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HomeMy WebLinkAboutDrainage Reports - 11/22/2004' PARK ENGINEERING ' F CONSULTANTS F n4! Ap Rees ' I�ROFTY OF,; 11 FORT COBS tJTi�.Y9 ' FINAL DRAINAGE and EROSION CONTROL REPORT for WESTCHASE P.U.D. 2vD FILING LDS CHURCH PDP-TYPE 1 ' LOT 3, BLOCK 11 of WESTCHASE P.U.D. SUBDIVISION 1 FORT COLLINS, COLORADO 420 21 st Ave. Suite 101 • Longmont, CO 80501 • (303) 651-6626 FAX (303) 651-0331 ' E-mail don@ parkengineering. net FINAL DRAINAGE and EROSION CONTROL REPORT for WESTCHASE P.U.D. 2ND FILING LDS CHURCH PDP-TYPE 1 LOT 3, BLOCK 11 of WESTCHASE P.U.D. SUBDMSION FORT COLLINS, COLORADO Prepared for: Bryan Keys & Associates 417 South Cascade Avenue Colorado Springs, Colorado 80903 Mr. Bryan Keys (719)634-3751 Prepared by: Park Engineering Consultants 420 21' Avenue Suite 101 Longmont, Colorado 80501 (303) 651-6626 May 07, 2004 Revised: September 07, 2004 October 20, 2004 November 03, 2004 PEC Job - 3781fdecr4.wpd ' TABLE OF CONTENTS Certification ' I. General Location and Description H. Historic Drainage III. Drainage Design Criteria ' IV. Drainage Facility Design V. Referenced Drainage Reports VI. Conclusion Appendix A - Drainage -Calculations for We"stchase P.U.D. 2nd Filing, LDS Church PDI` l --- - ---- - -- Type 1 Appendix B - Erosion Control Report Map Pocket 1 t " I hereby certify that this. report (plan) for the final drainage design and erosion control of the Westchase P.U.D. 2' Filing, LDS Church PDP-Type 1 on Lot 3, Block 11 of Westchase P.U.D. Subdivision, was prepared by me (or under my direct supervision) in accordance with the provisions of The City of.Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof." Registered Professional Engineer State of Colorado No.--16726 - --- -- - - - This Final Drainage Report and plan serves as the site specific development plan for the Fort Collins Stake Center located on Lot 3, Block I 1 of the Westchase P.U.D. Subdivision. The ' approved "Final Drainage Report for Westchase P.U.D." dated December 2000, prepared by David Evans and Associates, Inc. was referenced as the `Master Drainage Plan' for Lot 3, Block 11. This report provides lot specific development detail calculations which may ' be found Appendix A at the end of this report. Location The Fort Collins Stake Center is located on Lot 3, Block 11 of the. Westchase P.U.D. -Subdivision, located in the Southwest Quarter of Section 8, Township 6 North, Range 68 ' West of the 6' Principal Meridian, City of Fort Collins, County of Larimer, and State of Colorado. The site is located in the Fossil Creek Storm Water Basin, as defined by the City of Fort Collins Storm Drainage Master Plan, and as shown in the Drainage Basins Master Plan. The site is more specifically located at the northeast corner of South Timberline Road - -' — - and West Tribly Road,. in southern Fort Collins. The site is bound by South Timberline Road ' on the west, developed Lot 1(Poudre Fire Authority Station #14) and undeveloped Lot 2 on the north, Carmichael Street on the east, and West Tribly Road on the south. The site's location is identified on the Grading and Drainage Plan located at the end of this report in the map pocket. Topography ' The site is relatively unimproved and void of trees, and has ground cover of a variety of grasses and weeds, which generally slopes southerly at about 1.4%. Drainage swales exist along the east and west sides of the property, which conveys on and off -site drainage to the existing detention ponds located at the southeast and southwest corners of Lot 3, Block 11. The detention ponds were rough graded in, when the subdivisions overlot grading occurred to collect and slightly detain storm water flows from the property. The southwest pond, under this development is named West Pond, has no existing release, so currently acts as a retention pond. The southeast pond, named East Pond, has a release structure to control ' storm .water flow rates. a, ' H. HISTORIC DRAINAGE ' -Maior Basin Description ' This development is situated within the Fossil Creek Basin, as identified in the City of Fort Collins Drainage Basins Master Plan. Storm water in the Fossil Creek Basin is collected in tributaries which eventually discharges into Fossil Creek Reservoir. 1 Minor Basin Description ' The overall site, Block 11 of the Westchase P.U.D. subdivision, was included and designed for, as Sub -Basin 71 within the Westchase P.U.D. `Master Drainage Plan', and this report is consistent with the planning. The site drains southerly to the existing on -site detention ponds, which discharge into existing underground piping system which conveys the storm water to the Westchase P.U.D.'s regional detention ponds, located approximately 800 feet east of the site. Storm water from Sub -Basin 71 and the west half of Carmichael Street was to be collected and detained within Sub -Basin 71's detention ponds. However, as the - adjacent properties have developed, storm water from Lot 1 of Block 11 'is free released to ' Carmichael Street road section, where the storm water is collected in an inlet, and conveyed directly to the Westchase P.U.D.'s regional detention ponds. Therefore, the remaining area for Block 11 flows to the on -site detention ponds. ' Historic Site Basin: ' The Site Basin includes the entire Lot 3 site, as shown on the enclosed Grading and Drainage Plan. Historic drainage overland flows southerly to the existing on -site detention ponds located at the southwest and southeast corners of the site. The historic flow rates for the 2 ' and 100-year storm events are as follows: QZ 1.9 cfs, Q1,36=8.2 cfs. Drainage calculations are located in Appendix A. ' Historic Off -Site Basin: The Off -site basin includes the adjacent Lot 2, as shown on the enclosed Grading and ' Drainage Plan. Historic drainage overland flows southerly'to the existing detention ponds located on Lot 3. The historic flow rates for the 2 and 100-year storm events are as follows: QZ 0.4 cfs, Q100= 1.7 cfs. Drainage calculations are located in Appendix A: Original Master Drainage Planning for the Fort Collins Stake Center Site: ' The original master drainage concept/plan for Lots 1-3 of the WestchaseP..U.D. Subdivision was to provide drainage facilities which convey the storm drainage to the improved regional detention ponds and drainage facilities, as approved by the City for the Westchase P.U.D. ' Subdivision. Historic storm drainage from the Fort Collins Stake Center site overland flows to the existing on -site detention ponds. The Master Drainage Plan accounted for land uses similar to Neighborhood Business Areas, as defined by the City's Design Criteria, which the r. r ' proposed Church Use falls within the Neighborhood Business classification. The site is considered as a single historic storm water basin, which discharges directly to its on -site ' detention ponds, where the water is slightly detained, and having a controlled release rate, as not to adversely affect downstream storm sewer infrastructure. The 2 and 100-year storms have been used as a basis for planning and system design. The peak flow rates for ' design points have been calculated based on the Rational Method as described in the City's Criteria Manual, with storm duration set equal to the time of concentration for each basin. 1 1 � M. DRAINAGE DESIGN CRITERIA The City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" was used to provide the standards and the "Final Drainage Report for Westchase P.U.D." prepared by David Evans and Associates, Inc., dated December 14, 2000, served as the Master Drainage Plan for Lot 3, Block 11, in the Westchase P.U.D. Subdivision. The hydrological criteria used for this report was based on the "Intensity - Duration - Frequency" curves for the City of Fort Collins. Using the rational formula method for runoff calculations, flow rates for each sub -basin was determined for the 2 and 100 year occurring storms. Hydrologic calculations are included in Appendix A along with the related tables and figures. IV. DRAINAGE FACILITY DESIGN ' The drainage concepts for the developed conditions will be discussed in the following paragraphs. The developed conditions are shown on the Grading and Drainage Plan located in the map pocket at the end of this report. 1. The site has been divided into multiple sub -basins, which discharge to the existing drainage ' facilities and directs the storm water to the regional detention ponds. Developed flow rates from the site's sub -basins have been accounted for in the `Master Drainage Plan', which identified the area as Sub -basin 71. ' Sub -Basin W1(0.71 ac.) - This sub -basin represents the southwest parking lot area for the site; which is adjacent to the West Pond. Storm water sheet flows across landscaped, ' sidewalk and asphalt parking areas on an average 2% to curb and gutter sections, which directs storm water to a proposed inlet. The inlet is an inline catch basin on the 24 inch storm line, the detention pond connector pipe. The developed storm water flow rates for this Sub -Basin W 1 are as follows: QZ 1.3 cfs and Q100= 5.7 cfs. - - ^- Sub -Basin W2 (1.85 ac.) - This sub -basin represents the north and western portions of the site, which includes a small events area, parking lot and adjacent landscape areas. Storm water sheet flows to a drainage pan and curb and gutter sections on an average slope of ' 1.3%, which conveys the runoff to the West Pond. The developed flow rates for this Sub - Basin W2 are as follows: QZ 2.9 cfs and Q100= 14.3 cfs. Sub -Basin WP (0.41 ac.) - This sub -basin represents the West Pond area. Storm water sheet ' flows across the existing and proposed pond sides, to the bottom on a slope of 1%. The developed flow rates for this Sub -Basin WP are as follows: QZ 0.2 cfs and Q100= 1.0 cfs. ' Sub -Basin El (0.56 ac.) - This sub -basin represents the southeast parking lot area for the site, which is adjacent to the East Pond. Storm water sheet flows across landscaped, ' sidewalk and asphalt parking areas on an average 2.8% to curb and gutter sections, which directs storm water to a proposed inlet. Storm water is piped directly to the East Pond. The developed storm water flow rates for this Sub -Basin E1 are as follows: QZ 1.0 cfs and Q100=4.5 cfs. ' Sub-Basin-E2 (0.10 ac.) - This sub -basin represents the south access drive to Carmichael ' Street and -a landscaped area at the southeast comer of the building. The majority of stormwater from this sub -basin is captured with the proposed inlet in the south access drive, which conveys the stormwater to the pond. The developed storm water flow rates for ' this Sub -Basin E2 are as follows: QZ 0.2 cfs and Q100=0.8 cfs. Sub -Basin= E3 (0.28 ac.) - This sub -basin repr'esents the south half of the church building. Roof drainage is collected in the underground roof drainage system, which is piped to an underground storm line, parallel with the east property line, which directs flows directly to the East Pond. This storm line will convey storm drainage.from the eastern portion of the 1 ' site, and the off -site Lot 2. At the direction of the City, the design of the site is to provide the option for storm water runoff from Lot 2, to be captured and detained in the West and/or ' East Ponds. The proposed design meets this requirement. The developed flow rates for this Sub -Basin E3 are as follows: Q2=0.8 cfs and Q,00=2.8 cfs. Sub -Basin E4 (0.28 ac.) - This sub -basin represents the north half of the church building. Roof drainage is collected in the underground roof drainage system, which is piped to the east storm'line. The developed flow rates for this Sub -Basin E4 are as follows: QZ 0.8 cfs ' and Qioo 2.8 cfs. Sub -Basin E5 (0.19 ac.) - This sub -basin represents the north east portion of the site, which ' includes the north east parking lot, entrance drive and landscape areas. Storm water sheet flows to a drainage pan which directs the water to an inlet on the east storm line. The developed flow rates for this Sub -Basin E5 are as follows: Q2=0.4 cfs and Q,06= 1.6 cfs. ' Sub -Basin EP (0.28 ac.) - This sub -basin represents the East Pond area. Storm water sheet flows across the existing and proposed pond sides, to the bottom on a slope of 1%. The developed flow rates for this Sub -Basin WP are as follows: Q2=0.2 cfs and Q,00=0.7 cfs. Sub -Basin Cr (0.20 ac.) - This sub -basin represents the easterly portions of the access drives ' to Carmichael Street and the landscaped area between the building and street section which cannot be captured and is free released from the site. Storm water sheet flows to the curb ' and gutter street section, which conveys storm water to the existing inlet at the north west corner of the intersection with Trilby Road. The developed flow rates, for this Sub -Basin Cr are as follows: QZ 0.4 cfs and Q,00 1.6 cfs. ' Sub -Basin Tr (0.06 ac.) - This sub -basin represents the landscaped and south access drive areas to Trilby Road which cannot be captured and is free released to the street section. Storm water overland flows to the curb and gutter, which conveys storm water to the existing inlet at the north west corner of the intersection with Trilby Road. The developed flow rates for this Sub -Basin Tr are as follows: QZ 0.1 cfs and Q100- 0.4 cfs. ' Off -site Basin OS (1.03 ac.) - This basin represents the Lot 2 area, which will be developed in the future, similar to Neighborhood Business Uses. Discussions with the City, has required the east storm line to be stubbed to Lot 2's south east corner. This storm line will replace the existing swale on Lot 3 which directs undeveloped flows from Lot 2, to the East Pond. This storm line is designed to carry the 100-year flow rates. At the future time when ' Lot 2 develops, the storm line can be utilized or plugged. The developed storm water flow. rates for this off -site Sub -Basin OS are as follows: QZ 2.2 cfs and Q, 11.0 cfs. ' Detention Pond and Release Structure - Since the two detention ponds were roughly graded during the time of overlot grading for the subdivision, the ponds will be slightly reshaped to meet the sites design and provide the required volumes. The East Pond has an existing release structure to control the release rates from the site, as not to have adverse ' impacts to downstream infrastructure. Per the `Master Drainage Plan,' the required detention pond volumes for the 2-10 and 100-year storm events are as follows: VZ_,o 0.22 ac ft (9,584 cf) and V100=0.46 ac ft (20,038 cf), and the maximum allowable release rates from the pond are as follows: Q,,o=16 cfs.and %00 32 cfs. The detention pond(s) detain storm water volumes from the site, and provides the option for Lot 2 storm water to also be detained. The design of the ponds meets the requirements and provides a foot of freeboard. The existing release structure will be utilized, making modifications in configuration to meet the sites design. Per the City and `Master Drainage Plan,' the detention pond needs only to provide water detention volumes since water quality and water quality volumes are addressed in the subdivision's regional pond SB 90 (Southeast Pond). The. existing provision of.water quality volumes was verified with City Staff, and the next page, provides the "Provided Detention" page from the Master Plan, which addressed the water quality volume to be provided. This page also provides the required release rates from the on -site ponds. Detailed calculations can be found in Appendix A ' V. REFERENCED DRAINAGE REPORTS ' This Final Drainage Report references the following drainage report, prepared for the entire Westchase P.U.D. Subdivision, and serves as the `Master.Drainage Plan' for the proposed improvements, and includes specific pages, which provides direct references to pertinent information for the development. ' Final Drainage Report for Westchase P.U.D. Prepared By: David Evans and Associates, Inc. Dated: December 14,2000 1 _ Y ' VI. CONCLUSIONS ' The drainage concepts for this project are consistent with the `Master Drainage Report for Westchase P.U.D. Subdivision, the City of Fort Collins Storm Drainage Design Criteria and ' current policies and practices for storm drainage management. The site will maintain the flow patterns and be consistent with the development practices in the area based on the master planning. 1 i t 1 . APPENDIX A Drainage Calculations for Westchase P.U.D. 2°d Filing LDS Church PDP-Type 1 e a� O o Wi O r� A � u oOv,v, a O 0 z� i e U N O N —� N O �r o°O v� c^ v c"i Hy a .-. C U � E+ a a 3W O b N O N o pp n � p m a .� z O C " i V n U n n 8 On 8 U F" U O F n F r_ Woo GTy O U ` a c U v O N¢ + n o F S H a s ti 1 W Q zo F O U W � E� O va x o a 4 e o o O o 1I} 1n M z FS O 5 is tN.� 8 N N N h ZoZ 7 O w u� a' yOj W II II ► O� U N O g N II F II II R a � V .-^ O C .a F ., M II ... CG E., z a o A If O p U $ S & d U F^ C ¢ A F c r � LU a G' � 11 W 7Z is II W y w U F F O �I M tFll o^o. II z F' U � � Q O � E+ W � F x 0 O M � N h U> f+1 00 � W W a M r en en on c O v 00 vNi F en en N — �w V NF E.y W O enV O N 00_ N CD b Q�:+ N ccn V �O n is a z O N 0 t-: 06 06 v v A a v v v v v w F F x w cc b cm O< N N 0 U U [LT-r 10 00 V N N M v „] NI N 'o O, v1 b M Q, O` W r cN1 N r00 V W QQ N cn CD \JD < N M h b a z O z v � o o \0 � o o N W < m � � � o6 o6 v v v v v A w F d W C7 z X W T 1 4 H �w Mi O� OD OD O O O b b P1 00 ~ Ono�O cc V N N N w ry O M 00 (� Oy r n h M O N a F W n II N o0 Q O O O �i F� � en 10 W T ,�_, N LL 7 0 a z 0 F z w F z Q a m v v o oc 00 w rn o o rn a rn= rn o rn rn oz v v v v v v v v v v z a ►� w O U C7 z H x w 1 h 4 e ow Ij zz g z o u F W g o CDcnb c c� Q ,`i �u w L" as CII 3 n u ❑ W O W II F 8 It LU -CD < II b tb N vl ~I U N O l� D N h vi a❑ oov� p n n n u u a_ n &b Ig Fps o u<. a II C E% 0 11 r V 0 ❑ onr ❑ U rn > .Z c F � U U < + u n Oul 11 > Qa O W � a r� A O a \ ) (� ° J)§a \ of �C»Q6C §§.§ ! 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U S II F o o II L Q II tM+1 N n 01 Q U cc,; 00 N W U p ..7 F .-7 �" M N O N a 11 a O 0 a V F F 'g c n n I� la u 0 < A E2 f. ^ U n l i 0O LU v 7 C + II II V O it II a ram (To O U II F ^ II F U z Ilo W f`J W F a OW Q at A � ' Basin E2 Single Type 13 Combination (2-yr) Worksheet for Combination Inlet In Sag ' Project Description i Worksheet Basin E2 Single Type 13 Combinat Type Combination Inlet In Sag ' Solve For Spread Input Data Discharge 0.20 cfs Local Depression 1.2 in Local Depression 1 5,00 ft ' Gutter Width 2.00 ft Gutter Cross Slope 0.083 Wit Road Cross Slope 0.018 ft/ft Curb Opening Lent 3.33 ft ' Opening Height 0.50 It Curb Throat Type Horizontal Grate Width 1,67 ft ' Grate Length 3.33 ft Grate Type 3 mm (P-1-718") Clogging 20.0 % Options Calculation Optise Both tResults Spread 1.26 ft Throat Incline Angle 30.00 degree ' Depth 0.03 It Gutter Depression 1.6 in Total Depression 2.8 in ' Open Grate Area 4.0 f 2 Active Grate Weir Le 6.00 ft 1 ' 1 ' Title: Fort Collins Stake Center Project Engineer: dsm c:%haestadtfmw\3781\11-03-04\3781fdr4.fm2 Mr. David Mayeda FlowMasterv7.0[7.00051 11/11/04 02:20:27 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Page 1 of 1 Cross Section. Cross Section for Combination Inlet In Sag Project Description r Worksheet Basin E2 Single Type 13 Combinat Type Combination Inlet In Sag Solve For Spread Section Data Discharge 0.20 cis Local Depression 1.2 in Local Depression 5.00 ft Spread 1.26 It Gutter Width 2.00 ft Gutter Cross Slope 0.083 Will Road Cross Slope 0.018 Wit Curb Opening Leni 3.33 It Opening Height 0.50 It Curb Throat Type Horizontal Throat Incline Angl 90.00 degree Grate Width 1.67 ft Grate Length 3.33 It Grate Type - --- 3 mm (P-1-7/W) ' -- --- —-------- --- — -- --- ---- - Clogging 20.0 % 0.30 0.15 0.00 0+00.0 0+00.5 0+01.0 0+01.5 0+02.0 0+02.5 0+03.0 0+03.5 VA - - - HA NTS Title: Fort Collins Stake Center Project Engineer: dsm c:\haestad\fmw\3781\11-03-04\3781 fdr4.fm2 Mr. David Mayeda FlowMaster v7.0 [7.00051 11/11/04 02:21:08 PM C Haestad Methods, Inc. 37 Brbokside Road Waterbury, CT06708 USA. +1-203-755-1666 Page 1 of 1 I a 1 1 1 w cn C. 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SSSS T T U T a V O p d 7 '_ 0 p LL F U U>> to LL .LL vo ••o� c o m Wna W` ' Z `m o a m a` ; 0 LL to m N r co N Q y O n O r U a c Liz N E a m n my c m mQ Y CL a mmto i "' C 3 CO Uy0 C m y LL W O m CD m M Q E= o 0 n 0 U aR N O y m C F7 N N t 0 U ti W N W 7 C d c c "c c m z cc t c E ami m `0 0 W LL of CO L O p 0 N 3 a 2 v, w 0 o 0 i C O m of r, a c > W m U m O i ; 0 C SS Sp O QXQ pFi N O S f0 X O M 0) .- m a n o tg 0 o v! N CC C h W L fA L C c N CD�I Z n LO n N�1 O I o N y ' Basin E5 Single Type 13 Combination (2-yr) Worksheet for Combination Inlet In Sag ' Project Description Worksheet Basin E5 Single Type 13 Combinat Type Combination Inlet In Sag ' Solve For Spread ' Input Data Discharge 0.40 cfs Local Depression 1.2 in Local Depression 6 5.00 It . ' Gutter Width 2.00 ft Gutter Cross Slope 0.083 tt/ft - Road Cross Slope 0.014 Wit ' Curb Opening Len( 3.33 ft Opening Height 0.50 ft Curb Throat Type Horizontal Grate Width 1.67 ft ' Grate Length 3.33 ft Grate Type 7 mm (P-1-70) Clogging 20.0 % -'-- -- Options Calculation Opti se Both ' Results Spread 1,52 ft' ' Throat Incline Angle 30.00 degree Depth 0.06 ft. Gutter Depression 1.7 in' Total Depression 2.9 in ' Open Grate Area 4.0 ft° Active Grate Weir Le 6.00 It ' Title: Fort Collins Stake Center Project Engineer. dsm c:\haestad\fmw\3781 \11-03-04\3781 fdr4.fm2 Mr. David Mayeda FlowMaster v7.0 [7.00051 11/11/04 02:19:10 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 - Page 1 of 1 ' Cross Section Cross Section for Combination Inlet In Sag ' Project Description Worksheet Basin E5 Single Type 13 Combinat Type Combination Inlet In Sag ' Solve For Spread Section Data ' Discharge 0.40 cis Local Depression 1.2 in Local Depression 5.00 It ' Spread 1.52 ft Gutter Width 2.00 ft Gutter Cross Slope 0.083 ft/ft Road Cross Slope 0.014 ft/ft ' Curb Opening Lent 3.33 It Opening Height 0.50 ft Curb Throat Type Horizontal ' Throat Incline Angl 90.00 degree Grate Width 1.67 It Grate Length 3.33 ft Grate Type 0 mm (P-1-71W) Clogging 20.0 % 1 1 ' @:fig 0.30 ' 0.15 0.00 0+00.0 0+00.5 0+01.0 0+01.5 0+02.0 0+02.5 0+03.0 0+03.5 VA H:1 NTS Title: Fort Collins Stake Center Project Engineer: dam c:\haestad\fmw\3781 \11-03-04\3781 fdr4.fm2 Mr. David Mayeda FlowMaster v7.0 [7.0005) 11 /11/04 02:19:28 PM 0 Haestad Method's, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 1 1 t 1 1 1 1 1 N ti n. r a N 1 2 El U) L 1 a N 1 r -J L,L (Y� a N '^� V/ Z f'0 v/ - w LL O Wo� c -;o m 0 W U m w €a Y O a m c c a c w N n M 0 N U E N OD n YR :? 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F � ; II W 4 L4wK 6CQ 3 rE-0/i P N m Q U W a a x m a o a F o N .. o N ^� 1 1 1 1 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer. Park Engineering Company: Park Engineering Consultants , Date: November 3, 2004 Project: Westchase P.U.D. 2nd Filing LDS church Location: Timberline Road & Trilby Road i 1. Basin Storage Volume la = 65.00 % A) Tributary Area's Imperviousness Ratio (i = I./ 100) i = 0.65 :z B) Contributing Watershed Area (Area) Area = 5.94 acres C) Water Quality Capture Volume (WQCV) WQCV = 025watershed inches (WQCV =1.0 - (0.91 .13 -1.19' 12 + 0.781)) D) Design Volume: Vol = (WQCV / 12)' Area' 1.2 Vol = 0.151 -I acre feet 2. Outlet Works A) Outlet Type (Check One) - B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (A J D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR i) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A,) G) Number of Rows (nr) H) Total Outlet Area (A,J 3.'Trash Rack A) Needed Open Area A, = 0.5' (Figure 7 Value) ' At B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W,) f rom Table 6a-1 ii) Height of Trash Rack Screen (HTO X - Orifice Plate Perforated Riser Pipe Other: H = 2.70 feet A, = 021 ? } 3 square inches D = 0.5000 inches, OR W = inches nc= 1 `.'number A, = 0.20 . zi square inches nr = 8 ; number Alt = 1.59 .;square inches A, = 58 . ; 4 square inches X''"` ' < 2" Diameter Round ;2" High Rectangular Other: W,,,, _ .3"'.,inches HTR = 56 . inches 3781 edb.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer. Park Engineering Company: Park Engineering Consultants Date: November 3, 2004 Project: Westchase P.U.D. 2nd Filing LDS Church Location: Timberline Road & Trilby Road ii) Type of Screen (Based on Depth H), Describe if "Other" I x S.S. #93 VEE Wire (US Filter) Other. iv) Screen Opening Slot Dimension, Describe if "Other' I <:,;X zrt ; ? 0.139" (US Filter) Other. v) Spacing of Support Rod (O.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vri Type and Size of Holding Frame (Ref.: Table 6a-2) ram`,, _. - :-�:0.75 -,'!inches #156 VEE 3111 in. x 1.0 in. flat bar D) For 2" High Rectangular Opening (Refer to Figure 6b): I) Width of Rectangular Opening (W) W = `'< inches ii) Width of Perforated Plate Opening (W = W + 12') WCOM 71 inches iii) Width of Trashrack Opening (W epn;Q) from Table 6b-1 W,pe,;,,a = :; inches iv) Height of Trash Rack Screen (HTR) HTa = v Fs inches v) Type of Screen (based on depth H) (Describe if "Other) KlempTm KPP Series Aluminum Other. vi) Cross -bar Spacing (Based on Table 6b-1, Klemp TM KPP inches Grating). Describe if "OtherOther: vii) Minimum Bearing Bar Size (Klemp TM Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (LAM 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no 3781edb.xls, EDB EROSION AND SEDIMENT CONTROL NOTES 1. TIE EROSION LOMM INSPECTOR MUST BE NOTFIED AT LEAST 1NfNtt-FOUR (24) HOURS PRIOR TO ANY WNSIRUCTW ON MIS SITE 2 WERE SHALL BE NO EMTI-GBNRBINC ACTIVITY OUTSIDE TIE UNITS DESIGNATED ON THE ACCE➢TD PLAINS 3. ALL REWIRED WERIMETER SILT AND CONSTRUCTOR FENDING SMALL BE INSTALLED PRIM TO ANY LAD DISTURBING ACTIVITY (STOMMUNC. SMINPINO, GRADING, ETC). ALL OTHER REWIRED ERMON CONTROL MEASURES SHALL BE INSTALLED AT ME APPROPRIATE TIME N ME CONSTRUCTION SEWENCE AS INDICATED IN TIE APPROVED PROJECT SOIEWLE, CONSTRUCTION PLANS, AND EROSION CONTROL RETORT. 4. AT AlL TIMES pUPoNG CONSTRUCTION, ME DEVELOPER SHALL BE RESPONSIBLE FOR PREVENTING AND CONTROLLING W-SITE EROSIFN INCLUDING KEEPING ME PROPERTY WFFICHI WATFED 50 AS TO MINIMIZE WHO BLOWN BEg 1, ME DEVIO-WEIY WALL ALSO SE RESPONSIBLE FOR INSTALLING AND MAINTAINING A.L. EROSION COMM FACJUTES SHOWN HEREIN. 5. PRE-I)STURBANCE VEGETATW STALL BE PROTECTED AND RETAINED WHEREVER POSSI REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE UNITED TO ME AREA(S) REWIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR ME SHORTEST PRACTCAL PERIOD OF THE 6, ALL SOILS E%PbYD WRING LAND DISTURBING ACTIVITY (STRIPPING. GRADING. UTUTY INSTALLATIONS STOCKPILING. FlUJl ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DI90NG ALONG LAND CONTOURS UNTIL MULCH. YE(ETATgI. OR OTHER PERMANENT EROSION CONTROL SIPS ARE INSTALLED. NO SgLS IN AREAS OUTSIDE PROJECT STREET RIGHTS -OF -WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE MAN THIRTY (SI) DAYS BEFORE XEW WED MMPORARY OR PERMANENT EROSION OOMOL MG. SEEDMULCIL LANDSCAPING EM.) 15 INSTALLED, UNLESS OTHERWISE APPROVED By ME CTY/COUNTY. T. IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRJCNRAL) EROSION OONTRGL MEAS.IRE9 STALL (A) BE INSPECTED AT A MINIMUM OF ONCE EMERY TAO (2) WEEKS ANO AFTER EACH SIOIInCANT STORM EVENT AND NO IRE➢ OR RECONSTRUCTED AS NECESSARY IN OVER TO ENSURE ME CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. (8) REMAIN IN PLACE UNTIL SUCH TIME AS All ME SURROUNDING DISNRBED AREAS ARE %HTTOENRY STABWZ D AS DETERMINED BY ME EROSION CONTROL INSPECTOt (C) BE REMOVED AFTER ME SITE HAS BEEN SUFBCIENRY STABNffD AS DETERMINED BY ME EROSION CONTROL INSPECTOR & WHEN TEMPORAPY EROSION OJNIROL MEASURES ARE REMOVED, ME DEVELOPER SHALL BE RESPONSIBLE FOR ME CLEAN UP AND REMOVAL OF AL SEDIMENT AND DEBTS FROM ALL MANAGE INFRASTRUCTURE AND OTHER PUBLIC FADUMES 9. ME CONTRACTOR SHALL IMMEOIATFLY CI£.W UP ANY CCNSMUCTON MATERIALS INADVFRTENRY DEPOSITED ON EMITTING STREETS. SIDEWNMS, OR OTHER PUBUC TOITS OF WAY, AND MAKE SURE SWEETS AND WALKWAYS ARE CLEANED AT ME END OF EACH WORKING DAY. 10. ALL RETAINED SEDIMENTS. PARTICULARLY WME ON PAM ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF SIN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY WATERS OF ME UNITED STATES 11, NO SOL STOCKPNE SHALL EMEED TEN (10) FEET IN MOGHT. ALL 5(KL STN611ES SIA11 BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT PENDING. FUMY SOIL S1W XPIIE REMAINING AF-MR THIRTY (YJ) DAYS SHALL. WE SEEDED AND MULCHED. 12 ME STORMWATIR VOLME CAPACITY OF DETENTION PONDS GULL BE RESTORED AND STORM SEMEN UNFS ALL BE CLEANED UPOV COMPIETON OF ME PROJECT AND BEFORE TURNING ME MAR IENANCE OVER TO ME CITY/COUNTY OR HOMEOWNERS ASSOCIATION (HOull 13. CITY ORMIUM E AND 0.YORADO DISCHARGE PERMIT SYSTEM (COPS) REQUIREMENTS MAKE IT UMAAUL TO wGINARfE 1MR ALLOW ME DISCHARGE OF ANY POLLUTANT OR CONTAMINATED WATER FROM CONSTRUCTION SITES POLLUTANTS INCLUDE BUT ARE NOT WOTED TO DIMM BINWNG MATERIALS. CONCRETE MUM WASHOUT, MEMIGLS ML AND GAS PRODUCTS. UTTER AND SANITARY WASTE ME DE OMEN SHALL AT Al TIMES TAKE WHAMWIT MEASURES ARE NECESSARY M ASSURE ME PROPER CONTAINMENT AND DISPOSAL OF POLLUTANTS ON ME KIM IN ACWPDARCE AM ANY AND ALL APPUCAOE LOCAL STALE, AND FEDERAL REGULATORS. 14. A DESIGNATED AREA SHALL BE PRONGED ON SITE FOR CONCRETE MUM CHUTE WASHOUT. ME AREA SHALL BE CONSTRUCTED GU AS TO CONTAIN WASHWT MATERIAL AND LOCATED AT LEAST RIOT (50) FEET AWAY ROM ANY WATERWAY DURING WNSIRUCTON. UPON CMPUTION OF CONSTRUCTION ACTIVITIES ME CGROEIE WASHOUT MATERIAL WLL BE REMOVED AND PROPERLY DISPOSED OF PRIOR TO ME AREA BFMG RESTORED. IS CONDITIONS IN ME ROD MAY WARRANT OROSM OMMOL MEASURES IN ADDITION TO WHAT IS SHOW! M THESE PLANS. THE EMWuGPER WALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED NECESSARY. AS DRECTED BY ME Gtt/CWXtt. 1B. My RINGS SNNLL BE INSTALLED ALTO ALL PROPERTY TINES PRIM TO COMMENCEMENT OF CONSTRUCTOR ACTIVITIES, TALKY ALL REMAIN IN PLACE UNTIL CORSINUCTW AND LANDSCAPING IS COMPLETED. A WHOLE TRAMING CWTRW PAD SHALL BE INSTAL£➢ AT ME CONSTRUCTION ENTRANCE M ME EAST SIDE OF ME STE TO GDMG- MAGANG OF 5011 ONTO ME STREET SYSTEM. 17. ANY STEM PINNG OF MATERIAL SHALL BE PLACED NEAR ME ENTRANCE TO ME PROPERTY. IT IS ANTICIPATED MAT ONLY TERSER. STTPPINC ALL NEED TO BE STOCKPILED ONSIM PLOITONAL SLT FENCE SIIALL BE INSTALLED ALONG ME PETIMEMIR OF ME STOCKPILE AREA. 18. ME REMANDEIR OF ME EROSION GWTRa SHALL W INLET PROTECTION, BOTH M AM OFF-STE AT MIMING AND PROPOSED S IORM INLETS AND EROSION AREA RECUUNO ME SEDIMENT LOAD TO ANT ME POINT AND MAKING IT EASIER TO 19, HEAVY CMSRKUCTM EQUIPMENT SHALL BE RANKED NEAR ME SOUTH SIDE OF ME SITE BETWEEN ME EKll PROS ME COMADTM SHALL HAYS A SPILL RESPONSE PLAN FOR MY LOANS M SPILLS FROM ME EQUIPMENT. WM ANY WNTAMMATED SOL BONG REMOVED FROM ME SITE AND DISPOSED OF W AN APPROVED FACILITY. n. AS AREAS ARE BROUGHT TO FINISHED GRADE ME Rl PREPARATION WLL BE SOL ROUGHENING AND MULCHING N AREAS NON RECE VING OTHER LANDSCAPE TREATMENT. .� V. DRAINAGE WMNG CONSRUCTON ALL BE ROUTED AND COLLECTED IN ME EXISTING STORM SEWER SYSTEMS ALONG ME EAST, WEST AND SWAP SIDES OF ME PROPERTY. SMALL DIKRSON DIKES MAY BE NECESSARY TO IETP DIRECT RUNOFK TO APPROPRIATE INLETS ME STORM SYSTEM WILL BE BUILT DURING ME CONSTRUCTION %ROGESS AND ALL INlE15 WILL BE PROTECTED AND DRAINAGE PATTERNS ESTABLISHED TO MINIMIZE EROSION. 22 MIS PROJECT WLL BE CONSTRUCTED IN ME PHASE. ME SILT FENNY AND WIAMLE TACKING CONTROL PAD WLL BE INSTALLED PRIM TO ANY WKINK. am WADING ALL TAKE 1 TO 2 WEEKS M WMPLETE. MAINTAINING CLEAN STREETS IS PMRW VRLY CRITICAL DURING THIS PERIOD OF TIME STREET SWEEPING WLL BE DONE M A DAILY BASIS IF VISES A REARXTS OF SOIL ME TRACKED OFF -SITE. AFTER ME MAJOR GRADING OPERATION XAS BfEN CMPIETED, ME WANTTY OF DIRT CARTED ONTO ME ADJACENT STREETS SHOULD BE GREATLY REDUCED. NUMVER. SREE%NC _ WILL BE DONE ON ANY DAY MAT A VISIBLE AMOUNT OF DIRT 5 APPARMT ON ME STREETS I EROSION CONTROL LEGENDMY HXB IpM �� 01 auE RATTY SILT "a naii RRMCDOl 09-- OMOKL l ^ YTa• I 1i It � Itll`, umwY rvYw ad ON 3 8 I N 19 23, ME NEXT CONSTRUCTION ACTT WLL BE ME INSTALLATION OF ME UTIUTY UNEA WATER AND SANITARY SEWER AND STORM SEWflV. AS ME SMI SEWER BEING INSTALLED ME INIEi PROTECTION WILL BE INSTALLEDAS= _ — $02Y,p'45'W EACH INLET IS SET. _ 2C PERMANENT STABIUZATON WLL CONSIST OF ME PAVING OF ME DPIWS AND PARKING AREAS ANL THE IRM • i� MGg DINVAR OF ME MATERIALS. PAWING MNGTIMS WILL AS ITWN AS INSTALLATION IS 9 ss LOCCURCOMMERCE COMPLETE 15 TO ISO AND ME WILDING IS SUBSTANTIALLY PLETECONM THIS WILL T 16 TO 20 WEF](5 APPTHER R20 xv 4920 s - §1 THE PE AND AN 2 TO 6 PLR COITAL ALLF FOR E CMCREIE ANG ANOTHER 2 TO R -OWING 4 INTO PI 4 TO WEEKS AREAS ME I RM EN ED A INTO PAVING, THESE AREAS M ME SHE WILL BE PERMANENTLY STABIUZEO ABOUT l TO G MONTHS INTO ME PROJECT. G, Ic�r OF FORTCOLLINS,COD®W118D0 0. WIDSCA%XC WLL OVERLAP AM ME PAVING OPERATION AND SHOULD BE COMPLETED AT ABOUT ME SAME TIME, pRGTOD 05iy PLAN ryL APPROVAL PL AN PPR AL ME WLET pRIGI COON WILL CONTINUE TO BE MAINTARNED UNTIL PROECT CLOSEOIL lW Y LS Y Y 26. Al OF ME EROSION C041R0. FEATURES WLL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER EVERY MAJOR STORM EVERT. SEDIMENT IS TO BE REMOVED FROM ANY AREA OF COLLECTION AND FORCE MAW BALES. OR RANK W E ON ME SCHEDULE EVEN AFTER ME APPROVED: ---ENGREE� �lll•^ VRETAINED ACTIVITY I6 CMPLETANE, EGETATION HASBEE N INSTALLED UNTIL ALL CONSTRUCTIONAC 27. ME CONTRACTION SHALL WATER AREAS OF ME PRD£CT SITE TO CO M0. DUST. ME INTERVALS AND LOCATIONS CHECKED BY:�O��T� OF WATER "CEMENT WLL VARY BASED ON ME CONDITIONS OF PROJECT SITE IT IS ME CMMACMR'S REITPMSIBIUTSR TO ENSURE MAT DUST IS NOT RELEASED TO ANY ADJACENT PROPERTY M ROADS STREET SA£IDING WILL BE DONE AT INTERVALS EASED ON ANY VISIBE AMOUNTS OF DIRT TRACT 07-SITE CHECKED BY:� aR. ALL ERDSON GONMLI FACILITIES SHALL HUMAN IN PLACE UNTIL ALL PAVING AND LANDSCAPING HAS BEEN INSTALLED. THEY S N-1. NOT BE REMOVED UNM ME MONTH AFTER ME COMPLETION OF THESE CONSTRUCTION ACTIVES TO ALLOW TIME FOR ME LANDSCAPING TO BECOME ESTABLISHED. CHECKED BY: Z9. .,RO SHALL BE IN COMPLIANCE MIS WATER MANAGEMENT PLAN AND HALLOW EROSION CDNT1mL �1E- ED BY 1ED0�ME ER09M CONTROL REPORT PREPARED BY PARK ENGINEERING CONSULTANTS STATED IN ME REP RT 1IIE GUDFLBRST DATED NDVEAL CHECKED BY:---T!OOrCTDMREER-_ -ZI CHECKED BY: .-01 �ITR Ww a i Yv p1T�KDii1 MIT. Y PVC SA _ T CARMICHAEL STREET EMIR. T P1C WA � — _ —1 — �_{ _ —_N00'04'05E_--- _� it i XJ!'M L=70.37' $ T=35.50' Delta-16'47144' CHmNO9019'40'W CHL=70.05' N M m LOT 2. BLOCK 11 �ol7, X ll' ' LOT 3. BLOCK 11 4.91 ac. HIS ��, •/ r h �,4p2A 4p24- a Im 32919' M .E'fi VJ ®na V® — INV 918 6 TI ....—..1..,.... CHILI ------------------ OF L VIA �A � l \\ BITREAM ST%N RIF AREA WALLIBE MN�TNIm rn I I I fflYl (fl1 �I I,hW/ET Y Non' Al 711 o, RRIG49 c IxVINIMN v e ]0 0 15 3O 80 ORI6TEJAL SCALE 1'=�_ I./ AN: 491214 WV, GOT N109F Q L=20.57' IO yA T=10.34' w $ PDAtO=02`I }If CH=SBBY2'I8'E m W CHLw201 L' W 5872B'40'E 95.36' ��Ild�ll� II T=11. W+ 11 Delta 22 CH=N -42 1.UI a CHL 22.16 IA, II PU 01 faf I SIWlIIW Wt—� ERPARK ENGINEERING CONSULTANTS 420 215T AVENUE, SUITE 1M LONMG3NT CO. 80501 (]03)851-fi62fi WESTCHASE P.U.D. 2nd FILING LDS CHURCH STORMWATER MANAGEMENT PLAN DATE CA➢ Ip SHa � a eEND uum�u . �w w pgpr. . -wP N=. w a •NAM aNwq �� TYPICAL CONCRETE THRUST BLOCKS FORT DOWNS — LOVIlPNO WATER DISTRICT xR STANDARID TRENCH AND BEDDING DETAIL FORT CHEJN6 — LOVEUND SUALE NR WATER DISTRICT WR ARM As SPmm INBECIIp1 O LmzR uxi a \ DROVE! MAJ. 1 / AWING \ ENTIRE uR a N. YN. \ % FINE W. \\\ XLVA RRML m (VNRMwc VMCDOM %sr • pprW. BXAW MM®8 f'188 w 06P111 STANDAIRD TRENCH & BEDDING DETAIL SOUTH FORT COWNS solu: x3 SANITATION DISTRICT a GUTTER IN N cu® �xD cmf� very urDmi mvxYr ®® R �•w m a/eya YOE VVY a SOUTH FORT COLLIE SANITATION DISTRIC 0 CURB CUr UT • =II■�II�III� a'1 Aeee III w 1 0© k 5 L) J ,:v MINNI TYPE IV ATTACHED WAIK DRIVEWAY 9TIM1'016D DDNE•AY APPPAACtl (wGtl WIWYE DDIVE TIDES III t IY) ro�xn�g x smDm"mRixRs �ns/a vm TEMPICAL CURB STOP INSTALLATION KV> WATER DISTRICT a.ere NR 00 TV ITW, TYPE IV ATTACHED WAIK DRIVEWAY 9TIM1'016D DDNE•AY APPPAACtl (wGtl WIWYE DDIVE TIDES III t IY) ro�xn�g x smDm"mRixRs �ns/a vm TEMPICAL CURB STOP INSTALLATION KV> WATER DISTRICT a.ere NR 00 TV ITW, TEMPICAL CURB STOP INSTALLATION KV> WATER DISTRICT a.ere NR 00 TV ITW, ri i6 as `S - ¢'I' a v - IAT ® m.,� a w .E ral f{�T ��=� ADJAMINUM ON CASEY EVEN SOME RE7 DO SNAL (MADE II VAN IT 17INR,� ILA PH N�iALII FOR; COLLINS - LgrILAND WATER D'STIN y i4 •I �zJ `�1'n eExq vnTx SEND wrx cu+WO D:ERECidi srRNDxr 9p UERnL NIT1Rxp6LE1C TCR wREcnv aPPascp unxaL wTM p€R Ec.aR .oMxa NAIANXFLDNC DETAILS FOR MANHOLES rnmRm mlw m�OCIMM1Ul 4+K WxNo D-5 PREW TYPICAL SETTING FOR 9-1/2" & 2' METERS FORT COLLINS - LOVELAdD 9f/IC NET WATER DISTRICT � _ III Irt. — COURSE STANDARD TRASH RACK DETAILS EMAT MAY IXTEREI) WATER nCCPECPS 111 a• uw yTC VEHICLE TRACKING CON7FiOL GRACE PROTECTION —I f�l �I 1IIIL IN�T PROTjON FlrYu� � �eY,�.�%"W N_� VAN w CIYY OF FORT COhhtttlE. 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" CPPtl OF ff0494 COLL9R7S, COdOWb100 M40d044 PdQa L•QPP ®mQd — °?� ;�'s`" CHECKED BY:WES7CHASE P.U.D. 2Dd FILING LDS CHURCH CHECKED BY:�� 'PUBLIC' IMPROVEMENTS DETjkIL SHEET dd CHECKED BY: —,,,,r � .m No RATE 8111OMID 8BAI112 ® Rn .mro EeRE LL PLAN Or W FLOW I _ - sEuion %.� �Nw FOOM u:.w�wco kq 27I R:rsE-Duce (LovELANuv R CURB AD CNRER I�m�vwwx xo: , vum xvouw: vole a Ty LNGINL� Ron CHECKED BY. CHECKED BY. ? " CPPtl OF ff0494 COLL9R7S, COdOWb100 M40d044 PdQa L•QPP ®mQd — °?� ;�'s`" CHECKED BY:WES7CHASE P.U.D. 2Dd FILING LDS CHURCH CHECKED BY:�� 'PUBLIC' IMPROVEMENTS DETjkIL SHEET dd CHECKED BY: —,,,,r � .m No RATE CHECKED BY:�� 'PUBLIC' IMPROVEMENTS DETjkIL SHEET dd CHECKED BY: —,,,,r � .m No RATE B APPENDIX B EROSION CONTROL REPORT - 11 I. GENERAL LOCATION AND DESCRIPTION The Fort Collins Stake Center is located on Lot 3, Block 11. of the Westchase P.U.D. Subdivision, located in the Southwest Quarter of Section 8, Township 6 North,. Range 68 West of the 6' Principal Meridian, City of Fort Collins, County of Larimer, and State of Colorado. The site is more specifically located at the northeast corner of Timberline Road and Tribly Road, in southern Fort Collins. The site is bound by South Timberline Road on the west, developed Lot 1(Poudre Fire Authority Station # 14) and undeveloped Lot 2 on the north, Carmichael Street on the east, and West Tribly Road on the south, in southern Fort Collins. The project site encompasses 4.91 acres, the area for Lot 3 of the Westchase P.U.D. Subdivision, and the off -site area of 1.03 acres for Lot 2 to the north, which storm water runoff comes onto the site. This report describes Erosion Control for Lot 3, and from Lot 2 of the Westchase P.U.D. Subdivision. The site is undeveloped with very little ground cover. Existing grades slope to the south'at approximately 1.5%. Soils consist of lean clays with sand as outlined in the Geotechnical Engineering Report for the site. A single church building covering approximately 24,420 square feet, with associated parking and landscaped areas. Two existing detention ponds are located on the site, at the south west and south east corners of the property, where the ponds will be reshaped and fine graded to meet the site's design and will not: adversely affect the pond's release structure during the development of the proposed site. 1 ' I U. EROSION AND SEDIMENT CONTROL MEASURES ' Silt fence will be installed along all property lines prior to commencement of construction activities. They will remain in place until construction and landscaping is completed. A vehicle tracking control pad will be installed at the construction entrance on the east side of the site to control tracking of soil onto the street system. Any stockpiling of material will be placed near the entrance to the property. It is anticipated that only topsoil stripping will need to be stockpiled onsite. Additional silt fence will be installed along the perimeter of the stockpile area. ' The remainder of the erosion control will be inlet protection, both on and off -site, at existing and proposed storm inlets and area drains, reducing the sediment load to any one point and ' making it easier to maintain effective erosion control. Heavy construction equipment will be parked near the south side of the site, between the ' existing ponds. The contractor is to have a spill response plan for any leaks or spills from the equipment, with any contaminated soil being removed from the site and disposed of in an approved facility. ' As areas are brought to finished grade, the final preparation will be soil roughening and mulching in areas not receiving other landscape treatment. ' Drainage during construction will be routed and collected in the existing storm sewer systems along the east, west and south sides of the property. Small diversion dikes may be ' necessary to help direct runoff to appropriate inlets. The storm system will be built during the construction process and all inlets will be protected and drainage patterns established to tminimize erosion. I 1 ' III. TIMING SCHEDULE ' This project will be constructed in one phase. The silt fence and vehicle tracking control pad will be installed prior to any work. Site grading will take 1 to 2 weeks to complete. Maintaining clean streets is particularly critical during this period of time. Street sweeping will be done on a daily basis if visible amounts of soil are tracked off -site. After the major grading operation has been completed, the quantity of dirt carried onto the adjacent streets ' should be greatly reduced. However, sweeping will be done on any day that a visible amount of dirt is apparent on the streets. ' The next construction activity will be the installation of the utility lines, water, and sanitary sewer and storm sewer. As the storm sewer is being installed, the inlet protection will be ' installed as each inlet is set. Permanent stabilization will consist of the paving of the drives and parking areas and the installation of the landscape materials. Paving operations will commence as soon as utility installation is complete, and the building is substantially complete. This will occur - - approximately 15 to 20 weeks into the project. Allowing 4 to 8 weeks for the concrete work ' and another 2 to 6 weeks for initial paving, these areas of the site will be permanently stabilized about 4 to 6 months into the project. ' Landscaping will overlap with the paving operation and should be completed at about the same time. The inlet protection will continue to be maintained until project closeout. 7 1 1- 1 ' IV. INSPECTION AND MAINTENANCE ' All of the erosion control features will be inspected at least once a week and after every major storm event. Sediment is to be removed from any area of collection and fence, straw ' bales, or rock repaired or replaced as necessary. Monitoring will continue on the same schedule even after the vegetation has been installed until all construction activity is complete. The contractor shall water areas of the project site to control dust. The intervals and locations ' of water placement will vary based on the conditions of project site. It is the contractor's responsibility to ensure that dust is not released to any adjacent property or roads. Street sweeping will be done at intervals based on any visible amounts of dirt tract off -site. ' All erosion control facilities will remain in place until all paving and landscaping has been installed. They will not be removed until one month after the completion of these construction activities to allow time for the landscaping to become established. lJ 1 I Erosion Control Calculations for Westchase P.U.D. 2nd Filing LDS Church PDP-Type 1 EROSION CONTROL COST ESTIMATE COST PER TOTAL DESCRIPTION UNIT UANTITY UMT COST EROSION CONTROL SILT FENCE LF 1650 3.00 4,950.00 STRAW BALE BARRIER EA 7 150.00 1,050.00 WATTLES EA 9 75.00 675.00 CONSTRUCTION ENTRANCE EA 1 550.00 550.00 TOTAL: $ 7,225.00 TOTAL COST COST + 150% : $10,837.50 CITY RESEEDING COST RESEED/MULCH AC 1.75 775.00 1,356.25 TOTAL: $ 1,356.25 - - TOTAL COST COST + 150% : $2,034.38 378/erostest4.gpw 1 1 1 1 y e CD 00 p (A a N N O N Y yO � _ O u M `m a p h .a v1 00 Wb h r M M M N a e n 'n O\ M O O N oo v-i h Vl ON y� z w a Q b a0 V b N N N cn N N O GO Q F z r Paz O U Ca 0 ujLULU o A o o Q wmu�ww o Q Q o 0 N 0 0 0 0 0 0 0 0 0 0 o w W E z U o v w� 333wwwww�F^ o aa a u a� I N a d' O O N O Ny L yO O _Y pa o rn rn N F � ¢ m o o W o a � � a Q U 0 II O U h a a w U 61 F ¢ QL W a W a CL o F ¢ W a o �0 y^ o Z > "� > a w va ¢ a U„a qa, oo�n000ao p W 3 w - vQ w 3 6w It W U Zy' CG F Z Z [w d FW-F 0 z Z W w a IC)� z d U.a oo^oo'ov)000. 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LONGMOM'T CO. 80501 (303)651-8826 CHECKED BY:WESTCHASE P.U.D. 2nd FILING LDS CHURCH 'PRIVATE' IMPROVEMENTS CHECKED BY:((JN-SITE) DETAIL SHEET CHECKED BY: .IaB xo DATE m RC SHEET NB 3]B-1 11 15 W 3781Nax 10 OF 12