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Home My WebLink AboutDrainage Reports - 01/12/2023DECEMBER 15, 2022 City of Fort Collins Approved Plans Approved by: Date: RE: FINAL DRAINAGE REPORT FOR TIMBER LARK RESIDENTIAL 12/15/2022 • ' � 1 I. I. GENERAL LOCATION AND DESCRIPTION..........................................................1 II. II. DRAINAGE BASINS AND SUB-BASINS...............................................................3 III. III. DRAINAGE DESIGN CRITERIA..........................................................................4 IV. IV. DRAINAGE FACILITY DESIGN...........................................................................7 V. V. CONCLUSIONS............................................................................................10 VI. VI. REFERENCES..............................................................................................12 TABLES AND FIGURES FIGURE 1:VICINITY MAP.........................................................................................................1 FIGURE 2: AERIAL PHOTOGRAPH...........................................................................................2 FIGURE 3: REGULATORY FLOODPLAINS ................................................................................3 FIGURE 4: LOOKING SOUTHWEST ACROSS PROJECT SITE ..................................................4 TABLE 1: DETENTION POND SUMMARY...............................................................................10 APPENDICES APPENDIX A- HYDROLOGIC COMPUTATIONS APPENDIX B- HYDRAULIC COMPUTATIONS APPENDIX C- DETENTION POND &WATER QUALITY COMPUTATIONS APPENDIX D- EROSION CONTROL REPORT APPENDIX E - USDA SOILS REPORT APPENDIX F- FEMA FIRMETTE APPENDIX G - EXCERPTS FROM LINDEN PARK DRAINGE REPORT APPENDIX H - EXCERPTS FROM PARAGON ESTATES DRAINGE REPORT MAP POCKET DR1 - DRAINAGE EXHIBIT NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY TABLE OF CONTENTS E ' I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1. Vicinity Map � . . . �, xosen onvP 8 CdC[L i C 0'a�i a L'r�andl I � _ � - k � � ; X � ev�r.:w.,�ai�« coia� P�d•f�CHlllOf•YC Pfd�f PNII�Gf�N2 H=�ry�'S[5[r 2 - — � V a W � I ,5 Fvss�l Crtck N��•,7y' .,;i��:�'� � ��ssil C•eek�rrxway — 3 J:,�� i : - - � �a F31can Ridge Drrr 4O� lalcor: 5 c Hi9�eorive � Balr.win�r�Pr i� ; - �n - ��•i 9no�ews5'ir�p. - r - - = i ' i � - - i M �. � Project � � Location ' t �,_,,,<<�` ___'___ _ FnwerY�'�I . ''a_____"- ____. II [St34 F..��iTriltr/Ilc�d �3�1 � C ��I -. i If 'l �}. [ �i i H � _ 5 �'flrlf[��Ir1�N � ' � .. I il �..il I'I I. .�, _ �, Figure 1:Vicinity Map 2. The Timber Lark Residential project is located in the southeast quarter of Section 7,Township 6 North, Range 68 West of the 6th Principal Meridian,City of Fort Collins,County of Larimer,State of Colorado. 3. The project site(refer to Figure 1) is bordered to the north by Linden Park Subdivision,to the east by Timberline Road,to the south by agricultural land,and to the west by Great Western Railway. The surrounding properties are single-family residential to the north,east,and west and agriculture to the south. The site abuts against Fort Collins City Limits on the north and west boundaries and along the Timberline Road right-of-way. 4. The nearest existing major streets to the project are South Timberline Road on the east side of the project and Trilby Road towards the south. 5. A 30"storm sewer conveys stormwater from Linden Park south to Fossil Creek across the property. Fossil Creek is located towards the southwest of the project south of Trilby Road and west of the Great Western Railway. B. DESCRIPTION OF PROPERTY 1. The Timber Lark Residential site comprises of±35.17 acres. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 1�11 E ' I� , � . _ . �, _ ..>' .F ` � � a .,�3kd � i� . �� s �t�' - ��J�..,� + � li �'..r�"r�� . �_ ��.'-1 r !� � *� ,�1��r '�� ' : � �`, � �� ,�� ; I �: ~ � , � � �_' , ��,,.,� • '� '.� �1. v��l i�� . � � •� .�+L��`�i�� - '� _ �� _ . . ` . � � � ' � . •' � � ��' � �'�'"��`�'�"l"�� r '� ' `��`� � ��`.-.�.��"�_ �^ , . .�-- �- _ I , � � � 'f � � :.:��;,. � � +��;; �,�;�� , ,� � � o� �� i? - •� .. � •. . t I � � � t'.;- — '�� > � .. — s '"`'� i - � � � -��" �` , � � 2 t , � � �'h.' ` ' ��`•, 't �['Y- �� '� _�' � `� F �: �.�+.�. �:�`; � � � �; �.;. t: ; .� � ;�y;�, �j� � �� ` ,:. �_- �� , ' � _ . �� Y!� � ,� '` ' 1 � , ,, � J.'� i �t ` � ; : � � " �� .. . ��, .� � .� 1 �� ' .I . `i � •ca. 4-'�'' f►''k-�' I ��. -I ` �� -fx^�!�'.4'_G�_" _ _ " �. ��.r-%y 1 - ' ' ' _ + ..}r w�� y �T '1 \ -r-^"��..... .. . �� .S'��' . - . . '}w.' . . l-A`�_1M'/. . - .. •� ' �� ' . Figure 2:Aerial Photograph 2. The site is currently used as agriculture. 3. A subsurface exploration report was completed by Earth Environmental Consultants,Inc.on June 2,2020(EEC Project No.1202034). At the time this report was written,the site was undeveloped with established vegetation. According to Earth Environmental Consultants,the site consist of sandy lean clay soil with bedrock at a depth between 20 to 35 feet. 4. According to the United States Department of Agriculture(USDA) Natural Resources Conservation Service(NRCS)Soil Survey website: (http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx), the site consists primarily of Fort Collins loam and Nunn loam (Hydrologic Soil Group C)and Kim loam (Hydrologic Soil Group B). The calculations assume a Hydrologic Soil Group of C. Hydrologic Soil Group C has a slow rate of water absorption and infiltration. 5, The proposed development will consist of single-family and multi-family residential. Other proposed improvements include asphalt drive aisles,sidewalks,landscaping,and a neighborhood park. 6. The site is currently zoned as Rural Residential(RR-2) in Larimer County. Subdivisions are zoned Low-Density Mixed-Use District(LMN)to the north and east of the project and Low-Density Residential District(R-L)to the west. The proposed uses for the project are consistent with Low- Density Mixed Use District(LMN). NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 2�11 Final Drainage Report for Linden Park P.D.P Final Drainage Report for Linden Park P.D.P E ' Timber Lark Residential aims to reduce runoff peaks,volumes and pollutant loads from frequently occurring storm events(i.e.,water quality(i.e.,80th percentile)and 2-year storm events) by implementing Low Impact Development(LID)strategies.Wherever practical,runoff will be routed across landscaped areas orthrough underground chambers.These LID practices reduce the overall amount of impervious area,while at the same time Minimizing Directly Connected Impervious Areas (MDCIA).The combined LID/MDCIA techniques will be implemented,where practical,throughoutthe development,thereby slowing runoff and increasing opportunities for infiltration. Step 2—Implement BMPs that Provide a Water Quality Capture Volume(WQCV)with Slow Release.The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events;however,urban development of this intensity will still have stormwater runoff leaving the site.The primary water quality treatment will occur in underground chambers and extended detention pond. Step 3—Stabilize Drainageways.As stated in Section II.A,above,the site discharges into Fossil Creek,however no changes to the channel are proposed with this project.While this step may not seem applicable to Timber Lark Residential,the proposed project indirectly helps achieve stabilized drainageways,nonetheless. Once again,site selection has a positive effect on stream stabilization. By developing with existing stormwater infrastructure,combined with LID and MDCIA strategies,the likelihood of bed and bank erosion is reduced. Furthermore,this project will pay one-time stormwater development fees,as well as ongoing monthly stormwater utility fees,both of which help achieve Citywide drainageway stability. Step 4—Implement Site Specific and Other Source Control BMPs.This step typically applies to industrial and commercial developments. C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 1. The subject property is not part of any Overall Development Plan (ODP)drainage study or similar "development/project"drainage master plan. However,stormwater from Timber Lark Residential will discharge into conveyance structures established as part of the Linden Park and Paragon Estates subdivisions. 2. The site plan is constrained to the north by the Linden Park Subdivision,to the west by the Great Western Railway,and to the east by Timberline Road. An existing agricultural use borders the project on the south. D. HYDROLOGICAL CRITERIA 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves,as depicted in Figure 3.4-1 of the FCSCM,serve as the source for all hydrologic computations associated with Timber Lark Residential development.Tabulated data contained in Table 3.4-1 has been utilized for Rational Method runoffcalculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables 3.2-1,3.2-2,and 3.2-3 ofthe FCSCM. 3. The Rational Method will be used to estimate peak developed stormwater runoff from drainage basins within the developed site forthe 2-year,10-year,and 100-year design storms. Peak runoff discharges determined using this methodology have been used to check the street capacities, inlets,swales,and storm drain lines. Detention was calculated utilizing EPA SWMM. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 5�11 E ' 4. Two separate design storms have been utilized to address distinct drainage scenarios.The first event analyzed is the"Minor"or"Initial"Storm with a 2-year recurrence interval.The second event considered is the"Major Storm"with a 100-year recurrence interval. E. HYDRAULIC CRITERIA 1. The hydraulic analyses ofstreet capacities,inlets,storm drain lines,culverts,and swales were calculated per the FCSM criteria and provided in the Appendices.The following computer programs and methods were utilized: • The storm drain lines were analyzed using the AutoCAD Storm and Sanitary Sewer Analysis. • The inlets were analyzed using the Urban Drainage Inlet and proprietary area inlet spreadsheets. • Swales and street capacities were analyzed using the Urban Drainage Channels spreadsheets. • Sidewalk chases were analyzed usingthe Hydraflow Express Extension for AutoCAD Civil 3D. F. FLOODPLAIN REGULATIONS COMPLIANCE As previously mentioned,this project is not subject to any floodplain regulations. G. MODIFICATIONS OF CRITERIA No formal modifications are requested at this time. H. CONFORMANCE WITH WATER QUALITYTREATMENT CRITERIA City Code requires that 100%of runoff from a project site receive some sort of water quality treatment. This project proposes to provide water quality treatment with underground chambers and extended detention within the detention pond. The chambers,when constructed per Fort Collins regulations,are considered an LID treatment method. A weir is located within Manhole A4 to direct the first initial rush of the storm into the underground chambers. Afterthe initial rush,the weir is sized to allow the Minor and Major Storms to flow into the proposed detention pond. Due to the physical constraints associated with a project of this nature and the prohibition of providing water quality facilities within the public right-of-way,there are some small,narrow areas around the perimeter ofthe project that cannot be captured. The uncaptured areas tend to be narrow strips of grading behind rear lot lines that tie the site back into established offsite grades along property lines. Every effort is taken to direct as much of these narrow landscaping strips into the proposed drainage infrastructure,but there will be some small segments of uncaptured parcels. While these small areas will not receive formal water quality treatment,most areas will still see some treatment as runoff is directed across through the landscaped areas before reaching the property line. I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT(LID) The project site will conform with the requirement to treat a minimum of 50%of the project site using a LID technique. LID treatment will be provided by underground chambers. Please see Appendix C for LID design information,table,and exhibit(s).As shown in the LID table provided in the appendix,70%of the proposed site impervious area will receive LID treatment,which exceeds NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 6�11 E ' the minimum required. LID/water quality treatment for the remaining site will be provided by extended detention within the proposed detention pond. IV. DRAINAGE FACILITY DESIGN A. GENERALCONCEPT 1. The main objective of Timber Lark Residential drainage design is to maintain existing drainage patterns,while not adversely impacting adjacent properties. 2. Off-site drainage from Linden Park passes through an existing 30"storm sewer bisecting the property(Linden Park Outfall). 3, A list of tables and figures used within this report can be found in the Table of Contents at the front of the document.The tables and figures are located within the sections to which the content best applies. 4. Drainage for the project site has been analyzed using fourteen(14)drainage sub-basins.The drainage patterns anticipated forthe basins are further described below. Basin Al Basin A1 is approximately 2.29 acres and consists of the detention pond and surrounding landscaping areas in the southeast corner of the site. The basin will generally maintain historic drainage patterns. Runoff from this basin will sheet flow into the onsite detention pond. The detention pond will provide both detention and water quality in the form of extended (40-hour)detention forthe entire project. The detention pond will discharge into the Linden Park Outfall. Basin A2a&A2b Basins A2a and A2b consist of ten lots immediately west of the detention pond,the south side of Street B,and the far south stub of Red Willow Drive. Basin A2a is approximately 1.17 acres. Basin A2b is approximately 0.85 acres.The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street B curb and gutter. The curb and gutter will convey the stormwater east towards a storm inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin Al. Detention and water quality for Basin A2 will be provided by the detention pond and underground chambers. Basin A3a&A3b Basins A3a and A3b consist of ten lots immediately west of Basin A2,the south side of Street B,the southeastern quarter of Golden Willow Drive,and the far south stub of Weeping Willow Drive. Basin A3a is approximately 1.44 acres. Basin A3b is approximately 0.68 acres.The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street B curb and gutter. The curb and gutter will convey the stormwater east towards a storm inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin Al. Detention and water quality for Basin A3 will be provided by the detention pond and underground chambers. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 7�11 E ' Basin A4a&A4b Basins A4a and A4b consists of the lots along Red Willow Drive and Alley L,the west half of Street I,and the northeast quarter of Street B. Basin A4a is approximately 0.36 acres. Basin A4b is approximately 1.74 acres.The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either Street I or Alley L curb and gutter. The curb and gutter and the alleys will convey the stormwater south towards an inlet in Street B and ultimately into the detention pond in Basin Al. Detention and water quality for Basin A4a and A4b will be provided by the detention pond. Basin A5 Basin A5 is approximately 6.14 acres and consists of the lots along Street G and Alley K,a park,Street G,Alley K, Red Willow Drive,and the north half of Street B. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either the Street G,Street B, Red Willow Drive,or Alley K curb and gutter.The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewerwill then convey stormwaterto underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A5 will be provided by the detention pond and underground chambers. Basin A6 Basin A6 is approximately 6.09 acres and consists of the lots along Weeping Willow Drive and Street E,Street E,Weeping Willow Drive south of Street A,and the north half of Street B. The basin will generally maintain historic drainage patterns from northwest to southeast. Runofffrom this basin will sheet flow offthe lots into the Street E or Weeping Willow Drive curb and gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin A1. Detention and water quality for Basin A6 will be provided by the detention pond and underground chambers. Basin A7 Basin A7 is approximately 2.91 acres and consists of the lots along Golden Willow Drive. The basin will generally maintain historic drainage patterns from north to the south. Runoff from this basin will sheet flow off the lots into the Golden Willow Drive curb and gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin Al. Detention and water quality for Basin A7 will be provided by the detention pond and underground chambers. Basin A8 Basin A8 is approximately 0.45 acres and consists of the south half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter,and the curb and gutter will convey the stormwater east towards an inlet at the intersection of Street A and Red Willow Drive. The 100-year storm will overtop the inlet and continue within the Red Willow Drive curb and gutter towards an inlet in Basin A5. Both inlets,via storm sewer,will convey drainage into NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 8�11 E ' underground chambers in the south half of the park for water quality treatment. The 100- year storm will continue east to the detention pond in Basin Al. Detention and water quality for Basin A8 will be provided by the detention pond and underground chambers. Basin A9 Basin A9 is approximately 3.84 acres and consists of the lots along the Street A and the north half of Street A. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will sheet flow off the lots into the Street A curb and gutter. The curb and gutter will convey the stormwater towards an inlet at the intersection of Street A and Red Willow Drive. A storm sewer will then convey stormwater to underground chambers in the south half of the park for water quality treatment,and the 100-year storm will continue east to the detention pond in Basin Al. Detention and water quality for Basin A9 will be provided by the detention pond and underground chambers. Basin A10 Basin A10 is approximately 0.97 acres and consists of the lots along Alleys 0 and P. The basin will generally maintain historic drainage patterns from north to south. Runoff from this basin will sheet flow off the lots into Alleys 0 and P,and the alleys will convey water to an inlet south of the basin. A storm sewer will then convey stormwater to the detention pond in Basin Al. Detention and water quality for Basin A10 will be provided by the detention pond. Basin All Basin All is approximately 0.43 acres and consists of the south half of Street C. The basin will generally maintain historic drainage patterns from west to east. Runoff from this basin will collect within the curb and gutter,and the curb and gutter will convey stormwater east towards an inlet at the east end of Street C. A drainage channel will then convey stormwater to detention pond in Basin Al. Detention and water quality for Basin All will be provided by the detention pond. Basin Al2a Basin Al2 is approximately 2.32 acres and consists of the lots along Alleys M and N,Street G,Alley M,Alley N,the south half of Street A,the north half of Street C,and the northeast quarter of Street I. The basin will generally maintain historic drainage patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots into either the Street I curb and gutter or into Alleys M and N. The curb and gutter and the alleys will convey the stormwater south towards a storm inlet in Street C. A drainage channel will then convey stormwaterto detention pond in Basin Al. Detention and water quality for Basin Al2 will be provided by the detention pond. Basins Al2b.12c.&12d Basins Al2b,12c,and 12d consists of small pockets of landscaping and roofwithin Basin 12a that flows directly east in Basin A13. Basins Al2b,Al2c,and Al2d are approximately 0.08 acres each. The basins will generally maintain historic drainage patterns from west to east. Runoff from these basins will sheet flow off the lots into a swale bisecting the northern third of Basin 12a. The swale will convey stormwater east into a drainage channel within Basin 13 and ultimately into the detention pond in Basin Al. Detention and water quality for Basin Al2 will be provided by the detention pond. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 9�11 Detention Pond Summary Required Water Quality Volume 0.23 ac-ft Required Detention Volume 5.65 ac-ft Design Volume 5.88 ac-ft Release Rate 10.4 cfs E ' 2. The drainage desing proposed with this project will effectively limit potential damage associated with its stormwater runoff. Timber Lark Residential will detain per the 2-year historic runoff from the site. 3. The drainage plan and stormwater measurements proposed with Timber Lark Residential are compliant with all applicable State and Fedaral regulations. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 11�11 E ' VI. REFERENCES 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,November 5,2009, BHA Design, Inc.with City of Fort Collins Utility Services. 2. Final Drainage Report for Linden Park P.D.P..TST, Inc.,Fort Collins,Colorado,May 30,2000. 3. Final Drainage Report for Paragon Estates.TST,Inc.,Fort Collins,Colorado,September 12,1994. 4. Fort Collins Stormwater Criteria Manual,City of Fort Collins,Colorado,as adopted by Ordinance No. 159,2018,and referenced in Section 26-500 of the City of Fort Collins Municipal Code. 5. Soils Resource Report for Larimer County Area,Colorado,Natural Resources Conservation Service, United States DepartmentofAgriculture. 6. Urban Storm Drainage Criteria Manual,Volumes 1-3,Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver,Colorado, Revised Apri12008. NORTHERNENGINEERING.COM�970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS�GREELEY 12�11 E ' , • • � , � '• � • ' ' • ,� 1 ' � • ' � ,,,1 � �-� � � `. • 'v�_ .��..t- _ �� . _ , "� / . : !J 1 ' .. r:,,� : .� ' -: � _ .^��• .?;.�. _i� � � � �M��'�r;�� /' � •Ir� r��►-� �.�'t -:�,�_�'� �� - _�,� �, NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX � o I� 6t �t1 � N N M �t1 '-I N 7 M 7 N oJ � � I� t0 N C M W l0 oJ t0 Ot W r r W Ot I� rn oJ 6l N �A �f1 7 6l I� 0 o O O O O O O O O O o o O O o 0 o O O O a � Ol N W �fl M lD W O �fl M Ot � I� V 1� I� I� I� r r _ � _ N t0 N l0 �fl I� l0 N lD t0 I� �I/ 1� l0 I� 7 V V M I� �fl �C O O O O O O O O O O O O O O O O O O O O O N � � � s � ry � � ,� N � v rn �n o� �n m � co o ui m m v ti v ti ti ti ti ti ti J f v v rv � v� � vi i- � v� � � i- �n i- � r v c c fn r vi � � v � �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E o � m ° LL � � - v � � � ' v rn �n o� �n m � co o ui m m � � a r � r � r r o >. °' rv � in � in ti � in � �n ti �rr ti � ti v v v m ti in m � 3 0 o O o 0 0 o O o 0 o O O o 0 o O o 0 0 0 °' ia di o E � u m a J V � 0 0 0 o a o N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O N N I� W O lD O O M M u'1 N N V 6� V O M � � 7 lD N C O O 61 O1 �!f tD N lD �Il I� tD N u'1 tD I� �(l lD l0 I� M M t+1 fV I� ul N ', 'ti V N d a � �c d .� d N N N �A O O l0 N O M O O O W �f1 6l l0 tD 1� t0 rl N �A �fl M 6l N p Ql � OJ u'1 N N '-I .-I O '-I O �--I .-I N lD '-I O lD N '-I lD O O O OJ O 7 V O O O O O O N O O O O O O �--I O O O O O O O O O O O O O C C • 0 o O o 0 0 o O o 0 o O O o 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o O o 0 o O O o 0 o O o 0 0 0 O M ln th CO O W ln V lt1 M N O O O O O O O O tD O �fl O� I� tD O O N '-I W �--I N o 0 0 o O O O O O O O O O O O '-I M V '-I O N O O O O O O O O '-I � V � O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O � O O O O O O O O O O O O O O O o O O O O O H Z I� O O O O l0 O O O O O O al O W M M M oJ '-I O O O O O O O O O O O O O M O ul O O O O O O E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � u u1 N O O� O O tD O 61 tD l0 u'1 N I� I� O O O I� W W O u"� O N O N u') tD N CO N Ol M N 61 O O O '-I N � � O O O O O O O �--I '-I O O O O O O O O O O O O H � \ � 61 I� N 7 CO lD � 7 61 .-I �fl � I� M lD OJ W W W � ul 0 � N '-I W � lD M f� �--I O 01 V W 01 � .-I O O O O M 01 � v N '-I O '-I O O '-I tD lD N O M O O N O O O '-I O '-I a ' � U N � - V �M v Q ¢ O- i _ O Z� � y T Y VJ Q�z � �N _ N � oJ N W W m 7 u"r W N W oJ � W O � .i N N � •-I I� �yJz G/ � � � � �y T N O 6t O oJ W M M t0 •--I � I� N V N M M u'1 W I� V C G C ln O .--I f� V I� lf1 ln t+1 W N 7 M M N 01 W w � y v � � Q � O 0�1 u"� M lND N .-N-I f� tD lD N ti lD � � � M M M � .�-I W �Z 3 � v b9 0 U l.7 N lJ N N '-I '-I �� 1/) T C 2 J �O 'p v W Z G V _ _ J O T a w � Y � R � `a a � " c " V y s � -o -o O a�i c 0 �0 y Q � � � 3 � J � t6 _O (6 � �6 _O O '-I N �N N N M 7 �f1 L �,. 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V M N c+t N 7 a 7 W � � I� l�0 O � l�0 6l M M �fl �I1 Ol � �(1 N M � N V M M � � f- O N O 3 ^ � W �Il O r0 M h � N Ol T J g � � � � � O M M M � W lD 7 N M LIl O I� 3 R N •~-1 V '�-I .-I OJ lD M 01 � � N O � � � O � � ~ N O M M M v a N M �Il O 1� C N d O lD W lD M Q1 - -� 3 � o = ;; o a�+ N LL o 0 0 0 0 0 0 0 U �i 'O � I� vt o V I� M I� l�i � II C M h vl ul oJ N � LL a �y N o rt oJ N N N Q � � N v 7 M 2 O O I� V M N � O� � o � r m o m m ^"� N rri o � � o . � C .�-I M ti .M-I �fl V V V = O O � o � .ti � �•i 6 � ti ti � M Ol Ol N T � N � N = w W C U) � � M M �ll N 7 7 7 d � � V U —� v O I'�1 Y � � j O Z� u y� � v�i l./ t�0 � W M N � � � � � C�� o U ,K '^ � c u�� E °/ � v = a > Y � y H z � I� \ 3 � _ -�`o "c° c rn �-'�, 3 '" " LL � > � _ '� � Oz � .�.�. 'o � u ii ii O c v� v`�i v�'i v�i m u m d o Z w LL t� d > � � � 'u� o 0 0 0 � u 3 � � � c ,� y a:I� °° c q II � ~ « a m � �� w E 7 F. L L .ti N M V � t0 O U , O O O O O V � � �i � � NORTHERN ENGINEERING 1 • ' 1 1 ' • • ' � • Project: Timber Lark Residential Location: Fort Collins Calc. By: F.Wegert Date: May 18,2022 Intensity,I from Fig.3.4.1 Fort Collins Stormwater Manual Rational Equation: Q=CiA(Equation 6-1 per MHFD) Tc(Min) Runoff C Intensity Flow(cfs) al A1 2.29 9.1 9.1 8.5 0.2 0.2 0.3 2.3 3.9 8.2 0.6 1.3 2.2 5.7 a2a A2a 1.17 7.3 7.3 5.7 0.7 0.7 0.9 2.5 4.3 9.6 1.0 2.0 3.5 9.8 a2b A2b 0.85 13.5 13.5 13.5 0.6 0.6 0.7 2.0 3.4 6.9 0.5 0.9 1.6 4.1 a3a A3a 1.44 9.7 9.7 6.9 0.7 0.7 0.8 2.3 3.9 9.1 1.1 2.2 3.8 11.1 a3b A3b 0.68 9.7 9.7 8.0 0.6 0.6 0.7 2.3 3.9 8.6 0.4 0.8 1.4 4.0 a4a A4a 0.36 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.4 0.8 1.3 3.3 a4b A4b 1.74 5.4 5.4 5.0 0.7 0.7 0.8 2.9 4.9 10.0 1.6 3.3 5.6 14.2 a5 A5 6.14 13.2 13.2 10.5 0.6 0.6 0.7 2.0 3.4 7.6 3.5 7.1 12.1 33.8 a6 A6 6.09 11.2 11.2 8.7 0.6 0.6 0.7 2.1 3.6 8.2 3.9 7.7 13.2 37.3 a7 A7 2.91 10.5 10.5 7.7 0.6 0.6 0.8 2.2 3.8 8.6 2.1 4.1 7.1 20.2 a8 A8 0.45 8.8 8.8 5.1 0.7 0.7 0.9 2.4 4.0 10.0 0.4 0.8 1.3 4.1 a9 A9 3.84 11.2 11.2 8.9 0.6 0.6 0.7 2.1 3.6 8.2 2.4 4.8 8.2 23.2 a10 A10 0.97 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 1.0 2.1 3.5 9.0 all All 0.43 6.0 6.0 5.0 0.7 0.7 0.8 2.7 4.6 10.0 0.4 0.8 1.3 3.6 a12a Al2a 2.16 5.6 5.6 5.0 0.7 0.7 0.9 2.8 4.7 10.0 2.2 4.4 7.5 19.9 a12b Al2b 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.5 a12c Al2c 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.4 a12d Al2d 0.08 6.5 6.5 5.4 0.5 0.5 0.6 2.6 4.4 10.0 0.0 0.1 0.2 0.4 a13 A13 1.08 13.0 13.0 11.7 0.4 0.4 0.5 2.0 3.4 7.3 0.4 0.8 1.4 3.7 a14 A14 0.39 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.4 0.9 1.5 3.7 a15 A15 1.95 8.0 8.0 6.4 0.6 0.6 0.7 2.4 4.1 9.3 1.3 2.7 4.6 13.0 Offsite Basins osl OS1 17.66 16.9 16.9 16.2 0.2 0.2 0.3 1.8 3.0 6.3 3.1 6.3 10.7 27.8 os2 OS2 12.62 18.0 18.0 18.0 0.2 0.2 0.3 1.7 2.9 5.9 2.1 4.3 7.3 18.7 os3 OS3 2.63 13.5 13.5 13.5 0.2 0.2 0.3 2.0 3.4 6.9 0.5 1.0 1.8 4.6 os4 OS4 13.09 16.2 16.2 15.5 0.2 0.2 0.3 1.8 3.1 6.4 2.4 4.7 8.1 21.0 Combined Basins uc UC 23.56 16.3 16.3 13.8 0.6 0.6 0.8 1.8 3.1 6.8 12.9 25.9 44.1 121.9 cb-a13 CB-A13 3.65 13.5 13.5 12.0 0.5 0.5 0.7 2.0 3.4 7.3 1.9 3.8 6.5 17.6 wql WQ1 11.61 14.2 14.2 13.4 0.6 0.6 0.7 1.9 3.3 6.9 6.2 12.5 21.4 56.2 tota l Tota l 35.17 16.6 16.6 15.9 0.2 0.2 0.3 1.8 3.0 6.4 7.8 15.5 26.4 69.8 � � � � � � � � � � � _ N N N N N N N N N - O O O O O O O O O C ' U � N " L: � N ij " N _ ^ O O O O O O O O �'j ;V N N N N N N N N Av� - �� O O O O O O O O � � � F W � .v. � � � _ ° G Q ^ o 0 0 0 0 0 0 0 p.i O N N N N N N N N N R w � O O O O O O O O O V U t+U. 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O * � I v , � _ ^ N o 0 o ti o N Cy `� - �D O O � M OJ �D =`w F CJ � � I �, � � � N .--� ch t+l � M N .-� � � �Z � I � O � � � '6 CD C 'y 7 C v � c� m �r ui - �c� o � b C � � ; ° C < < ¢' c in ci v`i cdn 16 ' Zw m n n n u 'x 'Sx � 'm0000 mF°- �'" m � a' � c � �n m v � ri �y �'IK m c II �' ~ v ,- N m � .�. ,- c� m �r � ,-, � ^ � II v � rs � � . � O � V , � s � .� � O o 0 o c U o Tc2 Tc10 Tc100 C2 C10 C100 I2 (in/hr) I10 (in/hr) I100 (in/hr) Q2 (cfs) Q10 (cfs) Q100 (cfs) h-a1 H-A1 1.728 14.58 14.58 14.58 0.20 0.20 0.25 1.90 3.24 6.62 0.7 1.1 2.9 h-a2 H-A2 20.750 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 6.1 10.5 26.7 h-a3 H-A3 10.899 18.61 18.61 18.61 0.20 0.20 0.25 1.68 2.86 5.84 3.7 6.2 15.9 h-a4 H-A4 1.796 12.84 12.84 12.84 0.20 0.20 0.25 2.02 3.45 7.04 0.7 1.2 3.2 os1 OS1 17.659 16.90 16.90 16.24 0.20 0.20 0.25 1.78 3.04 6.30 6.3 10.7 27.8 os2 OS2 12.624 18.01 18.01 18.01 0.20 0.20 0.25 1.70 2.90 5.92 4.3 7.3 18.7 os3 OS3 2.633 13.48 13.48 13.48 0.20 0.20 0.25 1.98 3.39 6.92 1.0 1.8 4.6 os4 OS4 13.088 16.16 16.16 15.53 0.20 0.20 0.25 1.81 3.08 6.41 4.7 8.1 21.0 total Total 35.173 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 10.4 17.7 45.2 Combined Basins EXISTING DIRECT RUNOFF COMPUTATIONS Intensity Flow Timber Lark Residential F. Wegert May 18, 2022 Project: Calculations By: Date: Rational Equation: Q = CiA (Equation 6-1 per MHFD) Offsite Basins Design Point Basin Area (acres) Runoff C Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual Tc (Min) Page 3 of 3 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins E ' , . . , � -. . � . . �j,��_'j�� :r�, ��(`F' . ' � . I�'.� 1 �..�� . .w!?��'Tr7*' �. � .. ` I • .�•. - , . 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Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A2 MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 4.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A3-1 MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 22.2 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.3 22.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-1S MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.28 0.65 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 22.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.8 27.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-1N MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 33.0 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.1 49.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.5 101.7 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-3N MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.8 6.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.6 cfs Capture Percentage = Qa/Qo =C% =100 71 % INLET ON A CONTINUOUS GRADE CDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A4-4N MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.28 0.40 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 11.5 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.4 16.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM 0.00 2.00 4.00 6.00 8.00 10.00 12.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.50 1.00 1.50 2.00 2.50Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet 6-1N MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.38 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.62 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.82 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 17.4 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.7 44.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.17 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A6-1S MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 7.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.28 0.54 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.72 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 18.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.2 24.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.016 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =13.5 181.4 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet A7 MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =4.1 13.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.0 cfs Capture Percentage = Qa/Qo =C% =100 65 % INLET ON A CONTINUOUS GRADE CDOT Type R Curb Opening MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet C2 MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.75 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.0 5.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 3.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet C3 MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 9.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.58 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.55 0.85 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =9.7 22.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.4 19.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =18.6 ft Gutter Width W =1.17 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.6 18.6 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Timberlark Inlet E2 MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.30 0.40 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.45 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.85 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.7 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.1 9.0 cfs Warning 5: The width of unit is greater than the gutter width. CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 E ' STORM SEWER CALCULATIONS (WATER QUALITY FLOW RATE) NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX Project Description 698-004_Storm_WQ-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 39 34 5 0 0 0 34 0 34 0 0 0 0 0 0 Rainfall Details 2 year(s) Antecedent Dry Days ................................................................. File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 2.80 4930.56 0.00 4.27 0 00:00 0.00 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 1.90 4930.08 0.00 2.59 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 17.40 4926.22 0.00 7.17 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 1.65 4928.70 0.00 4.78 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 6.35 4930.52 0.00 3.17 0 00:00 0.00 0.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 1.60 4929.97 0.00 3.76 0 00:00 0.00 0.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 0.60 4930.33 0.00 3.14 0 00:00 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 2.80 4930.92 0.00 6.31 0 00:00 0.00 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 0.48 4930.60 0.00 2.30 0 00:00 0.00 0.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 2.40 4931.03 0.00 6.23 0 00:00 0.00 0.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 0.36 4931.09 0.00 2.57 0 00:00 0.00 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 0.72 4931.16 0.00 7.25 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 0.24 4931.59 0.00 2.38 0 00:00 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 0.36 4931.68 0.00 5.47 0 00:00 0.00 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.12 4932.09 0.00 2.29 0 00:00 0.00 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 3.85 4933.91 0.00 4.14 0 00:00 0.00 0.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 1.50 4933.82 0.00 4.27 0 00:00 0.00 0.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 0.40 4934.29 0.00 2.63 0 00:00 0.00 0.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.27 4935.35 0.00 3.14 0 00:00 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.14 4936.38 0.00 2.29 0 00:00 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 2.05 4934.94 0.00 4.65 0 00:00 0.00 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 4.51 4929.21 0.00 4.19 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 4.45 4929.45 0.00 3.95 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 1.05 4927.70 0.00 5.57 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.22 4930.62 0.00 5.79 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.17 4932.14 0.00 4.52 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.12 4933.58 0.00 4.26 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.07 4934.98 0.00 1.74 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 5.09 4926.93 2.13 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 17.00 4927.63 0.00 6.08 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 15.35 4929.72 0.00 4.21 0 00:00 0.00 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 7.40 4931.40 0.00 6.05 0 00:00 0.00 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 7.40 4932.87 0.00 5.41 0 00:00 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 3.57 4934.22 0.00 5.61 0 00:00 0.00 0.00 35 FES_A1 Outfall 4922.60 17.40 4923.34 36 FES_C2 Outfall 4928.19 4.51 4928.85 37 FES_E1 Outfall 4924.90 1.07 4925.14 38 FES_F1 Outfall 4930.21 0.22 4930.41 39 STMH_B1 Outfall 4922.40 5.26 4923.90 � -a a v � a v a a v a v v v -a v v -a v v -a a v � a v � a v a v v v -a v � o w v v v w v v w v v w v v w v v w v v w v v v w y Q y v v w v v w v _ - 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Z Z Z Z � (Q M M � V V1 VI tD lO � N M a C � ~ O V V O V Q O V Q V O Q V VI � ~ � � � h M .y N M C � ai ai ai ai ai ai ¢i ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai mi �i �i �i wi LLi LLi LLi LLi � E m m v w m v w w v w m v w w m w w m w w m w w w v w m v w w v w m m = v o a a a a a a a a a a a a a a a a a a a a a a a a a a n a a a a a a a Vf z ry m v �n �o � co rn o '. m v �n � w rn o '. m e �n � ro m o .�. m e Y ,n .+ ... ... .+ ... ... .+ ... ... .+ N ri N ry r� N ry r� N N m m m m m C J Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N 2.80 0.00 4930.56 1.16 0.00 4.27 4930.56 1.16 0 08:06 0 00:00 0.00 0.00 2 FES_C4 1.90 1.90 4930.08 0.35 0.00 2.59 4930.03 0.30 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 17.40 0.40 4926.22 0.89 0.00 7.17 4926.22 0.89 0 07:15 0 00:00 0.00 0.00 4 Inlet_A3-1 1.65 1.65 4928.70 0.46 0.00 4.78 4928.70 0.46 0 00:00 0 00:00 0.00 0.00 5 Inlet_A4-1N 6.35 3.55 4930.52 1.18 0.00 3.17 4930.52 1.18 0 01:56 0 00:00 0.00 0.00 6 Inlet_A4-1S 1.60 1.00 4929.97 0.53 0.00 3.76 4929.97 0.53 0 02:30 0 00:00 0.00 0.00 7 Inlet_A4-2S 0.60 0.12 4930.33 0.33 0.00 3.14 4930.32 0.32 0 10:25 0 00:00 0.00 0.00 8 Inlet_A4-3N 2.80 0.40 4930.92 0.78 0.00 6.31 4930.92 0.78 0 02:51 0 00:00 0.00 0.00 9 Inlet_A4-3S 0.48 0.12 4930.60 0.31 0.00 2.30 4930.59 0.30 0 08:50 0 00:00 0.00 0.00 10 Inlet_A4-4N 2.40 1.68 4931.03 0.75 0.00 6.23 4931.03 0.75 0 05:37 0 00:00 0.00 0.00 11 Inlet_A4-4S 0.36 0.12 4931.09 0.25 0.00 2.57 4931.09 0.25 0 00:49 0 00:00 0.00 0.00 12 Inlet_A4-5N 0.72 0.36 4931.16 0.34 0.00 7.25 4931.16 0.34 0 00:17 0 00:00 0.00 0.00 13 Inlet_A4-5S 0.24 0.12 4931.59 0.20 0.00 2.38 4931.59 0.20 0 00:23 0 00:00 0.00 0.00 14 Inlet_A4-6N 0.36 0.36 4931.68 0.25 0.00 5.47 4931.68 0.25 0 00:01 0 00:00 0.00 0.00 15 Inlet_A4-6S 0.12 0.12 4932.09 0.15 0.00 2.29 4932.09 0.15 0 00:19 0 00:00 0.00 0.00 16 Inlet_A6-1N 3.85 3.85 4933.91 0.85 0.00 4.14 4933.91 0.85 0 00:01 0 00:00 0.00 0.00 17 Inlet_A6-1S 1.50 1.10 4933.82 0.36 0.00 4.27 4933.82 0.36 0 01:08 0 00:00 0.00 0.00 18 Inlet_A6-2S 0.40 0.13 4934.29 0.27 0.00 2.63 4934.28 0.26 0 00:35 0 00:00 0.00 0.00 19 Inlet_A6-3S 0.27 0.13 4935.35 0.21 0.00 3.14 4935.35 0.21 0 00:28 0 00:00 0.00 0.00 20 Inlet_A6-4S 0.14 0.14 4936.38 0.15 0.00 2.29 4936.38 0.15 0 00:18 0 00:00 0.00 0.00 21 Inlet_A8 2.05 2.05 4934.94 1.13 0.00 4.65 4934.39 0.58 0 00:00 0 00:00 0.00 0.00 22 Inlet_C2 4.51 0.40 4929.21 0.78 0.00 4.19 4929.21 0.78 0 00:01 0 00:00 0.00 0.00 23 Inlet_C3 4.45 2.20 4929.45 0.84 0.00 3.95 4929.45 0.84 0 00:01 0 00:00 0.00 0.00 24 Inlet_E2 1.05 1.05 4927.70 0.25 0.00 5.57 4927.70 0.25 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 0.22 0.05 4930.62 0.21 0.00 5.79 4930.62 0.21 0 04:15 0 00:00 0.00 0.00 26 Inlet_F3 0.17 0.05 4932.14 0.14 0.00 4.52 4932.14 0.14 0 00:36 0 00:00 0.00 0.00 27 Inlet_F4 0.12 0.05 4933.58 0.11 0.00 4.26 4933.58 0.11 0 00:26 0 00:00 0.00 0.00 28 Inlet_F5 0.07 0.07 4934.98 0.09 0.00 1.74 4934.98 0.09 0 00:13 0 00:00 0.00 0.00 29 Outlet_B2 5.09 5.09 4926.93 4.38 2.13 0.00 4924.23 1.68 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 17.00 0.00 4927.63 0.99 0.00 6.08 4927.63 0.99 0 08:23 0 00:00 0.00 0.00 31 STMH_A4 15.35 0.00 4929.72 1.41 0.00 4.21 4929.72 1.41 0 00:37 0 00:00 0.00 0.00 32 STMH_A5 7.40 0.00 4931.40 0.83 0.00 6.05 4931.39 0.82 0 00:31 0 00:00 0.00 0.00 33 STMH_A6 7.40 0.00 4932.87 0.91 0.00 5.41 4932.87 0.91 0 00:31 0 00:00 0.00 0.00 34 STMH_A7 3.57 0.00 4934.22 0.43 0.00 5.61 4934.21 0.42 0 00:17 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Pipe_A1 17.40 0 13:15 180.55 0.10 10.27 0.10 0.81 0.23 0.00 Calculated 2 Pipe_A2 17.00 0 16:56 174.05 0.10 8.16 0.07 0.94 0.27 0.00 Calculated 3 Pipe_A3 15.35 0 12:08 40.87 0.38 5.09 0.77 1.33 0.44 0.00 Calculated 4 Pipe_A3-1 1.65 0 00:00 27.73 0.06 3.79 0.02 0.39 0.20 0.00 Calculated 5 Pipe_A4 7.40 0 00:31 44.88 0.16 3.72 1.68 1.11 0.37 0.00 Calculated 6 Pipe_A4-1N 6.35 0 19:21 13.86 0.46 3.87 0.02 1.03 0.52 0.00 Calculated 7 Pipe_A4-1S 1.60 0 16:37 13.86 0.12 2.74 0.15 0.48 0.24 0.00 Calculated 8 Pipe_A4-2N 2.80 0 09:38 8.77 0.32 2.51 0.19 1.17 0.59 0.00 Calculated 9 Pipe_A4-2S 0.60 0 02:30 3.96 0.15 1.62 1.15 0.43 0.34 0.00 Calculated 10 Pipe_A4-3N 2.80 0 01:03 8.77 0.32 1.95 3.18 0.97 0.49 0.00 Calculated 11 Pipe_A4-3S 0.48 0 12:14 3.96 0.12 1.94 0.50 0.32 0.26 0.00 Calculated 12 Pipe_A4-4N 2.40 0 10:14 13.86 0.17 3.99 0.12 0.76 0.38 0.00 Calculated 13 Pipe_A4-4S 0.36 0 00:38 3.96 0.09 1.74 1.05 0.28 0.23 0.00 Calculated 14 Pipe_A4-5N 0.72 0 00:17 6.44 0.11 1.30 1.38 0.54 0.36 0.00 Calculated 15 Pipe_A4-5S 0.24 0 00:22 3.96 0.06 1.61 1.14 0.23 0.19 0.00 Calculated 16 Pipe_A4-6N 0.36 0 00:01 6.44 0.06 1.81 1.13 0.29 0.19 0.00 Calculated 17 Pipe_A4-6S 0.12 0 00:18 3.96 0.03 1.28 1.43 0.18 0.14 0.00 Calculated 18 Pipe_A5 7.40 0 00:31 41.01 0.18 5.17 0.89 0.87 0.29 0.00 Calculated 19 Pipe_A6 2.05 0 00:16 48.36 0.04 2.11 2.07 0.67 0.22 0.00 Calculated 20 Pipe_A6-1N 3.85 0 00:01 34.66 0.11 4.33 0.02 0.65 0.33 0.00 Calculated 21 Pipe_A6-1S 1.50 0 00:33 27.73 0.05 4.21 0.10 0.34 0.17 0.00 Calculated 22 Pipe_A6-2S 0.40 0 00:30 3.96 0.10 1.64 1.13 0.32 0.25 0.00 Calculated 23 Pipe_A6-3S 0.27 0 00:28 4.55 0.06 1.72 1.65 0.24 0.19 0.00 Calculated 24 Pipe_A6-4S 0.14 0 00:18 4.54 0.03 1.57 1.75 0.18 0.14 0.00 Calculated 25 Pipe_A7 3.57 0 00:00 12.77 0.28 5.74 0.01 0.50 0.30 0.00 Calculated 26 Pipe_B1 5.26 0 00:00 4.34 1.21 2.98 0.37 1.50 1.00 1439.00 SURCHARGED 27 Pipe_C1 4.51 0 00:01 40.87 0.11 3.46 0.23 0.72 0.24 0.00 Calculated 28 Pipe_C2 4.11 0 00:01 25.14 0.16 3.95 0.15 0.81 0.32 0.00 Calculated 29 Pipe_C3 2.25 0 00:00 62.56 0.04 3.21 0.19 0.57 0.23 0.00 Calculated 30 Pipe_E1 1.07 0 00:00 13.71 0.08 6.30 0.11 0.24 0.20 0.00 Calculated 31 Pipe_F1 0.22 0 04:02 3.96 0.06 1.65 0.40 0.21 0.17 0.00 Calculated 32 Pipe_F2 0.17 0 00:20 6.64 0.03 1.70 1.11 0.18 0.14 0.00 Calculated 33 Pipe_F3 0.12 0 00:18 6.84 0.02 1.94 0.84 0.13 0.10 0.00 Calculated 34 Pipe_F4 0.07 0 00:13 6.40 0.01 1.66 1.09 0.10 0.08 0.00 Calculated E ' STORM SEWER CALCULATIONS (10-YEAR) NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX Project Description 698-004_Storm_10-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 39 34 5 0 0 0 34 0 34 0 0 0 0 0 0 Rainfall Details 10 year(s) Antecedent Dry Days ................................................................. File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 10.17 4933.98 0.00 0.86 0 00:00 0.00 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 6.50 4930.49 0.00 2.19 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 59.50 4927.29 0.00 6.11 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 5.60 4929.21 0.00 4.27 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 22.29 4933.69 0.00 0.00 0 00:04 0.00 0.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 5.50 4933.73 0.00 0.00 0 00:04 0.00 0.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 2.09 4933.47 0.00 0.00 0 00:04 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 9.92 4937.02 0.00 0.20 0 00:00 0.00 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 3.66 4932.89 0.00 0.00 0 00:04 0.00 0.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 8.50 4937.26 0.00 0.00 0 00:03 0.00 0.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 2.61 4933.66 0.00 0.00 0 00:04 0.00 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 2.77 4938.29 0.00 0.12 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 1.97 4933.97 0.00 0.00 0 00:08 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 2.73 4939.20 2.06 0.00 0 00:03 0.00 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.54 4932.92 0.00 1.46 0 00:00 0.00 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 13.20 4935.08 0.00 2.97 0 00:00 0.00 0.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 5.20 4934.27 0.00 3.82 0 00:00 0.00 0.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 1.40 4934.53 0.00 2.38 0 00:00 0.00 0.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.94 4935.53 0.00 2.96 0 00:00 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.48 4936.50 0.00 2.16 0 00:00 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 7.10 4939.59 0.00 0.00 0 00:00 0.00 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 16.10 4929.99 0.00 3.41 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 15.47 4930.40 0.00 3.01 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 3.50 4928.00 0.00 5.28 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.83 4930.85 0.00 5.57 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.63 4932.26 0.00 4.39 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.43 4933.68 0.00 4.16 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.23 4935.05 0.00 1.67 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 58.20 4928.90 0.00 4.81 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 52.60 4933.25 0.00 0.68 0 00:00 0.00 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 25.53 4933.32 0.00 4.12 0 00:00 0.00 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 25.50 4934.02 0.00 4.26 0 00:00 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 10.35 4934.57 0.00 5.26 0 00:00 0.00 0.00 35 FES_A1 Outfall 4922.60 59.50 4923.99 36 FES_C2 Outfall 4928.19 15.34 4929.44 37 FES_E1 Outfall 4924.90 3.83 4925.35 38 FES_F1 Outfall 4930.21 0.83 4930.60 39 STMH_B1 Outfall 4922.40 10.40 4923.90 � � � � � � 0 � 0 0 � � -a a � � a � � � � � � � � � � � -a v v -a a v � a v � a v a v v v -a v -o w v v w � � z z ¢ z c z s c s w v v w v v v w v � w v v w v v w v Y o ,. v « .- ¢ ¢ ¢ ¢ Q G ¢ Q ¢ ¢ Q ,� « ¢ .- Y � a � _ _ _ _ = x = _ _ _ _ �a � m � � m R � m = « « a. « « a. « Q� 3 � 3 � v V u v V u v V u u v 3 > > 3 > > > > > V > > > 3 > > 3 � � Q u ¢ oc z z ac z z z s z s u oc m o - 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Z Z Z Z � (Q M M � V V1 VI tD lO � N M a C � ~ O V V O V Q O V Q V O Q V VI � ~ � � � h M .y N M C � ai ai ai ai ai ai ¢i ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai mi �i �i �i wi LLi LLi LLi LLi � E m m v w m v w w v w m v w w m w w m w w m w w w v w m v w w v w m m = v o a a a a a a a a a a a a a a a a a a a a a a a a a a n a a a a a a a Vf z ry m v �n �o � co rn o '. m v �n � w rn o '. m e �n � ro m o .�. m e Y ,n .+ ... ... .+ ... ... .+ ... ... .+ N ri N ry r� N ry r� N N m m m m m C J Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N 10.17 0.00 4933.98 4.58 0.00 0.86 4933.49 4.09 0 00:04 0 00:00 0.00 0.00 2 FES_C4 6.50 6.50 4930.49 0.76 0.00 2.19 4930.35 0.62 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 59.50 1.30 4927.29 1.96 0.00 6.11 4927.28 1.95 0 16:57 0 00:00 0.00 0.00 4 Inlet_A3-1 5.60 5.60 4929.21 0.97 0.00 4.27 4929.21 0.97 0 05:31 0 00:00 0.00 0.00 5 Inlet_A4-1N 22.29 12.10 4933.69 4.35 0.00 0.00 4933.28 3.94 0 00:04 0 00:04 0.00 0.00 6 Inlet_A4-1S 5.50 3.50 4933.73 4.29 0.00 0.00 4932.56 3.12 0 00:04 0 00:04 0.00 0.00 7 Inlet_A4-2S 2.09 0.40 4933.47 3.47 0.00 0.00 4932.74 2.74 0 00:04 0 00:04 0.00 0.00 8 Inlet_A4-3N 9.92 1.30 4937.02 6.88 0.00 0.20 4934.51 4.37 0 00:03 0 00:00 0.00 0.00 9 Inlet_A4-3S 3.66 0.40 4932.89 2.60 0.00 0.00 4932.81 2.52 0 00:04 0 00:04 0.00 0.00 10 Inlet_A4-4N 8.50 5.74 4937.26 6.98 0.00 0.00 4934.66 4.38 0 00:03 0 00:03 0.00 0.00 11 Inlet_A4-4S 2.61 0.40 4933.66 2.82 0.00 0.00 4932.88 2.04 0 00:04 0 00:04 0.00 0.00 12 Inlet_A4-5N 2.77 1.23 4938.29 7.47 0.00 0.12 4934.77 3.95 0 00:03 0 00:00 0.00 0.00 13 Inlet_A4-5S 1.97 0.40 4933.97 2.58 0.00 0.00 4932.91 1.52 0 00:08 0 00:08 0.00 0.00 14 Inlet_A4-6N 2.73 1.23 4939.20 7.77 2.06 0.00 4934.80 3.37 0 00:03 0 00:03 0.00 0.00 15 Inlet_A4-6S 0.54 0.40 4932.92 0.98 0.00 1.46 4932.92 0.98 0 08:04 0 00:00 0.00 0.00 16 Inlet_A6-1N 13.20 13.20 4935.08 2.02 0.00 2.97 4935.08 2.02 0 00:00 0 00:00 0.00 0.00 17 Inlet_A6-1S 5.20 3.80 4934.27 0.81 0.00 3.82 4934.27 0.81 0 05:22 0 00:00 0.00 0.00 18 Inlet_A6-2S 1.40 0.46 4934.53 0.51 0.00 2.38 4934.53 0.51 0 00:21 0 00:00 0.00 0.00 19 Inlet_A6-3S 0.94 0.46 4935.53 0.39 0.00 2.96 4935.53 0.39 0 00:44 0 00:00 0.00 0.00 20 Inlet_A6-4S 0.48 0.48 4936.50 0.27 0.00 2.16 4936.50 0.27 0 00:11 0 00:00 0.00 0.00 21 Inlet_A8 7.10 7.10 4939.59 5.78 0.00 0.00 4934.91 1.10 0 00:00 0 00:00 0.00 0.00 22 Inlet_C2 16.10 1.30 4929.99 1.56 0.00 3.41 4929.99 1.56 0 00:01 0 00:00 0.00 0.00 23 Inlet_C3 15.47 7.50 4930.40 1.79 0.00 3.01 4930.39 1.78 0 00:01 0 00:00 0.00 0.00 24 Inlet_E2 3.50 3.50 4928.00 0.55 0.00 5.28 4927.95 0.50 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 0.83 0.20 4930.85 0.44 0.00 5.57 4930.84 0.43 0 00:59 0 00:00 0.00 0.00 26 Inlet_F3 0.63 0.20 4932.26 0.26 0.00 4.39 4932.26 0.26 0 00:37 0 00:00 0.00 0.00 27 Inlet_F4 0.43 0.20 4933.68 0.21 0.00 4.16 4933.68 0.21 0 00:14 0 00:00 0.00 0.00 28 Inlet_F5 0.23 0.23 4935.05 0.16 0.00 1.67 4935.05 0.16 0 00:09 0 00:00 0.00 0.00 29 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 58.20 0.00 4928.90 2.26 0.00 4.81 4928.90 2.26 0 13:12 0 00:00 0.00 0.00 31 STMH_A4 52.60 0.00 4933.25 4.94 0.00 0.68 4932.49 4.18 0 00:04 0 00:00 0.00 0.00 32 STMH_A5 25.53 0.00 4933.32 2.75 0.00 4.12 4933.32 2.75 0 12:15 0 00:00 0.00 0.00 33 STMH_A6 25.50 0.00 4934.02 2.06 0.00 4.26 4934.02 2.06 0 23:45 0 00:00 0.00 0.00 34 STMH_A7 10.35 0.00 4934.57 0.78 0.00 5.26 4934.57 0.78 0 00:22 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Pipe_A1 59.50 0 02:48 180.55 0.33 13.13 0.08 1.67 0.48 0.00 Calculated 2 Pipe_A2 58.20 0 14:50 174.05 0.33 9.61 0.06 2.11 0.60 0.00 Calculated 3 Pipe_A3 52.60 0 07:20 40.87 1.29 7.90 0.49 2.68 0.89 0.00 > CAPACITY 4 Pipe_A3-1 5.68 0 00:00 27.73 0.20 5.21 0.02 0.86 0.43 0.00 Calculated 5 Pipe_A4 25.50 0 10:51 44.88 0.57 4.94 1.26 2.88 0.96 0.00 Calculated 6 Pipe_A4-1N 22.31 0 00:03 13.86 1.61 7.18 0.01 2.00 1.00 1436.00 SURCHARGED 7 Pipe_A4-1S 5.50 0 14:10 13.86 0.40 3.64 0.11 2.00 1.00 1436.00 SURCHARGED 8 Pipe_A4-2N 10.19 0 00:03 8.77 1.16 4.63 0.10 2.00 1.00 1438.00 SURCHARGED 9 Pipe_A4-2S 2.00 0 12:23 3.96 0.51 1.81 1.02 1.25 1.00 1436.00 SURCHARGED 10 Pipe_A4-3N 10.17 0 00:03 8.77 1.16 3.24 1.91 2.00 1.00 1437.00 SURCHARGED 11 Pipe_A4-3S 2.08 0 00:04 3.96 0.53 2.40 0.40 1.25 1.00 1436.00 SURCHARGED 12 Pipe_A4-4N 8.62 0 00:03 13.86 0.62 5.68 0.08 2.00 1.00 1437.00 SURCHARGED 13 Pipe_A4-4S 1.41 0 00:04 3.96 0.36 2.36 0.78 1.25 1.00 1434.00 SURCHARGED 14 Pipe_A4-5N 2.76 0 00:03 6.44 0.43 1.56 1.15 1.50 1.00 1437.00 SURCHARGED 15 Pipe_A4-5S 1.17 0 00:05 3.96 0.30 2.21 0.83 1.25 1.00 1432.00 SURCHARGED 16 Pipe_A4-6N 1.54 0 00:03 6.44 0.24 2.29 0.89 1.50 1.00 1436.00 SURCHARGED 17 Pipe_A4-6S 0.52 0 00:07 3.96 0.13 1.82 1.01 1.12 0.89 0.00 Calculated 18 Pipe_A5 25.53 0 00:06 41.01 0.62 7.28 0.63 2.41 0.80 0.00 Calculated 19 Pipe_A6 7.10 0 00:11 48.36 0.15 3.07 1.42 1.42 0.47 0.00 Calculated 20 Pipe_A6-1N 13.20 0 00:00 34.66 0.38 5.50 0.02 1.53 0.77 0.00 Calculated 21 Pipe_A6-1S 5.20 0 11:07 27.73 0.19 5.30 0.08 0.94 0.47 0.00 Calculated 22 Pipe_A6-2S 1.40 0 00:21 3.96 0.35 2.15 0.86 0.66 0.53 0.00 Calculated 23 Pipe_A6-3S 0.94 0 00:43 4.55 0.21 2.52 1.13 0.45 0.36 0.00 Calculated 24 Pipe_A6-4S 0.48 0 00:11 4.54 0.11 2.20 1.25 0.33 0.26 0.00 Calculated 25 Pipe_A7 10.35 0 00:00 12.77 0.81 7.61 0.01 0.94 0.54 0.00 Calculated 26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 15.34 0 00:01 40.87 0.38 4.74 0.17 1.40 0.47 0.00 Calculated 28 Pipe_C2 14.80 0 00:00 25.14 0.59 5.59 0.11 1.66 0.67 0.00 Calculated 29 Pipe_C3 7.97 0 00:00 62.56 0.13 4.04 0.15 1.20 0.48 0.00 Calculated 30 Pipe_E1 3.83 0 00:00 13.71 0.28 8.67 0.08 0.47 0.40 0.00 Calculated 31 Pipe_F1 0.83 0 01:13 3.96 0.21 2.36 0.28 0.41 0.33 0.00 Calculated 32 Pipe_F2 0.63 0 00:31 6.64 0.09 2.40 0.78 0.35 0.28 0.00 Calculated 33 Pipe_F3 0.43 0 00:13 6.84 0.06 2.77 0.59 0.24 0.19 0.00 Calculated 34 Pipe_F4 0.23 0 00:08 6.40 0.04 2.25 0.81 0.19 0.15 0.00 Calculated 13 bZ"8?66 1�anxYI ', ', ', �3 86'EE64'A?H T-EV%�aTT?I Qx aP�]�I � � � � � � � � � � � � "_*___'�""�____*_. o � I' � � � � r� "_i___''""`____i_'. o f - } a a `" a` 3 E 1; b9'9Z6V lsanui 23;TL'E£6b �ig : £V HFI15:QI apoN : . a a a a a(�)u0l�9na�3 a a a a <- :.._;. .. --= -<- -:--;- -< < .,. . - +------ :--- �:�3 ��b��T�6b 'Yza�u1. . . . . , . . 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File Name .................................................................................. Flow Units ................................................................................. Elevation Type ........................................................................... Hydrology Method ..................................................................... Time of Concentration (TOC) Method ........................................ Link Routing Method ................................................................. Enable Overflow Ponding at Nodes ............................................ Skip Steady State Analysis Time Periods ..................................... Start Analysis On ........................................................................ End Analysis On ......................................................................... Start Reporting On ..................................................................... Storage Nodes ................................................................... Runoff (Dry Weather) Time Step ................................................ Runoff (Wet Weather) Time Step ............................................... Reporting Time Step .................................................................. Routing Time Step ..................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ........................................................................... Outfalls .............................................................................. Flow Diversions .................................................................. Inlets ................................................................................. Outlets ............................................................................... Pollutants .................................................................................. Land Uses .................................................................................. Return Period............................................................................. Links........................................................................................... Channels ............................................................................ Pipes .................................................................................. Pumps ............................................................................... Orifices .............................................................................. Weirs ................................................................................. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 21.18 4934.84 0.00 0.00 0 00:00 0.01 0.00 2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 17.60 4933.40 0.73 0.00 0 00:00 0.00 0.00 3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 88.10 4927.95 0.00 5.44 0 00:00 0.00 0.00 4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 22.20 4931.23 0.00 2.25 0 00:00 0.00 0.00 5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 48.74 4933.69 0.00 0.00 0 00:04 909.45 1439.00 6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 23.73 4933.73 0.00 0.00 0 00:05 235.60 1438.00 7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 5.64 4933.47 0.00 0.00 0 00:00 0.00 0.00 8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 21.67 4937.22 0.00 0.00 0 00:00 0.02 0.00 9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 8.06 4932.89 0.00 0.00 0 00:03 191.58 1439.00 10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 18.47 4937.26 0.00 0.00 0 00:01 212.46 1439.00 11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 5.71 4933.66 0.00 0.00 0 00:01 0.01 0.00 12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 7.53 4939.40 0.99 0.00 0 00:00 0.00 0.00 13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 4.55 4933.97 0.00 0.00 0 00:01 0.00 0.00 14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 7.21 4939.20 2.06 0.00 0 00:00 0.02 0.00 15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 3.06 4934.38 0.00 0.00 0 00:01 0.01 0.00 16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 17.40 4938.05 0.00 0.00 0 00:01 75.66 1438.00 17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 21.39 4938.09 0.00 0.00 0 00:02 15.01 1438.00 18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 9.13 4936.91 0.00 0.00 0 00:02 215.78 1438.00 19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 4.17 4938.49 0.00 0.00 0 00:01 0.00 0.00 20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 1.47 4938.67 0.00 0.00 0 00:02 0.00 0.00 21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 13.20 4939.59 0.00 0.00 0 00:02 0.02 0.00 22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 41.17 4931.45 0.00 1.95 0 00:00 0.00 0.00 23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 38.73 4933.40 0.00 0.00 0 00:00 0.00 0.00 24 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 9.00 4928.61 0.00 4.66 0 00:00 0.00 0.00 25 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 1.90 4931.12 0.00 5.29 0 00:00 0.00 0.00 26 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 1.41 4932.39 0.00 4.26 0 00:00 0.00 0.00 27 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 1.02 4933.80 0.00 4.04 0 00:00 0.00 0.00 28 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.60 4935.16 0.00 1.56 0 00:00 0.00 0.00 29 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00 30 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 83.16 4929.70 0.00 4.01 0 00:00 0.00 0.00 31 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 73.02 4933.92 0.00 0.00 0 00:01 0.01 0.00 32 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 48.23 4937.45 0.00 0.00 0 00:01 0.05 0.00 33 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 50.08 4938.28 0.00 0.00 0 00:01 0.00 0.00 34 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 16.66 4939.83 0.00 0.00 0 00:02 0.00 0.00 35 FES_A1 Outfall 4922.60 88.10 4924.33 36 FES_C2 Outfall 4928.19 41.32 4930.28 37 FES_E1 Outfall 4924.90 9.92 4925.69 38 FES_F1 Outfall 4930.21 1.90 4930.82 39 STMH_B1 Outfall 4922.40 10.40 4923.90 � � � � � � � 0 � 0 0 � � 0 � � 0 � O � � � � � � a � � � � � � � � � � � � � � � � � � � � � � � � � � � a a a � a � v v v � � � � � � � � � � � � � � � � � � � � � � � � v v v v v Y o Y v « a a a a a a a a a a a a a a a a a a a a a a � a a « Y � a � x x = x x = x x = = x = = x = = x x = x x = a x = « « Y « a� � � � u v u u v u u v u u u v u u v u u u u u v u v u 3 > > 3 � � a � z ¢ a z z a z z z s z s s z s s z s � z ¢ a a z a m o - 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e-I rl '-I '-I _. � �n ry �r m �n Z N C O ��„ N Q Q Q Q Q O V Q O V V O O V O Q Q Q Q tD tD �D Q lL y Q I I I I I Q Q � Q Q Q Q Q Q Q I I I I Q Q Q I I N V V � y Q I S S 2 S S I I = I I I I I I I 2 S S 2 I I I S S U I I w LLI LLI LLI � a � � � � � Y '�n a`�i � � � � a � � v�� a � LL� v F Z � � � v~i � � - � m - - _ - - � v~i � v~i v~i - - � � � LL - - LL LL - _ - ti ti � N m v� Z N vi Z � vi M � `� V1 M V V vl tD iD � ^ .-I N M O N Q Q M Q � C � � V a � V a a V C Q Q lD lD tD lD lD 00 m N N N M O vl Q I I Q I Q Q a� Q Q Q Q Q Q Q Q Q I I Q Q Q Q Q Q � U V Q W LL u LL LL "' v I S S I S I I � I I I I I I I I I S S I I I I I I v I I V I I I I I o °1 "a w � � v � i v �� i v w i v w i v w � � w v w v w i Y w i �n� w i v w i LL ` z c N N c N c c m c c c c c c c c c N N c c c c c c p c c LL c c c c c v E v a > � w F - a n d a 'n d a n d a a d a a d a a d a a n d a n d a n d a a d a a � N Z Z Z Z � (Q M M � V V1 VI tD lO � N M a C � ~ O V V O V Q O V Q V O Q V VI � ~ � � � h M .y N M C � ai ai ai ai ai ai ¢i ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai ai mi �i �i �i wi LLi LLi LLi LLi � E m m v w m v w w v w m v w w m w w m w w m w w w v w m v w w v w m m = v o a a a a a a a a a a a a a a a a a a a a a a a a a a n a a a a a a a Vf z ry m v �n �o � co rn o '. m v �n � w rn o '. m e �n � ro m o .�. m e Y ,n .+ ... ... .+ ... ... .+ ... ... .+ N ri N ry r� N ry r� N N m m m m m C J Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00 2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00 3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00 4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00 5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00 6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00 7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00 8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00 9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00 10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00 11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00 12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00 13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00 14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00 15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00 16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00 17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00 18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00 19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00 20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00 21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00 22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00 23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00 24 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00 25 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00 26 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00 27 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00 28 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00 29 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00 30 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00 31 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00 32 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00 33 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00 34 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 Basin_A4-2N 21.18 0.00 4934.84 5.44 0.00 0.00 4934.26 4.86 0 00:00 0 00:00 0.01 0.00 2 FES_C4 17.60 17.60 4933.40 3.67 0.73 0.00 4933.01 3.28 0 00:00 0 00:00 0.00 0.00 3 Inlet_A2 88.10 4.94 4927.95 2.62 0.00 5.44 4927.95 2.62 0 00:06 0 00:00 0.00 0.00 4 Inlet_A3-1 22.20 22.20 4931.23 2.99 0.00 2.25 4930.71 2.47 0 00:00 0 00:00 0.00 0.00 5 Inlet_A4-1N 48.74 33.00 4933.69 4.35 0.00 0.00 4933.69 4.35 0 00:00 0 00:04 909.45 1439.00 6 Inlet_A4-1S 23.73 22.80 4933.73 4.29 0.00 0.00 4933.72 4.28 0 00:00 0 00:05 235.60 1438.00 7 Inlet_A4-2S 5.64 1.03 4933.47 3.47 0.00 0.00 4933.34 3.34 0 00:00 0 00:00 0.00 0.00 8 Inlet_A4-3N 21.67 6.20 4937.22 7.08 0.00 0.00 4937.04 6.90 0 00:00 0 00:00 0.02 0.00 9 Inlet_A4-3S 8.06 1.03 4932.89 2.60 0.00 0.00 4932.89 2.60 0 00:00 0 00:03 191.58 1439.00 10 Inlet_A4-4N 18.47 11.50 4937.26 6.98 0.00 0.00 4937.25 6.97 0 00:00 0 00:01 212.46 1439.00 11 Inlet_A4-4S 5.71 1.03 4933.66 2.82 0.00 0.00 4933.32 2.48 0 00:01 0 00:01 0.01 0.00 12 Inlet_A4-5N 7.53 3.48 4939.40 8.58 0.99 0.00 4938.12 7.30 0 00:00 0 00:00 0.00 0.00 13 Inlet_A4-5S 4.55 1.03 4933.97 2.58 0.00 0.00 4933.52 2.13 0 00:01 0 00:01 0.00 0.00 14 Inlet_A4-6N 7.21 3.48 4939.20 7.77 2.06 0.00 4938.36 6.93 0 00:00 0 00:00 0.02 0.00 15 Inlet_A4-6S 3.06 1.03 4934.38 2.44 0.00 0.00 4933.56 1.62 0 00:01 0 00:01 0.01 0.00 16 Inlet_A6-1N 17.40 17.40 4938.05 4.99 0.00 0.00 4938.04 4.98 0 00:01 0 00:01 75.66 1438.00 17 Inlet_A6-1S 21.39 18.80 4938.09 4.63 0.00 0.00 4938.09 4.63 0 00:01 0 00:02 15.01 1438.00 18 Inlet_A6-2S 9.13 1.32 4936.91 2.89 0.00 0.00 4936.91 2.89 0 00:00 0 00:02 215.78 1438.00 19 Inlet_A6-3S 4.17 1.32 4938.49 3.35 0.00 0.00 4937.37 2.23 0 00:01 0 00:01 0.00 0.00 20 Inlet_A6-4S 1.47 1.36 4938.67 2.44 0.00 0.00 4937.49 1.26 0 00:02 0 00:02 0.00 0.00 21 Inlet_A8 13.20 13.20 4939.59 5.78 0.00 0.00 4938.20 4.39 0 00:00 0 00:02 0.02 0.00 22 Inlet_C2 41.17 3.60 4931.45 3.02 0.00 1.95 4931.42 2.99 0 00:00 0 00:00 0.00 0.00 23 Inlet_C3 38.73 19.90 4933.40 4.79 0.00 0.00 4932.72 4.11 0 00:00 0 00:00 0.00 0.00 24 Inlet_E2 9.00 9.00 4928.61 1.16 0.00 4.66 4928.42 0.97 0 00:00 0 00:00 0.00 0.00 25 Inlet_F2 1.90 0.50 4931.12 0.71 0.00 5.29 4931.12 0.71 0 00:23 0 00:00 0.00 0.00 26 Inlet_F3 1.41 0.40 4932.39 0.39 0.00 4.26 4932.39 0.39 0 00:03 0 00:00 0.00 0.00 27 Inlet_F4 1.02 0.40 4933.80 0.33 0.00 4.04 4933.79 0.32 0 00:01 0 00:00 0.00 0.00 28 Inlet_F5 0.60 0.60 4935.16 0.27 0.00 1.56 4935.15 0.26 0 00:00 0 00:00 0.00 0.00 29 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00 30 STMH_A3 83.16 0.00 4929.70 3.06 0.00 4.01 4929.70 3.06 0 00:06 0 00:00 0.00 0.00 31 STMH_A4 73.02 0.00 4933.92 5.61 0.00 0.00 4933.50 5.19 0 00:01 0 00:01 0.01 0.00 32 STMH_A5 48.23 0.00 4937.45 6.88 0.00 0.00 4935.85 5.28 0 00:01 0 00:01 0.05 0.00 33 STMH_A6 50.08 0.00 4938.28 6.32 0.00 0.00 4937.71 5.75 0 00:01 0 00:01 0.00 0.00 34 STMH_A7 16.66 0.00 4939.83 6.04 0.00 0.00 4937.90 4.11 0 00:02 0 00:02 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs) 1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 30 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 31 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 32 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 33 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 34 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Pipe_A1 88.10 0 00:06 180.55 0.49 14.03 0.08 2.17 0.62 0.00 Calculated 2 Pipe_A2 83.16 0 00:06 174.05 0.48 9.95 0.06 2.84 0.81 0.00 Calculated 3 Pipe_A3 60.96 0 00:05 40.87 1.49 8.92 0.44 2.78 0.93 0.00 > CAPACITY 4 Pipe_A3-1 22.25 0 00:00 27.73 0.80 7.91 0.01 1.78 0.89 0.00 Calculated 5 Pipe_A4 40.50 0 00:05 44.88 0.90 5.73 1.09 3.00 1.00 1438.00 SURCHARGED 6 Pipe_A4-1N 37.36 0 00:01 13.86 2.69 11.89 0.01 2.00 1.00 1439.00 SURCHARGED 7 Pipe_A4-1S 23.74 0 00:01 13.86 1.71 7.59 0.05 2.00 1.00 1439.00 SURCHARGED 8 Pipe_A4-2N 16.32 0 00:00 8.77 1.86 6.76 0.07 2.00 1.00 1439.00 SURCHARGED 9 Pipe_A4-2S 4.42 0 00:00 3.96 1.12 3.77 0.49 1.25 1.00 1439.00 SURCHARGED 10 Pipe_A4-3N 15.73 0 00:02 8.77 1.79 5.01 1.24 2.00 1.00 1439.00 SURCHARGED 11 Pipe_A4-3S 3.94 0 00:02 3.96 1.00 3.85 0.25 1.25 1.00 1439.00 SURCHARGED 12 Pipe_A4-4N 15.47 0 00:00 13.86 1.12 6.19 0.08 2.00 1.00 1439.00 SURCHARGED 13 Pipe_A4-4S 3.11 0 00:02 3.96 0.79 2.60 0.71 1.25 1.00 1439.00 SURCHARGED 14 Pipe_A4-5N 6.97 0 00:01 6.44 1.08 3.94 0.46 1.50 1.00 1439.00 SURCHARGED 15 Pipe_A4-5S 2.52 0 00:01 3.96 0.64 2.43 0.75 1.25 1.00 1438.00 SURCHARGED 16 Pipe_A4-6N 3.73 0 00:00 6.44 0.58 2.74 0.75 1.50 1.00 1439.00 SURCHARGED 17 Pipe_A4-6S 2.03 0 00:01 3.96 0.51 2.33 0.79 1.25 1.00 1438.00 SURCHARGED 18 Pipe_A5 48.23 0 00:01 41.01 1.18 9.00 0.51 3.00 1.00 1438.00 SURCHARGED 19 Pipe_A6 14.20 0 00:02 48.36 0.29 3.47 1.26 3.00 1.00 1438.00 SURCHARGED 20 Pipe_A6-1N 18.38 0 00:01 34.66 0.53 7.02 0.01 2.00 1.00 1439.00 SURCHARGED 21 Pipe_A6-1S 21.37 0 00:01 27.73 0.77 7.45 0.06 2.00 1.00 1439.00 SURCHARGED 22 Pipe_A6-2S 5.08 0 00:06 3.96 1.28 4.14 0.45 1.25 1.00 1439.00 SURCHARGED 23 Pipe_A6-3S 2.77 0 00:02 4.55 0.61 2.26 1.26 1.25 1.00 1438.00 SURCHARGED 24 Pipe_A6-4S 1.45 0 00:02 4.54 0.32 2.93 0.94 1.25 1.00 1437.00 SURCHARGED 25 Pipe_A7 14.94 0 00:00 12.77 1.17 8.39 0.01 2.00 1.00 1438.00 SURCHARGED 26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED 27 Pipe_C1 41.32 0 00:00 40.87 1.01 6.46 0.12 2.54 0.85 0.00 > CAPACITY 28 Pipe_C2 37.57 0 00:00 25.14 1.49 8.34 0.07 2.50 1.00 1440.00 SURCHARGED 29 Pipe_C3 18.83 0 00:00 62.56 0.30 4.70 0.13 2.50 1.00 1440.00 SURCHARGED 30 Pipe_E1 9.92 0 00:00 13.71 0.72 10.29 0.07 0.86 0.77 0.00 Calculated 31 Pipe_F1 1.90 0 00:42 3.96 0.48 2.89 0.23 0.66 0.53 0.00 Calculated 32 Pipe_F2 1.40 0 00:03 6.64 0.21 2.94 0.64 0.55 0.44 0.00 Calculated 33 Pipe_F3 1.01 0 00:02 6.84 0.15 3.58 0.46 0.36 0.29 0.00 Calculated 34 Pipe_F4 0.62 0 00:01 6.40 0.10 3.10 0.59 0.29 0.24 0.00 Calculated �a bz-e26ro zzan�u . �� . . . . 43 8F"EE6b m?� . 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' . o 6d��aTssl"a�_apoN . } 0 0 '"'"""'__�_'__�___'�___*_'__ d N m _ = v . . � � � � . � 0 3 � � • o _ . � .___. ___�____`___'_-__'_ _.. �. � a � 1 N � 23�00"PE6b'azanssl 4'� 'a3 S9'9E6b ?a?1I - . ..E�. '1aTvy..QI a7�N � � � � � � � � � � � � '�___','__,_'__�___',___*_'__,. I n '?3 TD-OE6b 'lzanuX � � ' o _�___�_.__�...23 T.Dr9E6D..'�?d.._: v 'Zd '�aT'�� QI'aP�;i .�.....�.. .�. ..�. ...•....'"'""•_".. . . . . : : � . �3 TZ"OE�b �sancx� o . . . _.. ... ;. . . �. ......... .... . . . T$ SHti al:ap�N v v c c c (S)uoilgnal3 c c c c c E ' SIDEWALK CULVERT,VALLEY PAN,AND SWALE CALCULATIONS NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX Channel Report Hydraflow Express Extension for Autodesk RO Civil 3D�by Autodesk,Inc. Friday,Jul 1 2022 Valley Pan 2-2 at DP A15 - 100-Year User-defined Highlighted Invert Elev (ft) = 36.11 Depth (ft) = 0.31 Slope (%) = 0.60 Q (cfs) = 13.00 N-Value = 0.012 Area (sqft) = 5.30 Velocity (ft/s) = 2.45 Calculations Wetted Perim (ft) = 36.22 Compute by: Known Q Crit Depth, Yc (ft) = 0.33 Known Q (cfs) = 13.00 Top Width (ft) = 36.22 EGL (ft) = 0.40 (Sta, EI, n)-(Sta, EI, n)... (0.00,36.66)-(30.00,36.23,0.012)-(36.00,36.11,0.012)-(42.00,36.23,0.012)-(72.00,36.75,0.012) Elev (ft) Section Depth (ft) 37.00 0.89 36.75 0.64 36.50 0.39 36.25 0.14 36.00 -0.11 35.75 -0.36 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk RO Civil 3D�by Autodesk,Inc. Friday,Jul 1 2022 Sidewalk Culvert 1-1 at DP A15 - 100-Year Rectangular Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.37 Total Depth (ft) = 0.50 Q (cfs) = 5.200 Area (sqft) = 0.74 Invert Elev (ft) = 100.00 Velocity (ft/s) = 7.03 Slope (%) = 2.00 Wetted Perim (ft) = 2.74 N-Value = 0.012 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 2.00 Calculations EGL (ft) = 1.14 Compute by: Known Q Known Q (cfs) = 5.20 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 .5 1 1.5 2 2.5 3 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk RO Civil 3D�by Autodesk,Inc. Friday,Jul 1 2022 Sidewalk Culvert 3-3 at DP A14 - 100-Year Rectangular Highlighted Bottom Width (ft) = 3.00 Depth (ft) = 0.73 Total Depth (ft) = 0.75 Q (cfs) = 16.70 Area (sqft) = 2.19 Invert Elev (ft) = 100.00 Velocity (ft/s) = 7.63 Slope (%) = 1.00 Wetted Perim (ft) = 4.46 N-Value = 0.012 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 3.00 Calculations EGL (ft) = 1.63 Compute by: Known Q Known Q (cfs) = 16.70 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 .5 1 1.5 2 2.5 3 3.5 4 Reach (ft) E ' RIP RAP CALCULATIONS NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX � • ' � - � ll Project No.:698-004 Project:Timber Lark Subdivision Location:Fort Collins,CO Storm Sewer Protection Method Pipe Dia. No.of Flowrate Velocity Scour Stop (in) Barrels (cfs) (ft/s) V< 16 V> 10 Width(ft) Length No.of ft/sc ft/sc (ft) Mats Storm A Scour Stop 42 1 88.1 14.03 No Yes 12 24 18 Storm C Scour Stop 36 1 41.3 6.46 No No 8 12 6 Storm E Scour Stop 15 1 9.9 10.29 No Yes 8 8 4 Storm F Scour Stop 15 1 1.9 2.89 No No 8 8 4 Sidewalk Culvert 3-3 Scour Stop 48"x9" n/a 16.7 7.63 No No 12 16 12 r°��"'' . ��:. '�?•^'�*�-�� ` -� - �..r_....._ . . � .r, � '.'!...�F �M: � ��• �. M ' ..��,�: ,...., ,, f;' ,�� . `:'a r� • • � ° : '`"•�� , ;� ��us-.��'��".,� �G+ � I : I � I ` E � � � y�� ` �' ,I� a � 1 i � ' i ��'�a�Y :�;` � �- _- ,4 ! J. r_. L. �� ,. � L�' � � Mn ` .� t. � rp. ,�k,� �'k .�� 'y n 4f �k: I I � � . e� ��G :� a �., . �. " �'- r' �; �•=.� � ,� �' , k� � i �. ��i `�:. �;��;� � � �-., _ il �- � ,� �� .�� .�.., �,�� :./ �'� � wh usethe ' Y SCOURSTOP SYSTEM? ScourStop transition mats protect against erosion and scour at culvert outlets with a vegetated solution in areas traditionally protected with rock or other hard armor. ScourStop is part of a system that includes semi-rigid transition mats installed over sod or turf reinforcement mats.Each 4'x 4'x'/2"mat is made of high-density polyethylene and secured tightly to the ground with anchors. ., '��.�r "�i�r � � ,.:_y� �>� "+�e`l� ;�'a.'`er�.�% � i. 'V�.dS � +�t x� SF v.�t -'H',fi v�f �"�'°°� �_ y4 ,.�� '�� !�� a� a�a�)�K� . ,� '+'�"�"�s �""'+�,�� "��' � , c s�, ,� �� ,,;��n pro2 '� --�, n �sFt � �-� �,-'� �>,"` - rs; �r" ..-_y=. , , . .� .;, � _' �� sgr .t y, �:�, ..t ' - - ''e - r .%� ", '+a��..-•�Jn,:- s -r� . . . ��^�i P � a� R�J�%aA%� �'�:1 .. 9m s► ..i+.� �:��u+X;. . �_ �.i� �-�i:L�c"4'�►a�'�!M_ 'S. i. �� 68a.�ti s� - c�: ,z_ m.`<,`� — i'�'�� ! �►�\,�A i!, .�. . . . __ - S's �1�_�� 'I��l�_W ..�,C�� +�►�s\ ��'r`�^'�� '��-9��4�� Circular Culvert Outlet Protection VELOCITY< 10 FT/SEC 10 <VELOCITY< 16 FT/SEC PIPE DIAMETER TRANSITION QUANTITY TRANSITION QUANTITY MATWxL OFMATS MATWxL OFMATS 12" 4' x 4' 1 4'x 8' 2 24° 8' x 8' 4 8' x 12' 6 yc�.°a�'�I,;u�.� tM•auG.ri, _� + �;,�:�g�3�;''�' �. 36" 8' x 12' 6 12' x 20' 15 � � ;.,� � , � 48" 12' x 16' 12 12' x 24' 18 �� ''} � � �� w . ,, ,i�,-�'c' .-� �.�� ,'� ��- :,.qh'�✓'�-��,� 60" 12'x 20' 15 16'x 32' 32 ��r��:�� :'�,�i ', �'�� i"I ., 72" 16'x 24' 24 20' x 36' 45 ^ /��,`��` � �' �� '�' � � h r� ��r?:,t r� � �_ �- �� These are minimum recommendations. More ScourStop protection may be needed depending wi "��y•� „ r.��- � � - � ��•. � upon site and soil conditions, per project engineer. � ��,��,�.�� '� � ,�4n�3�+� �vF ,' � t � '��.F Y f�1�� .r�� rl. ,�r � � � , ' . "g.. t J �� r`µd� t �� . �;a -If velocity is greater than 16 fps,contact manufacturer for design assistance. ' � ��` _�� ' ;,`�ri � i� � �� v'k 1 rf � �FI�' � �'' �. -ScourStop mats have been shown to at least double the effectiveness of turf �r �� , � �;q � � � �;,,��r� ,�. aa Ye111fOYCelllellt 111�1tS. � t�.' , zt f�4•,S�q�` �T ' �. i �4 ��,�,i,�� ' � �la ` �'� A.� f �,�vu ,� e l ' v� „ � �'. . -ScourStop fully vegetated channel(2:1 slope):velocity= 31 fps, � � '' �,,�� ,�� `,�� s �; � �^�;'•�,� � ;' SI123Y StY2SS= IE)pSf. ��i �� '�°��x' �� , t 7� � � r�� '��fi��y��°i�'� '�� q .�� xt ,, � ._s i .� l�i a, r �� .r. �m51. .u��'1�-_ t . 4r•t ^�� dl.°': 1 t;-n � � � � � • � • • , � � � � � • � 1 1 1 1 � � MAX. 1"-2" DROP FROM CULVERT FLOWLINE ONTO SCOURSTOP MATSCULVERT FLOWLINE PROFILE VIEW E ' LID WEIR IN MANHOLE STMH A4 NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX � NORTHERN ENGINEERING ' ' 1 '� 1 � - � , Project Number: 698-004 Pond No: STMH A4 Project Name: Timberlark Calc.By: F.Wegert Project Location: Timnath,Colorado � � � This equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is small compared to the length of weir. Reference 1) Hydrologic Analysis and Design,Richard H McCuen, Prentice Hall, 1989. Pg.549. Q=33LHl.s ''where Q is flow rate in CFS *where L is the crest length of the weir(FT) ''where H is the height of flow over the crest(FT) � � � �' � L �� SHARP-CRESTED WEIR � Length (L)= 5.00 ft Weir Elev.= 4,930.20 ft Manhole Rim Elev.= 4,933.92 ft � - . . Depth Above Crest- Elevation Freeboard Flow Notes H(ft) (ft) (ft) (cfs) 0.00 4,930.20 3.72 0.00 0.25 4,930.45 3.47 2.06 0.75 4,930.95 2.97 10.72 1.25 4,931.45 2.47 23.06 1.50 4,931.70 2.22 30.31 1.51 4,931.71 2.21 30.62 2-Year Storm 1.75 4,931.95 1.97 38.20 2.00 4,932.20 1.72 46.67 2.17 4,932.37 1.55 52.74 10-Year Storm 2.25 4,932.45 1.47 55.69 2.50 4,932.70 1.22 65.22 2.75 4,932.95 0.97 75.25 3.72 4,933.92 0.00 118.39 Rim of Manhole Qz=30.64 cfs Qlo=52.60 cfs NORTHERNENGINEERING.COM � 970.221.4158 FORT COLLINS � GREELEY E ' , . . , � • ■. � : , • . , • ' ` � '� �-. � f � ,,� � � � % � � �g � � �� _ ,� -� � NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX E ' STAGE STORAGE&WATER QUALITY CALCULATIONS NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX � NORTHERN ENGINEERING • � 1 - • ' • � Project Number: 698-004 Project: Timber Lark Residential Project Location: Fort Collins,Colorado Date: July 6,2022 Calculations By: F.Wegert Pond No.: Detention Pond • � � • � � 1 . Outlet Elevationl: 4,923.00 Design Volume: 5.65 ac.ft. Grate Elevation2: 4,925.19 Elev at Design Volume: 4,931.98 Volume at Grate: 0.23 ac.ft. Water Quality Volume: 0.23 ac.ft. Spillway Elev.: 4,932.00 Elev at WQ Volume: 4,925.19 Crest of Pond Elev.: 4,933.00 Water Quality Depth3: 2.19 ft. Freeboard: 1.02 ft. Design 100-Yr Release: 10.40 cfs • � � � Contour Contour Incremental Volume Cummalitive Volume Surface Area Depth(ft) Max.Elev. Min.Elev. (ft2� cu.ft. acre ft cu.ft. acre ft 4,923.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 4,923.50 4,923.00 973.67 0.50 486.84 0.01 486.84 0.01 4,924.00 4,923.50 3,420.84 0.50 1,098.63 0.03 1,585.46 0.04 4,924.50 4,924.00 6,252.50 0.50 2,418.34 0.06 4,003.80 0.09 4,925.00 4,924.50 9,529.51 0.50 3,945.50 0.09 7,949.30 0.18 4,925.50 4,925.00 13,693.65 0.50 5,805.79 0.13 13,755.09 0.32 4,926.00 4,925.50 16,913.92 0.50 7,651.89 0.18 21,406.98 0.49 4,926.50 4,926.00 20,145.42 0.50 9,264.84 0.21 30,671.82 0.70 4,927.00 4,926.50 23,480.92 0.50 10,906.59 0.25 41,578.40 0.95 4,927.50 4,927.00 26,839.73 0.50 12,580.16 0.29 54,158.57 1.24 4,928.00 4,927.50 30,456.00 0.50 14,323.93 0.33 68,482.50 1.57 4,928.50 4,928.00 34,384.96 0.50 16,210.24 0.37 84,692.74 1.94 4,929.00 4,928.50 39,952.75 0.50 18,584.43 0.43 103,277.17 2.37 4,929.50 4,929.00 42,381.38 0.50 20,583.53 0.47 123,860.70 2.84 4,930.00 4,929.50 47,321.01 0.50 22,425.60 0.51 146,286.30 3.36 4,930.50 4,930.00 50,686.24 0.50 24,501.81 0.56 170,788.11 3.92 4,931.00 4,930.50 54,990.79 0.50 26,419.26 0.61 197,207.37 4.53 4,931.50 4,931.00 59,385.96 0.50 28,594.19 0.66 225,801.55 5.18 4,932.00 4,931.50 63,885.60 0.50 30,817.89 0.71 256,619.44 5.89 4,932.50 4,932.00 68,496.82 0.50 33,095.61 0.76 289,715.05 6.65 4,933.00 4,932.50 72,272.58 0.50 35,192.35 0.81 324,907.40 7.46 Notes: 1)Outlet Elevation is"Elev.A"on pond outlet structure detail. 2)Grate elevation is"Elev.B"on pond outlet structure detail. 3)Water Quality Depth is"Dwq"on pond outlet structure detail. 1 � NORTHERN ENGINEERING ' ' • ' ' • 1 1 � � • � - • � � - Project: Timber Lark Residential Calc.By: F.Wegert Date: May 18,2022 - � - � � • . Basin Area(acres)= 23.56 <--INPUT from impervious calcs Basin Percent Imperviousness= 57% <--INPUT from impervious calcs Basin Imperviousness Ratio= 0.57 <--CALCULATED Drain Time= 12 hours <--from FCSM Figure 5.4-1 Drain Time Coefficient= 0.80 <--from FCSM Figure 5.4-1 WQCV(watershed inches)= 0.18 <--MHFD Vol.3 Equation 3-1 WQCV(ac-ft)= 0.43 <--FCSCM Equation 7-2 WQCV(cu.ft.)= 18,596 <--Calculated from above Water quality outlet structure determined by LID calculations. NORTHERNENGINEERING.COM � 970.221.4158 FORTCOLLINS � GREELEY � NORTHERN ENGINEERING ' ' • ' ' • 1 1 � � • • • 1 - � ' � � Project: Timber Lark Residential Calc.By: F.Wegert Date: August 10,2022 - � - � � • . Basin Area(acres)= 11.61 <--INPUT from impervious calcs Basin Percent Imperviousness= 48% <--INPUT from impervious calcs Basin Imperviousness Ratio= 0.48 <--CALCULATED Drain Time= 40 hours <--from FCSM Figure 5.4-1 Drain Time Coefficient= 1.00 <--from FCSM Figure 5.4-1 WQCV(watershed inches)= 0.20 <--MHFD Vol.3 Equation 3-1 WQCV(ac-ft)= 0.23 <--FCSCM Equation 7-2 WQCV(cu.ft.)= 10,158 <--Calculated from above WQ Depth(ft)= 2.19 <--INPUT from stage-storage table Area Required Per Row,a(in2)= 0.64 <--CALCULATED from Equation EDB-3 � . dia (in)= 5/8 number of columns= 2.00 number of rows= 7.00 number of holes= 14.00 Area Per Row= 0.61 Total Outlet Area (in2)= 4.30 <--CALCULATED from total number of holes NORTHERNENGINEERING.COM � 970.221.4158 FORTCOLLINS � GREELEY 0.85 0.9 0.95 1 1.05 0 0.2 0.4 0.6 0.8 1C H/(H+P) Broad-Crested Weir Coefficient (C) E ' LID CALCULATIONS NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX �� Jo --� '" U I p �: I °^ QZ �� n �y a� o �J �II � �� o S �■ � Zo _ i� I Q � � � � �Q �J�� w � � _ o K � Q LL �.::— H I .. . 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Ft. Acres Impervious Volume(ft ) Area ft z A1 99,598 2.29 7% n/a n/a 0 7,080 A2a 51,022 1.17 68% LID 1 Stormtech 18,596 34,465 A2b 37,108 0.85 50% LID 1 Stormtech 18,596 18,554 A3a 62,798 1.44 66% LID 1 Stormtech 18,596 41,275 A3b 29,409 0.68 50% LID 1 Stormtech 18,596 14,705 A4a 15,784 0.36 70% n/a n/a 0 11,068 A4b 75,585 1.74 63% n/a n/a 0 47,767 A5 267,383 6.14 53% LID 1 Stormtech 18,596 141,843 A6 265,322 6.09 55% LID 1 Stormtech 18,596 147,143 A7 126,680 2.91 62% LID 1 Stormtech 18,596 78,129 A8 19,518 0.45 72% LID 1 Stormtech 18,596 14,135 A9 167,159 3.84 54% LID 1 Stormtech 18,596 90,451 A10 42,378 0.97 69% n/a n/a 0 29,256 All 18,820 0.43 64% n/a n/a 0 12,024 Al2a 94,244 2.16 70% n/a n/a 0 65,731 Al2b 3,421 0.08 33% n/a n/a 0 1,133 Al2c 3,332 0.08 34% n/a n/a 0 1,124 Al2d 3,332 0.08 34% n/a n/a 0 1,124 A13 47,254 1.08 24% n/a n/a 0 11,333 A14 16,981 0.39 76% n/a n/a 0 12,867 A15 84,877 1.95 52% n/a n/a 0 44,126 Total 1,532,003 35.17 825,333 � � - � LID ID Area Weighted% Subbasin ID Treatment T e Required Impervious Impervious yp Volume(ft3) Area(ft2) Sq.Ft. Acres LID 1 1,026,399 23.56 57% UC Stormtech 18,596 580,700 Total 1,026,399 23.56 18,596 580,700 i Total Site Area 1,532,003 ftZ Total Impervious Area with LID Treatment 580,700 ft3 Total Impervious Area without LID Treatment 244,633 ft2 TotallmperviousArea 825,333 ft2 50%Requried Minium Area to be Treated 412,667 ft2 75%Requried Minium Area to be Treated 619,000 ft3 Total Treated Area 580,700 ft2 Percent Impervious Treated by LID 70% Z� �� W� Sw � o �z o � p i � Z w � o'u .i ¢ � O O N • ~ O � O N - - m 0 � ry 0 v � 0 � ti � _ � a 0 3 m - °' � - 0 E � � � a a o _ - o E o � °E E � � - _ v o - � U � o E E E - - _ C p � a s � o m E E �a — " v .. p � `M V � � °' � w � - - E � � � � 3 � �° � - � y p f0 p 3 _ � a A c 'a � _ _ � 0 0 J � Y N _ � _ W L j � = 0 3 � n .p u E � � E v a - � 3 � E _ E � v � _ m E E _ � a � � � E '� E � E c E E - - E - E ,ti E 3 E � o � E - E Date:08/09/22 Pond No.: A1 WQ 0.61 23.56 acres Quantity Detention 9039 ft3 4.32 cfs Time Time Ft.Collins WQ Intensity QWQ Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft3)(ft3)(ft3) 5 300 1.43 20.5 6144 1296 4848 10 600 1.11 15.9 9528 2592 6936 15 900 0.94 13.4 12094 3888 8206 20 1200 0.81 11.6 13883 5184 8699 25 1500 0.72 10.3 15414 6480 8934 30 1800 0.65 9.3 16815 7776 9039 35 2100 0.59 8.4 17656 9072 8584 40 2400 0.54 7.7 18453 10368 8085 45 2700 0.50 7.1 19208 11664 7544 50 3000 0.46 6.6 19833 12960 6873 55 3300 0.44 6.3 20630 14256 6374 60 3600 0.41 5.9 21212 15552 5660 65 3900 0.39 5.5 21579 16848 4731 70 4200 0.37 5.2 22032 18144 3888 75 4500 0.35 5.0 22312 19440 2872 80 4800 0.33 4.7 22765 20736 2029 85 5100 0.32 4.5 23088 22032 1056 90 5400 0.31 4.4 23670 23328 342 95 5700 0.29 4.2 23756 24624 -868 100 6000 0.28 4.0 24144 25920 -1776 105 6300 0.27 3.9 24446 27216 -2770 110 6600 0.26 3.7 24662 28512 -3850 115 6900 0.26 3.7 25287 29808 -4521 120 7200 0.25 3.5 25352 31104 -5752 Detention Pond Calculation | FAA Method Project: Project Location: Calculations By: Timber Lark Residential Fort Collins, Colorado F. Wegert Stormtech Chambers Infiltration Rate Area (A)= Max Release Rate = Developed "C" = Input Variables Results Design Point Required Detention Volume Design Storm P:\698-004\Drainage\LID\698-004_FAA_Chambers.xlsx\ E ' SWMM INPUT DATA NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX .��.�� -��.,��r��sa•e �� - - - -^ t-- � -- --� - � .� I � �j_ f � .. i�.�,i f. _ ._.�i . e��-� � � �: i t.�.� � � i I I _ z .11� I ' .. .� . . I ' � ' u I r. I .. . I _ � I - - �� rl 1 � _ - � !�.--_F �, I 41 � I i1 � � �e .�t-.,.- �� - - �--� • -:�'' � _ � I i�l } I � � _ �"� I � � -� ' � , , , � _ � 4 + Y:� �I � - - �: I . - '" �_ � I � * � I�. �_ . . . ' . � �. .�. � 'f - +- I � 'I� J � `tia '= ; �i� , , � In � ` r�� i 'r � ;� li � �R � -- - � a _ I��; � � ' ■ i� � �� I I � (i I I - - i�� i� . � ._.. - I•�� I� rY�.. �:1� ...��+�� 3:Q � � � ��_�. �_J , ,'r �� - i;� � ; i ��. . � - - " ,. � I�;'� � �I 7�:�; i i l � l._� i� � _ i� �• I�'s�- - - ��1 ;I— �� _ =,�,�=t - �y '' ,_I �r 1i�1 � ' �i � i� � _. I ��f� ' ' - - - � - - ,. �� ,-;� - - - - - , v�. = - -'•��__.. =i �-- °= � f , , �Ii � i�� I I� 1 � � � �'0 } ` � —�_�-+-�.L�.---�- �� _ � �'. ._��_w�_t -�I � � I=- -- ��-� Ix �_�.. - I _ 1 � I_� � _ •�-'.-. �..:.__. - � �, - — ��a. - E �r-#— r - r�-� �� ^i. � ,-t: '� � � . r � �� C d— ] _ I � � �_ '� �v � �� i � i ��T.i.��.T- -_�-."�.t=� - � + � � �`I � 1'.n •r �y� I �I � F k, � �, ¢^ �F �Y°5 _ _ _ _�I � ,� �� - y :t . _ �-:,,: �-� ` - - - _ - _ � � ��. �� _ ��— ��, ' � , �i ��- �-�` I�� :,� � ~-- ; � - -� '� 1 � - - - -`� � - - - - _ - � -- _ - - ; �. i�'�,t f � . n'�� :��r ifi s I� ' r I--_J � _ -�� -- ' [TITLE] Project Title/Notes [OPTIONS] Option ................................. Value FLOW_UNITS ...................... CFS INFILTRATION ..................... HORTON FLOW_ROUTING ................ KINWAVE LINK_OFFSETS .................... DEPTH MIN_SLOPE ........................ 0 ALLOW_PONDING .............. NO SKIP_STEADY_STATE .......... NO START_DATE ....................... 03/15/2016 START_TIME ....................... 00:00:00 REPORT_START_DATE ....... 03/15/2016 REPORT_START_TIME ........ 00:00:00 END_DATE .......................... 03/20/2016 END_TIME .......................... 00:00:00 SWEEP_START .................... 01/01 SWEEP_END ....................... 12/31 DRY_DAYS ........................... 0 REPORT_STEP ..................... 00:05:00 WET_STEP .......................... 00:05:00 DRY_STEP ........................... 01:00:00 ROUTING_STEP .................. 0:00:15 RULE_STEP ......................... 00:00:00 INERTIAL_DAMPING .......... PARTIAL NORMAL_FLOW_LIMITED . BOTH FORCE_MAIN_EQUATION . H-W VARIABLE_STEP .................. 0.75 LENGTHENING_STEP.......... 0 MIN_SURFAREA ................. 12.557 MAX_TRIALS ....................... 8 HEAD_TOLERANCE ............. 0.005 SYS_FLOW_TOL .................. 5 LAT_FLOW_TOL ................. 5 MINIMUM_STEP ................ 0.5 THREADS ............................. 1 [EVAPORATION] Data Source ........................ Parameters ---------------------------------- ---------------- CONSTANT .......................... 0.0 DRY_ONLY .......................... NO [RAINGAGES] Name Format Interval SCF Source -------------- --------- ------ ------ ------------------------------------------------------------------ FORTCOLLINS INTENSITY 0:05 1.0 TIMESERIES 100-YR [SUBCATCHMENTS] Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack -------------- ---------------- ---------------- -------- -------- -------- -------- -------- --------------------------------------------------- UC FORTCOLLINS Pond-1 23.56 57 657 0.98 0 WQ1 FORTCOLLINS Pond-1 11.61 48 320 0.52 0 [SUBAREAS] Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted -------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------------------------------------------------- UC0 .016 .25 .1 .3 1 OUTLET WQ1 .016 .25 .1 .3 1 OUTLET [INFILTRATION] Subcatchment Param1 Param2 Param3 Param4 Param5 -------------- ---------- ---------- ---------- ---------- -------------------------------------------------- UC .51 0.5 6.48 6.48 0 WQ1 51 0.5 6.48 6.48 0 [OUTFALLS] Name Elevation Type Stage Data Gated Route To -------------- ---------- ---------- ---------------- -------- -------------------------------------- OUT-1 4922.40 FREE NO [STORAGE] Name Elev MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD -------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------------------------------- -------- -------- POND-1 4923 8.50 0 TABULAR Pond_1 0 0 [OUTLETS] Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated -------------- ---------------------------------------------- ---------------- ---------- --------------- ---------------- ---------- -------- Pond_Outlet POND-1 OUT-1 0 TABULAR/DEPTH Pond_Outlet NO [CURVES] Name Type X-Value Y-Value -------------- ----------------------- ---------- ---------- Pond_Outlet Rating 0 0 Pond_Outlet 2.26 10.4 Pond_1 Storage 0 0 Pond_1 0.40 398 Pond_1 0.90 1951 Pond_1 1.4 5477 Pond_1 1.9 10599 Pond_1 2.4 15640 Pond_1 2.9 22068 Pond_1 3.4 27825 Pond_1 3.9 31384 Pond_1 4.4 34656 Pond_1 4.9 38029 Pond_1 5.4 41555 Pond_1 5.9 45180 Pond_1 6.4 48835 Pond_1 7.4 56279 Pond_1 7.9 60076 Pond_1 8.4 63919 Pond_1 8.9 67813 Pond_1 9.4 71761 [TIMESERIES] Name Date Time Value -------------- ---------- ---------- ---------- 100-YR 0:05 1 100-YR 0:10 1.14 100-YR 0:15 1.33 100-YR 0:20 2.23 100-YR 0:25 2.84 100-YR 0:30 5.49 100-YR 0:35 9.95 100-YR 0:40 4.12 100-YR 0:45 2.48 100-YR 0:50 1.46 100-YR 0:55 1.22 100-YR 1:00 1.06 100-YR 1:05 1 100-YR 1:10 .95 100-YR 1:15 .91 100-YR 1:20 .87 100-YR 1:25 .84 100-YR 1:30 .81 100-YR 1:35 .78 100-YR 1:40 .75 100-YR 1:45 .73 100-YR 1:50 .71 100-YR 1:55 .69 100-YR 2:00 .67 5-YR 0:05 .4 5-YR 0:10 .45 5-YR 0:15 .53 5-YR 0:20 .89 5-YR 0:25 1.13 5-YR 0:30 2.19 5-YR 0:35 3.97 5-YR 0:40 1.64 5-YR 0:45 .99 5-YR 0:50 .58 5-YR 0:55 .49 5-YR 1:00 .42 5-YR 1:05 .28 5-YR 1:10 .27 5-YR 1:15 .25 5-YR 1:20 .24 5-YR 1:25 .23 5-YR 1:30 .22 5-YR 1:35 .21 5-YR 1:40 .20 5-YR 1:45 .19 5-YR 1:50 .19 5-YR 1:55 .18 5-YR 2:00 .18 10-YR 0:05 .49 10-YR 0:10 .56 10-YR 0:15 .65 10-YR 0:20 1.09 10-YR 0:25 1.39 10-YR 0:30 2.69 10-YR 0:35 4.87 10-YR 0:40 2.02 10-YR 0:45 1.21 10-YR 0:50 .71 10-YR 0:55 .6 10-YR 1:00 .52 10-YR 1:05 .39 10-YR 1:10 .37 10-YR 1:15 .35 10-YR 1:20 .34 10-YR 1:25 .32 10-YR 1:30 .31 10-YR 1:35 .3 10-YR 1:40 .29 10-YR 1:45 .28 10-YR 1:50 .27 10-YR 1:55 .26 10-YR 2:00 .25 50-YR 0:05 .79 50-YR 0:10 .9 50-YR 0:15 1.05 50-YR 0:20 1.77 50-YR 0:25 2.25 50-YR 0:30 4.36 50-YR 0:35 7.9 50-YR 0:40 3.27 50-YR 0:45 1.97 50-YR 0:50 1.16 50-YR 0:55 .97 50-YR 1:00 .84 50-YR 1:05 .79 50-YR 1:10 .75 50-YR 1:15 .72 50-YR 1:20 .69 50-YR 1:25 .66 50-YR 1:30 .64 50-YR 1:35 .62 50-YR 1:40 .6 50-YR 1:45 .58 50-YR 1:50 .56 50-YR 1:55 .54 50-YR 2:00 .53 [REPORT] Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -4312.977 0.000 14312.977 10000.000 Units None [COORDINATES] Node X-Coord Y-Coord -------------- ------------------ -------------------------------- OUT-1 6243.184 2486.369 POND-1 6243.184 3009.815 [VERTICES] Link X-Coord Y-Coord -------------- ------------------ -------------------------------- [Polygons] Subcatchment X-Coord Y-Coord -------------- ------------------ -------------------------------- UC 4756.137 4560.403 UC 5038.726 4578.634 UC 5038.726 4350.740 UC 4728.790 4341.624 UC 4728.790 4578.634 WQ1 7946.197 4751.744 WQ1 7946.197 4522.816 WQ1 7675.645 4522.816 WQ1 7686.051 4741.338 [SYMBOLS] Gage X-Coord Y-Coord -------------- ------------------ -------------------------------- FORTCOLLINS 2050.164 6802.072 [BACKDROP] FILE "P:\698-004\Drainage\Modeling\Final\Site Map.png" DIMENSIONS -4312.977 1856.870 14312.977 8143.130 E ' SWMM OUTPUT DATA NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ............. YES RDII ............................... NO Snowmelt ..................... NO Groundwater ................ NO Flow Routing ................ YES Ponding Allowed .......... NO Water Quality ............... NO Infiltration Method ...... HORTON Flow Routing Method .. KINWAVE Starting Date ................ 03/15/2016 00:00:00 Ending Date .................. 03/20/2016 00:00:00 Antecedent Dry Days ... 0.0 Report Time Step ......... 00:05:00 Wet Time Step.............. 00:05:00 Dry Time Step ............... 01:00:00 Routing Time Step ........ 15.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation............................. 10.754 3.669 Evaporation Loss ............................... 0.000 0.000 Infiltration Loss.................................. 2.840 0.969 Surface Runoff ................................... 7.796 2.660 Final Storage ...................................... 0.157 0.054 Continuity Error (%) .......................... 0.361 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ......................... 0.000 0.000 Wet Weather Inflow ....................... 7.796 2.540 Groundwater Inflow ........................ 0.000 0.000 RDII Inflow ....................................... 0.000 0.000 External Inflow ................................ 0.000 0.000 External Outflow ............................. 7.796 2.540 Flooding Loss ................................... 0.000 0.000 Evaporation Loss ............................. 0.000 0.000 Exfiltration Loss ............................... 0.000 0.000 Initial Stored Volume ...................... 0.000 0.000 Final Stored Volume ........................ 0.000 0.000 Continuity Error (%) ........................ 0.001 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step ......................... 15.00 sec Average Time Step ............................ 15.00 sec Maximum Time Step ......................... 15.00 sec Percent in Steady State .................... 0.00 Average Iterations per Step .............. 1.00 Percent Not Converging ................... 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ----------------------------------------------------------------------------------------------------------------------------------------- UC 3.67 0.00 0.00 0.87 2.05 0.71 2.76 1.77 109.35 0.752 WQ1 3.67 0.00 0.00 1.18 1.72 0.73 2.46 0.77 42.72 0.669 ****************** Node Depth Summary ****************** ------------------------------------------------------------------------------------------------------------------------------------ Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet ----------------------------------------------------------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 0.00 4922.40 0 00:00 0.00 POND-1 STORAGE 0.45 8.15 4931.15 0 02:22 8.15 ******************* Node Inflow Summary ******************* --------------------------------------------------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent --------------------------------------------------------------------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 10.40 0 00:32 0 2.54 0.000 POND-1 STORAGE 152.07 152.07 0 00:40 2.54 2.54 0.001 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ----------------------------------------------------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ---------------------------------------------------------------------------------------------------------------------------------------------- POND-1 10.477 4 0 0 246.305 92 0 02:22 10.40 *********************** Outfall Loading Summary *********************** ---------------------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------------------- OUT-1 22.04 3.57 10.40 2.540 ----------------------------------------------------------------------- System 22.04 3.57 10.40 2.540 ******************** Link Flow Summary ******************** --------------------------------------------------------------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth -------------------------------------------------------------------------------------------------------------------------------- Pond_Outlet DUMMY 10.40 0 00:32 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. 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NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX E ' EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings. It should be noted;however,any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor.Staging and/or phasing of the BMPs depicted,and additional or different BMPs from those included may be necessary during construction,or as required by the authorities havingjurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed.The Erosion and Sediment Control Plan is intended to be a living document,constantly adapting to site conditions and needs.The Contractor shall update the location of BMPs as they are installed,removed,or modified in conjunction with construction activities.It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction,as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7-Construction BMPs will be utilized.Measures may include,but are not limited to,silt fencing and/or wattles along the disturbed perimeter,gutter protection in the adjacent roadways,and inlet protection at existing and proposed storm inlets.Vehicle tracking control pads,spill containment and clean-up procedures, designated concrete washout areas,dumpsters,and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans.The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details.In addition to this report and the referenced plan sheets,the Contractor shall be aware of,and adhere to,the applicable requirements outlined in any existing Development Agreement(s)of record,as well as the Development Agreement,to be recorded prior to issuance of the Development Construction Permit.Also,the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment(CDPHE),Water Quality Control Division-Stormwater Program,before commencing any earth disturbing activities.Prior to securing said permit,the Site Contractor shall develop a comprehensive Storm Water Management Plan(SWMP)pursuantto CDPHE requirements and guidelines.The SWMP will further describe and document the ongoing activities,inspections,and maintenance of construction BMPs. NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY EROSION CONTROL REPORT E ' , . . , � , � . .�. � � � I NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX �JSp/� United States A product of the National Custom Soil Resource = Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for n I �� States Department of I V Agriculture and other L a r i m e r C o u n ty Federal agencies, State Natural agencies including the Resources Agricultural Experiment A re a, C o I o ra d o Conservation Stations, and local Service participants South Timberline Residential �� . �;�,��`;.� :,. �� r �+�,.�: � ,. „ ,a .� � .. � _ �,} I.�:_-��r��►� -��dr� ��=:l��Ya` -:�a'.�°�� . 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' � ' � ,� ;�%` F. }� �•k - A. + � 'F � � 5 �"' '�r' I } � �: - � . } � I��-_[�� i �F . . ■i f � � a_ " I . i .� iff�`_'-�•� —A� �1 '1 � � . �,i�� ,r �:�,�- � _ � } � #. �� : � -� �+�� : - � . � ' � � . � ��iy;,'^ ;�,,r., . �. .�� •+ . � � �� `' v�� ..� ��C�0 Tt r _ � - { ;�,'��,?ir.:��:: '. . s �w April 27, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=n res 142 p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Larimer County Area, Colorado...................................................................... 13 36—Fort Collins loam, 3 to 5 percent slopes.............................................. 13 37—Fort Collins loam, 5 to 9 percent slopes.............................................. 14 55—Kim loam, 5 to 9 percent slopes.......................................................... 15 74—Nunn clay loam, 1 to 3 percent slopes.................................................17 Soil Information for All Uses...............................................................................19 Soil Properties and Qualities.............................................................................. 19 SoilErosion Factors........................................................................................19 KFactor, Whole Soil....................................................................................19 Soil Qualities and Features.............................................................................22 HydrologicSoil Group................................................................................. 22 References............................................................................................................27 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of ineasurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. 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O d �` p �O � N l9 7 fn (n T N � �. ap 16 t6 (6 Ol 3 � "6 = LL p C � N O O � � � � � LL 3 O T N > > "6 f6 N N U N Y C "O � y � V y N 'p '0 '0 � O `p (0 O l6 fi � � � C N N O (6 l0 N C � O � Q (n (n (n �p o� o� U U C.� C.� J J � � � d �' (n fn (A (4 UJ (n d a c @ ° x a � � � , r�:: n �;� _ =;C , ±�� `�� _� -� . . II . :�_ oa � o � •o z � Q N Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 36 Fort Collins loam,3 to 5 percent 13.9 34.6% slopes 37 Fort Collins loam,5 to 9 percent 1.8 4.4% slopes 55 Kim loam,5 to 9 percent slopes 1.5 3.7% 74 Nunn clay loam, 1 to 3 percent 23.2 57.4% slopes Totals for Area of Interest 40.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 11 Custom Soil Resource Report pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Larimer County Area, Colorado 36—Fort Collins loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2yqpg Elevation: 4,800 to 5,900 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform: Alluvial fans, terraces Landform position (three-dimensional): Tread Down-slope shape: Linear, convex Across-slope shape: Linear Parent material: Pleistocene or older alluvium and/or eolian deposits Typical profile Ap- 0 to 5 inches: loam Bt1 - 5 to 8 inches: clay loam Bt2- 8 to 18 inches: clay loam Bk1 - 18 to 24 inches: loam Bk2-24 to 80 inches: loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 12 percent Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water capacity: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY002C0- Loamy Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Table mountain Percent of map unit: 15 percent Landform: Stream terraces, alluvial fans Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY036C0 -Overflow Hydric soil rating: No Larim Percent of map unit: 5 percent Landform: Alluvial fans Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY063C0 -Gravel Breaks Hydric soil rating: No 37—Fort Collins loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 2yqpj Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Farmland of statewide importance Map Unit Composition Fort collins and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform: Alluvial fans, terraces Landform position (three-dimensional): Tread Down-slope shape: Linear, convex Across-slope shape: Linear Parent material: Pleistocene or older alluvium and/or eolian deposits Typical profile Ap- 0 to 5 inches: loam Bt1 - 5 to 8 inches: clay loam Bt2- 8 to 18 inches: clay loam Bk1 - 18 to 24 inches: loam Bk2-24 to 80 inches: loam 14 Custom Soil Resource Report Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 12 percent Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water capacity: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: R067BY002C0- Loamy Plains Hydric soil rating: No Minor Components Larim Percent of map unit: 15 percent Landform: Alluvial fans Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY063C0 -Gravel Breaks Hydric soil rating: No Table mountain Percent of map unit: 5 percent Landform: Stream terraces, alluvial fans Landform position (three-dimensional): Riser Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY036C0 -Overflow Hydric soil rating: No 55—Kim loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: jpwz Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Farmland of local importance 15 Custom Soil Resource Report Map Unit Composition Kim and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform: Fans Landform position (three-dimensional): Base slope, side slope Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 7 inches: loam H2- 7 to 60 inches: loam, clay loam, sandy clay loam H2- 7 to 60 inches: H2- 7 to 60 inches: Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Very high (about 26.5 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: R067XY002C0- Loamy Plains Hydric soil rating: No Minor Components Thedalund Percent of map unit: 10 percent Hydric soil rating: No Stoneham Percent of map unit: 5 percent Hydric soil rating: No 16 Custom Soil Resource Report 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap- 0 to 9 inches: clay loam Bt- 9 to 13 inches: clay loam Btk- 13 to 25 inches: clay loam Bk1 -25 to 38 inches: clay loam Bk2-38 to 80 inches: clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 7 percent Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water capacity: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C 17 Custom Soil Resource Report Ecological site: R067BY042C0-Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY042C0 -Clayey Plains Hydric soil rating: No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY002C0 - Loamy Plains Hydric soil rating: No 18 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. K Factor, Whole Soil Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE)to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. 19 z z op v M N � � 07Z£87G 056£T3G7 O�OE8W OL6Z8VG C@8Z8G7 06LZ87G OOLZ8W M��8T�Z oSOT -K �.-� T'I ' • 'N - � � � � I�`.i� � .� . .�*�w...t..,y � _ �:� M��8T Z oSOT �' �; � � � , .'�' `'' - �= � �� s: � .,*� _ I`� • � �.. — � � . �_ f^i:� I I - _ ' IL ' I I — ��• '�Q �" " �� r r-� � — � i r � - - - 1� _� - -- �r �t ',�'',�`� � � — � i I :�� ,.... � ; -I j ��.s_� � , t ==",�.t ''�%�` _i�'��F�', . I _ �� -,�,��_ � - _� ki � 4 ks �s:� - � � �� -.._ •- " -. �'�ti� 1 4 •�. _ _ '� � ! .� �-_- --. 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Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. 22 Custom Soil Resource Report Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 23 z z op v M N � � 07Z£87G 056£T3G7 O�OE8W OL6Z8VG C@8Z8G7 06LZ87G OOLZ8W M��8T�Z oSOT -K �.-� T'I ' • 'N - � � � � I�`.i� � .� . .�*�w...t..,y � _ �:� M��8T Z oSOT �' �; � � � , `" -' � .'�, �! 5� �� i �- � �- .�*� _ I`� ' � �.. — � . _ . �_ f'i�� I - ' IL _ � I� r I I _ ��. `Q .- �- -, r r' � _ � - - 1� _` - .+��- -- �� .t '�,I'�,'s' _ -- ---- � i I �-�- :'�'�� .s�� ' _ -I j - — _'� ' . � � � �,�t'�� =�� a I � t �" ',I� -� � ��F ,i � M! '�� .�� - t k � .� - � t;,�� .�.��I -� , � � i i. . 4ks �s:.� - �' � .�.ti� , 4 •�. '� � i � �-_- --. "t - � � � k �-_ - -. 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'o c m � ui o c m Z � � 3 -a �6� o_' o Q 0 w- c° m s c n m N v� a� ` E �, >, � � � Y � � � � � � '` � � 3 0 '� Q � � E — o c � v m N `� � � �o c � ° � � °3 0 > L a m o �° °° s � �,o u�i � � � � N u�i V � � u� � � N � �- N (n a�'i � O 'no p .Q � m � � E m N �� m m � � o n.a?;g a� c�i u' y — Z — � :: N a> E m� � N f9 � '_ C O U N N p N p f6 O Ul� V L .� O 7 O �? f9 N L O L � � � w E — � �, a E rn � c� � `o_aQ m � o rnrn rn � o � � � .� �, � 0 n � � � U L � � � � � N � a� O � m � T N @ � 3 L � p m � U r � � °' o U -0 14 °' �' @o o L � � �o o � � a m m N ,� � o � � � o N � _ � a� � � o � U U o Z � in o � S � � � ,o Q � 'ia c Q R W 0000 � a � � � � � � � � w � � m J � � � � a � � � a � � � o 0 � � � � N O O �..� � C O rn d y a� y Q o �. � a � c c �, � a o ❑ o o � o 0 0 o a o 0 � Q � Q Q m m U U o z � Q Q m m U U o z � Q Q m m m c c c c � � N p � � � � � � � � p i i � � z i l a .O 0 � � � � •0 N N N Q fn Custom Soil Resource Report Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 36 Fort Collins loam, 3 to 5 C 13.9 34.6% percent slopes 37 Fort Collins loam,5 to 9 C 1.8 4.4% percent slopes 55 Kim loam,5 to 9 percent B 1.5 3.7% slopes 74 Nunn clay loam, 1 to 3 C 23.2 57.4% percent slopes Totals for Area of Interest 40.4 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff.� None Specified Tie-break Rule: Higher 26 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department ofAgriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detai I/natio nal/soi Is/?cid=n res 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/n res/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/n res/detail/national/soils/?cid=nres142 p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y 87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=n res 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 27 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ n res/detail/soils/scientists/?cid=n res142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/I nternet/FSE_DOCUM ENTS/n res 142 p2_052290.pdf 28 E ' , . . , ri u aries D ra i f� If 1 Drainage basin of stream 2 NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX m y�� o � Y � ? � uom � � m � a Q m c N o c K ^' c � � a � w �� a> � d a� aNi o m � o � m � �d �w g m x N ��.E -'� � N � � v 2 a�, £ m �� u� z c o. =�; 3 � � � v x y 3 LL mc `o « '^o°� o = �'_ �`o a o � �a u> m ur t c m d 3 a � a a� 3 � x � o H o � my N a � ,�awo oodE� � > Q O O� yaj C C "6 N = LL O m Q C C C � UI'6 O � O � O Q p� f6 � �� O-V�1 O � � 41 �y � y Q N O -6 "G 'O ?i o O J y � O.'6 10 y � N �"6 U N O w 16 3 � W N 10 U U N O o� LL � Y O N N 'a � � C i � � � � f6 � O "O 10 >`LL=YO >. y� 3�s O 'O � � ed R -6 N VI O CC � O « > O f6 y f6 � `�p y Q U � U1 d O a a L t � f6 C R U y � LL VI ` �' LL �i W � � m 71 f6 a d 1�/1�' IA� UI i S m � � N � i�ja� a � � o � c� ox � -c m � y a� � a"i a' 3 " m � > m « � d ? uQ va� � c E � d Ea � xu°1i°1� LL UmYu� "o a�iZ °o � � � > o c c°�i � w v m c � Q � �Yo f6 �w aaa �� Y � � � > u m m 3 � �6 � � c O v � ti o w y � a� L „�c, 0 0 �o-o LL �'>� �n m � � £ o �a `o >, 3 � ur a> �3 � � c U s m �c m a a � fl, c > r7 9 � �d,`�� n z m'� ° c = a_�i U" +L-'u) y � y � - � � � � o u� � � m � 0 :rs Q aai n d « m« a� o, � £ o `o� w a�i � m o d � > d y u� u o. �. >_ ur .a � '^ a m d m v z a m � a a� u 3 3 `o o c N :° � ° v y °� o m o'o � m�a. 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'� � -R � � �L1I�s � . � � � #� F � • � '� M' • N +, � . � � � ' + �' ca - � �� ,�� - _ ��. _ ,� �,_ , � r � � � �� ,�y��r �� o �a { � o � • rM y� . �. �. F O "� �� *� � �� '.� � �' � v� �'� I M �� .. � ry T , o . , �, .� '� P� ;, �� _ �� ; �� _ � r � � ;� — .�' � ` �; ,� � �� ` o c� � � � � � � � � � t - ' '*"y° � z - v � o � b Y � � � � � �i�'�'�� ' �� I _ _ N � � - - � � Z N � _ _ � 0 0 E ' , . . , .. .. � . . . � .. .. . ; , ,a, �� _, ,^�'� � �". . � � :� : '=� '� 'v D . � - rl,�� ,� - � , ------>. O I L_� �L � � - � � �.. NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT:TIMBER LARK RESIDENTIAL FORT COLLINS � GREELEY APPENDIX � ' where L is the length of overland flow in feet(lirnited to a maximum of 500 feet), S is the average basin slope in percent, C is the composite runoff coefficient, and Cf is the storm frequency ' coefficieni. The formula limits the product of CCf to 1.0 and when the product exceeds this vaIue 1.0 is used in its place. Gutter (or channel) velocities were determined using Figure 3-2 af the USDCM. The travel time was then determined by dividing the gutter�low length by the velocity. ' This procedure for camputing time of concentration allows for overland flow as well as trave� time for runoff collected ir� streets, gutters, channels, or ditches, After the peak runoi� was calculated, attenuated runoff was calculated. This was done by combining all contribu�ing areas , upstream of a given design point. The time of concentration for the design point was taken as the greatest time of all the contri�uting subbasins. , 3.2 Draina�e Pl�n Develonment � The proposed drainage plan consists of a combination oF overland flow and gutter flow. The runoff will sheet flow across lar�dscaped yards, common areas and parking lots, then concentrate in proposed streets. Gutter flow in streets will be collected at low points via crosspans and inlets , and then conveyed to the individual basin water qualzty and detention ponds. The flow wi11 then be d'erected into a 30" storm sewer that flows south and exits into the Paragon Estates channel on the south side of Trilby Road. The Paragon Estates channel leads directly inta Fossil Creek. , Subbasins were delineated based on proposed grading. Fina1 grading and basin delineation are shorvn on the Grading, Drainage and Erosion Control P�an sheets which can be found in the back of this report. ' The proposed site grading will generally maintain existing drainage patterns. Offsite runoff from the north will still be allowed to sheet flow south onto the site where it will be channe�ed to one of , the detention facilities. Basin A witl sheet flow across the lots to the individual streets where it will be channeled into the curb and gutter. It wi11 then flow down the streets to the low paint of the basin which is detention pond A in the center of Fossil Creek Circle. The flow will enter ' detention Pond A via continuous grade and sump inlets. Basin B and C will sheet flow across the lots to the individual streets where it will be channeied into the curb and gutter, It will then flow down the streets to the low points of each basin and then enter detention Pond B/C via sump , inlets. Basins D, E, F and G sheet flow offsite undetained. The outflow of detention Pond B/C travels through a 24" storm sewer to detention Pond A. Detention Pond A releases the 100-yr ' historic runoff of 25.9 cfs into the 30" storm sewer. This release rate was determined by adding the attenuated historic flows from design points 2 & 3 and then subtracting the attenuated developed flow from desiga point 36 that leaves the site undetained. We then added 3.4 cfs to the , release rate because the developed runoff for historic basin H1 is 3.4 cfs less than histaric conditions. This was done because historic basins H1, H2, & H3 all historically ended up at the same point, the Paragon ditch on Trilby Road. There is an excess capacity of 40 cfs in this storm ' sewer starting at the lot ljne between Hahn and Robinson. This excess capacity is provided to allow some of the runoff from future developments to the south to enter into this system. This flow then enters the Paragon Estates channel on the south side af Trilby Road. Detention Pond A , also has an emergency in�et to utilize the fuIl capacity of the pipe. This inlet is a manhole with a grated lid that is 3ocated just downstream of the pond outlet structure. The inlet is placed at elevation 4935,OQ Storm sewer data is shown in Appendix E of the report. , 5 � � his unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA ' . � ' � , S ��:� �� ' �Y iT��.r�j A ."ry �M�� a a �- . � � a",�� waaaawwa4a, aan. � c. ��D+��pc�; U U U U U U U U V U U � V � wrH, xxxxaxx � a � ax � a , y kr'�r�� W i��i,aj`� �� a T. wti.W'1'wil�Y axF �w �� ' r�;� , � � k�x��E �� PS� �, �.. r��Y4 W+_.W��i �s �Fs��FtXF�� v� y'�p„�'W o v ao a o ao c �' r oo �n m d� 7 5�'�pr�� e�1 N .+ hl P1 .-e fV q N •-� .•r N N �� G°N� N 1 `n },b^� E�� a 5�� ,x.,�. i". r�L•� ��^._�'�� M�s:�i+ '�j��s:1 ' �ri �� kb,�f�,��2�•�' '�t�a��Ns�.. 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' � �v y � . . . �. . . . '� 1Y1. � ' � ' . ' ., . � � Q . � : � . � _ � . , 7 ` - � ` b � a � V�. � ,. . .-----._........ __. .___�.�.___ . . , �� ..., _..,�_�______..__...�._.�.__ � V1 � �----- ---- _...�._-.,l.,-- -- -. .. _ . _._ ... . .,._. . . . . , �.. , �-�-._�.�...� ...g ' �. : : . : � q . . : . .�b' � �. � �` � a� � , : 1 � . . . . . � , ; . � f . A . � �Q/ �'t H � � � �� . -3 . - k qp . �?; Q� ,�ap . . �. _ ��. ` �b �: , � i � ��;} � � � ; ` � his uno�fficial copy was downloaded on Oct-09-2020 from�the City of Fo�ollins Public Records Website:h � � � � � � � . . . �. ...,.. _ ____ ............ .... . . ttp://cirydoc s.fcgov.com � or additional information or an official copy,please contact City of Fort Collins Urilities 700 Wood Street Fort Collins,CO 80524 USA , . �J/�� S I-- 1 ' ______________________________________________________________________________ STORM SEWER SYSTEM DESIGN USING UASEWER MODEL Developed by Dr. James Guo, Civi1 Eng. Dept, U. of Colorado at Denver ' ^--^^^^�T�T^�Metro-Denver�Cities/Counties-&-UDFCD-Pool-Fund-Study------------- USER:TST Inc Consulting Engineers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' ON DATA 11-16-1999 AT TIME 10:45:44 VERSION=O'7-i7-1995 , *** PROJECT TITLE :LINDEN PARK LTNE ST-1 ' *** RETURN PERIOD OF FLOOp IS 100 YEARS *** SIJNIMARY OF HYDRAULI CS AT MANHOLES 1 -------------------------------------------------------------------------- MANHOL� CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS TD NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ' --------_--__--__----_-�___-------------------------------------------------------- 1.00 0.00 0.00 0.00 66.00 9896.60 4895.67 OK 2.00 67. 10 101.16 0.98 66.00 4903.34 4900.29 OK ' 3.00 53.32 72.99 1.24 66.00 492Q.57 49�3.89 OK 4.00 39.56 46.75 1.67 66.00 4929.68 4923.91 OK 5.00 25.78 97.71 1.01 26.00 493Q.27 4927.14 OK 6.00 24. 84 92.72 1.05 26.00 4931.02 4927.87 OK 7. 00 12.�2 30.77 2.16 26.00 4936.06 4929.49 OK , 8.p0 2.25 5.00 11.56 26.00 4924.00 993�.11 NO � �-�� 9.00 ]..13 5.00 23.11 26.00 4924.00 A931.22 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION , *** SUMM�.RY OF SEWER HYDRAULICS � . ' � . NOTE: THE GIVEN FL�W DEPTH-TO-SEG�ER STZE RATIO= .85 . 1 ------------___--__--_--_____�___----------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQt1IRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIR{RISE} DIA�RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) {FT) (IN) (FT) {FT) � ------------------------------------------------------------------------------- 12.00 2.�0 1.00 ARCH 41.66 42. 00 24.00 38.00 23.00 3. 00 2.00 ROUND 25.25 27.00 30.00 O.aa ' 34.00 4. 00 3.00 ROUND 31. 99 33.Q0 30.00 0.00 45.00 5.Q0 4.00 ROUND 28. @0 30. 00 30.00 O.aa 56.00 6.00 5.00 ROUND 28. 80 30.00 30.00 O.QO 67.00 7.00 6.00 ROUND 28. 80 30.00 30.00 0.00 , " 7$.00 8.00 7.00 ROUND 28. 80 3Q.00 30.00 0.00 89.00 9.00 8.00 ROUND 30.00 30.00 30.00 0.00 DTMENSTON UNITS FOR ROUND AND ARCH SEWER ARE TN Ii�ICHES , DIMENSTON UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DTAMETER WRS DETERM�NED BY COMMERCIALLY AVATLABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER STZE; OTHERWISE, ' EXISITNG SZZE WAS USED -----------------------------------------------------------__---_____----------- ' SEWER DESIGN FLdW NORMAL NORAML CRITIC CRITIC FUI,L k'FtOUDE COMMENT ID FLOW Q FULL ¢ DEPTH VLCITY DEPTH VLCZTY VI,CITY N0. NUMBER CF5 CFS FEET FPS FEET FPS FPS --------------------------------------------------------_-----__.�.�_��.__-----_--�-_ ' 12.0 66.0 30.1 2.58 2.59 2.43 12.89 �2.59 0.00 V--OK 23.0 &6.0 104.9 1.44 22.59 2.38 13.67 Z3.45 3.66 V-HI 34.0 66.0 58.2 2.50 13.45 2.38 13.67 13.45 0.00 V--pIi ' ��PRA-fl R E Q D. his unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA r � ' 45.0 26.0 29.� 1.84 6.70 �.77 7.a0 5.30 0. 89 V-OK 56.0 26.0 29.1 1.84 6.70 1.77 7.00 5.30 0.89 V-OK 67.0 26.0 29.� 1.84 6.70 1.77 7.00 5.30 0. 89 V-OK 76.0 25.0 29.1 1.84 6.70 1.77 7.00 5.30 0.89 V-�K � 89.0 26. 0 26.0 2.50 5.30 1.77 7.00 5.30 0.00 V-OK FROUDE NUMBER=0 INDICATES THAT A PRESSURED FLOW OCCURS ' SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMME NTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' ------_�_______�FT}____--`�'------�FT'?------�FT1 --------- 12.00 0.95 4896.95 4896. 60 4.39 -2.00 NO 23.00 6.50 49I1.51 9B96. 97 6.56 3. 87 OR , 34.00 2.00 4919.11 4911.51 8.07 6.56 OK 45.00 0.50 4919.63 4919.11 8.19 8.07 OK 56.00 0.50 4920.Q0 4919.63 8.52 8. 14 OK • 67.00 0.50 4922.00 4920.00 11.56 8.52 OK �� 78,OQ 0.50 4924.00 4922.00 -2.50 11.56 NO 89.00 0.00 9924.00 4924.00 -2.50 -2.50 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUTFtED SOIL COVER OF ]. FEET , *** S13MMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -----------------------------___-�_---------------------------------------------- , SEWER SEWER SURCHARGED CROWN ELEVATION WRTER ELEVATION FLOW ID NUMSER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDZTION FEET FEET F�ET FEET FEET FEET ----------_---____________________------------------------------------ ' �2.00 78.50 76.50 4898.95 4898.60 490Q.29 4895.67 PRSS'ED. 23.00 223.73 17.97 4914.01 4899.47 49i3. 89 4900.29 JLFMP 34.00 380.00 380.00 4921.61 4919.01 4923.97. 4913.89 PRSS'ED ' 45.00 104.49 104.49 4922 .13 4921.61 4927.19 4923.91 PRSS'ED 56.00 73. 65 73.65 4922.50 4922. 13 4927.87 4927.14 PRSS'ED 67.00 400. 00 900.00 492A.50 A922.50 4929.93 4927.87 PRSS'ED 78.00 400.00 400.00 4926.50 9924.50 4937.. 1.1 4929.49 PRSS'ED ' 89.00 1.00 1.00 4926.50 4926.50 4931.22 4931.11 PRSS'ED ,PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRF�ULIC 3UMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ___----_W_------------------------------------------------------------------------ ' UPST MANHOLE SEWER JUNCTURE LOSSES DOWI3ST MANHOLE SEWER MANHOLE ENERCY FRCTION BEND BEND, LATERAL LATERAL MANAOLE ENERGX ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ZD FT �2.0 2.00 9902.76 7.09 0.05 4.aa 0.00 0. 00 1.00 4895.67 , 23. d 3.00 4916.80 13.82 0.06 0.22 0.00 0.00 2.00 4902.76 34. 0 4. 00 4926.72 9.78 0. 05 0.1A 0.00 0.00 3.00 4916.80 45.4 5.00 4927.57 0.42 1. 00 0.44 O.aa 0.00 4.00 4926.72 ' S6.0 6.00 4928.30 0.29 1.00 0.44 0. 00 0.00 5.00 4927.57 67.0 7.00 9929.92 1.60 Q.05 0.02 O.00 0.00 6.00 4928.30 78.0 8.00 4931.54 �..60 Q.05 0.02 O.00 0. 00 7.00 4929.92 89.0 9.00 4931.65 0.00 Q.25 0.11 0.00 0.00 8.00 4931.54 1 , ' his unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional informarion or an official copy,please contact City of Fort Collins Uriliries 700 Wood Street Fort Collins,CO 80524 USA E ' . . . , .. .. . , . , � , � .. .. . ; , ,a, �� _, ,^�'� � �". . � � :� : '=� '� 'v D . � - rl,�� ,� - � , ------>. O I L_� �L � � - � � �.. 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