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Home My WebLink AboutDrainage Reports - 08/05/20040 '�. Final Drainage and Erosion Control Report for Mason Street North (Previously Lot 12 and Tract A, Martinez P.U.D.) Fort Collins, Colorado Prepared for: Wonderland Hill Development Company 745 Poplar Avenue Boulder, Colorado 80304 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 1558-02-01 DATE: July 2004 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com z 0 1-4 U 0 a m N z U E Project No: 1558-02-01 June 2004 Final Drainage and Erosion Control Report Mason Street North TABLE OF CONTENTS VICINITY MAP 1. INTRODUCTION II. GENERAL LOCATION AND DESCRIPTION A. Project Location B. Description of Property III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description B. Sub -Basin Description IV. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA A. Regulations B. Development Criteria Reference and Constraints C. Hydrologic Criteria D. Hydraulic Criteria V. DRAINAGE FACILITY DESIGN A. General Concept B. Specific Details - Swale in Railroad ROW C. Specific Details - Storm Sewer/Street Capacities D. Specific Details — Flow Turn West of Building C E. Specific Details — Building C Subdrain Outfall F. Specific Details — Howes Street Overflow VI. WATER QUALITY A. General Concept VII. EROSION CONTROL A. General Concept B. Specific Details VIII. VARIANCE REQUEST IX. CONCLUSIONS A. Compliance With Standards B. Drainage Concept X. REFERENCES APPENDIX I Storm Drainage Calculations APPENDIX II Erosion Control Security Deposit Estimate 1 2 2 3 4 4 4 5 5 6 6 6 7 9 9 10 11 11 11 11 11 12 12 12 12 13 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North TABLE OF CONTENTS APPENDIX III Table 3-3; Rational Method Runoff Coefficients for Composite Analysis Table 3-4; Rational Method Frequency Adjustment Factors Figure 3-2; Estimate of Average Flow Velocity for Use with the Rational Formula Figure 3-1; City of Fort Collins Rainfall Intensity Duration Curve R-4370-17 Heavy Duty Round Drainage Grates, Neenah Foundry Company APPENDIX IV Final Drainage and Erosion Control Plan Final Drainage and Erosion Control Plan for Martinez P.U.D. (for reference only) June 2004 Project No: 1558-02-01 June 2004 Final Drainage and Erosion Control Report Mason Street North I. INTRODUCTION 1. This report presents the pertinent data, methods, assumptions, references and calculations used in analyzing and preparing the final drainage, erosion control and water quality design for the Mason Street North site. 2. Mason Street North is a redevelopment plan for the previously platted Lot 12 and Tract A, Martinez P.U.D. 3. Refer to the Final Drainage and Erosion Control Report for Martinez P.U.D. for additional information. Martinez P.U.D. has been fully developed except for Lot 12. II. GENERAL LOCATION AND DESCRIPTION A. Project Location 1. Mason Street North (Previously Lot 12 and Tract A, Martinez P.U.D.) is located in the Northeast One Quarter (1/4) of Section 11, T7N, R69W of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. 2. More specifically, Mason Street North (Previously Lot 12 and Tract A, Martinez P.U.D.) is located directly south of Lee Martinez Park, west and south. of Mason Court, and north of Cherry Street. (See Vicinity Map). 3. The site is bounded entirely on the north by Lee Martinez Park. It is bounded on the east by Mason Court, on the west by Martinez P.U.D., and on the south by Cherry Street. 4. The Cache La Poudre River is approximately 600 feet north of the site (at its closest point near the eastern end of the site). B. Description of Property 1. Burlington Northern Railroad tracks split the site. This area was previously utilized as a railroad switching yard. Historic use of the property can be visualized on the City of Fort Collins aerial photo dated May 8, 1984. 2. The site area to be developed is approximately 2.219 acres. 3. Development of the site will consist of twenty (20) townhome units and 17,524 square feet of retail / office space within three (3) buildings. Page 1 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 4. The site is encumbered by several existing utilities. Additional utilities will be installed as needed to service the site. There are two (2) existing City of Fort Collins sanitary sewer lines north of the site. There is also an existing North Weld County water transmission line north of the site under Mason Court. 5. Development of the site with this project will be limited to the portion of the property west of the intersection of Cherry and Mason Streets. The area east of Mason Court is owned by the City of Fort Collins Parks and Recreation Department. 6. The double 10'x4' box culvert, recently installed with the Howes Street Outfall project, traverses the site and is located between Buildings A and B. a. Additional discussion concerning the existing 10'x4' box culvert follows in the Sub -basin Description section of this report. 7. There is an existing 48" diameter RCP storm sewer running in a northeasterly direction across the site between Buildings B and C. a. The 48" storm sewer has been abandoned with the recent installation of the Howes Street Outfall. b. A portion of the existing 48" storm sewer will be returned to service in association with this project primarily to accommodate railroad right-of- way storm flows along the south side of Building C. III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The site is situated within the Old Town Drainage Basin as designated on the City of Fort Collins Stormwater Basin Map. Portions of the site accept stormwater from conveyance element 550 of the Old Town Master Drainage Plan. a. The drainage fees associated with the Old Town Basin are $4,150.00 per acre. 2. No portion of this site is located within the 100-year floodplain. Reference the Flood Insurance Rate Map (FIRM); Community Panel Number 080102 0004 C; map revised March 18, 1996. Page 2 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 3. Some offsite contribution is expected from the properties to the south and west. The offsite contributing area is bounded by Loomis Avenue on the west and Cherry Street on the south. A 2 (two) sheet exhibit was provided in Appendix V of the Martinez P.U.D. Final Drainage and Erosion Control Report,.which delineates the offsite basins. a. The majority of the offsite stormwater is conveyed easterly along the north side of the existing railroad tracks. There is a poorly defined swale along the northern side of the tracks. Development of Martinez P.U.D. included some grading in the railroad right-of-way to better define the swale. b. Historically stonmwater is conveyed easterly along the north side of the tracks to a point east of the site. From this point the water begins to flow in a northeasterly direction towards the Cache La Poudre River (refer to aerial exhibits included with this report). c. Building B is situated in the historic flow path. Grading between Buildings B and C will divert stormwater between the two buildings. Stormwater will be conveyed northeast between Buildings A and B using area inlets that dump stormwater into the double 10'x4' box culverts. 5. Much of the runoff from Conveyance Element 550 will be conveyed underground through the double box culvert represented in the Old Town Basin Master Plan and recently installed with the Howes Street Outfall. B. Sub -Basin Description The site slopes to the east and north. Historically, much of the onsite stormwater conveys overland easterly to a low point at the northeastern corner of the property. The low point is located north of the intersection of Cherry and Mason Streets. From the low point, storm water runoff is conveyed north into Lee Martinez Park via a natural swale, eventually reaching the Cache La Poudre River. a. A double 10'x4' concrete box culvert was recently installed with the Howes Street Outfall improvements. This outfall was proposed with the Old Town Master Drainage Basin Plan. The double box culvert conveys stormwater from just west of the intersection of Mason and Cherry Streets under Cherry Street, through this site (currently Lot 12, Martinez P.U.D.), ultimately discharging to the Cache La Poudre River. i. The double 10'x4' box culvert was installed with the Howes Street Outfall plans prepared by ICON Engineering, Inc.; ICON Project No: 98-039-HOW-352; plan dated 02/99. Page 3 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 b. The double 10'x4' concrete box culvert is located between Buildings A and B. IV. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA A. Regulations 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual and options for storm drainage improvements discussed with the City of Fort Collins Stormwater personnel were considered. 2. All erosion control design criteria from the City of Fort Collins Erosion Control Reference Manual were considered. 3. Recommendations made in the Old Town Drainage Master Plan prepared by Anderson Consulting Engineers, Inc., September 2003, were also considered. B. Development Criteria Reference and Constraints 1. All grading design must match the existing elevations at the perimeter of the property. a. Mason Court is fully developed. Grading must match the existing back of sidewalk to the east and to the north. b. Grading on the west and on the north of Building A must match the existing Martinez P.U.D. private drive grades. c. Grading for the area on the south side of the railroad tracks must match the existing back -of -attached sidewalk along Cherry Street. 2. Stormwater improvements, which were proposed with the Old Town Master Drainage Basin Plan for this area, have been recently installed. These improvements include a double 10'x4' reinforced concrete box culvert. a. Stormwater runoff will be conveyed in the double box culvert to a water quality area just northeast of Mason Street North. Water is then conveyed through Lee Martinez Park property to the Cache La Poudre River. 3. There is an existing 48" diameter RCP storm sewer running in a northeasterly direction across the site between Buildings B and C. The 48" storm sewer has been abandoned with the recent installation of the Howes Street Outfall. The Page 4 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 abandoned 48" storm sewer extends across Lee Martinez Park and currently daylights on City of Fort Collins Park's property prior to reaching the Cache la Poudre River. a. The 48" storm sewer is situated in an existing 50' easement that is recorded in Larimer County records in Book 446, Page 338. As we understand it, the easement has not been vacated. b. A portion of the existing 48" storm sewer will be returned to service in association with this project primarily to accommodate railroad right-of- way storm flows. 4. The 100-year flood plain is not delineated on the Final Drainage and Erosion Control Plan. The floodplain is noted on the Flood Insurance Rate Map (FIRM); Community Panel Number 080102 0004 C; map revised March 18, 1996. C. Hydrologic Criteria 1. The Rational Method (Q = CIA) was used to determine the pre -development and post -development peak flows for the 2-, 10-, and 100-year storm events at critical points. Only the 2- and 100-year flows are included in the body of the report. Refer to Appendix I, for the 2-, 10-, and 100-year flows. D. Hydraulic Criteria Stone sewer and drainage channel capacities were based on the Mannings Equation. The Mannings coefficients are as suggested by the City. of Fort Collins Storm Drainage Criteria Manual. 2. Storm sewer inlet capacities are based on the inlet curves provided in the City of Fort Collins Storm Drainage Criteria Manual. 3. Theoretical street capacities were determined using Haestads Flowmaster software. The appropriate reduction factor was then applied to determine the allowable capacity. V. DRAINAGE FACILITY DESIGN A. General Concept 1. The site (Sub -Basin 1) will contribute stormwater to an existing low point at the Mason Court cul-de-sac. Page 5 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 2. Offsite flows will be conveyed east along the north side of the railroad tracks via an existing swale. A 48" ductile iron pipe (DIP) will be installed on the south side of Building C to convey this storm water into the existing 48" storm sewer between Buildings B and C. a. Any additional grading within the railroad right-of-way or easement will require the approval of the railroad and/or the Public Utilities Commission (P.U.C.). 3. No detention will be provided for this site because of its proximity to the river and the fact that all stormwater flows into Lee Martinez Park, much of which is within the limits of the 100-year floodplain. B. Specific Details - Swale in Railroad ROW A trapezoidal Swale along the north side of the railroad tracks has been constructed with Martinez P.U.D. to convey the offsite flows along the north side of the tracks to this site. The swale consists of a 6' wide concrete pan centered in a 30' wide swale. a. The design flow is 110.60 cfs at Design Point 3 according to the Drainage and Erosion Control Report for Martinez Park P.U.D. Design Point 3 is located at the southwest corner of Building C. This is the estimated peak flow from the upstream area as delineated in the offsite drainage exhibit provided with the Drainage and Erosion Control Report for Martinez P.U.D. The contributing area is Subcatchment 136 on the offsite drainage exhibit. 2. The swale continues along the north side of the railroad tracks to the west boundary of this project. Flows will be intercepted by a large inlet and conveyed via storm sewer. C. Specific Details - Storm Sewer/Street Capacities 1. Storm Sewer 'A' will consist of 48" ductile iron pipe (DIP) to have the ability to convey the 100-year storm of 110.60 cfs into Storm Sewer `C.' Storm Sewer `A' will consist of a 6' x 6' area inlet. 2. Storm Sewer `B' will convey drainage from the parking garage underneath Building 'C' and small storm events from the private drive. Storm Sewer `B' will consist of 12" RCP from Building C to an inlet for the private drive and a 24" RCP from the inlet for the private drive to the existing inlet along the cul- de-sac for Mason Court. Page 6 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 a. The Neenah R-3501-R inlet for roll -type curb will be placed to intercept small storm events from draining over the sidewalk. This inlet is mainly an additional measure to prevent ice from forming over the sidewalk in the winter. 3. Storm Sewer `C' will consist of a portion of the existing 48" RCP storm sewer, located between Building B and C and abandoned with the Howes Street Outfall project, which will be placed back in service primarily to accommodate existing railroad right-of-way storm flows. A new 48" RCP storm sewer will be placed from the west boundary, south of Building C, to the existing north -south section of existing 48" RCP storm sewer. a. The design flow is 110.60 cfs as noted above. b. Based on the proposed 48" storm sewer profile, the capacity of the proposed 48" RCP storm sewer at 1.09% is 149.96 cfs. c. Based on the existing 48" RCP storm sewer profile from field survey data and Howes Street Outfall plan data, the capacity of the existing 48" RCP storm sewer at 2.00 % is 203.13 cfs. 4. A thirty foot (30') type R inlet has been installed in sump condition at the east end of the previously -designed parking lot in Lot 12 of Martinez P.U.D. (Design Point lb in the Final Drainage and Erosion Control Report for Martinez P.U.D.). A five-foot (5') inlet was added in Mason Court to intercept nuisance flows. a. The thirty-foot (30') type R inlet is no longer needed to intercept flows from the eastern portion of the site. The inlet is therefore going to be capped so that no stormwater will enter from the east. A five foot (5') inlet was installed just west of the 30' type R inlet. The 5' inlet will intercept street flows and will then empty into the 30' type R inlet. Stormwater will then be conveyed through the 30" RCP storm sewer to the double box culvert. b. A 30" RCP storm sewer with a capacity of 67.4 cfs was installed to convey the stormwater to a 6-foot diameter manhole. This pipe was designed to flow under pressure during the 100-year event. c. A 30" ADS N-12 storm sewer with a capacity of 47.86 cfs was installed to convey the stormwater into the park. This pipe will be flowing under pressure during the 10-year event. A larger pipe cannot be installed here because of the proposed grading in the area around the manhole. Page 7 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 d. The 30" storm sewer was connected to the double box culvert system installed with the Howes Street Outfall according to the plans prepared by ICON Engineering, Inc.; ICON Project No: 98-039-HOW-352; plans dated 02/99. e. Due to the redesign of Mason Street North, the thirty foot (30') type R inlet and the 30" storm sewer will convey less stormwater than previously designed for. Runoff is now conveyed to the Mason Court cul-de-sac low point. 5. A twenty -foot (20') Type R inlet was installed in sump condition at design point lb, Final Drainage and Erosion Control Report for Martinez Park P.U.D., located on the north side of the Mason Court cul-de-sac. a. The capacity of the inlet is 21.6 cfs. The inlet capacity is based on a flow depth of 0.50 feet at the flowline. A reduction factor of 0.90 was considered in the capacity of the inlet. b. Allowable flow depth on a local street for the 100-year event is 6" over the crown (0.89 feet at the flowline). c. Allowable flow depth on a local street for the 2-year event is up to the top of the curb (0.50 feet at the flowline). d. Runoff begins to overflow into the park if it exceeds a depth of approximately 0.5 feet at the flowline on the north side of the entry drive; therefore street capacity is never exceeded. e. The Q100 to the inlet at design point lb was calculated to be 21.08 cfs. f. A 24" ADS N-12 pipe with a capacity of 30.61 cfs will convey the stormwater into the park. g. A buried riprap apron was installed at the outfall. The riprap has a D50 of 12". The length of the apron is 20 feet. 6. Minor basin la, as defined in the Final Drainage and Erosion Control Report for Mason Street North, contributes stormwater to the eastern end of the private drive at the Mason Court cul-de-sac (design point lb). a. The Q100 at design point lb = 21.08 cfs. Page 8 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 b. The capacity of the private drive with no curb topping at 1.0% along this portion of the road is 21.21 cfs. c. The capacity of the street is based on a flow depth of 0.50 feet at the flowline on the low side of the street. Street capacity is not exceeded. d. The capacity of the private drive is not affected by the redesign of Lot 12, Martinez P.U.D. D. Specific Details — Flow Turn West of Building C a. Further investigation was done to insure that the 100-year storm event would not convey directly into the underground parking garage for Building C. b. The 100-year storm event at this location is 12.16 cfs. c. Using Equation MD-9 from Urban Storm Drainage Criteria Manual, it was determined that the 12.16 cfs would turn this comer. d. For more information, please refer to Flow Turn West of Building C in Appendix I. E. Specific Details — Building C Subdrain Outfall a. In order to drain stormwater from the underground parking garage for Building C, a 12" RCP is being proposed. b. This 12" RCP will convey drainage into a swale, which conveys drainage into the expanded water quality pond on the City of Fort Collins Parks department land north of the property. This water quality pond will be expanded with this development. c. For more information, please refer to Building C Subdrain Outfall in Appendix I. F. Specific Details — Howes Street Overflow a. Along Cherry Street adjacent to this property, two 50' curb inlets were installed with the double 10'x4' box culvert designed by ICON Engineering, Inc. In the event that this curbed inlet were to have clogging issues, a level of protection for the Buildings in Mason Street North has been determined. Page 9 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 b. In the 100-year storm event, 491 cfs will be conveyed to these 50' inlets along Cherry Street. c. Using Haestad's Flowmaster version 7, an irregular cross-section was used for the narrowest area between Building's B and C. This section was chosen since it would provide the highest water surface elevation between these buildings. When the water surface elevation reaches the finished floor elevation of 4978.32 ft for Buildings B and C, 103.52 cfs will be conveyed between the buildings. Please cross-section M-M in Appendix I Howes Street Overflow. d. Further, using Haestad's Flowmaster version 7, an irregular cross-section was used to determine the drainage amount diverting east on Cherry Street or north towards Mason Street North. Please refer to cross-section L-L in Howes Street Overflow in Appendix I (Note: The channel section was assumed to have a theoretical wall on the south end of the cross-section.). If the inlets along Cherry Street are forty-four percent (44%) clogged, there will be a total of 216.29 cfs conveying towards the east and north. Of this amount, 112.74 cfs will convey east on Cherry Street while 103.52 cfs will convey towards the north between Buildings B and C. Therefore, in the 100-year storm event of 491 cfs, over forty-four percent (44%) of the inlets along Cherry Street must be clogged in order for flooding to occur in the finished floors of Buildings B and C. e. For more information, please refer to Howes Street Overflow in Appendix I. Page 10 Project No: 1558-02-01 June 2004 Final Drainage and Erosion Control Report Mason Street North VI. WATER QUALITY A. General Concept 1. The water quality capture volume required for the 2.219 acre development is 4127 cubic feet. 2. The City of Fort Collins Parks and Recreation Department has agreed to an expansion to the water quality pond just north of the Mason Street North site in Lee Martinez Park. a. It was agreed that the water quality pond will be expanded and graded to include the required water quality capture volume of 4127. b. For more information, please refer to Water Quality Volume Calculations in Appendix I. 3. The water quality pond release system consists of an 18" x 12" sluice gate made by Waterman. This gate must be hand operated to control the release rate from the water quality pond. VII. EROSION CONTROL A. General Concept 1. Erosion control measures will be as identified on the Final Drainage and Erosion Control Plan and as described in the Specific Details portion of this section. 2. An erosion control security deposit is required in accordance with City of Fort Collins policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins Development Manual). In no instance shall the amount of the security be less than $1,000.00. 3. The site is located in a low and moderate erodibility zone. 4. Refer to the Erosion Control Security Deposit located in Appendix II for the amount of the deposit. B. Specific Details 1. Silt fence will be provided along the back of curb for Mason Court and along the back of walk for Cherry Street. Page 11 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North June 2004 2. Gravel inlet filters will be provided at the two (2) existing inlets on Mason Court. 3. Area inlet wattles will be provided at both area inlets located between Buildings A and B. VIII. VARIANCE REQUEST A. Variance from City of Fort Collins Requirements I. There will be no requests for any variances from the City of Fort Collins Storm Drainage Criteria for this project. IX. CONCLUSIONS A. Compliance with Standards 1. All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual, City of Fort Collins policy, and the Old Town Master Drainage Basin Plan. 2. All erosion control design complies with, the City of Fort Collins,Erosion Control Reference Manual and generally accepted practices. B. Drainage Concept 1. The drainage design for Mason Street North is in accordance with the City of Fort Collins requirements and the recommendations of the Master Drainage Basin Plan for Old Town Basin. 2. There will be no adverse downstream effects due to the development of the site. Page 12 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North X. REFERENCES 1. Fort Collins Storm Drainage Criteria Manual 2. Urban Drainage and Flood Control District Drainage Criteria Manual 3. Fort Collins Storm Erosion Control Reference Manual June 2004 4. Howes Street Outfall plans; ICON Engineering, Inc.; ICON Project No: 98-039- HOW-352; plan dated 02/99. 5. Final Drainage and Erosion Control Report for Martinez P.U.D.; Shear Engineering Corporation; Shear Project No: 1558-01-97; report dated November 1997 6. Flood Insurance Rate Map (FIRM); Community Panel Number 080102 0004 C; map revised March 18, 1996 7. Old Town Drainage Master Plan, Anderson Consulting Engineers, Inc; dated September. 2003 Page 13 Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North APPENDIX I Storm Drainage Calculations Runoff Street Capacities Storm Sewer Capacities Open Channels Water Quality Volume Calculations Erosion Control Calculations Flow Turn West of Building C Building C Subdrain Outfall Howes Street Overflow Riprap June 2004 Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:22 AM Runoff Cover vg o Q N q N O � O fr] O c O pq O L 0 o O O U Z a C 0) •c w q) U) q) C C O C N W co M N L U) Z rn a N � 0 w W O q O a U 14 0 N m 1) m W N £ x. 01 111 d' 01 l0 N M M If1 U N r-I O O O t0 Ln O N U N M ri o 0 0 0 0 r- 0 0 r- v z^ 0 0 0 0 0 0 0 .� �4 U o m In 0) w N In W M O H O O L- w O v N 0 O m O O O O O N O O M a 0 li H ri O O O N m O r� �'. o m O o o In m M v O N (1� N ri 0 0 0 0 m r-/ O . O O 0 H .$ N M [- H N N N ko Nq. � r•i O O O O M CV O 10 O I p a0 r O O O N O l0 Ol o 0 0 0 10 In In N kD N M l0 111 m mO\ m at 10 10 111 [� U 0 0 0 0 0 0 0 0 0 0 ro x rt v N 01 l0 N M M In Q) W [� N cq N N N 11 O o . . . it 0 0 CO tf1 O N W U � N M U N r p7 •11 ri O -H m r-i rl £ 0 LW m U) \ `4 W }4 > A rA O v (1) O i0 > p U1 pq r-1 N O m U :v ,• o C N co 2 M 0J O o o In In 0 ri O O ri ri ri O O U tO N 1n In In N co U � � m M m inF 0 o 0 0 0 0 f0 W 0\ W dw m w M N U W %D v N N N In co U U S N wO O O O. 10 clf N A 0 ri ri (: N •ri r0 (tl O U 'd U) U1 £ pq r•-I r-i ri ri r-I N O C rl r. N •rl v o m .0 U ro v pq pL r-I H H H H N M vg C) Q N r N C.D. ` r cn r- O r W44 O CV O F- cO tO CO tO O C Z rn d y N .0 t c a 6 U c c u R c `>1 o w O U r LL T y � O U r 3 w N N U d O L o •- r O •- r C N N •- C 0 C) C r E U C_ F N E CD O � r U c N >, V O N O U 0 >` • O i i C N 7 I i N Q V I Q Co y � C O u7 7 (0 � U m 1 1 0 C m O ;) r, r w to m m o o n r-I M m y m w M m m w to O r 10 W M m N N ri O In N O N w ri H r•1 H H rl m H %D tD M C` H M m M O C` H N N m M H H o M o o N w H N M M ri ri In ON N O r- tD N to to H N w r- to w m w M '•1 ri M N O O O to to O N N M w w O m m m m M w w M O O H m ON m N m m m m to to w r m of r w to cn w m m m%D r- r- r r- w W r- M M m m m m to M m m M N N N M w w M N N N N O O Ln w to In m m m m m w w r N CO CO O M W %D M rl ri rl N N N N H H H H O O O O O O O O O O O m O t0 O O 10 C0 Cn tO W) V 'ci f� m t0 t0 r O N CO CO N N r r N r r N 0 0 0 0 0 0 0 0 0 0 0 O O O to O O tO tO t0 0 m CO CO f-� C3J In In r O W m O N N r r N r r N m CO M O O O O tO V' t0 r N N co 1- CD CD, co co O CA 'O C)O O r r r 0 0 0 0 r r CO CO CO m t0 co N (`7 N N CO CO m CT CA CO CO m � 0 0 0 0 0 0 0 o 0 0 0 r r CO O C0 m t17 Cp fl- N m N N W t0 m m m CO CO tO 1.- O O O O Co O O O Co O O M co m t0 V m CO N M M 0 N N (D ti N N N O N t0 O t0 t!7 N r 0 0 0 O 6 O N Vl N CM C O O (0 a) G) c y y N lA lA (i r r r r r U N O N 0 O - co u@ (A > O N o (u L U N '� O > 0 r r r r r r N HN C c g E m E C: U O y m Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:00 AM Existing Flow to Design Point From Sub-basin(s) Notes: Area (A)= 5.23 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.21 0.21 0.26 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"0.5)/SA0.33 Length = 460.0 ft Slope = 2.60 % 2-yr 10-yr 100-yr C 0.20 0.20 0.25 Ti (min)- 26.33 26.33 24.87 Travel Time (Tt) =L/ (60*V) Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) lawn 4 0.00 0.00 swale 6 0.00 0.00 8 0.00 0.00 8 0.00 0.00 Total Travel Tim( 0.00 Length-. = 460.00 Tc = Ti+Total Travel Time 2-yr 10-yr 100-yr Tc (min). 26.33 26.33 24.87 Use Tc = 26.0 26.0 24.5 INTENSITY (I) (plIntensities taken from fii3.1.1-2 2-yr 10-yr 100-yr I 1.40 2.39 5.04 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q 1.53 2.61 6.87 Conclude: Mason -rational HQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point la From Sub -basins) la Notes: Area (A)= 2.69 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.66 0.66 0.83 Time of Concentration ( C) . Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"0.5)/5A0.33 Length = 60.0 ft Slope = 1.67 9 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 11.01 11.01 10.40 Travel Time (Tt) =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 1260.00 1.00 Gutter 7 2.00 10.50 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 10.50 Length = 1320.00 L/180+10 17.33 versus 20.90 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 17.33 17.33 17.33 Use Tc = 17.0 17.0 17.0 INTENSITY (I) (ipYIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I - 1.75 2.99 6.10 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q 3.11 5.31 13.54 Conclude: Mason -rational 00 Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point lb From Sub -basins) lb Notes: Area (A)= 1.75 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.56 0.56 0.70 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*LA0.5)/SA0.33 Length = ft Slope = 9 2-yr 10-yr 100-yr C 0.20 0.20 0.25 Ti (min)= 0.00 0.00 0.00 Travel Time (Tt) =L/ (60*V) velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 440.00 0.50 Swale 6 1.11 6.61 280.00 0.50 Gutter 7 1.50 3.11 Gutter 7 0.00 0.00 " Swale 6 0.00 0.00 Total Travel Time 9.72 Length = 720.00 L/180+10 14.00 versus 9.72 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 9.72 9.72 9.72 Use Tc = 9.5 9.5 9.5 INTENSITY (I) (ipkIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I 2.26 3.86 7.88 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q - 2.21 3.78 9.65 Conclude: Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point lc From Sub-basin(s) lc Notes: Area (A)= 0.24 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.95 0.95 1.00 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L�0.5)/SA0.33 Length = ft Slope = % 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 0.00 0.00 0.00 Travel Time (Tt) =L/ (60*V) Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 330.00 0.50 Swale 6 1.11 4.95 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 4.95 Length = 330.00 L/180+10 11.83 versus 4.95 Tc = Lesser of. Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr To (min)= 4.95 4.95 4.95 Use Tc = 5.0 5.0 5.0 INTENSITY (I) (iptIntensities taken from fig 3.1.1-2 2-yr 10-yr 100-yr I 2.85 4.87 9.95 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q - 0.65 1.11 2.39 Conclude: Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point ld From Sub -basins) id Notes: Area (A)= 0.29 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.95 0.95 1.00 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"0.5)/S"0.33 Length = ft Slope = 96 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 0.00 0.00 0.00 Travel Time (Tt) =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 340.00 0.50 Swale 6 1.11 5.11 Swale 6 0.00 0.00 Gutter 7 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 5.11 Length = 340.00 L/180+10 11.89 versus 5.11 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 5.11 5.11 5.11 Use Tc = 5.0 5.0 5.0 INTENSITY .(I) (ipkIntensities taken from fig. 3.1.1-2 2-.yr 10-yr 100-yr I 2.85 4.87 9.95 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q 0.79 1.34 2.89 Conclude: Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM Develope�Conditions Flow to Design Point le From Sub -basins) le Notes: Area (A)= 0.26 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.95 0.95 1.00 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L�0.5)/S�0.33 Length = 60.0 ft Slope = 0.50 % 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 16.39 16.39 15.48 Travel Time (Tt) =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 260.00 0.50 Gutter 7 1.50 2.89 Lawn 4 0.00 0.00 Gutter 7 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 2.89 Length = 320.00 L/180+10 11.78 versus 18.37 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 11.78 11.78 11.78 Use Tc = 11.5 11.5 11.5 INTENSITY (I) (iplIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I 2.09 3.57 7.29 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q = 0.52 0.88 1.90 Conclude: Mason -rational KO Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point 1 From Sub-basin(s) Site Notes: Area (A)= 5.23 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.67 0.67 0.84 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*LA0.5)/5A0.33 Length = ft Slope = 96 2-yr 10-yr 100-yr C = 0.00 0.00 Ti (min)= 0.00 0.00 0.00 Travel Time (Tt) =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 440.00 0.50 swale 6 1.11 6.61 280.00 0.50 Gutter 7 1.50 3.11 swale 6 0.00 0.00 swale 6 0.00 0.00 Total Travel Time 9.72 Length = 720.00 L/180+10 14.00 versus 9.72 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 9.72 9.72 9.72 Use Tc = 18.5 18.5 18.5 INTENSITY (I) (ipkIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I = 1.68 2.86 5.84 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q 5.87 10.03 25.57 Conclude: Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point lb From Sub-basin(s) la.lb Notes: Area (A)= 4.44 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.62 0.62 0.78 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"o.5)/5A0.33 Length = ft Slope = 8 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 0.00 0.00 0.00 Travel Time (Tt) =L/ (60*V) Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 440.00 0.50 Swale 6 1.11 6.61 280.00 0.50 Gutter 7 1.50 3.11 Gutter 7 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 9.72 Length = 720.00 L/180+10 14.00 versus 9.72 Tc =:Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 9.72 9.72 9.72 Use Tc = 13.0 13.0 13.00 INTENSITY (I) (ip]Intensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I 1.98 3.39 6.92 RUNOFF (Q='CIA) (cfs) 2-yr 10-yr 100-yr Q - 5.46 9.34 23.84 Conclude: Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 03/12/2004 Designer: SWT Mason Street North 10:44 AM Develope�Conditions Flow to Design Point From Sub-basin(s) 2 Site Notes: Area (A)= 0.53 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.52 0.52 0.65 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*LA0.5)/SA0.33 Length = 52.0 ft Slope = 0.50 96 2-yr 10-yr 100-yr C = 0.00 0.00 Ti (min)= 18.65 18.65 18.65 Travel Time (TO =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 144.00 0.50 Gutter 7 1.50 1.60 98.00 0.50 Swale 6 1.11 1.47 2 0.00 0.00 2 0.00 0.00 Total Travel Time 3.07 Length = 294.00 L/180+10 11.63 versus 21.72 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 11.63 11.63 11.63 Use Tc = 18.5 18.5 18.5 INTENSITY (I) (iplIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I 1.68 2.86 5.84 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q - 0.46 0.79 2.01 Conclude: This is to size the concentration pt 2 inlet for on -site flows only. Mason -rational DQ Job No. 1558-02-01 Shear Engineering Corporation 7/30/2003 Designer: SWT Mason Street North 9:01 AM DevelopecConditions Flow to Design Point 3 From Sub-hasin(s) OS Notes: Area (A)= 26.82 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.68 0.68 0.85 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"0.5)/SA0.33 Length = 230.0 ft Slope = 1.00 9 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 25.52 25.52 24.11 Travel Time (Tt) =L/ (60*V) Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 960.00 0.50 Gutter 7 1.50 10.67 100.00 4.00 Lawn 4 1.47 1.13 100.00 2.00 Gutter 7 2.83 0.59 1200.00 1.00 Gutter 7 2.00 10.00 400.00 0.70 Gutter 7 1.72 3.86 Total Travel Time 26.27 Length = 2990.00 L/180+10 26.61 versus 50.37 Tc = Lesser -of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 26.61 26.61 26.61 Use Tc = 26.50 26.50 26.50 INTENSITY (I) (iplIntensities taken from fig 3.1.1-2 2-yr 10-yr 100-yr I 1.39 2.37 4.83 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 100-yr Q = 25.40 43.37 110.60 Conclude: Mason -rational DQ Project No. 1558-02-01 Shear Engineering Corporation 03/12/2004 Designer: SWT Mason Street North 11:03 AM Street Capacities v v 4J r4 Cover Major Storm wNarying Slopes Rating Table for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 0.89 ft Input Data Minimum Maximum Increment Channel Slope 0.005000 0.040000 0.005000 fUft Rating Table Channel Wetted Slope Wtd. Mannings Discharge Flow Area Top Width Perimeter Velocity (ft/ft) Coefficient (CIS) (ft7) (ft) (ft) (ft/s) 0.005000 0.016 105.87 28.38 65.00 66.28 3.73 0.010000 0.016 149.72 28.38 65.00 66.28 5.28 0.015000 0.016 183.37 28.38 65.00 66.28 6.46 0.020000 0.016 211.74 28.38 65.00 66.28 7.46 0.025000 0.016 236.73 28.38 65.00 66.28 8.34 0.030000 0.016 259.33 28.38 65.00 66.28 9.14 0.035000 0.016 280.10 28.38 65.00 66.28 9.87 0.040000 0.016 299.44 28.38 65.00 66.28 10.55 11/15/01 FlowMaster v5.13 01:04:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Major Storm @ .50% Mason Court Worksheet for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 0.89 ft Elevation range: 0.00 ft to 0.76 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.76 0.00 65.00 0.016 8.00 0.60 18.50 0.50 18.50 0.00 20.50 0.17 31.50 0.39 44.50 0.17 46.50 0.00 46.50 0.50 57.00 0.60 65.00 0.76 Results Wtd. Mannings Coefficient 0.016 Discharge 105.87 cfs Flow Area 28.38 ft2 Wetted Perimeter 66.28 ft Top Width 65.00 ft Height 0.89 ft Critical Depth 0.89 ft Critical Slope 0.005052 ft/ft Velocity 3.73 fUs Velocity Head 0.22 ft Specific Energy 1.11 ft Froude Number 1.00 Flow is subcritical. Water elevation exceeds lowest end station by 0.13 ft. 11/15/01 FlowMaster v5.13 01:04:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Minor Storm (No Curb Over -Topping) Cross Section for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 0.50 ft Discharge 17.64 cfs 0.8 0.7 0.6 0.5 c co 0 0.4 m 0 W 0.3 0.2 0.1 0.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 Station (ft) 70.0 11/15/01 FlowMaster v5.13 01:04:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Minor Storm w/Varying Slopes Rating Table for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 0.50 ft Input Data Minimum Maximum Increment Channel Slope 0.005000 0.040000 0.005000 ft/ft Rating Table Channel Wetted Slope Wtd. Mannings Discharge Flow Area Top Width Perimeter Velocity (ft/ft) Coefficient (cfs) (ft=) (ft) (ft) (fUs) 0.005000 0.016 17.64 6.96 28.00 29.02 2.53. ' 0.010000 0.016 24.95 6.96 28.00 29.02 3.58 0.015000 0.016 30.56 6.96 28.00 29.02 4.39 0.020000 0.016 35.28 6.96 28.00 29.02 5.07 0.025000 0.016 39.45 6.96 28.00 29.02 5.67 0.030000 0.016 43.21 6.96 28.00 29.02 6.21 0.035000 0.016 46.68 6.96 28.00 29.02 6.71 0.040000 0.016 49.90 6.96 28.00 29.02 7.17 11/15/01 FlowMaster v5.13 01:04:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Minor Storm @ .50% Mason Court Worksheet for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 0.50 ft Elevation range: 0.00 ft to 0.76 ft. . Station (ft) Elevation (ft) Start Station 0.00. 0.76 0.00 8.00 0.60 18.50 0.50 18.50 • 0.00 20.50 0.17 31.50 0.39 44.50 0.17 46.50 0.00 46.50 0.50 57.00 0.60 65.00 0.76 Results Wtd. Mannings Coefficient 0.016 Discharge 17.64 cfs Flow Area 6.96 ft2 Wetted Perimeter 29.02 ft Top Width 28.00 ft Height 0.50 ft Critical Depth 0.48 ft Critical Slope 0.006365 ft/ft Velocity 2.53 ft/s Velocity Head 0.10 ft Specific Energy 0.60 ft Froude Number 0.90 Flow is subcritical. End Station Roughness 65.00 0.016 11/15/01 FlowMaster v5.13 01:03:45 PM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:22 AM Storm Sewer.Capacities Cover Full Flow Capacity of Existing 48" Pipe Worksheet for Circular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet 48" Diameter Storm Sewer Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data •Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Diameter .48.00 in Results Depth 48.0 in Discharge 203.13 cfs Flow Area 12.57 ft2 Wetted Perimeter 12.57 ft Top Width 0.00 ft Critical Depth 3.86 ft Percent Full 100.00 Critical Slope 0.017483 ft/ft Velocity 16.16 ft/s Velocity Head 4.06 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 218.51 cfs Full Flow Capacity 203.13 cfs Full Flow Slope 0.020000 ft/ft 11/15/01 FlowMaster v5.13 01:01:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Full Flow Capacity of Proposed 48" Pipe Worksheet for Circular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet 48" Diameter Storm Sewer Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.010900 ft/ft Diameter 48.00 in Results Depth 48.0 in Discharge 149.96 cfs Flow Area 12.57 ft2 Wetted Perimeter 12.57 ft Top Width 0.00 ft Critical Depth 3.60 ft Percent Full 100.00 Critical Slope 0.009606 ft/ft Velocity 11.93 ftls Velocity Head 2.21 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 161.31 cfs Full Flow Capacity 149.96 cfs Full Flow Slope 0.010900 fUft 11/15ro1 FlowMasler v5.13 01:01:50 Pfrt Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project No. 1558-02-01 Shear Engineering Corporation 03/15/2004 Designer: SWT Mason Street North 09:32 AM Open Channels v 0 Cover Project No.: 1558-02-01 Shear Engineering Corporation 03/15/2004 Designer: SWT Mason Street North SwaleSum Open Channel - Summary Swale Section Slope (%) Q100 (cfs) Q100Depth (ft) Q100*1.33 (cfs) Freeboard Depth (ft) W-W 0.5 9.65 77.51* 12.83 77.55* X-X 0.5 2.01 0.42 2.67 0.47 Y-Y 1.0 2.89 0.43 3.84 0.47 Z-Z 1.0 2.89 0.43 3.84 0.47 *Note: These are elevations because an irregular channel calculation was required. Mason -flow SwaleSum Mason Street North Worksheet for Irregular Channel Project Description Worksheet Swale W-W Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.005000 ft/ft Discharge 9.65 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho Horton's Method Results Mannings Coefficient 0.013 Water Surface Elevation 77.51 It Elevation Range 77.19 to 78.05 Flow Area 3.5 ft' Wetted Perimeter 17.08 ft Top Width 16.90 It Actual Depth 0.32 It Critical Elevation 77.52 ft Critical Slope 0.004182 ft/ft Velocity 2.79 ft/s Velocity Head 0.12 ft Specific Energy 77.63 ft Froude Number 1.09 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+18 0.013 Natural Channel Points Station Elevation (ft) (ft) 0+00 78.05 0+00 77.55 0+09 77.19 0+18 77.33 0+18 77.63 Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.0005) 03/15/04 09:19:54 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Irregular Channel Project Description Worksheet Swale W-W FB Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.005000 ft/ft Discharge 12.83 cis Options Current Roughness Method Improved Lotters Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho, Horton's Method Results Mannings Coefficient 0.013 Water Surface Elevation 77.55 ft Elevation Range 77.19 to 78.05 Flow Area 4.2 ft' Wetted Perimeter 18.20 it Top Width 17.97 ft Actual Depth . 0.36 It Critical Elevation 77.57 ft Critical Slope 0.003969 ft/ft Velocity 3.05 ft/s Velocity Head 0.14 It Specific Energy 77.69 ft Froude Number 1.11 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+18 0.013 Natural Channel Points Station Elevation (it) (ft) 0+00 78.05 0+00 77.55 0+09 77.19 0+18 77.33 0+18 77.63 Notes: Note: This is a small channel. This is calculating the freeboard In accordance with City of Fort Collins Storm Drainage Design Criteria Section 7.1, " Small channels shall have either one foot of freeboard or additional capacity of approximately one-third (1/3) of the design flow." Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.017.00051 03/15/04 09:19:01 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Triangular Channel. Project Description Worksheet Swale X-X Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data, Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 2.01 cfs Results Depth 0.42 It Flow Area 0.7 ft' Wetted Perimeter 3.49 It Top Width 3.38 It Critical Depth 0.44 It Critical Slope 0.004263 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 It Specific Energy 0.55 It Froude Number 1.08 Flow Type Supercritical Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.0005] 03/15/04 09:19:40 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Triangular Channel Project Description Worksheet Swale X-X FB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 2.67 cfs Results Depth 0.47 ft Flow Area 0.9 fN Wetted Perimeter 3.88 ft Top Width 3.76 ft Critical Depth 0.49 ft Critical Slope 0.004104 ft/ft Velocity 3.02 file Velocity Head 0.14 ft Specific Energy 0.61 ft Froude Number 1.10 Flow Type Supercritical Notes: Note: This is a small channel. This is calculating the freeboard in accordance with City of Fort Collins Storm Drainage Design Criteria Section 7.1, " Small channels shall have either one foot of freeboard or additional capacity of approximately one-third (1/3) of the design flow." Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.0005] 03/15/04 09:18:53 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Triangular Channel Project Description Worksheet Swale Y-Y Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ftift Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 2.89 cfs Results Depth 0.43 It Flow Area 0.7 ft' Wetted Perimeter 3.51 It Top Width 3.40 It Critical Depth 0.50 It Critical Slope 0.004064 fdit Velocity 3.99 ft/s Velocity Head 0.25 It Specific Energy 0.67 It Froude Number 1.53 Flow Type Supercritical Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.0005) 03/15/04 09:19:30 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666- Page 1 of 1 Mason Street North Worksheet for Triangular Channel Project Description Worksheet Swale Y-Y FB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 3.84 cis Results Depth 0.47 it Flow Area 0.9 ft' Wetted Perimeter 3.90 ft Top Width 3.79 ft Critical Depth 0.56 it Critical Slope 0.003911 ft/ft Velocity 4.29 ft/s Velocity Head 0.29 ft Specific Energy 0.76 it Froude Number 1.55 Flow Type Supercritical Notes: Note: This is a small channel. This is calculating the freeboard in accordance with City of Fort Collins Storm Drainage Design Criteria Section 7.1, " Small channels shall have either one foot of freeboard or additional capacity of approximately one-third (113) of the design flow." Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.00051 03/15/04 09:35:28 AM O Haestad Methods, Inc. 37 Brookside Road. Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Triangular Channel Project Description Worksheet Swale Z-Z Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 2.89 cfs Results Depth 0.43 It Flow Area 0.7 ft' Wetted Perimeter 3.51 ft Top Width 3.40 ft Critical Depth 0.50 it Critical Slope 0.004064 ft/ft Velocity 3.99 ft/s Velocity Head 0.25 it Specific Energy 0.67 ft Froude Number 1.53 Flow Type Supercritical Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.00051 03/15/04 09:19:21 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Mason Street North Worksheet for Triangular Channel Project Description Worksheet Swale Z-Z FB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 Wit Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 3.84 cfs Results Depth 0.47 ft Flow Area 0.9 W Wetted Perimeter 3.90 ft Top Width 3.79 It Critical Depth 0.56 ft Critical Slope 0.003911 ft/ft Velocity 4.29 ft/s Velocity Head 0.29 It Specific Energy 0.76 ft Froude Number 1.55 Flow Type Supercritical Notes: Note: This is a small channel. This is calculating the freeboard in accordance with City of Fort Collins Storm Drainage Design Criteria Section 7.1, " Small channels shall have either one foot of Freeboard or additional capacity of approximately one-third (1/3) of the design flow." Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.0005] 03/15/04 09:35:21 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:23 AM Water Quality Volume Calculations Cover Job No. 1558-02-01 Shear Engineering Corporation 05/25/2004 Designer: SWT Mason Street North 08:41 AM SUMMARIZATION OF WATER QUALITY CAPTURE VOLUME FOR POND Proposal: This development proposes to increase the water quality pond volume provided from the Howes Street Outfall designed by Icon Engineering This increased volume will provide water quality for Mason Street N Pond Summary: Required Volume 4114 cf Excess Volume 13 cf Historic Volume 13277 cf Developed Volume 17403 cf Volume Provided 4127 cf Notes: This increased volume in the water quality pond exceeds the volume required for this development MasonStreetNorth-WQCV WQCV Summary Job No. 1558-02-01 Shear Engineering Corporation 05/24/2004 Designer: SWT Mason Street North 08:54 AM DETERMINATION OF WATER QUALITY CAPTURE VOLUME FOR POND AREA = 2.22 acres Using Figure SQ-5, Urban Drainage And Flood Control District Assumptions: One Single Family Dwelling Unit per Acre 3000 sq. ft homes OVERALL PERCENT IMPERVIOUS: 90.00 PERCENT TYPE OF POND (RETENTION OR DETENTION) Detention SELECT 40.00 HOUR BRIM FULL VOLUME DRAIN TIME USES 40 HOUR FOR DETENTION PONDS USES 12 HOUR FOR RETENTION PONDS FROM FIGURE 5-1 REQUIRED STORAGE WATERSHED INCHES OF RUNOFF= 0.4256 WATER QUALITY CAPTURE VOLUME ('(REQUIRED STORAGE/12)*AREA WATER QUALITY CAPTURE VOLUME (WQCV) = 0.08 AF 3428 cf WQCV * SAFETY FACTOR OF 1.2 = 4113.51 cf Release Rate = 0.0286 cfs Conclude Design pond to have at this least 4114 cf of storage Install water quality outlet structure MasonStreetNorth-W QCV WQCV Job No. 1558-02-01 Shear Engineering Corporation 12/18/2003 Designer: SWT Mason Street North 12:02 PM Average Area End Method for Determining Volumes Pond Pond located in the southwest corner of the propert Invert 4960.00 ft Increment 1.00 ft First Even Contour 4960.00 ft Tnn of herm PlPV_ Elev. ft Stage Depth Increment Cum. Cum. d Area Volume Volume Volume ft ft sf cf cf ac-ft 4960.00 0.00 0 260 260.18 260 0 4960.00 0.00 0.00 260 0.00 260 0.01 4961.00 1.00 1.00 2991 1625.44 1686 0.04 4962.00 2.00 1.00 9428 6209.49 8095 0.19 4963.00 3.00 1 1.00 17143 13285.82 21381 1 0.49 (Determine WSEL for WQCV Provided Volume 13277 cf The top of the Water Quality Release Structure is 4962.39 ft Elev Cum Freeboard = 0.00 ft Volume Notes: ft cf This is the historic provided volume 4962.39 13277 4963.00 21381 MasonStreetNorth-WQCV Stage Storage Historic Job No. 1558-02-01 Shear Engineering Corporation 05/25/2004 Designer: SWT Mason Street North 08:41 AM Average Area End Method for Determining Volumes Pond Pond located in the southwest corner of the property Invert 4960.00 ft Increment 1.00 ft First Even Contour 4960.00 ft Top of berm elev. Elev. ft Stage Depth Increment Cum. Cum. d Area Volume Volume Volume ft ft sf cf cf ac-ft 4960.00 0.00 0 302 302.00 302 0 4960.00 0.00 0.00 302 0.00 302 0.01 4961.00 1.00 1.00 5523 2912.50 3215 0.07 4962.00 2.00 1.00 12264 8893.50 12108 0.28 4962.39 2.39 0.39 14891 5295.23 17403 0.40 Determine WSEL for WQCV Provided Volume . 17403 cf The top of the Water Quality Release Structure is 4962.39 ft Elev Cum Freeboard = 0.00 ft Volume Notes: ft cf This is the developed provided volume 4962.39 17403 MasonStreetNorth-W QCV Stage Storage Developed 1 W T ER � � b i (oj Q U14 L. l T % PO /\I 1D I 1 I I H i LAyovT (101?OP05ED) _SCA 4L E N TS A C J 63 104I ] II " Project No. 1558-02-01 Shear Engineering Corporation 03/16/2004 Designer: SWT Mason Street North 12:14 PM O Erosion Control Calculations H U H ro U Cover o 2 O Q N p� co T T M T 7 c 0 O L CL O O U Z O r' .` w (U z o � N 0 W c H Q cu a)�U W A z rA W � Z o z C W O T C) a a ) C Q H a� a Z o� a .n y a� 0o � a o N •--� O O O O T N Vl V, i N a� O ID ao �O Vr VJ �D Vr e O O O O O O M 00 00 00 00 00 M Vl V) VI Vl to ^O ^ 00 V) V) V) V1 V) a C\ Vl et ON \J' M \0 I` N fV N Vl V N .--� O c) c;O Q � ^ O O O O O O W N O m ^y cJ .-r - — 'U � N .O — a X7 � � o c~C o X N c03 M O O n+ 00 y O ti V1 U ~ cOS c a €w i0 O knC, .-. .-. 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OC7v F• � W u: F W L•a :. a� � W 'o w CY u c w Q Uaw (OU -- C) O Q QOD co f c 0 m O L aV- 0 0 U Z C N L A w m C 0 L U 0 o ~ os LO U LO c T i -jo O W O O O O O O (� ...1 C% vl� 00 0 0 00 w> a U w �000 -Wno ,..�0000vo U p„ 0 0 0 0 G-N 00 %n 00 0 0 dddc5- U 0 0 0 o 0 0 0 0 (D tn z mC*0m N O G1 o c O O O M M "' U d o C) v 00 n Q U d ti C 00 W v •• .� u a v II w [i. x U U a W N N N N w W � � r Q W o a c cq y ysX v, a0 a n y q O O OC7o �"� o CN d X W • O C O CA p. QF 0 zxFa yw °�.a d.a au n Ca d W UaW Eo-OU N N U � (9 C U y co U -0,2 C. m w Q) U C co E 0 O N a 0 w .-TM O Q O N p� o d: M '- C c O m C c Q o 0 U Z C m r. v% O o F- C L U Lo O C E� z w 0 O w F+ .7 O O O o O O rn ll� o0 0 0 00 w;0oo a O000 ..t0000vo 11 04 c O z a O U o o qu .� U z w O 0 O O x N c H o u mw a p„ 0 0 0 0 0 a oo kq eo 0 o (D CD CD U 0 0 0 0 0 0 0 0 0 z N A N N Fir 4�i 4�a 1�- N bpi O itl � Q C1 A N In �. 0kn o a O O o M M �-. a �Q�yy O O00 U Q n C V n C4E4 — QUUa w Pl v M v o w o o kn w w o 00 Q v, x ,> � II G M H Q x Y L >CS � C N Q tnq w w p0 ' w o UC7o v o CN a¢xW ¢ v 0 vl A A U A C ,0 ti U)s v ZxE..0.GF-� x vc:a OUC7 � uW oC/) 3 u s p w 3 n 2 Q wU a W Eo 0 U N N U N f9 N U c co U c tr- mw J] O U c co E 0 O N a 0 w Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:23 AM Flow Turn West of Building C U b) 4J ta 3 Cover Project No.: 1558-02-01 Shear Engineering Corporation 06/03/2004 Designer: swt Mason Street North 11:02 AM Equation MD-9: Urban Storm Drainage Criteria Manual Volume 1 Ay = VZT— gr, oy = 0.10 ft 2.74 ft/s 16.16 ft 32.20 ft/s"2 37.52 ft V = T = g = r, =1 Input: Normal Water Surface Elevation = 78.35 ft Thalweg Elevation = 77.80 ft Top of Channel Elevation = 78.46 ft Change in Depth = 0.10 ft Output: Superelevated WS Elevation = 78.45 ft Freeboard = 0.01 ft Notes: Mason -rational Flow Turn Flow Turn West of Building C Worksheet for Irregular Channel Project Description Worksheet Flow Turn W of BI Flow Element Irregular Channel Method Manning's Formul Solve For Channel Depth Input Data Channel SI(005000 ft/ft Discharge 12.16 cfs Options Current Roughness Meth()ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.016 Water Surface Elev. 78.35 ft Elevation Range '.80 to 78.80 Flow Area 4.4 ft' Wetted Perimeter 16.40 It Top Width 16.16 ft Actual Depth 0.55 ft Critical Elevation 77.80 It Critical Slope 0.000000 ft/ft Velocity 2.74 ft/s Velocity Head 0.12 ft Specific Energy 78.47 ft Froude Number 0.92 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+20 0.016 Natural Channel Points Station Elevation (ft) (ft) 0+00 78.80 0+01 77.80 0+20 78.46 Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.00051 06/03/04 10:31:07 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Turn W of BI Flow Element Irregular Channel Method Manning's Formul. Solve For Channel Depth Section Data Mannings Coefficiei 0.016 Channel Slope 0.005000 ft/ft Water Surface Elev. 78.35 ft Elevation Range '.80 to 78.80 Discharge 12.16 cfs V:2.5N H:1 NITS Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.0005] 06/03/04 10:31:21 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Job No. 1558-02-01 Shear Engineering Corporation 9/25/2003 Designer: SWT Mason Street North 9:27 AM DevelopecConditions Flow to Design Point From Sub-basin(s) Flow Turn West of Building C Partiallv is Notes: Area (A)= 2.34 acres Runoff Coef. (C*Cf) 2-yr 10-yr 100-yr C*Cf 0.66 0.66 0.83 Time of Concentration ( C) Overland Travel Time (Ti) (1.87*(1.1-C*Cf)*L"0.5)/5A0.33 Length = 60.0 ft Slope = 1.67 $ 2-yr 10-yr 100-yr C = 0.20 0.20 0.25 Ti (min)= 11.01 11.01 10.40 Travel Time (Tt) =L/(60*V)Velocities taken from figure 3-2 Length Slope Flow Type Column Velocity Tt (min) 1045.00 1.00 Gutter 7 2.00 8.71 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Swale 6 0.00 0.00 Total Travel Time 8.71 Length = 1105.00 L/180+10 16.14 versus 19.10 Tc = Lesser of Ti+Total Travel Time or L/180+10 2-yr 10-yr 100-yr Tc (min)= 16.14 16.14 16.14 Use Tc = 16.0 16.0 16.0 INTENSITY (I) (ipiIntensities taken from fig. 3.1.1-2 2-yr 10-yr 100-yr I 1.81 3.08 6.30 RUNOFF (Q= CIA) (cfs) 2-yr 10-yr 10.0-yr Q 2.80 4.76 12.16 Conclude: Mason -rational DQ DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRA NAG= 3.2.3.2 Side Sloop--. The flatter the side slopes, the more stable are the banks. For grassed channels, channels with wetland bottoms, and bioengineered channels, side slopes should net be steeper than 4H:1V. Under special conditions in areas of exioling development (i.e., not ne:v development) and vihera right-of-way is a problem, the slopes may be as steep as 3H:1V; however, the designer is cautioned that operation of mowing equipment may not be safe on side slopes that are steeper than 4HAV. Channel;, that require minimal slope maintenance such as concrete channels may have side slopes as steep as 2H:1 V; although public safety issues must betaken into account. For riprap-lined channels, side slopes should not be steeper than 2.511:1V. For vegetated channels with underlying riprap, slopes must accommodate maintenance. For examp;e, a grassed channel with underlying riprap should have side slopes no steeper than 4H: N, as required for a grassed channel. Local standards or conditions may require flatter side slopes. Side slopes steeper than 3HAV are not recommended in residential areas or areas with frequent foot traffic. Fencing or railings may need to be considered if side slopes will be steeper tha^ 3H:1V in these areas. 3.2.4 Curvature and Transitions. Generally, the gentler the curves, the better the channel will function. Channel alignments should not be selected to maximize land -use opportunities for lot layout; instead, lot layouts should be selected based on channel alignment. The centerline curvature of the channel shall have a radius of at least tvrce the top width of the 100-year flow channel, but not less than 100 feet. The exception to this axiom is for concrete channels that may experience supercritical flow conditions. From a practical standpoint, it is generally not advisable to have any curvature in a channel conveying supercritical flow, since minor perturbations can be amplified as they move downstream. Superelevation must also be considered with respect to curvature. Curves in a channel cause the flow velocity to be greater on the outside of the curie, and the depth of flow is also greater on the outside of a curve due to centrifugal force. This rise in water surface on the outside of a curve is referred to as superelevation. For subcrilical flows, superelevation can be estimated by: Jy=V—T Sr, in which: Ay = increase in water surface elevation due to superelevation (ft) V = mean flow velocity (ft/sec) T= top width of the channel under design flow conditions (ft) (M-g) 06/2001 %113-25 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1) 4.3.1.4 Design Discharge Freeboard. Freeboard above the design water surface shall not be less than that determined by the following: . HJb = 2.0+0.025V(yo)113 + Ay (MD-12) in which: HA = freeboard height (ft) Y= velocity of flow (ft/sec) y, = depth of flow (ft) Ay = increase in water surface elevation due to superelevation at bends (see Equation MD-9) (no bends allowed in supercritical channels) In addition to Hjb, add height of estimated standing waves, superelevation and/or other water surface disturbances to calculate the total freeboard. In all cases, the freeboard shall be no less than 2 feet and the concrete lining shall be extended above the flow depth to provide the required freeboard. 4.3.2 Concrete Lining Specifications 4.3.2.1 Concrete Lining Section. All concrete lining shall be designed to withstand the anticipated hydrodynamic and hydrostatic forces, and the minimum thickness shall be no less than 7 inches for supercritical channels and no less than 5 inches for subcritical channels. A free draining granular bedding shall be provided under the concrete liner and shall be no less than 6-inches thick for channels with Froude number <_ 0.7 and 9-inches thick for channels with Froude number > 0.7. The side slopes shall be no steeper than 1.5V:1 H unless designed to act as a structurally reinforced wall to withstand soil and groundwater forces. In some cases, a rectangular cross section may be required. Rectangular cross sections are acceptable, provided they are designed to withstand potential lateral loads. In addition, fencing along concrete channels should be used to restrict access for safety reasons. 4.3.2.2 Concrete Joints. Concrete joints must satisfy the following criteria: 1. Channels shall be constructed of continuously reinforced concrete without transverse joints. 2. Expansion/contraction joints shall be installed where new concrete lining is connected to a rigid structure or to existing concrete lining which is not continuously reinforced. 3: Longitudinal joints, where required, shall be constructed on the sidewalls at least 1 foot vertically above the channel invert. 4. All joints shall be designed to prevent differential movement. MD-56 06/2001 Urban Drainage and Flood Control District Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:24 AM H H Building C Subdrain 44 Outfall J 0 A Cover 00 co o w r � Q , STo�PM S� l�J�IQ E? PLAN VIE w it I <j' 1191sti-1 i no nw x3 W �►i _' 111#�W�w i�,� �'i �, lli�lliii ii�ll! �� !illl�lll Illil�ll; I.il,;;j�� P I � � �I� 1111�IN11 II111iii illlo:� f iuxi �!� I llI1 I P9,196v=Inc!ANI x3�1��l�ii i IdadILxw,!t24 SIX3.:I99 964:;NIi��NI i�II�WI-�. IljIS 30dao �I� II UJ �;io IN li I I II:o i # 111 Wrni� Z ANI 131Va��M 113 NI t+32v mjN ! tt 3 �la I I I £S'896i=N1 i Vf adL Rio Ii I, i 0'Ia s% i i it lil#i #li I#Il1 ! iillli4l" !!II I I I I IIIIIIi!# E 9 51 no Nr O io 0 i� O00 D �, rn Ex LL LY � ' m • i � I f j!� : j 1 , I i # Major Storm (6" Over Crown) Cross Section for Irregular Channel Project Description Project File d:\haestad\fmw\masoncou.fm2 Worksheet Mason Court Cross -Section Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 0.89 ft Discharge 105.87 cfs 0. 0. k 0. C 0 CU aa) 0. W M 8 7 5 4 t� t� t.)�1 0.0 10.0 20.0 30.0 40.0 50.0 Station (ft) 60.0 70.0 1 to 5r01 FlowMaster v5.13 01:05:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 0.0 10.0 20.0 30.0 40.0 50.0 Station (ft) 60.0 70.0 1 to 5r01 FlowMaster v5.13 01:05:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 1.0 .9 .8 .7 KJ .5 F- w w .4 z r c� z z .3 w a 0 .2 .15 12 5 10 4 II 8 3 10 6 0 H w 2 9 0 4 i 1L i 8 w z 1.5 L N 2 � 0 7 / 4: T Q�, eyPi z 1.0 Vim% Example,, Part c 6------- -- -- 1.0 -� z z w 9 5.5 -.8 - °� - - -- -- - - - a. 0 .8 Cn w 6 z LL o .7 5 z .4 F = Z w 0- 0 .6 .6 4.5 Z .3 w - ` LA- 0 0 .5 4 2 z c� T -:3.5 w w _ 4 a 0 -j .I w tL o .08 H - 3 0 o .06 0 .3 = Q o LL z - w o: .04 M .25 2.5 = w w .03 a ►- LL. a .02, o 2 a U � w 01 0 L U- 0 0 Yo Q 1.5 Figure 5-2 2 15 u NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA Project No. 1558-02-01 Shear Engineering Corporation 03/10/2004 Designer: SWT Mason Street North 09:24 AM Howes Street Overflow 4J v v 4J tn Cover MF/L_77.17 \ \ B UIL DING 13 x CULVER1 / E 9, � :CL OU�T!/ (J1 13 .. l]n J TC 77.77 IFLOw FA 27 FA .17lo J3 a r • INLET 1 CJWALL FA77.24 � d ?sx = RIM 77.00 TC 77.95 a ,• 4978 N 7'/.74 80X CUL" 7 d CLEAN OUT d 77.30 79.1 )))S �� 77.70 ` d ' a 77.aa 7B:32 4/J / 77.47 14 2x / .___-- - - -_. \ / 77.98 �91 _': 70.32�8 E ASK FEll •�. �1 / Y `78.99 \o 'Y ` BO C VERT INL dOUT / ° � ��?, $ 8. 2 78. \ 8 X C ' IF 61 7a.32 EAN UT y0 4977.68 78.1 j/ � �` t_ - 6"4977.57 % \ 77.65 i ` y7T5Y 76it,.2 EM F 4 78.32 �4 h yy 17 RR �1 - ._.I 76.65— .. �- C�4977.39 t1 J0•4976.94 RR, RR. •-7 �O 4976 87 11l-- © �� ♦ \i 90 — — ——_._.... RR (; RR{a.92 SOLE: `� �JOI�JES ST�?E�T Ql/E/QFL4W 1 ANALYSIS fsETW6EN &1,0 5 A AND rj Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Howes Street Overflow M-h Irregular Channel Manning's Formula Discharge Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Water Surface Elevation 78.32 It Elevation Range 77.45 to 78.32 Discharge 103.52 cfs MAP v:10.0N H:1 NTS Project Engineer. Brian W. Shear g:%... %drainage\02-mar-04Vnason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.00051 03/23/04 04:50:12 PM ®Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page I. of 1 Mason Street North Worksheet for Irregular Channel Project Description Worksheet Howes Street Overflow M-h Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 78.32 ft Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lottels Method Closed Channel Weighting Metho. Horton's Method Results Mannings Coefficient 0.013 Elevation Range 77.45 to 78.32 Discharge 103.52 cis Flow Area 20.8 W Wetted Perimeter 43.05 ft Top Width 43.00 it Actual Depth 0.87 it Critical Elevation 78.40 ft Critical Slope 0.002999 ft/ft Velocity 4.98 ft/s Velocity Head 0.38 ft Specific Energy 78.70 ft Froude Number 1.26 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+43 0.013 Natural Channel Points Station Elevation (it) (ft) 0+00 78.32 0+06 78.00 0+31 77.45 0+38 78.00 0+43 78.32 Project Engineer: Brian W. Shear g:\...\drainage\02-mar-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.00051 03/23/04 04:49:38 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA+1-203-755-1666 Page 1 of 1 z 6z I IW ! JLi W Ci 3� N � d 0 V)La <^ � / ,\,/ ��,WTI �•_ � /� 1 � �. � � •+I k, Howes Street Overflow L-L Worksheet for Irregular Channel Project Description Worksheet Howes Overflov Flow Element Irregular Chann Method Manning's Forrr Solve For Channel Depth Input Data Channel SI<001000 ft/ft Discharge 216.26 cfs Options Current Roughness Methc rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.013 Water Surface Elev. 78.83 ft Elevation Range 1.10 to 79.41 Flow Area 86.0 fN Wetted Perimeter 148.13 ft Top Width 147.48 ft Actual Depth 0.73 ft Critical Elevation 78.64 ft Critical Slope 0.003314 ft/ft Velocity 2.52 ft/s Velocity Head 0.10 ft Specific Energy 78.93 ft Froude Number 0.58 Flow Type Subcritical Calculation Messages: Water elevation exceeds lowest end station by 0.63814245 ft. Roughness Segments Start End Mannings Station Station Coefficient 0+00 1+64 0.013 Natural Channel Points Station Elevation (ft) (ft) 0+00 79.41 0+23 78.60 0+32 78.30 0+52 78.29 0+73 78.12 0+83 78.10 1+04 78.14 1+17 78.23 1+33 78.28 1+51 •78.22 Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 . Shear Engineering Corporation FlowMaster v7.0 17.00051 05/27/04 01:25:01 PM m Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 2 Howes Street Overflow L-L Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 1+64 78.19 Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.00051 05/27/04 01:25:01 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Cross Section Cross Section for Irregular Channel Project Description Worksheet. Howes Overflov Flow Element Irregular Chann Method Manning's Forn Solve For Channel Depth Section Data Mannings Coefficiei 0.013 Channel Slope 0.001000 ft/ft Water Surface Elev 78.83 It Elevation Range 1.10 to 79.41 Discharge 216.26 cfs v:5.ON H:1 NTS 7FNQ` E TW 916HT s/Dff of -rl4lS Cnoss-ScCT/ot/ wAS ASSUME D To 13E. VFf'T/CAL , Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\rnason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 (7.0005) 05/27/04 01:25:16 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Howes Street Overflow L-L Cherry Only Worksheet for Irregular Channel Project Description Worksheet Howes Overflow L-L Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 001000 ft/ft Water Surface Elev. 78.83 ft Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting wed Lotters Method Closed Channel Weighting Horton's Method Results Mannings Coeffic 0.013 Elevation Range 1.10 to 78.28 Discharge 112.74 cis Flow Area 42.9 ft' Wetted Perimetei 69.34 ft Top Width 68.00 ft Actual Depth 0.73 ft Critical Elevation 78.64 ft Critical Slope 0.003298 ft/ft Velocity 2.63 ft/s Velocity Head 0.11 ft Specific Energy 78.94 ft Froude Number 0.58 Flow Type _ Subcritical Calculation Messages: Water elevation exceeds lowest end station by 0.73 ft. Roughness Segments Start End Mannings Station Station Coefficient 0+83 1+51 0.013 Natural Channel Points Station Elevation (ft) (ft) 0+83 78.10 1+04 78.14 1+17 78.23 1+33 78.28 1+51 78.22 .Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.0005] 05/27/04 01:24:18 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Howes Overflow L-L Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficiei 0.013 Channel Slope 0.001000 ft/ft Water Surface Elev. 78.83 ft Elevation Range 1.10 to 78.28 Discharge 112.74 cfs I 0+80 0+88 0+96 1+04 1+12 1+20 1+28 1+36 1+44 1+52 V:5.0N H:1 NTS Project Engineer: Brian W. Shear g:\...\drainage\03-may-04\mason street north.fm2 Shear Engineering Corporation FlowMaster v7.0 [7.00051 05/27/04 01:24:34 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project No. 1466-50-03 Shear Engineering Corporation 06/30/2004 Designer: SWT Eastgate P.D.P. 09:17 AM Riprap Seth -Drainage Cover 06/30/2004 Shear Engineering Corporation Riprap-Pipe Designer: swt Meadowbrook Ridge PUD Phase 1 Riprap-circular Sizing of Riprap Apron for pipe @ Storm Line Notes: P i "A ="A Fl ^w ♦i= f = Circular D outlet Q100 Pipe Diam Area R Slope Capacit cfs Type Dc ft sf ft ft/ft C-Factor cfs 110.601 RCPJ 4.001 12.57 1 12.57 0.0175 1 1436.43 1190.02 Flow Depth r = x = x/r Yn 0.5*D r-Yh (7) Theta Theta Area Perim ft ft ft de . rad. sf ft 2.1915 2.00 -0.19 -0.10 190.99 3.33 7.05 6.67 Top R C Qd Delta Vel Froude Vel Width n = ## head T 0.013 ft ft cfs cfs f s ft 3.982 1.0572 1 836.06 110.60 0.00 15.69 2.0794 3.82 UTEP 1 Modiried Flow Depth if supercritical flow & < full Supercritical flow Da=1/2(Dc+Yn)= 3.10 feet STEP 2 Determine Froude Parameter FPx = integer (FP-6) Q/Da"2.5 = 6.56 FPx = 0.00 STEP 3 Determine Type of Riprap Flow depth macro will set Yt to a value which makes Yt/D = 0.40 if Yt unknown or jump expected. � Designer can change Yt if known Yt (ft) Yt/Da Q/Da�1.5 Solving Equation MD-18 1.60 0.40 20.31 D50 = 16.829 inches D50 = 18.00 inches From Figure MD-21 Use Class H Riprap STEP 4 Determine Expansion Factor From Figure bM-23 Q/D"2.5 Interpolation of 1/2Tan(Theta) Yt/D 6.00 6.00 6.00 0.39 1.75 1.75 1.75 Note that the maximum 0.4000 1.83 1.83 1.83 value of Q/DA2.5 on 0.40 1.83 1.83 1.83 figure MD-23 = 6 1/2TAN(THETA) = 1.83 STEP 5 Determine Required Length of Protection Allowable Velocity =(Va) 5.50 fps At = Q/Va = 20.11 sf L=(1/2TAN(THETA))*(At/Yt-Da)= 17.33 ft Minimum Length= 3D = 12.00 ft Make Longer Max Length = lOD+(FPx*0.25*D)= 40.00 ft Conclude: Riprap Geometry FES Length D50 width Apron ft inches ft width ft 11.00 18.00 8.83 10.00 Riprap-circular Riprap-Pipe Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North APPENDIX II Erosion Control Security Deposit Estimate June 2004 March 16, 2004 // III SHEAR Project No: 1558-02-01 E,r•GINEEENG CORPORMION City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Attn: Bob Zackely Re: Erosion Control Estimate 1VIason Street North; Ft. Collins, Colorado Dear Bob, Estimated erosion control costs for Mason Street North is presented below. According to current City of Fort Collins policy, a project's erosion control security deposit is based on the larger of: • 1.5 times the estimated cost of installing the approved erosion control measures, or • 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY. UNIT PRICE TOTAL Silt Fence 550 if S 1.65 S 907-.50 Gravel Inlet Filter 45 if S 12.00 $540.00 Wattle Inlet Filter 3 is S 75.00 S 225.00 SUBTOTAL S 1,672.50 SUBTOTAL TIMES 1.5 5 ZKL7� Unit prices from local contractor 06/01. REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Straw Mulchina, 2.219 ac S 900.00 S 1,997.10 SUBTOTAL TIMES 1.5 2. 5. 6 Unit prices from local contractor 06/01. An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than S 1000.00. 4S36 S. College. Suite 12 Fr. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com PAGE 2 August 7, 2001 Project No: 1558-02-01 Re: Erosion Control Estimate Mason Street North; Ft. Collins, Colorado 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re -vegetate . the anticipated area to be disturbed by construction activity. a. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $1,672.50. As per City requirements, 1.5 times the cost to install the erosion control measures is S2,508.75. b. Based on current unit price data provided by a local erosion control company, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 2.219 acres), the estimated cost to re -vegetate the disturbed area will be $1,997.10 ($900.000 per acre x 2.219 acres). As per City requirements, 1.5 times the cost to revegetate the disturbed area is $2,995.65. CONCLUSION: The erosion control security deposit amount required for Mason Street North shall .be S2,508.75. If you have any questions, please contact me at 226-5334. Sincerely, Seth W. Tourney, E.I. Shear Engineering Corporation cc: Jim Leach; Wonderland Hill Development Company Mickey Willis; Accurate Consultants Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North APPENDIX III Backup Diagrams and Exhibits June 2004 Table 3-3; Rational Method Runoff Coefficients for Composite Analysis Table 3-4; Rational Method Frequency Adjustment Factors Figure 3-2; Estimate of Average Flow Velocity for Use with the Rational Formula Figure 3-1; City of Fort Collins Rainfall Intensity Duration Curve R-4370-17 Heavy Duty Round Drainage Grates, Neenah Foundry Company Table 3-3 RATIONAL METHOD RUNOFF COEcalCIENTS FOR COM?OSIT 1QUALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt ...................................... 0.95 Concrete..................................... 0.95 Gravel ....................................... 0.50 Roofs.......................................... 0.95 Lawns, Sandy Soil: Flat <2%..................................... 0.10 Average 2 to 7%.............................. 0.15 Steep >7%.................. .......... . ... 0.20 Lawns, Heavy Soil: Flat<29..................................... 0.20 Average 2 to 7%.............................. 0.25 Steeo>78...................................... 0.35 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be•known. The time of concentration, T,, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented.by the following equation. Tc = to, + tc Where: Tc = Time of Concentration, minutes, t.,- overland flow time, minutes t,- travel time in the gutter, Swale, or storm sewer, minutes The overland flow time, t,,, ,can be determined either by the following equation or the "Overland Tine of Flow Curves" from the Urban Storm Drainage Criteria Manual, included ip this report (See Figure 3-2). ,zs7p.l-CC )d /2 TOV= S)/3 9i11-1e: T„ = Overland Floor Time of Concentration, minutes S = Slope, 8 C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet (500' maxinum) C: = Frequency Adjustment Factor The travel time, t,, in the gutter, swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. May 1984 Design Criteria Revised January 1997 3-5 Ta:ale .7-a RATIONAL I-MTHOO FR QU'NC': ADJUSTI -MNT FACTORS Storm Return Period Frequency Factor (years) Cr 2 to 10 1,00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times Ct shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section for use in the determination of runoff at specific design points in the drainage system are currently under review by the Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDS'WH2- PC. The Stormwater Utility shall determine circumstances requiring computer modeling with UDS1r7M2-PC. Early contact with the Stormwater Utility is encouraged for the determination of the appropriate method. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method ' The Rational Method is recommended only for sites less than 5 acres. The runoff nay be calculated by the Rational Method, which is essentially the following equation: Q = C4CIA Where Q = Flow Quantity, cfs A a Total Area of Basin, acres Ce= Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) I = Rainfall. Intensity, inches per hour (See Section 3.1.4) 3.2.2 UDSWM2-PC For circumstances Tequiring computer modeling, the design storm hydrog_aphs shall be determined using UDS'WM2-PC. Basin and conveyance element paraneters shall be developed from the physical characteristics of the development. Refer to the UDS41*12-PC User's Manual' for modeling methodology and development. •Urban Drainage and Flood Control District, 1-!arch 1985 3.2.2.1 Surface Storage and Infiltration Table 3-5 gives those values for surface storage for pervious and impervious surfaces. Table 3-6 gives the infiltration rates to be used with UDS1WM2-PC. Table 3-5 VALUES FOR SURF -ACE STORAGE (All Values in Inches) (For Use with UDSWM2-PC) Impervious Areas .................. .100 Pervious Areas .................... .300 May.1984 Revised January 1997 3-6 Design Criteria No Text I ; k 1 V1 L. 1 P.J RAINFALL INTENSITY CURVE DATA FOR CITY OF FORT COLLIDIS FIG 3-1 Amended by ordinance 3/16/95 - for use with rational method min 2-yr 10-yr 100-yr min 2-yr 10-yr 100-yr 5.00 2.85 4.87 9.95 32.00 1.24 2.12 4.33 5.50 2.760 4.715 9.630 32.50 1.230 2.100 4.285 6.00 2.67 4.56 9.31 33.00 1.22 2.08 4.24 6.50 2.595 4.435 9.055 33.50 1.205 2.060 4.200 7.00 2.52 4.31 8.80 34.00 1.19 2.04 4.16 7.50 2.460 4.205 8.590 34.50 1.180 2.020 4.120 3.00 2.40 4.10 8.38 35.00 1.17 2.00 4.08 8.50 2.350 4.015 8.205 35.50 1.160 1.980 4.045 9.00 2.30 3.93 8.03 36.00 1.15 1.96 4.01 9.50 2.255 3.855 7.875 36.50 1.140 1.945 3.970 10.00 2.21 3.78 7.72 37.00 1.13 1.93 3.93 10.50 2.170 3.705 7.570 37.50 1.120 1.910 3.900 11.00 2.13 3.63 7.42 38.00 1.11 1.89 3.87 11.50 2.090 3.565 7.'290 38.50 1.100 1.875 3.835 12.00 2.05 3.50 7.16 39.00 1.09 1.86 3.80 12.50 2.015 3.445 7.040 39.50 1.080 1.845 3.770 13.00 1.98 3.39 6.92 40.00 1.07 1.83 3.74 13.50 1.950 3.340 6.815 40.50 1.060 1.815 3.710 14.00 1.92 3.29 6.71 41.00 1.05 1.80 3.68 14.50 1.895 3.240 6.615 41.50 1.045 1.785 3.650 15.00 1.87 3.19 6.52 42.00 1.04 1.77 3.62 15.50 1.840 3.135 6.410 42.50 1.030 1.755 3.590 16.00 1.81 3.08 6.30 43.00 1.02 1.74 3.56 16.50 1.780 3.035 6.200 43.50 1.015 1.730 3.535 17.00 1.75 2.99 6.10 44.00 1.01 1.72 3.51 17.50 1.125 2.945 6.010 44.50 1.000 1.705 3.485 18.00 1.70 2.90 5.92 45.00 0.99 - 1.69 3.46 18.50 1.675 2.860 5.635 45.50 0.985 1.680 3.435 19.00 1.65 2.82 5.75 46.00 0.98 1.67 3.41 19.50 1.630 2.780 5.675 46.50 .0.970 1.655 3.365 20.00 1.61 2.74 5.60 47.00 0.96 1.64 3.36 20.50 1.585 2.705 5.530 47.50 0.955 1.630 3.335 21.00 1.56 2.67 5.46 48.00 0.95 1.62 3.31 21.50 1.545 2.640 5.390 48.5.0 0.945 1.610 3.290 22.00 1.53 2.61 5.32 49.00 0.94 1.60 3.27 22.50 1.510 2.580 5.260 49.50 0.930 1.590 3.250 23.00 1.49 2.55 5.20 50.00 0.92 1.58 3.23 23.50 1.475 2.520 5.145 50.50 0.915 1.570 3.205 24.00 1.46 2.49 5.09 51.00 0.91 1.56 3.18 24.50 1.445 2.465 5.035 51.50 0.905 1.550 3.160 25.00 1.43 2.44 4.98 52.00 0.90 1.54 3.14 25.50 1.415 2.415 4..925 52.50 0.895 1.530 3.120 26.00 1.40 2.39 4.87 53.00 0'.89 1.52 3.10 26.50 1.385 2.365 4.825 53.50 0.885 1.510 3.085 27.00 1.37 2.34 4.78 54.00 0.88 1.50 3.07 27.50 1.355 2.315 4.735 54.50 0.875 1.490 3.050 28.00 1.34 2.29 4.69 55.00 0.87 1.48 3.03 28.50 1.330 2.270 1.645 55.50 0.86.5 1.475 3.010 29.00 1.32 2.25 4.60 56.00 0.86 1.47 2.99 29.50 1.310 2.230 4.560 56.50 0.855 1.460 2.975 30.00 1.30 2.21 4.52 57.00 0.85 1.45 2.96 30.50 1.285 2.185 4.470 57.50 0.845 1.440 2.940 31.00 1.27 2.16 4.42 58.00 0.84 1.43 2.92 31.50 1.255 2.140 4.375 58.00 1.00 0.840 0.63 1.430 1.42 2.920 2.89 1.50 12.00 0.825 1.410 2.875 0.82 1.40 2.86 4OTE: When specifying or ordering grates- IfG NG T,.r'1 R 0 r1Z'1 ,.n ET VO^T `n „ ,. ,,, ,�„ 1C0 xlease refer to �.rivvSi��a Inc rnvr u, ,,.�.., :: '...�.-.. .... _. R-4370 Series 4eavy Duty Round Drainage Grates most grates listed can be furnished with lightweight cast iron angle frames when specified. Frame is of 1/2- metal as shown on page 266. Dimensions in Inches Catalog 110. A 8 G H Type R-4370-1 6 3/8 1 1/4 1 x 1 1/2 C R-4370.2 9112 2112 1 1/2 x 3 112 518 G R-4370-3§ 15 1 1/4 1 x 12 114 1 E R-4370-4 15 1 1/4 3l4 x 2 1/4 3'4 G R-4370-5 18 1 1/2 1 x 4112 1 1/4 G 9-4370-6 19 1l 1 112 314 x 5 1/4 314 G R-4370-7 20 1 3/8 2 x 2 1 G R-4370-8 21 1 114 3/4 x 19 1/2 3/4 E R-4370-9 22 11/2 Ilia 1 C R-4370.10 22 11/2 1114 1 D R-4370-12 22 1 1/2 1 3/8 x 5 1 F R-4370-13' 22 1 112 2 x 6 1 1/4 G R-4370.15 22112 13/4 11/ 1 D 1.4370- 22 4 1 4 1 12 1 D R-4370-18§ 22314 13/4 1 112 118 E R-4370-21 23 11/2 1114 1 D R-4370-22 23 13/4 1 1115 D i R-4370-23 24 1 1/2 21/4 x 2 1/4 1 1/2 Special R-4370-25 29 3 314 1 G R-4370-26 33 2 11/2 1 G R-4370-27A 38 1112 1 1 G §Not recommended for bicycle traffic. 'Rated as Light Duty - not Heavy Duty ooaa �o Qo°° o°oa�a "mMIMIIPa' Type C Type D Type E -hk Type G Type G l 264 NEENAH Project No: 1558-02-01 Final Drainage and Erosion Control Report Mason Street North APPENDIX IV Stuffer Envelope Mason Street North Final Drainage and Erosion Control Plan June 2004 Amended Drainage and Erosion Control Plan for Martinez P.U.D. (for reference only) SIDEWALK CROSS -SLOPE NOT TO EXCEED 2% _� TRANSITION INVERTED CROWN TO SUMP AT CHASE DRAIN INLET EX. BUILDING ° „C 75.25 too'. e e ° e p 2.9% ui °IYP. 7bd.6a d ' Y. ELECTRIC TRANSFORMER ° e n•dd. .a dd 'e •e • d. ° e 1 d' • e. d '• e a: d ° e d d � e 1 � d � Y a d '76.53 •. ` 2D% 2.0%` wp.. p TYP b `r \ 76.73 • 'e e • �4 �,'� 0 ®'•O�'4�� sy�F G O 'YpF�.oLc cs, `Q9i1, %S> p� 3 'gipSFs, 6" PVC ROOF DF COLLECTOR PIPE UPPER FLOOR' BUILDING ENVELOPES GARAGE DOOR TRANSITION TO d t3 IT INVERTED CROWN CROSS-SECTION ° SIDEWALK CROSS -SLOPE I� NOT TO EXCEED 2% Xy� 2M INLET 4976.40 TO SW APPROX EL=4973.35 f TO NE APPROX EL=4973.33 J GENERAL EL=4971.32 a �. ^. •02s EX. BUILDING 0 i0 VEHICLE TRACKING CONTROL OAe �V�yQ J /✓ EX. CURB INLET,,,, RIM = 74.94 FL 73.93 I Fk14 r5 " &P. �Vj i / EX. BUILDING 21 DEVELOPMENT AGREEMENT THIS AGREEMENT, is made and entered into this 3r4 day of m 2005, by and between the CITY OF FORT COLLINS, COLORADO, a M nicipal Corporation, hereinafter referred to as the "City"; and Mason Street North, LLC, a Colorado limited liability company, hereinafter referred to as the "Developer." WITNESSETH: WHEREAS, the Developer is the owner of certain real property situated in the County of Larimer, State of Colorado, (hereafter sometimes referred to as the "Property" or "Development') and legally described as follows, to wit: Mason Street North, located in Section 11, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. WHEREAS, the Developer desires to develop the Property and has submitted to the City all plats, plans (including utility plans), reports and other documents required for the approval of a final plan according to the City's development application submittal requirements master list (the "Final Development Plan Documents") copies of which are on file in the office of the City Engineer and made a part hereof by reference; and WHEREAS, the parties hereto have agreed that the development of the Property will require increased municipal services from the City in order to serve such area and will further require the installation of certain improvements primarily of benefit to the lands to be developed and not to the City of Fort Collins as a whole; and WHEREAS, the City has approved the Final Development Plan Documents submitted by the Developer subject to certain requirements and conditions, which involve the installation of and construction of utilities and other municipal improvements in connection with the Property. WHEREAS, Mason Street North is a major amendment to Lot 12 and Tract A of Martinez P.U.D., which has a corresponding Development Agreement. This Development Agreement shall supercede, with regard to this "Mason Street North" development only, the Development Agreement for the Martinez P.U.D. NOW, THEREFORE, in consideration of the promises of the parties hereto and other good and valuable consideration, the receipt and adequacy of which are hereby acknowledged, it is agreed as follows: General Conditions A. The terms of this Agreement shall govern all development activities of the Developer pertaining to the Property. For the purposes of this Agreement, "development activities" shall include, but not be limited to, the following: (1) the actual construction of improvements, (2) obtaining a permit therefor, or (3) any change in grade, contour or appearance of the Property caused by, or on behalf of, the Developer with the intent to construct improvements thereon. B. All water lines, sanitary sewer collection lines, storm sewer lines and facilities, streets, curbs, gutters, sidewalks, and bike paths shall be installed as shown on the Final Development Plan Documents and in full compliance with the standards and specifications of the City on file in the office of the City Engineer at the time of approval of the utility plans relating to the specific utility, subject to a three (3) year time limitation from the date of approval of the site specific development plan. In the event that the Developer commences or performs any construction pursuant hereto after the passage of three (3) years from the date of approval of the site specific development plan, the Developer shall resubmit the utility plans to the City Engineer for reexamination. The City may then require the Developer to comply with the approved standards and specifications of the City on file in the office of the City Engineer at the time of the resubmittal. C. No building permit for the construction of any structure within the Property shall be issued by the City until the public water lines and stubs to each lot, fire hydrants, electrical lines, sanitary sewer lines and stubs to each lot, and public streets (including curb, gutter, and pavement with at least the base course completed) serving such structure have been completed and accepted by the City. D. Any water lines, sanitary sewer lines, storm drainage lines, electrical lines, and/or streets described on Exhibit 'A," attached hereto, shall be installed within the time and/or sequence required on Exhibit "A." If the City Engineer has determined that any water lines, sanitary sewer lines, storm drainage facilities and/or streets are required to provide service or access to other areas of the City, those facilities shall be shown on the Final Development Plan Documents and shall be installed by the Developer within the time as established under "Special Conditions" in this document. E. Except as otherwise herein specifically agreed, the Developer agrees to install and pay for all water, sanitary sewer, and storm drainage facilities and appurtenances, and all streets, curbs, gutters, sidewalks, bikeways and other public improvements required by this Development as shown on the Final Development Plan Documents and other approved documents pertaining to this Development on file with the City. 2 F. Street improvements shall not be installed until all utility lines to be placed therein have been completely installed, including all individual lot service lines (water and sewer) leading in and from the main to the property line and all electrical lines. G. The installation of all utilities shown on the Final Development Plan Documents shall be inspected by the Engineering Department of the City and shall be subject to such department's approval. The Developer agrees to correct any deficiencies in such installations in order to meet the requirements of the plans and/or specifications applicable to such installation. In case of conflict, the Final Development Plan Documents shall supersede the standard specifications, except that if the conflicts are a result of Federal or State mandated requirements, then the Federal or State mandated requirements shall prevail. H. All storm drainage facilities shall be so designed and constructed by the Developer as to protect downstream and adjacent properties against injury and to adequately serve the Property (and other lands as may be required, if any). The Developer shall meet or exceed the minimum requirements for storm drainage facilities as have been established by the City in its Drainage Master Plans and Design Criteria. The Developer, for itself and its successor(s) in interest, does hereby indemnify and hold harmless the City from any and all claims that might arise, directly or indirectly, as a result of the discharge of injurious storm drainage or seepage waters from the Property in a manner or quantity different from that which was historically discharged and caused by the design or construction of the storm drainage facilities, except for (1) such claims and damages as are caused by the acts or omissions of the City in maintenance of such facilities as have been accepted by the City for maintenance; (2) errors, if any, in the general concept of the City's master plans (but not to include any details of such plans, which details shall be the responsibility of the Developer); and (3) specific written or otherwise documented directives that may be given to the Developer by the City. The City agrees to give notice to the Developer of any claim made against it to which this indemnity and hold harmless agreement by the Developer could apply, and the Developer shall have the right to defend any lawsuit based on such claim and to settle any such claim provided Developer must obtain a complete discharge of all City liability through such settlement. Failure of the City to give notice of any such claim to the Developer within ninety (90) days after the City first receives a notice of such claim under the Colorado Governmental Immunity Act for the same, shall cause this indemnity and hold harmless agreement by the Developer to not apply to such claim and such failure shall constitute a release of this indemnity and hold harmless agreement as to such claim. Approval of and acceptance by the City of any storm drainage facility design or construction shall in no manner be deemed to constitute a waiver or relinquishment by the City of the aforesaid indemnification. The Developer shall engage a Colorado licensed professional engineer to design the storm drainage facilities as aforesaid and it is expressly affirmed hereby that such engagement shall be intended for the benefit of the City, and subsequent purchasers of property in the Development. I. The Developer shall pay storm drainage basin fees in accordance with Chapter 26, Article VII of the City Code. Storm drainage improvements eligible for 3 credit or City repayment under the provisions of Chapter 26 are described together with the estimated cost of the improvements on the attached Exhibit "B," which improvements, if applicable, shall include right-of-way, design and construction costs. See Section II.C, Special Conditions, Storm Drainage Lines and Appurtenances, for specific instructions. J. The Developer shall provide the City Engineer with certified Record Plan Transparencies on Black Image Diazo Reverse Mylars upon completion of each phase of the construction. Utilities will not be initially accepted prior to as -built drawings being submitted to and approved by the City of Fort Collins. K. The Developer specifically represents that to the best of its knowledge all property dedicated (both in fee simple and as easements) to the City associated with this Development (whether on or off -site) is in compliance with all environmental protection and anti -pollution laws, rules, regulations, orders or requirements, including solid waste requirements, as defined by the U. S. Environmental Protection Agency Regulations at 40 C.F.R., Part 261, and that such property as is dedicated to the City pursuant to this Development, is in compliance with all such requirements pertaining to the disposal or existence in or on such dedicated property of any hazardous substances, pollutants or contaminants, as defined by the Comprehensive Environmental Response Compensation and Liability Act of 1980, as amended, and regulations promulgated thereunder. The Developer, for itself and its successor(s) in interest, does hereby indemnify and hold harmless the City from any liability whatsoever that may be imposed upon the City by any governmental authority or any third party, pertaining to the disposal of hazardous substances, pollutants or contaminants, and cleanup necessitated by leaking storage tanks, excavation and/or backfill of hazardous substances, pollutants or contaminants, or environmental cleanup responsibilities of any nature whatsoever on, of, or related to any property dedicated to the City in connection with this Development, provided that such damages or liability are not caused by circumstances arising entirely after the date of acceptance by the City of the public improvements constructed on the dedicated property, except to the extent that such circumstances are the result of acts or omissions of the Developer. Said indemnification shall not extend to claims, actions or other liability arising as a result of any hazardous substance, pollutant or contaminant generated or deposited by the City, its agents or representatives, upon the property dedicated to the City in connection with this Development. The City agrees to give notice to the Developer of any claim made against it to which this indemnity and hold harmless agreement by the Developer could apply, and the Developer shall have the right to defend any lawsuit based on such claim and to settle any such claim provided the Developer must obtain a complete discharge of all City liability through such settlement. Failure of the City to give notice of any such claim to the Developer within ninety (90) days after the City first receives a notice of such claim under the Colorado Governmental Immunity Act for the same, shall cause this indemnity and hold harmless agreement by the Developer to not apply to such claim and such failure shall constitute a release of this indemnity and hold harmless agreement as to such claim. 4 L. The Developer acknowledges and agrees that the City, as the owner of any adjacent property (the "City Property") on which off -site improvements may be constructed, or that may be damaged by the Developer's activities hereunder, expressly retains (and does not by this Development Agreement waive) its rights as property owner. The City's rights as owner may include without limitation those rights associated with the protection of the City Property from damage, and/or the enforcement of restrictions, limitations and requirements associated with activities on the City Property by the Developer as an easement recipient. It. Special Conditions A. Water Lines Not Applicable B. Sewer Lines Not Applicable C. Storm Drainage Lines and Appurtenances 1. All on -site and off -site storm drainage improvements associated with this Development, as shown on the Final Development Plan Documents, shall be completed by the Developer in accordance with said documents prior to the issuance of any Certificate of Occupancy in this Development. Completion of improvements shall include the certification by a professional engineer licensed in Colorado that the drainage facilities which serve the Development have been constructed in conformance with said Final Development Plan Documents. This certification shall be submitted to the City at least two weeks prior to the date of issuance of a certificate of occupancy. 2. The Developer shall be responsible for maintaining the structural integrity and operational functions of all drainage facilities throughout the build -out of this Development:. If at any time following certification (as required pursuant to paragraph one (1) above) of said drainage facilities and during the construction of structures and/or lots within this Development the City reasonably decides that said drainage facilities no longer comply with the Final Development Plan Documents, the City shall give written notice to the Developer of all items which do not comply with the Final Development Plan Documents. Unless the Developer successfully appeals the decision of non-compliance, it shall bring such facilities back up to the standards and specifications as shown on the Final Development Plan Documents. Failure to maintain the structural integrity and operational function of said drainage facilities following certification shall result in the withholding of the issuance of additional building permits and/ or certificates of occupancy until such drainage facilities are repaired to the operational function and structural integrity which was approved by the City. 3. The Developer agrees to provide and maintain erosion control improvements as shown on the Final Development Plan Documents to stabilize all over - lot grading in and adjacent to this Development. The Developer shall also be required to post a security deposit in the amount of $2,995.95 prior to beginning construction to guarantee the proper installation and maintenance of the erosion control measures shown on the Final Development Plan Documents. Said security deposit(s) shall be made in accordance with the criteria set forth in the City's Storm Drainage Design Criteria and Construction Standards (Criteria). If, at any time, the Developer fails to abide by the erosion control provisions of the Final Development Plan Documents or the erosion control provisions of the Criteria after receiving notice of the same or an emergency situation exists which would reasonably require immediate mitigation measures, then, in either event, and notwithstanding any provisions contained in paragraph III(J) to the contrary, the City may enter upon the Property for the purpose of making such improvements and undertaking such activities as may be necessary to ensure that the provisions of said plans and the Criteria are properly enforced. The City may apply such portion of the security deposit(s) as may be necessary to pay all costs incurred by the City in undertaking the administration, construction, and/or installation of the erosion control measures required by said plans and the Criteria. In addition, the City shall have the option to withhold building permits and certificates of occupancy, as stated in Paragraph III.D of this Agreement, as it deems necessary in order to ensure that the Developer installs and maintains the erosion control measures throughout the build -out of this Development. 4. It is important that all buildings on all lots be graded to drain in the configuration shown on the Final Development Plan Documents. For this reason the following additional requirements shall be followed for all buildings on all lots: Prior to the issuance of a certificate of occupancy for any lot or building unit the Developer shall provide the City with certification that the lot and or the building has been graded correctly. This grading certification shall demonstrate that the lot or building finish floor elevation has been built in accordance with the elevation specified on the Final Development Plan Documents. The certification shall also show that the minimum floor elevation or minimum opening elevation for any building constructed is in compliance with the minimum elevation as required on the Final Development Plan Documents. The certification shall demonstrate as well that any minor swales adjacent to the building or on the lot have been graded correctly and in accordance with the grades shown on the Final Development Plan Documents. The certification shall also show that the elevations of all corners of the lot are in accordance with the elevations shown on the Final Development Plan Documents. Said certification shall be completed by a Colorado licensed professional engineer and shall be submitted to the City at least two weeks prior to the date of issuance of the desired certificate of occupancy. 5. The Developer shall obtain the City's prior approval of any changes from the Final Development Plan Documents in grade elevations and/or storm drainage facility configuration that occur as a result of the construction of houses and/or development of lots, whether by the Developer or other parties. The City reserves the right to withhold the issuance of building permits and certificates of occupancy for this Development until the City has deemed such changes as being acceptable for the safe and efficient delivery of storm drainage water. 6. The Developer shall limit the construction of the off -site storm drainage improvement lines to the limits of construction as shown on the Final Development Plan Documents. The contractor shall restore all areas that are disturbed during construction of the off -site storm drainage improvements in accordance with the Final Development Plan Documents promptly following construction. The Developer shall ensure that no negative impact occurs to the off -site areas. The limits of development shall be delineated in the field with a construction fence and said fence shall be installed prior to the commencement of any grading or construction in the City Park property adjacent to this Development. Failure to comply with such a condition shall result in the stoppage of work on the site, withholding of building permits and/or certificates of occupancy in this Development and all other applicable City of Fort Collins floodplain and floodway regulations. 7. Prior to the commencement of any construction activity on City Park property, the Developer shall give the City Parks and Recreation Department (970- 221-6367) 24 hour advance notice. 8. The drainage design for this Development provides for the evacuation of storm drainage runoff in a reasonable amount of time out of the water quality and detention facilities and into the drainage outfall system. The water quality and detention facilities have been designed to discharge stormwater runoff from frequent storms over a 40 hour period through a small diameter outlet. Under the intended operation of the water quality and detention pond, there will not be standing water in the pond more than 48 hours after the end of a rainfall event. If, during or within 2 years after construction and acceptance of the detention facilities associated with this Development, surfacing or standing water conditions persist in these facilities; and if such conditions are beyond what can be expected in accordance with the approved stormwater design, the Developer shall promptly, upon such discovery, install an adequate de -watering system in the detention facilities. Such a system shall be reviewed and approved by the City prior to installation. 9. The Developer agrees to maintain the drainage outlet area north of the Mason Court turnaround and will install riprap in the swale below the outlet for a length of at least 25 feet as shown on the Final Development Plan Documents. 10. The Developer will install a drainage outlet in the recorded drainage easement just north of Tract A. This outlet shall include buried riprap as shown on the Final Development Plan Documents, which riprap shall be blended into the current Park landscape. The City will maintain the outlet and the outlet landscaping. 11. The Developer agrees to repair and maintain the swales in a clean and working condition. The outlet and swale portions must be constructed so that the 7 City can maintain landscaping in this area with lawn mowers and with minimal change from the current maintenance operations. 12. The Developer and the City agree that the City shall be permitted access to Tract A for maintenance and other activities on areas adjacent to Tract A. however, the Developer shall be responsible for the maintenance of Tract A. 13. The Developer and the City recognize that the development plans call for planting trees and vegetation over an existing City drainage culvert known as the Howes Street Outfall. All trees and vegetation over the Howes Street Outfall system may be removed by the City when conducting maintenance operations over or related to the Howes Street Ouffall. The City will not be responsible for tree or other vegetation replacement following maintenance activities related to the Howes Street Outfall, however, the City shall exercise reasonable care and seek the least destructive remedy reasonably possible when conducting such maintenance activities. The Developer shall be responsible for promptly replacing said trees and other vegetation after the City has completed its work. 14. Some lots in this Development abut certain storm drainage facilities and it is agreed that it is of the utmost importance that no storm water from said facilities enters houses built on these lots. In order to provide the assurance that houses built on these lots are constructed at an elevation that said storm water cannot enter, the Final Development Plan Documents contain specifications for the minimum elevation for any opening to each house. Prior to the issuance of a certificate of occupancy for any unit in Buildings A, B and C; the Developer shall provide certification from a professional engineer licensed in Colorado that the lowest opening to any such unit is at or above the minimum elevation required on the Final Development Plan Documents. Said certification is in addition to, and may be done in conjunction with, the lot certification described in paragraph II.C.4. above. 15. The Developer and its successors and assignee(s) agree to hold the City harmless against any claims resulting from flooding occurring on the Property due to excess drainage flows coming off of the inlets located on Cherry Street. The Developer, for itself and its successors, agrees that the location of the buildings in this Development constricts the overflow path from these inlets to the Poudre River. D. Streets. 1. No street oversizing reimbursement from the City is due the Developer for this Development. 2. Notwithstanding any provision herein to the contrary, the Developer shall be responsible for all costs for the initial installation of traffic signing and striping for this Development, including both signing and striping related to the Developer's internal street operations and the signing and striping of any adjacent or adjoining local, collector or arterial streets that is made necessary because of the Development. 3. Following completion of all public infrastructure improvements, the Developer shall continue to have responsibility for maintenance and repair of said improvements in accordance with Sections 2.2.3, 3.3.1 and 3.3.2 of the Land Use Code of the City. 4. The Developer shall construct and maintain the pedestrian refuge median in Cherry Street. Said median shall be landscaped using low maintenance landscaping in conjunction with trickle irrigation. E. Natural Resources Not Applicable F. Soil Amendment In all areas associated with this Development that are to be landscaped or planted in accordance with the Final Development Plan Documents, and do not require a building permit, the soils shall be loosened and amended by the Developer in accordance with Section 3.8.21 of the Land Use Code prior to the issuance of more any certificate of occupancy in this Development. Completion of soil amendments shall include certification by the Developer that the work has been completed. This certification shall be submitted to the City at least two (2) weeks prior to the date of issuance of any certificate of occupancy in this Development. G. Ground Water, Subdrains and Water Rights 1. The City shall not be responsible for, and the Developer (for itself and its successor(s) in interest) hereby agrees to indemnify and hold harmless the City against any damages or injuries sustained in the Development as a result of ground water seepage or flooding, structural damage, or other damage unless such damages or injuries are proximately caused by the City's negligent operation or maintenance of its storm drainage facilities in the Development. However, nothing herein shall be deemed a waiver by the City of its immunities, defenses, and limitations to liability under the Colorado Governmental Immunity Act (Section 24-20-101 CRS, et. seq.) or under any other law. 2. If the Development includes a subdrain system, any such subdrain system, whether located within private property or within public property such as street rights -of -way or utility or other easements, shall not be owned, operated, maintained, repaired or reconstructed by the City and it is agreed that all ownership, operation, maintenance, repair and reconstruction obligations shall be those of the Developer or the Developer's successor(s) in interest. Such subdrain system is likely to be located both upon private and public property and, to the extent that it is located on public property, all maintenance, operation, repair or reconstruction shall be conducted in such a manner that such public property shall not be damaged, or if damaged, shall, upon completion of any such project, be repaired in accordance with then existing City 0 standards. The City shall not be responsible for, and the Developer, for itself and its successor(s) in interest, hereby agrees to indemnify and hold harmless the City against any damages or injuries sustained in the Development as the result of groundwater seepage or flooding, structural damage or other damage resulting from failure of any such subdrain system. 3. Without admitting or denying any duty to protect water rights, the Developer, for itself and its successor(s) in interest, hereby agrees to indemnify and hold harmless the City against any damages or injuries to water rights caused, directly or indirectly by the construction, establishment, maintenance or operation of the Development. 4. The City agrees to give notice to the Developer of any claim made against it to which the foregoing indemnities and hold harmless agreements by the Developer could apply, and the Developer shall have the right to defend any lawsuit based on such claim and to settle any such claim provided the Developer must obtain a complete discharge of all City liability through such settlement. Failure of the City to give notice of any such claim to the Developer within ninety (90) days after the City first receives notice of such claim under the Colorado Governmental Immunity Act for the same, shall cause the forgoing indemnities and hold harmless agreements by the Developer to not apply to such claim and such failure shall constitute a release of the foregoing indemnities and hold harmless agreements as to such claim. H. Hazards and Emergency Access 1. No combustible material will be allowed on the site until a permanent water system is installed by the Developer and approved by the City. 2. Prior to beginning any building construction, and throughout the build -out of this Development, the Developer shall provide and maintain at all times an accessway to said building or buildings. Such accessway shall be adequate to handle any emergency vehicles or equipment, and the accessway shall be kept open during all phases of construction. Such accessway shall be constructed to an unobstructed width of at least 20 feet with 4 inches of aggregate base course material compacted according to city standards and with a 100 foot diameter turnaround at the building end of said accessway. The turnaround is not required if an exit point is provided at the end of the accessway. Prior to the construction of said accessway, a plan for the accessway shall be submitted to and approved by the Poudre Fire Authority and City Engineer. (Three plan sets shall be submitted to the Poudre Fire Authority at 102 Remington Street for review and processing.) If such accessway is at any time deemed inadequate by the Poudre Fire Authority or City Engineer, the accessway shall be promptly brought into compliance and until such time that the accessway is brought into compliance, the City and/or the Poudre Fire Authority may issue a stop work order for all or part of the Development. I. Footing and Foundation Permits 10 1. Notwithstanding any provision in this Agreement to the contrary, the Developer shall have the right to obtain a Footing and Foundation permit upon the installation of all underground water, sanitary sewer, and storm sewer facilities, and an emergency accessway for the Phase in which the permit is being requested. Facilities shall include but not be limited to all mains, lines, services, fire hydrants and appurtenances for the site as shown on the Final Development Plan Documents. Development Construction Permit 1. The Developer shall apply for and obtain a Development Construction Permit for this Development, in accordance with Division 2.6 of the Land Use Code (or Section 29-12 of the Transitional Land Use Regulations, if applicable), prior to the Developer commencing construction. The Developer shall pay the required fees for said Permit and construction inspection, and post security to guarantee completion of the public improvements required for this Development, prior to issuance of the Development Construction Permit. K. Maintenance and Repair Guarantees 1. The Developer agrees to provide a two-year maintenance guarantee and a five-year repair guarantee covering all errors or omissions in the design and/or construction of the public improvements required for this Development, which guarantees shall run concurrently and shall commence upon the date of completion of the public improvements and acceptance thereof by the City. More specific elements of these guarantees are noted in Exhibit "C." Security for the maintenance guarantee and the repair guarantee shall be as provided in Section 3.3.2(C) of the Land Use Code, or Section 29-14 of the Transitional Land Use Regulations, as applicable. Notwithstanding the provisions of paragraphs III (H) and (1) of this Agreement to the contrary, the obligations of the Developer pursuant to this paragraph and Exhibit "C" may not be assigned or transferred to any other person or entity unless the warranted improvements are completed by, and a letter of acceptance of the warranted improvements is received from the City by, such other person or entity. L. Special Paving 1. Any special paving or special finishes to pavement used within public rights of way or public easements shall be the responsibility of the Developer to install and maintain. Should areas of special paving need to be removed by the City or other utilities for repair, maintenance, or other purposes, such party shall not be held responsible to replace the special paving in like kind, but replacement materials shall only be plain asphalt or concrete, as applicable. Should the Developer desire that the pavement in the repair or maintenance area be replaced with special pavement, then the Developer may make such replacement at its sole cost. Miscellaneous A. The Developer agrees to provide and install, at its expense, adequate barricades, warning signs and similar safety devices at all construction sites within the public right-of-way and/or other areas as deemed necessary by the City Engineer and Traffic Engineer in accordance with the City's "Work Area Traffic Control Handbook" and shall not remove said safety devices until the construction has been completed. B. As required pursuant to Chapter 20, Article IV of the City Code, the Developer shall, at all times, keep the public right-of-way free from accumulation of waste material, rubbish, or building materials caused by the Developer's operation, or the activities of individual builders and/or subcontractors, shall remove such rubbish as often as necessary, but no less than daily and; at the completion of the work, shall remove all such waste materials, rubbish, tools, construction equipment, machinery, and surplus materials from the public right-of-way. The Developer further agrees to maintain the finished street surfaces so that they are free from dirt caused by the Developer's operation or as a result of building activity. Any excessive accumulation of dirt and/or construction materials shall be considered sufficient cause for the City to withhold building permits and/or certificates of occupancy until the problem is corrected to the satisfaction of the City Engineer. If the Developer fails to adequately clean such streets within two (2) days after receipt of written notice, the City may have the streets cleaned at the Developer's expense and the Developer shall be responsible for prompt payment of all such costs. The Developer also agrees to require all contractors within the Development to keep the public right-of-way clean and free from accumulation of dirt, rubbish, and building materials. C. The Developer hereby agrees that it will require its contractors and subcontractors to cooperate with the City's construction inspectors by ceasing operations when winds are of sufficient velocity to create blowing dust which, in the inspector's opinion, is hazardous to the public health and welfare. D. The Developer may encroach into the utility easements with fagade mounted awnings as long as they are "detachable". "Detachable" means that two maintenance personnel can easily detach and carry any of the awnings. In case of the need for maintenance, the City shall request from the HOA, the removal of any of the awning(s) and the HOA shall be responsible to remove any designated awning(s) within forty-eight (48) hours after receiving the City's request. In the event of an emergency, the City or other affected Utility may remove the awnings as needed to respond to the emergency. In such event, neither the City nor such Utility shall be liable for damages to said awnings or for damages to the structures to which the awnings were attached; and the Developer, for itself and its successors, hereby holds harmless the City and/or such Utility from any liability therefor.. E. The Developer shall, pursuant to the terms of this Agreement, complete all improvements and perform all other obligations required herein, as such improvements or obligations may be shown on the Final Development Plan Documents, or any 12 documents executed in the future that are required by the City for the approval of an amendment to a development plan, and the City may withhold (or to the extent permitted by law, revoke) such building permits and certificates of occupancy as it deems necessary to ensure performance in accordance with the terms of this Development Agreement. The processing and 'routing for approval' of the various development plan documents may result in certain of said documents carrying dates of approval and/or execution that are later than the date of execution of this Development Agreement or the Memorandum Of Agreement (if any) recorded to give record notice of this Agreement. The Developer hereby waives any right to object to any such discrepancy in dates. F. Nothing herein contained shall be construed as a waiver of any requirements of the City Code, Land Use Code, or Transitional Land Use Regulations (as applicable) and the Developer agrees to comply with all requirements of the same. G. In the event the City waives any breach of this Agreement, no such waiver shall be held or construed to be a waiver of any subsequent breach hereof. H. All financial obligations of the City arising under this Agreement that are payable after the current fiscal year are contingent upon funds for that purpose being annually appropriated, budgeted and otherwise made available by the Fort Collins City Council, in its discretion. I. This Agreement shall run with the Property and shall be binding upon and inure to the benefit of the parties hereto, their respective personal representatives, heirs, successors, grantees and assigns. It is agreed that all improvements required pursuant to this Agreement touch and concern the Property regardless of whether such improvements are located on the Property. Assignment of interest within the meaning of this paragraph shall specifically include, but not be limited to, a conveyance or assignment of any portion of the Developer's legal or equitable interest in the Property, as well as any assignment of the Developer's rights to develop the Property under the terms and conditions of this Agreement. J. In the event the Developer transfers title to the Property and is thereby divested of all equitable and legal interest in the Property, the Developer shall be released from liability under this Agreement with respect to any breach of the terms and conditions of this Agreement occurring after the date of any such transfer of interest. In such event, the succeeding property owner shall be bound by the terms of this Agreement. K. Each and every term of this Agreement shall be deemed to be a material element hereof. In the event that either party shall fail to perform according to the terms of this Agreement, such party may be declared in default. In the event that a party has been declared in default hereof, such defaulting party shall be given written notice specifying such default and shall be allowed a period of ten (10) days within which to cure said default. In the event the default remains uncorrected, the party declaring 13 default may elect to: (a) terminate the Agreement and seek damages; (b) treat the Agreement as continuing and require specific performance or; (c) avail itself of any other remedy at law or equity- L. In the event of the default of any of the provisions hereof by either party which shall require the party not in default to commence legal or equitable action against said defaulting party, the defaulting party shall be liable to the non -defaulting party for the non -defaulting party's reasonable attorney's fees and costs incurred by reason of the default. Nothing herein shall be construed to prevent or interfere with the City's rights and remedies specified in Paragraph III.D of this Agreement. M. Except as may be otherwise expressly provided herein, this Agreement shall not be construed as or deemed to be an agreement for the benefit of any third party or parties, and no third party or parties shall have any right of action hereunder for any cause whatsoever. N. It is expressly understood and agreed by and between the parties hereto that this Agreement shall be governed by and its terms construed under the laws of the State of Colorado and the City of Fort Collins, Colorado. O. Any notice or other communication given by any party hereto to any other party relating to this Agreement shall be hand -delivered or sent by certified mail, return receipt requested, addressed to such other party at their respective addresses as set forth below; and such notice or other communication shall be deemed given when so hand -delivered or three (3) days after so mailed: If to the City: Engineering Development Review City of Fort Collins P.O. Box 580 Fort Collins, CO 80522 With a copy to: City Attorney's Office City of Fort Collins P.O. Box 580 Fort Collins. CO 80522 If to the Developer/ James Leach and Peter Clyde Owner: Wonderland Hill Development Company 4676 Broadway Boulder, CO 80304 14 Notwithstanding the foregoing, if any party to this Agreement, or its successors, grantees or assigns, wishes to change the person, entity or address to which notices under this Agreement are to be sent as provided above, such party shall do so by giving the other parties to this Agreement written notice of such change. P. When used in this Agreement, words of the masculine gender shall include the feminine and neuter gender, and when the sentence so indicates, words of the neuter gender shall refer to any gender; and words in the singular shall include the plural and vice versa. This Agreement shall be construed according to its fair meaning, and as if prepared by all parties hereto, and shall be deemed to be and contain the entire understanding and agreement between the parties hereto pertaining to the matters addressed in this Agreement. There shall be deemed to be no other terms, conditions, promises, understandings, statements, representations, expressed or implied, concerning this Agreement, unless set forth in writing signed by all of the parties hereto. Further, paragraph headings used herein are for convenience of reference and shall in no way define, limit, or prescribe the scope or intent of any provision under this Agreement. Lt i `IU A APPROVED AS TO CONTENT: City Engineer APPROVED AS TO FORM: eputy City Attorney THE CITY OF FORT COLLINS, CbLORADO, a Municipal Corporation By: City Manager DEVELOPER/OWNER: Mason Street rt a Col rado limited liability comp By: J W. Leach, Manager 15 EXHIBIT "A" Schedule of electrical service installation. Electrical lines need to be installed prior to the installation of the sidewalk, curb returns, handicap ramps, paving and landscaping. If the Developer installs any curb return, sidewalk or handicap ramp prior to the installation of electrical lines in an area that interferes with the installation of the electrical line installation, the Developer shall be responsible for the cost of removal and replacement of those items and any associated street repairs. 2. Schedule of water lines to be installed out of sequence. Not Applicable. Schedule of sanitary sewer lines to be installed out of sequence. Not Applicable. 4. Schedule of street improvements to be installed out of sequence. Not Applicable 5. Schedule of storm drainage improvements to be installed out of sequence. Not Applicable. 16 EXHIBIT "B" Not Applicable 17 EXHIBIT "C MAINTENANCE GUARANTEE: The Developer hereby warrants and guarantees to the City, for a period of two (2) years from the date of completion and first acceptance by the City of the public improvements warranted hereunder, the full and complete maintenance and repair of the public improvements constructed for this Development. This warranty and guarantee is made in accordance with the City of Fort Collins Land Use Code and/or the Transitional Land Use Regulations, as applicable. This guarantee applies to the streets and all other appurtenant structures and amenities lying within the rights -of -way, easements and other public properties, including, without limitation, all curbing, sidewalks, bike paths, drainage pipes, culverts, catch basins, drainage ditches and landscaping. Any maintenance andlor repair required on utilities shall be coordinated with the owning utility company or city department. The Developer shall maintain said public improvements in a manner that will assure compliance on a consistent basis with all construction standards, safety requirements and environmental protection requirements of the City. The Developer shall also correct and repair, or cause to be corrected and repaired, all damages to said public improvements resulting from development -related or building -related activities. In the event the Developer fails to correct any damages within thirty (30) days after written notice thereof, then said damages may be corrected by the City and all costs and charges billed to and paid by the Developer. The City shall also have any other remedies available to it as authorized by this Agreement. Any damages which occurred prior to the end of said two (2) year period and which are unrepaired at the termination of said period shall remain the responsibility of the Developer. REPAIR GUARANTEE: The Developer agrees to hold the City of Fort Collins, Colorado, harmless for a five (5) year period, commencing upon the date of completion and acceptance by the City of the public improvements constructed for this Development, from any and all claims, damages, or demands arising on account of the design and construction of public improvements of the Property shown on the approved plans and documents for this Development, and the Owner furthermore commits to make necessary repairs to said public improvements, to include, without limitation, the roads, streets, fills, embankments, ditches, cross pans, sub -drains, culverts, walls and bridges within the right-of-way easements and other public properties, resulting from failures caused by design and/or construction defects. This agreement to hold the City harmless includes defects in materials and workmanship, as well as defects caused by or consisting of settling trenches, fills or excavations. 18 Further, the Developer agrees that the City shall not be liable to the Developer during the warranty period, for any claim of damages resulting from negligence in exercising engineering techniques and due caution in the construction of cross drains, drives, structures or buildings, the changing of courses of streams and rivers, flooding from natural creeks and rivers, and any other matter whatsoever on private property. Any and all monetary liability occurring under this paragraph shall be the liability of the Developer. The obligations of the Developer pursuant to the "maintenance guarantee' and "repair guarantee" provisions set forth above may not be assigned or transferred to any other person or entity unless the warranted improvements are completed by, and a letter of acceptance of the warranted improvements is received from the City by, such other person or entity. U August 3, 2009 Project No: 1558-02-01 CURPO Wonderland Hill Development Company 4676 Broadway Boulder, Colorado 80304 Attu. James W. Leach Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations Dear Mr. Leach, Representing Shear Engineering Corporation, and at your request, I made a site visit to the above referenced site on Wednesday, July 22, 2009 and made several observations concerning damage to the site due to the intense July 20, 2009 hailstorm. A City of Fort Collins Stormwater Utility staff member suggested that the storm may have had an intensity of one inch (I") per hour. Underground parking flooding occurred at 409 Mason Court, basement flooding occurred at 401 Mason Court and landscaping damage occurred throughout the site. The following is a summary of history and design items related to Mason Street North. GENERAL INFORMATION: Mason Street North Project: • Final Utility Plans for Mason Street North were prepared by Shear Engineering Corporation; Shear Project No. 1558-02-01; Utility Plan approval by the City Engineer dated 04/07/05. • There is a note on Sheet 13 of 19 of the Sitework Utility Plans for Mason Street North which states: Note: City will be held harmless in the event any flooding does occur within the development. This area was never planned to have .structures located on it and the drainage easement has been reduced to 40 feet. This note is primarily related to the area between Building A (401 Mason Court) and Building B (405 Mason Court) where the Howes Street Outfall double box culvert is located and where the project was required to provide for overflow flows when the existing Cherry Street inlet capacity was exceeded. Martinez P.U.D. had a building where Building C (409 Mason Court) is currently located. • A Final Drainage, Erosion Control and Water Quality Report for Mason Street North was prepared by Shear Engineering Corporation; Shear Project No. 1558-02-01; Report dated July 2004. City of Fort Collins Stormwater Utility approval date: 08/05/2004. The Final Drainage, Erosion Control and Water Quality Report for Mason Street North is available at the offices of the City of Fort Collins Stormwater Utility and Shear Engineering Corporation. li336 \. 0dIc�c, Suite 12 F,. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 t i%sheartu ginecri n_.tam. PAGE 2 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations A Landscape Plan for Mason Street North was prepared by Wolff Lyon Architects; Wolff Lyon Project No. 0102; latest plan revision date: June 13, 2004. The Landscape plan notes bluegrass sod in areas where bluegrass sod was never installed. It is unknown who actually installed the landscaping. The Landscape Plan by Wolff Lyon is available at City of Fort Collins mapping and at the offices of Wolff Lyon in Boulder. • During construction of Building C (409 Mason Court), groundwater was encountered in the excavation. A drain system for Building C was coordinated and a junction box was added to the existing 48" storm sewer with two (6") PVC drains from Building C to the 48" storm sewer. Refer to Sheet 5 of 19 of the Mason Street North Final Utility Plans (Storm sewer plan and profile with Building C double 6" PVC drains). Mason Street North was a Replat of Lot 12 and Tract A, Martinez P.U.D. Sitework Utility Plans for Martinez P.U.D. were prepared by Shear Engineering Corporation; Shear Project No. 1558-01-97; Utility Plan approval by the Director of Engineering dated 05/06/98. Existing 48" RCP storm sewer There is an existing 48" RCP stone sewer located between Building B (405 Mason Court) and Building C (409 Mason Court). This storm sewer had been previously abandoned with the Howes Street Outfall project. The 48" storm sewer was returned to service with the Mason Street North project for conveyance of peak flows from west of the site including the railroad right-of-way. From the Mason Street North Final Drainage and Erosion Control Report: 7. There is an existing 48"diameter RCP storm sewer running in a northeasterly direction across the site between Buildings B and C. a. The 48"storm sewer has been abandoned with the recent installation of the Howes Street Outfall. b. A portion of the existing 48".storm sewer will be returned to service in association with this project primarily to accommodate railroad right-of-way storm flows along the south side of Building C. Burlington Northern Railroad right-of-way: • According to Latimer County assessor records, the property where the railroad tracks have been removed is currently owned by the City of Fort Collins. Assessor records indicate that a Quit Claim deed was recorded 04/26/1985 with the Burlington Northern Railroad Company as the Grantor and the City of Fort Collins as the Grantee. A printout from Larimer County Assessor records from the Assessor website is attached. PAGE 3 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations • At the time of construction of the Mason Street North project, the Burlington Northern Railroad had two sets of tracks in place within the railroad right-of-way to the west. It is our understanding that the Burlington Northern railroad has been removing those tracks in recent weeks. Shear Engineering Corporation first noticed the railroad track removals on July 3, 2009 while visiting the site after another hailstorm that apparently occurred on June 7, 2009. Refer to digital pictures. • It is unclear if the there are plans to upgrade the property or what the intended use of the property may be after the tracks have been removed. • A 6'x6' area inlet (area inlet - 1) was specified with the Final Utility Plans for Mason Street North. In order to meet City of Fort Collins Storm Drainage criteria for the anticipated peak flow from the railroad right-of-way to the west, the inlet rim grates were specified as "Two Grates, Neenah Type -A, R-4977 or equal). See sheet 13 of 19 of the Final Utility Plans for Mason Street North. • Contributing areas to the Mason Street North project site were determined with the Martinez P.U.D. project. The Martinez P.U.D. Final Drainage Report indicates the following in reference to the Old Town Master Drainage Plan: 4. .Some offsite contribution is expected from the properties to the south and west. The offiite contributing area is bounded by Loomis Avenue on the west and Cherry Street on the south. The offsite contributing area consists of subcatchment 136 and 108 as designated on Figure 4.1 of the Old Town Master Drainage Basin Plan. A 2 (two) sheet exhibit is attached in Appendix V which delineates the offsite basins. a. The majority of the offsite stormwater from subcatchment 136 is conveyed easterly along the north side of the existing railroad tracks. There is a poorly defined Swale along the northern side of the tracks. Development of the site will include .some grading in the railroad right-of-way to better define the Swale. Subcatchment 136 has an area of approximately 26.8 acres. This compares to an area of 17.0 acres which is listed the Old Town Master Drainage Plan. • From Page 6 of the Mason Street North Final Drainage and Erosion Control Report: a. The design flow is 110.60 efs at Design Point 3 according to the Drainage and Erosion Control Report for Martinez Park P.U.D. Design Point 3 is located at the southwest corner of Building C. This is the estimated peak flow from the upstream area as delineated in the offsite drainage exhibit provided with the Drainage and Erosion Control Report for Martinez P.U.D. The contributing area is Subcatchment 136 on the offsite drainage exhibit. PAGE 4 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations The Howes Street Outfall; existing combination Type 13 inlet on Cherry Street The combination type 13 inlet on the Cherry Street was installed as a part of the Howes Street Outfall project. Howes Street Outfall plans were prepared by ICON Engineering, Inc.; ICON Project No: 98-039-HOW-352; plan dated 02/99. These plans are available at City of Fort Collins mapping. The plans are unclear concerning the depth of water allowed in Cherry Street. The drainage report identifying water depths in Cherry Street for sizing the inlet would be available at the City of Fort Collins Stormwater Utility. The following is a summary of my observations and understandings of Wednesday, July 22, 2009. GENERAL OBSERVATIONS / UNDERSTANDINGS: 6011x60" area inlet southwest of Building C. The 60N60" area inlet southwest of Building C (409 Mason Court) appeared to have clogged with silt, mud and debris on top of the inlet grate, causing a flooding or ponding condition in the parking lot southwest of Building C. Runoff appears to have overflowed from the parking lot to the drive access to the Building C underground parking area. Pictures of the inlet that were taken by City of Fort Collins personnel prior to cleaning the debris from the inlets are included with this report for reference. Our understanding is that these pictures were taken on Tuesday, June 21, 2009. Building A (401 Mason Court): Roof downspout drainage on the south side of Building A does not appear to be adequately conveyed to the open area between Buildings A and B according to the grading design intent noted on the approved Final Utility Plans for Mason Street North. There is evidence of accumulating water near the building. My understanding is that the Building A basement has flooded on several occasions requiring cleanup. This may be due to infiltration of a heavy concentration of runoff through the backfill zone of Building A. It is not known if a sump pit was installed with Building A with original construction. • Buildine B (405 Mason Court): Roof downspout drainage on the south side of Building B does not appear to be adequately conveyed to the open area between Buildings A and B according to the grading design intent noted on the approved Final Utility Plans for Mason Street North. There is evidence of accumulating water near the building. Refer to attached pictures. • Area between Building A and Building B: The area between Building A and Building B ponded from overflow runoff from Cherry Street. The ponding functioned precisely as designed as this area is defined as an "overflow" channel between Buildings A and B according to the Final Drainage and Erosion Control Report for Mason Street North. Mulch and debris settled in this area after flooding. PAGE 5 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations • Area between railroad tracks and Chem Street: A majority of the landscape mulch in the sump area between the railroad tracks and Cherry Street has washed in toward the sump inlet. My understanding is that mulch accumulation at the inlet has been removed on several occasions. Refer to picture attached. Building C (409 Mason Court) underground narking: Runoff and debris entered the Building C underground parking area from the drive access on the west side of the building. Water appeared to have reached a depth of approximately four feet (4') on the north side of the underground parking area. Refer to picture in appendix. The trench drain at the entrance to the building was full of debris. The trench drain at the lowest grade of the underground parking on the north side of the building was full of debris and had some standing water remaining. The drain was clearly not functioning. Outfall points and appurtenances were not evident. • Building C (409 Mason Court) landscaping: The mulch between the railroad track and the defined rock drainage channel south of Building C (409 Mason Court) washed into the drainage channel and ultimately to the parking lot southwest of Building C. The mulch damaged the integrity of the rock channel. Refer to picture provided. CONCLUSIONS AND RECOMMENDATIONS: 60"x60" area inlet southwest of Building C: To protect the inlet (area inlet - 1) southwest of Building C, A stable rock waddle system should be installed around the west and south sides of the inlet. A primary treatment water quality pond (pre -sedimentation facility) should be considered west of the inlet. This may require approval from the property owner to the west if the pond extends beyond the west boundary of Mason Street North as defined by the final plat for Mason Street North. A detailed design and grading plan may be required. The pond would act similar to a "forebay" as defined by the Urban Drainage and Flood Control District according to the attached exhibit (Figure EDB-1). 60"x60" area inlet southwest of Building C: Fabricate and install a new raised grate on the existing inlet (area inlet - 1) that will further inhibit debris from accessing the existing inlet grate and allow inlet grate to function for runoff conveyance only. The grate would be designed to function with an intent similar to the one noted in the exhibit attached (see beehive grate with frame). This grate would need to be specially fabricated for the inlet size and would need to be designed and detailed for proper function intent. PAGE 6 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations Railroad Right -of -Way: The inlet (area inlet - 1) west of Building C (409 Mason Court) clogged with silt, mud and debris from the railroad right-of-way to the west due to interlse erosion from track removal and lack of stabilization of the disturbed land after the railroad tracks were removed. The non-functioning inlet created a flooding or ponding condition in the parking lot southwest of Building C. Runoff ultimately overflowed from the parking lot to the drive access to the Building C underground parking area. To prevent the erosion condition with future events, the railroad property affected needs to be re -stabilized to conditions that are equal to or better than the condition when the railroad tracks were in place. The drainage swale defined with the Final Utility Plans for Martinez P.U.D. should be redefined according to the railroad swale cross sections noted on Sheet 15A of 20 of the approved Final Utility Plans for Martinez P.U.D. and according to the specific details noted in the Final Drainage and Erosion Control Report for Martinez P.U.D. From Page 8 of the Final Drainage and Erosion Control Report for Martinez P.U.D.: IV. DRAINAGE FACILITY DESIGN.• D. Specific Details -Swale in Railroad ROW 1. A trapezoidal swale along the north side of the railroad tracks (Section Y-Y) will be constructed to convey the offsite flows along the north side of the tracks to the proposed commercial building. The Swale consists of a 6' wide concrete pan centered in a 30' wide swale. a. The design flow is 126.67 efs which is 133% of the QI00 at Design Point 3 (95.24 efs). Design Point 3 is located at the southwest corner of the proposed commercial building. This is the estimated peak flow from the upstream area as delineated in the offsite drainage exhibit. The contributing area is sub -basin 136 on the offsite drainage exhibit. b. The grading will be done on the north .ride of the tracks. The grade of the tracks will not be changed by construction of the swale. c. The proposed trapezoidal swale has the following geometric and hydraulic characteristics. Side Depth Bottom Slope Mannings slope Capacity A Width ft. ft./ft. n H: V cfs 1.5 10.0 0.007 0.029 7:1 128.76 Upgrades to the railroad right-of-way would appear to be the responsibility of either the Burlington Northern Railroad since it appears track removal is being performed by the Burlington Northern Railroad. Or the City of Fort Collins as owner of the property. PAGE 7 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations Building A (401 Mason Court): Provide adequate channelization to meet the grading design intent noted on the approved Final Utility Plans for Mason Street North. The preferred channel slope would be 2%. A 1 % slope was defined on the approved Final Utility Plans for Mason Street North due to the relative location of the railroad tracks. An underground drain should also be installed that could daylight in the open area between Buildings A and B. Preferably, this drain should be cored into the side of the existing area inlet so maintenance of the daylight point may be reduced. An inlet should be installed south of Building A at the major roof drainage discharge point. The box will reduce (or eliminate) the infiltration at the backfill zone currently occurring. • Building B (405 Mason Court) grading: Provide adequate channelization to meet the grading design intent noted on the approved Final Utility Plans for Mason Street North. The preferred channel slope would be 2%. A 1% slope was defined on the approved Final Utility Plans for Mason Street North due to the relative location of the railroad tracks. A valley pan or an underground drain could be incorporated in this area. • Building B (405 Mason Court) landscaping: Remove the mulch adjacent to Building B and replace with landscape stone of a size that with remain in place during rainfall events. Building C (409 Mason Court) underground parking: Because the inlet located southwest of Building C (409 Mason Court) clogged during the July 20, 2009 storm event, it is unclear if the existing 48" diameter storm sewer between Building B and C surcharged or not. It is apparent the Building C drain clogged after the underground parking area flooded. Pumping was required to remove the standing water. However, in order to prevent backflow due to future surcharge of the existing 48" storm sewer, backflow prevention flap valves should be considered with the 6" PVC drains to the Building C (409 Mason Court) underground parking drain system. These may be installed at the inlet. Or they may be installed inside the building. Verify that backflow prevention was not installed with initial construction. • Building C (409 Mason Court): Consider raising the grade between the access drive to the Building C parking area and the private drive to help force future potential overflow to the private drive gutter system. This would require a detailed grading design and plan. • Building C (409 Mason Court) landscapine: Remove the mulch between the railroad track and the defined rock drainage channel south of Building C (409 Mason Court) in its entirety and replace with landscape stone similar to the stone defining the drainage channel south of Building C. Clean all mulch and debris from the rock channel to maintain the channel conveyance integrity and capacity. PAGE 8 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations Area between railroad tracks and Cherry Street: Remove all remaining landscape mulch and replace with landscape stone of a size that with remain in place during rainfall events. Consider replacing the storm sewer rim with a "beehive" style rim. Place permanent protection around the manhole rim. Existing combination Type 13 inlet on Cherry Street: Although the Cherry Street stormwater system is designed to overflow to the north, improvements along the north side of the Cherry Street north sidewalk should be made to contain as much runoff in Cherry Street allowed by City of Fort Collins criteria for roadway inundation and for meeting the inlet design criteria noted by ICON Engineering, Inc. on the Howes Street Outfall plans; ICON Engineering, Inc.; ICON Project No: 98-039-HOW-352; plan dated 02/99. Runoff is currently routed to the Mason Street North site at the railroad track intersection with the Cherry Street north sidewalk. The maximum depth of flow in Cherry Street is the depth of curb at the inlet (6"). Improvements behind the walk could consist of raising the grade either with grading or by installation of concrete of landscape walls set at elevations that would maximize runoff contribution to the Cherry Street inlet and inhibit immediate Cherry Street runoff from entering the Mason Street North site. REFERENCES • Urban Storm Drainage Criteria Manual. Vols. 1 and 2.; Urban Drainage and Flood Control District; March, 1969; Wright —McLaughlin Engineers, Denver, CO. • Urban Storm Drainage Criteria Manual, Vol. - 3 Best Management Practices. Urban Drainage and Flood Control District; CH2M Hill, Denver, CO.; September 1999 • Final Drainage and Erosion Control Report for Martinez P.U.D.; Shear Engineering Corporation; Shear Project No: 1558-01-97; report dated November 1997 • Final Utility Plans for Martinez P.U.D.; Shear Engineering Corporation; Shear Project No. 1558-01-97; Utility Plan approval by the Director of Engineering dated 05/06/98. • Final Drainage and Erosion Control Report for Mason Street North; Shear Engineering Corporation; Shear Project No: 1558-02-01; report dated July 2004 • Sitework Utility Plans for Mason Street North; Shear Engineering Corporation; Shear Project No. 1558-02-01; Utility Plan approval by the City Engineer dated 04/07/05. • Howes Street Outfall plans; ICON Engineering, Inc.; ICON Project No: 98-039-HOW-352; plan dated 02/99. PAGE 9 August 3, 2009 Project No: 1558-02-01 Re: Mason Street North; Fort Collins, Colorado Drainage Damage Observations, Assessment and Recommendations If you have any questions concerning my observations, documentation or recommendations, please call. Sincerely, Briar%W. Shear, P. Shear Engineering BWS / me attachments Larimer County Assessor Property Informa6cm Page I of I Assessor Exempt Property Information Property Tax Year 2009 Parcel Number: 97111-10-913 Tax District: 1100 General Information Owner Name & Address CITY OF FORT COLLINS ATTN: REAL ESTATE PO BOX 580 FORT COLLINS, CO 80522 Subdivision #: //10065 - FTC BLK 65 Schedule Number: R0023531 Current Mill Levy: 0.000 Property Address Legal Description COM 160 FT E OF NW COR BLK 65, FTC TH E 20 FT, S TO RR R/W, NWRLY ALG SAME TO PT S OF BEG, N TO BEG; Sales Information Reception # Sale Price Deed Type Sale Date 85019753 $0 QUIT CLAIM DEED 04/01/1985 Current use may not reflect current zoning. Not all parcels are buildable lots. For questions about this information or to make corrections contact the Assessor's office: 200 W. Oak Street Suite 2000 Fort Collins, CO 80521 Mailing address: PO BOX 1190 Fort Collins, CO 80522 (970)498-7050 or a -mail http://Www.larimer.org/assessor/query/Detail.cfm?PropertyTypeV ar=&BuildingID V at =... 07/30/2009 Larimer County Land Information Locator Page 1 of 1 Ma T emes: LPropprty Aspessment: Tax Parcel u _ Aft-V1Fawi Search able Of Contents - Selected Results Vicinity Map ' Rf4pR;5iJEE FL, WA � 1 ;51 [a,# (7 11111 5 i �P hlarty?r Yar4 i U a� 3YCAUORE S"r i FoN Collua j -- i ;i H 7ATI h6wv f_J7LiKL CME1111Y 6T J MOLE ST 7. r'E- 7riE - 1 I �7 Afr t: F.NTFR (FFICt Pf�l {' • LM1 Et—iDJIhi4T0419VAh_iT-FENiE.n' C"E t R EE it j! 113gz (� —_-- si FWTRE�MR&OCA http://mapsl.larimer.org/apps/lcparlocator/default.aspx?PARCELNUM=9711110913 07/31/2009 STRUCTURAL BEST MANAGEMENT PRACTICES Side Slopes No Sleeper than 4:1 Presedimentation Top Stage with Forebay 2% Slope Floor Drainage Ppe 1 ° Frequent DRAINAGE CRITERIA MANUAL (V.3) Embankment Side Slope No Sleeper than 3:1 Embankment BoHorrr- _ Access to Outlet r Stage r p Outlet w/Trash Rack I , J. r Spillway PLAN NOT TO SCALE Runoff Pool 100/, to r of flow Presedementation Secondary Berm \ —� Forebay Top of Low Flow Channel. --s Dwo =1ow� ..,. ----- ----- ---- Size Outlet & f ntlePersing /}t Drain Forebay / Volume in 45 Minutes Invert of Solid Driving Low Flow Surface Channel ' CUWd to hhpau Baal., GSB Dr.p, Concrete RUMown, other Hardened RUMown Water Quality Capture Emergency Spillway Flood volume level (including Level 20% additional volume / (e Spillway Crest for sediment storage) .g. 100-yr, SPF, PMF, etc.) _ SECTION NOT TO SCALE = i /Spillway Crest Cutoff Collar \ `—Embankment Des S=0.0%i 'Outlet Works (see detail) DMp22 DWQ(2' Min) FIGURE EDB-1 Plan and Section of an Extended Detention Basin Sedimentation Facility 9-1-99 Urban Drainage and Flood Control District S-41 Ir \ \�\ .� �§\ |)i;} |/!!r % §2 k 2 V 2 No Text 03/16/ 2004 Existing Burlington Northern railroad tracks (-hewing west prior to Mason Street North development) 07/03/2009 Burlington Northern railroad track removal (viewing east from Sherwood Street) C Y r e r _ rNEW- 07/22/2009 Burlington Northem railroad track removal (viewing west from west end of Mason Street North) 07/21/2009 60"x60" area inlet southwest of Building C (409 Mason Court) covered with debris after 07/20/2009 storm (viewing northeast) 07/21/2009 60N60" area inlet southwest of Building C (409 Mason Court) covered with debris after 07/20/2009 storm (viewing north) Y."Now. ?OW a s '.T 07/21/2009 60"x60" area inlet southwest of Building C (409 Mason Court) covered with debris after 07/20/2009 storm (viewing south) 07/21/2009 60" x60" area inlet southwest of Building C (409 Mason Court) after debris was removed (viewing southwest) 07/21/2009 Building C (409 Mason Court) underground parking (Northeast corner of structure) 07/22/2009 Landscaping damage south of Building C (409 Mason Court) with mulch washing in to defined drainage channel (viewing west) 07/21/2009 Area between Building A (401 Mason Court) and Building B (405 Mason Court) covered with debris after 07/20/2009 stonn (viewing north) 06/08/2009 Area south of Building A (401 Mason Court) between Building A and Cherry Street (viewing west) No Text 07/03/2009 Area south of Building B (405 Mason Court) Note defined ponding area due to lack of defined drainage channel 07/03/2009 Area between railroad track and Cherry Street with sump inlet (viewing northwest) Note mulch washed from landscape area to inlet 07/22/2009 Cherry Street combination type 13 inlet with debris after storm (viewing east) Note depressed curb and walk for railroad track allowing runoff to exit Cherry Street prior to reaching inlet A PLAT OF M N d N 9� r, MASON STREET NORTH A REPLAT OF LOT 12 AND TRACT A, MARTINEZ P.U.D., AND A TRACT OF LAND BEING A PART OF BLOCK 34 OF THE ORIGINAL CITY PLAT, LOCATED IN THE NORTHEAST QUARTER OF SECTION 11, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO. PON µ 6<4 Loir Ci TACT 0'to, (HE CORNER LOT II A96i / \ / •Y\ $'Td9�F "7aiW E / b STORM BEKB / TRACT LAND DESCRIBED r' EwaNA }A NORTH KID AT RECEPTOR No BONN PM 339 / UN x'p \w \ r 9 x e1.60 RIGHT-OF-WAY 1,$0n MONTH LINE EWxDNo.RFBM SOCK 319. PAEAs] YMABXE$ PLL1D YTx CAP \.. CRYIR44. AN AAE \ 9].I}• LS. Mn IM}3 W E` a umun GA fNT �X x5O1'41'E S\ y16. gtl Efm A .by "1r' a O \ ORAOS INAI IANAPE S. °'d O .�J J.ow GpiA tq" Rs9 E Pe a \ a VOLLEY EASEMENT ,N'n CF e�'rcw'oH xN S 9ET D150 MEN N 64 '0.r `. �/ z CITY OF FORT COLLINS SET NBC WM p2 � CONCRETE s6y9' wT No N18233 n f CA 8. PARKS & REC. Lx. NO, IM} L W caxcREBE 9 s1 LEE MARTINEZ PARK O CONCRETE iA AZ84. N � q :4^ a � � N 6ASY19 w N '�Ei N UJ' A .....\ 16.9R' 643 TB N B. Q ue e B)9' T"3 WM F T'4 W 6 `''. �X N Mx] TRACT A v\ ]63, RLy2 B>B. j ATE 16.046 S.F. Nui 50' ff�G e 0 ti d Y >,B3a� 8 .P c \\ \ 0.368 AC. IT PUBLIC ACCESS OEW Illilleillimpummmillmn lq W TAACT � ACT N BURLINGTON NORTHERN RAILROAD - CURVE TABLE CARVE DELTA RADIUS BEARING LENGTH CA 90'W'00' 403P N 30.OIVI' E El06'CA4 6362' CA2 90'W'00' 1950' S 70'01'41' V 3063'CA3 11'S5'13• 1950' x 50.004P 125V4'2)' 50.50 S 45'4)'3T E Nee5B 11083'CA5 43'38TV 4000' N 86.50'49' V3046'CM 65'01'4)' 6950' N 32'3033' V)888'CA) 39.46'25' 12050' N 45-MC35' V8365' CAB 43.38'04' 4000' S 43'1245' E PRT3' 1 3046' CAR 11595'23' 5050 N 79'2125' V 95.62' 10217' CAM 4'I5'04' IB.34' S 63-16'M' E IX 136' CAI1 90'00100' 4142' S 70'0141' V 58.58' 65% CA12 83-46'02' 4142' S 66•AV2' V 5531' 60.56' G13 6'U'58' 4142' N 6S'05'18' V ♦.`ED 451' CA14 85-36'V' 5050' S 29'52V5• V 2238' 2257' CATS 75'58'04 CO 50 a 20.5426 E 62.16' 66.%' GI6 49.4622SO SO S 83' 639' E 4250' 4387' CAV 22'4C39 18'07 46 50 N 53V05I V 27.35' 2753' CA18 IBM S 80.2403 V 1260' 1266' CA19 25'30'IB 4020 N 77V656 V I766' 17 BY CM0 14.31'48 695' N 57553 V 1758 1762' CA21 21-1654 6001 S 75'3631 E 16988 17086' CA22 15.0002 60 ED N 5728 D4 V 12009 120.3' CAD) 0.18.40' 460 DO N 64 e s V 250 250 CA24 3'3910' 46000 N 61 950 V 4536 1 45,36' CABS 3'1614' 46000 N572200'V 2625 2626' CA26 3'30'10' 46000 N 535856 V 28.12 28.12' CA27 0'29'15' 460.00 N 51.5913 V 391 391' CA28 1'03'13' 46010 N 51'1259 846 846' CA29 0-2409' 460 DO N 50'2918 V 323 323' CAM 0'19'11• 460.00 1 N 50-0738 V 257 257 CA31 24'07'51 4946 IS 3334 SO V 20" PC 83' CA32 I%'54'14 T.12 N 009159 V 14GO 2210' TA33 5'46'el 6100 S 675115 E 4643 6. 5' G34 7 OP5T 46900 S 682832 E 57.39 53.2' CASs 9P0000 111 S 195819 E )JB 864 CA36 5.19'29• 6950 N 475W 6. 6 646 CA3T 2.5022 6950 IN 43 5 No V 344 344' CA38 42 PT W 6950 1 N 21'10'04' V 5019' 513 \ O t / 's xsa iil W :�T/?+ `s unurr uvcxT \ _ '^' Ai s xsvl'a' • �/ W9' DRAINAGE EASEMENT xsaT9V w 1(��9a.4% SET DISC WITH \ SEE MARTINEZ PUO hp N 6A5619' W 1993' 4`C�• erg/ LS Nw IMx3 q IN CPIC4R Q... ,) B FOUND NO. 4 FE9IR h (% ry CAP L9. I4523 OAR � N M W UNIDO .ao. I 'ice e aaz � s 1 s6 9 SET DISO WM 9' LS XP HOLD tg BLDG-C IN/ CqDIOKK \' E4c�. Cn3 / / \/w 4 / /unurn EASEMENT C 4 PUBIIG ACCESS UnUTY p Y MANAGE EASEMENT E6'�P�[) S 25VI;41' W / \ ° ono S 68'Ja) rv"s \ N66b7 eARN W4�1 MANAGE, LANDSCAPE s UTILITY EASEMENT o We' : g \ A 90 >s. \ 97 CO. 'Sg %T DISC WENT \ cns Ls. No R\ IN CONCRETE _ SIGHT DISTANCE \ g S EASEMENT \ w , \ 3 \�4' SET DIM WM NC LS I IN CONCRETE UP .C,.. �� eWL V ��/N� q�nOb )@ A 6 . M eE4.9�"J s / e� v AOa3CC µ> a ]y., a• SIGHT DISTANCE r RUC ACCESS. UTRIn+o' < LOT 1 / a / EASEMENT eey,, a DRAINAGE EAyIBINT t(y0.. 1y 82,811 S.F. 8 \ 1901 ACi, .. / / I`..1 / / nO RD 10 405 f ISp�.4r''•�i °4yr + \ \ \ \ _/ / BLDG-A S' gT H Sc wm Gage. g ji. .7 �� g e I I \ BLDG-B . C,/ . / C14 S. C%C T3 i1 1 9"f O• L' Jj°J tS _ R, I \ S64bGS .`/ 5g 20 a/ \ \\ e/ 4§)04 82 R4 7.311 ��Ov z/ry ASEEN� EMETNDwomsfIt e. OMER: JAND A ENTERPRISES W4W E U' \ 1'=20' M Ys LEGEND, yI Ls iie. y ISOFOUND SECTION CORNER MONUMENT AS NOTE$ 0 FOUND QUARTER CORNER MONUMENT AS NOTED. • SET No. 4 RERAR W/CAP LS 14823. 9 /p� C • 565 4n99' El Ix SIR x+�a �2W]i /� IC S EASfuENI '4.12 /� \ 1,// /C_\ / / DEE CTED BY ME UECIEN EASEMENT OTCHED ARr Ti EA. I iN: a� )�c4RI z UNITED TO A NECNr ONE 9 FEET 10s INCH m "')\ 96�'� 99i MTHE W ON EE E¢xnnT 49T3x mvoDD' A°� M ., s w I / M DI 5c E / i }�// 23 U ] / RAILROAD EASEMENT 8999� Gx)� ]T' 519/ / L i / 19M. B905J}40 6 MOO E E TUTYME / 'rv9 04 ./tY / 9' V M1 GYYENi R inn, 'n� O] 'i3 N•.' 1U.41' /W31 / w.]0'IN N 900000- E 36480 FOUND 4 HUMAN CAW CAM WM CAP L6 ] NORTH ROW ' p1ERRY SWEET C Y R R ( (100' R/W'. M -111 2423 M N � , At o —Y6 RMI RM .om.L...... E m ' Tneew uulwcn ro em.n 777 ELEVATIONS ELEVa1IplB DUMPSTER cube[ or Bldg. 6) DUMPSTER (North or Bldg. A) eaALE. I" • I'-0' S ALE 1" 1 -0- IT 3 - _ 1,01 2 I OI I ��Nj E C• A')o WBUILDFNG MARCH MAN LEGAL^AATImDESCRIPflON IMo nr I.ANFIUI MASON STREET NORTH IORTCCtLINS S I T E P L A N ZONING: L M N VIA at"M m N/ NO" to " PARKING nvrywmsl L BUILDING INFORMATION IM 2V FOOTPRINTAREASLO112 UFSCRIPFIONE VACCURNMA eryrt. RUN fA XS — nxmNL xi took AxalfA VN Px VISA mu.. nme Rlmnive0♦ IODDIM f x 1IDODRARHA}. IAI' 12 Imu nmmw'w .wwrt _ MRPERA ow UUMPOW Aw 1, N GARCIA ,MIND Rous ANY III WING RIMINI 51 MMu(OCR A TMfliv ei... INPUT UNIT"I YPIS"LOI 12ryTM __. MUHAMNll11 TWA N MULANTai DONSITV- GET 12 M I MCI'Atl W.n An, uiu DUVU%122VADVA IV MITI TOTAILMAJA VIA, V IT feapmN112219 12t MIDI LANDARFAS WIT... xCN11 MIUM n w DPNSFIY 004RALLPUU nawrow E"'PUTWOM FLOOR AREA "GO Aui rnL n .( on r.a u n) ar•u +ry BUILDING A X rs :-- f - __—_ EXIT) �`pCRA P Was STOP ENTRANCE C H E R R Y S T H AD9 c c Note: - � GRAPHIC SCALE KET: III '° e llw I8 . RAISED PL44TER 1 '1 i gR' BIKE RgCK `- 1. The area of Building A shown over the electric easement j North 1 me N It DIptF•. pl➢'IPSTER -_ _ shall meet the restrictions noted on the Plot No other REVISED. DECEMBER 2001 ---. -- -- ---- ---- ---- {' buildings are allowed within easements. I I 1 i - II•I _,_ 1. VISA f E. NNE DRIVE P T I Y+., • W LE. i T.. v _� LD MDIBSRRv 4 1' _ Vs V CINITY MAP I WOLFF R LYON ARCHITECTS MASON STREET NORTH FORT COLLINS. CO OWNER WPoN SERUM LW 746 Poll AVENUE OWER CO SON NGO) �9 32U P F (003) 449a2m ARCHIT CT OW` ARCHRECR 777 PEARL STREET PURE 210 T 1 BOULD03)„1 0 2'20 P (SOS) 44900 CIVIL ENGINEER SMEAR ENGINEERING RPORATION 036 S COLLEGE 12 R. COWN9 cc BM25 970) 2265334 - F (970) 2 -0311 CLOTEC'HNICAI ENGINEER TERMOfON CONSULTANTS WESTERN INC mm Ol MOM STREET .T(970) B84 0 cc 90sa F (970) , "0454 SURVEYOR. NORTHERN ENGINEERING SERNCE6, INC. 420 SOUTH HOWES. RU2E 202 COWAN. To T (970) 23 - IW F (970) 221-4159 TRAFFIC ENGINEER MGM 0. COPPOIA, P.E. PO MEN 290027 IRIO.MR. DO 901ea-O027 r (Us) 792-2 LIGHTING CONSULTANT BSAUDM GAME CONSULTING ENGINEERS R DENVER 11 IAIIS. E19' T (002) 278 S62O (D6) 274ae63 SUBMISSION DATE IRCOR JULY Mon MANWdWEM1TMUSWTLML NoV ER 2001 MAJOR AMENDMENT HUSSID DEL R 2W1 ROOM A106ERR MUSTUMMA. MMCN u. NN "OR,ImIDIR]1, 9WIRIL- JUNE 12.-MCA OWNERS CERTIFICATION TRCIT E4RSIf Y1M) HLRHHY CFRTI4Y )HAT 110 ON, I HE LAWFUL OWN4.RR CH' RI PROPERTY THOSE WORD ON THIS SIT! MAN AND NIRY CE.RP4Y HIAT NNE AccWr INC CONMOT S AND RESTRIC-11ONS SET HHTH ON SAID SRN PLAN / MA ON Ygf}I LI.0 ' v A IML€ py' 1NNF t0 MANIA Mill AND SWORN TOSECURE 4Y �A BIDS ,r JAY ri.$2/e•ije NOTARY': WITNTSSN NDAND FH'IAI MA�.� /_ A� 4t PU!IIG. a r�..M6` lT O w NOTAPYH OL C01'P ADDRESS rot s`ZImn1 MYCOM ISMONEXPIRES INO ('TON IIr PI ANNRMi APPROV4O NY I11C ORU IOR OF MANNINO OV Ir O IR S. S, E OI "RI Tins 17n oI N'. I rroa nvel.n e DRAWN BY KORKUT A, RONNIE PROJECT No 01off Md -111 2423