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). N� ❑ If a non-residential structure is to be floodproofed, one of these conditions is met: All requirements on separate sheet titled "Floodproofing Guidelines" have been met. If floodproofing information is not submitted as part of the plans, then a note is on the plans stating that floodproofing information will be submitted at the time of the building permit application. A j ❑ For manufactured homes, all submittal requirements on separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" have been met. ' �(❑ If the floodplain use permit is not going to be submitted until the building permit is f ` applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. I ❑ A note is on the plans stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. ' Drainage Report The site is described as being in the floodplain. Floodplain.name and if the floodplain ' is a FEMA or City -designated is described. Any floodway or erosion buffer zones on the site are described. 00 The FEMA FIRM panel # and date and/or the Master Plan information is cited. 0 �0 A copy of the FIRM panel with the site location marked is included in the report. P ❑ If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. ❑ If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. O N ❑ If a FEMA LOMR is required after construction, this is stated in the report. The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed -use. Also, structures in all 100-year and Poudre ' River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) The report describes how the development is in compliance with the applicable floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulation, ' erosion buffer zone regulation, no -rise, etc.) �Jr ❑ The type of foundation construction for the structures (i.e. slab -on -grade, crawl space, ' basement, etc.) is discussed in the report. f �Q .The type of foundation matches with the lowest floor elevations and grading plan. ' K0 If any of the garages are not going to be elevated above the regulatory flood protection elevation, the hydraulic venting requirements are discussed. ' NPO For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: City BFE at upstream end of structure 'I FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered ' lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation ' HVAC elevation 161 Elevations are referenced to the appropriate datum: ' 0 FEMA basins — list in both NGVD 29 and NAVD 88 0 City basins — list only in NGVD 29 ❑ If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. ' Pl ❑ If floodproofing information is not submitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of ' the building permit application. p1 ❑ A note is in the report stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. In the compliance section, Chapter 10 of City Code is listed. tP( F000dplain Use Permit ' Floodplain Use Permit has been submitted for each structure. Permit fee has been submitted All information on permit matches the plans ' All information on permit meets floodplain regulations FEMA CLOMR Approval ❑ FEMA has approved any necessary CLOMRs. Additional Comments: t Terms to Note Lowest Floor Elevation — Elevation of the lowest floor of the lowest enclosed area (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. ' Regulatory Flood Protection Elevation — For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is ' twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. ' Additional floodplain terminology is defined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant.