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HomeMy WebLinkAboutBUCKING HORSE FILING FIVE - MA240135 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related Document E PS NFE NORTHERN GROUP ENGINEERING October 30,2024 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins,CO 80521 RE: Drainage Memo for Bucking Horse Filing One Minor Amendment City of Fort Collins,Colorado Project Number:24-0585 Dear Staff: EPS Group Inc is pleased to submit this Drainage Memorandum for Bucking Horse Filing One Minor Amendment for your review.The proposed Bucking Horse Filing One Minor Amendment is located within Bucking Horse Filing One east of Timberline Drive,north of Blackbird Drive and bounded on the northeast by the Great Western Railroad. This Drainage Memorandum has been prepared in compliance with technical criteria set forth in the Fort Collins Stormwater Criteria Manual(FCSCM)and serves to document the stormwater impacts associated with the proposed Bucking Horse Filing One Minor Amendment project.We understand that review by the City is to ensure general compliance with standardized criteria contained in the FCSCM. The site falls within the following Drainage studies:Final Drainage Report for Bucking Horse Filing One by Northern Engineering,dated September 12,2012 and Drainage Memo for Jessup Farm MinorAmendment dated February 24,2020. The proposed minor amendment includes the addition of 2 buildings(Building 11 and Building 12)and various flatwork improvements within the Jessup Farm Artisan Village.Stormwater conveyance,peak flow attenuation, as well as water quality treatment have already been established for the subject property. Per the Final Drainage Memo for Jessup Farm Minor Amendment,SWMM Basin 100 is 12.0 acres of commercial development with an updated imperviousness of 47.1%. Proposed improvements with the Bucking Horse Filing One Minor Amendment will bring SWMM Basin 100's imperviousness to 46.5%.The proposed development will not be increasing the overall imperviousness of the basin and therefore will not require any additional detention. Runoff from the basin will primarily utilize existing surface drainage paths as well as proposed Storm Drain 9 and will ultimately be detained in existing Detention Pond 3.An additional 9,000 square feet of impervious area can be added to the Bucking Horse Filing One Minor Amendment improvements before the maximum imperviousness of 47.1%is reached. The drainage design proposed with this project will effectively comply with previous studies and will limit any potential damage or erosion associated with its stormwater runoff.All existing downstream drainage facilities are expected to not be impacted negatively by this development. Drainage Memorandum October 30, 2024 Jessup Farm Minor Amendment Page 1 of 2 E PS NFE NORTHERN GROUP ENGINEERING If you have any questions,please feel free to contact me at your earliest convenience. Sincerely, EPS Group,Inc. Coloud v L6�- Cassandra Ungerman,PE Project Engineer Attachments • Attachment A-Developed Composite%Imperviousness Calculations • Attachment B-Impervious Areas Exhibit • Attachment C-SWMM Basin Exhibit • Attachment D-Bucking Horse Filing One Overall Drainage Exhibit • Attachment E-Storm Sewer Calculations • Attachment F-Inlet Calculations • Attachment G-Scoourstop Sizing Drainage Memorandum October 30, 2024 Jessup Farm Minor Amendment Page 2 of 2 DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS CHARACTER OF SURFACE: Runoff Percentage Coefficient Impervious Project: Jessup Farm Minor Amendment Streets,Parking Lots, Roofs,Alleys, and Drives: Calculations By: C. Ungerman Asphalt.......................................................................................................... 0.95 100 Date: October 28, 2024 Concrete........................................................................................................ 0.95 90 Gravel .......................................................................................................... 0.50 40 Roofs.......................................................................................................... 0.95 90 General Single Family....................................................................................... 0.60 50 Lawns and Landscaping SandySoil ................................................................................................. 0.15 0 Clayey Soil ................................................................................................. 0.25 0 2-year C,=1.00 10-year q=1.00 100-year C,=1.25 Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards,Table 3-3. %Impervious taken from UDFCD USDCM,Volume I. Area of Area of Area of Area of Area of Single Area of 2-year 10-year 100-year Basin Area Basin Area Lawns and Composite Composite Composite Basin ID Asphalt Concrete Roofs Gravel Family Composite (s.f.) (ac) Landscaping Runoff Runoff Runoff (ac) (ac) (ac) (ac) (ac) /o Imperv. (ac) Coefficient Coefficient Coefficient Al 252,61, 5.80 1.27 0.41 1.03 0.00 0.00 3.09 0.58 0.58 0.72 44.2 A2 39,882 0.92 0.00 0.00 0.00 0.03 0.00 0.88 0.26 0.26 0.32 1.5 A3 73,870 1.70 0.00 0.00 0.02 0.00 0.00 1.67 0.26 0.26 0.32 1.1 A4 45,308 1.04 0.53 0.24 0.03 0.00 0.00 0.24 0.79 0.79 0.99 74.7 A5 62,920 1.44 0.40 0.42 0.16 0.00 0.00 0.47 0.72 0.72 0.90 63.7 A6 51,674 1.19 0.51 0.21 0.08 0.00 0.00 0.39 0.72 0.72 0.90 64.7 BH Minor Amend 585,254.66 12.08 3.14 1.41 1.33 0.03 0.00 7.44 0.62 0.62 0.77 46.5 SWMM 100 521,432.83 11.97 0.00 4.37 1.43 0.08 0.78 5.31 0.61 0.61 0.77 47.1 S:INEProjects124-05851 DrainagelHydrologyl24-0585_Rational-CalcslC-Values ( J F-1 OPEN AREAS //�; �i/��//j �111111 ��lid �\ �I ✓� F-1 GRAVEL AREAS ♦ -� i ! \ F-1 CONCRETE AREAS ♦♦�'/ /, j\ � ����� /� / 1 �_ F-1 ASPHALT AREAS ♦ ♦ / .��� / \ �a �\ ° \ ROOF AREAS ♦♦ A# F-1 F-1SINGLE FAMILY AREAS ♦� ' 1 ♦ �u'��\'' ` \ �\ } \� III'/// ♦ ► IL. JI 11L J 1 fL 14 ♦♦ � . Illjllllllll� I \ ,♦ ♦ : ,\ ' I III I I 1,: � 1� \ NORTH ;��♦ , ' s \ IIJIIIII IjI I I - i I I 1 100 0 100 (IN FEET) 1 INCH= 100 FEET ♦ I - \ L 1 I I / I J/ t I I \ ♦ -= - - ~ _ ♦� � � � � � � � � ��` c ter., � � . o ill-�-�- E BUCKING HORSE FILING ONE MINOR AMENDMENT 10.30.24 FORT COLLINS, CO NORTHERN IMPERVIOUS AREA EXHIBIT ENGINEERING 5:\NEPR0JECTS\240585\DWG\XHIBITS\24-0585 IMPERVIOUS AREA EXHIBIT.DWG I + iy"1 100 t 12.0 I o 101 108 15.6 20.3(JR) OFFSITE BASINS 108 AND 109 - 103 0 DEFINED BY JR ENGINEERING, 2005 V 9.3 109 102 104 13.1(JR) 32.4 9.6 105 ♦, I N " "Al 21.o ♦♦ �*a 00 \ `� 107 ` \ 78.1 ® ♦ 0 500 0 500 Feet o C C ( IN FEET ) ♦ 1 inch = 500 ft. ti NORTH ERN SWMM BASIN UPDATE BLtKING HORSE " FILING ONE DRAWN BY:ATC SHEET NO: ENGINEERINGSCALE: 1"=500' 200 South College Avenue,Suite 010 PHONE:970.221.4158 FAX:970.221.4159 1 Fort Collins,Colorado 80524 www.northernengineering.com ISSUED:6/1/12 ai NORTH o FOR DRAINAGE REVIEW ONLY 150 0 150 300 450Feet ° NOT FOR CONSTRUCTION ( IN FEET ) 1 inch = 150 ft. I LEGEND: RUNOFF SUMMARY PROPOSED STORM SEWER + DESIGN BASIN TOTAAREA C2 C10 C100 2-yr Tc 10-yr Tc 100 yr Q2 Q10 Q100 PROPOSED INLET � POINT ID (acres) (min) (min) Tc(min) (cfs) (cfs) (cfs) PROPOSED CONTOUR 93 I o 1�6, Al Al 5.80 0.58 0.58 0.73 18.8 18.8 17.6 5.7 9.7 25.4 EXISTING CONTOUR - - - -4953- - - A2 A2 0.91 0.26 0.26 0.32 5.0 5.0 5.0 0.7 1.2 2.9 PROPOSED SWALE • • • • • `>» A3 A3 1.48 0.26 0.26 0.33 5.3 5.3 5.0 1.1 1.9 4.8 > PROPOSED CURB & GUTTER ��� A4 A4 1.14 0.67 0.67 0.83 7.4 7.4 6.7 1.9 3.3 8.6 A5 A5 1.44 0.72 0.72 0.90 5.8 5.8 5.0 2.9 4.9 13.0 A6 A6 1.19 0.72 0.72 0.90 5.0 5.0 5.0 2.4 4.2 10.6 PROPERTY BOUNDARY 21 \ �\ B B 2.76 0.40 0.40 0.50 27.2 27.2 24.8 1.5 2.6 6.9 B1 B1 0.44 0.54 0.54 0.67 12.4 12.4 11.0 0.5 0.8 2.2 B2 B2A 5.31 0.67 0.67 0.84 23.5 23.5 21.4 5.3 9.1 24.3 DESIGN POINT o 22 \ B2 B2B 0.53 0.64 0.64 0.80 11.5 11.5 10.6 0.7 1.2 3.2 A \ \ B3 B3A 2.19 0.65 0.65 0.81 13.2 13.2 12.2 2.8 4.8 12.8 B3 B3B 1.90 0.62 0.62 0.78 18.6 18.6 16.9 2.0 3.4 9.2 \ B4 B4 0.63 0.70 0.70 0.87 8.5 8.5 7.7 1.0 1.8 4.7 FLOW ARROW } Al \ \ B5 B5 1.77 0.63 0.63 0.79 16.8 16.8 15.1 2.0 3.4 9.2 \ J BASIN O C C 1.52 0.42 0.42 0.52 11.9 11.9 11.1 1.3 2.2 5.9 DESIGNATION 2 Z b 3 s '� 4. C1 C1 4.62 0.62 0.62 0.78 20.9 20.9 19.1 4.6 7.8 20.7 R02''� 2� \ \ J DRAINAGE BASIN LABEL 39 C2 C2 4.64 0.64 0.64 0.80 21.4 21.4 19.6 4.7 8.0 21.2 BASIN 1.45 ac C3 C3 0.82 0.25 0.25 0.31 10.0 10.0 8.9 0.5 0.8 2.1 AREA (AC) O L/C, 0 \ \ C4 C4 5.00 0.66 0.66 0.83 20.7 20.7 18.9 5.3 9.0 24.3 01NIL(j' � 4 / 23 \ \ �� C5 C5 0.50 U.75 0.75 0.94 5.0 5.0 5.0 1.1 1.8 4.7 DRAINAGE BASIN BOUNDARY O�•_X_ �'�:- AREA DRAIN 3 ^ ,, s /, �'�c\� EMERGENCY OVERFLOW WEIR 24 124 0.54 0.78 0.78 0.97 10.4 10.4 9.3 0.9 1.6 4.2 •� 4 SEE SHEET ST7 I \ POND 3 � o �� 25 125 3.08 0.6E 0.6E 0.83 14.5 14.5 13.4 3.9 6.7 17.E g B •U 3 7 o A' 26 126 3.38 0.65 0.65 0.82 15.5 15.5 14.1 4.1 6.9 18.5 B B . PROPOSED SWALE SECTION �� P • \� 24 ^� 27 127 1.66 0.64 0.64 0.80 19.1 19.1 17.1 - 3.0 8.1 1✓ -q.�-�' S 33 133 1.21 0.74 0.74 0.93 13.9 13.9 12.5 1.7 3.0 7.9 AREA DRAIN 1 €� E .•G\ SEE SHEET ST7 36 136 2.53 0.68 0.68 0.85 10.7 10.7 10.0 3.8 6.4 16.7 0S1 OS1 21.80 0.48 0.48 0.60 44.4 44.4 42.4 10.6 18.0 47.3 s J STORM DRAIN 7 OS2 OS2 14.30 0.35 0.35 0.43 45.1 45.1 43.7 4.9 8.3 21.8 SEE SHEET ST6 OS3 OS3 0.57 0.78 0.78 0.98 10.9 10.9 8.9 1.0 1.6 4.6 a ' a� N��^ `�A3 \ OS4 OS4 1.01 0.78 0.78 0.98 13.8 13.8 13.8 1.5 2.6 6.7 Cr I - - Nis / DETENTION POND SUMMARY z 9�� 'j� �� li1 4 STORM DRAIN 3-1 OS5 OS5 0.97 0.78 U. 0.98 13.E 13.E 13.E 1.5 2.5 6.4 41 14 A5 J J��\ G1 B1 SEE SHEET ST3 OS6 OS6 0.20 0.78 0.78 0.98 6.1 6.1 5.0 0.4 0.7 1.9 VOLUME WQ VOLUME VOLUME Z N STORM DRAIN 8 I ,•aa,� :�JJwJ�� f /� o.aa o� OS7 OS7 2.83 0.64 0.64 0.80 13.0 13.0 11.E 3.6 6.1 16.5 POND o 0 A6 mro��sN K ♦ �; B, REQ'D REQ'D PROVIDED WSEL 0 SEE SHEET ST6 40 �� 39 `� A3 4.11 0.55 0.55 0.7 9.3 9.3 9.0 5.2 8.9 23.2 INVERT W 0 m 1.19 �\ ]I (ac-ft) (ac-ft) (ac-ft) 0 � L I B2 B2A, 62B 5.84 0.67 0.67 0.8 23.5 23.5 21.4 5.8 9.9 26.E �J a 0 STORM DRAIN 8-1 r � 3 �;A�2Lg8�� ��o� ��2 \ > > � `� \ B3 B3A, B3B 4.09 0.64 0.64 0.8 18.E 18.E 16.9 4.4 7.5 20.2 POND 1 4.00 0.00 4.05 4892.25 4899.40 = Si SEE SHEET ST6 _ - A6 L J J \, 25 125, OS5 17.38 0.40 0.40 0.5 46.7 46.7 45.3 6.8 11.5 30.2 W 00 26 126, OS4 25.18 0.50 0.50 0.6 46.0 46.0 44.0 12.5 21.3 56.0 POND 2 1.80 0.00 1.93 4913.39 4920.40 z STORM DRAIN 3 � o OS3 b 3 �8 \ SEE SHEET ST2 POND 3 1.30 0.00 1.31 4900.40 4905.60 � � o V % 2 z.�9 a� 7 rn / D w / C) 2 c o �12'12 11\ B3 Cst��^o z o \-,N \ J Bz \ y) SWALE SECTIONS Zw B2B \ 9 MIN. TW (FT) ` / / B5 B4 V // ♦ 0.53 OC ♦ / O B2A � ♦ A % Q �� ;: o I 531 I \ B3B \ ♦ \ \� gS EMERGENCY OVERFLOW WEIR - o N A I I L I C ��✓_ \ 1.90 ac �\ S LD Z LL ♦ 9 POND 1 S v Jam` B J m �� I- I N ♦ �</65 �� \��i > \�� ♦ \ 2.78 a� 9�69 MIN. BW (FT) s STORM DRAIN 5 SEE SHEET ST5 SWALE SUMMARY TABLE SWALE D MIN D MIN TW MIN BW S1 S2 3� 5� "� �� I �� I L I / �� \ � \ j ♦ \ \ A 2.00 16.00 0 4 4 37 OS' I ` L I \� ♦ \� >;j \ � ���I Z J g STORM DRAIN 4 C 1.50 14.00 2 4 4 o m 2178 a� '� 1 SEE SHEET ST4 /\ / 04 � 3 - \\ \ . 5 / c \ / it i J Ir) w o ocwil C) Lz h / 127 \ 21 4.62 cc ) Q II >_ w, 1.88 ac / \ STORM DRAIN 1 _��`Q � 27 / \ p2� � '� / � � � ♦ i9�\ SEE SHEET ST1 75 \18 EMERGENCY l ' 3WE �I I I \ / \ ♦� C �N`� \17 OVERFLOW �% , `\ / �/♦ 9 \ m I I I .♦ \ >� \ \ EI R � �0�5 / � '- / \ \ 6 �; \ \ \ \ �✓ STORM DRAIN 6 } �� - o p 26 T= L / ♦ / N \ \ 7 �\ \ 9� SEE SHEET ST5 C)0 UJ ai m 0i STORMDRAIN2 _ - \\ \ \ '/ fi15 7 ' \� a.e2� EMERGENCY OVERFLOW SECTION or s Q� 25 SANDBUR DRI �/ \ C�n g Cg , 1 ' / ' / O' 1.52 aC \\O a-O Q a Q Q SEE SHEET ST1 - - �� V � o.ez ac k' � / \ / /.� ^03 �j,' ��� MIN. TW (FT) OS2 I. s \ \ \ 1 J� \ / / ° 98 9 9;1� h TOP OF BERM POND 2 n2 ^ 8�j \\ O / \ S \ (�%/ Oti \ _ 4 ELEVATION WEIR CREST ELEVATION CHASE L (FT) _ BURIED/PLANTED -�I'- �-� / e\ ♦ \ ♦ 9 �\ / e \ `/ i j ' o TYPE L RIPRAP T T T W EMERGENCY OVERFLOW WEIRS 97 ac W I I I I I I I - -- _ �� // WEIR O S CREST WEIR TOP OF FLOW Qioo $ i I - C5 ^� ��� /�/ \ POND ID LENGTH CREST BERM (CFS) I N oso a� C4 3u / ° c� �� DEPTH e I J I _ \ 1 u s.00 a� / g_ 96 (L) ELEVATION ELEVATION (D) t _ 1 150.0 4999.4 5000.0 0.6 209.1 V m ` ` I r�� 5 �\ Y�R 2 100.0 4920.4 4921.0 0.6 240.4 - s o CHASEI I I I I i \ - J� -�� �o� 1 �� �"5 O 3 150.0 4905.E 4906.0 0.4 104.1 T T a a I I I I I I I I \ i�- ! m r �� E I 6 8 a I �Zy 1 __ '' ' SS S�v \0 3 2 °�J �� I 9� Q J R S I 124 24 5 W a osa ac 4 I LIJ mm 283 co \ cs 0 NI I` 33 NANCV GRAY AVENUE \� W I CS6 \ 1 O \ CALL UTILITY NOTIFICATION CENTER OF 0.20 ac A�40 g - ° O COLORADO u n I I I (D 5 133 - - ��� \ o \ • U�� 1.27 aC O 7 Z o PROPOSED I CHASE / 900 Know what's below. Call before you dig. CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU ro j / / \ \ DIG,GRADE,OR EXCAVATE FOR THE MARKING OF Q 0 UNDERGROUND MEMBER UTILITIES. E 0 ✓ / / City of Fort Collins, Colorado 1 I I �� UTILITY PLAN APPROVAL / APPROVED: City Engineer Date �40 CHECKED BY: 39 Water & Wastewater Utility Date 0 0 A� ��� a o N I \ \/ i I ,// \ CHECKED BY: Stormwater Utility Date a I CHECKED BY: _ _ / \ Parks & Recreation Date Sheet Z X KATAHDIN DRIVE // / \ I- T < N / CHECKED BY: Traffic Engineer Date DR1 CHECKED BY: Environmental Planner Date Of 78 Sheets Storm Sewer Profile Proj. file Storm 9.stm CON CO > > 7 :3 v C E r-0 E LoOS v0 I- Lq M p MW N a) �p O to �m� V wpm N Elev. (ft) o w M w�*_� e w e CO w O 'p W + -pww + -p LU Uj N -p LU @ C j C j �; C j j B C j C (n C C (D (? C C U) (C 4933.00 4933.00 4929.00 4929.00 4925.00 4925.00 4921.00 _ — 4921.00 --- o - 491700 4917.00 4913.00 4913.00 0 25 50 75 100 125 150 175 200 225 250 HGL EGL Reach (ft) Storm Sewers Hydraflow Storm Sewers Extension for Autodesk® Civil 3130 Plan Outfall 1, 2 ' <X3 Project File: Storm 9.stm Number of lines:3 Date: 10/30/2024 Storm Sewers v2023.00 Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe-(20) 14.00 18 Cir 137.501 4915.98 4918.73 2.000 4917.06 4920.11 0.16 4920.11 End None 2 Pipe-(23) 10.00 18 Cir 45.920 4918.73 4919.65 2.003 4920.11 4920.87 n/a 4920.87 j 1 None 3 Pipe-(21) 10.00 18 Cir 53.867 4919.65 4919.92 0.501 4921.15` 4921.57* 0.50 4922.06 2 None Project File: Storm 9.stm Number of lines:3 Run Date: 10/30/2024 NOTES: Return period=100 Yrs. ;`Surcharged(HGL above crown). ;j-Line contains hyd.jump. Storm Sewers v2023.00 Hydraulic Grade Line Computations Pagel Line Size C2 Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M M (ft) (K) (ft) 1 iS 14.00 4915.98 4917.06 1.08 1.37 10.25 1.05 4918.12 0.000 137.50 4918.73 4920.11 1.38*' 1.70 8.23 1.05 4921.16 0.000 0.000 n/a 0.15 0.16 IS 10.00 4918.73 4920.11 1.38 1.54 5.88 0.66 4920.77 0.000 45.920 4919.65 4920.87 j 1.22** 1.54 6.51 0.66 4921.53 0.000 0.000 n/a 1.00 n/a 10.00 4919.65 4921.15 1.50* 1.77 5.66 0.50 4921.65 0.773 53.867 4919.92 4921.57 1.50 1 77 5.66 0.50 4922.06 0.773 0.773 0 416 1.00 0.50 Project File: Storm 9.stm Number of lines:3 Run Date: 10/30/2024 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type 9-2.1-1 Nyloplast 12" Standard Per Detail 9-2.2-1 Nyloplast 12" Standard Per Detail 9-2.3-1 Nyloplast 12" Standard Per Detail 9-2.6 Nyloplast 12" Standard Per Detail 9-4 5' - Type R Per Detail //ADS Nyloplast Nyloplast Inlet Capacity Table DISCLAIMER:SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS.ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS.NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Input Type of Grate 12" Standard Head (ft) 0.4 Properties Orifice Flow Area (in) 60.62 Orifice Flow Area (ft) 0.42 Weir Flow Perimeter(in) 43.75 Weir Flow Perimeter(ft) 3.65 Solution Capacity(cfs) 1.27 Capacity(gpm) 571.43 - Qx•eir— CLH312 C = 3.33 Weir Discharge Coefficient L = Perimeter of Grate Opening (ft) H = Flow Height of Water Surface Above Weir (ft) Qorifice= CA 2gh C = 0.60 Orifice Discharge Coefficient A = Area of the Orifice(ft2) g = Gravitational Constant (32.2 f 2t s H = Depth of Water Above Center of Orifice(ft) REV 2.1.21 MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Bucking Horse Filing One Minor Amendment Inlet ID: Inlet 9-4 T T— T. - W T. STREET CROWN 0 5,i Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TRACK= 19.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SBACK= 0.016 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nRACK= 0.020 Height of Curb at Gutter Flow Line HcuRR= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 13.0 ft Gutter Width W= 1.00 ft Street Transverse Slope Sx= 0.010 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsrnEET= 0.015 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 13.0 13.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 9.2 inches Check boxes are not applicable in SUMP conditions r I— MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs Inlet 9-4,Inlet 9-4 10128/2024,1:26 PM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Verson 5.03(August 2023) ,f-Lo(C) 7 H-Curb H-Vert Wo VIP W Lo(G) Design Information(Input) MINOR MAIOR Type of Inlet CDOTType R Curb Opening Type CD= OT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 I inches Number of Unit Inlets(Grate or Curb Opening) No= 1 7 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 9.2 inches Grate Information MINOR MAIOR rv-Override Depths Length of a Unit Grate Lo(G)= N/A N/A feet Width of a Unit Grate Wo= N/A N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,aeo= N/A N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= N/A N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A N/A Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Ib(C)= 5.00 5.00 feet Height of Vertical Curb Opening in Inches H ert= 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hth-t= 6.00 6.00 inches Angle of Throat Theta= 63.40 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wo= 1.00 1.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.60 3.60 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Cp(C)= 0.67 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= N/A N/A ft Depth for Curb Opening Weir Equation do b= 0.42 0.69 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFC b= 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCembinabon= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Q.=1 5.9 10.8 efs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K REQUIRED= 2.3 9.9 cfs Inlet 9-4,Inlet 9-4 10128/2024,1:26 PM CALCULATIONS FOR SCOURSTOP PROTECTION AT PIPE OUTLETS Project: 24-0585 Date: October 30, 2024 Calculation by: CLU Scourstop Schedule Storm Pipe Velocity Transition Line Diameter (cfs) Mat W x L (in) 9 18 5.66 24'X16' t = yDSw Where: z=Shear Stress(N/nn , ) 1=Weight Density of Water(N/nib,lb/ft) D=Average water depth(m,ft) Sw=Water Surface slope(nvtn,RIO Notes: *Pipes 2&2A have approx. 5 cfs per pipe ScourStop® DESIGN GUIDE Circular Culvert Outlet Protection 1 1 ' . • •. • 1 1 • IN IN. , ••••••••••••••• •••••••••••••••• •••••••••••••••• ••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• • 604 ••••••• ••tr•• -ram, �� �,,�=� � la..�y, ••••••••••••••••••.' VEL ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• 1 1 1 <VELOCITYPIPE iiiii•i�iiiiiiiiiii• ••••••••••••••••••• •••••••••••••••••••• DIAMETER 1 ! 1 QUANTITY OF MATS MAT W x L OF MATS I i i / i • ,�( the green solution to riprap PERFORMANCE o AESTHETICS scourstop® NPDES-COMPLIANT o COST-EFFECTIVE _==— scourstop.com �� I ScourStople, Installation Recommendations 1.ScourStop mats must be installed over a soil cover:sod,seeded turf reinforcement mat(TRM),geotextile,or a combination thereof. 2.For steep slopes(>10%)or higher velocities(>10 ft/sec),sod is the recommended soil cover. 3.Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation. 4.Install ScourStop mats at maximum 1-2"below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5.Performance of protected area assumes stable downstream conditions. LENGTH OF PROTECTION WIDTH OF PROTECTION* TRANSITION MAT APRON LENGTH 4-11 A Transition mat apron protects 000000000 000000000 00000 000 culvert outlet. O O O O O 000000000000 O O O O O 00000000 0 00000 000Width of protection: 0000000000 0 0 O O O O O O O O O O O O 0 0 0 0 Bottom width of channel and up O O O 0 O O O O O 000 000000000 O O O O O O O O O 0 0 0 0 MCC O both side slopes to a depth at 000000000 000000000 000 0 0000 000 0OO least half the culvert diameter. 000000000 000000 000 O O O O O�00O OM09 000000000 O 00000 000 Protect bare/disturbed downstream 00000000 00000 00soils from erosion with a ro riate OO O O O O PP POO O 00 0 0 0 0 0 O�Q� 0�-000000 0000O O00 soil cover. 00 O 00 000000000 00000 000 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 000000000 000000000 0000 000 Use normal depth calculator to D=CULVERT DIAMETER compute for downstream protection. A CULVERT OUTLET PROTECTION -PLAN VIEW MAX. 1"-2" DROP OUTLET AND CHANNEL SCOUR PROTECTION FROM CULVERT FLOWLINE (TRANSITION MATS) CULVERT FLOWLINE ONTO SCOURSTOP MATS ti4 PROFILE VIEW SECTION VIEW AA SOIL COVER RECESSED ,1QOQQ0 0Qr,'� C'_ �00000000000, r- LOCK •1,0 O O C' • • 00000 0 C''9: '0000000�- C00000GU �� WASHER 0 0 0 �. -) 0 0 0 0 0 00000�OG.L 0000000000-0,1C C0�0�OCn0r` 0000000000 000�0�OQ00,- DIRECTION C O C 0 0 0 0 0 TRANSITION MAT O,.0 O O C- • • G O 0 0 C, • OF FLOW ✓000000Cr_ C000000000C: O o O O ( O O o 0 O (- ( 36"ANCHOR STRAP ,O, O C C C 0 0 0 0 o V1- - 0 o • 0 C O O o • 00 C ;C00000000n D,.10000000000� BULLET ANCHOR O000 0 C 70000 000 0 0` O 0,0 C, 0" • 'J0000000000 - O o O C _ ANCHOR PATTERN ANCHOR ILLUSTRATION Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Install anchors per ScourStop Installation Guidelines. Minimum 8 anchors per mat. Minimum depth 24" in compacted, cohesive soil. Extra anchors as needed for loose or wet soils. Minimum depth 30" in loose,sandy,or wet soil. Extra anchors as needed for uneven soil surface. Extra anchors as needed to secure mat tightly over soil cover. the green solution to riprap �HANES'GEO COMPONENTS` A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries scourstop° A ,COMPANY Learn more about our products at:HanesGeo.com 1888.239.4539 ©2014 Leggett&Platt,Incorporated 116959_1114