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HomeMy WebLinkAboutDrainage Reports - 10/30/2001Final Approved Report im@ JUN 2 6 2001 FINAL DRAINAGE ANALYSIS - LOT 2- MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO 1 1 1 1 1 1 1 1 I FINAL DRAINAGE ANALYSIS - LOT 2- MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO October 5, 1999 r. March 1, 2000 r. July 3, 2000 r. September 29, 2000 r. November 22, 2000 1 Prepared For: Goldberg Properties 1120 Lincoln Street #1101 Denver, Colorado 80203 (303) 759-8000 Prepared By: CLC Associates, Inc. 8480 East Orchard Road, #2000 Englewood, Colorado.80111 ' (303) 770-5600 "This final report for the drainage design of Lot 2, Mulberry and Lemay Crossings was prepared by me (or unde�E��' llihoedd bq.. supervision) in accordance with the provisions of City of Fort Collins St, tv;0A o,sign and Technical Criteria, and was designed to comply with the p ' Jeffrey A. Holley, P.E.''%nn 0FES �\����� State of Colorado Registraf(Wi' 9. 29099 ' For and on behalf of CLC Associates, Inc. FINAL DRAINAGE ANALYSIS - LOT 2- `' MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO CLC JOB NO.96.040 TABLE OF CONTENTS �I I. GENERAL LOCATION AND DESCRIPTION ............................ 1 It. DRAINAGE BASINS AND SUB -BASINS ............................... 1 III. DRAINAGE DESIGN CRITERIA ...................................... 2 IV. DRAINAGE FACILITY DESIGN ...................................... 2 V. STORMWATER QUALITY CONTROL PLAN ............................ 3 VI. CONSTRUCTION ACTIVITIES STORMWATER MANAGEMENT PLAN ...... 3 VII. CONCLUSIONS .................................................. 3 VIII. REFERENCES ................................................... 4 APPENDIX A - HYDROLOGIC CALCULATIONS APPENDIX B - INLET SIZING APPENDIX C - HYDRAULIC CALCULATIONS - STORM SYSTEM B APPENDIX D - HYDRAULIC CALCULATIONS - STORM SYSTEM C ' APPENDIX E - REFERENCE MATERIALS APPENDIX F - MISCELLANEOUS CONSTRUCTION DETAILS APPENDIX G - EROSION AND SEDIMENTATION CONTROL rAPPENDIX H - RIP -RAP CALCULATIONS APPENDIX I - POND 2 VOLUME CALCULATIONS AND REVISED SWMM MODELS APPENDIX J - CITY COMMENTS AND CONSULTANT RESPONSE BACK POCKET - DRAINAGE PLAN I .I FINAL DRAINAGE ANALYSIS - LOT 2- �, MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION Lot 2 of Mulberry and Lemay Crossings is approximately 16.51 acres. It is bordered on the north by Magnolia Street, the south by Mulberry street (Colorado Highway 14), the west by Lemay Avenue, and the east by 121h Street. The site is a portion of the development previously analyzed in the Final Drainage Analysis, Mulberry and Lemay Crossings, Ft. Collins, Colorado, prepared by CLC Assoicates, September, 1999. This report is an amendment thereto. Construction drawings for the site show an ovedot grading condition with constructed storm sewer traversing the site. The southwest comer of the site is a detention pond that serves the entire site and release storm water south to the Poudre River. The purpose of this report will be to: 1. Provide a detailed analysis and comparison of runoff coefficients to demonstrate compliance with the previous report, and 2. Provide final storm inlet sizing and supplemental storm sewer hydraulics for proposed storm sewer not analyzed in the previous report. _ II. DRAINAGE BASINS AND SUB -BASINS Historic Drainage The site lies within the Poudre River drainage basin. Historically, the stormwater from the site is directed south where it collects in low points on the north side of Mulberry Street. Culverts at various locations along the right-of-way allow the stormwater to pass under Mulberry and the developed area to the south where it enters the Poudre River. The site lies within the 100-year flood limits (Refer to the exhibits in the Appendix.) Development of the site will be done in accordance with FEMA and City of Fort Collins guidelines for construction within a floodplain. The floodway does not encroach upon the site. All proposed construction and land uses will be in accordance with the above guidelines. I I. FINAL DRAINAGE ANALYSIS - LOT 2- MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO Developed Drainage Lot 2, as developed, will be divided into two principal sub -basins with a total area of approximately 16.51 acres. Basin B The area along the west side of the site. Runoff from this area is collected into Storm Sewer System B and conveyed to Pond P2. Basin C The area along the east side of the site south of the proposed Magnolia Street. Sub -basins are collected in Storm Sewer system C and piped to detention Pond 2. III. DRAINAGE DESIGN CRITERIA This analysis was prepared in accordance with the Storm Drainage Design Criteria Manual (SDDCM) of the City of Fort Collins and the Urban Drainage and ri Flood Control Manual (UDFCM). Runoff values for the 10-year rainfall event were used to size storm sewer. Calculations were done with StormCAD by Haestad Methods which uses the Rational Method as allowed under Section 5.2 of the City of Fort Collins Storm Drainage Design Criteria. The analysis was done with the latest timelntensity/frequency curves provided by the City. A five minute time of concentration was used for each sub -basin. IV. DRAINAGE FACILITY DESIGN Storm sewers across the site will be used to drain low points in parking areas. Major storms will partially be collected in the sewers but are allowed to proceed overland to the detention ponds. Proposed finished floor elevations will be set to 18 inches above the floodplain, which varies from west to east across the site, as indicated on the FIRM panels shown in the appendix. A detention pond, sub -basin P2, is located in the southwest comer of the site. Details for the design and construction of the pond were included in the previous study. 2 1 FINAL DRAINAGE ANALYSIS -LOT 2- MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO V. STORMWATER QUALITY CONTROL PLAN Stormwater quality is addressed in the design of the detention pond P2. Details for the design and construction of the pond appear in the previous report. VI. CONSTRUCTION ACTIVITIES STORMWATER MANAGEMENT PLAN Construction Activities Erosion Control Erosion control during the construction period will be outlined on the Grading and Drainage and Erosion Control plan. Silt fences will be used along the edges of the site abutting public right-of-way. The fence will be placed behind the back of curb or, in the case of an attached sidewalk, behind the back of walk. Inlet protection, consisting of gravel filters will be used for all of the inlets until disturbed areas are paved or landscaping is established. The contractor is advised to use vehicle tracking control where vehicles enter and exit the site. Permanent Stabilization When complete, all of the site will be either paved or landscaped. Landscaping will be either gravel mulch or turf grass. No reseeding will be done. VII. CONCLUSIONS 1. Calculations for the runoff coefficients for the proposed development appear to comply with the values calculated in the previous report. 2. Hydraulic calculations for the proposed inlets and storm sewer appear to be in agreement with drainage concept as set forth in the previous report. 11 3 1 FINAL DRAINAGE ANALYSIS - LOT 2- MULBERRY AND LEMAY CROSSINGS FT COLLINS, COLORADO Vill. REFERENCES 1. Storm Drainage Design Criteria Manual (SDDCM), City of Fort Collins, Colorado, May, 1984. 2. Urban Storm Drainage Criteria Manual, Denver Regional Council of Governments, Denver, Colorado March 1969 (with'current revisions). 3. Poudre Master Drainageway Plan, Chapter 7, City of Fort Collins Stormwater Utility, by Ayres Associates, Fort Collins, Colorado, September, 1995. 4. StormCAD v. 1.5, by Haestad Methods, Inc., 1997. 4 n I L 11 APPENDIX A - HYDROLOGIC CALCULATIONS I Weighted Runoff Coefficients Date: O7KAM Job Name: Lot 2 - Mulberry and Lemay Crossings Job Number: 96.040 C CIO C100 Impervious Pavement 0.95 0.95 100% Landscape 0.25 0.25 1.25'C1O 0% Roof 0.95 0.95 90% Land Use (Acres) Weighted Runoff Coefficient % Basin Pavement Landscape Roof Total CIO C1O0 Impervious Basn B Basins as analyzed in the Final Drainage Report for Mulberry and Lemay Crossings B8 1.95 0.15 0.00 2.10 0.90 1.00 93% B9 1.68 0.15 0.O0 1.83 0.89 1.OD 92% B1O 3.18 0.25 0.00 3.43 0.90 1.00 93% B2-2 0.10 0.05 O.OD 0.15 0.72 0.90 67% 1331 0.08 0.03 0.00 0.11 0.76 0.95 73% 135-1 0.26 0.07 0.00 0.33 0.80 1.00 7996 B6-1• 0.56 0.11 O.OD 0.67 0.84 1.00 84% P2 0.23 1.53 O.OD 1.76 0.34 0.43 13% Total: 10.38 Weighted Avg: 77% � Basins with Lot 2 PUD detail (This Report) 132-2 0.10 0.05 0.00 0.15 0.72 0.90 67% 83.1 0.08 0.03 O.OD 0.11 0.76 0.95 73% 85-1 0.27 0.07 O.OD 0.34 0.81 1.00 79% 136-1 0.58 0.07 O.OD 0.65 0.87 1.00 89% B8 1.93 0.17 0.00 2.10 0.89 1.00 92% 1 B9 0.54 89-A 0.76 0.20 0.19 0.00 0.00 0.74 0.95 0.76 0.81 0.95 1.OD 73% 80% B9-13 1.69 0.16 O.OD 1.85 0.89 1.00 91 % B1O 0.59 0.05 0.00 0.64 0.90 1.00 92% B14A 0.74 0.15 O.OD 0.89 0.83 1.00 83% P2 0.10 1.30 0.36 1.76 0.43 0.54 24% Total: 10.18 Weighted Avg: 76% Basin C Basins as analyzed in the Final Drainage Report for Mulberry and Lemay Crossings C1 0.93 0.10 O.OD 1.03 0.88 1.OD 90% CI-2 1.67 0.45 DOD 2.12 0.80 1.00 79% C13 1.35 0.22 DOD 1.57 0.85 1.00 86% C2-1 0.78 0.11 0.00 0.89 0.86 1.00 88% C3-2 0.89 0.12 0.00 1.01 0.87 1.00 88% C4-1 0.57 0.07 0.00 0.64 0.87 1.00 89% Total: 7.26 Weighted Avg: 85% Basins with Lot 2 PUD detail This Report) C1 O.70 0.34 DOD 1.04 0.72 0.90 67% CI-2 1.74 0.15 0.28 2.17 0.90 1.00 92% C13 0.32 0.09 1.23 1.64 0.91 1.00 87% C2-1 0.21 0.15 0.69 1.05 0.85 1.00 79% C3-2 0.78 0.11 0.00 0.89 0.86 1.00 88% C4-1 0.19 0.10 0.38 0.67 0.85 1.00 79% ' Total: 7.46 Weighted Avg: 84% ' Estimated from approved preliminary PUD. <77% from MIL Crossings Final Drainage Report <85% from M/L Crossings Final Drainage Report I Direct Runoff Table Job Name: Lot 2 - Mulberry and Lemay Crossings Date: Job Number: 96.040 Direct Runoff based On: Tc = 5.00 min 1(10) = 4.87 in / hr 1(100) = 9.95 in / hr Direct Runoff (cfs) Basin Area C10 C100 Q10 0100 B2-2 0.15 0.72 0.90 0.52 1.34 B31 0.11 0.76 0.95 0.41 1.04 B5-1 0.34 0.81 1.00 1.33 3.38 B6-1 0.65 0.87 1.00 2.77 6.47 B8 2.10 0.89 1.00 9.14. 20.90 B9 0.74 0.76 0.95 2.74 7.00 B9-A 0.95 0.81 1.00 3.75 9.45 B9-B 1.85 0.89 1.00 8.01 18.41 B10 0.64 0.90 1.00 2.79 6.37 B1O-A 0.89 0.83 1.OD 3.61 8.86 P2 1.76 0.43 0.54 3.71 9.48 Cl 1.04 0.72 0.90 3.65 9.33 C1-2 2.17 C13 1.64 0.90 0.91 1.OD 1.00 9.53 7,28 21.59 16.32 C2-1 1.05 0.85 1.OD 4.35 10.45 C3.2 0.89 0.86 1.OD 3.74 8.86 C4-1 0.67 0.85 1.00 2.76 6.67 l I I [1 F I I I I I I 1 APPENDIX B - INLET SIZING I 1 L 11 r inlet Sizing Date: 07/04M Job Name; Lot 2 - Mulberry and Lemay crossings Job Number: 9&040 Direct Contributing 0(100) Inlet Inlet Area (cfs) Condition 82-2 02-2 1.34 1.5% Grade 4 wide curb opening B31 B3.1 1,04 1.5% Grade 4 wide curb opening 85-1 BS-1 3.38 Sump 4 wide curb opening B6.1 B64 6.47 Sump 3-toot Type 13 Comb B8 BB 20.90 Sump 12-fed Type 13 grated Irdet- B9 B9 7.00 Sump 9-foot Type 13 Comb B9-A B9-A 9.45 Sump 6-toot Type 13 Comb B&B B9-B 18.41 Sump 9-foot Type 13 Comb 810 810 6.37 Sump 9400t Type 13 Comb B10•A 810-A 8.86 Sump 6-foot Type 13 Comb Cl Ci 9.33 Sump 6-foot Type 13 Comb C1-2 C11-2 21.59 Sump 15•foot Type R Inlet C13 C113 16.32 Sump 10-toot Type R Inlet C2-1 C2-1 10.45 Sump 4 wide curb opening C3.2 C3.2 8.86 Sump 4 wide curb opening C4-1 C4-1 6.67 Sump 4 wide curb opening 1. Allowable pending for design is 1.0 feet ( Sump condition). 2. Minimum time of concentration of 5.0 minutes is used, 3. 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M N N N N N 6 (V N N O N 9Ao 0 o0g�tn �$0(na 0110'Mvev0�(DE 0M000 co y bM bbbbbb M O O 6 N N N N N N N a N N M M N M M (� M M M M M M Cl) N M N N M M M M M M M M M M M M (0 M v 9 � E E �0 p �p �p n MMaBM(gi M MCDtO) N U N on urn)u°i U U� M O O n M N�M(Mo CD 0) J O) 0) 0) 0 0) 0) 0) 0) W M D7 p� O) mm D) O) O d) O O o O O N N N N N N N N N N N N S N N M N N M N M M M M M M M M M M M M W€ p� N N N N M M M O PM') N v ui U !q U q Nco !� M M v 0 (Vo U N N� V a N J E Ray to 0) 0) O) 0) Q1 0) M 0) M 0) O) 0) 0) 0) M 0) O) O O O O N N N N N M M N N N N N N M N N M N N N N N M N M M M M M M M M 0 a1 p) N M p (o O t O N n M CD V V fD N N N n W M (o con N N U) Cl) M O O Q i y LM M O (O O O N (o )0 OD (� M O n 0 n (O n 0) n OD 0) (o N It M IT N co O (( to (V fV V — (V (V V Q t [ram 8O 0�w �Q+ 0) OD co )0 GD i0 00 6 Uf )-� V) (6 16 )N 1n N j C O) (M N fpD 0 n M M V n U (No 0 u0) w N 0 n 0 (MO w O 0 n 0 Np M n S W w '_ ((8o M p00 O 8�5�g�QQ�$$ g O_ (pN M � 081 (Mpr�0 8�Q pO0 M '1 M 8n — N pM 9 f7 n M tOw V_ V p � �c §OSSO§S1O 00) OSO S25$O$S3S 25 SO SOSS v W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 L L t L L C C C G C 04 = = L NV y M (Gp ��Cpp �pGp (Gp C ((O�� C C SC C c �X7 ppXpp Q�Xpp ('�VQ1 aa N N N N - to N V M M N M N M 0 S S 8 0 o S 8 0 o S S o S S 8p p p p O M ip0p In o v 0 0 O N 10 0 F aD n O O (G O (O O V O V V N O O v °D(0 0D Q w O Q O Q Q w Q M 0 n 0 M (o q rn aD n N (n eD o M N c CY Z 0 Z C4 Z l(0)N Z V Z n 0) N 0 C 0 p�1 Lo a R �; a N g Iz W a 2 a 4 M t S CU O Z O O Z O Z O O Z O Z 1- 1 O O E U U U U t U U V U U U U M c%I U U (`) U U U U N U Zf U U) U U U U U U U U U U U U U U W 2 M M S S M= M M= M 2 2 = D_ Z (y Z Z Z Z Z gyp Z Z Z Z Z m Z Z Z Z U g ( Cn N n n n a (mo rN- a a a a a a a a a a a a a a a a wj I 1 1 1 1 1 1 1 Em 01 Or O OOD MT M n N W. N N�� 0 V N 0 U 00D. N (0 V N� ODD. rl� 00� O O r ����NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN 0 E r 0 r N_ tD OO M N N M r a (y to r V V W O N r N N N to N O t0 M N U) N, N N O N (D V r O V c0 N c0 O O I- N I-t0 ry y LO O .- R /V M N N N 6 (7 N N 6 o N N, 6 N N N N 6 Ol .- M N N N 0 y o FBn �� 0` E (�M�BMM� <����8�q 8 488 v mmm e NyM pN MNMMNMMmMM M mM(m M m m m mNm M m M m M �D0 E E W a0 M M N O M M O N O V O W M O 0 (V N O N O ch N O r O O O Of 01 aD r tD h N r r (O r n(i co N OD M M J c0 byy (V op N N N fV s� N N N Nt� (crr�� ccpp t0 ccpp ((pp cc�� cc�� t� M M M M M M M M M M M M M M M M l'7 M M M M M M M M M M M M M pI M M U N 0 E c 0 tdNN 00) M � (�ODm 00N0 MV,V N MN 0 MN 0N. N 0N mM WM NM V(V 0pp JU N N pp M M �E = 44N11 O W (�pp (cpp (O N R (°9i. N V M q c0 N O N V N N O r 0 O N r r (V m N aD (V 01 V Q) V fD tN to c0 N 0) 0rM(DN(0 W OO 0 r N () (0N Lm N r (O V (D O M N m 0 0V0 V N r a 0 0 o p 8 r (O to to N 0 to to 0 to to to to 1n 1n LLH (n 0 co 8888$go25 25o gog 08S cl O - 80 W co — 0 o O o 0 0 o o o o o o o 0 o 0 0 0 0 0 0 0 0 0 o o o 0 0 0 0 0 0 = L L = L L = C C C fCO O N _ (QC,' C C C C CD co O (rtf (rc5 c N 0 ( � (C(.O� pop akp 7 .�- No N 8 � f�/ N pN pN p� pN p� pV pN 8 O 88 8 8 S 8 8 O O O O O S O v 8 1 m 0)V aD i(1 1000 J � N M m r M m to r tD m o 0 to V O M 0 N M (D W (o m Cr) to to O tr� W) rn r 0 o r o vi o tri e v N o 0 (°� Q (n to Q � Q rn Q Q t0 Of Z (V O Z (0 Z OD N o Z (O N r O a N a o a 8 Q Q � 8 C U O Z o o Z O Z O O Z Z N o O _ m EEa U V U th U t U U V U U U U U N U U U U N U U m V U U U U U U U U U U U U v~ o W S S S S S S S S S S S S S S � S Z Z Z 2 Z Z Z Z Z Z o LL� ? i m Z m Z Z 2 f Z 1 i i g O 2 a a a. a 0- a a a a a. a a a a M M a N L " V Tt O S N L: < 8E .c �n W a a` C 8 0 I 1 H 1 1 L1 h I I APPENDIX E - REFERENCE MATERIALS 1 1 1 1 bb-d 15 RainlaN Mt City o1 Fort Collirm using -C r Table for (31 minutes — So minutes) Figure 3-1b City of Fort CoUlm ' Rabrfall lntansgy4Duration-Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-10 1 1 CO-d 1 1 1 Duration 2-year 10-year 100•year (minute3) Intensity Intensity Intensity btlhr 5.00 2.85 4.87 9.95 6.00 2.67 4.58 9.31 7.00 2.52 4.31 8,B0 8.00 2.40 4.10 8.138 9.00 2.30 3.93 10.00 2.21 3.78 11.00 2.13 3.83 12.00 2.05 3.50 13.00 1.98 3.39 14.00 1.92 3 29 8.71 13.00 1.87 3.19 6.52 18.00 1.81 3.08 8.30 17.00 1.75 2.99 6.10 10.00 1.70 2.90 5.92 19.00 1.65 2.82 5.76 20.00 1.61 Z74 5.60 21.00 1.58 2.67 5.48 22.00 1.53 .81 5.32 23.00 1.49 .55 5.20 00 1.48 48 5.09 25.00 1.43 44 L:2,39 4.98 26.00 1.40 4.8727.00 1.3734 4.78 28.00 1.34 2.20 4.BS 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4, -#C 't 1 6i_1- ., FIGURE 7-6: MANHOLE AND JUNCTION LOSSES / PLAN NOTE: FOR ANY TYPE PLAN OF INLET °�v e USE EQUATION SEC iION USE EQUATION SECTION CASE.1 CASE 11 INLET OR STRAIGHT THROUGH INLET ON MAIN LINE MANHOLE ON MAIN LINE _ WITH _BRANCH LATERAL g o• PLAN USE EQUATION SECTION CAS�,N6. I CASE IL R MANHOLE ON MAIN LINE tv YYITH 0• BRANCH LATERAL REFERENCE: APWA SPECIAL REPORT NO.49. I961 u / PLAN °' USE EQUATION 4r. SEQn� CASE IV INLET OR MANHOLE AT BEOIN NINQ Q,F t CASE It KI 0 Ki 0.05 22-IR 0.75 0.2S 45 0.60 1.23 60 OAS 90 0.26 NO LATERAL SEE CASE I 7.07 INLm (A) specifkagms (1) Regafted: Storm inlets SMII be Provided where sump (IOW -spot) conditions exist or Street runoff' -carrying capacities am exceeded. 7-29 DESIGN AND GONSTRUMON STANDARDS Effective: July 2, 1999 _./ I 1 1 1 DRAINAGE CRITERIA MANUAL h °F .d, RUNOFF TABLE 3-1 (42) RECOMMENDED RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 10Q Business: Cortmercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 ,65 ,70 .80 Residential: Single -Family * .40 .45 .50 .60 Multi -Unit (detached) 50 .45 .50 .60, .70 Multi -Unit (attached) 70 .60 .66 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 Industrial: .80 Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 Parks, Cemetaries: 7 .10 .10 .35 .90 Playgrounds: 13 .15 .25 .35 .60 Schools: 50 .45 .50 .60 .65 Rail road Yard Areas - 40 - .40 .45 .50 - ,70 Undeveloped Areas: .60 Historic Flow Analysis- 2 (See *Lawns") Greenbelts, Agricultural Offsite Flow Analysis (when land 45 .43 .47 .55 use not defined) .65 Streets: Paved 100 .87 .88 ..90 Gravel Drive 13 .15 '.25 35 .93 .65 and Walks: Roofs: .87 .87 . _ _ - .88.89 Lawns, Sand Soil 90 .80 .85 •90 90 0 0 .00 .01. .05 .20 :OS .IO .20 ,40 NOTE: These Rati 1 F orta ormula coefficients may not be valid for large basins. *See Figure 2-1 for percent impervious. 5-1-84 ' No Text STORM DRAINAGE DESIGN AND .TECHNICAL CRITERIA FIGURE 903 C 1 1 1 1 1 Iwv 7V84 °Z40 v r cs a Q30 U ALLOWABLE INLET CAPACITY SUMP CONDITIONS ALL INI FTc 0.2 REFERENCE: DEPTH OF FLOW (FT) 0.4 0.6 DEPTH OF FLOW (ft) 0.8 w� J - m Q a 3z �3 JJO a U. LL ZO X = F- 2w Q rml 0 �O . LL W t- r xw 1.0 MAY 1%4 0.8 0.7 w 0.6 2 0.5 a o 0.4 r- 4 0.3 W O Z 0.2 b 2 O a 0.1 EXAMPLE _ I 3 _t 0 1 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 OESIGN CRITERIA 4 (Crass Slope) STREET i 1 onpltudinal S") SIDE � B A It � o a t. (Guitar Flow) CARRY .. OVER Fronds No at This Point rFw al g ♦J (Intee�ted Flow) L' LWO at Opening) A 4J .PLAN Original Gutter Uns �& T--' Gutter Depression at Inlet e ECTI N A 2 -A n� i v SECTION B-B SECTION B-B ( Straight Cross Slope) ( Far Collins, Standard 6C W"ical C &G) NOrE= THE PORT COLLINS STANaAROS HAVE GUTTERS WITH CROSS SLOPES STEEPEN THAN SX. FIGURE 5-4 STANDARD CURB -OPENING INLET MAY 19" DESIGN CRITERIA No Text No Text 6W.1 ov a-v ? =g a 3f' t ems= \< • b LEGEND: Figure 7.6: 100- r Flood Limits PROPOSED STRUCTURAL IMPROVEMENTS w y • �- �_ � � _ Mulberry St. ;o River Bend Ponds Floodwcy Limits g Poudre River Master Drainageway Plan X Sections o so soo Illy of Fort Collins Ayr es Associates River Siotioning EDAW Inc. - n • :��.r,tiv,Y =e T"` j 26 Areas of Lateral Instabili!y NOTES: --.x - For Location of Map See Index Figure 7.1. �•� 'x' -' FDR 1 Flaod Da.ma a Reach ' g For Flood Elevations See Tables < 1-4.6. _ Area Pholos From Aero Metrvc Engineering Inc. 33 /FDR" FDR = FDR --s ; �.R 26" r.- : .l,` 7f 3 - . ,32 ,� r-"� At v "frrRJi C x� 7d'� �7fy 1 - IFID t 17, LI FDR hlc� �, .►- ",.a'_� HCGHWAY�t4`, '�,> 's. t+< s FDd't e —- �° :.�. vtg a i. W,i I 1 1 1 1 r 1 APPENDIX F - MISCELLANEOUS CONSTRUCTION DETAILS 1 I 1 1 1 I� 1 1 ww E- c�wa in p_ 0 M a Ua3 0 w � ir 3 00= �Lm zO JW U b� O Q ¢ a wo O• wvwi� x 0 f wN x D 0 o� z m O OJ U V Q OE w i NOLmuNOo 'DOM A8 wJ a EL -mu ����4 z 0 0 0 0 0 W3F- -W IN IN 9n In 0 s 10 x N N O b z 3 •� to to `b) x O x °q- x 4n x 'bo x b aus A8 w 0 V) m� m Wz a �m v=i z w a mz EL 0 QO az Mw w?s �¢ �= oy w 0 0— CL w LLI N� O¢ N LLIU �3 w� 00 V) h O 1 U) U 00 wa 00 J w w 70* FF- O ^ Z w J ma to O- w O_ W O < Q N aN ww wn- (j) wa .J 1-- W 0 O IL 0) 3 O 0 a 1 1 1 1 M 1 1 1 1 1 1 1 1 PROVIDE EXPANSION JOINT MATERIAL WHEN PLACING PAD IN PAVEMENT REPLACE EXISTING PAVEMENT AND SUBGRADE AS SPECIFIED BY OWNER -. 0.5% MIN. SLOPE 45' WYE PROVIDE C.I. FRAME k LID, NEENAH R-7514 WITH 'S' CAST IN LID 4'THICK x 2'x2' CONCRETE PAD WITH 6x6(10/1D) WWF CLEANOUT ADAPTER FITTING WITH THREADED PLUG PVC RISER 45' BEND COUPLING PVC COUPLING PROVIDE WATERTIGHT PLUG IF CLEANOUT IS AT END OF LINE CLEANOUT DETAIL H NOT TO SCALE APPENDIX G - EROSION AND SEDIMENTATION CONTROL I I I I r I I I -EY-FpRMAf; fi- ,,Y;DAIzD EVENT..u. ATZON 1 MARCH 1991 -1 DESIGN CRITERIA ' EFFECTIVENESS CALCULATIONS - PROJECT: STANDARD FORM B YJ COMPLETED BY: _ DATE: 73g eO ' Erosion Control C-Factor P-Factor Method Value Value Comment Sam Gw�� a•o� 1 •� RoaysfV�cawS o.o� l� i . .cb ��Ain��.�tr •f1�AP �. Grp p, r MAJOR PS SUB -AIM— BASIN ($) BASIN (AC) CALCULATIONS r 76 e C3 10-18 e,-FAa6M=E`7•74ee% �2+0 13 P Frc�rZ � fo9o�C4�� _� 1 B�IY G '7AG CC6.z7Xadt��- Cl•19X 1•�)_ a.l'% �•FA�-wiz. = CQ•BAXo.'`' = a'� 174q EFF --Cejo. I \ '?jS.� I Si7iN�LDI�� �M MARCH 1991 6 46_ DESIGN CRITERIA 1 1 1 1 1 1 1 1 1� 1 1 1 1 1 1 1 1 1 Fr2crA IN F-A—I-L Ems' ^.E STANDApa EaAtUATaOx I STANDARD —FORM A (COMPLETED By.. DATE: -9 DEVELOP ERODIBILITY Asb Ls ss* Lb SIIB$A IN ZONE (ac) {ftj Sb g _ (g) (fee A HOWRA-W 1.4.51 SOD s 1Rm*- 1 ,47.ple I .qoo 1 1.sy. G M ODEPA,TE 11.4 7 oo Z .o LOW 3.3 3 ) 500 0.5% E MARCH 1991 1.34 zoo f Z.Ce -4 -To ( 1.5aio, 119•4 , I i I 1 1 I 1 1 I n I Fp-c* . RF-�P-T--- l w-wr>Eb 1Z =r-9CTr.-27.hvEss mLc-manoNs PROJECT: COMPLETED BY:DATE: Erosion Control C-Factor P-Factor Method Value Value Comment 5oD GRAsS 6.C.>I V oo / INAL14S 0.61 t • 0o -vFMt,R4,4zY Fegt- ,z 6,45 rifPt-t.� 5"t-C�T" e:P, A.\t rj— t rAEJQ-V TtZA o. 50 MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS A 1�•St c-F�r� = C.Ut.� o.o1)Ito 6t =o•za C I - Co..1o)(oz3) = o. 9 j PE:\t Pv-D 13 = o. 01 C• 1 =9 5Ycp-Alc-tact� .EC8 0Y-0.•5o 0t)) = 0.40 .40 GRADEJt v B 0.46)] %g.14 '0 45 I -- 60.4oXa•46)] o.Bz pED FAantt = 146.97 * o. ot) t(0.37 * 1.0biTh.5q =0.06 �95/ P Ft+crotz ; (o•SoXo . So) = 0.40 E.t:*= (o•4oyo.06) t G Ll•t3 �Fr�Tata = (q.C3#o•45}/q.i3 �0 45 � =0Y• 'F'-1=AcTorz - D•$�,Yp..So) = O D 3•Ilp C Fwaar� = CCt.9b�to.oi i+ Cf 1< f.00)��3 (G=o.39 P--RF TOR Sod = 6.40 �o•SoiCo. F-� 1 - (0A0y16•39)1 - o a4 j =tCbl. G-Fiv--rom _ Q A 6 -W o.a t )/-3•,46 - o- P- FAc nrz_ O.80X0• 60) -0.40 Eta _L I- (0-,40)(a o t )7 = p• 99 "19 EFFn[ttq•5f#o.g!){C°1.G�#0.98)+<8.1��o.gz,)-t•C'i.3q�< ' -Y C4.I +l o.g2) t C3,lb * 0.8�{) t 3.4� a.99}� `• �--� . MARCH 1tl91 s DESIGN CRfTER►A 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 FORT COLLINS Date: 22-Nov-00 MULBERRY & LEMAY CROSSINGS By: J Holley EROSION CONTROL COST ESTIMATE PHASE II CLC Job: 95.040 FORT COLLINS, COLORADO Based on the Final Site Plan , this opinion includes erosion control improvements necessary for site development as of September 29, 2000. CLC Associates, Inc. has no control over costs or the price of labor, equipment, materials or the contractor's method of pricing. CLC Associates, Inc. makes no warranty, expressed or implied as to the accuracy of such opinion as compared to bid or actural costs. No. Description Quantity Unit Cost Total Cost 1 Gravel Inlet Filter 6 CY $150.00 $900.00 2 Vehicle Tracking Control 120 CY 50.00 6,000.00 3 Silt Fence 1400 LF 2.50 3,500.00 4 Reseeding / Revegetation 13.53 AC 615.00 8,320.95 Subtotal: $18,720.95 10% Contingency: 1,872.10 Total: $20,593.05 z 1.4 w E 0.� 0.2 0.a 0.15 0.10 0.05 0.00 Figure 8-A ESTABLISHED GRASS AND C-FACTORS FORT Coums, COLORM U 20 40 60 80 1aa ESTABUSHM GRASS GROUND COVER MARCH 1991 e-s DESIGN CRITERIA PAGE 32 Curb tnl (G"wtel Filter 'E�;O,s,eter) Wire Screen — (Approv.)S N(esh) 1 I � �verflo+u -� %now 1 M UZ� Wire Screen ' VA4- Wood Stud PLAN VIEW SFLT70N A -A 1 General Notes: 1- Inspect and repair filters after each ' storm event. Remove sediment when one half of the filter depth has been filled. Removed sediment shall be de- posited in an area tributary to a sedi- ment basin or other filtering measure. 2. Sediment and gravel shall be immediately removori frnm rravolari wad, of rnarte 7rr.ir3?r R i ❑.M W*Ar Inlet CURB INLET FILTER GRAVEL CITY OF. -FORT COLLINSr COLORADO STORMWATER UTILITY RgV1Gf :v ar: DATE: D-25 1� 1 1 1 1 11; 11 11 I. Excavate Trench, 44'Minirrium Dept. q ga►w W;dt4+ 2. Place and Stake Straw Bates a BackfilI and Compact',, Excavated $oi l Sleke --� % Straw B116 r 1 a 1 i aG, filter'6d Runoff l,, Runoff �wqmmii I ►K4u ! ti 1 E'N CROS"Ecriou VIEW General Notes; 1- When used as a continuous perimeter filter. barrier the maximum tributary area is limited to 0.25 acres per 100 feet of bawler. 2. Inspect, repair, and replace (if necessary) the filters after each storm event. I All bales must be replaced after 12 months unless approval is granted by the Engineering Division for longer use. I �►1� STRAW BALE DIKE GENERAL INSTALLATION CITY OF FORT COLLINS, COLORADO STORMWATER UTILITY D-26 1 1 1 1 1 Sb00-1 orWood Steel or .. Wood Post General Notes: 1. The maximum tributary area is limited to 0.25 acres per 100 feet of fence. 2. Inspect and repair fence after each storm event. Remove sediment when one half the height of the fence has been filled. Removed sediment shall be deposited in an area tributary to a sediment basin or other filtering measure. (IGnE (,_ 7 Filler Fabric Bar-kfilled Trench Filter Fabric Aiiach 5ecurely +o Post ATroximawy 4 x40 Tre►rtch SILT FENCE CITY OF. -FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D-28 APPENDIX H - RIP -RAP CALCULATIONS I I 11 E m! ){f ;f aIL � � � 0 12 66 a !�« D ; W \ 2 , .9 $ � � § ; co 2 ; o /{ƒ m 6 0 ƒ%\ Go 2 0 § w ! DRAINAGE CRITERIA MANUAL RIPRAP tf" Use Do instead of D whenever flow K supercritical in the barrel. **Use Type L for a distance of 3D downstream, FIGURE 5-7 RIPRAP EROSION .PROTECTION AT CIRCULAR CONDUIT OUTLET. I1-15-82 URBAN DRAINAGE S FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL FtIPRAP 1 1 l 1 m 0 = Expansion Angle �N■ �sa TAILWATCR DEPTH/ CQNDU4T H-EIGHT,. Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS � 1-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DiSTRICT DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION Of ORDINARY R:,^nAR R_i_prap Designation `4 Smaller Than Given Size Intermediate Rack d* 50 Dimension By Weight (Inches) (Inches) Type VL 70-200 12 50-70 35.50 6 6** 2-10 2 Type L 70-I00 15 50-70 12 135-50 g 9** 2-10 3 Type M. 70-I00 .21 50-70 18 35-50 12 12 Z-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 b Type YH 100 42 50-70 33 35-50 24 24 2-10 g *d50 = !dean particle size Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers .to .rocks that are bound together in -a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary ripra.p. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can.be- fashioned into almost any shape that can be 11-15.82 Appendix Pond 2 Volume Calculations and Revised SWMM Models £R' 0 l I I 1 I 1 Detention Stage - Storage Date: 4-Jul-2000 Job Name: Ft Collins - Mulberry and Lemay Crossings Job Number: 95.040 I-rOM Lot 7 W. Pond E. Pond Area of Area of Total Incremental Total Total h (3) Elevation Contour Contour Area Volume Volume Ac-Ft (Tw depth-29.39) 25.5 19,850 1,074 20,924 11,342 11,342 0.26 0 26 22,781 1,756 24,537 27,243 38,585 0.89 0 27 27,133 2,965 30,098 32,848 71,433 1.64 0 28 31,427 4,318 35,745 38,620 110,053 2.53 0 29 35,848 5,799 41,647 , 47,758 157,811 3.62 0.61 30 40,414 13,828 54,242 6 8,950 226,761 5.21 1.61 31. 45,104 39,835 84,939 (3) Release calculated with the orifice equation considering the 10-year taitwater of 29.39 at the Poudre Outfall. (4) Release calculated with orifice equation: Q=0.65A(2gh)12 using a 77' pipe opening. Rq'd Det Vol From SWMM 2.8 4.2 Water Surface Elevation 29.2 This Report Detention Pond 2 ' W. Pond E. Pond Area of Area of Total Incremental Total _ Total h (3) Elevation Contour Contour Area Volume Volume Ac-Ft (Tw depth-29.39) 25.5 19,850 1,074 20,924 ' 11,342 11,342 0.26 0 26 22,781 1,756 24,537 27,243 38,585 0.89 0 ' 27 27,133 2,965 3D,098 32,848 71,433 1.64 0 28 31,427 4,318 35,745 37,463 108,896 2.50 0 29 33,629 6,765 39,284 ' 46,946 156,842 3.58 0.61 30 36,649 18,500 55,149 78,643 234,485 5.38 1.61 31 39,414 65,528 104,942 (3) Release calculated with the orifice equation considering the 10-year tailwater of 29.39 at the Poudre Outfall. (4) Release calculated with orifice equation: Q=0.65A(2gh)12 using a 72" pipe opening. Rq'd Det Vol Water Surface From SWMM Elevation 1�EV I Sip ' PER l.Or 4 manta-mok 10•year 2.8 29.3 100-year 4.2 30.3 b"WIA166. 0 %4t.l1Rmt> Denw71oN Ut,r-R 4ED i3A51Ep onl VOT 2 coi~isTR�� bN L Rxwt&V.1! , Release (4) (cfs) 0 0 0 0 115.2 187.2 Release (4) (cfs) 0 0 0 0 115.2 187.2 I fc10-2.SIN 1 2 1 1 2 3 4 WATERSHED 0 1 MULBERRY AND LEMAY CROSSINGS - 10-YR RUNOFF by CLC ASSOCIATES, INC 60 0 0 5.0 1 1.0 1 1 24 0.49 5.0 0.56 0.65 1.09 1.39 2.69 4.87 2.02 1.21 0.71 0.60 0.52 0.39 0.37 0.35 0.34 0.32 0.31 0.30 0.29 0.28 0.27 0.26 0.25 1 446 799 67510.88 62 .005 .016 0.25 0.10 .30 0.51 .50 .0018 1 104 4 116515.06 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 1 106 6 73610.78 78 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 108 8 129018.04 76 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 110 10 242 3.16 62 .015 .016 0.25 0.10 .30 0.51 .50 .0018 1 5 446 104 106 108 110 5 446 104 106 108 110 0 799 870 0 1 3.0 550. .0050 10.0 10.0 0.020 5.00 1 0 870 2 8 2 0.0 0.0 0.10 0.42 0.31 0.85 0.52 1.22 0.83 1.5 1.14 1.75 1.6 1.96 2.06 2.18 0 2 4 0 2 3.0 150. .0023 0.0 0.0 0.013 4.00 1 0 4 3 0 2 5.0 800. .0023 0.0 0.0 0.013 4.00 0 3 6 7 2 0.0 500. .0023 0.0 0.0 0.013 4.00 0.0 0.0 0.1 0.0 0.22 0.0 0.58 17.0 1 0 1.01 6 9 35.3 1.16 0 2 4.5 1000. 39.2 .0035 1.26 0.0 80.0 0.0 0.013 4.00 0 8 9 0 2 5.0 1500. .0053 0.0 0.0 0.013 4.00 0 10 9 0 2 2.5 1000. .0051 0.0 0.0 0.013 4.00 0 9 11 7 2 0.0 500. .0023 0.0 0.0 0.013 10.00 00001.64 0.0 1 .0.58115.2 8 187.20 k10 0 2 6. 655. 0031 0 8 co►ygiur�onl Dw,.�linlGS. 2 3 4 6 8 9 10 11 ENDPROGRAM 1 i 1 1 1 1 1 Page 1 1 ' wQw a' p £ ' z£00000 o "to In v. 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MANI.NSENm P.E. t f MAY COLORS SICAMMIfA THROW EAJ9a OCNIROL WyECTM WISH C0.Mµ0 REO Ana OF N FAF AS 1FI.ST 24 NDVRS Niyt TD Mr (YIg CIRRI a TENS 97. n0. ISMI 1. L Irt ON g IF SET Epglp 9VDE, W NEERM, RRNB M VICE LMp P« Np a BFNA1f 6 DST1RBµc SLAYM1 (fIWOINq 591PoNy mmman WEIR C4Im ¢c ASSIXanhS. MC. C051PUC1Y THE SECEEN�QSK B4Lxiy M TIE PRq[C} SpmL{E. Cp4TOK11M R.Ws. MO ERosi]N CONTROL R T a M-DSppB4Y.a ACTAEON SHALL BE PROTECTED AND MARKED EE(Af`.ER MML1 BEIRTARAL ON KG91m MR OWERNALKI Of [95WG `hQTATCH TRALL BE I1whD TO 9gIERSI MICDLy Iglpp DEAM OF nui TRVCna WFRAIICMS. AMID FEW W NL 9AJCRAFTIER)ID Epulp LAOWIURBMCL ACTIVITY (STRG VPRW, AwNG. UTILITYA MTILL AIWS. BICQRNG, IyDG C.) SMALL BE KEPT IN PpGSNE➢ it u •u t COMENA Br W WAM a 4SOM NEwC LAND CaTaBS Uxn RAI K¢rxnONLOT , a 0^ OR RIECt KRUT FIGHTS S OF M Q}IIBa Is sT.WEn. IIF SAND W AREAS EV TvoE D %IDEET sT1E[T IOaTs OF ur STRATELONTIM WOMAN HDRECESTRAKELED rt HAND DSAREAS A a . KTNry BOB MORE TENARI T W (m) DADS MORRO 4OIIBFO TFMF1MMr a PDYMMY gJDa CONTRA. M C. SIFp/lllaa. LAIDSUgNG, ETc.I rs wsT.LL1FD. C � k ViBaS BTI(RSIY APPROVED BY SIgMMATER D1MlTY a T[ MCBEATY 9W1 BE WATERED Aro MApuIND AT Au DYES WgdG fr y r.�l�uz} KnMnES W As O PREY T SEND -CAUSED PROM LARD �4 [ k C 89 C aUm%KTNTI S SHALL BE gSCaBy ONE MM IF CTEREFORT ENDS IWKTE �b S O O �O D PTM/ERDES AS LEBERMiNEM 9. ME nM1 DP iqr ENDS agHEfMxc e. ALL nY9pMY (WITACNRAL) CROSSLY CONTROL MfACRI WALL BE wyECTIM µDI IYP/IREp OR MCdlS1RUCTEO AS NECESSARY AFTER EACT RJNCii EVENT (MSS ET ED AIC COIRD PERFORMANCE a THEIR INTENDED FUNCTION. RETAINED vµng141RCE Y THOSE Iw PAVED ROADWAY SURFAS, SNUL BE RE D AND D19'09:D OR µ A WEAKER AND LOCATION SO AS NOT TO CAUSE THEIR v E s p P F e RELEALSI Mr DRAINALUWAY. o G < T W un BTOgwTE SHALL ESCEECT MNm(1O0)) FEET IN MEia T. ALL SEAT STOavus &ijg a 2 $G WA�TEMEL WE WAND a�EF SKYFENON4 ANY TRANSPORT iL sTmwlxvniRERLIONNaNIXG AFTER z rs� BE SERCO A nwEiAD ^ o a C:' IIMANS PRdgn M TRAWNG, BDRORGRP [PETRIFIES CN DEPOVTNC Of STAN OR ME EFT TEy4 ONTO C TY STEER FROM µSE KNCLE Ercum��W:Jmoiw: 0 NTY CBOSM[p REMµ SHWL °T ¢EA O MMEDIATELY BYN XEF000MENDARC&S f E Fµ4 OF SNDF LIAR DN5 C(SpO T STALL WCOIgiO SISITE, cWTRaPLANANDuIKTSDRQE M90 Fa E SO CWTWi KTµS REFER I. _ .- - AND REMOVn OF+:FEWMY[6K C L . LL f W ANSI ELEVATOR OFAM �E STY RS AS 911RN T(g S S B 0 MICRON Cf THE VATMaS (NE B f TR ENTS TµEN EYE FIELDEM WARS qlY Cf BE 5 BEING EXACT CP COMPLETE TYF CW 1RACRP Cµ TER AT LEAST AB NWRS B[FgIE µSE FYCAYAIKN TWATER AR ANE 4O MUSST ECALL yACT FIELD LOCATIONS a DN UDUDES, IT 91.V1 BE W RESPONSIBILITY OR TIC "TEACHER O wlDurz Au EXISTING UIUTES N CONFLICT ON 11E I CVOS® wPROKMars 91p11 ON THE RMi ls. CA11 UHUYY NOMCATY ¢xld OF CCLaADD I-BO -931-lee) CHI. z BJ9NE DAYS IN ONAFTE BFFaE YW OC. $ GRADE. a EMCAVAh FOR THE YMXy10 OF r N%RCApRD M R UTIL1ttS Un) _ - W • ALL LO`$Or wNLLY NAhLY BIND ON MUST Si ALL NO INDIVIDUAL, CbNI£lE EROSION CONTROL IYMAT AND PLAN FOR CITY /V W ` APPROVAL Hill TO THE WILASE OF MY EPALDm4 PERWIT IN THE wr J - I F- =L (� RETAIL J W I O EtiM Lr—,.�g�O��Mo z ABC U) 7.800 SF o _ I � = SEWENCE FOR ]Wl COMPLETED BY'. MIT pATE: FFBRUMY 16, 1M1 Ja O Y IRA A MITI 0 1L ��iOl ACRES 7,800 SF F.F.=36.Od EXISTING ' \ DETENnO ell PDND I � A FNCP15 FOIOE i COINS IS' �SMTMr SEER 11NExEn LwE _D EXISTING OFF OF FORT IXInS iA' RAhA LNE CONSSdySTR NOTESUC�J�(� O1 STALL GRAVEL NRB µLET HEMP. RE. 9l C590. STEAD B © MONK a.S'NG I:HAREL RELY iAll FILTER FOR axe/aMN O xSTµTH VItlOE NATIONS CONNOTE, AM : NEV C590. FEFK B. CONSIRICI RE STIFI.r C5 NO CETNLS A, B. 0 .WTMT EXISTED A� L AREA II PETER PROMOTION iNsuu aunt Mu wEr mhe. RE. kEr COFFEE OETM a © µsTALL WLT FpxZ OF 9BEr CITED, NTNL C. Z cc g C> r o } U) Q o z MOWS J U WjOvS Q J Z 0 Q O cc WEEL11■ /LLI W SITINKI REi FSi41ED BY MAINTAINEDEX _ AMTAII MIIMACMID CODBACTN DATE Su°wrp WAILIEFF .yppDp BY mE um CH FORT COHORTS W CT' OF FORT COLLINS. COLORADO LrrLETY PLAN APPROVAL MMOum v OEIXm BY: ar aaYBER DATE CHECKS[) BY WATER AND WAS'hYATFR UTEM DAM ONECKED BY: s1DRIWAIEB uruTr DAME CREDITED BY. PNas MD ROIFAMYI DAME g an Br: TAFFE ENGINEER DAME 1Dm LaxIH AM. FEB. MAR WAR wY MLN. ar. Mc sv. aT x0v. rcc. DYLPLOT ADMING KIND CON711 CaTRp: ME I ROR MAN I,,pEINNC Ka,ARME W N= Mi OTKFU iTw E EACH Cam¢ KILL 01TOO, SAND ARTS RARE 40. O1 FORRE AOMNPI MYfi/CONCRHAVINGTE PAxC O a VERDE FBI "NOWSEED rA FROVERFEW ERPALNMM2nh3xICD c SHERI € Shsot Title EROSION CONTROL PLAN C5.10 ANN SCREEN PLACED -- ARDOND CONCRETE BLOCK PERIMETER WIRE SCREEN AR::V, PERMETER OF CONCF BLOCKS TO PREVENT MOVEMENT OF GRAN CONCRETE BLOCKS Y TERIAI D POSTS FABRC MALRA: ANCHORED IN MINCH WOCO POST ATTACHED TO FABRIC OVERFLOW CONCRE1C Blr WRL SCREEN " •Tw PREVENT MDVTMEH OE GRAVEL 10. Ru4aF---' WAMR SECTION A A GENERAL NOTES 1. Inspect and repair filters after each storm event. Remove sediment when one halt of the filter depth has been filled. Removed 2. sediment shall be deposited in an area tributary to a sediment basin or other filtering measure. Sediment and grovel shall be Immediately removed from traveled way of roads. GRAVEL AREA INLET FILTER DETAIL �1 NoT TO SCALE ^ o W.. WiC011[REIE u KS OVERFLOW` 2'x� 1ypW STUD WRE SCREEN /\1\ RUNCfE PAVEMENT IILffRED RUNOEE CROSS-SECTION AA NOTE: GRAVEL 0.RR CAN BE USED ON PAWMENT vR CAYE SVJUNJ GENERAL NOTES 1. Inspect and repair filters after each storm event. Remove sediment when one half of the filler depth has been filled. Removed 2. sediment shall be deposited in an area tributary to a sediment basin or other filtering measure. Sediment and gravel shall be immediately removed from traveled way of roads. GENERAL NOTES: 1. The maximum tributary area is limited to 0.25 acres per 100 feet of fence. 2. Inspect and repair fence after each storm event. Remove sediment when one half the height of the fence has been filled. Removed sedminet Shall be deposited in on area tributary to a sediment basin or other filtering measure. SILT FENCE DETAIL /;:�N Filial VEHICLE TRACKING CONTROL DETAIL\ v APPROVED, UTLDry PLAN APPROVAL CHECKED BY CITY EMaKrB DAFT o<IXFD BY: WA1FA AND WAST ATEA UTILITY DAR CHECK D By SMwMWAIER UTINTY DIRE CHECKED BY: PAWS AND 1EmEA11M DAM OECKED IT TABLE 5-4 THICKNESS REOIARENTENTS FOR GRANILAR BEDDING MINIMUM BEDDING THICKNESS (INCHES) RIPRAP FINE GRAINED SOILS • COURSE GRAINED SOILS DESIGNATION TYPE 1 TYPE 2 TYPE 3 L. G, SM 4 4 6 M 4 4 6 H 4 6 8 VN 4 6 8 • MAY SUBSTITUTE ONE 12 INCH LAYER OF TYPE 2 BEDDING. SUBSTITUTION OF ONE LAYER OF TYPE 2 BEDDING SHALL NOT BE PERMITTED AT DROP STRUCTURES. USE OF A COMBINATION OF FILTER FABRIC AND TYPE 2 BEDDING AT DROP STRUCTURES IS ACCEPTABLE. SEE SECTION 5.3.2 FOR USE OF FILTER FABRIC AT DROP STRUCTURES. • FIFTY PERCENT OR MORE BY WEIGHT RETAINED ON THE 040 STEW. RAP A ELAN YEW t GRANULAR BEDDING, —( TYPE 1 OR 2� (SEE TABLE 5-4) i NOT USED 0 TABLE 5-1 CLASSIFK]ATION AND GRADATION CIF 11RMUARV RIRRAR RIPRAP % SMALLER THAN INTERMEDIATE ROCK 2 DESIGNATION GIVEN SIZE BY WEIGHT DIMENSION (INCHES) (INCHES) ID-100 12 TYPE VL 50-70 9 6 „ 35-50 6 2-10 2 TO-100 15 TYPE L 50-70 12 9 „ 35-50 9 2-10 3 20-100 21 TYPE M 50-20 10 12 35-50 12 2-10 4 IN 30 TYPE H 50-70 24 18 35-50 18 2-10 6 IN 42 TYPE TN 50-70 33 24 35-50 24 2-10 9 • tlSO MEAN PARTICLE SIZE BURY TYPES "W' AND 'L' NTH NATIVE TOP SOIL AMU REVEGETATE TO PROTECT FROM VANDAITSM. TABLE 5-3 GRADATION FOR GRANUI AR RFDTHNiR U.S. STANDARD SIEVE SIZE PERCENT WEIGHT BY PASSING TYPE 1 SQUARE MESH SIEVES TYPE 2 S 90-100 1-1/2 3/4- - 20-90 3/W 100 - /4 95-iW 0-20 EI6 45-N - B50 10-30 8100 2-10 - A200 0-2 0-3 E1pBgR rAIrINOI leONpM. tat• AREAS ARE TO BE RESEED AND MULCHED ACCORDING TO CFl & NOTE 4, SEED Mix SPECIES VARIETY 'DRILLED LBS. OF PLS / ACRE FAIRWAY CRESTED WHEAT 7.2 CRESTED 4MEATMASS CRITANA 11 5 INTER. YMEATGRA55 AMUR, OAHE 24,8 WESTERN WEATGRASS AROMA. BARTON 19.0 BLUE MAMA LONNGTON 3.0 SMOOTH BROME LINCOLN 16A GREEN NEEDLEGRASS LOIXAi4 12.1 • PLS . PURE LIVE SEED. ORILLED RATES ARE FOR SLOPES 4:1 ON LESS AND FAWRABLE TOPSOIL. BROADCAST RATES OF SEED ON 4A OR STEEPER WLL BE DW$ ME DRILLED RAZES. CRASS SEED SHALL BE DRILLED TO A PLANTING DEPTH OF I/4 INCH TO h INCH. ROW SPACING SMALL NOT EXCEED 8 INCHES FOR THE MASS DRILL. DRILL SHALL HAVE A CULDRACNER CN OTHER METHOD Or FIRMING THE SOL OWN THE SEED. SOl AIE9AMTE11 : SEED AREAS SHALL BF GRADED TO ME LINES AND GRADES SUDAN ON THE PUGS. THE SEED BE 0 SHALL BE FRIABLE ENOUGH TO ALLOW SEED TO BE PLACED AT THE PROPER DEPTH, SEES THAT ARE NOT FRIABLE DUE TO TRAFFIC OR HEAVY EQUIPMENT SHALL BE RIPPED OR TIMED TO III UP RESTRICTIVE LAYERS AND THE HARROWED OR RIXLEO TO FIRM ME SIDED BED. TREIPREPARED SURFACE SHAu BE RELATIVELY FREE FROM NEEDS. CLWS. STONES, ROOTS.MSTOKS. IBWLETA AMID GUI SEED SMALL BE'SDWN. ORN IED OR OTHERWISE PLANTED MEN ME SOIL IS FROZEN OR DOUBTED OR NHEB R Of MOST 1WDY. ALL ALL K AREAS WM MAY OR STRAW AT ME APPLICATION RACE OF l I Y qt STRAW MULCN SHALL BE FREE OF NOXIOUS WEEDS AND AT LEAST SMALL BE 10 INCHES OR MME IN LENGTH. ALL $EmED $HALL BE MULCHED WHIN 24 HOURS AFTER SEEDING. HAY OR STRAW MULCN SINE ANCHOMD TO ME SEAL BY USE OF A CRIMPER. THE FIBER SHALL BE CRINPEO FOOD ES ON MORE INTO ME SpL. PROTECTION Cf � AREAS : APPROPRIATE WARNING SIGNS AND BARRIERS SHALL SE ERECTED WHFRESNECESSARY TO HELP PROTECT SEEDED AREAS FROM DAMAGE BY VEHICLE OR PEDESTRIAN TRAFFIC. TIAFTIC DAMAGE AND VANDALISM MAT MAY OCCUR WRING ME FIRST TWO GROWING SEASCNS SHALIBE REPAIRED. BNIIEMNKE : THE (ROPER SMALL BE RESPONSIBLE FOR THE CONTROL OF WEEDS BY 40MNG W AP YANG HERBIOBE AT PROPER TIMES OF ME YEAR. ME OWER IS RESPONSIBLE T TIFET ME REaUNDENTS O ME NEEDS, BRUSH, AND RUBBISH O ONAMCE. ADDERMA ICE: (SEEDED AREAS SHALL EVALUATED AFTER WE GROWING SEASW TO CEIDNEK NEjHEp ADgTgHA MAINTENANCE AMID / OR NEED CONTR0. IS REWIRED. ACCEPTANCE M SEEDED AREAS AFTER ME SECOND GROWNG SEASON SHALL DEPEND UPOFI WHETHER SATISFACTORY STAND OF GRAS IS EVIDENT AND NEEDS HAW BEEN CWTRO LM A SATISFACTORY STAND O GRASS IS WHERE 90% O ME SEEDED AREA HAS AN EVENLY DISTNBUTE) CRASS SURFACE. PREPARED UNDER THE NINCT SUPERNABADE? OF NO 15001 FOR AND ON BEHALF Of 9 8 Raw Nurrbr: 95.040 Bruin By. JET IIeNgI•d By SC 0NA9E0 By KI M /v! V /v! V Z Z eL O 0 U l o cc cc O y cQ J $ GNQ O U U JOF INJ Z Z J 0 Z Id F W ~ w N m J cM C street T11iff EROSION CONTROL DETAILS C5.90 s .Sheet Number OAR