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HomeMy WebLinkAboutDrainage Reports - 10/31/2016City of Fort Collins Approved Plans Approved by: Date: f/3k 12oico �- NGINEERING Final Drainage and Erosion Control Report for Oakridge Crossing Fort Collins, Colorado October 4, 2016 October 4, 2016 Mr. Dan Mogen City of Fort Collins Storm Water Dept. 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for Oakridge Crossing Dear Dan: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Oakridge Crossing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering Prepared by: Tony Willkomm, P.E. Senior Project Engineer Reviewed by: it 004 John Gooch, P.E. Principal TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB -BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 7 A. REGULATIONS 7 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 7 C. HYDROLOGIC CRITERIA 7 D. HYDRAULIC CRITERIA 8 E. VARIANCE 8 IV: - DRAINAGE FACILITY DESIGN 8 A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS 9 C. DETENTION POND 11 D. STREET CAPACITIES 12 V. STORM WATER QUALITY 12 A. GENERAL CONCEPT 12 B. SPECIFIC DETAILS 12 VI. EROSION CONTROL 13 A. GENERAL CONCEPT 13 VII. CONCLUSIONS 13 A. COMPLIANCE WITH STANDARDS 13 B. DRAINAGE CONCEPT 14 C. STORM WATER QUALITY 14 D. EROSION CONTROL CONCEPT 15 E. EROSION CONTROL ESCROW ESTIMATE 15 REFERENCES 15 APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY B POND AND RAIN GARDEN SIZING CALCULATIONS C STORM SEWER, CURB CUT, INLET, & SWALE SIZING D EROSION CONTROL, RIPRAP SIZING & EROSION ESCROW E PROPOSED DRAINAGE EXHIBIT & DRAINAGE REPORT EXCERPTS & EXISTING BASIN EXHIBIT F u FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE OAKRIDGE CROSSING FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Oakridge Crossing project is bounded to the north by Oakridge Business Park lls' Filing, to the east by Oakridge Business Park 23rd Filing, to the south by Oakridge Business Park 18`s Filing, and to the west by McMuiry Avenue. The project site can also be described as situated in the northeast quarter of Section 6, Township 6 North, Range 68 West of the 61 P.M., of the City of Fort Collins, County of Larimer, State of Colorado. The Oakridge Crossing building site is comprised of approximately 2.61 acres. The drainage analysis includes 2.61 acres of the onsite area which is a portion of the existing drainage basin 210 (7.51 acres) established with the Master Drainage Study For the Oakridge Business Park (Master Drainage Study). Please refer to the vicinity map in Appendix A for the site location. B. Description of Property The site is comprised of an approximate 32,746. +/-square foot building footprint along with associated parking lot, west entrance, northeast drive aisle access, private drive improvements and utility improvements. Previously, the Oakridge Crossing building site was an undeveloped lot, vegetated with sparse grass and weeds. Enhanced landscaping is established on adjoining lots to the east and south. At the northeast side the lot, an asphalt paved drive aisle and parking bay with one end -cap island is constructed. Two concrete curb and gutter islands are constructed straddling the north property boundary at the west end of the property and a concrete access drive is constructed at the approach from McMurry Avenue. The existing site topography of the Oakridge Crossing building site generally drains to the south and south east at 0.5% to 1% slope. The existing paved drive aisle and parking spaces to the north, drain to a concrete pan and flows east at a slope of 1%. U. DRAINAGE BASINS A. Major Basin Description The site lies within the McClellands Drainage Basin, with site drainage previously accounted for in the Master Drainage Study for the Oakridge Business Park. The approved grading and drainage master plan and SWMM Model for the Master Drainage Study Oakridge Business Park (Master Plan) provided for the runoff from the entire basin being ultimately routed to the regional detention pond southeast of the project site. The proposed Oakridge Crossing building site will discharge runoff after being detained and treated for water quality on site. Proposed storm sewer will connect to existing storm sewer in McMurry Avenue which will discharge to a regional detention pond southeast of the site. The intended connection in the Master Plan was to storm sewer south of the site which would then discharge to an open swale. This intended connection point is no longer available with current development in place. The volume of site runoff will be in compliance with the Master Drainage Study for the Oakridge Business Park, September, 1990 by RBD Engineering Consultants. The proposed improvements meet the intent of approved Master Plan. The developed site runoff (22.86 cfs) is less than the prorated share of runoff (23.62 cfs) for the Master Plan Basin 210. The composite runoff coefficient for the site is 0.73 (Cloo =0.91) versus 0.80 for Basin 210 in the Master Plan. B. Existing Sub -Basin Description The existing Oakridge Crossing building site is contained within existing sub -basin 210 of the Master Plan. Existing basin 210 contains approximately 7.51 acres and was modeled with the entire 7.51 acres having a runoff coefficient of 0.80 in the developed condition. All flow from the basin being allowed to flow un-detained to the existing detention pond. No water quality was provided in the regional detention pond. Water quality will be provided for on site for the proposed improvements. The developed conditions for the Oakridge Crossing building site has been evaluated with the current IDF curve data for City of Fort Collins to determine if on site detention is needed for the property. It was determined that no addition detention will be necessary on site. However, considering the limitation of using the existing storm sewer connection point in McMurry Avenue, site runoff will be restricted and on site detention will be provided to avoid over taxing the existing storm sewer which must connect with a 15" diameter storm pipe as shown on the Master Plan drainage exhibit. The area south and east of the proposed building comprised of 0.47 acres will sheet flow off site as occurs historically. The existing 0.23 acres of paved drive aisle and parking lot at the north side of the site will drain off site to the east as it historically has. The balance of the site will be directed to the proposed on site storm sewer and discharge to the existing storm sewer in McMurry Avenue. No offsite areas contribute overland flow to or through the Oakridge Crossing building project site. Please refer to Appendix F of this report for the existing and proposed drainage basin exhibits for the subject site. III. DRAINAGE DESIGN CRITERIA A. Regulations Since the subject site has been previously modeled, the site is allowed to release un- detained to the existing regional detention pond in Master Plan basin 90, which has been sized to provide detention for the developed 100-year runoff from the subject site. LID improvements on site are required and have been provided for with this project. Please see the LID calculations in Appendix C, as well as the LID Table on sheet C-007, which provides the treatment methods and area calculations for LID treatment using a rain garden. In addition, a grass buffer will be used in Basin 1 where runoff cannot be directed to the rain garden. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. The calculated detention pond sizing using the prorated allowable runoff from Basin 210, and the developed runoff coefficient for the proposed development results in no additional detention required. Due to the capacity of the existing storm sewer connection point, the site runoff rate will be restricted and detained on site before discharging to the regional detention pond. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. Detention pond sizing was calculated using FAA methods and water quality volume was calculated using the rain garden sizing spreadsheets developed by Denver Urban Drainage. Detention will be provided for the subject site in the existing regional detention pond (Master Plan basin 90) from the previous infrastructure improvements of the Oakridge Business Park. On site detention will be provided to reduce the peak runoff from the site entering the existing storm sewer system in McMurry Avenue. BMP's and LID measures are being incorporated into the proposed drainage development plan, with specific details and calculations shown in Appendices C and F of this report. D. Hydraulic Criteria All hydraulic calculations, including final calculations and sizing for storm sewer, curb cuts, swales, and erosion control and riprap measures have been provided in accordance with the City of Fort Collins Drainage Criteria and can be found in the Appendix D and E. E. Variance No variances are being requested. IV. DRAINAGE FACILITY DESIGN A. General Concept A total of five drainage basins are delineated over the proposed Oakridge Crossing building site. One basin to the north, will drain 0.23 acres east, offsite as it historically occurs. Another basin south and east of the proposed building, will drain 0.47 acres through grass buffers to the south and east in the historic drainage pattern. Two drainage basins will convey drainage from 1.87 acres of the 2.61 acre site into a rain garden LID. A small basin will drain 0.05 acres to a proposed storm sewer inlet. The site drainage will be conveyed to the rain garden via curb and gutter, roof drains and proposed storm pipes. Site runoff will be intercepted by proposed storm sewer and flow through existing off site storm sewer and conveyed to the existing regional detention pond southeast of the project site. The existing regional detention Pond (Basin 90) provides storage and detention and was sized to receive the 100-year developed flow from the Oakridge Crossing building site (from the Master Plan). The calculated composite 'C' value for Oakridge Crossing building site is 0.73. Please refer to the rational calculations in 8 • B. Appendix B, and the Drainage Basin Exhibit and Master Plan Drainage Exhibit in Appendix F for additional information. LID measures are provided for through the conveyance of runofffrom approximately 77% of the new. impervious area. consisting 'of building roof'area, pavement, and sidewalk, which will; be:routed through the rain garden for water quality treatment. Because the area being -routed to and through- the 'raingarden exceeds',the 75% requirement for LID treatment of the total•site impervious area, the project exceeds that normally required for water. quality and LID'treatinent. It should be noted that the existing impervious area within Basin-5 is excluded from the LID calculations. This area will drain east; offsite as currently occurs. 'Please refer -to Appendix C for LID calculations, as.well`as;sheet C-007;.which,provides an'additionalLID'table, as required by the City of Fort Collins Storrdwateul)epartment., , The rain garden, shown andcalled'outinthe'plans; provides approximri tely 1;7121P of storage',volume:with;a maximum'6ofV of ponding'depth; priortbVthe basin overflowing into proposed•CDOT Type'C'inletswhich�discharge'to`proposed,storm sewer then..to •existing storinrsewer and ultimately entering & existing regional detention pond.••.It's,important.fomote.that•0.47 acres�of the site runofftalohg.the' south and east sides of the proposed building will be landscaped with grass to enhance water quality treatment by filtering through the grass before going off site as historically'occurs:I Please referto. Appendix C'and'sheets C20'09 1and'C=011 tof the civil utility, plans, f6r:.details:on',th'e4rain garden: Specific Details. Basin 1 Basin 1 consists primarily of grass/landscaped areas, located south and east of the proposed building.; Runoff from -basin ,1_ will'sheet flow'away'66m the-liuildiiig and flow off site as historically occurs. Since,this,basin will be established with grass, the ground cover pis expected4o -.be 'better than` -the existing grass cover on the undeveloped lot. The -basin combines,with;offsite flow and wilFultimately drain to the regional detention pond. Basin 2 Basin 2 consists of the proposed building, parking lot and rain'garde'n. 'Runoff from the building roof enters roof downspouts and connect, with underground` roof drains which discharge runoff north and ;west onto riprap pads within the rain garden LID.— basin. Landscaped areas,'next the building will drain. through sidewalk` drains and discharge to curb and.gutter:..The parking lot' wiIsheetfl6w north and west to curb and gutter and drain concentrated runoff to three, 3' curblcuts�and orie, 2''metal sidewalk culvert with riprap. pads 'draining to the rain` garden. The rain garden is designed to'provide a ponding depth of approximately 1.00' andallow pollutants and sediment to settle. out of the runoff,, prior, to overflowing into two CDOT Type C 0 L inlets to enter the proposed storm sewer. A third CDOT Type C inlet will be constructed but is set 1 foot higher and will provide for overflow during detention. Eleven downspouts are consolidated to four, 12" HDPE underground roof drain pipes discharging to riprap pads in the rain garden. In the event of clogging, overflow from the downspouts will be provided and will drain through sidewalk drains. It should be noted that one 18" Nyloplast drain basin is used between the building and sidewalk to drain the interior corner northwest of the building. An 8" HDPE pipe will convey flow from the drain basin directly to the proposed CDOT Type C Inlet within the rain garden and will not receive water quality treatment in the rain garden. This area could not drain to the surface of the rain garden due to grading constraints. A proposed 12" storm sewer constructed in Basin 2, will receive flow from the 5' Type R inlet in Basin 4. Overflow from the rain garden and runoff from Basin 2, Basin 3 and drainage from the rain garden underdrain pipe will enter three proposed CDOT Type C inlets. Proposed 15" HDPE pipe will convey flow south then west along the length of the pond. A 15" RCP will connect the pond discharge to the existing storm manhole in McMurry Avenue. Flow will combine with upstream runoff from an existing 18" storm pipe to the north. Combined flow will drain south in an existing 21" RCP and ultimately discharge to the regional detention pond. Basin 3 Basin 3 conveys runoff from part of the existing north drive aisle and the proposed parking bay at the northwest corner of the site. The paved area drains southeast to curb and gutter passes through a 1' curb cut and riprap pad before entering the rain garden in Basin 2. Runoff combines with flow from one curb cut and passes through a 2' concrete sidewalk culvert and enters the rain garden for water quality treatment. Basin 4 Basin 4 conveys runoff from the proposed parking bay at the northeast corner of the site. The paved area drains southwest to curb and gutter and enters a proposed 5' Type R inlet which drains to a 12" RCP. Runoff from this basin was not able to drain to the rain garden due to grading constraints and is conveyed off site in the proposed storm sewer. Basin 5 Basin 5 conveys runoff from the existing paved drive aisle and parking bays. Sheet flow is concentrated in a central concrete drainage pan and flows east off the site to the neighboring parking lots which drain south and east. This areas drainage pattern will not be modified with the proposed improvements. Two landscape islands will be constructed within two existing paved parking stalls which will increase the overall pervious area of Basin 5. However, the runoff coefficient for the basin is based on the existing condition and the basin will drain as historically occurs. This basin area was developed in a prior phase of the Oakridge Business Park and will ultimately drain to the regional detention pond. 10 C. Detention Pond Although no detention is required for the subject site when comparing the Master Plan peak runoff allowable to the developed site peak runoff, detention is required to avoid exceeding the capacity of the existing storm system in McMurry Avenue. Since this discharge point varies from the Master Plan, the site runoffrelease rate will be restricted. Detention will be provided within the rain garden area defined as Pond 1. Site runoff will be detained in Pond 1 to a 100-year water surface elevation of approximately 4969.10. Pond discharge will be restricted by and conveyed in a proposed 15" RCP._ The pipe size is governed by the design in the Master Plan and the as built conditions. The release rate was determined by considering a maximum of 1 foot of ponding depth in the parking lot and the capacity of the 15" RCP operating under pressure flow conditions. The resulting release rate is 7.5 cfs. Using the FAA method, the required pond volume is 0.15 Ac-Ft. The detention volume will be provided above the rain garden volume (elevation 4967.50). Pond volume calculations and storm sewer sizing calculations are provided in Appendix C and D respectively. Overflow Condition In the event of ponding in excess of the 100-year storm event and if storm outlets are plugged, pond overflow is provided by a 2-foot wide concrete chase. The chase invert is 4969.80 which is 1 foot below the finished floor elevation. Under a plugged condition with only 1 cfs discharging, the calculated required volume is 0.61 Ac-Ft. and the available volume is 0.69 Ac-Ft at an elevation of 4969.80 (chase elevation). With totally plugged inlets resulting in no storm pipe discharge, the required pond volume was calculated at 0.94 Ac-Ft. The available volume is 1.24 Ac-Ft at elevation 4970.40, the low point at the west driveway. Therefore, even with the storm pipes fully plugged, runoff is expected to be detained while only discharging through the 2 foot chase. Full capacity of the chase is 3.37 cfs with the water surface elevation of 4970.30 which will protect the building from ponded runoff below the finished floor elevation of 4970.80.. Additional flow in excess of the chase capacity will sheet flow over the landscaping and through the driveway before it could reach the building finished floor elevation. In storm events larger than the 100-year storm, excess runoff would sheet over the landscaping and also through the west driveway to McMurry Avenue. The driveway overflow capacity is approximately 7.7 cfs assuming a 0.28 foot depth of flow at 4970.80. Calculations for the overflow capacity and pond volumes under plugged conditions as discussed above, are provided in Appendix C. 11 0 The chase is situated south of the west entrance and will discharge to the flowline of McMurry Avenue. Flow would drain south in McMurry Avenue and enter storm inlets to the south ultimately entering the regional detention pond south of the site. Note that the detention for the site runoff is also provided for in the regional detention pond (Basin 90), which was constructed as outlined in the Master Plan. D. Street Capacities The street capacity calculations are not required for the subject site, as no new public street construction will be built with this project. However, curb cut capacities have been analyzed and calculations provided in Appendix D of this report. V. STORM WATER QUALITY A. General Concept The water quality of stormwater runoff must be addressed on all final design utility plans. Therefore, Best Management Practices for the treatment of stormwater runoff for the subject site will include grass -lined swales, a rain garden LID basin, and the utilization of the grass buffers along the south and east side of the site. These water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed to the regional detention pond. B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoff has been incorporated into the final design for this project. This will include continued utilization of extended detention in the existing, offsite detention pond. The existing detention facility has adequate capacity and will continue to provide detention for the developed condition of the subject site, prior to releasing flows downstream. On site detention will restrict the site runoff to avoid exceeding the existing storm sewer capacity. LID measures are provided for through the conveyance of 1.87 acres over and through the rain garden LID basin. To further enhance water quality 0.47 acres will sheet flow over grass buffer area. The footprint of the rain garden is approximately 922 square feet, with a depth of approximately 1.0 foot, and provides approximately 1,712 cf of storage volume. 12 It's important to note that 77% of sites new impervious area is being conveyed over and through the rain garden which exceed the 75% minimum that is normally required for water quality and LID treatment. The rain garden, shown and called out in the civil utility plans, provides for approximately 1.0' of ponding depth, prior to the basin overflowing to storm inlets and into the storm sewer and eventually into the existing detention pond. Approximately 1.6 feet of ponding depth will occur over the two Iowest proposed CDOT Type C inlets during the 100-yr storm event. The third CDOT Type C inlet will provide overflow with a ponding depth of 0.6 feet. The ponding depth will be less than 1 foot in the parking lot except at one curb chase were the depth will be 1.3' feet. Warning signage will be pleased in parking stalls were depths may exceed 1 foot in the major storm events. Please refer to Appendices C and F, and sheets C- 009 and C-011 of the civil utility plans, for details on the rain garden. Please also refer to the LID Table on sheet C-007 for area calculations and specific LID calculations, as required by the City of Fort Collins. VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. Silt fence will be installed along the north, south, east, and west sides of the site to prevent sediment from leaving the site. A tracking pad will also be placed at west entrance/exit to the site. Gravel inlet filters will be placed at proposed curb cuts, and storm drain inlets. Riprap will also be utilized at concentration points (curb cuts and pipe outlets), as shown in the plans, to minimize erosion and increase soil stabilization. VII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm Water Utility will not maintain the on -site storm drainage facilities within the subject site. The owners of the subject site will maintain their on -site storm drainage facilities on a regular basis. The following shall 13 be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the outlet structures shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facility 2) Sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the swales and LID/PLD basin. Grass scrubbing along the bottom of the LID/PLD basin may be required to remove sediment and promote grass growth. 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, with these and additional measures being utilized on an as -needed basis. B. Drainage Coneeyt The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on -site runoff to the proposed on site detention pond and the existing detention pond, located south of the subject site. The combination of the existing and proposed storm conveyances will provide for the 100-year developed flows to reach the existing detention pond. The calculated release rate will pond to a depth not to exceed 1.3 foot in the parking lot during a 100-year storm event. The existing release rate of the existing pond will be adhered to. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Ouality The final design has addressed the water quality aspect of stormwater runoff. The LID items presented in this report for the proposed site will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream. 14 D. Erosion Control Concept Proposed erosion control concepts have been provided for and adequately provide for the control of wind and rainfall erosion from the proposed development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property is approximately $20,339.00. Please refer to Appendix E for this calculation. 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. Master Drainage Study for the Oakridge Business Park, by RBD Engineering Consultants, Fort Collins, Colorado, September,1990. 4. Overall Drainage Concept for The Overall Development Plan For Oakridge Business Park, by North Star Design, April, 2000. 15 APPENDIX APPENDIX A VICINITY MAP Clf '1_Lr SITE LOCATION VICINITY MAP Tirnb,-_-r SPEN APPENDIX B RATIONAL METHOD HYDROLOGY O Qz m Q) >+ cn Uo cn LU -a Q) d I M cr_ O Y >O O a 00 M ti ti r It M N V M 1 00 O O N If O Ih (V M CO) CO O CO O 'IT O O O O N O f- O N O O OD O 00000 (� 19T cM O M d' OD O O N O � 0 0 0 � CV M It O � N CM IRT O Ix LU 2 Z W 2 W a co Q Developed Weighted Runoff Coefficients OAKRIDGE CROSSING 901-001 1 0 0 135 0 20,175 20.310 0.25 2 32746 28,004 4,482 0 14,956 80,228 0.82 3 0 1.162 0 0 0 1.162 0.95 4 0 1.437 404 0 237 2.078 0.87 5 0 10,093 0 0 0 10.093 0.95 Total SITE 32,746 - 40,696 _ - ` 5,021- . - 0 ' 35.366 " 113,871 .6.73 -- Total Acreage 0.75 0.93 0.12 0.00 0.81 2.61 2 32.746 3 0 4 0 5 0 0 135 0 28.004 4,482 0 .752 0 0 1,437 404 0 10,093 0 0 0.93 0.12 O.0 20,175 20,310 3% 14,956 80.228 78% 0 1.162 100% 237 2.078 89% 0 10.093 100% 36,368 '.113,871 0.81 2.61 Land Use a surface ChnaoMhllu Percent Impervloueness 9ualness: Commerual areas 95 Ne hooncwd areas a5 ReaMerdlal: single4amity Mu9iun9(detached) 60 MOWN ap 75 Hall-acm lot or Wrgw anmems 80 Industrial: UcrM amas BO Heavy amaa 90 Pans. cams erles: 5 PM munda: 10 schsola: 50 Railroad yard am": 15 Undevale ames' Hisloncal Fb Anatysts 2 Gmenl>e9a, agrkullural Od.nre new ane"Is wren land use not des 45 31niks: Paved 100 Gravel ac 40 Drivaaa and rli0evolas: 90 Room: 90 Lawn. sandy sell 0 Laens, dam soil 0 -Haler to rlQUlea KW Q &;" rtv o in rtta.. t.rmptw 8:10 PM ASPEN ENGINEERING 411=16 Q + O O Un II II � U r` W Z 0 Q) H W �� o U •1Uo oOLij c� LL 4)i rn O >Y w N R H Y?r � Q M W J Q C N 0 0 0 0 0 0 0 Z ..S' E to 6 Cn 6�U-) Cn ILL. C CNNW Cn ON U yo LoLoCo�r0Oo In w coClO O h J M In O O w J w w J a o 0 OLnr-Lnco M N 0 0 0 Q U) H J W co Z W z¢ Q Q Q Q Q o- CL(Laaa 2 LO Z r-N V LO w J C 'T Er° NrrMOv 6vi cl)In wv m F-- 0 Z w W W O ^0 LID 0 0 0 0 0 O J co N N N N Q F- Z 2 F- (7 - V O Cn CA LO Lo Z (O N N Cl) w J U M Cn N CO h Cn N N CD (A CO O O Q o0000 0 Z N W r Iq M Cn M N V 00 O O N CA v Q O, OOO �-- Q m Z c -q rn M Z w N �(D ao M eD t � ve`� II II � U I Uj w U e--i 00 II Z O ~ E z o co F- N Z O r rn U U o Z �LLIr O U O U m p LL T O o Y w O F- U) Y < Q Cl) w J Z 'Y (O (O tf) t0 U) LO � v C_ N N (O ijr) N 0 66 6 O MO(O f- CD O J ..� (h m O.. w w Jw a o o O v O o w � O LID I,— N OD > co N000 Q CO F- J m w N z w Q Q Q Q Q Q IL aaaaa x 2 LO oN Z � r LO w J _ C N N 00 f— O N m o 0 0 w F- Z w w w a Oo000 > a O o ,n 9999a p J M N (14 N N J Cl) _Q F- z F Z � Z N N Cl) w J Q (O NNfl- N N U N 00 O CO O 00 Q O O O O O O z I` V N 0 N rn V c00CN QQ vN Oe--000 �- m z CD m� QO r N fM V l0 O Cl) N m Z W Z 2 w W k Q EZ c r� w 3 m O .�� '6 IC C LL 7 7 (0 m E UU C7 t :3 :3 cp cn()U C w O Z3 010 cQO�(MO -V 0 0 0 w OOOOO 0 c C U 0 0 0 0 0 O N0) �0�0V 1 ccl) (MO - 0 d'000 C U ti cou) M N cu d O O N 0 Q 0 0 0 C) C L Lo co 000 co ONO co OD N C) 04 Cq 0) ano rn cq 00000 0 0 �00000 .E w ui ui ui ui ui (ri m > c Q . 0 cc � o > c . o0000 0 .-. 00000 0 E ^ p O N O > O o i C � 7 CL f0 i v � t w O) ^ C � � N J 0 0 0 0 0 0 v ui ui ui L6 ui ui C � .h r- N M d' V7 (6 N m N (L 0 CD c m NM VLO jN OI U O d) J >+ (26 G 0) N W N O U � II O U (6 U � C U N O J > 06 O 7 N a c II La U' 2 �c W 2 Ch II 2 N 00 W lL ^ OLL Z Id Z O IL^^ v! Q N N On W U U U -Dn a L 7 7 7 uJUU �U c ODV Cl) r pC cn M N V cM U U v r-00OON � O C 0 0 0 0 0 0 w O O O O O 0 U O O O O O O a' U O 00 ch r r ti N c 4 V M N 'T c) O U coC) O N C N U C7 t0 M 'r c N ` O O O N 0) C Q O, O O O 7 L c mOOO (3) O � C GDO O)OO m U o LO U NNwrnLo OOorn ONo 0 O C)Ci0 O O O O O O O C 'y E Lo uj u7 Lo Lo V7 N > a C_ TO E > 0 0 0 0 0 0 t; m E 60000 0 v �— d >T O LL O p c { I C Y � v 7 CL c0 I— v L C) { { N J C 0 0 0 0 00 u) ui ui ui ui ui c � .� N c'7 V t0 f7 O m N rn o (L c rn �N (+)17 to jN N p J O � L] APPENDIX C POND AND RAIN GARDEN SIZING CALCULATIONS 17 w Q C R to w Q Ln p Z O a o L J } O E O > a w ` 0 O1 3 O O O i 4 N N EE@ O O O O O O Q H N m � p > y _ A w `- O co N e-I Q1 O N O0 l0 p � tN0 n .--I � M 00 Vl N Q V a � C C W 00 M to O M t0 Ol 0A ' O L6 to 01 00 M ni Q U O Ln Ln O0 910 LJ tG N N to U C L F' _ O Ln LnLn to to ei O N$ 0 0 0 0 0 0 0 O p O 01 00 3 �0 1f1 l0 N O M 01 00 •O Y 0)$ N cn O .-i 00 cn M Lnr, 0i Q � q N 4 Ln V 0) 00 N a .i C f0 M Om c-1 a C CL j C 1n O Ln O to O 0. to I-� n 00 00 (A C1 CO O 0 > C1 0) 0) 0) 01 (1 0) 0p a+ 07. V d' I R V a C `u W w a) � ai O Icr u N C C N a m u Oakridge Crossing, Fort Collins, Colorado 901-001 LID TABLE New Area (Entire Site) 113,871 sf Site Imperivious Area 78,503 Excluded Existing Impervious Area to Offsite (Basin 5) 10,093 Site Imperious Area to Treat 68,410 Regd_._Mi.. Impervious Area to be Treated (75% of Total ImperviousArea) 51,308 sf Area Treated by LID Treatment Method 41 (RAIN GARDEN) (Basin 2 & 3) 66,434 sf TotaT'fmp6fvfousA4-aT�eated ` 66,434 sf Percent LID Treatment Provided for Impervious Site Area 77% • Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer AGW Company: ASPEN ENGINEERING Date: August 4, 2016 Project: OAKRIDGE CROSSING Location: FORT COLLINS, CO r 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 67.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Rafo (i = IJ100) = 0.670 C) Water Quality Capture Volume (WQCV) fora 12-hour Drain Time WQCV = 0.21 watershed inches (WQCV= 0.8' (0.91- is- 1.19 - i2+ 0.78 - it D) Contributing Watershed Area (including rain garden area) Area = 63.468 sq It F: E) Water Quality Capture Volume (WQCV) Design Volume Vwav = 1,458 cu If Vol = (WQCV / 12) ' Area F) For Watersheds Outside of the Denver Region, Depth of d., = 0.00 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwQCv OTnra = 0.0 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwacv usi a = cu If (Only it a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dwacv = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 it / 1t (Use "0" 0 rain garden has vertical walls) C) Mimmmum Flat Surface Area AM,,, = 922 sq If D) Actual Flat Surface Area A� = 922 sq ft E) Area at Design Depth (Top Surface Area) AT. = 2516 sq it S � � l�oAr p ST�46'E S TbRRG£ F) Rain Garden Total Volume VT= ft (VT= ((AT.' Aa ) 12) - Depth) 3. Growing Media Choose One Garden Graving media /*�yu,,r� �Rain �u1G (r gfalo): (SEE LANDSCAPE PLANS AND CIVIL PLANS) 4. Underdrain System y Choose One *(ES A) Are underdmins provided? ONO B) Underdrain system orifce diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= it Volume to the Center of the Office ii) Volume to Drain in 12 Hours Vol,, = NIA cu It iii) Orifice Diameter, 318" Minimum Du = NIA in RainGarclenSizing-Oakridge, RG 814/2016, 10:12AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: AGW Company: ASPEN ENGINEERING Date: August 4, 2016 Project: OAKRIOGE CROSSING Location: FORT COLLINS, CO 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One OfES A) Is an impermeable Hner provided due to proximity QNO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One heet Flow- No Energy Dissipation Required A) Inlet Control � Flow- Energy Dissipation Prwidw J 7. Vegetation(Plan Choose One for Lequerd wed cb) �b�*Sand Gowm Odw Wgm 8. Irrigation One -7 Sys NO SPRINKLER HEADS ON FIAT SURFACE A) WIII the rain garden be irrigated? Notes: RainGardenSizing-Oakridge, RG 81412016, 10:12 AM Stormwater Detention and Infiltration Design Data Sheet Stormwater Facility Name: Oakridge Crossing 40"31'14.49"N 105"02'52.02"W Fort Collins, Colorado Facility Location & Jurisdiction: User (Input) Watershed Characteristics Watershed Slope = Watershed Length -to -Width Ratio = Watershed Area = Watershed Imperviousness = Percentage Hydrologic Soil Group A = Percentage Hydrologic Soil Group R = Percentage Hydrologic Sail Groups CID =I ft/ft L:W acres perce perce percc perce 0.020 1.10 2.61 67.0% 100.0% User Input: Detention Basin Characteristics WQCV Design Drain Time = 40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.di¢italdataservices.com/avh/ )'viewer-cswdif. create a new stormwater facility, and attach the pdf of this worksheet to that record. Design Storm Return Period Two -Hour Rainfall Depth Calculated Runoff Volume OPTIONAL Override Runoff Volume: Inflow Hydrograph Volume , Time to Drain 97%of Inflow Volume: Time to Drain 99%of Inflow Volume - Maximum Ponding Depth Maximum Ponded Area Maximum Volume Stored User Defined User Defined User Deflned User Defined stage Ift] Area Ih^2j stage (ftl Discharge Icfsl 0.00 2,516 0.00 0.00 1.00 5,390 1.00 7.00 2.10 17,489 2.10 7.50 WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 0.53 0.98 1.36 1.71 2.31 2.91 3.67 0.056 0.139 0.216 0.290 0.423 O.SSO 0.723 0.056 0.138 0.215 0.289 0.423 0.550 0.722 1 1 1 1 1 1 2 2 2 2 2 2 2 2 0.17 0.40 0.60 0.78 1.11 1.45 1.83 0.069 0.084 0.097 0.109 0.151 0.236 0.334 0.017. 0.028 0.046 0.065 0.10G 0.171 0.281 n )cre-ft icre-ft icre-ft )ours )ours t sres )ae•ft extended detention conformance spreadsheet, Design Data 9/14/2016, 10:38 AM 25 20 is s 10 5 0 Stormwater Detention and Infiltration Design Data Sheet ■FAIlm • rr��-. ! � Ise 0.1 2 1.8 1.6 1.4 C 1.2 n W l:l = 1 2 6 0.8 0.6 0.4 0.2 0 1 TIME [hr] 10 —100YR i I —50YR —25YR —lOYR ' —5YR I —2YR —WQCV I. I I i 0.1 1 DRAIN TIME [hrj 10 100 tended detention conformance spreadsheet, Design Data 9/14/2016, 10:38 AM 0 100 Year Project: Oakrid a Crossing (Pond Sizing for New criteria) Design by: T. Willkomm Date: 4/1512016 This is to convert % imp. to a C value 100- ear (must insert % imp. and C pervious). Required detention ft' acre-ft. 'C' value 0.73 111116685.: .035l1 'C'1.25 0.9125 Area 2.61 acres Modified Modified Release Rate `8.1 M. FATER D. JUDIS C. I -I 5r95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITV Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention mins) (secs) (Nhr) (cis) ftA3 (ft 3) ftA3) ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 23.70 7109.151 2430.0 4679.2 0.1074 10 600 7.720 18.39 11031.69 4860.0 6171.7 0.1417 15 900 6.520 15.53 13975.38 7290.0 6685.4 0.1535 20 1200 5.600 13.34 16004.52 9720.0 6284.5 0.1443 25 1500 4.980 11.86 17790.74 12150.0 5640.7 0.1295 30 1800 4.520 10.76 19376.9 14580.0 4796.9 0.1101 35 2100 4.080 9.72 20405.76 17010.0 3395.8 0.0780 40 2400 3.740 8.91 21377.47 19440.0 1937.5 0.0445 45 2700 3.460 8.24j 22249.14 21870.0 379.1 0.0087 50 3000 3.230 7.691 23077.95 24300.0 -1222.1 -0.0281 55 33001 3.030 7.221 23813.87 26730.0 -2916.1 -0.0669 60 3600 2.860 6.811 24521.21 29160.0 -4638.8 -0.1065 65 3900 2.720 6.481 25264.28 31590.0 -6325.7 -0.1452 70 4200 2.590 6.17 25907.32 34020.0 -8112.7 -0.1862 75 4500 2.480 5.91 26678.94 36450.0 -9871.1 -0.2266 80 4800 2.380 5.67 27207.68 38880.0 -11672.3 -0.2680 85 5100 2.290 5.45 27815 41310.0 -13495.0 -0.3098 90 5400 2.210 5.26 28422.31 43740.0 -15317.7 -0.3516 95 5700 2.130 5.07 28915.31 46170.0 -17254.7 -0.3961 100 6000 2.060 4.91 29436.89 48600.0 -19163.1 -0.4399 105 6300 2.000 4.76 30008.48 51030.0 -21021.5 -0.4826 110 6600 1.940 4.62 30494.33 53460.0 -22965.7 -0.5272 115 6900 1.890 4.50 31058.77 55890.0 -24831.2 -0.5700 120 7200 1.840 4.38 31551.77 58320.0 -26768.2 -0.6145 125 75M 1.790 4.26 31973.32 60750.0 -28776.7 -0.6606 130 7800 1.750 4.17 32609.18 63180.0 30670.8 0.7041 135 8100 1.710 4.07 32987.89 65610.0 -32622.1 -0.7489 140 8400 1.670 3.98 33409.44 68040.0 -34630.6 -0.7950 145 8700 1.630 3.88 33773.82 70470.0 -36696.2 -0.8424 150 9000 1.600 3.81 34295.4 72900.0 -38604.6 -0.8862 155 9300 1.570 3.741 34774.11 75330.0 -40555.9 -0.9310 160 9600 1.540 3.671 35209.94 77760.0 -42550.1 -0.9768 165 9900 1.510 3.601 35602.91 80190.0 -44587.1 -1.0236 170 10200 1.480 3.52 35953.01 82620.0 -46667.0 -1.0713 175 10500 1.450 3.45 36260.24 85050.0 -48789.8 -1.1201 180 10800 1.420 3.38 36524.6 87480.0 -50955.4 -1.1698 185 11100 1.400 3.33 37010.45 89910.0 -52899.5 -1.2144 190 11400 1.380 3.29 37467.72 92340.0 -54872.3 -1.2597 195 11700 1.360 3.24 37896.42 94770.0 -66873.6 -1.3056 200 12000 1.340 3.19 38296.53 97200.0 -58903.5 -1.3522 205 12300 1.320 3.14 38668.06 9%30.0 - 1.9 -1.3995 210 12600 1.300 3.10 39011.02 102060.0 -63049.0 -1.4474 215 12900 1.280 3.05 39325.39 104490.0 -65164.6 -1.4960 220 13200 1.260 '3.00 39611.19 106920.0 -67308.8 5452 -1A-1.6456 225 13500 1.240 2.95 39868.4 109350.0 -69481.6 230 13800 1.220 2.91 40097.04 111780.0 -71683.0235 14100 1.210 2.88 40632.9 114210.0 -73577.1240 14400 1.200 2.86 4'1154.48 116640.0 -75485.5 / ol/D S f z/•J6 - Caf,-)5 117 �C-2 /J-, �,4 �6► G t r I -,T'21 G T l� L twi ITS 1.- \/0, ►RQ D Page 1 100 Year • Project: Oakrld a Crossin (Pond Sizing for New criteria J.Gooch Date: 3/7/2018 This is to convert % imp. to a C value 1 00-ear must insert % imp. and C pervious). Required detention ft3 acre-ft. 'C' value 0.73 E20}2= <0?00052 'C'1.25 0.9125 Area 2:61 acres Modified Modified Release Rate 23.63 M. FATER D. JUDISF C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSI Q 100 Runoff Release Required, Required cum 100 year Volume Cum total Detention Detention mins) (secs) in/hr cis fM3) (ftA3) (ftA3) (ao-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 23.70 7109.161 7089.0 20.2 .0.0005 10 600 7.720 18.39 11031.69 14178.0 -3146.3 -0.0722 15 900 6.520 15.53 13975.38 21267.0 -7291.6 -0.1674 20 1200 5.600 13.34 16004.52 28356.0 -12351.5 -0.2836 25 1500 4.980 11.86 17790.74 36446.0 -17654.3 -0.4053 30 1800 4.520 10.76 19376.9 42534.0 -23157.1 -0.5316 35 2100 4.080 9.72 20405.76 49623.0 -29217.2 -0.6707 40 2400 3.740 8.91 21377.47 56712.0 -35334.5 -0.8112 45 2700 3.460 8.24 22249.14 63801.0 -41551.9 -0.9539 50 3000 3.230 7.69 23077.95 70890.0 -47812.1 -1.0976 55 3300 3.030 7.22 23813.87 77979.0 -54165.1 -1.2435 60 3600 2.860 6.81 24521.21 85068.0 -60546.8 -1.3900 65 3900 2.720 6.481 25264.28 92157.0 -66892.7 -1.5356 70 4200 2.590 6.171 25907.32 99246.0 -73338.7 -1.6836 75 4500 2.480 5.911 26578.94 10633&0 -79756.1 -1.8309 80 4800 2.380 5.67 27207.68 113424.0 -86216.3 -1.9793 85 5100 2.290 5.45 27815 120513.0 -92698.0 -2.1281 90 5400 2.210 5.26 28422.31 127602.0 -99179.7 -2.2769 95 5700 2.130 5.07 28915.31 134691.0 -105775.7 -2.4283 100 6000 2.060 4.91 29436.89 141780.0 -112343.1 -2.5790 105 6300 2.000 4.76 30008.48 148869.0 -118860.5 -2.7287 110 6600 1.940 4.62 30494.33 165958.0 -125463.7 -2.8802 115 6900 1.890 4.50 31058.77 163047.0 -131988.2 -3.0300 120 7200 1.840 4.38 31551.77 170136.0 -138584.2 -3.1815 125 7500 1.790 426 31973.32 177225.0 -145251.7 -3.3345 130 7800 1.760 4.17 32509.18 184314.0 -151804.8 -3.4850 135 8100 1.710 4.07 32987.89 191403.0 -158415.1 -3.6367 140 8400 1.670 3.98 33409.44 198492.0 -165082.6M4.7078 145 8700 1.630 3.88 33773.82 205581.0 -171807.2 150 9000 1.600 3.81 34295.4 212670.0 -178374.6 155 9300 1.570 3.74 34774.11 219759.0 -184984.9 160 9600 1.540 3.67 35209.94 226848.0 -191638.1 165 9900 1.510 3.60 35602.91 233937.0 -198334.1 170 10200 1.480 3.52 35963.01 241026.0 -205073.0 175 10500 1.450 3.45 36260.24 248115.0 -211854.8 -4.8635 180 10800 1.420 3.38 36524.6 255204.0 -218679.4 -5.0202 185 11100 1.400 3.33 37010.45 262293.0 -225282.5 -5.1718 190 11400 1.380 3.29 37467.72 269382.0 -231914.3 -5.3240 195 11700 1.360 3.24 37896.42 276471.0 -238574.6 5.4769 200 12000 1.340 3.19 38296.53 283560.0 -245263.5 5.6305 205 12300 1.320 3.14 38668.06 290649.0 -251980.9 -5.7847 210 12600 1.300 3.10 39011.02 297738.0 -258727.0 -5.9396 215 12900 1.280 3.05 39325.39 304827.0 -265501.6 -6.0951 220 13200 1.260 3.00 39611.19 311916.0 -272304.8 -6.2513 225 13500 1.240 2.95 39868.4 319005.0 -279136.6 -6.4081 230 13800 1.220 2.91 40097.04 326094.0 -285997.0 -6.5656 2351 14100 1210 2.88 40632.9 333183.0 -292550.1 -6.7160 2401 144001 1.200 2.86 41154.48 340272.0 -299117.5 -6.8668 PO 14 rl.-) J 1 z/"&- C'3 /0�- Page 1 RY,RIDGE SUBDIVISION LTD = 1150 Tc = 16.39 FAA MASS BALANCE METHOD C = 0.8 Max. Vol= IM132 MW BASIN 120 A = 17.79 TIME = 60 TIME 100 YEAR INFLOW OUTFLOW DIFF :1 (win) INTENSITY VOLUME- VOLL04E IN VOLUME OUTFLOW HYDROGRAFM• 0 5 10 15 20 25 30 35 40 455 50 55 60 65 70 75 80 85 90 95 100 0 5 !0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 t00 11.49 8.93 7.30 6.17 5.35 4.72 4.22 3.82 3.48 3.21 2.97 2.76 2.58 2.43 2.29 2.16 2.05 1.95 1.86 1.78 1.70 0 0 0 T2 = 408.97 din 36,121 0 38,121 6.82 Hours 62,330 0 62,330 T total = 425.35 Min 79,067 0 79,067 7.09 Hours 91,328 11927 89,401 100,698 49596 96,102 SWMM Output: ONSITE DETENTION CALCULATIONS, -- 100 YEAR STORM 108,091 7,264 100,827 0.00 0.00 0.27 8.90 7.09 114,073 9,933 104,141 119,013 12,601 106,412 123,162 15,270 107,892 126,694 17,938 108,756 129,739 20,607 109,132 132,391 2312.15 109,115 134,720 251944 108,777 136,784 28,612 108,171 138,623 31,281 107,343 140,274 339949 106,325 141,764 36,618 105,146 143,115 39,286 103,829 , 144,346 41,955 102,391 145,472 44,623 100,849 0 ISION LTD = 600 Tc = 13.33 E METHOD C = 0.8 Pat. Vol= 210 A = 7.51 TIME = 95 INTENSITY VOLUME VOLUME IN VOLUME OUTFLOW HYDROGRAN: 11.49 0 0 0 T2 = 1118.03 Min 8.93 38,121 0 38,121 18.63 Hours 7.30 629330 0 62,330 T total = 1131.37 Min 6.17 5.35 4.72 4.22 3.82 3.48 3.21 2.97 2.76 2.58 2.43 2.29 2.16 2.05 1.95 1.86 1.78 1.70 79,067 375 79,691 18.86 Hours 91,328 11502 89,826 100,698 2,629 98,070 SWMM Output: 106,091 39755 104,336 0.00 0.00 114,073 41882 109,19E 119,013 6,008 113,005 123,162 71135 116,027 126,694 81261 118,433 129,739 91388 1202352 132,391 10,514 1219877 134,720 11,641 123,080 136,784 12,767 1249017 138,623 13,894 124,730 140,274 15,020 125,254 141,764 16,147 125,618 143,115 17,273 125,842 144,346 18,400 125,946 145,472 199526 125,946 0 g AS0N 210 0.22 3.76 18.86 0 0 5 2. 0. 5. 3, 2, 11, 56. 58. 64. 61. .3(I) 4.8(I) 2.5(I) 1,3(I) 39.3(I) 55.0(I) 2.5( ) 2.1( ) 0(S) 0. 0. 0. 0. ' .1( ) .0( ) .1( ) .0( ) 4 10. 69. 68. 69. 39. 0. 43. 1. 2. 1. 0, ' .2(S) 28.2(S) .0( ) 1.9( ) .l( ) 2.1( ) .2( ) .7( ) .2( ) .1( ) 3. 0. 2. 0. 60. 5. 0. 1. 0. 65. .3() .1() .2() .1l) 1.1( ) .3() .0() .5() .1() 2.1() ' 3. 0. 0. 64. 58. 1. 1. 49. 54. 0. .3( ) .0( ) .2( ) 3.7( ) .8( ) .2( ) .5( ) .0( ) .0( ) 0(1) ' 4. 0. 4. 2. 1. 49. 54. 58. 64. 68. 3.1(I) .3(I) 4.7(I) 2.5(I) 1.3(I) 37.5(I) 55.0(I) 2.5( ) 2.1( ) 0(S) 0. 0. 0.. 0. .1( > .O( ) .1( ) .0( ) i OAKRIDGE OVERALL DRAINAGE MODEL FOR A 100 YEAR STORM EVENT ( TOTAL DEVELOPED BUILDOUT.MODEL OAKIOO.DAT) +� PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 300 130. (DIRECT FLOW) 0 30. 310 58. (DIRECT FLOW) 0 40. ', 33 33. .6 0 40. 290 3. (DIRECT FLOW) 0 15. 230 8. (DIRECT FLOW) 0 20. '24 27. .6 0 40. 30 130. (DIRECT FLOW) 0 30. 15 6. .4 0 45. 7. .4 0 55. '5 31 58. (DIRECT FLOW) 0 40. 28 10. .4 1 5. 270 6. (DIRECT FLOW) 0 15. L Fz°i"` �As�� �f0 6 g '21 68. .9 0 40. c�S 29 3. 1.0 .0 1 0. 23 7. .4 0 45. 340 2. (DIRECT FLOW) 0 15. ' 7 111. .9 0 40. 4 125. 3.0 O 45. 70. .9 1 10. '21 44 59. 1.4 0 45. 20 99. 2.6 0 45. 19 10. .2 0 35. 18 9. .4 0 55. ' 9 9. 5 0 45. 10 36. .7 0 40. 11 13 10, 39. .4 .7 1 30. 0 45. 8 143. 3.3 0 40. 6 243. 4.0 0 45. ' J41 70. 2.8 1 10. 100 Year Project: Oa a Crossing (Pond Sizing for New criteria) Design b : J.Gooch Date: 3/7/2016 This is to convert % imp. to a C value 100-year (must insert % im .and C rvious). Required detention ft3 acre-ft. 'C' value 0.721 tM0IO !OOOOB 'C'1.25 0.9 Area 2:61 acres Modified Modified Release Rate 23.63 M. FATER D. JUDISF C. LI 5195 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSI Q 100 Runoff Release Required Required cum 100year Volume Cum total Detention Detention (miU22 (n/hr cfs) ftA3 ftA3) ftA3 ac-ft) 0 0.00 0 0.0 0.0 0.0000 9.950 23.37 7011.765 7089.0 -77.2 -0.0018 7.720 18.13 10880.57 14178.0 3297.4 -0.017 6.520 15.32 13783.93 21267.0 -7483.1 -0.1718 600 13.15 15785.28 28356.0 -12570.7 -0.2886 980 11.70 17547.03 35445.0 -17898.0 -0.4109 520 10.62 19111.46 42534.0 -23422.5 -0.5377 35 .080 9.58 20126.23 49623.0 -29496.8 -0.6772 40 740 8.79 21084.62 56712.0 -35627.4 -0.8179 45 .460 8.13 21944.36 63801.0 -41856.6 -0.9609 50 .230 7.59 22761.81 70890.0 -48128.2 -1.1049 55 .030 7.12 23487.65 77979.0 -54491.3 A.2509 60 .860 6.72 24185.3 85068.0 -60882.7 1.3977 65 .720 6.39 24918.19 92157.0 -67238.8 1.5436 70 4200 2.590 6.08 25552.42 99246.0 -73693.6 -1.6918 75 45001 2.480 5.83 26214.84 106335.0 -80120.2 -1.8393 80 48001 2.380 5.59 26834.98 113424.0 -86589.0 -1.9878 85 5100 2.290 5.38 27433.97 120513.0 -93079.0 -2.1368 90 5400 2.210 5.19 28032.97 127602.0 -99569.0 -2.2858 95 5700 2.130 5.00 28519.21 134691.0 -106171.8 -2.4374 100 6000 2.060 4.84 29033.64 141780.0 -112746.4 -2.5883 105 6300 2.000 4.70 29 597.4 148869.0 -119271.6 -2.7381 110 6600 1.940 4.56 30076.6 155958.0 -125881.4 -2.8898 115 6900 1.890 4.44 30633.31 163047.0 -132413.7K33 120 7200 1.840 4.32 31119.55 170136.0 -139016.4 125 7500 1.790 4.20 31535.33 177225.0 -145689.7 130 7800 1.750 4.11 32063.85 184314.0 -152250.2 135 8100 1.710 4.02 32536 191403.0 -158867.0 140 8400 1.670 3.92 32951.77 198492.0 -165540.2145 8700 1.630 3.83 33311.17 205581.0 -172269.8150 9000 1.600 3.76 33825.6 212670.0 -178844.4 155 9300 1.570 3.69 34297.75 219759.0 -185461.3 -4.2576 160 9600 1.540T3.24 7.62 226848.0 -192120.4 -4.4105 165 9900 1.510115.2 233937.0 -198821.8 -4.5643 170 10200 1.48060.5 241026.0 -205565.5 -4.7191 175 10500 1.4503.63 248115.0 -212351.5 �.8749 180 10800 1.42024.26 255204.0 -219179.7 -5.0317 185 11100 1.40003.46 262293.0 -225789.5 -5.1834 190 11400 1.38054.47 269382.0 -232427.5 -5.3358 195 11700 1.360 3.19 37377.29 276471.0 -239093.7 -5.4888 206 12000 1.340 3.15 37771.92 283560.0 -245788.1 5.6425 205 12300 1.320 3.10 38138.36 290649.0 -252510.6 -5.7968 216 12600 1.300 3.05 38476.62 297738.0 -259261.4 -5.9518 215 12900 1.280 3.01 38786.69 304827.0 -266040.3 -6.1074 220 13200 1.260 2.96 39068.57 311916.0 -272847A -0.2637 225 13500 1.240 2.91 39322.26 319005.0 -279682.7 -6.4206 2301 13800 1.220 2.87 39547.76 326094.0 -286546.2 -6.5782 235 14100 1.210 2.84 40076.29 333183.0 -293106.7 -6.7288 240 14400 1.200 2.82 40590.72 340272.0 -299681.3 6.8797 Page 1 r-, u 100 Year Prolect: Oakrid a Crossing Plu ed Outlet Condition Design by: T. Willkomm Date: 9212016 This is to convert % imp. to a C value 100- ear Imust insert % im . and C pervious). Required detention ft' acre-ft. 'C value "' ° ti .73 IC41 ' "111 ■OT " 811 'C' .1.25 0.9125 Area `%- :61 acres Modified Modified Release Rate ` `i='`%0 Plugged M. FATER D. JUDIS C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENS Q 100 Runoff Release Required Required Cum 100 year Volume Cum total Detention Detention mins secs in/hr dsI (ft"3) (ft"3 ft 3 ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 23.70 7109.151 0.0 7109.2 0.1632 10 600 7.720 18.39 11031.69 0.0 11031.7 0.2533 15 900 6.520 15.53 13975.38 0.0 13975.4 0.3208 20 12001 5.600 13.34 16004.52 0.0 16004.51 0.3674 25 1500 4.980 11.86 17790.74 0.0 17790.71 0.4084 30 1800 4.520 .10.76 19376.9 0.0 19376.9 0.4448 5 2100 4.080 9.72 20405.76 0.0 20405.8 0.4685 40 2400 3.740 8.91 21377.47 0.0 21377.5 OA908 45 2700 3A60 8.24 22249.14 0.0 22249.1 0.5108 50 3000 3.230 7.69 23077.95 0.0 23077.9 0.5298 55 3300 3.030 7.22 23813.87 0.0 23813.9 0.5467 60 3600 2.860 6.81 24521.21 0.0 24521.2 0.5629 65 39001 2.720 6.48 25264.28 0.0 25264.3 0.5800 70 4200 2.590 6.17 25907.32 0.0 25907.31 0.5948 75 4500 2.480 5.91 26578.94 0.0 26578.91 0.6102 80 4800 2.380 5.67 27207.68 0.0 27207.7 0.6246 85 5100 2.290 5.451 27815 0.0 27815.0 0.6385 90 6400 2.210 526 28422.31 0.0 28422.3 0.6525 95 5700 2.130 5.07 28915.31 0.01 28915.3 0.6638 100 6000 2.060 4.911 29436.89 0.01 29436.9 0.6758 105 6300 2.000 4.76 30008.48 0.01 30008.5 0.6889 110 66001 1.940 4.62 30494.33 0.0 30494.3 0.7001 115 69001 1.890 4.50 3105 .77 0.0 31058.8 0.7130 120 7200 1.840 4.38 31551.77 0.0 31551.8 0.7243 125 7500 1,790 4.26 31973.32 0.0 31973.3 0.7340 130 7800 1.750 4.17 32509.18 0.0 32509.2 0.7463 135 8100 1.710 4.07 32987.89 0.0 32987.91 0.7573 140 8400 1 B70 3.98 33409.44 0.0 33409.4 0.7670 145 8700 1.630 3.88 33773.821 0.0 33773.8 0.7753 150 9000 1.600 3.81 34295.4 0.0 34295.4 0.7873 155 9300 1.570 3.74 34774.11 0.0 34774.1 0.7983 160 9600 1.540 3.67 35209.94 0.0 35209.9 0.8083 165 99001 1.510 3.60 35 02.91 0.0 35602.9 0.8173 170 102001 1.480 3.52 35953.01 0.0 35953.0 0.8254 175 105001 1.450 3.45 36260.24 0.01 36260.2 0.8324 180 108MI 1.420 3.381 36524.6 0.01 36524.61 0.8385 185 1110ol 1.400 3.331 37010.45 0.01 37010.5 0.8496 190 114001 1.380 3.29 37467.72 0.0 37467.7 0.8601 195 11700 1.360 3.24 37896.42 0.0 37896.4 0.8700 200 12000 1.340 3.19 38296.53 0.0 38296.5 0.8792 205 12300 1.320 3.14 38668.06 0.0 38668.1 0.8877 210 12600 1.300 3.10 39011.02 0.0 39011.0 0.8956 215 12900 1.280 3.05 39325.39 0.0 39325.4 0.9028 220 13200 1.260 3.00 39611.19 0.0 39611.2 0.9093 225 13500 1.240 2.95 39868.4 0.0 39868.4 0.9153 230 13800 1.220 2.91 40097.04 0.0 40097.0 0.9205 235 141 1.21 2.88 40632 9 .0 40632.9 0.932 0.0 41164. 0.9448 Page 1 VOA, v+NL Fes¢ 7'mr4L PLa4s-aD CON 0 17-10 Nt 100 Year Project: Oakrid a Crossing (Plugged. Outlet Condition Design by: T. Willkomm Date: 921/2016 This is to convert % imp. to a C value 100 ar must insert % im . and C nAous . Required detention fe I acre-ft. 'C'value °= *"z0:173 6267,54/51 WOMIX21 'C' ` 1.25 0,9125 Area = -` '61 acres Modified Modified Release Rate %' '=!i> Plunged M. FATER D. JUDIS C. LI 5195 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITN Q 100 Runoff Release Required -Required cum 100 vear Volume Cum total Detention Detention mins secs uVhr da ftA3 ftA3 ftA3 ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 23.70 7109.151 300.0 6809.2 0.1563 10 600 7.720 18.39 11031.69 600.0 10431.7 0.2395 15 900 6.520 15.53 13975.38 900,0 13075.4 0.3002 20 1200 5.600 13.34 16004.52 1200.0 14804.5 0.3399 25 1500 4.980 11.86 17790.74 1500.0 16290.7 0.3740 30 1800 4.520 10.76 19376.9 1800.0 17576.9 0.4035 35 2100 4.080 9.72 20405.76 2100.0 18305.8 0.4202 40 2400 3.740 8.91 21377.47 2400.0 18977.5 0.4357 45 2700 3.460 8.24 22249.14 2700.0 19549.1 0.4488 50 3000 3.230 7.69 23077.95 3000.0 20077.9 0. 9 55 3300 3.030 7.22 23813.87 3300.0 20513.9 0.4709 60 36001 2.860 6.81 24521.21 3600.0 20921.2 0.4803 65 3900 2.720 6A8 25264.28 3900.01 21364.3 0.4905 70 4200 2.590 6.17 25907.32 4200.01 21707.31 0.4983 75 4500 2.480 5.91 26578.94 4500.0R23215.3 .5069 80 4800 2.380 5.67 27207.68 4800.0 0.5144 85 5100 2.290 5.45 27815 5100.0 0.5215 90 5400 2.210 526 28422.31 5400.0 0.5285 95 5700 2.130 5.07 28915.31 5700.0 0.5330 100 6000 2.060 4.91 29436.89 6000.0 0.5380 105 6300 2.000 4.76 30008.48 6300.0 0.5443 110 6600 1.940 4.62 30494.33 6600.0 0.5485 115 6900 1.890 4.50 31058.77 6900.0 24158.8 0.5546 120 7200 1.840 4.38 31551.77 7200.01 24351.8 0.5590 125 7500 1.79011647 31 73.32 7500.0 24473.3 0.5618 130 7800 1.750 32509.18 7800.0 24709.2 0.5672 135 810 1.710 32987.89 8100.0 24887.9 0.5713 140 8400 1.670 33409.44 8400.0 25009.4 0.5741 145 8700 1.630 33773.82 8700.0 25073.8 0.5766 150 9000 1.600 34295.4 000.0 25295.4 0.6807 155 9300 1.570 34774.11 9300.0 25474.1 0.5848 160 9600 1.540 35209.94 9600.0 25609.9 0.5879 165 9900 1.510 3.60 35602.911 9900.0 25702.9 0.6901 170 10200 1.480 3.52 35953.01 10200.0 25753.0 0.5912 175 10500 1.450 3.45 36260.24 10500.0 25760.2 0.5914 180 108W 1.420 3.38 36524.6 10800.0 25724.6 0.5906 185 11100 1.400 3.33 37010. 11100.0 25910.5 0.6948 190 11400 1.380 3.29 37467.72 11400.0 26 7.7 0.5984 195 11700 1,360 3.24 37 96.42 11700.0 26196.4 0.6014 200 12000 1.340 3.19 38296. 3 12000.0 26296.5 0.6037 205 12300 1.320 3.14 38668.06 12300.0 26368.1 0.6053 10 12600 1.300 3.10 39011.02 12600.0 26411.0 0.6063 215 12900 1.280 3.05 39325.39 12900.0 26425.4 0.6066 220 13200 1.260 3.00 39611.19 13200.0 264112 0.6063 225 13500 1240 2.95 39868.4 13600.0 26368.4 0.6053 230 13800 1.220 2.91 40097.04 13800.0 26297.0 0.6037 2351 141 1 0 2. 3. 14100. 26532.9 0.609 2401 1 1 2 7 . 42 Page 1 ,4f,:csju *e6 PLu6-6-EJ W ITrt I G7' 'DN6GHAZ6-L- %R ,, N /NL-£r5 r-� u p � � > 3 O E O > N lJJ O O O a -I N l N Y j 00 m O O O 66 O e4 3O1 u a'" 7 OJ [D p > E "O W Q'= O 00 c., N Ln ei Ln 01 OR N 01 In M lD 7 >>Q 7 O Ln i°�mu00i�mLn P, rl N 0 Vi 0000 u C O c 4A ' .0 M UY O m N tn M E v 00 > a 7 u O O t - in kD V1 u1 o of Ol to 00 .-� v 1Yf Ol V-+ n .i 0 In rn v-1 v-4 N Ln a�-I N C s +� o Ln Ln vi Ln Ln ao w o 0000docio 0 0 m w o>i J C= � +' `) N 1n CD tD ri N N O M 00 M Ln N C 0 Q ci V1 N IA Ln PN/f to M to ' 'O N Y 'y A Om ri c C C C j C O O to w O 1l o I-: O 00 m 00 O Gi 00 6 C! O YC w vvacvm v D �vd 1� c- � c w u u' c w c N OC 0. m Water surface to chase spill point 4969.80 RI Wd I I II MAW` 1 -61 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3DO by Autodesk, Inc. Overflow 2 Ft Chase Capacity Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1.00 Slope(%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Depth Known Depth (ft) = 0.50 Elev (ft) 2.00 1.75 1.50 1.25 1.00 0.75 D .5 1 Section 1.5 Reach (ft) Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) 2 2.5 Wednesday, Sep 212016 = 0.50 = 3.366 = 1.00 = 3.37 = 3.00 = 0.45 = 2.00 = 0.68 Depth (ft) 1.00 0.75 0.50 0.25 M01 �- -0.25 3 Weir Report Hydraflow Express Extension for Autodesk® AutoCAD& Civil 3DO by Autodesk, Inc. Driveway Capacity (Inv 4970.38 to 4970.62) Rectangular Weir Crest = Broad Bottom Length (ft) = 20.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw Compute by: Known Depth (ft) Depth (ft) 1.00 0.50 M -0.50 = 2.60 Known Depth = 0.28 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Driveway Capacity (Inv 4970.38 to 4970.62) Tuesday, Oct 4 2016 = 0.28 = 7.704 = 5.60 = 1.38 = 20.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Depth (ft) 1.00 0.50 M -0.50 Weir W.S. Length (ft) APPENDIX D STORM SEWER, CURB CUT, INLET, & SWALE SIZING 20 24 O E-- CO A so ta i.+ C4 H Q 0 pa �g L;I Lco L,= O OO O N fV OO - LJ2�i t L .� .--� b LLLCI o O C sl O O L 12 a�a. A A' �, 'u o' 0 0: o O: .0 ! �, (D . kn. kn kn kf) 0 U o o CC O o; a o o;o 0 o d' U, Loo_o__oo 0 Pro p w 3"L LLL c : L L o: W a „ x: x. �. o x 00 t4 pis a (15cn �+ cn U� c go 0 FT, `..' o 0 0.. c o O P M N Gz, F ,r; to vi N116 A! tn y G •v O o O (V O� Cd . I '� � •'" a o o ( o I o 0 a� =a= o 0 0 0 0 O 4 Z cn . W o 0 cl 0 C:� Ln L = LC) rl u 1:4 94 u u u u O O; O O! Cd C> * (D C5 ed t r- r, en Cf) r- 00 0 0 L. O • O I CoOc (0. O C) cn h en C) (ON I c,:, et V P.-t It* I"- q 630 '46 � (= 1 Elo 00 r4 It c� t-- r- 00 6 (0 00 C) a. 0 0 • N LL 0 N N 0 w -a -S 4, 9 0 0 •pug COD �'b N U 'C)U d iL U bb ao ob b own o°�n o x Op • 00 cd o°'n y to to � •00 W�G.t1�W.W �W�W kri C. o�q a O O O O C r..: .Q t_ A O O O- O W a o 0 0 0 c c w N M �y U zrA W a r� u 00 �n O N C A �O N O O' e N O O r-wl a1: a1 ON O) wl x kf) O. O, o .. co C>! olO.o 0 a oas p M, O'. O, O, Oj .- O 0 O la + M Vl ; IPi i .ern'. a p. �; M M ' G1 : M Fy y��^ Vi 4Fy M ' "O '� \O ' ' w): Q �./ : O\- A cq en W N`: M; T •'..... I] PROJEwr fl-rc , D PROJECTNOC �D/- 00 / DATE: PALM OF DEC INLET IN A SUMP OR SAG LOCATION p Oatuidge Crossing Intel ID = OP 2 ,fLo (C)— H-Cure H-Vert Wo WP W Lo (G) of Iniat Intel Type = Depremion(aftional to oon6nuaua gutter deprmsion Wham`- aW) w of Unit Inlets (Grab or Cure Opening) No- r Depth at Flowfne (outside A local depression) PortSng Depth - h of a Unit Grate L. (G) ` , of a Unit Grate W. ` Opening Ratio for a Grate (typical values 0.154.90) A� • Ong Factor for a Single Grate (ty)ical value 0.50 - 0.70) Cc (G)' Weir CwRKlenl(bWcni value 2.15. 3.60) C. (G) Orifice Coefficient (Wical value 0.60 - 0.60) C. (G) ` i of a unit Crab opening L. (C) ` of Vertical Curb Op&WM et Itches Hie' of Curb Orifice Threat inches He, = of Throat (see USDCM Figure STD Theta ` Win for Depression Pan (typically the gaaer wMlh of 2 fee0 We ` ng Factor for a Single Curb opening (typical value 0.10) Cr (C)' )Denby Web Coefficient (typical value 2.3-3.7) C. CC) )pening Office Coetfdent (typical value 0.60.0.70) C. (C) - Inlet Interci"on Capacity (assumes clogged condition) Qa = MINOR MAJOR COOT Type C Grate 0.00 0.00 1 1 7.0 13.0 MINOR MAJOR 2 922.920.700.502.41067 M MAJOR WA NIA WA WA WA NIA WA WA WA WA WA WA WA N/A WA WA lxarele Depth; feet feet feet Inches Inches tlegre- feet %�,, Tq�C �iv�f,TS Wr��. tf�wE CA-Pn�hri Foy AEsrsa+y� �oaA1 Vyamblg 5: The wMM of unit Is Peahen than 0e gutter width. /0049 & 968..e l r ZYR '(1016,&08 L-rl 61"rc q1W7h617 RainGarden Area Inlets, Inlet In Sump 7=016, 6:59 AM r� u INLET IN A SUMP OR SAG LOCATION Project . Oakrtdge Crossing twat 10 - STIN-A4 (OP 4) In MINOR MAJOR Type of Net InietType = Lnal Depression (additional to continuous gutter depression 'a' from'O-Allow1) Arai • inches Number of Unit Inlets (Grate Or Curb Opening) No- Flow Depth outside or Local Depression at Inlet Flow Depth = inches Grate hdamaton MINOR MAJOR fast Le (G) ==NIAWA Length of a Unit Grate - Width of a Unit Grate W.� a Opening Ratio for a Grate (typiW values 0.15-0.90) A...- ing Factor for a Single Grate (ypkad value 0.50.0.70) Q (G) Grata Viet) Cossiidenl (bVk* value 2.15. 3.60) C. (G) - Graft Odfim CoalMem (typical value 0.60- 0.80) C. (G) Curb Opening 4donoaUon MINOR MAJOR Length of a Unit Curb opening L. (C) read Height of Vertical Cum Opening in inches H..h • inches Haight of Curb 0ni6a Throat in Inches Ha„e • inches klale of Throat (ate USOCM Figure ST-5) Theta ^ degrees Side Width M Depression Pan (typkally the guderwidN of 2 feet) Wo • t Clogging Factor fora Single Curb Opening 01Plal value OAO) Cf (C) - C eb Opening Web Coslfewnt ("Ica] value 2.3-3.6) C. (C)' Curb Opening Orifice CoelGcient (Weill value OBO. 0.70) C. (C)- MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condtdon) Q. 44 1L3 CIS Inlet Capacity IS GOOD for Minor and Major Stornm (>Q PEAK) Orvaasaaao • 0.1 OB CDOT Type R Curb Opening 3.00 3.00 7 t 8.0 12.0 S.OD 6.00 8.00 6.00 8.00 6.00 83.10 63.40 2.00 2.00 0.10 0.10 3.80 3.60 0.87 0.67 STIN-A4, Inlet In Sump 911312078, 7:47 PM Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D®by Autodesk, Inc. Basin 2 SW Chase as Weir Ponding Major Event Rectangular Weir Highlighted Crest = Broad Depth (ft) Bottom Length (ft) = 2.00 Q (cfs) Total Depth (ft) = 0.70 Area (sqft) Velocity (ft/s) Calculations Top Width (ft) Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 2.70 ')epth (ft) 1.00 0.50 1 11 -0.50 Saturday, Jul 30 2016 = 0.65 = 2.700 = 1.29 = 2.09 = 2.00 fj,Nrv,0.�,.Tv4 $Tcrarrn fmn+C/Nb /+raj oG�-ue /4T ><NTRs}JrG� 70 7-HA, Z: FT C�Ncte£TF Qhrts£� a4r' A Z �% Co'�'�a£7� 5ia�r,.,Attt CVLVE.J�T• Basin 2 SW Chase as Weir Ponding Major Event Depth (ft) 1.00 0.50 O �� -0.50 Weir W.S. Length (ft) Channel Report Hydrallow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Saturday, Jul 30 2016 Basin 2 Sidewalk Chase Rectangular Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.28 Total Depth (ft) = 0.50 Q (cfs) = 2.700 Area (sqft) = 0.56 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.82 Slope (%) = 2.00 Wetted Perim (ft) = 2.56 N-Value = 0.015 Crit Depth, Yc (ft) = 0.39 Top Width (ft) = 2.00 Calculations EGL (ft) = 0.64 Compute by: Known Q Known Q (cfs) = 2.70 Elev (ft) 2.00 - 1.75 1.50 1.25 1.00 0.75 0 .5 Section 1 1.5 2 Reach (ft) 2.5 3 Depth (ft) 1.00 0.75 0.50 0.25 1 II -0.25 Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3139 by Autodesk, Inc. Basin 2 Curb Cuts Rectangular Weir Crest = Broad Bottom Length (ft) = 3.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 2.70 ')epth (ft) 1.00 0.50 -0.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fYs) Top Width (ft) Basin 2 Curb Cuts Saturday, Mar 5 2016 = 0.49 = 2.700 = 1.48 = 1.83 = 3.00 Depth (ft) 1.00 0.50 1 11 -0.50 0 .5 1 1.5 2 4 Weir W.S. Length (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Basin 2 Curb Cuts Rectangular Bottom Width (ft) = 3.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1.00 Slope (%) = 2.00 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 2.70 Elev (ft) 2.00 = 1.75 1.50 1.25 1.00 0.75 Section Saturday, Mar 5 2016 Highlighted Depth (ft) = 0.21 Q (cfs) = 2.700 Area (sqft) = 0.63 Velocity (ft/s) = 4.29 Wetted Perim (ft) = 3.42 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 3.00 EGL (ft) = 0.50 .5 1 1.5 2 2.5 3 3.5 Reach (ft) Depth (ft) 1.00 0.75 0.50 0.25 IM11111111111 -0.25 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Mar 5 2016 BASIN 2 SIDEWALK DRAIN WEST SIDE OF BUILDING Rectangular Highlighted Bottom Width (ft) = 0.50 Depth (ft) = 0.08 Total Depth (ft) = 0.50 Q (cfs) = 0.080 Area (sqft) = 0.04 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.00 Slope (%) = 2.00 Wetted Perim (ft) = 0.66 N-Value = 0.015 Crit Depth, Yc (ft) = 0.10 Top Width (ft) = 0.50 Calculations EGL (ft) = 0.14 Compute by: Known Q Known Q (cfs) = 0.08 Elev (ft) Section 2.00 1.75 1.50 1.25 1.00 1 .2 3 .4 Reach (ft) .5 .6 .7 Depth (ft) 1.00 0.75 0.50 0.25 M -0.25 Channel Report Hydrafiow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Saturday, Mar 5 2016 BASIN 2 SIDEWALK DRAIN NORTH SIDE OF BUILDING & BASIN 3 SIDEWALK DRAIN Rectangular Highlighted Bottom Width (ft) = 0.50 Depth (ft) = 0.06 Total Depth (ft) = 0.50 Q (cfs) = 0.050 Area (sqft) = 0.03 Invert Elev (ft) = 1.00 Velocity (ft/s) = 1.67 Slope (%) = 2.00 Wetted Perim (ft) = 0.62 N-Value = 0.015 Crit Depth, Yc (ft) = 0.07 Top Width (ft) = 0.50 Calculations EGL (ft) = 0.10 Compute by: Known Q Known Q (cfs) = 0.05 Elev (ft) 2.00 -, 1.75 WIN 1.25 1.00 0.75 0 Section 1 .2 .3 .4 .5 .6 Reach (ft) Depth (ft) 1.00 0.75 0.50 0.25 F 14 -0.25 • Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. BASIN 3 - DP3 CURB CUT Rectangular Weir Crest = Broad Bottom Length (ft) = 1.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 0.27 -)epth (ft) 1.00 0.50 M -0.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Top Width (ft) BASIN 3 - DP3 CURB CUT Saturday, Mar 5 2016 = 0.22 = 0.270 = 0.22 = 1.22 = 1.00 Depth (ft) 1.00 0.50 A � t, -0.50 Weir W.S. Length (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3139 by Autodesk, Inc. BASIN 3 - DP3 CURB CUT Rectangular Bottom Width (ft) = 1.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1.00 Slope (%) = 2.00 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 0.27 Elev (ft) 2.00 1.75 1.50 1.25 1.00 0.75 0 .25 .5 Section .75 Reach (ft) Saturday, Mar 5 2016 Highlighted Depth (ft) = 0.11 Q (cfs) = 0.270 Area (sqft) = 0.11 Velocity (ft/s) = 2.45 Wetted Perim (ft) = 1.22 Crit Depth, Yc (ft) = 0.14 Top Width (ft) = 1.00 EGL (ft) = 0.20 1 1.25 Depth (ft) 1.00 0.75 0.50 0.25 -1 -0.25 1.5 0 APPENDIX E EROSION CONTROL & RIPRAP SIZING: EROSION ESCROW 19 ASPEN ENGINEERING HARMONY CROSSING Riprap Outfall at 4 Curb Cuts in Basin 2 (DP2) Updated: 5-Mar-16 Box Width: W 36 in II eight: Box HH 6 in Discharge: Q 2.7 cfs ailwater': y 0.2 ft (unknown) l Assume that y=0.41D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: AGW Checked: oil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec RECTANGULAR CONDUIT Q/WH's = 2.55 < 6 —> use design charts H 0.50 ft Yt/H = 0.40 Q/WHA0.5 = 1.27 dS0 = 0.04 in ---> —> Use 12 in Type M 1/2tan© = 2.5 At = Q/V = L=1/2tan0' (AVYt - D) = 4. Governing Limits: 0.35 ft2 3 ft L>3D 2 ft L<10D 5 ft 6. Maximum Depth: a Depth = 2d50 = 2 (0 in / 12) = 0 ft € 0 6. Bedding: 0 in r TAILYNTER DEPTH/DONDUIT NEIGHT-YI/H MD-24 EXPANSION FACTOR FOR RECTANGUTAR CONDUITS Use 1 ft thick layer of Type II (CDOT Class A) bedding material. YI/n ur H. rpm d H .eww ain/1 � ro..vnra er r r .....1, 7. Riprap Width: "w Tn. L w . m .0 d W . 11.p.. Roe. dn-A% .- fm Plertlla. R.eL,I�Gel.wY.14b basC�.l Width = 3D = 3 (6 in /12) = 2 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M MIN. CONDITION Length = 3 ft USE 5 FT LENGTH Depth = 0 ft USE 2 FT DEPTH Width = 2 ft USE 5 FT WIDTH 3/5/2016 EROSION CONTROL COST ESTIMATE Project: Oakridge Crossing 901.001 Prepared By: AGW Date: 5/17/201 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 2.61 ac $900 $2,349.00 Subtotal $2,349 Contingency 50% $1,175 Total $3,524 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 70 CY $30 $2,100 6 Gravel Filter 12 ea $300 $3,600 5 Straw Wattle Barrier 5 ea $150 $750 8 Silt Fence Barrier 1490 LF $3 $4,470 38 Gravel Mulch 1.57 ac $1,350 $2,120 39 Hay or Straw Dry Mulch (1-5% slope) 1.04 ac $500 $520 Subtotal $13,560 Contingency 50% $6,780 Total $20,339 Total Security $20,339 APPENDIX F PROPOSED DRAINAGE EXHIBIT DRAINAGE REPORT EXCERPTS EXISTING DRAINAGE EXHIBIT 20 OF muss binsms s 1 MASTER DRAINAGE STUDY FOR THE �1 OAKRIDGE BUSINESS PARK Iq FORT COLLINS9 COLORADO ' d •l d t of D. r a l Engineering Consultants .c� t 1 j IA to ul I i• • ,� �,.; _. _ "... ::l ' ' . �. HORSETQpTH _ ROAD ............................ ............................. is • ►, �� \ pp\\\�.r• Warren uj HARMONY � ROAD _ - OAKRIDGE AREA i MCCLELLAN DS B SIN `%• t I COUNTY ROAD 36 F :�•�i::l::�:i�il:l.l.: 1 O =I " 21 t zI z - 0 ROAD GFossil Creek.".'_ U 1 ! Reservoir.:- r.. mow. N � '1. � • VICINITY .MAP \ M: En91rwrinq Gan.Wlmis FIGURE 1 lL CO W ,O O O `� 00 �i I I � O U) h U c °. ^ >+ G N TN c m� �V �p UW Yt�a m Q a) O c m a c m m c E m Os J c U W T C m m U > (D C CLOf O)OW �. CD C'r) 0 t} U O = O Q CO n c CD d L 1 4 O b Co m T z m' aZ C: C) m C)- m p m C 7 TJ m ID U) a: 0 I Z N� w o_ 0 N J Z C W W of ( W o- Z o 1 Z ¢ S Z nZ J F Z NW C v i7 Y f Q V��1 W N w W a -1 w La1 Q Q C 37 m b c V � a Z ZaK m 3 N N a3 . C ltl fLLo In W w SLLI JJ I z - o m Y R - i N ? pp1 F N * v- L O m QO �AIdU`3AIIVAONNI a fj�,d cr u_ Y tt 4 f r rjJ w d C a(tz ►� N r �� CD Ne '" O to n r i_ f Cuj7 z f o C <LL L' Co K rt 6Q O;> hJ r co It - G - � -i W r gZaa e9 5 _ 6 — TO — PROPOSED INDEX CONTOUR-5 FT INTERVAL 69 — PROPOSED I NTEPMPIXATE CONTOUR -I FT INTERVAL — 4970 — EKISTING INDEX CONTOUR-5 FT INTERVAL — 4969 — — EXISTING INTERMWAM CONTOUR -I FTINTERVAS VEHICLE TRACING PAD SF SET TRUE TYPE M RIM" Ie NTRE aea DAM MAY OR CRAW NY Maw b-5%) • QAVEL SWEET R-111t (AFQA MIST) — WAML NET III (T)FRR LILT) 1. CONTRACTOR TO INSTALL SILT FENCE, PRIOR TO BEGINNING CONSTRUCTIONACTMTIES. TOTALLENGTHOFSILTFENCE-1,490LF. MERE SILT FENCE IS SHONN OVER HARDSCAPE (SIDEVMLK, \ ASPHALT. Iri AGRAVEL SOCWFILTER SIWLLBE UTILRED IN THESE q AREAS DURING CONSTRUCTION AS APPLICABLE. 2. ALL DISTURBED AREAS ME TO BE SEEDED AND MULCHED, OR LANDSCAPED AS SNOMI ON THE LANDSCAPE PLANS. \ B. STOCKPILES SHALL HOT TO IDCEED IV IN HEIGHT. 4. ALL OFFSITE AREAS DISTURBED WRING CONSTRUCTION ARE TO BE RE -VEGETATED AND RETURNED TO HISTORIC CONDITION. 5. VEHICLE TRACKING PFDISj LOCATIONS SHALL BE DETERMINED BY THE CONTRACTOR ADD PRIOR TO CONSTRUCTION, AND SMALL BE t INSTAILEDACCOHDINGLY. 2 O S. SEE 9HEETCAtl FOR EflQ41CN CONTflOL NOTES AND DETNL6. CHECKEDBY: IOaA DE91ONE➢BY: T.WiWmm DMWNBY'. T WilDaom Z_ z ° (L O o 0 0: 0 U Z U) z z o l% Q z o O U N Y O tt W Q O � I � � n o City of Fort Collins, ColoradooIAtc CAUL ER�W�iORCATI N UTILITY PLAN APPROVAL oeND "ara+'i`�AePa 1 800 922-1987 ""PR°°` s`r City Engineer Dote 1 143251 s. CHECKED BY: I Rai FOR "EWER aTLmrsBEFORE YOU DIG GRADE M DOWNIE . water a Wastewater Utility Date q / f CHECKED BY: 'T/pON- Stormwater Utility Wb CHECKED BY: Parks is Recreation CODE xo 901L01 Te. 1oiu9Dle CHECKED BY: iFU` "E"I'wer Date SHE:7 No: S -07 CHECKED B Emimnmenlol %anror ale 6 OF 19 leis STRAW INATRES EMBE11DE0 AND STAKED, AS eipww STMDARDEROMONMD SEOIBENTCaxTRDL --- pYlylCflCpl�n{L CQI�yTrClli�lpp lEQEILp, -- -- - ---'- SEEDING CHART V SHOWN IN'nATnL"TER'DETAL THIS SHEET To yMT WNSMucnM PLAN HOLES -" y ENSURE STABILIZATION OF WATTLES . SPACING SHALL BE Ill ON VFRTCAI, IRS ttrxEAn x[CNT (Ai ; yqy m slombff, M ] (14 Th mbd'nsR[t arms be malink inky, OEM noun pw m my isim unlm an Table 1L2 Recommended Species and Application Rates of Seec'. D«a1y age Crops. for Tan V largo and/or Cover Cr yy ' r[ p'Y. yw'!'H m1ERVI15 XHEPE IB' IElpli 5 EXCEEDED 6Y SLOP •pgXl A YUSi gLyF hasIp IN ry x�A ° IS CXANNEL). 9E mat ri ( Tn nIlb emled obit b ESN d g M1tl IM1a saepmpdua. Pa 9 y e�������� Species $pason(1) Drilled Pwnds/Acre � u _ WATTLE V.IXmI INth POINT B 1 (]J lJ rpu m mN iE d W b kri all Le" WI al'N many Intl 6SUNnD Lti+M IK aW Cab yN/p!a .1� �.� (waskil mspludEndnill MdlerrepuffmBosiwcmtl ' d M1 Np WM[o Annual Rwgros3 COY)] 20 LI }..,�.A : -Yw appropriate M nemeses xapm[e•x w i Plans,d ra )[gat. Yi wrta meeMun •wkwYe. Cereal R Cod 40 IYYdd (� W s.ma.ebpwkrs Iwwes - i- wmhmb4 H.) AT II a BwyM o a<a shall[e pen bl her i 9 d bcf g K -f.. g Ifi -dal 1 n Pu< Xyry WlleOl 1Ynl« Carl 40 160 9 P91n P4mY H imm Spring ew DEwaUm shalld b q Itl brinsuHingaIbmointainpng III K�On m IWM P "— hadin me MCIWheaY Cad 80 mm a a A IT of W-- I EST Predt 0 NO M1 In Pd ol d dM Lk R dil W f Millet Warm NBCen W m mD s d ti A ro n l b a nrequiredI T l ed a q Iv Hybrid Sudan Worm 15 NroeaL SECTION PLAN VIEW P Ip m r" a Sorghum Warm ID IKNBEMMRVFWViIbL a M, (J w tlWingk tld Ting iy (al pri Duty mINAMERI axFPBXp YInB SlFA4 X02S aft) n byear i rcug m d0 by kq g do g Mang land el mukn, gros moor grow prang. son grosses Cad 3e°SOn grosses male loan m° TM1 n the 9 Worm g!° m m FOOT COMPACTED I. REPAR. AND Etr•P (IF NECEsswY) ME vagwaon,aoHaurrronmlaroemcaWaam�s are nsabs ENHANCE s.rarem saes gdad FNoiYi"Min make their major growth in late spring and summer. Table 11.4 identifies planting met FLOW BACKFlLL �— w i11TEns AFTER EACH SaMEVERT. Basis oLmy snml oreas Uposed by Mn ldswraing 0I far more man Him (30)days pbe Lwrponry or pmmanem Moser <mba(ag. semmukn landscaping 01) Is I'sMd unless m wwfu datC l« pwCnlal and temp««y/e<va<rop grasses. Sq a°Ie•m•I 2. ALL YNATRES MUST BE REPLACED AFTER 12 MWMS UNLESS PPPROVAL IS OUNIED BY ME aF dby He CRyltmmy (yJ Inadmlommlmoewm,wpomnbell, dllmrpaary(9mdureDwWbn[mWmmmmsanal: TODIe 11.4. PIODRU Dates for Permit and Tem C Clap Gf°a9es. 9 DwarY/ovacadre d Ex1Nx INL DINSION FOR LONI USE (AT Be insP¢ma.lardwmum uTal+[eewrr NmlZl weN<ar,tl.aer s.n aigrm¢re smm m•N °rr un4udea•x rnmarym Else mensumNewnbl¢a[ WMV ]. FLEAS REEEP 10 FINF MNC xRCS FM amimmeraedfna'Bm. PERENNIAL TEMPORARY/CO+hft IWFALL EMSNWCCamOIwdnmND INSITE DETA mFlnuenD��D Ix mlaLl nman Px0 oCTAk6 w+Kwam w n tP,ROFILE Ib) Remmin in Pl•re anent van lmoas ar He.urrtoundnA disNNm alex are sulfi<iaNy 9aNkmnoTES GRASSES CROP GRASSES :DA .Pei VIEW - rsWiemkmbrmewadm mmramswda. m wV eoa Elam sins - - �~ RJ a beam e8 aaw,nnmInm. ems"[mind inrto,maee,Mezil.naxEenwTNe,and IM"or. rrrra. 18" DIAMETER STRAW WATTLE CHECK DAM (BJ Wnm tanpaary ml ere remwm Me OwYme Srdl tereswnsiblebreW deco aumButYs ,inn 01 - Fish 26 Yes Yea No No >IMOBpL uvmdremxel spasm memane awes noes nldwm(p on.abuowma aauewNckcebs amabno s dummy saw Mar el - May 1S Tes Yee No Yes Rl The"red Ask mmee*New, up my co,anden mnoidsusievemly lkWSAd m e N __ smlry. _ Mail 16-.. YOY 31 Tes NO Yea NO ywyYhuo -CURB:JNLEi eA"� m aewalF oNe plb[rems alwey. anamekewre%U"t%andenkwarnreclemm MH• dun 01 -Jul j1 I No No Yn No a'I and ! N tidy Aug Of - A g 31 No Yee No Yee Il °i~it'd` O (10) Aa mass ,ryW¢Mdy H¢amwwarrodaayw pros.:Tel bee seaspoTm of Sep 01 _ kp 30 N° N° No Yea snammnaTmakw.bmmmm w... afmr,waw moanywaElsotne dams re8 _ Yes Yee No No OLJ No am aodple sill m[esam p0)fed in negd Al ell stmkpueSsnaumpra.¢les+nansm " Get 01 -Dec 31 _ GRAVEL FILTER �� transmit by sulfate rwyrmk% wnwrnB and mnrrwbr dR kming. My mil aackple renwhim else °WI' MUICMn snail be used to assist In establishment 1 w elatlm. One a more Of the 9 9 (APPROX. 3/4" DIM.) IniM 130) days 9+d1 be seebdmd m khm. followin g mu 18nd1 be used with a perennial drNana grass seed mixture. ° ! ° DUO iM1eslmnvalar.chmeage[iryddAw+um ponW win In resbna ntl tam sews MSMlbecWnm _ Tr2 temporary wgel°(°O or CDwf Clap. cla O upm['¢nplenon aline prq¢Imd Wfuelrmin8lnemaiMman<e ouablM1l CY/FWmya WERE SCREEN CONCRETE Hmmeomns Asmnatm MOM). yes RwY o _ ykg (APPROR 1/2' MESH) (134 Cnyordnan<e and Colorado Dismarge PermY Syaan (COAST" iremw% raked udwful to Mulch Application Rate Acceptable Dotes of use E dbWarere MlwdedssMCA)mail polNmlacmremnNm wow flan mnammm saes _ PdNNms name. IM are al R dmalswdm bslane "arena s. mnaele long wemmt memkels YeWYFhaLm Straw or Hay Jon 01 - Dec 31 1 1/2-2 t /Oo. 2K%C WOOD STUD W edys Pamms.lua. a i"wasts. zlN swags dwn al all times laxevnaww nemares Hydraulic (ootl or paper) Nor 15 - May 15 1 1/2-21 a/acre C O OVERFLOW FILTERED WATER Sharon....ry ......erica par wdenm.menddswsn mpauanh on ale sae nacmmmcewdD aNr Ermlon control (mats or blankets) Jan 01 - On 31 Not applicable RUNOFF •nyandalleperibleoal aeb endkftW gWebms. —_ (14a Abognom•rro snMl be Poibdm Ne brtar[Mebrwk [Yule wasMN. lne •rva drllbo <mswa.awasmeumnweawm moon eon k[audblead fiky 1501 kw awy trod •rry vakiwy last Hoy m straw mul h shall De tree of noxious weeae antl °t 'mrt 505 0l IheaDa shall 'neon Q ®®®® ® m .. .__. _ _... _ . De 10 or ore In length When seeding with natlw grosses hay from tiw nnaLnn danv<ansor<i r.r ones cone �ut a<maa [rrow mean alwnes Yon qev Base is ° suggested mulching material, It avolaDle CURB INLET wnaabene mmydspmmalarmm Meer"Oe a d P WIRE SCREEN U5J To m1mmwa onandcwm ale olEWorwxi s{pOA OXYYLC11mfANMaGIOM If "'Wow, hydraulic mulches may be tl from Moran 15 through Se 3G gp lino 'e u9 ytlr°tic y applied 9 p lOaa[n fARAVEL FlLIER warslmwe sad rr hMdOMPs shell do mWnelasve mlf eMy aaWaq onlyl. CHECKED BY'. "- -� �_�-7—_�_I" pea Yx1' WY]CO STUD me for nspalor.(Wn LOMmd Oily Lind. as del deylneetoab Lo s _. ...� Hay m Straw Mullin °ATZR'H'°Im MINE SCREEN (s) eaow Wl MAIel Wwmpms. pw NE514NBDBT TWiukmm PLAN VIEW SECTION A @J an mdrm.Ya w,nee. 1. Hay on Straw main will be oncn«etl to the soil by one of A (C) mmYMPatbraW. the IiIlowrig methods: DRAWN BY, T.WUM=- GENERAL NOTES: (d) OAw bcaemsilnMtl. 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT (1YJ cmlEmsbtlW Eatl may wvmnl s.adm co-ed mascaras in mason mxbn ie dlarmmYWespYrN. (a) A Crimps which will crimp the Mar four Inches or REMOVE SEDIMENT MEN ONE HALF OF THE FILLER DEPTHPOST Tne0.reMpxshaa mpmwm MebwxrmrsuresaeMmmmnmaaq,rs6acbdby We re Into the At leant 505 of the flow HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED cKweeay. ssoshares snail be 10 In<hes or more in lengln. IN AREA TRIBUTARY i0 A SEDIMENT BASINOR OTHER FILTETE RING MEASJRE. FI (D) Monufadured mulch netting Installed over the nay or straw me«tlbq to manufacturers' Instructions. 2. SEDIMENT AND OAAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. (c) Tockifiers sprayed rl the mulch to the NDPES PERMIT NOTES o may mustb reaemmmmum. EROSION CONTROL CURB INLET GRIINTL FILTER �. 2. All a4 w or hay moat be o-n of noxious wee". — _ S5ppqq��P]�tON. _ a. One slim which <ansiala of grating. uOitY cask, parking lop and building PPE/CULVERT PMTECnou Mwru cmabucllon, and grading. M+ vnTOR D. Me majorare planned the \ amces Clpeaingland Grabbing ftwsaryfair perimetelowing rgcontrols. con 2. Installation of powneler contras Q 3. Demolitbn f evielbQ npnoll. slruclur<a, mtl site ilemA as aDDlicaDk. Tes w Amm� M MT' 4. Grading of Site. parking lot, drive slates, and "ales and Rain Garden LID. 5. Utility to Z hw alp rTava r eonstmetlm serve site (sanitary alas, water, and storm sonar). 24� 6. Parking Lot CmsWcibn and Budding Cormtructan 0 ) Stabilization, including netlng and batdiatkn of Permanent BMP•s. BE Remoml of control eawre I aW/ O 0 the Z site contains approximately 2.61 acres. Me "tire site n wanted to undergo `� Coal and/or grading. O O Q sons Ym m Xae sEttldM a -eve+ 'C 'C' i 1 O Buy WITLES Dallasw — d. Rational = 0.25 before construction, Rational = 0.73 alter stuctiw. Me W�L 0-112, 1r iak site Ilex within the Moaerote Rainfall Erodbilitey Zone and Low Wind ErENEIRMAY Zone pa V W w v..+him VM) von+ emu an the City of F«I Collins zone maps. With TM1 existing site slopes 0f approximately ately 1% to F, °hrPP°.mm«. ¢ones mrnw meMra wnME 2A the new Improwm"ta will be subjected to born wind and ralnlall aim. (D 0 rates MY a The current consists of on earthen lot with Z A A MEET properly a pawn area and accessW J Z NL. PRO}ECTION tlriw along the north sake of the lot. Me remainder of the consist of open space site with 9lOn. O J ORION) _ CuaF 4Fm I. There are no anticipated pollution sources. here ell be no v "e storage or cleaning an Q H site. there will be no Memicd storage an site. _ w W< amTmn A, Me downstream receiving water is Fosall Creek Reservoir, to the O wain ultimately Outlets Frain River. Storm water runoff Mom the developed portion of the site will be LL L min transported t° the regional. off -site delmtion pond to curb antl gutter, slmn sewn. O Gt•N VIE m<'< , and Storm Carter pipe. I ' ` wwmK..m. ,_,.,.�.•.a.TUEla. �I MET enw`Erosion 511nW1 2 lee Erosl Cmlyd Plan $heel C-005. O Z I POPE ,.E,.Rm.o aaa.,.a...pr.... m. n« rE+ ` HE able " r rca rAwN W our THE _ THE ones+ IF Lou ceK N ma ManSILT[FENCE O _ _ _ _ _ 3 TURN WEEK EVEN+, von RY PTMETCHoar AramL.Trn s J. @Mp:B iIXA STGRMWAIER POLLUTION PREVENnOI: - a. Erag' lwd.Sedmmt Con4da: Sn Erosion Control Notes and Sequence Table (this Z (n mKr,.<+.m.a.r¢x+mL+m. ewL.ArKuv[oAERmP+K HELDy<mw We .. mnl). p STRAW WATTLE OR GRAVELFILTER L um` Is. Materials Harl and Spill Prevmtpon: Measures "Ould be undertaken to contra CALLUELQY NOTFICATON F <u 0 INLETS se STRUCTURES WITHIN SOIL AREAS L `AW IR KM MET SIYII. BE IMARO I ertptr wmml[E/Exn To THE wxslRU[mx SIZE construction moterpols and waste, and disposal of excess concrete f ° I able to maze (i DD is ) ensure Nrt and other materials dO not Maw the site and enter the existing alarm n detention Mhkh t° the Pmdre River. Concrete, bukding CENTER OF OOLOM00 1-800-922-1987 0 O W and pmd eventually Outlets I 2. WH If )BACKING MEAT SITYL BE M ANED radio alb. waste. and cleanup by-proM3ts should not be discharges Into the on -site Dl AS NEEDED TO ME ANN WIFANL FMY erTXD storm Sewer system nor should they enter the on -vile rain garden basin. In the eastZ TWGKED ONTO CITYSTMET. of °spit from the ale m ale Into stores Carter system or CRT Tom golden bwln, appropriate meawres should be undertaken Immediately to remove the spilled materials MMmROnunee ,{ BESONEW MIND OTXFR MILRML MH.. MMM and present MENe Calls from incurring. a D W OR IRMKM GMO CITY $IfQEp $xV1 BE IMMEMMY RMp.ID" 4. FlNAL STABIUZAnON AND LONC-TERN STORNWATER MANAGEMENT: adD See Erosion Central Notes Mile chart fair find stabilization measures to cmtr°I pollutants City of Fort Collins, Colorado µ +II W � in slormwaler dixnargea. UTILITY PLAN APPROVAL oe/hoe/Brae IRS - Mh 5.a OTHER CONTROLS: xad APPROVED: f F`io£ a N"sums sha°Id be undertaken to remove excess waste products from the site and City Engineer Doh sOt i ' { dkpoae of these waste moterids off -site in an appropriate manna. In addition. _ TA3251 should be undertaken to limit off -site a°B trucking of mud and debris spillage mom vehides leaving the site. Mud and debris should not be tracked doing roadways CHECKED BY Water ME Waalewater Utility Dale e pqf J�,R l Is 'trk'hPy'YIONAL✓E� l 1/2 ] RJH( I/Z Co ]/� FILTER None and allowed to enter nm-protected drainage ways which discharge eventually into the Cache La Poube River. 6. INSPECTION AND MAIN) ANCE: CHECKED BY: Stormwder thin rule H 'wa� mµ n"MI FABRIC/ pC MDERUYMENT TO MMGY HE Inspection and mamtwonm should be undertaken on O fegular basis as Outlined in CHECKED BY: ROCK Bow a.MIPAE1En e Ahe Smlim 6 of the Tams and Conditions of the MRS General Permit. Farka 4 Rewol'bn Ode No. Boldol INTO wB-LR.wE MITI myayaaw CHECKED Bs: SHEET No: C.008 VEHICLE WA TCLE TRDKING MATMAT � imifk Engineer Date CHECKED BY: Environmental Planner Cale 6 OF 13 NOTE STUDY FOR OANRIDGE BUSINESS DEVELOPMENT PLAN FOR CARRIDGE BUSINESS PARK AND PROVIDES FOR ME 261 ACRES. FROM ME MASTERPUW DRAINAGE WIN 210. BEINGCCNVEYEDTOTHEM% iNGREGIONALDETENTIONPOND. RUNDIFF FROM THE DEVELOPED SRE MILL BE ULTMAIELY CONVEYEDTO THE E)USTING DETENTION FOND SYSTEM VIA THE FASTING STORM DRAINAGE PIPE SYSTEM. VMICH FLOWS SOUTH ALONG MCMURRY MEDIANS WILL BE CONSTRUCTED WITHIN BASIN 5MICH WILL REDUCE THE IMPERVIOUS AREA SLIGHTLY. ALTHOUGH THE RUNOFF CONDITION IS TREATED AS THE FASTING CONDITION. ITS IMPORTANT TO NOTE THAT BASIN • IS UNABLE TO BE DIRECTED TO THE SURFACE OF THE RAIN CAREEN FOR TREATMENT DUE TO GRADING CONSTRNNTS. SIMIU LY.ASMALLIANDSCAPEDME BEMEENTHESUIMING AND CURB WITHIN BASIN 24NLL GRAIN DIRECTLY TO ME STORM INLET DUE TOGRADING CONSMANTS. HOWEVER. THE WATER QUALITY CONTROL VOLUME EXCEEDS ME MINIMUM REQUIRED WHICH WALL OFFSET FOR THE LOSS OF TREAMENT FOR WERE RELATIVELY SMALL AREA$, IN THE EVENT ME STORM SEWER WERE PLUGGED AND FORCING EXCEEDED THE 100-YEM WATER EI£VATION, ACONCRETE CHA OLLSECMSTRUCT OMMEMERGENCYOVERFLOWATELEVATION4M.W. 3) PLEASE REFER TO THE NATIONAL METHOD CALCULATIONS FOR COMBINED ATTENUATED FLOW FROM COMBINED BASINS. 3)lr OF CDOT CIAS$'A' BEDDING MATERIALSHALL BE RACED UNDER ALL RIPRAP BROWN ALLRIPRAPSHALLBECOVEREDW1M 60F TOPSOIL. 4) ROOF OWNS FROM THE PROPOSED BUILDING VALID BE PIPED INTERNALLY MENUNDERGROUNDTOMMC GEMTHERANGMDENFOt WATER QUALITY EAMENT 5 RUNOFF FROM iH PARHING LOTWALL GRAIN TO LOWPONTS PASS THROUGH CURB CUTS SIDEWAL(CHASESANDSMALESBEFORE ENTERING ME FNN GARDEN ATME NORTHWEST CORNER OF ME SITE. SLOTTED DRP1N PIPES VMMIN ME RAN GARDEN LULL BE IMPLEMENTED TO ENHANCE DRNNAGE IN THE SUBSOIL WITHIN THE FAR CANCER OVERTOPPING FLOWWALL DRAIN INTO PROPOSED CCOT TYPE C INLETS, WHICH DRNN WAPROPOSED STORM SEWER. RUNOFF IS MEN CONVEYED OFF SIMTO ME REOONAI. DETENTION POND.IN ACCORDANCE WITH ME MASTER PLAN. 6) RUNOFF FROM ME NORTH PRIVATE DRIVE WILL BE CONVEYED EAST IN THE EXISTING DMNAGE PAR AND OFF$ITE CURB AND GUTTER ]) SEE SWEET CN2 FOR MASTER LEGEND. 0) SEE SHEETS C034 FOR LOCATIONS OF CONCRETE 0 METAL SIDEWNI( CULVERTS, CURB CUTS. AND SIDEVAL( CRNNS. DRAINAGE NOTES AND LEGEND 1. THE DRNNAGE WINE SHOWN ON THIS EMIBIT ACCOUNT FOR 261 ACRES OF TOTAL ONSITE BASIN AREA THESE RAIN AREAS, ALONG WTH RATOIUL C' VALUES SHOWN BELOW AND IN THE RATIONAL CALCULATIONS ME BEING UTLQED TO SUE ME SMRMSEAVERINFRAMRUCIUREONSITE ONLY. 2. SEE RATIONAL METHOD CALCULATIONS WITHIN THE FINAL DRNNAGE REPORT FOR ROUTED FLOWS USED TO DESIGN SVNLES AND CURB OPENINGS. 3. SEE SHEET C-002 FOR MASTER LEGEND. PROPOSED FLOWLINE — 70 — NEWINDEXCONTOURS — 69 — NEWINTERMEDIATECONTOURS 4970— EUSTINGCONTOURS EXISTING STORM PIPE B MANHOLE PROPOSED STORM PIPE PROPOSED DRAINAGE BASIN BOUNDARY LINE R� ACRESVC VALUIMOEMNX IO ACRES/C'E Q PROPOSED DR IMAGE DESIGN POINT FLCWARROW Qr D PROPOSED ROOF DRAIN LOCATION PROPOSED IDD-MM FOND SURFACE ... __. MDTASE Mp Rue EMYe511e 4 SI1e AkTMMAreM _ _. Is50 Fat ed Iw mblr:IleaJay &bee. oon sulnummIbu MNeb e MehO u0irum.nrMNrodn MIN GAIDBN BIL3K12A9 EBn1S IpfnFW Eq otIETOfu YIEMM.INFATFD N1M mMNaWMUMKM MWRSnRE POND SUMMARY TABLE WP:HO11e NxEnroFRDNMDDEIEMYJ1AXp Mx GR[EN IAaluD1WTIXOMURYFM T1RIRrt.1NLE MFA BWI®NI e diAM40E eaSlx OESION POINT diAM40E eaSlx OESION POINT DRAINAGE EASIH• AREA (pw) C VALUE mIMF Dwol01F) 1 t DAT 0.25 0,34 1.0 2 2 I'm BIGL]0 18.N ] ] O.W 0.05 OW OS] 4 • 0.0 on a+z Da s s 0.23 D.Ps Dea 2.31 'SITE SITE 381 0.73 Et] 1z.08 µ01yRAu pMLgKµWMLn D�re`sr�FEns`occ Fscwx�n:.lxflv u�iwFn"`emu mlut mMlxFrrt axD wscxnRG[ TXRcucn PRaws[o s raRu. Daux PirEsvA1ER �� m ff /n I Zreed � VI m W U 0 N Z W Z m o ° z Y I— o � Q I O L O I pG K a D City of Fort Collins, Colorado "xolREc UTILITY PLAN APPROVAL �opaY'„` zsr� APPROVED: Oily Engineer Dole 4 33251 CHECKED 6(: = }e"_ . PER'$ Water A Wastewater UIIIRy note `n�..• fr=cW'_= •••SSSy./ONALE� CHECKED BY: sorm.Xter Utility Dote ..... N NOW UnLITY ROTIFICATION ETHER OF COLORADO CHECKED BY: 1 80/i E1nr1 A/1p'/ 1!—ALG Parka h Recital" Uole Fill � xo B01a01 10/4/2016 '�"Nn w°eeL'E,xm F` CHECKED BY: TMcc Eegieee. Gob � Ef SNENo: G007 m�1^e^eN CHECKED BY: EnvirOm nenl0l Pbnner note ] OF 19