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HomeMy WebLinkAbout13 - Design Report - Crossing at Baxter Meadows Ph 4B-4I - Water, Sewer, Storm i ENGINEERINGDESIGN REPORT CROSSINGTHE BAXTER MEADOWS (BAXTER MEADOWS PHASE 4B-41 . March 2013 THE SSING YK N TACLIENT: Holyoke V,LLC ✓504 South WillsonY'E Bozeman,MT 59715 SCARR - 3/18/13 p No. 16813PE •� OWNER: Bank of Bozeman BO BoanOMT 59715 070 vss/0NAii���?\```` ENGINEER:TD&H Engineering 234 E.Babcock Street,Suite 3 Bozeman,MT 59715 I TD& H � Engineering . � I "..CA- J Great Falls • Bozeman • Kalispell, Montana FN Spokane, Washington • Lewiston, Idaho Job No. Bll-079 Watford City, North Dakota WWo.amen..-M—a—r.,----.s... Purpose and Introduction The purpose of this report is to explain how water, sanitary sewer, and storm sewer facilities will be designed to meet City of Bozeman Design Standards and provide service to The Crossing at Baxter Meadows Subdivision Phase 413-4I. The report will provide information on the detailed design of the above mentioned infrastructure. The boundary of The Crossing can be seen on the preliminary plat included in Appendix A. The Crossing at Baxter Meadows is the continuation of the overall Baxter Meadows Phase 4 Development. Infrastructure on the north half of The Crossing has changed very little from the original approved plan from 2007. The southern half of The Crossing has been revised and undergone significant infrastructure changes and road realignments. This design report modifies the original 2007 design report as needed to account for changes in infrastructure and City of Bozeman Design Standards. The Crossing at Baxter Meadows is located on the northwestern side of Bozeman, Montana. The project is bounded by Vaquero Parkway on the south and west, Baxter Lane on the north, and Davis Lane on the east. The Crossing Phase 413-41 consists of 95 single family lots and one community center or residential multi-household lot. The Crossing subdivision has been divided into eight phases as shown on the preliminary plat include in Appendix A. The improvements include extending City water and sewer service to the site, construction of water mains, sewer mains, streets, and stormwater management facilities. The subdivision Phasing Plan and Master Utility plan can be seen in Appendix B. Design Report Water The proposed water system will tie into existing mains installed during the development of The Crossing at Baxter Meadows Phase 4A (Phase 4A). The development's overall water system is looped into the City of Bozeman water system at two places along Davis Lane. Several interior water loops have been designed within the subdivision. Due to the realignment of roads on the southern half of the project, several hundred feet of water main south of Tschache Lane will be abandoned. In order to provide two points of connection with the public water system a new loop has been designed and connects into the Davis Lane 12-inch water main at the proposed intersection of Monida Drive and Davis Lane. Additionally, based on new lot configurations, several water services will be abandoned and capped at the main to avoid multiple water services to a single lot. Water usage for each lot within the development will be estimated based on one residential home per lot for single family lots and 12 units per acre for the multi- household lot. Commercial flows associated with the existing fire station and proposed YMCA lots were estimated based on typical flows for an office building (Fire Station) and a school with a recreational pool (YMCA). 1 The following summarizes the estimated demands created by The Crossing Subdivision along with other design input: • 34 Single Family Lots Phase 4A • 95 Single Family Lots Phase 4B-4H • 1 Multifamily Lot Phase 4I (3 acres x 12 units/acre = 36 units) • 1 Fire Station (estimated average daily demand 480 gpd) • 1 YMCA (estimated average daily demand 2,280 gpd) • 2.11 people per residential lot or unit • 170 gallons per day per person average ,> • C Factor of 130 • 3:1 maximum (peak) hour to average day to ratio • 2.3:1 maximum day to average day ratio All new water mains will be 8-inch diameter, class 51, ductile iron pipe. Hydrant leads will be 6-inch ductile iron pipe. One-inch copper water services will be extended 8 feet inside of each lot. An 8-inch water line stub will be extended to the YMCA lot and the large multifamily lot will most likely utilize the existing 8-inch water main stub remaining after the majority of the existing water main between Tschache Lane and Vaquero Parkway is abandoned. Water meters will be sized based on the number of fixture units estimated for each lot according to the City of Bozeman Building Division water service worksheet. Due to phasing of The Crossing, a deviation is being requested for a 630 foot dead end main on Tschache Lane associated with Phase 4F. While the main will extend 630 feet, the proposed fire hydrant is located at 487 feet along the dead end main and the last water service is located at 515 feet along the dead end main. As can be seen on the Master Utility and Phasing Plans (Appendix B), a temporary cul-de-sac is being proposed for the west end of Tschache Lane with Phase F. The length of the cul-de-sac and corresponding water line exceeds 500 feet. The primary reason for this is the location of the Spring Ditch and Vaquero Parkway right-of-way requires a longer cul-de-sac length; thus a longer water line extension is necessary to stub the water main to a point that allows for future expansion. The proposed lot layout does allow for terminating the water main at 515 feet; however, extending the extra 115 feet avoids excessive disturbance to asphalt when Vaquero Parkway is constructed. Water modeling of this dead end scenario was conducted and is presented in the Appendix. The model indicates that a flow of roughly 2,853 gpm is available at the end of this dead end main with a minimum residual pressure of 20 pounds per square inch (psi) during the maximum day flow. A standard City of Bozeman blow-off will be installed at the end of the dead end main. The maximum day plus fire flow scenario indicates there is ample water provided by the current system to provide domestic and fire flow to the proposed subdivision. Water modeling and calculations are included in Appendix C. 2 Sewer During construction of Phase 4A, 8-inch sewer mains were extended from a 12-inch sewer stub at the intersection of Vaquero Parkway and Baxter Lane. The 2007 design report indicated the entire wastewater flow from the subdivision could be accommodated with 8-inch mains. Revised calculations based on the new proposed subdivision indicate 8-inch mains are still adequate. All new sewer mains will be 8-inch diameter SDR 35 PVC. The sewer mains have been sized for the development based upon the following values from the City of Bozeman Design Standards and Specification Policy, Revised 3/31/2011: Residential • 2.11 people/unit • 89 gallons/capita/ day • 150 gallons/acre/day infiltration • 34 Single Family Lots Phase 4A • 95 Single Family Lots Phase 4B-4H • 1 Multifamily Lot Phase 4I (3.02 acres x 12 units/acre = 36 units) • 1 Fire Station(estimated average daily demand 480 gpd) • 1 YMCA (estimated average daily demand 2,280 gpd) Wastewater flow from the fire station and YMCA were estimated using DEQ Circular 4 sewage flow rates. An office type flow rate was used for the fire station while a school and recreational pool type flow rate was used for the YMCA. Based on the above information, the average flow for the Phase 4 development was calculated at 23.5 gpm. A peak flow rate of 101 gpm was calculated using a peaking factor of 4.0 and assumed infiltration rate of 150 gpd/acre. Sewer mains will be designed to roughly parallel the road centerline grades. A capacity check on 8-inch sewer main using the minimum slope of 0.4% and a Manning's friction factor of 0.013 indicates a 101 gpm flow uses only 37% of the proposed 8-inch sewer main capacity, which is less than the allowable 75%. As previously mentioned, sewer flow from the The Crossing will discharge to an existing 12-inch sewer main located at the Vaquero Parkway and Baxter Lane intersection. As per the master plan of the Baxter Meadows Subdivision, the 12-inch main discharges to a 15-inch main that conveys the sewage to the Baxter Meadows lift station. Sewage is then conveyed from the lift station to the 24-inch outfall line located at the intersection of Cattail Street and Davis Lane. Individual sewer services will be provided for each lot within the development. 4-inch sewer services will be stubbed 8 feet inside of each lot. A 4-inch sewer service on a 2% grade is capable of supporting flows from each single family lot. Sewer services will be extended to each lot as phases within The Crossing are developed. Sewer calculations can be found in Appendix D. 3 In addition to the above mentioned sewer infrastructure improvements being extended for Phase 4, an 8-inch sewer service will be stubbed into the YMCA lot. Pavement Design and Construction General A significant network of new roads will be required to serve the subdivision as shown on the Master Utility Plan. Perimeter roads (Baxter Lane and Davis Lane) have already been improved to the required standard. Significant changes from the previously developed Phase 4A are proposed with remaining phases of The Crossing. Internal roads, excluding Vaquero Parkway, constructed as part of Phase 4A were not built to the City of Bozeman standard and were required to be privately maintained. Lolo Way, Caspian Avenue, and Lemhi Trial Drive have the following characteristics in Phase 4A: • 55-foot right-of-way on Lolo Way and Lemhi Trail (not standard) • 60-foot right-of way on Caspian Avenue (standard) • Rollover curb and gutter (not standard) • 31 feet from back of curb to back of curb • Intersection curb bulbs (not standard) • Privately maintained streets (not standard) Internal subdivision roads in The Crossing are proposed to be public streets, designed to the City of Bozeman standards, and have the following characteristics: \, a 60-foot right-of-way (standard) , • Standard City of Bozeman Curb and Gutter het ,c� e • 33 feet from back of curb to back of curb ` • 15-foot curb radii at intersection streets (standard) • City of Bozeman maintained streets (standard) Existing and future portions of Vaquero Parkway will be constructed in an existing 75- foot street easement to the City of Bozeman standards using a 35-foot back of curb to back of curb street section. Proposed Street Sections can be found in Appendix F. Transition from the Phase 4A road infrastructure to The Crossing infrastructure will be made at strategic locations to provide smooth and aesthetic transitions. The existing curb bulbs will be utilized to transition Lolo Way and Lemhi Trail to the proposed road section. The remaining 150 feet of Caspian Avenue is proposed to match the non- standard road section installed during Phase 4A, Due the short length of Caspian Avenu left to construct it seemed appropriate to maintain the 31 foot width and rollover curb. The two alleys in the northeast quadrant of the originally proposed Baxter Meadows Subdivision (2007) have been removed from the design. 4 1 ' Three street design deviations are being requested: ' Deviation 1: Section IV.D.4. and Table IV-2: Minimum centerline radius on curves of 150 feet. ' This is being requested as a result of a 120-foot center line radius at the Monida Drive and Caspian Avenue intersection. Justification for this deviation includes ' the following: • The odd triangular shape of the developable land south of Tschache Lane, ' west of Davis Lane, north of Vaquero Parkway, and East of the spring ditch creates geometric difficulties for road and lot layouts. The proposed layout maximizes the centerline radius while taking into account lot and ' street geometry. • The curve approximates a 90 degree intersection between Monida Drive and Caspian Avenue. • Low traffic volumes and low vehicle speeds. Deviation 2: Section IV.D. Table IV-2: Minimum length of tangent at ' intersection of 100 feet. Again,this is being requested as a result of Monida Dive and Caspian Avenue and ' for the same reasons as are identified above. Justification for this deviation includes the justifications noted in the request for Deviation 1. ' Deviation 3: Section IV.D. Table IV-2: Maximum cul-de-sac length of 500 feet. ' This deviation is being requested as a result of a temporary cul-de-sac proposed for Tschache Lane. A cul-de-sac length of 730 feet from center of the cul-de-sac to center of the nearest intersection is being requested for Tschache Lane. ' Justification for the deviation includes the following: • The Spring Ditch creates a natural site constraint that encompasses 150 feet of the cul-de-sac length. Without this constraint, the cul-de-sac measures approximately 450 feet, which meets the City Design Standards. • The cul-de-sac is temporary and will be eliminated once Vaquero Parkway ' is built. • An approved temporary gravel cul-de-sac will be constructed to provide a ' suitable area for emergency and city vehicles to turn around. Design Considerations ' The performance of the pavement for The Crossing at Baxter Meadows Subdivision depends upon several factors, including (1) the characteristics of the supporting soil; (2) 1 ' 5 1 the magnitude and frequency of wheel load applications; 3 the quality of available , g q Y pp � ( ) q Y construction materials; and(4)the desired period of design life. ' Based on the near surface materials encountered in the backhoe test pits, the predominant subgrade will either be a poorly-graded gravel (GP) or a silty clay (CL) soil. We ' recommend excavating to subgrade depth or natural gravel, which ever is encounter first, to determine if the resulting subgrade is gravel or clay. If the subgrade is native gravel, we recommend scarifying and re-compacting the upper 12 inches of the subgrade prior to ' constructing the base course gravel and asphalt pavement section. If the resulting subgrade is clay, we recommend over-excavating the clay, placing a geotextile, and constructing the base course and sub-base gravel section on top of the geotextile prior to , placing the asphalt surfacing. The magnitude and frequency of wheel load applications have been estimated based on a ' 20-year design life, and the following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: Reliability (R) = 95% Standard Deviation (So) = 0.35 ' Design Period(N) = 20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Local Streets = 50,000 CBR (gravel) =25 (Mr= 13,500 psi) ' CBR(clay) = 3.0 (Mr= 4,500 psi) Design Serviceability Loss = 1.9 Flexible Pavement Requirements ' The proposed streets should be constructed with a total required flexible pavement t thickness and individual layer thickness as follows: Local Streets w/Native Gravel Subgrade: , 3.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1'/z inch Minus Crushed) , Scarified and Re-compacted Native Subgrade Gravel 9.0 inches Total Pavement Section 1 I 1 1 6 ' Local Streets w/Native Silty Clay Subgrade: 3.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1'/2 inch Minus Crushed) 18.0 inches of Sub-Base Gravel (Pit Run Gravel) or Native Subgrade Gravel Scarify & Re-compact 12 inches of Clay Subgrade *(Note: Separation/Stabilization Geotextile should be used for silty clay subgrade) 27.0 inches Total Pavement Section Specification Requirements The following items should be incorporated into the project plans and specifications: 1. Hot Mix Asphaltic Concrete Surface — Montana Public Works Standard Specifications (MPWSS) Performance Graded (PG) binder having a 58-28 grade in accordance with AASHTO MP I. 2. Crushed Base Course — Crushed Base Course 1`/2 inch Minus Gravel conforming to Section 02235 of the Montana Public Works Standard Specifications (MPWSS) - The material should be compacted to a minimum of 95 percent of AASHTO T-99 Proctor near optimum moisture content. 3. Sub-Base Course - Sub-Base Course 6 inch Minus Pit Run Gravel. The materials should be compacted to a minimum of 95 percent of AASHTO T-99 Proctor near optimum moisture content. 4. Separation/Stabilization Geotextile — Mirafi 600X Woven fabric, or equal, should be used to facilitate compaction of sub-base gravels over saturated, pumping subgrade soils. The geotextile should be specified between the subgrade soils and the sub-base course gravel using the manufacturer's recommendations. The analysis and recommendations submitted in this report are based upon the data obtained from soil boring logs at the site by SK Geotechnical in 2000 and 2001. Variations occur between specific sites tested, the nature and extent of which do not become evident until additional exploration or construction is conducted. A re-evaluation of the recommendations presented in this report should be made after performing on-site observations during construction to note the characteristics of any variations. 7 Stormwater Treatment Solids, silt, oils, grease and other pollutants will be removed from the stormwater prior to discharge from the site as required by the City of Bozeman Design Standards. Nine grass lined detention ponds (4 existing, 5 proposed) and a series of catch basins have been designed as part of the stormwater system. Catch basins with 9-inch sumps and detention ponds will collect and allow for heavier solids to settle out before stormwater is discharged into the Spring Ditch. The grass lined detention ponds will also remove much of the grease, oils and silt from the stormwater. Based on technical research, grass lined swales/ponds trap urban runoff contaminants and provide a high level of treatment. Grease and oils coming in contact with the grass will stick to the grass and biodegrade naturally. Stormwater Conveyance In the pre-developed condition, stormwater that does not infiltrate into the ground flows to the north. Existing runoff is ultimately conveyed off the property through the Spring Ditch which flows in a northwest direction through the subdivision. Spring Ditch leaves the Phase 4 development through a 44" X 27" reinforced concrete arched culvert underneath Baxter Lane and continues to flow north through previously developed Baxter Meadows Phases. The Spring Ditch is considered a stream/ditch according to the Gallatin County Conservation District. Post development runoff will be conveyed to one of four existing detention ponds or five proposed detention ponds through curb and gutter, curb inlet catch basins, and storm drain piping. All streets within Phase 4A are private streets except Vaquero Parkway. All streets within The Crossing will be public. Private local streets were constructed with rolled curb and gutter while Vaquero Parkway and all public streets in The Crossing Phase 413-4I will be constructed with standard City of Bozeman curb and gutter. The rational method was used to calculate peak stormwater flow rates. A 25-year design storm was used to verify gutter, inlet, and pipe capacities. Storm drainage mains were designed to carry the 25-year storm and maintain a minimum of three feet per second flow rate. The spread width of flow in each street has been limited to 9.5 feet as required by the City of Bozeman Design Standards. Inlet capacity calculations and sizing of storm drain piping can be found in Appendix F. Stormwater Detention Nine stormwater detention ponds have been designed to treat stormwater and to limit the peak outflow from the development to less than or equal to the pre-developed flow. Pre- development and post-development flow rates were calculated using the rational method and a 10-year storm event. Detention ponds have been located throughout The Crossing to minimize storm drain main lengths and pond sizes. Discharge structures used to limit outflow from the detention ponds have been designed for each pond. Stormwater will be discharged at or less than the pre-development rate to the Spring Ditch after being treated 8 and routed through the detention ponds. Due to the various layouts and improvements that can be constructed in Phase 4I (Block 8, Lot 9), no detention pond has been designed for this area. This lot will be required to design storm detention specific to the proposed improvements once developed. Calculations used for sizing ponds and outlet structures can be found in Appendix F. The retention pond located southwest of the Baxter Lane and Davis Lane intersection will be connected to the new storm drainage infrastructure. An emergency outlet pipe will be extended to this pond. This will allow for complete retention of storm water in the pond with an emergency overflow in the event of a higher intensity storm. Additionally, a drywell is proposed for the center of the pond to allow for gradual infiltration into the ground and to help prevent long standing water in the pond. Groundwater Groundwater was measured for the Baxter Meadows Subdivision development on November 29, 2000. Depths to groundwater varied from 3.0 feet to greater than 10.0 feet below ground surface in the soil borings on that date. Road profiles throughout the development are set above existing ground. Due to the elevated groundwater levels we recommend that new residences are not constructed with full basements. Floodplain Study for Spring Ditch A floodplain analysis of the Spring Ditch drainage that traverses the site was completed in 2007 using the HY-8 and Hec-Ras computer models and the previous study completed by Robert Peccia and Associates in 2002 for Baxter Meadows Phase 2. Three new roadway crossing culverts are proposed for the subdivision, all of them are 48-inch equivalent-sized reinforced concrete arch pipes with gravel fill in the inverts to enhance fish passage. These crossings were sized to provide 100% overflow capacity of the culvert size necessary to limit HW/D ratios to 1.5 and velocities to 12 fps. Groundwater flow as well as irrigation and runoff are included in the design flows utilized in the analysis. Relocation and reconfiguration of a portion of the channel was conducted during construction of Phase 4A. Additional relocation is not anticipated with development of The Crossing. The floodplain analysis can be found in Appendix G. 9 c THE SSIMG AT BAXTER MEADOWS Appendices PreliminaryPlat....................................................................................A Master Utility Plan and Phasing Plan ...................................................B Water Model Calibration and Modeling Results................................... C Sewer Main Flow and Capacity Results .............................................. D StreetSections.....................................................................................E Storm Drain Calculations .....................................................................F Spring Ditch Floodplain Evaluation...................................................... G it it SURVEY PURPOSE: TO CREATE 96 LOTS & 10 COMMON OPEN SPACE PRELIMINARY PLAT OF THE CROSSING AT BAXTER MEADOWS SUBDIVISION TONLY IF HIS PLAT IS SIGNED N CONSIDERED FINAL PARCELS, SURVEYOR AND SEALED BY THE THIS SUBDIVISION PROVIDES LEGAL AND PHYSICAL ACCESS TO ALL LOTS" AN AMENDED PLAT OF LOT R-1 OF AMENDED PLAT J-485A A0,115 THE COMMISSIONER OF THIS SURVEY IS ANDY HOLLORAN. LOCATED IN THE NE 1/4 OF SECTION 3, T2S, R5E P.M.M- 1, Park dedication requirements for this plot were met in the Plat of Baxter Meadows Subdivision, Phase CITY OF BOZEMAN. GALLATIN COUNTY, MONTANA 3A' BEARING BASIS: NORTH LINE OF EQUESTRIAN LANE AS SHOWN ON THE FINAL re owners PLAT OF BAXTER MEADOWS SUB. P.U.D. PHASE 1 PER RECORD. 2. The Common Open Space parcels a intended to be owned and maintained by the o TOTAL AREA:36.94 ACRES association 3. The original existing ditch is abandoned north of this point and re-routed as shown.The relocated stream-ditch and the watercourse/wetlands setbacks shown are based on a wetland mitigation design 1 provided by PBS&J. The location of setbacks from natural features are subject to natural change. 1 1 Watercourse/wetlands setbacks should be field verified. LOT 1 LOT z Apt) rot 4 lot+ Lol s I IS 4. There Is an I overhead electric line easement(Elm 95,Pages 267-270)in the Sl/2NE1/4 of Section Y3,which includes right of access along existing roods and trails.The specific location is unknown of an hl�1 d eAx� ws eLocK}p 4aD MNOR Sued),.a,Na IW I W easement(Miscellaneous Book 25.Page 89)for 2 guys and anchors in the NE 1/4 of Section 3, ' O AINDER OF LOT 1 SUBIDMSION NO I w 1 : K REY 1 NDP PUBLIC 6 Fl5EMEW DOG 21M143(E) I G 1 V N 964 w W TBACT M 2202B 3 = a.S.NO' 1'NO ACCESS STRIP PUBLIC PWR Q al 7 L01 0 LOT 9 La,to LOT 11 Lal 11 -- > L -- ------- ------- -------- - _-J I CURVE DATA CURVE DATA SB741'58'W 8 - L------ CURVE RADIUS DELTA ARC UE GIN CHORD BIRD CHORD DIST CURVE RADIUS DELTA ARC LENGTH CHORD BRG CHORD DIST 770 00 C1 7350 51-onle- 65.45 SBV2B'12� 6331 C53 190.oO 4V02.14- 13277 S69'40'5119 1300E 14Iwr<>Ra�[o/I g BAXTER LANE e0K YIU[[T 0[OR'A7101 $ ing- I C2 7350 2T]4'O]- 35]] 54210'35'E 3503 C54 2MOD 31.11'14" 11975 N65'15'22"E 11826 DOC /2101149 K 'ram ( ------ C3 7350 63`1020' 8104 5311'39Y1 7700 C55 22OOD 8'50'5C 3398 N85'16'29-E 3395 __-_--- 1163U.we -- 4�,A Soap' I C4 7350 15B'lJ'02' 20305 5/4'21'42'E 1N l7 C56 22000 4V02'16' 15373 N69'40'51'E 15062 Vf 13a1 IO./w }I.VO Y per. pw law par. pw ppit x74p 1n)ar I CS 2lNSlN) 26'04'39' 91.03 51320'22'E 90.24 C57 120000 35'04'46' 73470 S6V3B'04"E 72328 f V AK(fS I C7 2MOI) 26D4'39' 104.68 N132Q22W 103_78 C58 12MM 3734'51" 78709 SiF47'25"E 773.06 r I / } ) . 5 fi 1 I . la 1 �n�r ) r'{t R •� s rr 12JB915r �' fr1M 1 LJ•S)V•-LJ1f Y- I C12 17QW 2604'39' 7737 N132022Y7 ]6_]t C59 12000D 649'Dt 142 JB SJ4'ttl'20-E 142.69 Id o M, AIAC 2 a W C13 550.00 B'OD'OO- 76.19 NSJJ'51-E 7673 C60 1200.00 2'51'58" 60.0J 529'19'S1"E 6002 TPAC'V 122o2B L-.LpOpw- -.}ppp•- -ypp- �,-r ^I i C14 450,00 B'16'OO- 6493 NS25'S1� 64.6] L61 120000 751'58" 60.03 52627'S3"E 6002 a.a.5 NO r� 55�2 LOLO WAY 1TT $/1 TT�� �~ 65 I C15 42500 W16'2B- 6136 NS-25'37"E 61.32 C62 120000 75l'5B" 60.03 S2S35'56"E 6002 9a9'41S81Y f1�,1� Ns-I'WE Tll2�SE'°B 1• 11,Jis SF I CIO 17Q00 IY'J1'ifr 58.92 S1627'00'E IS62 C63 12WOD 2-51.58" 60,03 S20.4J'58"E 6002 122.1iB 25'WIDE TPAIL EASEMENT l 522cl' r s 1 J _-� __KOP -Jipp'-- -Jip6.- ^Abr-- --�K'- --•1LOC• --"4b• C17 17GOD W13'IW 11.46 SN24'40-E 10.45 C64 1200 On 2-51.50- 6003 S1 T52.00-E 6Q02 Y woo' 'yy - 4 I J. 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L48Y 0' �LIDOV L100Y MNY` M1 6,0lO SF R I C40 120A0 2712'19- 4651 N151632Y/ 9622 C70 tOBO 00 751'55" 54-02 N29119'51'W 54.02 10 11 12 0 14 15 18 1 - 7 r = I1'NO ACCESS STRIP "1 1200.00 1Y55'31- 20165 S71.12'41'E 290.93 C71 10MM 751'5B' 5402 S2S35'56"E 5402 W" I rC4 120000 751'SB' 6003 56748'S7'E4�4A5 C72 108000 251'SB- 54.02 52627'S3'E 5402 OlOr-_ p0E--WT1}lAC1L1 ,p/5LEMHI TRAIL DRIVE g I 1201 752'23' 60.18 S5T56'97•E C7J IOB000 751'5B- 5402 52535'S6'E 54.02 LEMHI TRAIL DRIVE zr11H.7 f� YI. ., -'-_ _ _ { W 1200.00 751'51" 60.03 S5T0436'E C74 1080 GO 751'SB' 5402 S2V43'58"E 5402 W S171Y M n !• Z _ 12M 00 751'5B' 60.03 S54'12'30'E C75 1080 DO 1'46'3B' 33.50 S1624'40"E 3350 -SILO_ ..JO.r1-I _U V V , J I LOT R2F 5 120Q00 Y51'SB' 6Q03 S51'20'41'E C76 7350 16J1.29• 21.20 NISC45'31'E 21 12 IXM 5 Q SUBPNASE1r 16 f k w Q 10B000 751'SB' 54.02 S51'20'41'E CBI 6000 44'OB'54• 4G23 NBT35'17'E 45.10 66 - 1 Y i I 108000 751'51" 54.02 55412'Ja'E CB2 6000 46'OB'S4" 46.2J 511'N'IfW 4510 M 4 4 f few 00 751'5B' 5402 55T04'36'E CB3 1200.00 649'01' 142.7E S4630'11"E 14269 G 1 llf• ll} }�-10'V III CAixYC .7TP par 7JIYl 4 v Q tl I C50 1pBDUD 752'23" 5416 SSY56'47-E CB4 1200.00 BVOD'OD" IB8496 545'00'00'E 1697-06 gy 50'X18rGx rAW N t, ; par roar roar par p Mw n1y �. ti 1 rJl1 V t• I p im IF IT 1 I G51 108000 751'SB' 54,02 56748'S7'ENtw oma4 -^` S, BLOCK 0 �j Lo>�Y aC52 16000 4V02'14" 11•,80 SWQ'511Y IMIMIY Y' \�;�r'� •�`�'`r..l N IL Y ,.M)Y..-.JL)Y- .FYI° ..M)Y� 1 Y ?.:i1 Y� I � „e � I EL gg a 0) T ,C7(1�0 I;``�•r $ lep4 sF 3t N 1I ( agar, B4O BB s Q 8 O 1. Lw7)v.e� `1 .� . \..� '" ° -me( •-JLOp`- --rsw-- 'Ipw- w- -Kaw`- wt I �._eyar--� . -`N1�3'S2� UNETABLE - 3- st[wm _/s 1 _ _TScirlpc'.nE LANE t_ "Syr t 5'3 0 BEARING ING ee i $ 11 TSCHACHE LANE u'9e I BEARING DISTANCE LoT 4 lµ1 V M WW►i1rJft- S lii,1itiLT Nw4r'SP"l Y w "`` Y ' MuJI• PHASE 4A LI Nw41'SB'E 2371 MINOR SUBIDM51aN N0.4OO a7 y _ '. _{aK' .Lapp[_ _pK_..JaLW- --Lw. .A -JLOZ- --JL».- yppw 11 54,1'2011 4743' LJ SH'21'Jt'E 563/' Sso �� LT 'nl 7 \3, M[4W1(OS• L))pV w'r.119V r.110 V- ):IO Y' r,IfOV -'1.1>D Vq 1:10 Y�-):W I.I%V f.ND Y: < L4 5165'51' 052 A IJ,955 BF 14:0Y , '• J~ }��' 1 soar r4pp' tlW' aw /bar Dar 1'; BLlar 7N S bar a7.N' Is L6 N15'S5'51'W 2952' �F, q LOT 2 L6 N15'S5'51Y1 3948' O •``f. '' 0w 000' tSw 00p NW aS Hw Mla E _ (� L31 L1 NI241'SOYI 45.40' 4�EA6[11UfE4l , `7 ±S 11N Y 'b...AA yyyyl n r 11 Il a 1) r 14 r IS r 1t I) 18 a 6.7ea95s N CMYS e L •�� " ` ),17p Y- 1.1>O Y' ),1)D 9 L1f0 V r.1» 7,qp Y- ),I]/L ).110 Y o 2,H2 Y LB N9JJ'S0'N 51.45- IL ,` ' 4S' b n 6 �d1• "P4yYt\,\1-` v` D Lot 3 IV NL EASEM[!I M. - - 1 1 x6274BY/ 5401' 55w]s'31Y1 ISQpr o ea. �e\•sl• uB] 5 R LOT 1 NN.,98t_. LI] SBB'Il'SBYI 6843' N H o v 1ig°]J v PRASE 4 E- -MONIDA STREET S w Sr y C tt 1i,.� 01JC LIB N622'49W 3.42' C IJJ55 sF Pv BLOCKnoccA9 c _\\\' -.4uLp--- ziLz._ -1ppC_- _JI'pK_ YM'--� R cla6 EwIL P'"xMMDF 5E 5wwas yO! L19 N622'49Y1 257' 9] 1 f S r 1 f ) j 1 ) 0 )'u ��'p I]O Np J3'50Y1 8W f0 \ C \•T 1� ^ A 11,2 3 4rpp V Lrpp Y,- Lipp 1r Lbp Y' llpp Y lIW Y ,319 Y aEWElUNDS- ti Z L21 NIZM'50Y1 1454' ` ^ L22 14'15'03Y1 8,15' \ yy, • 6r 11' ropp' - Nlw p01' Mw )Optl 1p-0a rolru 1 L24 N62 49 W 60 W' �) �1 ..C� BLOCK B ExlsnNc LoT 5 O \\\ `R�` aJr} �8 CLr \` -WATER AWN u b a M N933'S01Y SOW U \ Aj� \ \ \ �10'umn FASENEHT. P \ 0 100� 20O' 300' L26 N1744.50 W soar N � \\\.�\Si� �nJ. y \1C.\ �• t I I I L27 N15ss'51 w 6o ao' C7 . 10'UTILITY \ .114 o v V ACCESS STRIP \ `M�/tT �J `C7•.•�-�EASEMENTS T T],+ 5 C A L E Lea N9a00'00'E 2501' �1\ PHASE 41 ? L29 NW26.MW 2500' C 1! n LJD NB9'41'SB'E 25 JB' O EXISTING EASEMENT Y W ll p' UI NBaJ1'15Y1 2500' UTILDY EASEMENT \`\ 7Apa. -�`'- 11 l6]S7]Y EXCEPT AS NOTED \ 1 O \ Gr.. , - 1 _ US Nw41'SB'E 25 JB' ........... WET 1 , z PUBLIC PARK f1 U4 5B941•SBYI 25 OV j - - - WATERCOURSE/WETLAND SETBACK 1PACT'1'' - - - ________ C C.O S.N0.2}p2B \� 617 1 qp__-__-____ ___}p„a•________ ppp3• C403 COMMON OPEN SPACE r` \\ LSS 5BB26'OB� 1348' < PHASE/BOUNDARY LINE VAQUERO PARKWAY 001001 WINTER PARK STREET Q CENTERLINE ^' -331.50 --- z - - - 100 YEAR ROODPVJN I SHEET 1 OF 2, 11079PrelimPlo wg m -� DITCH e,acK 3 DRAWN BY: v DATE: 1/16/13 0LUWTV CHECK: O -- - TRAIL EASEMENT i I�tT+ $1JRVEYEO8Y: L JOB NO. BI1-0]9 FlELDl100K 1504NI l/ C) TD& ' THOMAS,DEAN&HOSKINS,INC. ENGINEERING CONSULTANTS ' G=e,LS-BOZEMAN-KALISPELL .X"WTNA LE'WISTON CAM PRELIMINARY PLAT OF THE CROSSING AT BAXTER MEADOWS SUBDIVISION THIS PLAT IS ONLY IF SIGNED D N CONSIDERED FINAL AND SEALED BY THE SURVEYOR. AN AMENDED PLAT OF LOT R-1 OF AMENDED PLAT J-485A LOCATED IN THE NE 1/4 OF SECTION 3, T2S. R5E P M M CITY OF BOZEMAN, GALLATIN COUNTY, MONTANA TOTAL AREA: 36.94 ACRES affur CAtE gf-usnoo I, the undersigned, Steven C.Anderson, Professional Land Surveyor, do hereby certify that on or between____ the PLAT OF THE CROSSING AT BARTER MEADOWS SUBDIVISION,AN AMENDED PLAT OF LOT R-1 OF CONSENT OF MORTGAGEES) AMENDED PLAT J-485A, was surveyed by me or under my direct supervision, and CE R1IFIGATE Of D tithe[ plotted the some as s described and shown on the accompanying plat or (we), the undersigned mortgagee(s) or enc mbroncer(s),do hereby join in and certificate of survey in accordance with the provisions of the Montana I (we), the undersigned property owner(s), do hereby certify that I (we) ent to the described plat, releasing my (our) respective liens,claims or Subdivision and Plotting Act, §76-3-101 through 76-3-625. M.C-A-, and the have caused to be surveyed, subdivided and platted into lots, blocks, encumbrances as to any portion of said lands now being plotted into streets, Bozeman Municipal Code. streets, and alleys, and other divisions and dedications, as shown by the avenues, parks, or other public areas which are dedicated to the City of plat hereunto included, the following described tract of land, to-wit: Bozeman for the public use and enjoymenL LEGAL DESCRIPTION: By: A Tract of land, said tract being Lot R-1 of Amended Plat J-485A, said tract Dated this_ day of , 20 Doled this_day of 2[L_ being located in the Northeast Quarter of Section 3, Township 2 South, Range 5 East, Principal Meridian Montana, City of Bozeman, Gallatin County, Montano. Nernst igna[uro elrC_Anderson, Montana License No, 12251 LS The described tract is along with and subject to existing easements. The described tract is shown on the accompanying plat and contains 36.94 acres, more or lesss STATE OF County of The above described tract of land is 10 be known and designated as the PLAT OF THE On this_day of -ly before me the undersigned CROSSING AT BAXTER MEADOWS SUBDIVISION, AN AMENDED PLAT OF LOT R-1 OF AMENDED Notary to m for the Stale of ,persoonally appeared PUT 1-4M City of Bozeman,Gallatin County,Monlono; and the lands included in all known to a to be the F streets, avenues, alley". God perks or public lands shown on said plot are hereby granted and the person whose name x subscribed to the within instrument and e and denoted to the City W Bozeman for the public u1e old •njnym►L Unless acknowledged to me that he executed the within instrument for and on behalf of apecilocally listed her herein, the ends Included in all streets. or"nues, alloys, and parks of AREAS IN SQUARE FEET CERTIFICATE OF COLWiY 1REASURER responsibility for maintaining the same. The owners(s)agrees)the/The City has no t my hand and affixed my Notarial Seal the public lords dedicated to the public arc accepted far public se, but the City accepts no IN WITNESS WHEREOF, I have hereunto se (n day and year first above written. :scar I, Kimberly Buchanan,Treasurer of Gallatin County, Montana, do hereby J r Y obligation to main loin The lands included in all streets, memos, Whys, and parks or NotaryPublic for the State of films Lds Saeaa Tysl certify that the accompanying plat o certificate of survey hasbeen duly public lands hereby dedicated to public use. The lands included in all sheets.avenues, examined and that all real property taxes and special assessments alleys, ono pWks ar public[orals dedicated to the public for which the City accepts (SEAL) Printed NOmO assessed and levied on the land to be subdivided have been paid. Residing at Ph-- 2 F341'>i 31410 112362d resporwibiGly fat w+otntenoncs Include: FILL IN My Commission expires !3}DO 0 CvrvCDated this day of 20 The undersigned hereby grants unto each and every person, firm or corporation, whether l3w!: 3=2 +�04 public or private, providing or offering to provide telephone, electric power, gas, internal, 1 �: Deputy Treasurer cable television or other similar utility or service, the right to the joint use of an C0 easement for the construction, maintenance, repair and removal of their lines and other !`2 facilities in, over, under and across each area designated on this plat as "UTILITY h fB Tobl 36Y412 �O EASEMENT" to have and to hold forever. N PWe 4- 2 :as31 :4331 Phase 4C !3174 69174 P has 4" C CTiS 0 !+TfD2 NET AREAS IN SQUARE FEET :uablel 1'_l'r4Ci G !rs:4.e? PHASE PARCELS STREETS TOTAL S 1-is 4�A CFRTIFICATE OF EXCLUSION FROM MONTANA DEPARTMENT Q 46 19R9?2 "704W 361462 h AC rural 94D 1 4�LtM�{4YtdEHIALRIIALILr RLVEw M CERTIFICATE OF COMPLETION OF IMPROVEMENTS 4C 150457 43b64 194M1 („) phst44^ 2 '61� K1<.r+s 35 Th.PLAT OF THE CROSSING AT BAXTER MEADOWS SUBDIVISION. AN AMENDED PLAT f0 1, _ _ _____ and I, _____ _-, a registered professional 4D 197242 77389 274631 - OF LOT R-1 OF AMENDED PLAT J-485A.Gallatin County.Montana, is within the a_ engineer licensed to practice in the State of Montana, hereby certify that the 4E 2787.6 48916 327672 flas.4D C 1 !0ev7 O 1'!!G. City of Bozeman, Montana,a first-class municipality, and within the planning E following improvements, required to meet the requirements of Chapter 3B of the 4F 163X6 30499 194485 Prot.40 7 73090 3187 715270 area of the Bozeman growth policy which was adopted pursuant to §76-1-601 Bozeman Municipal Code or as a condition(s) of approval of the Phase 4D 10 1110% O +gimi et seq.,MCA and can be provided with adequate storm water drainage and have been installed in conformance with the 413 M12 0 83512 adequate municipal facilities. Therefore, under the provisions of d approved plans and specifications, or Financially guaranteed and covered by the 4H 34231 0 3AJ31 Subtolsl ls4D44 13 TN IV,U2 §76-4-125(2)(d) MCA,this subdivision is excluded from the requirement for Oy improvements agreement accompanying this plat. 41 1 0 13903g Streets _ Montana Department of Environmental Duality review. t` Installed Improvements: OI Doled this_day of 20 TCTTAL 123B214 1 3713818 1609062 Pft.40tDtil Sy4611 Financially Guaranteed improvements: - Tree or o Ie ry LLI -_ Phele4E r z5vy ^-Z2 :�iOC City of Bozeman, Montana -----� Ph...4E 8 712tis 2A3? The subdivider hereby warrants against defects in these improvements for a Phssa 4E i 0 132= 1?Yd.''3 period of two years from the date of acceptance by the City at Bozeman.The C_n subdivider grants possession of all public infrastructure improvements to In.City .we of Bozeman,old Ilia City hereby accepts possession of on Pubic infrastructure Str!etsl ?3Tt78 14+471 2:lote improvements, subject to the above indicated warranty. PHASES IN BARTER MEADOWS Streets 43gte Subdivider Date: N By: CERTIFICATE OF DIRECTOR OF PUBLIC SERVICES f0 •h.4E Total 32TB72 L I. Director of Public Services,City of Bozeman. Montana, do hereby certify d By: Montana Lic.No. Dole: Phase 4F i 430511 0 s3063 That the accompanying plat has been duly examined and have found the N v Plrse 4F 1C a36 ,rvCO 1�903 some to conform to the law, approve it, and hereby accept the dedication By: Director of Public Services Date: T a cos"e rm r [lasso) xove��� thato t plat Ity of beiogzeman for dedcated toespuhlicsuse of any and all lands shown on „c,r.e co 91rMb ET37! __WO 1»e 91 Dated thisa_day of such 20 . Dated this day of . 20 •'•'•x0�vrr Director of Public Services ,'y x g IN.4F Tolel 19W45 Owner: BANK OF BDZEMAN �y !fEa1 City of Bozeman, Montana (O nwz ac M Plwse40 10 !1!ti_ :two s3!1: m � Cn By: sure r� igna u!e ^ --11�� rxx+r.d� t £utanlst !t"; ]!9[3 83512 c wr' wr' q Sbeea o p $$ Yuwe''u� r► h AID Tend 93S17 SFRTIFIC4TE Oi GLf1K ANO REt,QJ,�Qj;o co,rw iYo C) c yr u »Fsr vxw,i„u,ns I, Charlotte Mills, Clerk and Recorder of Gallatin County, Montana, do Fhst444 ?G31 ?4:?+ hereby certify that the foregoing instrument was filed in my office at es• ■ - ____o'clock, M..this day of 9 20— C STATE OF MONTANA 1Li Srohesl 3A231 0 ye21l and recorded in Book_ _of Plats, on Page_ _ as THE CROSSING AT Document No Records of the Clerk and County of Gallatin rwcTeR NFsoows £lava 0 Recorder,Gallatin County, Montano. On this day of 20_before me the pundersigned Notary Public for the State of Montana, personally appeared n 4H Toul Unit = Deputy known to a to be the Clark and ecordm T of m and the person whose D 10D0' y w rave name is subscribed to the within instrument and acknowledged to me that he executed II Phssrz4l s !31578 7410 t3;= CC the within instrument for and on behalf of tom.-L_1_1 IN WITNESS WHEREOF,I have hereunto set m hand and affixed m Notarial Seal the 5 C A L E Y Y Subielsl 1311178 7410 ttgl day and year First above written. Stresu, 0 O _ (SEAL) Notary Public for the Stale of MDNTANA -^ Printed Name -h 41Total Inoes SHEET 2 OF 2, 11079PreIimPIatC3Odwg m my M _ DRAWN BY: ss DATE: I/ls/1z QUALITY CHECK: O SURVEYED BY: ss J08 NO r1-ozk FIELDBOOK ISQ tlul lz Di TD& THOMAS,DEAN&HOSKINS,INC. ENGINEERING CONSULTANTS ' GREAT FALLS-BOZEW44-01.13PELL MONTANA POKANE WASIUNCTON CWISTON IDAHO APPENDIX B Master Utility Plan and Phasing Plan I I I I I I I I LEGEND I I EXISTING DESCRIPTION - -- ''L Z SAXTER LANE O I > o BARRIER POST Q BUSH OR SHRUB EXISTING POND 7 ---------- fc-.No,b° r Ex'$T1NC DAVJS_!__� ---------- CURB & GUTTER SD sD ---------- INN£ RETEurwN DELINEATOR POST 11 I POND \ T RI T1. 1 DITCH RIM=4703.66 I w EDGE OF ASPHALT INV IN=4697.72' Y_ 5 - - - - - - EDGE OF GRAVEL f0-,7a°A _ d ELECTRICAL BOX V V A ELECTRICAL CONDUIT S --- -- r--- �') r ' '_ ~ S aSa° FENCE - WOOD I' -- 1- ,I _c:tOtO'�VAY`-r _-'j rlM=i�-WK r INV IN=47OO.Od J PROPOSED - 571 { INV OUT-4699.64 r _ I Y 0 GAS METER _ 'f �pOND Si �.� \ ND r %�_ 9 MAILBOX `ter-✓ 1 I _-___-__-______- I . I (�/ 3 d E OVERHEAD ELECTRIC 0 POWER POLE 1 \ < S SEWER t} \lt\ 1 Q RIM-4708.12 M -so-- STORM DRAIN ` OU 7=47Q2.'I I -�usos TELEPHONE RISER �p t N Q O i II I Vr r. ate+fir'--r!�--V - Vr_ TEST PIT 4 [. ) 11 r S 5 - ® 1� L_- o TRAFFIC SIGN cl) 11 1 r ,, r -- ,- -___ _ __ __ ___ ---_ _---__,_t_ I •O) v 0 r IM 4708.49 _ IT � TREE CONIFEROUS ' � , MIV IN'^4898.37 INV IN?469�9.63•'�• SPRING IlXH r I W ^' Q TREE - DECIDUOUS 8" WATER AND _ l` \ f I INV OUT-4698:17 INV OUT=4699.63 1 Y; -E --- UNDERGROUND ELECTRIC SEWER STUBS - \tom PROPOSED I t I s 1 W -- •OJ �X\% PON 29 I 4T\0. 1 RIM=4711.38 DRAWN BY: KLS Q 0 GAS - _ i= I 1r.- -T -- UNDERGROUND TELEPHONE ,` zt 1 INV OUT=4705.71 DESIGNED BY: KLS RIM=4704.54 _.[_. _ r PHASE LINE�(TYP.) RIMm4709.82 r d - 'i ,• l ( `,` 1 I I QUALITY CHECK: 317 A W WATERLINE INV IN=4698.49 -f l`\ T- - ,�` r I �• DATEi- _ t-» I I INV UT-4703.95 I JOB NO. Bll-079 INV OUT �i \,� - - - i- ,h\ - r IN OUT�4703.75 I O) ® WATER WELL `, `.\ - 1� �.-.i`��I I= I � RIMi4710.12 I I FIELOBOO INV,t �, ' PROPOSED.m..t r` r ' I INV OUT-470A� _ TSCHAC14ELANE _ ' l7 FIRE HYDRANT 1 �'\:� m VALVE PONi•�A\ �V ra�i+a T--f 7 _ t -i"' 1T- I 1--- .,.z RIM=4708.6INV `.� / l v agc9 I_ INV OU7=470397 _ ___-- 'y,RiE1�471032_ ---_l _ _1----5_ 0 it-.i6Y: I ? •RIM 471301 y 4NIV Itl«702,69� - I OUT470651 /.rm\ 'INV OUT''=4702,40 EXISTING WATER TO BE ABANDONED. PROPOSED DESCRIPTION .,�.0 w�T P N U l i RIM=N709.61 RIM=4708.84 ` :'` , ' RAN=4709.76 1`� �\�\.• 1j•IV IN=4703.;3 RIMs4%13.15 - O 4701 39 QS�d,. INV IN 'i NV IN=47 7.2: - = I 0 6 STREET GRADE :�j INV IN 0300 \ 1NV WT 4703.7.3 y � INV OUT=4701.19 ��` % JNV OUT=4703.00 •\�� � INV OUT=4707.08 a��� rc FINISH GRADE - .^. ' ' , cl) L HP MONIOA DRIVE HIGH POINT a ---- - W m ;rTFf Z P C y LOW POINT O MANHOLE rc=.7».N ! �` _ °i 1-----sZ�1-1 - _ t i__ _-L-1--- w a a INLET �I �� `-RIM=471062. R> =471640 f" III, RIM=4712.07J',1`` INV IN-4704.18:: INV OUT=4710.14 x Z Y FIRE HYDRANT I RM=4712,29 INV IN=4704:57 \.\ INV DUT-4703.�8 , 1 0 N NV OUT-4704.37 K S SANITARY SEWER INV N=4706.00 INV OUT=4705.80 PROPOSED ,,�, ` �^ Ep SD STORM DRAIN EASEMEM PHASE 41�SiORM Q 0) v WATER LINE TEMPORARY CUL-DE-SAC BUILT TO `�' - \ ` `,,8" SEWER STUB -- PERMANENT CUL-DE-SAC STANDARDS \' ,� __ .N WILL BE CONSTRUCTED WITH PHASE 4F \'\ \ ` DRAIN POND 2A, ,^ W \ SIZE irQy�BE DETERMINE V W rn POND PND 1� r``'\, ,� i . WITH,DEVELOPMENT Z O U _ RIM=4713,94 -.` f��1� N r) RIM=4714,0�.`_ (D r� W�~`1, INV IN=4707.14 '•V ,�)„�\��' ,r) INV OUT INV 74 Ox17 DETENTION POND AREA INV OUT=4706,94 ..` �\"` --- 4720- w� C _ 0 100' 200' 300' `�'` ^ti ►� 'AIN EXISTING WATER I TO BE ABANDONED OR .:� '- INCORPORATED INTO p ,'` ��_ DEVELOPMENT OF THIS LOT W S C A L E = RIM=4715.56 -_� f INV OUT- 708.10 40L --,._4 '-..,. .,,f'•.-- • 8"WATER STUB ------------r- - ---- Q MASTER UTILITY PLAN NOTES: 4Y �) ) - - - 0' 1 ALL EXISTING AND PROPOSED PHASE 4 SEWER MAINS ARE 8" DIAMETER. - O 2. ALL EXISTING AND PROPOSED PHASE 4 WATER MAINS ARE 8" DIAMETER. -�f'°°° If 3. STORM DRAINAGE MAINS VARY FROM 12" DIAMETER TO 24" DIAMETER AND q m ARE DEPENDENT ON THE DRAINAGE AREA I 4. GAS MAINS WILL BE SIZED BY THE UTILITY PROVIDER. I O N ( I D11-79 MUP DESIGN DYIt SHEET 1 OF 9 40o w r lw I or 1 sIDMS N0. 2 REMAINDER I OF MINOR .B ION I I 22 FM 964 TRACT 4_ 3 C.0.5.No.22028 I m PUBLIC PMK LOT LOT B LOT 9 LOT 10 l01 t1 LOT t2 I u ( V W L DAXTERLANE � I PUBLIC S,"QJK DOC Ne1031.s SD sB �---- EXISTING DAVI 1 CaOs I 2 LAN ETENTION • 1 I O I - ' PONa wl III W 7 10 11 z TRACT y_ ---2202 C05 N0t 3 till' 1' I -- --- ----LOL AY" — ---- - - -- o Ir \�. 1\ t 5 6 B 1 2 a �� Too cc J // I Y 1\PBB�t z ! a t 12 ,3 ,a 15 (L ; ! to , 12 13 o I ,ew t ATE 6RARY RAVEL-. I f I CUL- -SAC U. BE I -40 t 1 12 IT v � 2 13 I LOT R2 � Q 3 2P�I�I� , F�ING ITCSH 20 1B eta tT Is � L � � (su9ol"15 � .� M 4 G 3 ti � 'W � w DRAWN BY:. KLS UJ LINE .) ; I DESIGNED BY: KLS Q • 1�` t c: - e w n t2 a QUALITY CHECK: _ 1, • \`'\ L� �-H I ; • I DATE; NOVEMBER 2012 i4 i JOB IN10 511-0» t ` - LOT 400 ______ ______ _____ _ SUBIOM510N NO / _ -_ L] MINOR . :_--^ I '-� -_ ' 12 LOT LOT 2 2 _ I! IS t4 11 -12 If/ Co05 B LOT 3 O Z 77 i LOT, LLI Q a O \ \ 1--- BLOCK 2 w/ Z m 7- . ��{ \\, •� 9 a -»7 __�_•- A LAT SUBDIVISION. W \ V/ a w X co \ \ ` � C LOT 5 .21 EWER MAIN V N NOT HOWN Z O U m\ T`WATf.R MAIN TO B y W E INCORPORATED U) Lu INTO PHASE 41 OR ABANDONED, �'--- MONIDA DRN.WATER VAIN LOOP O .SHALL BE CONSTRUCTEC IF tABANDONED PRIOR TO PHASE 40 Q � 100' 200' 300' N. vFROn 1 ARK gU -- --__________ ...Jc Wo T � 0 22028 _ - s c AE ,U+ CURRENT AND PREVIOUS PHASES = FUTURE PHASES O \ PHASE 41, NOT INTENDED TO BE 0 q DEVELOPED IN ANY ORDER i F.- CKJ m 0 N PHASE4B B11.79 PNASE-OW SHEET 2 OF 9 4o0 R WNW NDEP Of LOT I BUBIDMBIDR NO I $ ,,, 4A-1 MINOR I G 6 2202E I 22 FA1 9 4 ] C05,N0. I I PUBLIC PARK LOT] Lpl Isl i• LOT 10 LOT 11 LOT 12 I I ----- -�v--- ___—_--- ---J .� .'.I BAXTER LANE I woe c I0 ooe.Iztwus I ---' I -- -- sa SD Z Z Z Z —� iEXISTING LANE qETENTION I I - I � POND I I \ I w I I 1 ! 3 • 5 6 7 • 9 to 11 ' I 2 3 4 6 6 7 B I , 1 '}A_ N0.22 - - i TRAC C 0 S 02E ( B vs w 777 ,5 e r • I rc rc i I U U U N LOL AY_. b o m o 2 ! 4 5 6 7 B to Y 11 k'' a I g' z � II Pos I � \ \ 1 to II IS I] 14 1! 2 i • 9 to 11 12 1! 14 1 i I EL 7 6 N I g ' 11� -- -4 - - - - -r-- - --- - -�-- 1 12 I C N NIj I J— --- - 1— — - - - ---- - -- -L— - 13 i LOT R2 1pc 'I' T; T` 1 EKING ITC31 20 ' to1e5 17 16 i 1 ! �bG B 4 a Ia A 2 I C LLwo o] 14 ul 'p �• ! . - - ys"""�` '^�' 1 C `\ t 19 DRAWN BY: Kl9 LLJ 11,Q � 19 1 I `PI E LINE 1 TV .) ' I QAJAL ESIGNV CHECK: KLS - I DATE NOVEMBER 2D12 i 1f '1 ` 'J I�`_\ , 14 19 g I JOB NO B11.079 • - ' , ""ME FIEL0800 1 i i- m 4 `. • r v v. U LOT > BIO 1 yINDft SUBIDMN NO 400 • v / !, , y�*V LOT 1 _ LOT 2 s y� U \ Q 1 ��`` Is 14 ,s a 17 1• a c•osB w T 1 - a cm \ �,�` L01• W a - _----- BLOCK= a �z_� 30 • , � � ,----_'--- A FlBION� Wco Q V� o = � Q m � a uWi N `� < LOT 5 Z a \ 9 • ���� b� a � J 2 0) `` / '\A `�\ P�� • ___ m 21` R MAIN z W ? d o NOT OWN N U S`` gg O 'WAIEP MAIN TO BE INcoRPORATED N m L ^'� `tT INTO PRASC 41 OR ABANDONED,LOOP O -- I W -..�� ;MONIDA DRIVE WATER MAIN- C - l I. SM.I. BE CONSTRLICTED IF !ABANDONED PRIOR TO PHASE 40, a O TRACT'A _ ____ PUBLIC PARK•1 U - ----- "- -- W � .5 No��02B y'LQ4 ROP t --- _ ________ I Too' zoo' 300, CURRENT AND PREVIOUS PHASES O G0 4R4y i % I-- S C A L E FUTURE PHASES PHASE 41, NOT INTENDED TO BE 0 DEVELOPED IN ANY ORDER m � i BLaK 0 PHASE 4C Bit•T9 PNASE.OW SHEET 3 OF 9 LOT 1 NO 400 YMK.'•-• ' G 2 REM2`INOER'F MINOR SUBIDrv9� I I 22 M!e4 TPA LT M-2202B C.0.5.N0. I � I • pUBUG PNRK 3 a01 1 L,p1 0 L01• l61 10 .11 L01%2 I m I ------------------ - ----------- ---- I _ v ifv L-- ----- BAIITER LANE I PUBLIC Yt•f ooc r— sn sa `-- _-------- EMS TING DAMS 1 LANE EifN N • 1 I in I POND I 11 2 3 . ! o T e a Is u , a T 4 T a I I I , TRACT y4-1 - , COS NO 22028 I — =r w. Is U U ----- _a____ - I >w w w mo mo mc. tpa♦ �— `\ , ! 3 4 5 • 7 e i 1 2 3 4 a f • ISYpn \Posk i \ 1 • 13 a 1s • e ! o n : 13 �. I I t I 13 LOT R2 , v L��g 1 � 51.�• - --- Mr�l - k4iS-�-�- - - - - - --- -r-- - - —3 i t2 I � S N '• r,�1 \ L P�ING ITCH ,i, 1 y� tsluzzOTN.O P L• to If0 2 a e 113 as5 F .C�W W ;Q� ! (` DRAWN BY: KLS �: t j DESIGNED BY: KLS U) \ _ — . I rHA E L1NE TYP.) Q 1,�. /�.,`- -.�i— _\� _� i t� I DUALITY CHECK: e _ I DATE: NOVEMBER 2012_ � � � 1�r . 10 n 12 13 d i` I�1 �!► /. j „ ; _ , Is I JOB NO. e11 nr5 L �1�e� lt�I - I t — IN51AI1�. T HACHE E u I FIELDBOOK LomK1 f ---- ---r--- r- - - - --r- -r• �_------- - _ Y_ till- It 11 Q — jn LOT 4 e • 3 xISTWG WATER I a SUBIOMBION NO 400 Q MINOR _ _. To a ABAN oNEo 'of J \` 1 i a T 3 y� 5 ITH•PI E�1D , 5 o to 1 15 /s n IS Itc os IS of 3 O Z \ , N \ - ----- - - --- - ------ ---- = - --- - W a. J cc ii \ , c4sA \ \\�\ - y - � a. 2 C9 --- �P2 z Z��! \ \ T OF � 4` \\�\ 7 • ! • ) S A SUB SpN F L`u Q V� IL LLj \�\ fn L01 s F- z m • \ \� �5� • 21- EWER MAIN N ~ --�\ \ \ Q� --- m NOT OWN Z O \t\\ N m {Y \ 'WATER MAIN TO BE,INCORPORATEO (n L - \tl INTO PLu HASE 41%A ABANDONED. O - 1 ;MONIDA DRNE-WATER MAIN LOOP c '� 1 SHALL BE CONSTRUCTED IF ♦� iABANDONED PR10R TO PHASE IO.� O Q 0 0 100' 200' 300' T ' y FR pu0 W L.0.5 No.2202E 'a0(/ ____ = I I CURRENT AND PREVIOUS PHASES " PAakw�y /' Q SCALE FUTURE PHASES r- PHASE 41, NOT INTENDED TO BE DEVELOPED IN ANY ORDER II m � i BLOOK] O D1 PHASE4D B11-79 PHASE.DW SHEET 4 OF 9 LOT 1 NO 400 o-A7' r.• = REMAIN DER OF NINOR SU&OM51� I I 22 W 964 N TRACT N G.O.$. 0.22028 1 {) pUBUO PARK 3 'Cl T LOT B LOT I LOT 10 LOT 11 LOT 12 1 •6C7 ------------------ — — -----------v it ---J l V BAXTER LANE PUBLIC S"9 DOC-•71p314 ------- L sB ----------� EXISTING ND i 7 B 9 10 1, 1 } J 4 5 a 7I TRACT N0 2202E —LOS i .a S OC y —� 1. • 1+ . . • +' LOl -`WIIY .l_—_ I 10 >W ETA I a �O 66L❑i T C.ma �\ I 2 7 4 5 6 T B t 2 3 \ / r—•� \\ i � 10 i Os-�Q J _ / / c �—'----- — I Y I Z\POS 4t, 5 1, 6 1 , \ \\ 1 a 10 11 '17 13 14 15 0CL . I B 9 10 11 12 17 14 ' G t taQ I _ 1 A I 1 M I` 1 . r r + . . • • IJ-_ __ _L_ -- - ._ _ _ _. J_ —_ _ _. __I � 13 I LOT PNT OF �_ Q 1 1 +C K 5 I I A. •TT N { 14 3yPJING ITSAI a I ` _ 1 FI111�L ON.P VI 1. 20 19 1B 11 16 I 2 L.~� 4 S a 7 I SUBON� V 1 I I � � O 1. l) 4 , W 3 w ,Q I`1 15 I' i 15 DRAWN D KLS `�I ( �rFl E LINE TYP.) I ODALIIY CHECK: KLS W Il` � , T I3 14a 9 10 I DATE: NOVEMBER 2012 m EL ) ( /'�,.� 14 I _ la I JOB NO. B11-079 I 07 ', 1t�i,i - I _ L. 1 TS NACK E r 1 IFiffLOGODI - -_r- _ ____r 1 n - --- - \ I 1 tTl 4 LOT 4 • �:" _ - -- - Sv > SIGN NO 400 •\ ` 13 `� _ _ _ _ _ __ _ ..MINOR SUBIDM _ �_ _ _ __ _ _ __ _ _ _ S I 71 o + /} \ t`AO J TO xiSTIAB7W ww+o - J 1 LOT 1 \\�\ \ } 2 J �4 s �a� 10 u Q Ti LOT 2 pQ , • g� i 1 \\�\ \ q N V `•� Q f ` ` A� 111'O� 1I 12 13 14 15 I6 17 _18 19 Co05 B 1 � LuN \'C\ ,' - -- - - -- - -r- - -�-- - - - - --- - - c -- --- -- --- - W 1 \\\ 1 LOT 4 (n EL OCK2 DF N ,/� �WW 7 B A SU90MSpN.F N Z r \\ W `m \ Ilt Lu O m 5 LOT .4Q F— Q --- w a = q\\ _ a O a \, \ \ Q�P�� a - NOT R MAIN O Z c� \�\ H m co) ) \�\ WATER MAIN TO BE INCORPORATED I INTO'PHASE 41'OR ABANDONED. < .. 1 \ I I MpmbA DRIVE,WATER AKIN LOOP --__ O c l 1 i SMALL BE CONSTRUCTED IF w !ABANDONED PRIOR TO PHASE 4DL---------- PARK�1 m Q T�Q 2�� 3()� T�5 N012202B VAp O7°4 1 __.- -__-- I I I CURRENT AND PREVIOUS PHASES 0E- s c A L E FUTURE PHASES ® \ o PHASE 41, NOT INTENDED TO BE DEVELOPED IN ANY ORDER 1 BLOCK m � � 0 PHASE 4E I B11.79PHASE DWGI SHEET 5 OF 9 Mr D. LOT 1 Ip"No I rc I 3 TRACT 4A_DER 22 MINOR SBBpI'� rappT M 12202B 22 FM 964 3 CpS,No. I I PUBLIC wK '01] LOT B LOT 9 LOT 10 LOT 11 LOT 12 I I got V V �V V BATE NE PUBLIC T10)146B1RF SD - --------- EXISTING DAV1 1 l I z SO- ----��----- _--- LANE 4ETEN ION � I 1 1 POND I NS I I 1 2 3 4 5 6 1 B 3 10 11 ; T 2 3 4 3 • 7 B \ I I W W W H 1 I � O � 0 1 1 I TRACT NO 220 -- -_ 2B 0.0 5. 1 I 11 I 9be 1 1 I U U U LOL xr- ad L______ o If 1 (,�({• - - \ \, 1 2 3 4 5 6 ] a 1 I 2 3 4 6 7 I $apt 1 I J �11UUAI✓ Y 11P0s k•1 g B 4-41IIIL 11 IQ 13 1410 11 a IJ 14o_ _ �E - -- ID-7 - 12 I C '!? - _ � -- - I 13 _ L_ - - 1 LOT R2 3 21 11 \ 3 1 i I Fr4k PNT pP 1i�1NC ITr;p 20 ' 19 IB ' 17 16 OI G c 3 ' I SUBDNIB ' o'l 4 '� w 4 1 1 1 Q -- . ;- •,42� 5 1 15 - s I DRAWN BY: Kl6 U.J1`\ _ _ _ - _ _ _` '�'� ; 1 \-PHA E LINE TYP.) t I DESIGNED BY: KLB 111 • ` T ._.-.-'�- - I 1 • 9 ,O 11 12 13 14 DUALITY CHECK: _ \`.\� 1 1 m I DATE: NOVEMBER 2012 • _ y Co05 B / 1 1 14 _ _ I6 I JOB NO. N77079 O 1 1`L��j ( - / I 1 r � _ _ ` , 1 T HACHE � ` � I .� � - --� - FIELDBOOK m 4 / ^ LOT ' V `. _ '�' 13 � MINOR SUBIOMSION Np1 ' �� ------------ x1 STIN(•i wATER_E ABIN NED LOT 1 ) 2 3 p • 12 I i �a TO /'\.R\ \ I �4 s ITH,PI E 74D B ~9 10 _ \ I I � 10 LOT 2 n Q 4 n , t.$j� 11 17 13 14 15 16 17 1B 19 Coos B U `` LOT 3 O ti---- 2 \ \�\ A `1 Iq c ui to INSTALL _ 3 4 \\\ LOT 4 (� W a BLOWOFF ; coos A \�\ 3 1 - - .. j__... --- - - - -- S 1 1 Q - 2 MOCK 2 PIAT OF Li e, 1 .. Flpy15NIN B a Q W \ \\, 1 2 l 4 s B F 7 B U) LL D) W A TEMPORARY GRAVEL \ \�` O m NCUL-DE-SAC WILL BE BUILT INSTALL Q m WITH PHASE 4F, PROVIDED BLOWOF •F \ 5 LOT Q Q VAOUARO HAS NOT BEEN \� ,,,`1\' W d // CC W y 3 \` \� / Py �,� -- 21- EWER 1 MAIN G N O \ \ _'' ;>. _ m NOT Ow � O Z W co N Q H N � \ \ WATER MAIN f0 BE.INCORPORATED L - INTOPHASE 41 OR ABANDONED, MONIOA ORNE�WATER MAIN LOOP - - O _ T 1 SHALL BE CONSTRUCTED IF O 1,ABANDONEO.PRIOR TO PHASE 40 __- PUBNO PARK O TRACT A_I 22020 VgO4 T __ ui �O.s R 1 ______________________= Nq _ CURRENT AND PREVIOUS PHASES = 0 100' 200' 300' I a ICII I II I I FUTURE PHASES ® \ o s c A L E PHASE 41, NOT INTENDED TO BE 1 DEVELOPED IN ANY ORDER l BLOON3 0 PHASE 4 F 81149 PHASE f1Wf SHEET 6 OF 9 ! LOT 1 DMS10N NO 40D REMAIN DER O IF YINOR SUY FM 1 I 22 9b4 TRACT 4A 10 9 22D2B DOS,NO PUBLIC PARK 3 ] LOT B T LOT 1 l0 LOT LOl +1 LOT 12 V jV `311 L—_---_ BAXTER E I Pueuc sle[ Doc IxloJt4 I ——— sn Sp — EXISTING DA f i I p I , LANE-I ETENTION a I I u) POND 1 ] 3 4 IL 5 { ] e 9 10 11 ; 1 ? ] 4 5 { 7 { I W W W O O 1 TRACT 3A I COS.N0.22028 11 I 1 S 5 -TI _�, .. .1 .. a .. .. I 1 �-_••__- ---_ ___-COL T-_r12 Co05 A 1 2 S 4 7 tD z PosF(' S : es to 11 13 14 I t \t\ q 10 11 11 Is 14 s to 1 I IL 12 v 1 z I3 I R2 w LOT '" PIAT OF m )'-4 3 . 1 1 ' 11 151UB01'/1SpN.P s!5 22.A NC, ITCH 20 19 1B 17 16 1 1 2 �j19 4 5 6 7 ( I V=4 LLZz / E{ 4 w2. �,Q `+; 15 ` - 1 Is I DESIGNED BY: KLS LLJ c , ; , 1 \ _ _ _ ` ) PH U E LINE TYP.) ) _ It NOVEMBR 202 ,t [ `ti^ I\� '—'-- e 10 11 12 13 14 j .+ m I DUALITY CHECK: _ _ ` Co05 B /� I 11 ) 16 I JOB NO. 817 O) TM HACHE i $ I PIBK LOT 4 0 LT B 13 J _ MINOR SURDM 40 5IDN NO - 0XISTING WATER -TO E -_ J ASAN ONED LOT 1 2 — x 2 4 s ITH[P F 74D e 9 to U Io LOT AJ4 11 12 13 14 15 I6 /7 IB 19 CoOSB U Q \ \ \ 9Z IJ n LoT J O _ i -r-- - -r-- - N cW y l . LOT 4 (C ' 3 1 — IL ( coos AMOC K 2 4 1 \�� -_ __ ,,AT OF Q w 4 SVoDNISION�F J { 5 { 7 B N - �, �' o x \ \ Q Q �\ O m w \ \cu ) DT 5Lij uj IL a a a rn cn _-_ m NOT HOWN MAIN O U `. \\'\\ 1 Lu LO WATER MAW TO BE,INCORPORATED F— (n N L \�I INTO PDRIVE 4 ABANDONED, pRN --- MONIDA E WATER OR MNN LOOP. { SHALL BE CONSTRUCTED IF -.�^^- ABANDONED TO PHASE 4D m (� 0 100' 200' 300' _ PaK�1 • „ �___ PURLO 1 _ r N2zo26 f ............ _ -6 CURRENT AND PREVIOUS PHASES FUTURE PHASES C� PHASE 41, NOT INTENDED TO BE 0 DEVELOPED IN ANY ORDER I 9LO1K3 0 (V PHASE 4G BTT.79 PHASE DW SHEET 7 OF 9 LOT'SUBIOm5j0"RO 2 REMaNOER;E MINOR I N I 22 F"966 T AC 4A 2202E C S I I • T1FLK PPRK 3 101 1 I l,1 a LOT 9 LOi 10 LOT 11 LOi 12 --—— V f W V L 11 IS BAXTER LANE — > I slbE ooc irloslb I —-- sB :�-----———— EYJSTLN DAVIS G6os so , — LANE F ETENTION I I O I ; POND vT I > II 1 6 \ I 1 2 3 4 5 fi 7 B 9 I0 11 j I 2 3 4 5 6 r I 'Y I TRACT 3A 122028 tr LOS• I o COOS A ^ \\ \ 1 2 3 d 5 • 7 B i , 2 3 4 6 7 ' 'I \ / 1 /U I g' ✓ — 15 I ' Io co �d® Y \ J PoS EC�I" IS INN ' B f0 11 12 13 14 1 I 1 � r � r N 1 12 I =) C7 �rL '1 I I� I . • r Y . . . ,{J - -L ___ - - __- - - - - - - - - --, r 13 I LOT R2 1 E N 1 SPRING BC5F11 e 5 } - i I Fl P NAL BIn�� • wo 3 ` ,\ 22- 20 9 n f6 } 1 cm 2 QjbG 4 5 6 7 j i sued u� Py J 14 , w_ -A 4I w ,11Q 5 T I • - _ _ - _ ��` 15 ` IS DRAWN BY: KLS `„ \-PHA E LINE TYR.� } } I DESIGNED BY: KLS cf) } ' QUAL17Y CHECK: _ "' 1 6 \``;,,� `( «-.—= ; i I ! e 1 to 11 12 13 14 I DATE: NOVEMBER 2012 `,if O05 B / 17 1,1 �Ir� I �`�, µ �- 16 I JOB NO. B11-079 l 1 I f ELDBCO O) / T NACHE NE r LOT 4 SION N0.400 IJ - --- _ -- _ - _ -- - - - -- - - --- - MINOR suelom -J- •A L - ❑ 9 12 / ` ;- e' BE DONED WITH EOT 1 J `.` ' 2 2 J y4 5 e E 4p A 9 to U L 10 \`\\ a LoT 2 U 3``, `L 11 12 1J 14 15 16 17 -I6 19 Coos B Q \ \ 'y` LoT 3 Z <o ' - ca �, d�, LOT, LV a 3 \ IL e COOSA r N ; \ BLOCK 2 Q 0 l 4 1, \ \ __ --- --- - -_ %--- y • nNAL PLAT S T of z Z sueLM Lu (n � 4 5 B 7 8 a = \ m 0 a w m \�\ }} m ' \ -- < LOT 5 F— Z F Q Lu 21" EWER MAIN Z N NOT HOWN O \�\ y m W N'\ 'WATER " TO BE W INCORPORAIED (n `L \�\ INTO PHASE 41 OR ARANDONED• < --- t MONIDA DRIVE WATER MAIN LOOP O F _ l 1 ' SHALL.BE CONSTRUCTED rF c 0 100' 200' 300' _ ``,• -- IABANDONED PRIOR TO PHASE 40, K :__ - c PAR ' C o S C A L E TRACT 3A-1 y�0 F/,, ..V' _ --- --- ----- - Puel' W G COS NO.22028 CURRENT AND PREVIOUS PHASES p,R4y 1 H a` FUTURE PHASES M3 \ o PHASE 41, NOT INTENDED TO BE 0 DEVELOPED IN ANY ORDER O DI PHASE4H _ e11a9PHnsE nw SHEET 8 OF 9 NO 400 WIN ^ { ' LOT I SN�ON15pN TRACT OEP OF MINOR I G¢ I 2x F.964 OACT 4�22028 I 0p5,N0. pUBl1G PPRK J I I LOT 7 L01 B lOT 9 lOT 10 lOT 11 lOT 12 =wx== "- --�W ,Il —————- r II L- BAtITER LANE x I vu6uC%IK Doc k210346 I --- I jj TaDS , I c LA N CL I ; POND 1 2 3 4 5 7 B 9 10 I1 W W �11 1 2 J 4 5 6 7 I 4 / I TRACT 3A I CO.,NO 22028 9U U aL1 2 J a D sT g46 ' Ipo 1 COOS A 3 ` I GGo 1 r I u GGG� J s el Y Z 1 Os 4' a Q B 9 10 11 12 1J 14 1 I 10 a iZ u w 1J a 1 1601 I I LLp 12 j C In v c 2 (h I I . . .. 1 . IJ— .__ __ _ _ - -_ _L_ — _ -__ _ --, tJ I LOT Rx � 1 I puT of _ NJ \ ' 5 1 G 1 SF�y1510N.p O) ''; `\ 2PF�ING IT�1 20 1 19 ID 17 I6 4 S D 7 I I •= 7W b ♦. ,` 1 1 W ¢Q 3 4 G ' 14 5 I i - - - \ � 15 � 1 I 15 DRAWN BY: KLS W C 1Q (� 1 I I DESIGNED BY: KLS w1 ♦1 i\ _ _ _` �`♦� I ` PN E LINE TYP,) f i = 6 1`�^ ( .--.— �� = 1 B f 10 /1 12 IJ 14 i -I m ' QUALITY CHECK: 1 I I DATE: NOVEMBER 2012 IL ♦` _-I T) \1'I Co05 B / )I 14 I ' - 16 I JOB NO. B11-079 I � I O ♦♦ ♦ �^`�f'�/ I — I 1'S NACHE NE 1 _ �__ $ I FlELDBOOK CJ LOT 4 SIGN NO 400 IJ - l__ - — _- - - - - 1 - - MINOR SOBIDM ♦ - KI& ♦ t 12 - ♦ ' Y b BE AB QONEO WITH - _- LOT J / \ I I 5� P E 4D 1 11 ' J 42 ULOT 2 o Q `♦ J ' I \�\ 1;% 11 12 13 14 15 16 17 10 IY CoOS B 3.1 LOT J O Z ' 1 N \ ,u 3 �\ �6, LOT W a r - - - - - a Coos A \�\ _ __ SiS Iw. �' [ \ \ s - -- - --- - SLOOB 2 Q Z 3 N ,�, -- - -- - --- pNAL PUT BF Z 0 •♦ ♦ \ \ SUSOMSIUN• W Q N \ \ \ \�•♦ I 7 J b 4 5 D y- 7 e a \ ~ 0 IL w cc m J� ♦ \ \ _._. LOTS Z� T �P B ��` •'� b` ,a^ is C S \ q\\ `• y� 21" EWER MAIN v N Q♦rQ' -- m NOT HOWN Z_ Q U , 1 \�\ `♦ aaSAYY♦ m LL \ \ )WATER MAIN TO BE INCORPORATED (n W 1 0 100' 200' 300' 1 `)► - \�I i INTO PHASE 41 OR ABANDONED, ---- O F 1 MONIDA DRIVE WATER MAIN LOOP SHALL BE�I I S C A L E I - - - )1 ABANDONED PRIOR ITOT PHASE 4D 1 U a _ 1 _ C pIAK T CC TRACT No'2202B Vg04 W 1 -�~ __ --__ --- --- Pueu W G CURRENT AND PREVIOUS PHASES 0 p4aAY i H a` FUTURE PHASES ® o PHASE 41, NOT INTENDED TO BE DEVELOPED IN ANY ORDER I I BLOCK 3 I m � I O PHASE 41 Btt-791'unSE uv+ SHEET 9 OF 9 APPENDIX C Water Model Calibration and Modeling Results Mm� U .O m m r, N m Ln %O N N r, a0 O m O m Q) N V- N m O O OO a0 Op N N c co LM rV LO n c0 W 00 O W O OD 00 CO 01 01 01 O O 01 V• 01 01 OR W OR OR 00 n n N N m Ln m m m Ln Ln m m m m Ln LO LO m LO Ln m Ln m m Ln m N OI DD W CO 00 OD 07 W CO 00 W 00 W CO 00 00 CO 00 CO OO 00 00 00 OD 00 W W OO F N U ro a N_U) W o C1 J W L_ v Y a 0 w 0) lm0 Lr4 Ln 00 Z O n 00 LO LO r, m m -4 N Ln Ln m N m CO m V- -4 m -1 m 00 V" V: V: V" Ln LQ LA LO r` OO c0 O 00 Ln Ln LA V' Ln V- V' N V 1.0 kO r\ r, 00 00 cO cO cO cO 00 00 00 00 00 00 00 00 0) O% 00 00 00 00 00 00 OO CO CO 00 W cO 00 00 CO 00 O W 00 00 00 00 00 07 O 00 OO cO 00 cc 00 CO O OO U :3 v 1 m T 2 E'1 O CD 0 0 m V- m cr vm V' C) C) m r, CD C) C) C) C) V- m V- O V' m O O -! 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O O .--i O O N N N M N O NV- 00 M O O Cl O .--i N N .--i N M C^ O E � ~ a x 3 H LO A Ln �m `o 0o 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 A 00 E E E E E E E E E E E E E E E E E E E E E E E E E E E z 7 v v ar v aJ v aJ v d v ar w v v a� v ar v v v v:Lj v a, a� au v a, O c O O r7 O O O w N H O C Ci p O 00 00000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L D f� 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o mOLO U U U U U U U U U U U U U uo U U U U U U U U U U U U U d N aPr V V V V V V V V V V V V V V V V V V V V V V V V V V V = N E U y } C � .0 c ) C z cn E H U N mU C 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 A y 0 Env v v w a) v v v v o v v 0 o v a) w v v v v v v v v w v m E C C C C C C C C C C C C C C C C C C C C C C C C C C ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (n ai Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z � V V V V V V V V V V V V V V V V V V V V V V V V V V V V N W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 0 0 Cl Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 Ln M m m O C7 m 0 0 C) O C] O O O C7 0 CD Ln C] O O O C7 0 0 0 E-1 a) rna, rno000000000000oOo0000000 o, � vv � � v � vvva v � v vvvvvd a a � vd v � >3= v w 0 a 0 J ' V I'O r� O O ti N M V m �o N CO m O I, W ri ri ri � ri ri ri W O .-1 M N m ti M Ln N m .-i M N m M Ln N C) .--i M Ln 1, m N Ln N N N M M M M V' 7 � 'T V M M Ln Ln lD lO lD lD n N N N N W O M tm d'M L r n O N N V Z(`7 � - \ ) d C� ~ _ k2 ka \LO § / C \ k ) a f § g E kcm CL a /\ k ca2 � 2 E a) 2 ƒ ° 2 C; 9 e kk ccq 2 @j # 2 3 k 2 § CD CL ' 2 ± o Lo � CD0 Fn / / a a) e e c 0) ) N k k § E \ % @E E@ c \ § / �@R u - - » - ® R & j -a ® sg § + a j D > _ } m CU (D \ k \ 2 � \ o � § » R9 = o \ / \ \ u 6 $ $ U) U) / j \ / / L�oX-��� 11'�e,ac�Ows Qos - Drt� pi-to Y QF = 16�•71 ,�' flo�. 9�s = ►3sa- re4zzg �.��• ao - 1vS av G 8s Q� = QF x �'IRb•� � �3�a.g �. SS°'S� _ 1 a9sK.a�- �p�, � h eArr,4 1t. 374Z E7 acr144 0.0 o�✓1s � ,r��e ck sa.V S � laa k V;IF - J3z3, 631-g(o 8PW I u - ao jDD J hF = j;to a = r g oSy ' 3 Pliv = �z AS dASSD 6fJ1/lcc✓,*y Ki,-413,etoC4 .S= 115 I Q l67.71 Vm ryz3. 7S k,r )"s- zo 96 !1 6P r IzG - 9 = 2 z I o,S'y 4 lyz37sA 9?$'T �Z- WATER MODEL NODE DEMANS For:The Crossing at Baxter Meadows TD&H Date:3/8/13 Engineering' I Lot People Avg Day Max Hour Max Day Junction Lots Type (2 11/unit) (170gal/per day; (3'ave.hr) (2.3'ave.day) GPD GPM GPD 12 3 SF 2.11 1076.1 2.24 2475.03 Converted to Upml 0.75 2.24 1.72 11 9 SF 2.11 3228.3 6.73 7425.09 Converted to gpm 2.24 6.73 5A 6 10 15 SF 2.11 5380.5 11.21 12375.15 Converted to gpml 3.74 11.21 8.59 9 10 SF 2.11 3587 7.47 8250.1 Converted to gpm 1 2.49 7.47 5.73 29 9 SF 2.11 3228.3 6.73 7425.09 Converted to gpm 2.24 6.73 5.16 30 14 SF 2.11 5021.8 10.46 11550.14 Converted to gpml 3.49 10.46 8.02 8 9 SF 2.11 3228.3 6.73 7425.09 Converted to gpml 2.24 8.73 5.16 13 9 SF 2.11 3228.3 6.73 7425.09 Converted to 9MI 2.24 6,73 5.16 14 1 YMCA 2280 4.75 5244 Converted to gMI 1.58 4.75 3.64 16 4 SF 2.11 1434.8 2.99 3300.04 Converted to gpml 1.00 2.99 2.29 28 4 SF 2-11 1434.8 2.99 3300,04 Converted to Qpmj 1.00 2.99 2.29 27 9 SF 2.11 3228.3 6.73 7425.09 Converted to gpml 2.24 6.73 5.16 7 12 SF 2.11 4304.4 8.97 9900.12 Converted to gpml 2.99 8.97 6.88 26 10 SF 2-11 3587 7.47 8250.1 Converted to gpml 2.49 7.47 5.73 25 7 SF 2.11 2510.9 5.23 5775.07 Converted to gpml 1.74 5.23 4.01 17 5 SF 2.11 1793.5 3.74 4125.05 Converted to gpm 1.25 3.74 2.86 19 36 MF 2.11 12913.2 26.90 29700.36 Converted to gpml 8.97 26.90 20.63 20 1 Fire 480 1.00 1104 Converted to gpm 0.33 1.00 077 J:\2011\B11-079 Andy Holloran-The Crossing(Baxter Meadows Phase 4)\DESIGN REPORT\WaterCAD\new\Reports\2-15.13 Crossing WaterDemands.xls 1 of 1 Scenario: Avg Day J-12 J-11 J-10 J-9 J-29 J�0 J-B • • • Color Coding Legend Pipe;Diameter(In) J-28 0127 •J-14 • - <= 8.0 <= 10.0 ,I=16 26 26 • J•7t <= 12.0 Other J-17 -19 :-20 121 JYrdbn:Pn�m1�1 MW •• b.m �• BO.UO a 10LL00 J 73 • ItOAq • OIMr Bentley Systems,Inc. Haestad Methods Solution Bentley WaterCAD V8i(SELECTseries 3) New ph4.wtg Center [08.11.03.19] 3/8/2013 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 M T� N O C O� N� N N N c)oa w J w Y m 7 0 Q N fU CO 00 CO CO r-1 _1 .-I ,-1 -i -i r-I ,ti .--i -i Ln N .q -4 r1 .--1 M m m M N N N N N N N N N N N N N N O N N N N N N N N V' N N N N N N N N N N N N N N O N N N N N N N N 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 Lin ��SS N v >r a C-� O o Ln Ln Ln Ln m Ln m Ln m m Ln m m Ln Ln m Ln m m m m m Ln m Ln Ln Ln N N N . 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V N J�. a 'V N aTi 0mMLn1-1mm00mmm V- OmNtotokomNLo mn -1 00 O N In rb O m N tb V- V' t0 Ln c0 t0 M O Ot li O N O Ln V' V- N rb o n t0 LO M w r4 N w N t0 m d- O m N N o m N N .--i m to V" m N y 0— to m m m Ln V' V' m m M M M M d- d- V' d' Ln Ln Ln Ln Ln V V- V- m V- 7 In j 2 v (D E-L L^ a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 o a 0 0 0 0 0 0 0 0 0 0 Cl 0 0 Cl 0 0 0 0 3 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N N N N N N N rV N N N N N N N N N N N N N N N N N N N W Q ` y J 7 0 0- Ln a °' v =� w _ o o at O O of V• of v V- Ln V- Oo O Ln N m o 0 0 o V• Ot d- o V• of 0 U O C1 N V" n N n N Ln O N OL M O O O O c N O O -4 CD o N N N r9 N CD .--L -4 .-r 00 O O O O O -4 N N .-/ N M 0 3 H 7 o m 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 rnr W 0 19 Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Vi Ln Ln Ln Ln Ln Ln Ln Ln Lrn LrL Ln Ln Ln N y GQ v m m r+m m m m cn m m M m m Cl) M M M m m M m M rn m M m M M L m c 'aoU) C] O o00000000000000000000000000 �0p1� O O O O O O O O O o O o 0 o O o 0 O O O O O O O O O O y y M W O O o 0 0 0 0 0 0 0 C. 0 0 0 C. 0 0 0 0 C. 0 0 0 0 0 0 (D ='�N C!) d 0 CD CD O O O O O O O O CD CD CD CD CD CD CD O CD O CD O O O O O CD _ ^�WJL C �E Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln LA In Ln Ln Ln Ln Ln Ln Ln L a rri rri rri (, C, r, ni r, rri r,i ri ri rl ri r+i r-i m r, re rl ni M re)' M M > + W ` . c � 4+ iL Q E wL C N m tI L u) o o 0 0 0 0 0 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o mc� U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c � 000000000000000000000000000 o� 0 0 0 0 0 0 0 0 00 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m E L E Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln LQ Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Lr zj 1 r ti ti ti ti ti ti ti ti ti .; (n F--IlL v�..� N U) a a r LL Y U N p 7 7 7 ` 7 7 7 7 ` ` i 2 i i 2 2 i i 7 7 i 7 ` 7 7 7 ` W lLEn H H In U _O A C V N N N N N N N N U1 N N QJ N 4J U1 N N QJ N N N OJ N N N DJ N 7 ` 7 ` i ` ` 7 i 7 7 i 7 7 7 7 7 7 7 ` 7 i p i 2 i LL F F F F F F F F F F F F F F F F F F F F F F F F F F r6 cn LY] p M M M M M M M M M M M M M M M M M M M M M M M M M M M p i C U- LL i 01 N L co J t O .-i N M V' t0 n Ol O .--i N M R In t0 t\ W H O a O rV N N N rV N N N N N T 3 CV rl rl rl r1 n n n ri rl rl rl rl r'1 rl rl — - - — — — — — - - — U)W Zc M C=;O W . 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N M .-I N M LIl tD r\ W Ol rr N N N N N N N fV fV N M M M M Li a i a a a a i a a a a a a a a m d m a m a m m m a a a m a O N d' W O N T Lo w O NI- 00 O v LD 00 O N E to 00 O . M -T Lo O of O M M M M 7 4 q- d' V Ln Ln LA Ln lD to t0 to n N n n N o0 0o oo o0 oo oo W m lT V M L� ao N N W Z Ln m rn N- O C O N 0 coo C. 0 o U°D a W al r - W (n Q n ^ U� M M N N N N M M N N 3 3� d m 0 0 0 0 0 0 0 V c 0 0 0 0 0 0 1L w M M M M M M M a E N N Z C C C C C C C LO IH IH M2 Q h2 O h2 CD a00 = o000000 0 � G o 0 0 0 0 0 o 02 m Z r 0 w, O tl1 C CDt0 C Ev 2�:`O 0 y N n F f0 O 2 N I G/ + i � U C Z N C �AA� ALL/ O C �f V N a N a M a O �' j, = o dE F m ? in N Z M U) d M d d t0 -4 m: N m: C M: r, r; a " a r; a M M m N M N . p_ N '. v N t0 t0 t0 cn OJ.. J �p J V' m t0 N m O) O acLdaaaa 1-1 V, t0 m O N V- Ot CIA O) O) O O O O � vc) L� Z O NN � Zm APPENDIX D Sewer Main Flow and Capacity Results L3 ' s,,Aqe- -b q,n o--(.e-4, /(� C�J Q�0^f le,-�)VAO- 1q// II yM(,A Poo f. 1r I 1 ✓ i 10�-4� ���� �/�/'! SVb �f���SPe� � I✓lC.��/f/��� IV1��' tl 5�'�l�J� I��i ITrg rl Q�7 I vM1// L-L- .i-� The Crossing at Baxter Meadows I Phase 4B-41 TD & H Sewer Main Capacity Check Engineering T Input Values d = 0.67 ft y= 0.25 ft Calculated Values (Equations from Fluid Mechanics by Chow) Theta (0) 2.64 rad 2*arccos(1-y/(d/2)) Area (A) 0.12 ft2 (1/8)*(0-sinO)d2 Wetted Perimeter(P) 0.88 ft 0.5Od Hydraulic Radius (R ) 0.14 ft (.25)*(1-(sinO)/O)d Top Width (T) 0.65 ft (sin 0.5O)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n = 0.013 (For PVC Pipe per COB Design Standards) So= 0.004 ft/ft Q = 0.2 cfs 1.49/n*A"R213*So s 103 gpm J-.\2011\1311-079 Andy Holloran-The Crossing (Baxter Meadows Phase 4)\DESIGN REPORT\The Crossing Design Report\Sewer Flow.xls 1 OF 1 APPENDIX E Street Sections � m K§■ 0 al C4, 00 Ho m> . 91 | | / » » |§ m! U w 01 V) �; < {§ §LLJ b LLI >y / \j � h � 17 k\ « \ § 00 LLI J1 �5, f :\ uj }\ / k g 2 < w E ILI uj / � � U / X z < o W ; - ■ z) 2 w � /)\ APPENDIX F Storm Drainage Calculations 1 . Summary of Revisions to 2007 Storm Drainage Report 2. Revised Storm Drainage Calculations and Maps Summary of Revisions to 2007 Storm Drainage Report NOTE: Because much of the proposed development has not changed significantly since the original 2007 Baxter Meadows Phase 4 submittal, the storm drainage portion of this design report is only revising the areas that have changed. The following section is taken directly from the 2007 Design report and notes where adjustments to the 2007 design report are necessary. DESIGN REPORT For Water, Sewer, and Pavement Improvements For Baxter Meadows Subdivision P.U.D., Phase 4 Bozeman, Montana Prepared for: PC Development June 2007 Prepared by: '1'hnmaer,Umu&Hunk,n v,lne. I�`�.� Great Falls• Bozeman •Kalispell• Helena, Montana TD&H Spokane, Washington •Lewiston, Idaho \►al�i�„ urn„ - OQ N Tq N Job No. B05-016-034 i Af P •ec c t: STORM DRAINAGE DENTENTION POND AND OUTLET STRUCTURE CALCULATIONS Basin 1, 2, and 3 See revised "C" values Baxter Meadows Ph 4 Subdivision C Value Determination Basin Basin Basin Basin Total Street Res/Com Oh inland Weighted # Area Area Area Area Coeff_ Coeff. oeff Average C Street Res. Open Land C C C CAvc (acres) (acres) (acres) (acres) 1 0.394 0.871 0.000 1.265 0.9 0.35 0.2 0.58 2 1.010 9.709 0.442 11.161 0.9 0.35 0.2 0.55 3 0.284 1.978 1.072 3.334 0.9 0.35 0.2 0.35 4 u.- s 1.b00 0. 0 .9 0 .30.2 5 1.215 2.708 0.000 3,923 0,9 0.35 0.2 0.52 6 3.527 14.100 0.520 18,147 0.9 0.35 0.2 0,45 7 0.000 0.000 4,916 4.916 0,9 0.35 0.2 0.20 8 0.000 0.000 1.740 1.740 0.9 0.35 0.2 0.20 Davis 1.878 1.061 0,000 2.939 0,9 0.35 0.2 0.70 NOTE: Lot 12 of Block 7 will be developed in the Future. To account for the higher concentration of impervious area, a C value of .65 was used for the 6 acre lot. The weighted C factor for Basin 1 and 2 has accounted for the 6 acres at a C value of 0.65. Pond1 © Seerevised Pond 1 2 Calculations k � \ E § 2 § oIt k ° R A . t J ) \ = a e ■§ (� \# 7 * k { LLI k Z t CN t ° ) \ � § 0-th � 0 \ » k \ ° ® (r } _ 2 k @7f § § S £ / # » r ° ( k ) e 2 \ ' U. Z� CD 7 § k q w \ . 2 ) 7 $ # § ff $ ( / o i k k ! # .E \ u � \@ k % � �» / } � } \ � � 22 ) � � `{ 04 E ) - m cz, e k t ° \ U. ! � � a o / \ O { z a Pond 2 See revised Pond 2 . Calculations e % § f of = \ ^ & w U. k U. . . . � $ § \/# } 6 . Q / a z \ f ` k § / ) / ° � % § % Q / k \ ` / \ ® a ® \ @ kty \ &` Uc / � - `� ` d )3 > = 9 2J 4 � / k § k q @ rE 22 » r@ �I 7 § r = o & \ 7 J } a ) _ ) . , 2 , \ 0 2 k ƒ@ f J ` \ ( k ) 2 \ ) £ 7 ) m E / } k ■ / / E £ ) / ) z E / f | i k | r | ) |§ . \ - ) r 0 r \ ( ^ - 6 ; 2 } 2 G x \ - Q ƒ ) � Pond 3 Seerevised Pond 3 Calculations k E t k f # . / U.a $ § \ C L 2 \Ki d / ) 9Cy \ � / Q \ 2 § § \ ® % I� f a ` � & G \ £ \ \ to r� k - / \ \ { o e VI / wm � FL k k + f \ � \ � « ) , § E -- - f ) E ƒ 0 Ui #2 § � ) jk \ / ■ . { - � / = .2 $ LL \ T r k \ � m 00 5 i \ &2LD In 0 ® a / f Pond 4 No Change q � 2 E N N n ,O E 7 E C N � C E r ti E o 0 F- M O u O C p yIL N Q N y 6 N L m cc n z a E E w Nc rn C LL o rC E Qo mLU ° € � V a�i L I I o c 0 W r- O M V N G U. p y � U �C c ^ t� I Z § a o p o f to 0 N 04 �` V w6 > a Z +Y w n y 3 y U O N o m tS y I Ii �i �. w � 00 N g in ri LL' `� v m a °_' T o ;; w rn E o 0 Ix4 v� 4 m rn rn z p `b G U m Q II = y u, O I O � ry II II O II II b' M N N N 0 y � t m © o � � z oo 9 u > a 9 � E E n o E E c y E c E a a E N E � 'c 2 2 N M O V O O N U- } A ko � � O (I ° c e Q o 00 co V) O U a Pond 5 No Change . } [ f/ ) ƒ e { E 2 | _ @ k ui R \ � \ r k k3 ° ( � ± u 2 / o # f 2f % ~ \ \# ( / $ § d « \ a { § 2to � 2 ° ALL 7 � \ 4 a % {§ § 2m r ) k k ® e ® } 0 a � \ w 2LL 2k ' ° B � § U k § q u � \ 7 pU) a @ ƒ 7 ( 20 ` ? f � k \ \ \ \ \ $ 4 ƒ \ § / k § � \ LL \ . , 7i % o o ~ 2a f * 2 2 E ) « / E \ \ k E £ s ; S - � Q : / � � > 2 § � 3 / n \ 6 R \ 2 \ } a ƒ / Pond 8 NO Change k t § E & | o f ~ J � ' t � | � J « � � { E § % § ) § 7 � # t ~ � � ° � _ . U) \ . / U Z \ - { Go zn f tm � � ° 2/ � ) ] ° CL \ ( I � D q ) , 0 o k k \ . � s 2 q § k \ ( \ �t { 2 ® 2k � � ` n R ALL } -§ > 7 § 2d W 00 % } % > } t « � c m 0 / § k a % a ` § ? f % / x \ cq k } \k { § m f ]Cl LL © 0 0 \ ~ o@ ) k 2 � 2 , _ § I � \ E k } £ § § 32 @ a 3 ° ~ ) Q k ) ~ § f �� ! ) � � 2 ) o � � ® � — \ # (e » q \ G ) 0 Pond 7 No Change \ 2kf § \ e | \ \ . t a { * « % w i $ ) _ j Q �� 7 01 § 10 to E \ § \ / 4 ■ ® L $ 7 k \ 2) E \ § /� } \$ § r ƒ} f § 47 \ ■ o . ) ) > � 3 � � 7 � 2 2 w E 2 f { Q } c \ ■ R �� 7 E ` ° � / \ \ § ® % \ »G Eo f A ) \ ) J # E � 2 � $ , _ # 2 E : f 7 § f m E ) § 2 ) k k ? J ) i § { k 2 \ @ cu 2 \ ) 3 — \ cx i - k � J ƒ / Davis Pond No Change n7 LO _ - E as co In a 0 E E c W c o ~ E a E o 0 H m ,E o c o lyi 5 o r0i y a O Otm W a a� a � 1O o a Z o <o E w 9 v E Vi M a) ry C V CO O1 Q O w L V � f0 "' !} O O h (M 12 ate - Q ~ 1L a Pt W O W rn y n O w N N 'D E aaG m c i LO LL LL `�' rj w �y1 V 7 O 3 ] ❑ '7 A �.ul .. C C W O Q,� (Ni LJ 9 C7 iA I U N E a^o CA n ° v c"o yam„ ` N OMe CIMI Q x In 1p CI11 Q .2 O �.N,. A M N U O Q LL U ry C 40U+ E w I o LL o E C W N N al N O a U f� O o N C Zj q N N .y 0 ci u7 coU O �O J9 N E EO E d o c oo c Go a°i E K c�c- o 0- E N o V1 o f UScE g c g E �q G O n 1 2 N M 0 o U aci a) g U N C O N 0 0 O N O W i 0 ~II 0 a o 0 U a N 0. O a Baxter Meadows Subdivision Phase 4 Hydraulic Analysis-COB Slot Orifice Structures Project Baxter Meadows Phase 4 B05-016.034 Reference:COB Design Standards Pond 1, 2, and 3 outlets FC-L,H See revised outlet calculations Qu,s C Width Head Qwort cts In ft cfs Pond 1 0.33 3.33 0.625 1 5 0.32 0.32 0.33 OK Pond 2 071 3.33 1.38 1.5 0,70 0.70 0.71 OK Pond 3 224 3.33 4.375 1.6 2.23 2.23 2.24 OK Pond 4 0.42 3.33 0.75 1.5 0.38 0.38 0.42 OK Pond 5 0.78 133 1.5 1.5 0.76 0.76 0.78 OK Pond 6 2.41 3.33 4.75 1,5 2,42 2.42 2.41 OK Pond 7 1,21 3.33 2.375 1.5 1.21 1.21 1.21 OK I 8.03 From detention pond spreadsheets T,' 10 yr Flow C Area Total 1 0 ac min irdhr cis Total Subdivision Pre-developed 0.2 47.613 27.21 1.070 10.19 TIME OF CONCENTRATION Shallow FlowlOutter Flow V Slope h Velocity Distance 11 Total % fps ft min min Total Subdivision Pre developed 1.30 0,457 1.71 2790 27.2 2721 Prepared by TDBH 6/19/2007 J t20051005-016103MI)esign Reportlhaxterph4final As Baxter Meadows Ph 4 Hydraulic Analysis - COB Pond Volume Calculations Bottom Top Required Pond Area Area Depth Volume Volume Check sf sf ft cf cf Pond 1 436 935 1.5 1028 749 Adequate Pond 1 to be revised Pond 2 272 1265 1.5 1 153 1015 Adequate Pond 2 to be revised Pond 3 3660 5762 1.5 7067 7047 Adequate Pond 3 to be revised Pond 4 460 1078 1.5 1154 844 Adequate Pond 4 no change Pond 5 1200 2634 1.5 2876 2295 Adequate Pond 5 no change Pond 6 2531 5462 1.5 5995 5989 Adequate lPond 6 no Chang- Pond 7 1229 2555 1.5 2838 2570 Adequate Pond 7 no change NOTE:Pond volumes are calculated for ponds using the Average Area Method J:120WB06-0161Lantl Developrtrenll616(0341\dwglSMrtndrninage nwg,602012007 10:36:39 AM,KLS TDH Bozeman rrJ o F _ h `g j8 a cr ' o I U CD CL ;MAn it J _a 1« G y yjM Ty R �R v .A.WAY o m, n m o n CD a D w m M CD0 n� 3 m (n � o N _ _ ■etsm+ BAXTER MEADOWS SUBDIVISION PHASE 4 �)rw B02EMAN,MONTANA 6 C w nnrt__ atsCa -^`�.1 THOMAS•DEAN&HOSKINS.INC. POND DRAINAGE BASINS TD&IaL F.SChF.RRI\CfDM1S1:1T-\N1K 4 C SUB-BASIN RUNOFF CALCULATIONS AND PIPE SIZING JX200! -016\Land_lop;ii i _iaiiiagf.owg_E;i2012007 10 40 06 .TDH B.z­w, / � . � � � / \ ] ^\ ^ � \ ^\ \ \ » ' Zx[\ � � / S � � � w »�/§ � �x \ a / � ) _ ) , � / IF it % lu : � - � '�� � } ~ . it WAY 'A"WAY ! 'AVIS LANE DAVIS LANE c cr CD =r CL to (D CL tn. CD � \ , ! "AXRMAOWUBVSOINHAE4 , iI A - — w OZMNMNA IT110NIAS DIAN&HOSKINS.INC. I EpacH I\,,[\I I ItIM;CONS1 IMAXIS INLET DRAINAGE SUB-BASINS J:1200t 016{Land Developmenl1516(034)1dwg\Stormdrainage dwg.6/20/2007 10:25:55, �S,TDH Bozeman a �..._......... � 1 /,WNIWd�m � 1 , /14 3A r K i T yNy D I H N y m m m t1 l .'A'WAY `.. — �� .S :1 Y W WAY a DAVIS LANE DAVIS LANE (n 17 N N O < Ov CL CL m > > c-3 3 n, m to N ' O � BAXTER MEADOWS SUBDIVISION PHASE 4 BOZEMAN,MONTANA ar, oa OWA 9 aY oAta_ ol:s+st -- — 9 p� TIIONlAS,PEA`&HOSKINS.INC STORM DRAIN MAINS Q TDCG ) EN.NEf.RNC CONSULTANTS These mains are These mains are being elimated being revised 0 N u u Y Y Y Y Y a v U p ) O O O O y v °'� u Y Y Y 11 a t O O O O OY a y a a M w N i n CNi, (Nn N O.. C h (7 N M N n U U O Iq O ( N 00 N O cl, O LL �7 N w > O Q� •� N n (o N SO r a o ( o n o 0 0 0 a y 0c c i Cl 0 0 0 � C (h m a2 E C c = o O o 0 0 C a 0 ' 0 0 0 0 Q (o _ U a, us •Q cn 'a > Q yw s a o 3 O O N J CDO N C N a' O H ` C) (Oo n NN m E u v, v ry N .rj O C) N M� W Ol C U •7 L) ( u O Q N ! N O .O j ( ( V V O co V N V OUI �' j c 4O O O O O L C D 7 -- - - — O u Q V 3 U? (D Q LA .7 �r N M (n C o a m a ' Ll IV C a ° N � o E U � O C � u a a a n o N J � O LL I I I jC ------I---- -------------- -------------:-- BAXTER LANE 't V) BAXTER LANE Z - I O to EXISTING -- I ¢ BASIN 08 �ocK SD SDI-- ---_--- DAMS POND ; o a I 2.09AC i \ I D. I °� 1 GE i I �oT $ II P 4A ; 1 I U U n _____________--_—_-_-__-.._______ ___._. y I m 0 m U 1 O �\ LOWAY II. (n 1. _ c�CcU_J _______________________________-_..___ c PROPOSED E PONDS EXISnNaLL m � ( g co ....."... ` BASIN 6A N I••'1.'r'•. J 16.078 AC ; O ; •'� /•� NO CHANGE FROM i •�: I PHASE 4Al2 O N II 1 j -----—____1 I ( d M BASIN 5 'Form p) NO CHANGE 1 !? _ _ _ ' 3.923 AC 3 FROM W� 4 1 W < � PHASE 4A BA51 41.930 AC � c S' �Q3t N CHAN FROM J I u9S PHASE 4A i i 1 DRAWN BY: KLS Ya 'Ll Z t 1 j f ; i DESIGNED BY: NA m .2 O ' - - _ --_ r I .I_ - - `i r OUALI7Y CHECK: NA l) _ ` r i DATE: 70130/14 O PROI j! JOB NO B71-079 •�� Po I ( j i I FELDBOOK 1 I V.MIND I I ------ DAW E hSI N a x�ti 2A 7 kC- N FROM Ue BASIN 7 P E 4A N 4. I Z t NO CHANGE M PHASE 4A BASI c`�`y \i '• .t N 28 Z 0_ c Sd1 \ i •`j ` 7.72 AC W J o ` \BASIN 3A t t` t t,---- --- - --- ---- -- ---- -------------- a Q �,. 3.87 AC Y: --- Q Z fL W m fO rs , MONIDAO - - d r` Ur ❑ - Z / t .t - - ? Z 2 Z_ O O z Q a ❑ a Z \ ; ❑ o \' Q w N BASIN 5 �', '', \ PROPOSED W N 3.923 AC y (3 NO CHANGE FROM POND 2A m Z 0 100' 200' 300' o � • TO BE SIZED WITH O W PHASE 4A L 1 1 I I I I �A t `t.� DEVELOPMENT OF THIS �� LOT W W c SCALE i� �, t BASIN 2A y ❑ m °lo `� ;art 1±tj 3.55 AC O 4F \- -- ♦�AD '4 i "C 1 ? 4- C? BASIN 1A T m 0.78 AC 1 YAgUERp PARKWAY O B71.78570RMfril SHEET 1 I I I 1 1 I I I j-------------- -------------;--BAXTER LANE :n BAXTER LANE Z 7 SY sU r----- ---- EXISTING ( ¢ a a 'LOCK ---------- I DAMS POND \\ I 1 0 0o • 1 0. LOT I }W >W >W LOLO WAY WAY -_- i m❑ m o �m o 0 U) 1 m z 70 J ____________________-___________________-___-______ _ Y 5PROPOSED POND TING d4 a oo \ I M ti 1�iti 1�1 i2 m leiLEATI TRAIL .r4 z 01 i 9 I w i ( �Lu �z0 000 4 \ DRAWN BY: KLS 1•, i DESIGNED BY: NA O O - _ - DUALITY CHECK: NA p1 .,,, PROPOSED `� DATE: Bll-079 JOB NO. B71A79 141, No I r '• I SUBBASIN 28-4 ' `✓' - - \� �. P_ --------- �'b— PNtiSE_SASUSBA51d ---- I-_ -- - PROPOSED, 1 _ - POND 3A _ f SUBBOABSC ACRES �2 -- ------- - --------SUBBASIN 2B 3---- '---"' ----�------ -- \: 2.35 ACRES U \ :: PSI ai Z N m Z d `^o`' , \ •fi; SUB6ASINA2-2 Lu Q N N IL = a Lu m �SUBBASIN 3A-1 _ :;`•;• ' _ _ d ~ W i 2.92 ACRES .,; \ SUBBASIN 20-1 Z Z m \�- 2.25 ACEA Z Q y +` PROPOSED W N 9OGF '�(\ POND 2A �L O 0 100• 200• 300• �Oa ':i:., TO BE SIZED WITH m O L l 1 1 1 I I I 4pf \ DEVELOPMEONT OF THIS Lu H SCALE �9ri� (n c , co o ; POND ISUBBASIN 2A-1 0 'I 3.55 AC W _ m Q P49 SUBBASIN IA-2 t O 0.20 AC m SUBBASIN 1A-1 _ 0.58 AC VAQUERO PARKWAY o � 1 N 1 I 1 B71.795TORMDRAIN DW SHEET 1 Of APPENDIX G Spring Ditch Floodplain Evaluation 1 . Spring Ditch Classification 2. Spring Ditch Floodplain Analysis Spring Ditch Classification PBSj6t1 An employee-owned compare, April 9, 2007 Harley I-Iuestis, P1 PC Development Valley Commons Drive Bozeman, MT 59715 RE: Spring Ditch Classification Dear Harley, The Spring Ditch is classified as a"stream"according to the Rules document for the Gallatin County Conservation District. Rule 4, item 21 defines a"stream" as any natural perennial- flowing stream..."(see enclosure). The Spring Ditch historically conveyed Section-line Ditch irrigation water in addition to natural spring flows,thus it is believed the names "spring"and"ditch"were applied to the waterway. The connection between the Section-line Ditch and Spring Ditch no longer exists, however the waterway continues to collect groundwater through a series of drain pipes installed beneath the sewer/water lines along the Oak Street alignment. If you have any questions regarding this information, please call me at 580-6993. Ync , acon Wetland Scientist/Biologist 1 Montana Department of Natural Resources & Conservation and Montana Association of Conservation Districts,2003. RULES For Gallatin Conservation District to Implement the Natural Strearnbed and Land Preservation Act of 1975, Chapter No. 463, Montana Session Laws 1975; Title 75, Chapter 7, MCA, Senate H13 310, 1975 Legislature. Amended by 2003 Legislature. Helena, Montana. Cc: .ferry Williams, Baxter Meadows Development 3810 Valley Commons Drive•Suite 4•Bozeman,Montana 59718•Telephone 406.587.7275•Fax 406.587.1278•www.pbs�com RULES For Gallatin Conservation District to Implement the Natural Strearnbed and Land Preservation Act of 1975 Chapter No. 463,Montana Session Laws 1975; Title 75, Chapter 7,MCA Senate HB 310, 1975 Legislature Amended by 1977 Legislature Amended by 1979 Legislature Amended by 1987 Legislature Amended by 1995 Legislature Amended by 2003 Legislature Compiled by Montana Department of Natural Resources &Conservation in consultation with Montana Association of Conservation Districts 1625 Eleventh Avenue P.O. Box 201601 Helena, Montana 59620-1601 1 TABLE OF CONTENTS Rule1. Title.......................................... ....... 3 Rule2. Policy............................................................................ .......... 3 Rule3, PUrl.)0,S0.................................................................. ......... ..... 3 Rule 4. Definitions................................................................................. 3 Rule5. Applicability.............................................................................. 6 Rule 6. Aquatic and Riparian Attributes - - Exclusions...................................... 7 Rule7. Forms.........................................._....... .................................. 8 Rule 8. Project Review............................................................................ 8 Rule 9, Application Process...................................................................... 8 Rule10. Decision.................................................................................... 11 Rule 11, Public Participation................................................... .................. 12 Rule 12, Project Construction Standards......................................................... 14 Rule 13. Dispute Resolution......... ............................................................. 16 Rule 14. Inspection of Projects - - Project Follow-up.......................................... 17 Rule15. Emergencies.............................................................................. 17 Rule 16. Compliance with Other Laws.......................................... .. ..... ._ _ 18 Rule 17, Penalty - - Restoration................................................... ........ 19 Rule 18, Complaint Procedures..................................................... ......... 20 Rule 19, Orders on Violations,......................... ........... ..... . . ... ............. . 20 Rule20 Declaratory Rulings.................. ........................................... ... 21 Rule 21. Process for Declaratory Rulings............. ................................... . 21 Rule 22. Judicial Review for Declaratory Rulings... .... . .................. ............ 22 Rule 23, Surety Bonds.......................... . --- 23 2 RULE 1. TITLE. (1) 'These rules nlay be cited as the Gallatin Conservation District rules for ntlplenledltatloil of the Natural Streambed and Lund Preservation Act of 1975, as amended, commonly referred to as the 310 law, RULE 2. POLICY. (1) It is the policy of the Gallatin Conservation District that the natural rivers and streams. and the lands and property immediately adjacent to them, within this district are to be protected and preserved to be available in their natural or existing, state, and to prohibit unauthorized projects, and in so doing to keep soil erosion and sedimentation to a inininulm, except as may be necessary to appropriate after due consideration of all factors involved. (2) Further, it is the policy of this district to recognize the needs of irrigation and agricultural use of the rivers and streams of the state of Montana and to protect the use of water for any useful or beneficial purpose as guaranteed by the constitution and laws of the State of Montana. (3) The legislature, mindful of its constitutional obligations under Article II, section 3, and Article IX of the Montana constitution, has enacted the Natural Strearbed and Land Preservation Act of 1975. hi recognition of the legislature's intent, it is the district's intent that the requirements of this Act and implementing rules provide adequate remedies for the protection of the environmental life support system from degradation and provide adequate remedies to prevent unreasonable depletion and degradation of natural resources. RULE 3. PURPOSE. (1) The purpose of these rules is to provide guidance to all concerned parties regarding the administration of The Natural Streambed and Land Preservation Act in the Gallatin Conservation District; and to specify procedures for compliance with the policy contained in Rule 2, RULE 4. DEFINITIONS. Unless the context otherwise requires, the following definitions are applicable to these rules: (1) "Act" means The Natural Streambed and Land Preservation Act. (2) "Activity" or "activities".means a proposed physica-1 alteration or modification to a natural pererulial-flowing stream or river, its bed,or its immediate batiks. (3) "Applicant" rlleans any person presenting notice of a project to the supervisors. (4) "Application" means a notice of proposed project on a form provided under Rule 7, Forms, and containing all of the required information. (5) ''Bed" means the cliannel occupied by a stream, (6) "Channel" means the area of a stream measured from mean high water mark to mean high water mark. 3 (7) "Department" mean~ the Montana Department of Fish,Wildlife&Parks. (8) "District" me-ans: (a) a conservation district U11der Title 76, Chapter 15, MCA, in which the project will take place; (b) a grass conservation district under 'Title 76, Chapter 16, MCA where a conservation district does not exist; or (c) the board of county commissioners in a county where a district does not exist, (9) "Directly affected person" means a person who by means of an affidavit establishes that as a result of the proposed action die person's property or water rights will more likely than not be impacted by soil erosion, sedimentation, flooding, or channel alteration, or the stream flow, turbidity or water quality will more likely than not be altered at or near the person's property or diversion point, or that the fish or aquatic habitat in the stream in which die person has a management interest will more likely than not be altered by the project. For purposes of this definition,person includes a government entity. (10) "Emergency" means an unforeseen event or combination of circumstances that call for immediate action to safeguard life, including human or anii nal,or property, includug growing crops without giving time for the deliberate exercise of judgment or discretion under the Act. (11) "Immediate banks" means the area above tlhe mean high water mark and directly adjacent to the stream, which when physically altered or modified has the potential to affect the state of a stream, (12) "Extreme Drought" means a prolonged period of less than normal precipitation such that the lack of water causes a hydrologic imbalance as designated by the National Oceanic and Atmospheric Administration as, at least, abnormally dry. (13) "Livestock grazing activities"meads grazing animals. (14) "Mean high water mark" means the line that water impresses on the land for sufficient periods to cause physical characteristics that distinguish the area below the line from above it. Characteristics of the area below the line include, when appropriate, deprivation of the soil of substantially all terrestrial vegetation and destruction of its agricultural value. (15) "Natural perennial-flowing stream" means a stream, which in the absence of diversion, inlpoundinent, appropriation, or extrellle Lli'ought, flows Continuously at all seasons of the year and during dry as well as wet years. 4 (16) "Permit" Means the written consent of the supervisors authorizing a proposed project. (17) "Person" means any indivi(1ual, corporation, firm, partnership, association, or other legal entity, not covered under 87-5-502, MCA. (18) "Physical alteration or modification" means human-caused actions resulting ill the placement, removal, or(I isturbance of materials of any filature or character. (19) "Plan of Operation" or "annual inalntenance plan" means an annual plan for a project of recurring nature that, if approved by the supervisors, authorizes a specific activity for a period not to exceed 10 years. (20) "Project" means all activity that results in a change in the state of a natural, perennial- flowing stream or river, its bed, or its inirnediate banks. (a) Project does not include: (i) an activity for which a (plan of operation) has been subinitted to and approved by the district, Any modification to the plan must have prior approval of the district. (ii) customary and historic maintenance and repair of existing irrigation facilities that do not significantly alter or modify the stream in contravention of 75-7-102, MCA. (iii) livestock grazing activities. (21) "Stream" means any natural pereimial-flowing stream,:or river, its heel, and iininediate banks, and its channels and includes the entire stream from its mouth to its source even if portions go dry.periodically. The teen does not include a strewn or giver that has been designated by district rule as not having significant aquatic and riparian attributes in need of protection or preseiiiation under 75-7-102,MCA. (22) "Supervisors" means a board of supervisors of a conservation district, the directors of a grass conservation district, or the board of county commissioners where a proposed project is not within a district. (23) "Teani" means one representative of the supervisors, one representative of the dcparlment, and the applicant or the applicant's representative. (24) "Written consent of' the supervisors" means a written (fecision of the supervisors approving a project and specifying activities authorized to be performed in coilipleting the project, 5 I2LJLr 5. APPI.,ICAIiILITY. (1) The district will Make detelininations oil the appllcahllrty of these lilies, the Act,alit the streams covered under the Act. (2) These rules apply to projects on a natural perennial-flowing stream, or portions thereof, including its bed, immediate banks, and channels, Unless the stream has been designated as not having significant aquatic and riparian attributes in need of protection. The district considers a stream to flow perennially if it dries up periodically due to elan-made causes, or extreme drought. (3) A person who is directly affected by the supervisors' detemlination of the applicability, interpretation or implementation of the law, these rules, a written consent, or a designation of stream, or a portion of a stream, may request a declaratoiy Ailing under Rule 20, Declaratory Ruling. A person may not request a declaratory ruling under Rule 20 for a final action of the supervisors' approval,modification,or denial of a proposed project or an emergency action. (4) These rules do not apply to ditches, intermittent streams, or wetlands not associated with the bed or immediate banks of a stream. (5) Trr order for a strean A:b6 overed under:the Act,it must: (a) be a natural watervt►ay. (i) The, natural waterway must flow-in-a,defined chanriel that is lacking-terrestrial vegetatioai. (ii) Natural riven or streams that have been m-channeled for road construction,flood Wiltrol,irigation,or other.public works are considered nattiral waterways. Natural rivers or:Wows that are used as part of arl irrigation deliver system as allowed under 85=2-411, MCA, are considered a natural waterway;-but only if those uattiral streams had perennial flow-prior to diverting water through them. (iv) Anti facial or man-made waterways that have.been constructed for the purposes of conveying water for any purizose are not considered a natural waterway. (v) rlood chamhels, High_water ctranncls,� and side channels of natiiral; pereiuiial- flowinb streams are considered part of a stream if water naturally enters the channels durhig high water-or normal flow. (b) contain continuous natural flows. (i) water diverted into a natural channel for the withdrawal or diversion downstream shall not be considered part of the llafLlral float of a stream; Water feeding a natural channel from vly ground water source, tributary, springs, seeps,or other natural source,shall be considered part of the Natural flow. (iii) Water stored in a reseivoir that maintains or raises the flow of a stream shall be considered natural flow. (iv) Streams that dry up because of diversion, impoundments, appropriation, or extreme drought shall be considered to have continuous natural flows. (6) I he diStnd play L1SC,but is Not hil'llted to,the following infollllation to slake its detellllillations: 6 (a) USGS maps; (b) Water RESOUI•Ce SMA'C s; (C) Water rights records; (d) Landowner and resident interviews; (e) Hydrology reports (f) On-site evaluation to gather information on geomorphology, vegetation, insects; past human activity; (g) Historical informa(ion; 01) Aerial photos; G) Stream flow data or 0) Any other relevant infollnation (7) The district, either on its own motion, or if petitioned to review tie designation of a stream, will use the factors set forth in this rule to make a determination. (8) Persons dissatisfied with the supervisors' determination may petition with district to make a declaratory ruling, as outlined in Rule 20, Declaratory Ruling. RULE 6. AQUATIC and RIPARIAN ATRIBUTES-EXCLUSIONS. (1) This rule describes the process for excluding natural perennial-flowing streams from district jurisdiction where there is no need for protection under 75-7-102, MCA. The process for determining whether a stream is a natural perennial-flowing stream is described in Rule 5, Applicability. (2) Upon the district's motion or upon request of a person, the district may adopt a rule to exclude a stream or portion thereof from its jurisdiction upon finding that a perennial- flowing stream does not have significant aquatic or riparian attributes in need of protection or preservation. (a) In order to make a determination, the district shall hold a public meeting as outlined in Rule 11, Public Participation, to gather information relative to the aquatic or ripariai attributes of a stream. (b) If after a public meeting, the district determines that a stream has no aquatic or riparian attributes, the district may adopt its rule excluding the stream, or portion thereof, from its jurisdiction. 7 RULE, 7. FORMS (1) The district and the applicant shall Else the following forins: (a) Form 270— Notice of Proposed Project is die application form to be submitted by the applicant to the supervisors for project review. The Joint Application for Proposed Work on Streams, Wetlands,Floodplains, and Other Water Bodies is considered Form 270. (b) Form 271 — Arbitration Agreement to be use(] by team rnembei:s who are requesting to resolve disputes through arbitration. (c) Form 272 — Team Member Report for team members to submit project recommendations to the supervisors. (d) Form 273 -- Supervisors' Decision, or permit, to convey district's decision to die applicant and team members. (e) Form 274 —Official Complaint Form for a person to notify die district of an activity taking place without written consent of the supervisors. (f) Form 275 — Emergency Report for a person to notify the district of protects undertaken during an emergency to safeguard life,property,or growing crops. (2)- The district will accept forms generated by other districts; however, additional information may be required of the applicant. RULE 8. PROTIi1CT]REVIEW. (1) A person planning to engage in a project that will physically alter or modify a stream or river, its bed or immediate banks, must receive a permit prior to undertaking the project. To receive a permit, a person must follow the-application process. (2) The district shall review all projects to ensure they are achieved in a manner consistent with the policy set forth in the Act. The supervisors in making its decision to deny, approve, or modify an application, shall determine the purpose of the project and whether the applicant is using a reasonable means of accomplishing the project, The application review and decision process is outlined in 75-7-112, and these rules. RULE 9. APPLICATION PROCESS. (1) The applicant is responsible for providing sufficient information for the supervisors to make a reasonable determination to approve, modify, or deny ale application. Incomplete applications may not be accepted. To be complete, the information submitted must be credible and all of the necessary parts of the form filled in with the required information. Inf rmation to be provided by the applicant, must include, but is not limited to: 8 (a) The location of(lie project; (b) The purpose of the project; (c) A detailed description of how the project will be accomplished; (d) Project plans and drawings, (e) Maps of the project sitc; (0 Proposed dates of project development or construction; (g) Length of time to complete the project; and (h) If required by the district,engineering plans. (2) The supervisors may require an applicant to provide additional information for projects that appear, from a review of the application, to have the potential to impact the flow characteristics of the stream, (a) The following additional information may be required if requested by the district: (i) Names and addresses of landowners that may be potentially impacted by the proposed project; (ii) A description of(lie potential impacts to the stream from the project wherever they may reasonably be expected to occur; (iii) Design drawings(s) that clearly depict (lie plan, profile, and typical cross- section views of the proposed activity; (iv) Engineering designs; (v) Project alternatives considered; and (vi) Any other information needed to make an informed decision. (b) If required, the information required in subsections (2)(a)(i)and (ii)must be developed with the assistance of a person with experience in identifying potential impacts to stream flow characteristics. The information required in subsection(2)(a)(iii) must be developed with the assistance of a person with experience in the design or construction of projects. Information required in subsections (2)(a)(i) through (iii) must be accompanied by a certified statement from the person who assisted with the development of the information documenting the person's engineering education and/or qualifications to provide assistance under(2)(a)(iv)must be provided. (3) Notice of Proposed Project/Permit Application (a) The notice of proposed project (permit application) shall be made on Form 270, The application may be either hand delivered or it may be mailed to the supervisors at the district office. (i) The application will be officially accepted by the district or its representative if the application is complete and is for a project located in a stream or river or the lands immediately adjacent as described in these Arles. The time frame specified in these rules begins upon acceptance of the application. 9 (b) flans of Operation. If a person is sublllitting an application for an activity that is conducted allllnally, such as 11k11ntellance of a bridge, culvert, or irrigation structure. the applicant may submit a plan of operation to the district, 'File district may approve the annual activity for a period of' up to 10 years as described in Rule 10, Decision, Plans of operation that have been approved are subject to annual inspection by the district. In addition to indicating oil Form 270 that the activity will be done oil an annual basis, the applicant will provide the following information to the conservation district: (i) The reason for on-going activity and why it is necessary; (ii) Time of year - - the dates for which the activity will start and be completed each year, including the number of days the activity will take place; (iii) Where the activity will take place; (iv) An explanation,in detail,of flow the activity will take place;and (v) An explanation of how the applicant will keep soil erosion and sedimentation to a miniinum. (c) The district or the district's representative sllalI, within 10 working days of accepting an application,send a copy of the application to the Department. (d) Wllere a single land use activity, such as a timber sale, involves multiple locations of a single overall project, such as the placement of several culverts, application for all proposed stream alterations in conjunction with land use activity may be made on a single application, provided that all project sites are located on the same stream. The application shall include a map and legal description of all the multiple locations of the projects. (i) Should an application be submitted which would involve multiple locations of single overall project, as described in Rule 9 (3)(d), each proposed stream alteration will be individually evaluated and as a consequence if each proposed stream alteration is not found to be satisfactory the entire application will be denied. (e) If, at any tirne during the review process, the supervisors determine that the proposal is not a project or that these rules are otherwise inapplicable to the activity, the applicant will be notified in writing that written consent of the super-visol's is not necessary. (4) Formation of a Team (a) The department shall, within 5 working days of receipt of the application, in-orni the supervisors whether the Department requests an on-site inspection by a team. (b) The supervisors shall call a team together within 20 days of receipt of the request of the deparinlent for an on-site inspection. A member of (lie team shall notify the 10 supervisors, in writing within 5 working days after a notice of inspection if the. team member waives participation in the inspection. (i) If the Department does not request an on-site inspection within (lie time specified in the subsection, the supervisors may approve, modify, or deny the project. (c) Each member of the team shall recommend, within 30 days of the date of inspection approval, modification, or denial of (he project to the supervisors, using (lie 'Team Member Report(Form 272). W The applicant may waive participation in this recommendation. A non- response is considered a waiver. (d) The supervisors may extend, at the request of any teatn member, the time limits provided lit this rule, when, in their determination, the time provided is not sufficient to carry out the purposes of the Act mid these rules. The time extension may not exceed one year from the date of acceptance of the application. The applicant must be notified of the initial time extension within 60 days of the date of acceptance of the application and must be notified within 7 working days of the supervisors' action granting the extension. RULE 10. DECISION. (1) The supervisors shall review the proposed project and affirm, overrule, or modify the individual team recommendations and notify die applicant and team members within 60 days of the date of application, of their- decision. A permit shall be provided on the Supervisors` Decision Form 273. (2) The team, in making its recommendation, and the supervisors, in denying, approving, or modifying a project, shall determine: (a) the purpose of the project; and (b) whether the project is a rea5oraable means of accomplishing the purpose of ale proposed project. To detennine if the project is reasonable,fire following must be considered; 0) the effects of soil erosion and sedimentation, considering the methods available to complete the project and the nature and economics of the various altematives; (ii) whether there, arc modifications or alternative solutions that are reasonably practical that would reduce the disturbance to the stream and its environment and better accomplish the purpose of(lie proposed project; (iii) whether the proposed project will create harmful flooding or erosion problems upstream or downstream: ll (iv) (lie effects on stream channel alteration: (v) (Ile effects on stream flow, turbidity, and water quality caused by materials used or by removal of ground cover; and, (vi) the effect oil fish and aquatic habitat. (3) 1f the supervisors determine that a proposed project or part of a proposed project should be modified, they may condition their approval upon the modification. (4) The supervisors may not approve or modify a proposed project unless the supervisors determine that the purpose of the proposed project will be accomplished by reasonable rMearls. (5) Decisions to approve, modify, or deny an application must be made by a concurrence of a majority of the supervisors. (6) The applicant must notify the supervisors in writing within 15 days of receipt of the permit if the applicant wishes to proceed with the project in accordance with the permit, No work may begin on a project before the end of the fifteen-day period waiting period unless all team members and the district give written permission. (7) Unless otherwise stated, the term of a permit is one year from the date of the supervisor's decision. Ali applicant may request, and the district may approve a one-year, or less, extension if for any reason the project could not be completed within the initial term of the permit. (8) A plan of operation may be approved for activities of a recut-ring nature for a period not to exceed 10 years. In order to qualify for an approved plan of operation, the activities must occur ill the same location and in the same mariner on an annual basis. No time extensions will be given oil annual maintenance permits. When the term of a permit for all annual maintenance permit has expired,a person must submit a new application. RULE 11. PUBLIC PARTICIPATION. (1) All business of the supervisors shall be conducted in an open€neeting after reasonable'notice has been given. (2) A team inspection is not a meeting of die supervisors; however, the puhlic may p<€iticipate in a team inspection if the landowner has given permission. The district is no( responsible for securing this permission or providing trwispoitation to the site. 12 (3) Unless privacy interests of an applicant outweigh the public's right to know, all district records are available to the public. The district chair shall make determinations regarding privacy issues in accordance with applicable statutes. (a) The district chair may close a sleeting during the time of a meeting that the discussion relatCS t0 a matter Of individual privacy and then If aIld only if the district chair determines that (lie demands of individual privacy clearly exceed the merit of public disclosure. The right of the individual about whom the discussion pertains 11my waive the right to privacy. In that cvem,the meeting shall remain open. (4) Tlic district shall keep minutes of its meetings and decisions under these rules, (5) Conduct of Regular Meetings/Public Information Meetings (a) Before a meeting is held to take final action on a notice of proposed project, the supervisors shall give reasonable notice to the applicant and other persons who may be directly affected by decision. (i) Notice of regular, special, and public information meetings shall be given a minimum of 5 days in advance of the meeting by posting the notice in 5 conspicuous places, or by advertising in the local media, by a news story, or by posting a notice on die district's website, (ii) The district may require the applicant to give written notice to any person the district determines may be directly affected by a proposed project. (b) Meetings shall be conducted at the discretion of the Chair under normal rules of meeting procedure. All directly affected persons, including the applicant, shall be provided an opportunity to state their case and to present relevant evidence supporting their positions. At the discretion of the Chair, each directly affected person may also ask relevant questions of another directly affected person. (6) The district may hold a public informational meeting when the supervisors detennine a proposed project to be controversial, or where additional information is desired prior to final action by the supervisors. If the matter is of significant interest to the public, members of the public shall he given the opportunity to comment on the proposed project prior to final action by the supervisors. (7) The district may hold a public hearing to gather information relative to Making all initial designation of a perennial-flowing stream, (8) Adopting Rule Changes/Public licarin�os to Remove Perennial Streams (a) The district shall conduct a public hearing before adopting any major changes in these rules. 13 (b) 'The district shall conduct a public hearing, if petitioned, to gather information about whether a natural perennIal-flo\�!ijig stl'eani has SlgllrflCirllt aC]L1at1C -1 1'll)al'1£ln attributes it, need of'protection or preservation under 75-7-102. (c) Notice of public hearing to be conducted under (6)(a), and (b), shall be given by publication of a notice in a newspaper of general circulation in the area at least twice with an interval of at least 14 clays between the two publication dates. The first notice must be published at least 28 days prior to the hearing. (9) Hearings for Declaratory Rulings. (a) Hearings for declaratory rulings shall be conducted in accordance with the Act and Rule 20, Declaratory Ruling. (b) Notice of hearing for declaratory rulings shall be given as described in this (6)(c) of this rule. RULE 12. PROJECT CONSTRUCTION. The following standards shall apply to all projects: (1) Projects must be designed and constructed using methods that minimize: (a) adverse impacts,both upstream and downstream; (b) future disturbance to the stream. (2) All disturbed areas must be managed during construction and reclaimed after construction to minimize erosion. (3) Temporary structures used during construction must be designed to handle high flows reasonably anticipated during the project construction period. Temporary structures must be completely removed frorn the stream charuiel at the conclusion of construction and the area must be restored to a natural and stable condition. (4) Channel alterations must be designed to retain original streann length or otherwise provide hydrologic stability. (5) Streallibmk vegetation must be protected except where removal is necessary for completion of a project. When removal of vegetation is necessary, it must be kept to a minimum and revegetated as soon as possible:. (6) Riprap, rock, or other material used in a project must be of adequate size, shape, and must be properly placed to protect the strearnbank from erosion. (7) The district may: 14 (a) limit the time and duration of construction to minimize impacts to the stream or associated aquatic.tile; (b) re.quil-e the applicant to submit engineering designs; when in the district's judglnelu, the "- projects complexity requires greater assurance of project stability to minimize impacts to the stream. (c) require die applicant to provide project completion documentation, «which may include photographs. (8) A person may not place road rill material in a stream. (9) A person may not place debris or other materials In a stl'Caill where It can erode or float back into the streaill. (10) Projects may not perinariently prevent fish migration. (11) For stare -ribank stabilization projects, the district encourages die use of methods that preserve or enhance natural stream habitat and function. (a) Applications proposing the use of riprap or other hard streambank stabilization methods shall include information establishing that due consideration has been given to methods that use organic materials(e.g.,root wads,riparian vegetation,biodegradable geotextile fabrics, tree revetments) as file primary mewls of stabilization and that such methods are not practicable because: (i) Sufficient long teen durability would not be.achievable; (ii) Hydrodynamic considerations make it likely that the project would not meet its intended purpose; (iii) The project would result in the same or greater impact on channel stability, flooding,erosion,and/or aquatic habitat;or (iv) Economical considerations prevent die use of such methods. (b) Live vegetation used in a project must remain viable and ftnlctional for one year after completion of die project. The district may perform follow-tip ulspectiom of projects involving live vegetation and may require that dead vegetation be replaced. (12) All permanent stream crossings(e.g.,bridges,culverts)should,at a minimum,span die width of the siren at the metal high water mark. (13) The applicant mus( notify die district in wf-4111g, either within 15 days of completion of die project, or prior to the end of the pemut period,whichever comes first. 15 RULE 13. DISPUrE RESOLUTION. (1) Any permit decision Or decision regarding an emergency may be reviewed by an arbitration panel or by judicial review in the district court in the county where the project is located, Judicial review of an arbitration panel's decision may be made under the provisions of MCA, Title 27, Chapter 5, Part 3 of the uniform arbitration act and must be brought in the county where the action is proposed to occur. (2) The applicant may request arbitration as the method to resolve disputes by signing an arbitration agreement either before the application review process or Within 15 days of receipt of the supervisors' decision. (a) if an applicant signs an arbitration agreement prior to the application review process, the applicant waives their right to judicial review. (3) The applicant may request judicial review of the supervisors' decision by filing a petition in district court within 15 clays of receipt of the supervisors' decision. (4) Any other team members may seek formal dispute resolution only through arbitration by signing an arbitration agreeient within 5 working days of receipt of the supervisors' decision. (5) The arbitration agreement is outlined on Form 271 and contains provisions for the appointment of arbitrators; the exercise of power by the arbitrators; the hearing process; and fees and expenses of arbitration. (6) An applicant's choice of the judicial review remedy prevails over any other tearn member's request for arbitration. (7) Subsection (1) does not preclude more informal means of dispute resolution, A meeting or meetings, to include, at a minimum, all of the team members and the supervisors, may be scheduled, at the discretion of die supervisors, at any time in order to discuss and attempt to resolve disputes. This subsection does not relieve the team member(s) wishing to dispute a permit, decision of the duty to submit a request for arbitration or file a petition for a judicial review in district court in compliance with subsection (3) or any party frond any other provision of the statute. (8) An appeal of the determination made by judicial review may be made to the Montana Supreme Court. (9) Judicial review of an arbitration panel's decision may be made to district court. under the Uniform Arbitration Act (Title 27, Chapter 5, Part 3, MCA), 16 RULI? 14. INSPECTION OF PROJECTS-PROJECT FOLLOW-UP. (1) The supervisors, team members. or their designated representative may inspect ally project during or idler COrlSIruCEIOII to illSUrC that the conditions of the permit were followed and to provide technical assistance to the applicant. (2) The district shall notify the landowner prior to entering land to inspect a project, either orally or in writing. (3) The district may rCCILIIrc IhC applicant to provide photo documentation of the project. RULE 15. EMERGENCIi;S. (1) Except as provided in this rifle, the provisions of these rules shall not apply to those actions that are necessary to safeguard life or property, including growing crops, during periods of emergency. The person responsible for tatting action under this rule shall notify the supervisors in writing within 15 days of the action taken as a result of ail emergency. (2) The emergency notice given under subsection (1) must be provided oil Form 275 and must contain Ilse following information; (a) the location of the action taken; (b) a general description of the action taken; (C) the date on which the action was taken; and (d) an explanation of the emergency causing the need for the action taken. (3) The supervisors will determine if the action taken meets the definition of emergency as defused in Rule 4 (10). Violations of the emergency procedures are subject to provisions of Rule 17, Penalty/Restoration. (4) If the supervisors determine that the action taken meets the definition of a project, the supervisors shall send one copy of the Notice within 5 working days of its receipt, to the department. (5) A (caul, called together as described in Rule 10, shall mAe an on-site inspection within 20 days of receipt of(lie emergency notice. (6) Each member of the team shall recommend in writing, within 30 days of the dale of the emergency notice, approval, modification or denial of the project. 17 (7) The su lervisol•s shall review the emergency project and affirm, overrule, or modify the 1 1polvldual team recommendations and Notify the applicant and team members of their decision «within 60 days of receipt of the emergency police. (a) if an action is approved no further action is necessary in the par[ of the district or the applicant. (b) lrl all elllergellcy action that has been modified, the applicant must submit written Notice on Form 270 to mitigate possible damages to the stream caused by the emergency action and to achieve a long-terns solution, if feasible, to the emergency situation. Notice under this subsection must be filed within 90 days after the supervisors'decision. (c) A person who has undertaken an emergency action that is denied shall submit written notice on Form 270 to obtain approval to remove the project to avoid further damages to the stream caused by the emergency action and to achieve a long-term solution, if feasible, to the emergency situation. Notice under this subsection must be filed within 90 days after the supervisors'decision. (8) Disagreements with the supervisors' decision may be formally resolved according to Rule 13, Dispute Resolution. (9) The failure of a person to perform the following, subjects the person to civil and criminal penalties: (a) failure to provide emergency notice under subsection(1); (b) failure to submit a notice of the project under subsection(7)(b) and(7)(c); or (c) failure to implement the terms of a supervisors'decision for the purpose of mitigating the damage to the stream caused by the emergency action slid of achieving a permanent solution,if feasible, to the emergency situation. RULE 16. COMPLIANCE WITH OTHER LAWS. (1) Approval for proposed projects or alternate plans does not relieve the applicant of the responsibility of complying with Title 76, Chapter 5, MCA, floodway management and regufatlop where designated floodplains or designated floodways have been established ill accordance with that chapter. (2) These rules shall not impair, dimirlish, divest, or control any existing or, vested water rights under the laws of the state of Montana or the United States. 18 (3) The issuance of written consent of the supervisors does not relieve the applicant of the 1 responsibility to obtain other permits or kindmvner permissions that may be necessary to Undertake a project. RULE 17. PENAury-RE,STORATION. (1) Except for emergency action, a project engaged in by any person without prior approval, or an activity performed outside the scope of written consent of the supervisors, is a public nuisance and subject to proceedings for immediate abatement. (2) A person who initiates a project without the written consent of the supervisors, performs activities outside the scope of written consent of the supervisors, places a junked motor vehicle in a streambed or bank, or violates the emergency procedures of Rule If or the Act is: (a) guilty of a misdemeanor and upon conviction, the person shall be punished by a fine not to exceed$500; or (b) subject to a civil penalty not to exceed $500 for each day that person continues to be in violation. (3) Each day of a continuing violation constitutes a separate violation. The maximum civil penalty is the jurisdictional amount for purposes of 3-10-301. A conservation district may work with a person who is subject to a civil penalty to resolve the amount of the penalty prior to initiating an enforcement action in justice's court to collect a civil penalty. (4) In addition to the criminal fine or civil penalty provided in subsection(2), the person: (a) shall restore, at the direction of the court, the damaged stream, as recommended by the supervisors,to as near its prior condition as possible,or: (b) is civilly liable for the amount necessary to restore the. stream. The amount of the liability may be collected in an action instituted pursuant to 3-10-301 if the amount of liability does not exceed $7,000. If the arnount of liability for restoration exceeds $7,000, then the action must be brought in district court. (5) Any person may report: a violation of these. rules or of the Act to the county attomey or to the Supervisors, i9 r RULE 18. COMPLAINT PROCEDURE'. When a conservation district receives a complaint alleging. a violation, the conservation district follow these steps below; (1) Request that the complainant submit a written complaint oil Form 274. The complaint Should specify the nature of the alleged violation, \vlto is involved, where it is taking place, and when it occurred. (2) Contact the alleged violator either by telephone or in writing and advise the person of the complaint and that a field investigation will take place. Inform the violator that if a violation is occurring, it must cease immediately. (3) Conduct a field investigation, collect evidence, and document the time, date, location, nature of activity, and the person(s) involved in activity. The district will acquire information to confirm or deny that the complaint was a valid complaint and whether there is a violation of that Act.. If the field investigation does not verify a violation, the district will notify the complainant and the alleged violator, in writing, of the districts findings. (4) If a field investigation affirms a violation, the district will send a letter certified with return-receipt requested, setting forth the results of investigation, the course of action required to rectify the violation, and a deadline date for taking the corrective action. If -the violator acknowledges the district's request and is willing to work with the district to correct the violation, the district may postpone issuing an Order assessing a civil penalty or forwarding the complaint to the county attorney. If the violator is not responsive to the letter and is not cooperative in correcting the violation, the supervisors may proceed with the violation in accordance with 75-7-123 and may issue a cease and desist order. RULE 19. ORDERS ON VIOLATIONS. (I) If the district determines that issuance of an Order is appropriate, the district shall send a letter to the violator, enclosing an order assessing a civil penalty not to exceed $500 per violation per day. The letter will identify the specific violation, the district finding on noncompliance, the required corrective action, and time frames for compliance, the date the civil penalty commences, and the district's intent to seek judicial enforcement of the civil penalty if it is not paid. If the violator takes corrective action within the required lime frame, file district may waive the order for civil penalty. (2) If a violator fails to respond to the order, or (o take corrective action, the district may seek judicial enforcement by turning the matter over to the county attorney or other legal service provider for the district. 20 RULE 20. DECLATORY RULING. (1) A person who is directly affected by the supervisors' determination of applicability, Interpretation, or Implementation of (lie la\ , these rules, a written consent, or a designation of a strean1, 1nC1Ud1r1L a porllon of a stream, and who disagrees with a determination may petition the supervisors for a declaratory ruling. (2) Upon receipt of (lie petition, the supervisors' will determine whether the matter constitutes significant public interest. (3) If the issue raised in the petition for a declaratory ruling is of significant interest to the public, the supervisors shall provide a reasonable opportunity for interested persons and the petitioner to submit data, information, or arguments, orally or in written form, prior-to making a ruling. (4) If the issue raised in the petition for a declaratory ruling is not of significant interest to the public, the supervisors shall provide a reasonable opportunity for the petitioner to submit data, information, or arguments, orally or in written form, prior to making a ruling, (5) Data and information may be submitted at a hearing before the supervisors. Data and information submitted to the supervisors outside of the hearing process must be made available for public review prior to the hearing being conducted before the supervisors. (6) A proceeding held under this section is not a contested case proceeding. A declaratory ruling under this section is not subject to the provisions of the Montana Administrative Procedures Act. No party may cross examine any party submitting data and information to the supervisors, but all data and information must be verified by the party submitting it. (7) This rule may not be interpreted or construed to allow a person to petition for a declaratory ruling under this section for an administrative review of a decision of the supervisors to grant, deny, or condition a written consent for a project or a project undertaken during an emergency. Revicw of these decisions is exclusively provided for in 75-7-121 as it pertains to arbitration or judicial review. RULE 21. PROCESS FOR DLCLATORY RULING. (1) A directly affected person must submit a petition that states how and why the person is directly affected by the district's action and the specific question or initial determination made by the district to be addressed in the declaratory ruling. (2) Within 30 days of the filing of a petition, Ilse district shall appoint a hearing officer, who nlay be a supervisor, to conduct the declaratory ruling hearing. The hearing officer will 21 regulate the course of the hearing, and with a concurrence of the district, set the tine, place and date of the hearing. (3) Within 30 days of appointment of a hearings officer, the district shall set a date for a hearing to gather information and data, allow public comment, and allow the public to submit written comment. Tile hearing may be continued if necessary. Tile district shall provide notice of the hearings as described in Rule 11, Public Participation. A quorum of the supervisors must be present at the hearing. The district shall maintain a record of the petition, notices, all information and data gathered, any proposed findings of fact and conclusions of law, (4) 'rho hearing officer will make a recommendation to the supervisors for their approval and adoption within 60 days of tile conclusion of the hearings process. The district may extend this time frame if necessary. (S) The hearing officer and the supervisors shall consider information provided by the petitioning party to be persuasive unless the information is overcome by a preponderance of all available information presented at the hearing. (6) A declaratory ruling, consisting of findings of fact and conclusions of law, must be made by a concurrence of a majority of the board. Only those supervisors present during the hearing will participate in the decision. RULE 22. ,JUDICIAL REVIEW OI DECLARATORY RULING. (1) A directly affected person or an interested person dissatisfied with a declaratory ruling may seek judicial review in district court. The district court review shall be only on information and data established on record before the district. A district determination may be reversed or modified if file declaratory ruling is: (a) in violation of a constitutional or statutory provision; (b) in excess of the statutory authority of the supervisors; (c) affected by error of law; or (d) arbitrary or capricious, characterized by abuse of discretion, or a clearly unwarranted exercise of discretion. (2) Any aggrieved person who was a party to the declaratory ruling proceedings who is dissatisfied with tilee district court determination may seek judicial review by an appeal to the. Montana Supreme Court. 22 RULE 23. SURETY BONDS. (1) The supervisors may require the project applicant to furnish, prior to the commencement of a project and as a condition of the w-ritten consent of the supervisors, a sufficient surely bond approved by (lie supervisors, conditioned upon the proper reclamation of the streambed and land involved in the project and conformance with any conditions in the project permit. (2) Once an applicant has posted a sufficient surety bond and prior to the release of that bond, the supervisors shall inspect the applicant's completed pro jce( for proper reclamation and conformance with any conditions placed on the applicant's project permit. If [lie project passes inspection, the supervisors shall release the surety bond. (3) If an applicant's project Is not properly reclaimed and does not properly conform to conditions placed on the applicant's project permit, and the applicant refuses after receiving a written warning containnig notice of all deficiencies to properly reclaim the area in question or conform the project to the conditions on the permit, the supervisors shall, after granting the applicant an opportunity for a hearing before them, refuse to release said bond and shall take such legal action as is necessary to use such bond to the extent required to have the project properly reclaimed or to have all conditions of the approved project plan or permit met. 23 Spring Ditch Floodplain Analysis Spring Ditch Floodplain Evaluation For Baxter Meadows Phase 4 Subdivision June 20, 2007 Thomas, Dean & Haskins, Inc. By Jim Pierce, P.I . B05-0I G s JAME-S F. CIE RCE C. IVAL Introduction This report has been prepared in order to document the 100 year floodplain boundaries of the Spring Ditch within the subject subdivision. The limits of this analysis extend from Baxter Lane on the north boundary of the property to the south boundary of the subdivision, about 2,000 fleet upstream. This report %vas prepared for the proposed Baxter Meadows Phase 4 major subdivision. The ditch channel through the subject property is a manmade channel that carries groundwater flows in addition to runoff and irrigation water. It is classified as a stream ditch by the local conservation district. The channel reportedly flowed in a natural drainage through the project for many years, but has undergone considerable alterations and channel changing in the past.Thc 2002 flood study completed for Phase 11 of this subdivision by Robert Peccia and Associates indicates that the Farmers Canal and the Section Line ditch both intercept significant portions of the historic drainage's runoff and spring flow. Excerpts from that report are included in the Appendix to this report. This project proposes to relocate a portion of the Spring Ditch, constructing a more natural- shaped channel and alignment that will be protected with this project through the dedication of open space adjacent to the ditch. The Baxter Border ditch flows to the west of this development and contributes a small flow to the Spring Ditch through a diversion. As discussed in the 2002 study, only 10 efs of diversion is planned and in fact has already been constructed. The roads constructed in this project will have drainage inlets and storm drainage mains to direct runoff to detention ponds adjacent to the ditch where treatment of the runoff will occur before it is released back to the ditch. . H dy rology Robert Peccian and Associates developed flood flows for this stream ditch previously for Phase II of this subdivision as referenced above. That phase of the project is immediately downstream from this phase so we used the previously determined flows as conservative estimates of flows through Phase 4, The hydrology portion of that report is included in the Appendix. A 100 yr design flood flow of 51 cfs and 25 year flow of 36 cfs were used in this study, The major flood flow value includes 20 cfs of spring flow and diversion flow from the Baxter- Border ditch, which flows adjacent to the west side of the subdivision. Hydraulics The existing channel bottom and banks rangc fron) tine grained silts and clays to granular sandy gravel niatei-ials, The existinI; ditch is v-sllapcd to trapezoidal with sideslopes r�ingtn� from 1H:1 V to 411:1 V. It has an invert slope of about 1.0 %. The banks are currently vegetated with sparse grasses and weeds, The proposed clIM1111el reconstruction area will consist of a rectangular-shaped low water channel, four feet %tide, 1.5' deep with overbank areas that slope upward at from 31-1:1 V to 5011;1 V within the proposed 50 foot wide wetland buffer zones oil each side of"tile channel. The open space corridor that includes the Spring Ditch will provide adequate width to provide the fifty foot wide buffer zone to the estimated floodplain boundary. A typical channel cross section for the channel relocation area is included in tiie Appendix. The spring ditch flows northwesterly through the site to an existing 44" span by 26" rise reinforced concrete arch culvert that was installed for an earlier phase of the project. During the major storm, the 100 yr event, flow depth at the upstream face of this existing culvert was modeled at 4.1 feet with a velocity of 9.9 fps as determined by tile HY-8 hydraulics program. We used the Corps of Engineers Hec-Ras computer model to estimate water surface profiles upstream from this culvert crossing using the HY-8 water surface elevation as a starting point, All computer analysis results are included in the Appendix. The proposed new roadway culvert crossings are single 58"span by 36"rise reinforced concrete arch culverts with 4"-6"of gravel fill proposed to be placed in their inverts. These crossings will provide about 10 square feet of waterway opening area at each of the crossings. We used single pipe crossings rather than multiple pipes to reduce the likelihood of plugging with debris and to fit the existing and proposed channel sections as closely as possible. The gravel bottom is proposed to make the crossings more fish-friendly,reducing flow velocities and providing spawning grounds for fish. We modeled both 30" and 36" diameter equivalent concrete arch pipes with the Hec-Ras model during the 25 year flow to determine the area necessary to meet the HW/D and flow velocity criteria. The 30" equivalent arch resulted in an I4W/D of 1.9 and the 36"equivalent an HW/D of 0.8, interpolating between these values resulted in a necessary water way opening area of about 5 square feet to result in an HW/D of 1.5. To provide 100%overflow area in addition to this we chose the concrete arch pipe option that has 11.4 square feet, the 48" equivalent arch size allowing some additional area for placing gravel in the bottom. Outlet velocities are less than 12.0 fps in all of our modeling runs. During the major flow with the proposed culvert crossings in place water does not overtop the existing or proposed Spring Ditch banks. The limits of the 100 year flood flows now and with the proposed pipes in place are shown on the exhibits in the Appendix, The 1-IY8 and HEC-RAS models in the Appendix summarize the existing conditions and the proposed crossing designs. As shown in our exhibits and the HEC-RAS results, the major flood flow stays within the channel banks and the open space area, and will not pose a threat to the residents in the project areas. The culvert crossings will be re-evaluated during the infrastructure design phase of the project to optimize the roadway elevations at the crossings. dVW NIV-ld UOOId 03SOdMd g ,YJw M)1�1-`yLTr-wMl10l'S ! �'� X sL.vt�ns�o��utaas�u�nta � � .- \I`S�DISOII T KV30`SVXOHIL a »sao aiwAe 6 g t 4 VNV1NOW'NVW3ZOS g'°' aivoo —.e S V 3SHHd SMOUV3W 1131XVS ., ¢navnaa 3� � W 8 N O� 1'II 1 1 1 O—S.V- - 1 1 I j 1 1 m , ti f 1 1 er- - ��xlaar ca3iwrn 1 !.� N N N D 1 - orn _5 ' o i Lo cq o cov 69 co � 24� t1 ra --- ---- - { in CG 0 69 I a g.a j 99 � o Sb , LbI 6E 8£ o o n o un o r, o h ti h C, CD V V d V V b V springcreek.rep HEC-RAS version 4.0 Beta U.S. Army Corp of Engineers Hydrologic Engineering Center 609 second Street Davis, California X. x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx PROJECT DATA Project Title: spring Cr. Project File : springcreek.prj Run Date and Time: 6/19/2007 4:58:41 PM Project in English units PLAN DATA Plan Title: Plan 03 Plan File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\springcreek.p03 Geometry Title: Proposed ditch Geometry File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\Springcreek.g03 Flow Title 25 yr and 100 yr flows Flow File C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Springcreek.f01 Plan Summary Information: Number of: Cross sections = 30 Multiple openings = 0 Culverts - 3 Inline structures = 0 Bridges = 0 Lateral structures = 0 computational Information water surface calculation tolerance = 0.01 critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0. 3 Flow tolerance factor = 0.001 Computation options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction slope Method: Average Conveyance computational Flow Regime: Mixed Flow Page 1 Springcreek.rep FLOW DATA Flow Title: 25 yr and 100 yr flows Flow File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Springcreek.f01 Flow Data (cfs) River Reach RS PF 1 PF 2 spring Cr. Main 9.9 36 51 Boundary conditions River Reach Profile upstream Downstream Spring Cr. Main PF 1 Normal S = 0.014 Known wS = 4696.45 spring cr. Main PF 2 Normal s = 0.014 Known WS = 4697.49 GEOMETRY DATA Geometry Title: Proposed ditch Geometry File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\springcreek.g03 CROSS SECTION RIVER: Spring Cr, REACH: Main RS: 9.9 INPUT Description: Upper Reach C.s. #1 Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4720.15 10 4720.15 20 4716 22. 5 4714.86 25. 5 4717.78 39.8 4718.77 49.8 4718.77 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 25. 5 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10 25 . 5 92.7 95,8 95 .4 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 9.8 INPUT Description: Upper Reach C.S. #2 Station Elevation Data num= 8 Page 2 LL O N X Y Y Y Y Y Y Y Y Y Y Y Y X 0.. CL V O O O O O O O O O O O O O U a y Y Y U O O O O O O O O O O O O O d U N N O V N f` 07 Lo in m N N p O O (D fD LO d V N In N V cV (D N U O N p FLN N f� C V N (O c j cq t� N N �w (+7 cl) ('� U'j cn c;] (`') cli C•i C � to (D N to v co to 0 4 C o 0 0 0 o a a o $ oa oo CD O O O O O O O O C? O O O a O O O O O p O O O C 2 U c 0 o a o 0 0 Icl 0 0 0 0 0 0 0 0 0 0 CL o 0 OU O O N (n N O N C(a U? t(? 00 O0 N N d — cz w a . to 0 3 (U V m V V V (O M to (O O N p ^ O Q N O ('7 O O N Cl) U7 (n O (f) 7 w ` O M @ 00 00 0] m Cn n M O E d U N � N (N77 O MX y Q R O M O M O N O r] M O W C j A M ( M O 00 00 00 I` 00 O O h (O O _ x 1 00 -t (O N O h.c0 N to O o0 cT Sn O0 lc� N ,� 0 N C m O N 1-:1 Q O r'J O O O O O Q O (n O O L cC c 1) a c V Z m r u n -. c r N v Ln N A r7 00 - N `� 7 N N .14 N N M C m O. - a il. �7. L I], .M N IL N ro 11 n n. '`! 0- N N N C O 7 L ' L. O O ++ OJ IQ a N N N ua a a. a a. n. a n a J N E O L These mains are These mains are being elimated being revised U- 0 M 'u •u � Y Y Y Y ` Y Y Y Y Y a a r O O O O < O O O O O U U ate+ y d •u u Y Y Y Y Y Y X Y Y I z Z O O O O O O O O O a _ a v� v v M E C co 4 Cl) N Di v v - U (j O N (D O O N N U O p LL I� Q N m n N N II N ,,.. 7 d' C > O •� 0) dKt ( N N to LD O LID VO O a 0 O O O O O O O O O n- y � 0 0 0 0 0 0 0 0 0 = C — ,� � c 'O y C ,O M M M M M M M M M E 0 �C C O O O C0 O O O O C!L, V C y C) O O O O O O O O O > co (] - Q m O U 0 C M N N O W N N � m N w v � a o � w 3 L co U N N N n •J n O p O O O D �t in 'n O C L- o o M v ° M co n M L E v u w rn o rn co M v x R — •- u ro N O co^ cn co� <�D N c�} ID M Q> M_ �2 N _ M Ih � O M M '- .ID QQ N Iq N O V) CD O O C) CD 7 N O U In C N IV U Q` 7 � V � U : 'N QO f, co CD CV O O [i N M M M (D CrJ M C O .Y m _a 1 N 2 c� a a M V r N CL LL �l- 0. a. '� a. �l_ ') C C a 4 O U rn E C O 'yJ N O N a M C M M M M M ua 2 a_ a i i a_ O N J O u LL These mains are being revised u- 0 G y Y Y Y Y Y Y Y Y Y q' (a v O O O O O O O O O N XU a d Y Y X Y Y X Y Y Y a v u O O O O O O O O O C U N r- r. h LO (D N 4. U V N V 'V V' tl' 14 . U Q LL co N y w � 7 M (h CM M M Cn > O pp a s C N N u9 U) N 8 2 Q d O q O d O O O O 44 O O O O O O O O Q cm M C2 M M C2 4 o Q o O o 0 0 0 0 0 0 0 0 0 �a v � Q 0 V O N Q fn a > 4 � m cn u, Q - o o a0 u� oo N r_ n N o E ` u ��. V ao a� CAD IOD. 0) i N Q IQ N O O O m C V ^ u It co co QD p 'et (N N N N oc) oo f0 In C1 <t (7) Cl O N C O t Ir u7 17 't a0 CV r' -4 O c - 4 O C O O C7 N O O O •� D � L 7L3 rn V d Q 0. a t 44 C o 0 a � U � C � O V) a (n C (V J � P LL These mains are being revised u_ 0 LO u C. M o 0 0 0 4 0,U U •, T Y a 0 L l Q > U T C V N N O M M a O U. }� 0/ - C > O (71 •d aQ� ° o o � g 0 0 0 0 C C N N M M M M 41 C -C 0C C C O O O 0 A u � 0 qLo G COO O � n c�v N � C N ui O a � w o o M N E Q M N LO m03 c`-- u C c rn rn W aU d 'Q 2 c� u �r c 00 a. C o o vu N O �� 41 (7 'O M -0 M p V a O o ( GO M V �O U p c u Q � u cp T O l d C� CL N 1 N 4 N `� LL. LL � � N D N C C C N t0j71_ N ca z v Q zz z ,o z zzzzzz�� H ,O O� m v v m n r O G rn H m w U � c tt VV a • Y L. ry U ramr�• nnn ��:m. Pb'fl r` e o w o F 11 d w I I ,lildt u0000a0000 0000 oar 1 �2A 9 - C 4W .1 m 1,68 W �RObr�V W Ow o 0 "s v r N F o 0 .j � 8 c ww m mw wry ww•+c, E - 'o - � w 9 � ry V n� N T��O� - N IV IV F N N N �•N� m/� 30 m K= web o ^an b o0 ob�nn ' o . 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Lr) cn (D co 1 (D 0 0Lf) tr) O O O O Q O 0 CD LO to to to to a p (7) 0 0 0 r-- r- O O o 0 0 0 0 0 N N (N N N U) to Lo U-) -;t � u7 to to to LO M to tc) to to to to to m V' In Q O O O Q O O O Q CD LO to lf') to U) I to O O co 1� to to tr) tr) U) to U7 U7 La U) r r` I 1- r-_ r r Q O - to LO I co r O to m to m to to to CL to to to to U') U) to Q Q Q O _ v = r O N N N N N N N N N N N N N N to to t0 L V 0 0 0 0 0 0 0 o Q a o Q 0 0 Q to 11) to to O O O O O O o O O O O O O O O N N N N E U) to U) to LO to to m to U7 to to to in to In In In p S � � ti r• ti r� ti ti r� r- ti tti ti r� f` ti r� (� r� r� - lr) to to O O O Q O O Co O O CD 0 0 Q 0 0 0 d d r-- r'— r M LO U) to U') U) U) to to I to to U7 to t() U] to M M M M M co m co M M M m M M M M M M M a 9 U) O O 0 to to 0 U-) O O O O O to U) to to to M S N C) O ti ti ti r r� tr) 0 to to M N N N N N N t 0 O M a U) t() O O to U) U) O O O U) LO LO U) to Uo p I rl I to N N O O r` r r` to O O r� rl- r� (fl I U) I LO 0 to to to "t d' It t rt .1t Cl) M M M M M to O 0 O to O lC) j to U) 0 0 tc) N U7 O I tt) N r- N ti U) to O U) N N r� to O N 0 I 0 M a) w co r� r` a co U) u) to to M r I l aOE U) d r� O (,) CD cal CC -,r CD � N CC) d- 0 c0 1 �-_' <t ui a. I INLET CAPACITY CALCULATIONS These inlets are being eliminated These inlets are x being revised - - a o ;� a� r :,'�, ro .,� Y :� •� ',.� v w Ir I",, N ."�vi �� In .n M ;, 00 a, �� ,I Ir. I� o In cl N IL <) O �] J CJ f? r- CJ O •J O O O O O - O - O ` n e7 O O '� fJ -+ :j •- ID O O 1C n P 1 r, n Y v m ;n m M � n w co m a, u, w m o v o :•I N P :o � � � r � � � VI t•) C O :n O J P Y �V O N P n u) tp C"", N N O � - l � •- tN g N � N P a0 N O 11 N NI 1A !1 tV N N N N N m N m IV N N IV 14 I`! N CV N � IV N r' N N •• N N N N U a U tlo� p N to t to V IrN. J 1 H q C'l Q CV O M y c7 r I._ ro s Qj V N • N y� CV N M I� pp 4 Q� W ` Y tN� D O N pq M N P U 4_' t0 (�/ C•1 V, '� M O VL t0 QO MO i] N N INn tmt1, c'f rA V In W ID S . Y N N VNI_ O N VO N IO O N N N 01 IV CF'1 O I!E d i•1 V T N V •- O O •- O Q •- p O 0 0 0 0 0 g r C> `^ •- CJ O O O ID - 0 0 C6 ! 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I� .Y r I I I' In m f�Il In (`�1 C) N t7 tip O, Y V O O OYi W In w ^ Y m In Y M M M m M V N M m hl m :V In � 3 I.1 In In N N N vl pp q p1 In O m m V w CO ^ j Q LL L a rn P P f; Ol In N N N N N N N N OI Ot f` O O I� P ram- h N 0 r P n r N r N W , •" N (V N CV N CV N N .^ `-' CV fV ry f`I N N - N o a s m rn m s s m n w n v n u s v o, rn n _ �A :a la is to Io :A Io �n iA iq to Iq co iq Io w w Inn ti+ cn m, ;n %to to Ic I.�-, :o m n cn w O1 ui m Q j I 1 G O O g p :�' c1 0 U j O O p O p o 0 0 0 0 0 p 4 g O q O O O C] O Ci p CO `Ot fL U Z y In r- O P O O O O J $ 0 0 M tl o N N V,IA IJ; I' O O r- P O f/7 n i l J O q C] U • �' U O q •- O O O I O Cr o �'i O p 0 � W a � t7 r y ti w IA a A 'N-0 W S to N r- .. r In o, of od :n r O v� e; In ai o In I N :] u1 Cl LL] q u] In IO n m m If) v) In 1 O 1) M n v, In " m I m In m 1 m, m C1 ;2 S� m `` M (� (Il M ) J M ILL v ro I a v � rl ca t ` _ •' Iti G J O -! J h . :� M In `,j •._ I CI Lo O `- N Y y p � � '� ?. % cV �!! t"' f^` 'F2 O 6. �• I O J ? � � O ^ J _-: O O :? J :.J :] O O J O .1 O C- I:J J ,7 _ y c: O �?• C� r J s 11 N I I U � L L n O e• � V In Ip I`- N OI O N I•I O AI N I- W M, q N M V hn C n � O Y Gl j] r fY I"! O N to I� co Q. � � f. � •_ r. 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Coeff. Coeff. Average C Street Res. Open Land C C C CAVG (ft) (ft) (ft) (ftz) (acres) 1 A 15772 18073 1 0 1 33845 1 0.78 0.9 0.35 0.2 0.61 2A Stormdrain to be designed and detained by developers of this lot. 2B 47856 276005 12530 336391 7.72 0.9 0.35 0.2 0.42 3A 26497 90132 45573 162202 3.72 0.9 0.35 0.2 0.40 w _•;I 7 _ co r E )� E E c_ _ 0 0 E a c E o O O C ri 0 0 0 0 LL c O O 0 A\ Mn O O N V/ Q❑ o ca IL > o ooa r) Cl) ,E w � 0 a a) 0 N C O Iq 7 aJ C f0 ❑ E o to ac) 05 o E K O N U a) a) CL .L Z U O k O) O ; la O r O C U LN C !- O N to > 7 N HLL ❑ U .a) C N O ❑ > n U (7 CM 3 cN 0) O 'Q m in o m U � ° 0 O (Y N 6) O n N r C f6 4) C ry rn LL U O O LL 3 ; '� O LU U � r w OO N c ❑ v u ^ 0 n 9t N U 05 N v Cl) o N M N O) V ~ co 0) M = n v C) ov —a°� o c`oo E o (� U._ N O O 2 a > lL O � C LL ❑ E a) m () a) m V m co a) m a3 ao m o o �w E pia O O N O oco ~ L O O CO O y C o ,moo Q O 0 u) Q N N 7 m 7 Q 2 E C a) ' m Cl) r co N E .o v o E E E C coW C CC) N C V N 7 C 7 'a H E m m E ) � E m g E _ c 0 ❑ v j c � a � - _ �J O N N U r r N (O �•+ N Q m O O O U O O C _� Q LL v ^ > .0 1p V a) C> d _ E U V U co II > c 0 • co r �.N U O O 0 N � O o E > ❑ L- O N O O o O O d d U N O L a 11 4• r o U U = V C J) a 0 �•, a� a � d � - k % Cc { § § { E E 2'[ 2 / :. ._� o 0 i 0 § ■ °C3 co CD S \ « W \ 0 ° \ LU ) 2{ o co \ ( m / Ie � / igcm § , \ � co c � 0s / 002_ . £ - % § k 4 � a % / o ® 0k \# \ —0 10 t ; ot � 2 0 > ° / § � o 04 co CDCl) CN \ LO co § / ( \ \ ! _ r / coii �� < � - � t § / � _ % / 22 � � Q ) I E _ $yy r \ ] E 7q \ � F C. � � - _ - & \ \ } { { co ` \ IE -0 222 - E E E ) ) / �) E a - � m ) { \ \ § | ) E U) � @ a 2 ® ca 2 § § k \ - °LL $ cm E k I te) E � 05 k § z \ U � 2 �� 77 » % F 2 � ° e E E - �i / § 0- C \ a 0 § ° ^ ° k — o � � c � a � In c k § { : ~ E E c ° o § ) } 2 � 2 co c IL ( o r co Lu k r r c G 12 E Or m = Iu) ` . A a f \ ) / D § � # § k _# D Im ■ / U \ , / $ ${ � S ° U- ° U c IL , a k Um N 2 t \ # , / ® U ( Oi E k0 LL = o0 2 = e / 7 0 ( G o ; 2 k) / [ cc, ° \ / \ \ ) k eo = e ® - _ - - a < £ { E m § R # IE C E .0 - e { eI § E 2 ® ® r ® a « / \ \ w c ® { { le � \ . S 2 / 2 , o04 � \ § / d \ u ■ 2 , @ E o ` e 22 k \ © , / ) [ 2 L CL o \® �3 J \ f ^ \ \ ¢ / } w a 0 I � H m N i(1 Q•OI N tp N �—y d� N N r r O r r m �• 1V T I N N fNO, r O� Do U C N NV M n ONi it N m N f^•) � II U vavavomva "' oD ono�d000 - F-F E a0 W N iry O O! m eD t7 E S N R O m S oo r O OO O O O O D M U y p O y tt�11� O it;m 000 O(M•1 O O G N 'a o rn m D 1d m o n t M m M m M M E o >clo w w C E N N m N M M7 N N O t0 M� C 90 m r r O O O O �� 7 V O O tn0 m MHO � Irv^J � Zl LL U N N N N N O� O O a N O p T M M I�it O O Ob p; N A (I� N LL O m m m rn m m m W f0(O pa o'v w w r N 0 0 0 0 0 O N N mmm a�i m'm o m N M r �} l M7 3 U M tD�l M o to m m 0 0 0 0 d C III N (Q N V C O O r m D D N W r N N r _ 11.2 V C w+ o v •� � � N V o 000 0000 N N N N N N N N C1 f0 rmm � euoi in vNi _ a a a w a w w w w a� T aaaa OLO a a a a a M a a H a N I d•�v Y Y Y Y Y Y Y Y Y Y Y Y aV O O O O O O O O O O O O U zm p•' y Y Y Y Y Y Y Y Y Y Y Y Y a d U O O O O O O O O O O O O N N 0 N N N m t0 N N N N W N m r 7 •q� 4 q� I� ? N N N O W U C 3_ N O M N O C {ram m m m m m a m v m co m of W y m in m m 10 - a s o 0 0 0 0 0 0 0 0 0 0 0 fa o o 0 0 0 0 0 0 0 0 0 0 0 U) O O o 0 0 0 O o O O O O C w �l m M m M M m m m m m m m M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p m G C N N W N N W N W N N N W r. �a N W O m N N V ^ W ^ h W N W 'MOloc N f0 N 0 0 O M m C R' F N m U L � GI U A O O W O U1 u'1 i ` �a a C 0- o L m G C yU ocnnw a raa a_ a_ a a _ a, < rn v 0n e'n � m `f ni � a N m � � � m o � a N � a Q V ~ n C '� m m m m M Q aN Na N 0 N 0 a N N ¢ ¢ m N m y C C m 3 OH .� n'cim a NN a a a c0 m 0 ca ma ii a a a a a a a a a a a v a v v E N E o LL r-I TD&H Storm Drain Calculations I Project: The Crossing Phase 413-41 Detention Pond Volume Check TD& H - Engineering Bottom Top Required Pond Area Area Depth Volume Volume Check sf sf ft cf cf Pond 1A 246 635 1.5 661 469 Adequate Pond 2B 1236 3109 1.5 3259 3212 Adequate Pond 3A 546 1607 1.5 1615 1501 Adequate NOTE:Pond volumes are calculated for ponds using the Average Area Method. TD&H Storm Drain Calculations 1 Project: Baxter Meadows Phase 4B-41 (The Crossing) Detention Pond Slot Calculations TD&H Engineering IC-L-H312 = I Qpre C Width Head Qweir cfs in ft cfs Pond 1A 0.23 3.33 3/8 1.5 0.19 OK Pond 2B 1.59 3.33 2 3/4 1.5 1.40 OK Pond 3A 0..68 3.33 1 1/4 1.5 0.64 OK I From detention pond spreadsheets 'repared by:TD&H J:\2011\Bi1-079 Andy Holloran-The Crossing(Baxter V84dOta Phase 4)\DESIGN REPORT\The Crossing Design Report\New 2012 baxterph4.xls TD&H Storm Drain Calculations Project: The Crossing Phase 4B-41 Gutter Flow and Inlet Capacity Checks T D Sc H Engineering Flow from Transverse Longitudinal Water Water Condition Capacity per Notes Sub Basin Slope Slope Top Width Depth EJIW Basin Qnw ST S, W H cfs tuft ft/ft ft ft cfs 1A-1 0.9 0.03 0.007 5.2 0.156 Tangent 0.93 Standard curb 1A-2 0.3 0.03 0.007 3.4 0.103 Tangent 0.50 Standard curb 2B-1 1.6 0.03 0.007 6.4 0.193 Sag 3.29 Standard curb 26-2 1.6 0.03 0.007 6.4 0.193 Sag 3.29 Standard curb 26-3 1.1 0.03 0.007 5.6 0.168 Sag 3.29 Standard curb 2B-4 2.0 0.03 0.007 7.0 0.210 Sag 3.29 Standard curb 3A-1 1.5 0.03 0.007 6.3 0.188 Sag 3.29 Standard curb 3A-2 0.3 0.03 0.007 3.4 0.103 Sag 3.29 Standard curb 20 0.7 0.03 0.011 4.4 1 0.133 Tangent 0.73 Standard curb 21 0.3 0.03 0.011 3.3 0.098 Tangent 0.46 Standard curb 22 1.5 0.03 0.011 5.8 0.173 Tangent 1.09 Standard curb" 23 0.3 0.03 0.011 3.3 0.099 Tangent 0.47 Standard curb 25 1.8 0.03 0.007 6.8 0.203 Sag 3.29 Standard curb 26 1.6 0.03 0.007 6.4 0.193 Sag 3.29 Standard curb 28 1 1.6 1 0.03 0.005 6.8 0.204 1 Sag 3.29 1 Standard curb 29 0.9 0.03 0.005 5.6 1 0.168 Sag 3.29 Standard curb 9.5 ft.Max. NOTES 1 For runoff calculations see Drainage Subbasin Runoff Calculations-25 Year Event 2 Grate capacity equation for Tangent Conditions,Q=3.33L(H)A(3/2)Per EJIW Catalog Q Capacity(cfs) H Head(ft),Note Sag curves can pond 0.3'per COB Design Guide L 4.55 ft Tangent Length of front and upstream side L 6.02 ft Sag Length of front and two sides Note:Water does not pond over 4"use Tangent or Weir Equation for all analysis. A:Next inlet is capable of draining pass through from this inlet. 3 If slope is less than 1%use sag condition per manufacturer 4 Spread width in curb equation,T=[(Qn)/{Ku*(SX^1.67)*(SL^0.5))]^0.375 per HEC 22 4.3 Flow in curb equation,d=T*SX per HEC 22 4.3 Q flow(cfs) Ku 0.56 n 0.012 constant SX Cross Slop(ft/ft) SL Longitudinal Slope(ft/ft) T Width of flow(ft) d Depth of flow(ft) 1 OF 1 Springcreek. rep Sta Elev Sta Elev Sta Elev sta Elev Sta Elev 0 4718.47 10 4718.47 21.2 4715.27 24.8 4713.46 29.2 4714. 54 35.1 4714. 71 47.2 4717.62 57.2 4717.62 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 47.2 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan, 10 47.2 151.E 149.8 149. 5 .1 .3 CULVERT RIVER: Spring Cr. REACH: Main RS: 9.75 INPUT Description: S vaquero Crossing Distance from upstream xS = 7 Deck/Roadway width - 35 weir Coefficient = 2.6 upstream Deck/Roadway Coordinates num= 4 Sta Hi . Cord Lo cord Sta Hi cord Lo Cord Sta Hi cord Lo Cord 0 4718.66 25 4718.87 50 4719.01 60 4719.08 upstream Bridge Cross Section Data station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4718.47 10 4718.47 21.2 4715.27 24.8 4713.46 29.2 4714.54 35.1 4714.71 47.2 4717.62 57.2 4717.62 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 47.2 .04 Bank Sta: Left Right Coeff Contr. Expan. 10 47.2 .1 .3 Downstream Deck/Roadway Coordinates num= 4 sta Hi Cord Lo Cord sta Hi Cord Lo cord Sta Hi cord Lo Cord 0 4718.66 25 4718.87 50 4719.01 60 4719.08 Downstream Bridge cross section Data Station Elevation Data num= 6 Sta Elev Sta Elev sta Elev Sta Elev Sta Elev 0 4716.63 10 4716.63 30.7 4711.26 32. 7 4711.62 50 4714.87 60 4714.87 manning's n values num= 3 Sta n Val sta n Val Sta n Val 0 .04 10 .045 50 .04 Bank Sta: Left Right Coeff Contr. Expan. 10 50 , 1 .3 upstream Embankment side slope 0 horiz. to 1.0 vertical Downstream Embankment side slope - 0 horiz. to 1.0 vertical maximum allowable submergence for weir flow = .95 Page 3 Springcreek. rep Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = weir crest shape = Broad Crested Number of culverts = 1 Culvert Name shape Rise Span Culvert #3 Pipe Arch 3 4.83 FHWA Chart # 35- 18 inch corner radius; corrugated metal FHWA scale # 2 - No bevels solution Criteria = Highest U.S. EG culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss�Coef 7 135 .013 .04 .5 .7 .9 Upstream Elevation = 4712.95 Centerline Station = 25 Downstream Elevation = 4710.88 centerline Station = 30.5 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 9.7 INPUT Description: Upper Reach C.S. #3 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4716.63 10 4716.63 30.7 4711.26 32.7 4711.62 50 4714.87 60 4714.87 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 50 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 10 50 48.1 56. 5 54. 5 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 9.6 INPUT Description: Upper Reach C.S. #4 Station Elevation Data num= 8 Sta Elev Sta Elev Sta EleV Sta Elev Sta Elev 0 4716.89 10 4716.89 22.6 4712.06 24.3 4711.27 27.75 4711.06 30.45 4711.49 43 .75 4716.28 53.75 4716. 28 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 43.75 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff contr. Expan, 10 43.75 550 550 550 .1 .3 CROSS SECTION Page 4 springcreek.rep RIVER: Spring Cr. REACH: Main RS: 8.9 INPUT Description: Upper Reach C.S. #5 station Elevation Data num= 8 Sta Elev sta Elev Sta Elev Sta Elev Sta Elev 0 4710.65 10 4710.65 18 4706.8 23.75 4705.8 25.95 4705.86 27.7 4706.74 36.35 4709.33 46.35 4709.33 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 36.35 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10 36.35 50 48 50 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 8.8 INPUT Description: Upper Reach C.S. #6 station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4709.26 10 4709.16 17.9 4706.29 20.7 4705.89 24.3 4705.45 28.3 4705.94 30.1 4706.74 34.8 4708.68 44.8 4709 Manning's n values num= 3 Sta n Val Sta n val sta n Val 0 .04 10 .045 34.8 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10 34.8 109 123.15 120 .1 .3 CULVERT RIVER: spring Cr. REACH: Main RS: 8. 55 INPUT Description: C Street Crossing Distance from upstream xS = 7 Deck/Roadway width = 31 weir coefficient = 2.6 upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo cord sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 4710.25 25 4710.55 50 4710.85 Upstream Bridge Cross section Data station Elevation Data num= 9 Sta Elev sta Elev Sta Elev sta Elev Sta Elev 0 4709.26 10 4709.16 17.9 4706.29 20.7 4705 .89 24.3 4705.45 28.3 4705.94 30.1 4706. 74 34.8 4708.68 44.8 4709 Manning's n values num= 3 Sta n Val sta n Val Sta n Val 0 .04 10 .045 34.8 .04 Page 5 Springcreek. rep Bank Sta: Left Right Coeff Contr. Expan. 10 34.8 .1 .3 Downstream Deck/Roadway coordinates num= 3 Sta Hi Cord Lo Cord sta Hi Cord Lo Cord Sta Hi Cord Lo cord 0 4710.25 25 4710. 55 50 4710.85 Downstream Bridge cross section Data station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707.4 23 4705.28 23 4703.78 27 4703.78 27 4705.28 50 4707.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Coeff Contr. Expan. 23 27 .1 .3 Upstream Embankment side slope - 4oriz. to 1.0 vertical Downstream Embankment side slope = 0 .oriz. to 1.0 vertical Maximum allowable submergence for weir flow Elevation at which weir flow begins = Energy head used in spillway design Spillway height used in design weir crest shape = Broad Crested Number of culverts = 1 Culvert Name shape Rise Span Culvert #2 Pipe Arch 3 4.83 FHWA Chart # 35- 18 inch corner radius; Corrugated metal FHWA Scale # 2 - No bevels solution Criteria = Highest U.S. EG Culvert upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit LOSS coef 7 110 .013 .OQ .5 •7 .9 Upstream Elevation = 4704.9 Centerline station = 24 Downstream Elevation = 4703.26 Centerline Station = 25 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 7.8 INPUT Description: Proposed XS #2 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707.4 23 4705 .28 23 4703 .78 27 4703 .78 27 4705.28 50 4707.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Page 6 springcreek. rep Bank Sta: Left Right Lengths: left Channel Right Coeff Contr. Expan. 23 27 76 49.8 20.8 .1 . 3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 7.7 INPUT Description: Proposed XS #3 Proposed XS #3 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.9 23 4704.98 23 4703.48 27 4703.48 27 4704.98 50 4707.2 Manning's n Values num= 3 Sta n val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff contr. Expan. 23 27 107.6 49.7 45 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 7.6 INPUT Description: Proposed XS #4 station Elevation Data num= 6 sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707.2 23 4704.68 23 4703.18 27 4703.18 27 4704.68 50 4706.8 Manning's n values num= 3 Sta. n Val sta n Val sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 25 35.6 83. 5 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main Rs: 7.5 INPUT Description: Proposed XS #5 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev sta Elev Sta Elev 0 4706.8 23 4704.38 23 4702.88 27 4702 .88 27 4704.38 50 4707 Manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 19.6 50 88.6 .1 .3 Page 7 Springcreek. rep CROSS SECTION RIVER: Spring Cr, REACH: Main RS: 7.4 INPUT Description: Proposed XS #6 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707 23 4704.08 23 4702 .58 27 4702.58 27 4704.08 50 4706.5 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 151 150 148 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.9 INPUT Description: Proposed Xs #7 station Elevation Data num= 6 Sta Elev Sta Elev Sta EleV Sta Elev Sta Elev 0 4706.6 23 4703.19 23 4701.69 27 4701.69 27 4703.19 50 4706 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 55 50 83 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.8 INPUT Description: proposed xs #8 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev sta Elev Sta Elev 0 4706. 5 23 4702.89 23 4701. 39 27 4701.39 27 4702.89 50 4706.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. 23 27 65 50 33 .1 .3 CROSS SECTION Page 8 Springcreek. rep RIVER: Spring Cr. REACH: Main RS: 6.7 INPUT Description: Proposed xS #9 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707.2 23 4702.59 23 4701.09 27 4701.09 27 4702. 59 50 4706.7 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. 23 27 98 50 30 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.6 INPUT Description: Proposed xS #10 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.7 23 4702.29 23 4700.79 27 4700.79 27 4702.29 50 4706.9 manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 40 50 89 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6. 5 INPUT Description: Proposed xS #11 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.6 23 4701.99 23 4700.49 27 4700.49 27 4701.99 50 4706.2 Manning' s n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths ; Left Channel Right Coeff contr. Expan. 23 27 89 50 16 •1 •3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.4 Page 9 Springcreek.rep INPUT Description: Proposed XS #12 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4705.8 23 4701.69 23 4700.19 27 4700.19 27 4701.69 50 4705.8 Manning's n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 300 300 300 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.9 INPUT Description. Proposed xS #13 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4702.5 23 4699.9 23 4698.4 27 4698.4 27 4699.9 50 4702.5 Manning's n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff contr. Expan. 23 27 79 50 20 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.8 INPUT Description: Proposed XS #14 Station Elevation Data num= 6 Sta EleV Sta Elev Sta Elev Sta Elev Sta Elev 0 4701. 5 23 4699.6 23 4698. 1 27 4698.1 27 4699.6 50 4702. 3 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff contr. Expan. 23 27 18 50 82 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.7 INPUT Description: Proposed XS #15 Page 10 springcreek. rep station Elevation data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701. 5 23 4699.3 23 4697.8 27 4697.8 27 4699.3 50 4702 Manning's n values num= 3 Sta n val sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 19 50 86 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.6 INPUT Description: Proposed XS #16 Station Elevation Data num= 6 Sta Elev sta Elev sta Elev Sta Elev Sta EleV 0 4701.4 23 4699 23 4697. 5 27 4697.5 27 4699 50 4700.7 Manning's n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 35 50 63 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 5.5 INPUT Description: Proposed XS #17 Station Elevation Data num= 6 Sta EleV Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.4 23 4698.7 23 4697.2 27 4697.2 27 4698.7 50 4701 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 54 43.5 33 . 1 . 3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.4 INPUT Description : Proposed X5 #18 Station Elevation Data num= 6 Sta Elev Sta Elev Sta EleV Sta Elev Sta Elev 0 4701.6 23 4698.44 23 4696.94 27 4696.94 27 4698.44 Page 11 Springcreek. rep 50 4701.2 Manning's n values num= 3 Sta n val Sta n val Sta n Val 0 .04 23 .045 27 ,04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 59 43.5 28 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.35 INPUT Description: Culvert XS Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.3 23 4698.18 23 4696.68 27 4696.68 27 4698,18 50 4701.1 Manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 15 18.3 30 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 5.3 INPUT Description: Proposed xS #19 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.3 23 4698.09 23 4696.59 27 4696.59 27 4698.09 50 4701.2 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 135 135 135 .1 .3 CULVERT RIVER: Spring cr. REACH: Main RS: 4.85 INPUT Description: N vaquero Crossing Distance from Upstream xS = 7 Deck/Roadway width = 35 weir Coefficient = 2 .6 upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Page 12 springcreek. rep 0 4701.19 25 4701.4 50 4701.81 upstream Bridge Cross section Data Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.3 23 4698.09 23 4696.59 27 4696.59 27 4698.09 50 4701.2 Manning's n values num= 3 sta n val sta n Val sta n val 0 .04 23 .045 27 .04 Bank sta: Left Right coeff Contr. Expan. 23 27 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 4701.19 25 4701.4 50 4701.81 Downstream Bridge Cross section Data station Elevation Data num= 6 Sta Elev sta Elev sta Elev Sta Elev Sta Elev 0 4701 23 4697.22 23 4695.72 27 4695.72 27 4697.22 50 4699.2 Manning's n values num= 3 Sta n Val Sta n Val sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Coeff Contr. Expan. 23 27 .1 .3 upstream Embankment side slope - 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design - spillway height used in design weir crest shape = Broad crested Number of Culverts = 1 Culvert Name shape Rise span Culvert #1 Pipe Arch 3 4.83 FHWA chart # 35- 18 inch corner radius; Corrugated metal FHWA Scale # 2 - No bevels solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss coef Exit Loss Coef 7 120 .013 .04 . 5 •7 .9 upstream Elevation = 4696.05 centerline station = 25 Downstream Elevation = 4695.33 Centerline Station = 25 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 4.8 Page 13 springcreek. rep INPUT Description: Proposed xS #21 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev sta EleV Sta Elev 0 4701 23 4697.22 23 4695.72 27 4695.72 27 4697.22 50 4699.2 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right lengths: Left Channel Right Coeff Contr. Expan. 23 27 77 49 23 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 4,7 INPUT Description: Proposed XS #22 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4700.6 23 4696.88 23 4695.38 27 4695.38 27 4696.88 SO 4700.1 Manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 23 .045 27 .04 Bank Sta: left Right Lengths: Left Channel Right Coeff contr. Expan. 23 27 135 144 146 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 3.9 INPUT Description: Proposed Xs #23 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4699.2 23 4696.01 23 4694.51 27 4694. 51 27 4696.01 50 4698.1 Manning' s n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right lengths: Left Channel Right Coeff Contr. Expan . 23 27 63 48 33 .1 . 3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 3.8 INPUT Description: Proposed xS #24 Station Elevation Data num= 6 Page 14 Springcreek.rep Sta Elev Sta Elev sta Elev Sta Elev Sta Elev 0 4698.2 23 4695.72 23 4694.22 27 4694.22 27 4695.72 50 4697. 5 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr, Expan. 23 27 44 48 49 •3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 3.7 INPUT Description: Proposed xS #25 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev sta Elev Sta Elev 0 4697. 5 23 4695.43 23 4693.93 27 4693.93 27 4695.43 50 4697 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 10 10 10 .1 .3 SUMMARY OF MANNING'S N VALUES River:Spring Cr. Reach River Sta. nl n2 n3 Main 9.9 .04 .045 .04 Main 9.8 .04 .045 .04 Main 9.75 Culvert Main 9.7 .04 .045 .04 Main 9.6 .04 .045 .04 Main 8.9 .04 .045 .04 Main 8.8 .04 .045 .04 Main 8. 55 culvert Main 7.8 .04 .045 .04 Main 7.7 .04 .045 .04 Main 7.6 .04 .045 .04 Main 7. 5 .04 .045 .04 Main 7.4 .04 .045 .04 Main 6.9 .04 .045 .04 Main 6. 8 .04 .045 .04 Main 6. 7 .04 .045 .04 Main 6. 6 .04 .045 .04 Main 6. 5 .04 .045 .04 Main 6.4 .04 .045 .04 Main 5.9 .04 .045 .04 Main 5.8 .04 .045 .04 Main 5.7 .04 .045 .04 Main 5 .6 .04 .045 .04 Main 5 . 5 .04 .045 .04 Page 15 Springcreek. rep Main 5.4 .04 .045 .04 Main 5.35 .04 .045 .04 Main 5.3 .04 .045 .04 Main 4.85 Culvert Main 4.8 .04 .045 .04 Main 4.7 .04 .045 .04 Main 3.9 .04 .045 .04 Main 3.8 .04 .045 .04 Main 3.7 .04 .045 .04 SUMMARY OF REACH LENGTHS River: spring Cr. Reach River sta. Left channel Right Main 9.9 92.7 95.8 95.4 Main 9.8 151.6 149.8 149.5 Main 9.75 Culvert Main 9.7 48.1 56. 5 54.5 Main 9.6 550 550 550 Main 8.9 50 48 50 Main 8.8 109 123.15 120 Main 8.55 Culvert Main 7.8 76 49.8 20.8 main 7.7 107.6 49.7 45 Main 7.6 25 35.6 83.5 Main 7.5 19.6 50 88.6 Main 7.4 151 150 148 Main 6.9 55 50 83 Main 6.8 65 50 33 Main 6.7 98 50 30 Main 6.6 40 50 89 Main 6. 5 89 50 16 Main 6.4 300 300 300 Main 5.9 79 50 20 Main 5.8 18 50 82 Main 5.7 19 50 86 Main 5.6 35 50 63 Main 5.5 54 43.5 33 Main 5.4 59 43.5 28 Main 5.35 15 18. 3 30 Main 5.3 135 135 135 Main 4.85 Culvert Main 4.8 77 49 23 Main 4.7 135 144 146 Main 3.9 63 48 33 Main 3.8 44 48 49 Main 3.7 10 10 10 SUMMARY Or CONTRACTION AND EXPANSION COEFFICIENTS River: Spring Cr. Reach River Sta. Contr. Expan. Main 9.9 . 1 .3 Page 16 spri ngc reek.rep Main 9.8 .1 .3 Main 9.75 culvert Main 9.7 .1 •3 Main 9.6 .1 .3 Main 8.9 .1 •3 Main 8.8 .1 .3 Main 8.55 culvert Main 7.8 .1 .3 Main 7.7 .1 . 3 Main 7.6 .1 .3 Main 7. 5 .1 •3 Main 7.4 .1 •3 Main 6.9 .1 .3 Main 6.8 I .3 Main 6.7 .1 .3 Mai n 6.6 Z .3 Main 6.5 .1 .3 Main 6.4 .1 .3 Main 5.9 .1 .3 Main 5.8 Z •3 Main 5.7 .1 .3 Main 5.6 .1 .3 Main 5.5 .1 .3 Main 5.4 .1 .3 Main 5.35 .1 .3 Main 5.3 .1 .3 Main 4.85 culvert Main 4.8 Z •3 Main 4.7 .1 .3 Main 3.9 Z .3 Main 3.8 .1 .3 Main 3.7 Z •3 Page 17 Plan:111 Spring Cr, Main IRS:4.85 Culy Group: Culvert 01 Profile:PF 2 0 Culy Group(efs)� 51.00 Culy Full Len(ft) i 120.001 _. .... t.,.__ #Barrels 1 i Culy Vel US(t y ) i 5.33 0 Barrel(cis) ! 51.00 Cuv Vel DS(fVs 5.33 �. 4700.39 Culy Inv Ek Up(ft) 4696.05 i W.S. US.(ft) 4700.37 Culy Inv E€D_n(ft) 4695.33� E.G.DS(ft) 4698.39 Culy Frctn Ls(ft} _ 1.31 W.S.DS(ft) 4698.26 Culy Exit Loss(ft) _0.38 j Delta EG(ft)y_ 2.00 CuIv Entr Loss(ft) Delta WS(ft) 2.11 0 Weir(cfs) _ E.G.IC(ft) 1 4699.17 Weir Sta Lft(ft) E.G.OC(ft} 470039 Weir Sta R t(ft) Culvert Control Outlet Weir Submerg Culv WS Inlet(ft) 4699.05 Weir Max Depth(R) _Cult'WS Outlet(ft) 4698.33 Weir Avg Depth(ft) _ f Culv_Nml Depth(ft) Weir Flow Area(sq ft) _!T Culv Crt Depth(ft} 1.99 Min El Weir Flow(ft) 4701.21 D. _.. Min �� . - Plan: 111 Spring Cr, Main RS: 8.55 Culv Group: Culvert#2 Profile:PF 2 #Ba_llv rre_Isroup(cfs) - 51,01 !_CulvVeIIUS(ftls) 5.85 __ - ^ - _ _ 1, 0 V I DS ftfs 5.33 Q Barrel(cfs).._..•_.,-_. _ 5 0-.•�CuIV e ( ) E.G. US. (ft) 4708.37 Culv Inv EI Up(ft) -4704.90 W.S.US.(ft) 4708.35 Culv Inv El Dn(ft) _4703.26 -----..-._.__. �._.... Y_._—_.. .. _. .. E.G. DS ft) 4706.40 Culv Frctn Ls(ft) _ 1.30 W.S.DS(ft) 4706.28- Culv Exit Loss(ft) 0.30 _.....-.-.__.._-... _ _-�_._.... Delta EG(ft) 1.97 ! Culv Entr Loss(ft}J 0.37 Delta WS(ft)....... 2.06 Q Weir(cfs) (Ft) E.G. IC - . _- ^ 4708.00 , Weir Sta Lft(ft) E.G.OC(ft) -- 4708.37 Weir Sta Rgt(ft)� i culvert Control Outlet Weir Submerg _ Culv_WS Inlet(ft) 4707.47 Weir Max Depth(ft) CulvWS Outlet(ft) 4706.26 Weir Avg Depth(ft) Culv Nml Depth(ft) _ 2.45 Weir Flow Area(sq ft) j Culy Crt Depth(ft) 1,99 Min EI Weir Flower 4710.26 Plan: 111 Spring Cr. Main IRS:9.75 Culv Group: Culvert#3 Profile:PF 2 Q CUIV Group(cfs) 51.00 1 Culv Full Len(ft) #Barrels CUIV Vel US(ft/S) 6.07 Q-Barrel(cfs) CuIv Vel DS(ft/s) 6.11 E.G.US,(ft) 4716.29 Culv Inv El Up(ft) 4712.85 W.S.us.(R) 4716.25 Culv Inv El Dn(ft) 4710,881 E.G.DS(ft) 4713.47 Culv Frctn Ls(ft) -........... W.S.DS(ft) 4713.37 Culv Exit Loss(ft) 0.44 Delta EG Cu1v-Entr Loss(1t) 0,40.j Delta WS(ft) 2.88 Q Weir(cfs) E.G. IC(ft) 4715.95 Weir Sta Lft(R) E.G.OC(ft) 4716.20 Weir Sta Rg.(ft) Culvert Control Outlet Weir-Su-bm-erg-- , Culv WS Inlet(R) 4711.31 Weir Max Depth(ft) CuIv WS Outlet(ft) --471 Weir Avg Depth(ft) Culv NmI Depth(it) I 2.46 Weir Flow Area(sq ft) 1.99 Min El Weir Flow(ft)Culv Crt Depth(ft) 4718.67 HEC-RAS PIIA.111 Rwer Spring Cr. Reach;kla,n Nof,I a 0 To(a I MinChEl W.S.E-IW" Cri(W.S, E.G.&;-T-E.G Slop¢ i Vet Chni C14Rtl1 ,-Frovde#Chl qlllt (14 fl) ......... 38 6 55: G., loll Main 316010, 4714061 4718.84 47 4717.33 za WA W 2 sloo 4714.46 13 4717.7011 0,030022 -yyG,07 041 T54, Main 99 PF 1 30001 471 417115, - 4 4. 471660i 0004236. 20 . 17 18,1b Main I" 'PF 2 I 6160 4713,40 4716. W 25: 471 . 47 1 UND 1502 1 5!� 32 Uli' 23 7X 0 23*! Main 9.75 II ISAY 1 071 -T-, 6 J 4 7 11: 2271 f - I it .inMain 471 I.N' 47 1&0 4712.75. 47 13.4? 0,-60633i 2 4i jj Main 9.6 FW- .18 44 Om()34481� Woo 471 1,W. 4 i 12,1? 737 16 51-00: 471148' 4712.38 4712.30 4712.82, 213 960' 11 14 PF 1 3600, 4706.Q 4707.601 47D7.7$ O.00J788 216 SG71 Main 0.2 PF2 61.00 70 4709':W. 4707.10 47OC43 0.00117ii 29:32 18.47. 0.20 Main 8.8 - PF I 4705,451. Go! 7011-5a 4707,64 0.001380 1.48! 24.30, 17,911 0.22i 10 1311 21. 4 ain 6.8 iPF 2 51�001� 05.41 4700.35 9 4708.37 0,0007, ---------- cwvcrt Main 7,8 iPF1 3G.00 4 47 470G.t4s 0.005877 2,29 1G1 20. C35 Main 7.B PF2 510 r 0 41 4700.201 4706,40 0.005712 &11 2092 26.76, 0135 4705V 0,005247 2. 10,02 Y. I --.. .. . -.Main 7 3600 4103.40i 4?05 21,53 0.33 51 47014181 4700.04! .004812 2161; 2 2757 033 2 _1�06.13 0 64 Main 7,6 IPF I )i 4?03-1ol 4705,41 470553 0 000753-1 -,2;1 14 18 8752 PF2 4705.81 -6.66697 2 2002 2401 Main 7.6 -11 _!!oLt 47OS468,1 Main 78 PF 1 3G.00 4?QWZ- 4705.17r 4 2.90- 14. 7.5 2 61.00 4702. 41 47"1 0. 311 20,42 2336 0.35 Main 4 47JO .6D 4704.00 0-oO5856 1.021 14.40 17.76 0.35 Mein 7.4 P' -00 4705.2G 0.005769 3.2�3r .4 Mahn------- 7.4. �11.It 4704AI 0 00510 V al $1. 6.9 PF 4 .06 1IT2 21.00 Main 9 F -�,-O 0 4704.3a, 4704.48 0.664gi 3.01 r 0.32 ;Main S..8 �PF 1 0i -4-703.-80- 0,006425� 2.4! 14J3 16 4 :Main 6.8 PF2 61.00 4701 4704.0 47014..201 0'005090 14! 10.971, 19.42- 0.34 63 IRIF I 791 00 4703.4 4703.60. 0005701 Main 5.7 51.00 4701.66 4703.8a 4703 04 0005559 t 170LI? 1330 00050271 0.361 3121 $3,411 12 94 030. P 1 ( . Main ME 51.00 4700.79 4703.40 41703.6! .0050211 39 1&03 is 117 03G ri6 0�Main 45 so 4700.4 4702.04 .98 0.0111,214 13,101 12.9m ...... 36 Lot, - ...... 0-3 Main �615 51�00"i '4-7-0,3-1 PF2 3.5 17AS 0 00213 336�, )3i,l -114ti --.xi� 4700 ii 4702.5 4702.611 4jOOAO 4702A O.Wliiii! 3 irs 17 3(4,; 1640 9 3000, 4096 44Y. 4700.051 t • 4700.19 0 3.111 1143: 037 Maln 59 IPF2 $too 46W .� 4701.00 0.005758. 3,221 20.071 22.67: 0.30: . , 4698,11* 47COAl 0.00SO60.1 3 00* 1498, 10 Ito 3G.00 JS 47 .PF2 51-001 46�-;01 47 4700-82 0.004146;. 2,7D. 23 77 27�55 3006 4700.00 00 307 14 4ij 37, 036' . ..•!� 0 3 700.65 0.0030511 1 0261 Mein 67 W i 2AS 20V. 28221 Main :5 6 PF 1 1 36001 4697 SO 4099.791 409ll89.! 0.005052'• .4 ;P 46,97 5 0' ;.i(*s," 47*4 S3 o W;ib�d i.77, n ii 1: 3e 0 1 D to: Main :56 F2 51 m M- •55 ;PF 1 50.00! 409120 480WEl i 4009.03, 0.005105, 2.06 01,10, 19.37� 033 Main i6s 'PI-2 S I�6': �16ii 26 47oO 414 0.001026 co, 41.02! 36.24• Q W Men !.4 �PF 1 36 6� 4 �B • .6sv-4 1. 00".01", 287, I s 3� 1155* 0 33 n it 601; 41 0; 0 14' 2 4605,94! 4746 44 01 209 1&2i 30: am 15.36 -PF i W oo,: 4695,Ce; A609.yj '4 1644 4?co.i 0.00050r, 1 51.82 2 61 OW 469G 68 476o 39. 31.00 011 Reach _ �) _ A I I I River Cr Reach:Main omu tn. i SPIw3 � (Ca Profile ' O�otal A4n Ch EI ws.Elev CnI W-3 E.G.EIev Ifs•E.G Biope_ VoI cIW alV llq�i ,_TO�WeNh i FroaOsMCln .knem ..�55_ _ OF Id 38- GW50,. 4t70903. 460704 A0004;t2t. O iOs' lNs)I�10` .t5.•14 b3.21 .....(Ig3725T�--•- O.tt. MsF1 3 P 2 S.00, 090.50 3 69&. 39, r ! ElAom4.884.B !PF t 38.00i 4000.721 460790' 4608.11 0008f5r14.321 17, 0.304G98.26 4098. 0.00"0", 3.27I f0.Tf1. 22.45 0.30: . ._. .... .-..__._AB�_._.,,..PF2 __ 8tA0 469572. - — .._�: ...__»f . ._._ E __'. �_— ._ --- •---4 _--- _- 3.21. 13.27 14.48 0.37! 4097.01, 0 0060f7 i........._.. —..�..._�.. _... —. MNn +„ -,. Pj IPf Y ���, 4895.JBi 4697.00. 4G90.07; 0 007578' 308� , -58.97 -.__.-. 17.00_-_--, .•-.0:41: IM i _1 3800 160A.613_ .40696 70t—— —�_ _: 4 »` ..._..._.. Main 3.0 !'f t t i800:91� 0 304i 54.G0 18.f> 0.35 Main 3.7 2 y 51.0C 4G94.51� 4691,54: j 4697.58. 0.00,-_170k f.9G'. 33.01 31:8_5I_ I, 1 :Main 3A PF 1 ji •f to�:' 489i1b7�- 4000,00 0.004 205� _S_7.4b_—_22.00 0.36, Main 3.8 PF2 a', + u .. 4601.51% -_- a007�52— OOOOT f 37� 48.�8�_ 43.0 _-�-• 0.13; !PF S c,�. 4003,ppyy 4fi9b.45; 4005� a080.50 0.0023�4i 2 04 0.231 Main !37 ''''^ �P'F�2 '�' fA:00i 4 97A8 409308!— i097.50 0000308 A.03I 87.f0 49.8 0091 Spring Cr. Plan: Plan 01 6/1912007 Geom:Proposed ditch RS=9.9 Upper Reach C.S.Ill .04 .04 4721 47204---- EGPF2 4719-li EG PF I— WS PF 2 0 4718 Crit PF 2 WS PF I > 4717 Crit PF 1 4716 Ground If 4715 i Sant$1, 4714 10 20 30 40 50 Station(ft) Spring Cr, Plan:Plan 01 6/19/2007 Geom:Proposed ditch IRS=9,8 Upper Reach C.S.fl2 .04 -.04- �045 4719 Legend 4718 EGPF2 WS PF 2 4717 WS PF I 0 4716 Crit PF 2 a) Lu 4715 t Cril PF I Ground • 4714 Bank Sta 4713.. 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9 75 CuIv S Vaquero Crossing _04- .045 .04 4720.. Legend 47191 EG'PF­2 4718 _WS PF 2 4717 EG PF I CHI PF 2 4716 t ............s............................._............... WS PF I ...................... ID 4715 Crit PF I 4714 i Ground 4713,= Bank Sla 4712 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9.75 Culy S Vaquero Crossing 04 045.. t q i 47205 - Leyend l EGPF2 . 4718 I: .............- EG PF 1 t WS PF 2 47161 `f WSPF1 f Crit PF 2 Crit PF 1 4712- 1 �"'ri ` Ground •.'.:: I • r'�s;s Bank'St. 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9.7 Upper Reach C.S.#3 �4.._4717 I 04 __.:.._ .., .045 _ - ,� .. -.OA r Legend ,_ ................... 4716- EG PF 2 WS PF 2 4715 _..... EG PF 1 o WS PF 1 4714 Crit PF 2 w .. ......... 4713r. 3.•.r Ground Bank Sla 4712 4711 . 0 16 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9,6 Upper Reach C.S.#4 .045 - -.p•1 �' 4717.- i Le-getld i 4716 EG PF 2 EG PF 1 4715 i WS PF 2 ; x � a Grit PF 2 4714 > WS PF 1 v W 4713; N•_.. Grit PF 1 ; Ground 4712 Bank Sla 4711 0 10 20 30 40 50 60 Station(fl) d Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=8.9 Upper Reach C.S.115 4711 Legend i • - - - EG;F21j 4710 - _� WSPF2 i { 4709? I EG PF 1 C ............ - WS PF 1 4708 ................... .................. ..�...... Crit PF 2 w 4707 Ground t Bank Sta 4706 4705 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=8,8 Upper Reach C.S.#6 .04 4710 Legend EG PF 2 4709 WS PF 2 4708 c __......... WS PF 1 o ��Sf s q 4 pt�� �` :✓/ Crit PF 2 w 4707 Crit PF 1 i Ground— 4706 ? icf)Z F, • I !- Bank Sta i i. 4705 ,- •- i •-� 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Pr000sed ditch RS=8.55 Culy C Street Crossing Lode n--- -� end - _.... --. 4710 ', EGPF2 WS PF 2 i 4709 ..._.. .... .. EG PF 1 l 4708 _.......-'_.....:...........•....................-.........../ 1. o WS PF _ +, --- .......... r __ .... t a' Ci F2 '4707 , 1 t P i r cr+t PF 1 4706 Ground ' �it • 4705 1 Bank Sta ! 4704 40 50 1 0 10 20 30 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=8.55 Culv C Street Crossing .04- .04 4712 Legend -------------- -7....... PF 2 4710 WSPF2 EGPFI 4708 o • WS PF I ...................................................... ................. ... ....... ........ > Crit PF 2 uj -0 . 4706 Crit PF 1 Ground 4704 0 Bank Sta 4702- 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=7.8 Proposed XS#2 ,04- 045 .04 4707 STLegend 4707 C E 470651 ...............................................f........................................ WS PF 2 .................. ........................................................................ EG PF I Z'4706.0 C 4705.5 WS PF I Ground 4705.01 • Bank Sta 4704.5 470401 4703.51 0 10 20 30 40 50 Station(h) Spring Cr. Plan; Plan 01 6/19/2007 Geom:Proposed ditch RS=7.7 Proposed XS fi3 .04 .045 04 4707.5 Legend 4707.0 EG PF 4706 5 WS PF 2 ......................... ....................... 4706 01 .................... 4705 5 WS PF I .2 M > 47050 Ground Lu • 4704 5 Bank Sta 4704 0 4703 5 4703 0 0 10 20 30 40 50 Station(fo Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=7.6 Proposed X$#4 ;!: .045 04 47085 i Legend EG PF 2 47071 -• WS PF 2 EG PF 1 4706 •..................................., .__...... WS PF 1 e�ii� - Ground w 4705 Bank Sta LL 3 4704 , I 4703: 0 10 20 30 40 J0 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=7.5 Proposed XS#5 4707 Legend ' EGPF2 47061 �--- WS PF 2 ..�.. J ................ EG PF 1 4705 WS PF 1 Ground w 4704 f • t Bank Sta 4703 4702 0 10 20 30 40 50 Station(fl) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=7.4 Proposed XS f16 04 .04 4707 --- i Legend EG PF 2 4706 WS PF 2 -- • —- 4705-' _ —_-. - o } ` WSPF1 Ground ul 4704 i t Bank Sta 4703 4702 U 1:0 20 30 40 50 Station(II) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.9 Proposed XS#7 4707� Legend 4706 EGPF2 WSPF2 4705 EG PF I ................................... ....................................... 0 .......... ..........................................— WS PF I 4704 Ground w 0 4703 Bank Sta 4702 4701 i .......... — 0 10 20 30 40 50 Station(ft) Spring Cr, Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.8 Proposed XS#8 1` .04 A 4707 'T.045'T Leg*nd 417065� E 6 PF 2 WS PF 2 4705- ............. ..................................... WS PF I ........... 0 ...................... 4704- . ............................................ - Ground LU • 4103. Bank St. 47021 4701 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.7 Proposed XS#9 .04 .045-=,k .04 4708 Legon 47071 EGPF2 4706 WS PF 2 EGPF1 47051 WS PF I 4704 Ground .......... 4703 i Bank Sta 4702-- 4701' 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=6.6 Proposed XS#10 4707 Legend 4706 EG PF 2 WS PF 2 4705 ; .........- EGPF 1 4704 ........................... .. WS PF 1 ........tii............. ......._ .I .... ■ �. 47031 j C' od Lu 47021 �_68rtk Sla d 4701 4700 0 10 20 30 40 50 Station(4) Spring Cr, Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.5 Proposed XS#11 (� 04 - %}; .045 ;j .04------ _..- ----r' I l,. 4707 Legend 4706� EG PF 2 WS PF 2 4705 EG PF 1 4704 WS PF 1 a 4703 ................................................... Ground w • u �•.. Bank Sla 4702 47011 i 47001 0 10 20 30 40 50 Station(f1) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.4 Proposed XS#12 .045 i;. -._ 04 4706• l Legend f / I 4705 EG PF 2 ' $! WS PF 2 -- ......... 4704 = EG PF 1 I j I WSPF1 4703.1 ............................. ............... Ground w W....................................... s 4702, Bank Sla 4701 'v 4700 -- - - — 0 10 20 30 40 50 Station(A) Spring Cr. Plan: Plan 01 6/19/2007 Geom-Proposed ditch RS=5.6 Proposed XS,116 r 04.. .OAS >^ - -.04 >{ A702 Legend ........,a...-- EG PF 2 47o1-i EG PF 1 i 4700 WS PF 1 ........ ........ Ground Bank Sta 4698 4697---..-.... ..--..,_.. ---r- 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.5 Proposed XS#17 .04 - --- :1 .OAS .;c... - -.04-...._.,...... ;{ 41U Legend EG PF 2 4701 / WS PF 2 I- ,`` EG PF 1 c WS PF 1 r, 0/ Ground 4699 •m c „_ . 'p � �� �r'��r�a�, w Bank Sta 4698 4697 i 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom;Proposed ditch RS=5.4 Proposed XS#18 .04 -- 045 ;;: - 04 4701 �1 _ . . {, _ Legend a.- 4701 EG PF 2 _... ....._ WS PF 2 4700. EG PF 1 i o PF 1 4699 Ground w o 4698, 6ank Sta 4697 . 3 4696 0 10 20 30 40 50 Station(fq Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=5.35 Culvert XS 4702` - (--Logend 4701, EG PF 2 WS PF 2 4700' 1 EG PF 1 V � a 4639 ...... ..;.v................... i WS PF 1 m - 'N*Ns. Ground w • 4698 I Bank Sta J 4697 r yam; 4696E 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=5.3 Proposed XS#19 - 04 - 045 %T - -.04 4702 - �L•gend 4701.1 EG PF 2 WS PF 2 4700 _ � EG PF 1 4699 - - ..._..._... ............... _ WSPF1 Cri1 PF 2 w 4698; Crit PF 1 a Ground 4697- £ • ' Bank Sta 0 _10 20 30 40 50 Station(f1) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=4.85 CA N Vaquero Crossing A4 .'+ ,045 - U4 4702 4701 EG PF 2 — F--- INS PF 2 4700 .........................................................a....._...................................... � EG PF 1 0 WS PF 1 4699 i ......... ! ... .... w / Crit PF 2 UJ 4698 �^ Grit PF 1 i Ground 4697 • Bank Sta 4696 0 10 20 30 40 50 Station(f1) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=4.85 Culy N Vaquero Crossing 4702 ---- Legend 4701 EG PF 2 WS PF 2 4700 EG PF I 4699 WS PF 1 o ................... ....................................„,.......... i Cril PF 2 w 4698 w iI Cril PF 1 4697 '— Ground 4696 `` Bank Sla 4696 0 10 20 30 40 50 Station(fl) Spring Cr, Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=4.8 Proposed XS#21 I�.._ On -z .045 :� --- _.. .... _..-.04- 47011 Legend ' EG PF 2 4700• r-.-- WS PF 2 E.W.4699 EG PF 1 x WSPF1 0 4698 .........._.................... .. ........... ......................_. Ground T w BankSla 46971 ` a�.••�trn 46964695 t 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS-4.7 Proposed XS 822 )c 04 — 045• 04 4701 . Legend 4700 � I EG PF 2 WS PF 2 4699 i EG PF 1 i WSPF1 ° 4698 •-. - I—_9.._.._. ro I Ground -j Z uz:`* • w 4697 f Bank Sta 4696 4695 0 10 20 30 40 50 Station(it) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=3.9 Proposed XS#23 4700 .04 ;: .045 ;.;.. - .04 - � -- I Legend^� 4699+ EG PF 2 j WS PF 2 4698 ............... EG PF 1 ......... WS PF 1 ` Ground lL i 4696 • Bank Sta 4695 1 1' i , 4694 i• -,,,... .. - .. r - 0 10 20 30 40 50 Station(It) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch IRS=3.8 Proposed XS#24 �1 ...._.. .04 .045 + .04 - 4699 Legend .............,.... EG PF 2 \4 WS PF 2 4697 .EG PF 1_ o ......_;Z........................................................................,._...._. I WS PF 1 �— °' 46961 t Ground w Bank Sta 4695 s 4694 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=3-7 Proposed XS 1125 --.04 < .045 .04 4697 5 4\ l 1 Legend 4697.0 -- '�/'�: EG PF 2 469651 _ WS PF 2 4696.0' .._ _ ! EG PF 1 4695 5 WS PF 1 n' .' Crit PF 2 w 46950 Grit PF 1 46945 Ground 4694 0 Bank Sta 46935 _ 0 10 20 30 40 50 Station(tt) 1 N b L O co � �Y i 1 1� w �' U Q M �. 9.Y'�;..•. 66 ........_. .-dc.i LO t., N ,......:. -- - L 6 CD CD G� <F n co 991 0- o L'L c fS J m 69 N 8 9 c N 9'9 0- CO " h C:, 65 85 L5 0 LV 8£ o N O O 0) 0) (4)UOIJena13 Springcreek• rep HEC-RAS version 4.0 Beta U.S. Army Corp of Engineers Hydrologic Engineering center 609 Second Street Davis, California x x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx PROJECT DATA / Project Title: spring Cr. Project File : springcreek.prj Run Date and Time: 6/20/2007 10:07:23 AM Project in English units PLAN DATA Plan Title: Plan 04 Plan File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\springcreek.p04 Geometry Title: Proposed ditch Geometry File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\Springcreek.g03 Flow Title 25 yr flow Flow File C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Springcreek.f01 Plan summary Information: Number of: cross sections = 30 Multiple openings = 0 Culverts = 3 Inline Structures = 0 Bridges — 0 Lateral Structures = 0 computational information Water surface calculation tolerance = 0.01 critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 computation Options critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction slope Method: Average Conveyance computational Flow Regime: Mixed Flow Page 1 springcreek.rep FLOW DATA Flow Title: 25 yr flow Flow File : C:\Documents and Settings\h1RM\My Documents\HEC Data\HEC-RAS\Springcreek.f01 Flow Data (cfs) River Reach RS PF 1 PF 2 spring Cr. Main 9.9 36 51 Boundary conditions River Reach Profile Upstream Downstream Spring Cr. Main PF 1 Normal S = 0.014 Known WS = 4696.45 spring cr. Main PF 2 Normal s = 0.014 Known WS = 4697.49 GEOMETRY DATA Geometry Title: Proposed ditch Geometry File : C:\Documents and Settings\MRM\My Documents\HEC Data\HEC-RAS\Unsteady Examples\Springcreek.g03 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 9.9 INPUT Description: Upper Reach C.S. #1 station Elevation Data num= 7 Sta EleV Sta Elev Sta Elev Sta Elev Sta Elev 0 4720.15 10 4720.15 20 4716 22. 5 4714.86 25 . 5 4717.78 39.8 4718.77 49.8 4718.77 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 25.5 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. 10 25. 5 92.7 95.8 95 .4 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 9.8 INPUT Description: Upper Reach C.S. #2 Station Elevation Data num= 8 Page 2 Springcreek.rep Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4718.47 10 4718.47 21.2 4715.27 24.8 4713.46 29.2 4714.54 35.1 4714.71 47.2 4717.62 57.2 4717.62 manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 10 .045 47.2 .04 Bank Sta: Deft Right Lengths: Left Channel Right coeff Contr, Expan. 10 47.2 151.6 149.8 149.5 .1 .3 CULVERT RIVER: spring Cr. REACH: Main RS: 9.75 INPUT Description: s vaquero crossing Distance from Upstream Xs = 7 Deck/Roadway width = 35 weir Coefficient = 2.6 upstream Deck/Roadway Coordinates num= 4 sta Hi cord Lo cord sta Hi Cord Lo cord Sta Hi cord Lo cord 0 4718.66 25 4718.87 50 4719.01 60 4719.08 upstream Bridge Cross Section Data station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4718.47 10 4718.47 21.2 4715.27 24.8 4713.46 29.2 4714.54 35.1 4714.71 47.2 4717.62 57.2 4717.62 manning's n values num= 3 Sta n Val Sta n Val sta n Val 0 .04 10 .045 47.2 .04 Bank Sta: Left Right coeff Contr, Expan. 10 47.2 .1 .3 Downstream Deck/Roadway coordinates num= 4 Sta Hi Cord Lo cord Sta Hi cord Lo Cord sta Hi Cord Lo cord 0 4718.66 25 4718.87 50 4719.01 60 4719.08 Downstream Bridge Cross Section Data Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4716.63 10 4716.63 30.7 4711.26 32.7 4711.62 50 4714.87 60 4714.87 manning's n values num= 3 Sta n Val Sta n Val Sta n val 0 .04 10 .045 50 .04 Bank Sta: Left Right coeff Contr. Expan. 10 50 . 1 . 3 upstream Embankment side slope - 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir Flow = .95 Page 3 springcreek. rep Elevation at which weir flow begins = Energy head used in spillway design = spillway height used in design = weir crest shape = Broad crested Number of Culverts = 1 culvert Name shape Rise span Culvert #3 Pipe Arch 1.875 3.06 FHWA chart # 35- 18 inch corner radius; corrugated metal FHWA Scale # 2 - No bevels Solution Criteria = Highest U.S. EG culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance LOSS Coef Exit Loss Coef 7 135 .013 .013 0 .7 .9 Upstream Elevation = 4713.35 Centerline Station = 25 Downstream Elevation = 4711.38 Centerline station = 30.5 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 9.7 INPUT Description: Upper Reach C.S. #3 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4716.63 10 4716.63 30.7 4711.26 32.7 4711.62 50 4714.87 60 4714.87 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 50 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff contr. Expan. 10 50 48.1 56. 5 54. 5 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 9.6 INPUT Description: Upper Reach C.S. #4 station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4716.89 10 4716.89 22.6 4712.06 24.3 4711.27 27.75 4711.06 30.45 4711.49 43 . 75 4716.28 53 .75 4716.28 manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 43 .75 .04 Bank Sta- Left Right Lengths: Left Channel Right Coeff Contr. Expan. 10 43. 75 550 550 550 .1 .3 CROSS SECTION Page 4 Springcreek. rep RIVER: spring Cr. REACH: Main RS: 8.9 INPUT Description: Upper Reach C.S. #5 Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4710.65 10 4710.65 18 4706.8 23.75 4705.8 25 .95 4705.86 27.7 4706.74 36.35 4709.33 46.35 4709.33 Manning's n Values num= 3 Sta n Val sta n Val Sta n Val 0 .04 10 .045 36.35 .04 Bank Sta: Left Right Lengths: Left channel Right coeff contr. Expan. 10 36.35 50 48 50 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 8.8 INPUT Description: Upper Reach C.S. #6 station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4709.26 10 4709.16 17.9 4706.29 20.7 4705.89 24.3 4705.45 28.3 4705.94 30.1 4706.74 34.8 4708.68 44.8 4709 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 10 .045 34.8 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff contr. Expan. 10 34.8 109 123.15 120 .1 .3 CULVERT RIVER: Spring Cr. REACH: Main RS: 8.55 INPUT Description: c street crossing Distance from upstream xs = 7 Deck/Roadway width - 31 weir coefficient = 2.6 upstream Deck/Roadway Coordinates num= 3 Sta Hi cord Lo cord Sta Hi cord Lo cord sta Hi cord Lo Cord 0 4710.25 25 4710. 55 50 4710.85 upstream Bridge cross section Data station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev sta Elev sta Elev 0 4709. 26 10 4709.16 17.9 4706.29 20.7 470S .89 24.3 4705.45 28. 3 4705.94 30. 1 4706.74 34.8 4708.68 44.8 4709 Manning's n values num= 3 sta n Val sta n Val Sta n Val 0 .04 10 .045 34.8 .04 Page 5 Springcreek. rep Bank Sta: Left Right coeff Contr. Expan. 10 34.8 .1 .3 Downstream Deck/Roadway coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi cord Lo Cord sta Hi Cord Lo Cord 0 4710.25 25 4710.55 50 .4710,85 Downstream Bridge Cross Section Data station Elevation Data num= 6 Sta Elev Sta Elev sta EIeV Sta EIeV Sta Elev 0 4707.4 23 4705.28 23 4703.78 27 4703.78 27 4705.28 50 4707.4 manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Coeff Contr. Expan. 23 27 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = spillway height used in design Weir crest shape = Broad crested Number of culverts = 1 Culvert Name shape Rise Span culvert #2 Pipe Arch 1.875 3.06 FHWA chart # 35- 18 inch corner radius; corrugated metal FHWA scale # 2 - No bevels Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 7 110 .013 .013 .7 .9 Upstream Elevation = 4705.4 Centerline Station = 24 Downstream Elevation = 4703 , 76 Centerline Station = 25 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 7.8 INPUT Description: Proposed XS #2 Station Elevation Data num= 6 Sta Elev Sta Elev SLa Elev Sta Elev Sta Elev 0 4707.4 23 4705 .28 23 4703.78 27 4703 .78 27 4705 .28 50 4707.4 manning's n Values num= 3 Sta n Val Sta n Val sta n Val 0 .04 2.3 .045 27 .04 Page 6 springcreek. rep Bank Sta: Left Right Lengths: Left channel Rigght Coeff Contr. Expan. 23 27 76 49.8 20.8 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 7.7 INPUT Description: Proposed xs #3 Proposed Xs #3 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.9 23 4704.98 23 4703.48 27 4703.48 27 4704.98 50 4707.2 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 107.6 49.7 45 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 7.6 INPUT Description: Proposed XS #4 station Elevation Data num= 6 Sta Elev Sta Elev sta Elev Sta Elev sta Elev 0 4707.2 23 4704.68 23 4703 .18 27 4703.18 27 4704.68 50 4706.8 Manning's n values num= 3 sta n Val sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Rigght Coeff contr. Expan. 23 27 25 35 .6 83.5 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 7.5 INPUT Description: Proposed XS #5 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.8 23 4704.38 23 4702 .88 27 4702.88 27 4704. 38 50 4707 Manning's n values num= 3 sta n Val sta n val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 19.6 50 88.6 .1 •3 Page 7 springcreek. rep CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 7.4 INPUT Description: Proposed xs #6 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4707 23 4704.08 23 4702.58 27 4702.58 27 4704.08 50 4706.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 151 150 148 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.9 INPUT Description: Proposed xS #7 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.6 23 4703.19 23 4701.69 27 4701.69 27 4703.19 50 4706 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 55 50 83 . 1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 6.8 INPUT Description: Proposed xs #8 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706. 5 23 4702.89 23 4701.39 27 4701.39 27 4702.89 50 4706.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff contr. Expan. 23 27 65 50 33 .1 .3 CROSS SECTION Page 8 Springcreek.rep RIVER: Spring Cr. REACH: Main RS: 6.7 INPUT Description: Proposed XS #9 station Elevation Data num= 6 Sta Elev sta Elev sta Elev Sta Elev Sta Elev 0 4707.2 23 4702. 59 23 4701.09 27 4701.09 27 4702.59 50 4706.7 Manning's n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 98 50 30 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.6 INPUT Description: Proposed XS #10 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4706.7 23 4702.29 23 4700.79 27 4700.79 27 4702.29 50 4706.9 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 40 50 89 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 6.5 INPUT Description: Proposed XS #11 Station Elevation Data num= 6 Sta Elev Sta Elev sta Elev sta Elev sta Elev 0 4706.6 23 4701.99 23 4700.49 27 4700.49 27 4701.99 50 4706.2 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 sank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 89 50 16 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 6.4 Page 9 Springcreek. rep INPUT Description: Proposed XS #12 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta ElEV 0 4705.8 23 4701.69 23 4700.19 27 4700.19 27 4701.69 50 4705.8 Manning's n values num= 3 Sta n Val sta n val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. 23 27 300 300 300 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.9 INPUT Description: Proposed xS #13 station Elevation Data num= 6 Sta EleV Sta Elev Sta Elev Sta Elev Sta Elev 0 4702.5 23 4699.9 23 4698.4 27 4698.4 27 4699.9 50 4702. 5 Manning's n values num= 3 sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 79 50 20 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.8 INPUT Description: Proposed XS #14 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.5 23 4699.6 23 4698.1 27 4698.1 27 4699.6 50 4702.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths : Left Channel Right Coeff Contr. Expan. 23 27 18 50 82 .1 . 3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5 . 7 INPUT Description: Proposed xs #15 Page 10 spri ngcreek. rep station Elevation Data num= 6 Sta El eV Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.5 23 4699.3 23 4697.8 27 4697.8 27 4699.3 50 4702 Manning's n values num= 3 Sta n val Sta n Val sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 19 50 86 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.6 INPUT Description: Proposed XS #16 Station Elevation Data num= 6 sta Elev sta Elev Sta Elev sta Elev Sta Elev 0 4701.4 23 4699 23 4697.5 27 4697.5 27 4699 50 4700.7 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 23 27 35 50 63 .1 •3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.5 INPUT Description: Proposed XS #17 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.4 23 4698.7 23 4697.2 27 4697.2 27 4698.7 50 4701 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 54 43.5 33 .1 •3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 5 .4 INPUT Description: Proposed XS #18 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.6 23 4698.44 23 4696.94 27 4696.94 27 4698.44 Page 11 springcreek.rep 50 4701.2 Manning's n values num= 3 Sta n val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff contr. Expan. 23 27 59 43. 5 28 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.35 INPUT Description: Culvert xS Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.3 23 4698.18 23 4696.68 27 4696.68 27 4698.18 50 4701.1 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 15 18.3 30 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 5.3 INPUT Description: Proposed xS #19 station Elevation Data num= 6 Sta Elev Sta Elev Sta EleV Sta Elev Sta Elev 0 4701.3 23 4698.09 23 4696. 59 27 4696. 59 27 4698.09 50 4701.2 Manning's n values num= 3 Sta n Val Sta n val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff contr. Expan. 23 27 135 135 135 .1 .3 CULVERT RIVER: Spring Cr. REACH: Main RS: 4.85 INPUT Description: N vaquero Crossing Distance from Upstream xS = 7 Deck/Roadway width - 35 weir Coefficient = 2.6 upstream Deck/Roadway Coordinates num= 3 Sta Hi cord Lo Cord Sta Hi Cord Lo cord Sta Hi cord Lo Cord Page 12 springcreek.rep 0 4701.19 25 4701.4 50 4701.81 Upstream Bridge cross Section Data station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701.3 23 4698.09 23 4696. 59 27 4696.59 27 4698.09 50 4701.2 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Coeff Contr. Expan. 23 27 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi cord Lo Cord 0 4701.19 25 4701.4 50 4701.81 Downstream Bridge Cross section Data Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4701 23 4697.22 23 4695.72 27 4695.72 27 4697.22 50 4699.2 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Coeff Contr. Expan. 23 27 .1 .3 Upstream Embankment side slope - 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design - weir crest shape = Broad crested Number of Culverts = 1 culvert Name shape Rise span culvert #1 Pipe Arch 1.875 3 .06 FHWA Chart # 35-- 18 inch corner radius; Corrugated metal FHWA Scale # 2 - No bevels solution criteria = Highest U.S. a. culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 7 120 .013 .013 0 •7 .9 Upstream Elevation = 4696. 55 Centerline station = 25 Downstream Elevation = 4695. 83 centerline station = 25 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 4.8 Page 13 Springcreek.rep INPUT Description: Proposed xs #21 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev sta Elev 0 4701 23 4697.22 23 4695.72 27 469S. 72 27 4697.22 50 4699.2 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 77 49 23 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 4.7 INPUT Description: Proposed xS #22 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4700.6 23 4696.88 23 4695.38 27 4695.38 27 4696.88 50 4700.1 manning's n values num= 3 Sta n Val sta n val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left channel Right Coeff contr. Expan. 23 27 135 144 146 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 3.9 INPUT Description: Proposed xs #23 station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4699.2 23 4696.01 23 4694. 51 27 4694. 51 27 4696.01 50 4698. 1 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr, Expan. 23 27 63 48 33 .1 .3 CROSS SECTION RIVER: spring Cr. REACH: Main RS: 3 .8 INPUT Description: Proposed xS #24 Station Elevation Data num= 6 Page 14 Springcreek. rep Sta Elev sta Elev Sta Elev Sta Elev Sta Elev 0 4698.2 23 4695.72 23 4694.22 27 4694.22 27 4695.72 50 4697.5 Manning's n values num= 3 Sta n Val sta n Val sta n val ✓ 0 .04 23 .045 27 .04 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 23 27 44 48 49 .1 .3 CROSS SECTION RIVER: Spring Cr. REACH: Main RS: 3.7 INPUT Description: Proposed xs #25 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4697.5 23 4695.43 23 4693.93 27 4693.93 27 4695.43 50 4697 Manning's n Values num= 3 Sta n Val Sta n Val sta n Val 0 .04 23 .045 27 .04 Bank Sta: Left Right Lengths: Left channel Right Coeff contr. Expan. 23 27 10 10 10 .1 .3 SUMMARY OF MANNING'S N VALUES River:Spring Cr. Reach River Sta. n1 n2 n3 Main 9.9 .04 .045 .04 Main 9.8 .04 .045 .04 Main 9. 75 Culvert Main 9.7 .04 .045 .04 Main 9.6 .04 .045 .04 Main 8.9 .04 .045 .04 Main 8.8 .04 .045 .04 Main 8.55 Culvert Main 7.8 .04 .045 .04 Main 7. 7 .04 .045 .04 Main 7.6 .04 .045 .04 Main 7.5 .04 .045 .04 Main 7.4 .04 .045 .04 Main 6.9 .04 .045 .04 Main 6.8 .04 .045 .04 Main 6.7 .04 .045 .04 Main 6.6 .04 .045 .04 Main 6. 5 .04 .045 .04 Main 6.4 .04 .045 .04 Main 5.9 .04 .045 .04 Main 5.8 .04 .045 .04 Main 5 .7 .04 .045 .04 Main 5.6 .04 .045 .04 Main 5.5 .04 .045 .04 Page 15 springcreek.rep Main 5.4 .04 .045 .04 Main 5.35 .04 .045 .04 Main 5.3 .04 .045 .04 Main 4.85 Culvert Main 4.8 .04 .045 .04 Main 4.7 .04 .045 .04 Main 3.9 .04 .045 .04 Main 3.8 .04 .045 .04 Main 3.7 .04 .045 .04 SUMMARY OF REACH LENGTHS River: spring Cr. Reach River Sta. Left Channel Right Main 9.9 92.7 95.8 95.4 Main 9.8 151.6 149.8 149.5 Main 9.75 Culvert Main 9.7 48.1 56. 5 54.5 Main 9.6 550 550 550 Main 8.9 50 48 50 Main 8.8 109 123.15 120 Main 8.55 culvert Main 7.8 76 49.8 20.8 Main 7.7 107.6 49.7 45 Main 7.6 25 35.6 83.5 Main 7.5 19.6 50 88.6 Main 7.4 151 150 148 Main 6.9 55 50 83 Main 6.8 65 50 33 Main 6.7 98 50 30 Main 6.6 40 50 89 Main 6.5 89 50 16 Main 6.4 300 300 300 Main 5.9 79 50 20 Main 5.8 18 50 82 Main 5.7 19 50 86 Main 5.6 35 50 63 Main 5. 5 54 43. 5 33 Main 5 .4 59 43. 5 28 Main 5. 35 15 18. 3 30 Main 5.3 135 135 135 Main 4.85 Culvert Main 4.8 77 49 23 Main 4. 7 135 144 146 Main 3.9 63 48 33 Main 3.8 44 48 49 Main 3.7 10 10 10 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Spring Cr. Reach River Sta. Contr. Expan. Main 9.9 Page 16 5pringcreek. rep Main 9.8 .1 .3 Main 9.75 culvert Main 9.7 .1 .3 Main 9.6 .1 .3 Main 8.9 .1 .3 Main 8.8 .1 .3 Main 8. 55 culvert Main 7.8 .1 . 3 Main 7.7 .1 . 3 Main 7.6 .1 . 3 Main 7.5 .1 . 3 Main 7.4 .1 .3 Main 6.9 .1 . 3 Main 6.8 .1 .3 Main 6.7 .1 .3 Main 6.6 .1 . 3 Main 6.5 .1 . 3 Main 6.4 .1 . 3 Main 5.9 .1 . 3 Main 5.8 .1 . 3 Main 5.7 .1 . 3 Main 5.6 .1 . 3 Main 5.5 Main 5.4 .1 .3 Main 5.35 .1 .3 Main 5.3 .1 .3 Main 4.85 culvert Main 4.8 .1 .3 Main 4.7 .1 . 3 Main 3.9 .1 . 3 Main 3.8 . 1 . 3 Main 3.7 . 1 . 3 Page 17 Ifn N K O>.W Q G r O 10 GU 175 ; d' n rn to'00 U pO p ��Yy cn N E] N O 00 ?y O I N 7 �l ai v I ' n c v o rn fo(pp G ^I Cl) '�V M N M f 1 I 'CO 3 tp W N Na N N _6co OD O O LL n n n n O On v,a v a v v iW ' .�'tc)! .�.Cf. t^o�M l U tp ap � � th LJ � D 7 � 00 W: tD N q in o v a v v v c Ld c �pU � N O f rr a rjN! .- N, .-.N' LL!U- IL tL .11 11. a,a c a, a a r t t t r t v•w a s w N >, >1 > >.> > > � 5'c5, i� t/o'� �ci :3 r n ti N m co c m rn M q D V N Diu f C. w W. N�.•l0 to N. N HEC-RAS Plan:i I I Rivet.SE O each.Alain mW.S. ow ree op --&, s-. E.a.6. E.G.E.Slope MnM",CoCA U, Cal W (c(s) ...... -PF 1 t 38.00 4714 er'r 4711384 471684 4717.3.3 0.037656* 54^ 11401 2 01.00 4714.8, 4710 17 4717 12 4718.2'j 0.004325 277 19.231 16,42; 0.38: 15 -- • 1 111 91' . 0 87 41..16.�i ir � 473A & - in ,a8 2 stoo 471346 4718.23 4715.10 471823r0.000075 053 10OIft -41-1-36-1 Main �9.75 to? pp 1 41. ain 3600 4711.26 4713.11 471256 4713.10 0 05,13, 2 Z5 1591 1 1 r,, •main ;;F 61,00, 4711.26 4713 38 4712.75. 4713.47 0.005280 246 20.73 1951 0,42- 9.6 30.0) 47il,06 4712.1(, 4712 Ifi 4712.54 0.035061 4 91; . ;PF 1- 7.32. 998. -101• Main 90 ip!2 51.60' W711.06* 4712.i? 4712 31 4712rml. 0033738: fii 34. 11.12. 1,02, Main 89 38.00* 4705 FM; 4 708 64' 47049", 4708.66. 0.00057.2 1,084 33.34� 19.6, 0.W ,Mm3-18 0.07, n g PF 2 51.00 470K(k� 4 470716 4716.29 0.000 111 0, 813 s So 3600 'Moil' --ite 4705 45 4708r631 4706.50* 4700.64 1 079. 2 V�3 :8.8 .6 . 4 44.00 @in PF 2 fill 0: i�i 4e 4710 28�' _q.000 48: 0.51, 111.04 iMon 17.8 pp 1 30.001 4703.70 4706 14 0 OM71 2.00: 15,12t 20191 a iil, 470640 0 005712 3 17 2092 25,76- 0.35 61,00i 4703.18. 47062S.. 4705,87 0.006247 2 86r Nai;;W j.f -�'j 36.00 4703 4j 4705 77 16,01 21,S3* 0.33*: F2 51.0c 4703.48 4706�04 p _1706AI 0.004812' 2,95. 2206. 27J57 0.33. Imam !7.0 PF 1 36.00 4703.18 ..4.705 41 4705.63 0.006663 314 14 18', 18.52 FMam 470$,CS 470561: 00mol. iii 01 0.36 ill) PF 2 S1.00, q*1118 3,27r 20 ............. Ww" 476-88 200 0.35! T 4 ioom6i '3.i7* 20.49: 23,31� 0.3ii" 117F 51,00: 47.02 88 3i.YO: 4702�58 4704.87 4704.",* O.OVOSSS 3,02 14 Op. !7.4 17.7-5 0.35 M!k! 61. 0, 4702,56� 47q.,�4 323 1000 22,4f _ ­ ...9 oo� 11.4 4701.69; ; 4704.06 --Z7704:17,1 17.00� 0.33 :Main 49. PF2 1 61.00 4701.69 004M, 3.01, 2122 21.611 Mnin ;.-PF 38001 4701.30 6 4703.86. 0.009425. 298. 14.43i 16.29 0 W PF 2 51.00 701,39 4704.00; iiikd O.WiOg9 3.14' 19.42 0.34' • 6,8 Mina 0.36� 6.7 PF I XW 4701.09 4?03,48 4703,00t 0,0067114. 3 07; 13701 1338 100 134 PF 2 51.00: 470109 470380' 4703.04 0 OM53 3.30 181631: 16.03. 0.35 Main .PF-1 36.0 4 4703 16 4703.30' 010 153 � : 31k1 'main 6A PF 2 $1.00 470070 4703:48 47016i 0.6654i5 3,ig' 1 .0.36: Main 83 A PF 1 3600 4700D. 4102 04 4702:9T 0006289 3 IA, 13 112: 12.84 037 : Ma. �65 PF? 51.00 4700.*4 0­ -4703 14 470324 0.0t)(102 3.49 17.40' 1600 0.30, 3600. 4700 19 470251 470265 0 006455 321 13.09 11322 031. ,culn 64 PF 2 6 60! 4704,10* 470720 470715 0,022045 5.53 10.33•* 110 62' 0.67 Main j5h PF 1 30-00 460a 40 4700 6A 17msc 0,005846- 3.02• 14-15C. il'os 0.35 'Man 5 4 Pr 5100. 4698r40 4701.% 410160 0 OWES 176. 37.17 3345 017 SA Pi.I 36 OD. 4619 1 1 0 47001.44- 1 470 54' 0 OOdfi30 2 73 16,7Z 2140 0.31, td,,,n 53 PF 2 51.00 460810 4701_53 4701.S5, 0,000581 125 52 4347, 0.12. PF 1 36.04 46iid A700.26 4100.31 0.003505 245, 18 64' 2226 0.28 "Main 57 Pr 5100- 4691'j0� 4701 V, 001,5i 6'000367: 105 01 44� 4987 016! 'Mai, 50 PF I 36 00, 407 io, 4709r'17' 410T20 DOW05 I M• 26 36: 30 VAI 019 M.., so P;:2 5100 469760 470151 4701.61 0 WO 141.1 070 0424 5000 U.DO MJIti 5.6 PF 1 3600 460720 4700 W 4701)d 0009134 1-56 2082, 2991 0,10. Win '65 •PF 2 5100 469120 4701.50. 470151 0030126 067 4857. 60.00. 0 54 PF 1 3600 4696.94 4700.07 470000 0000802 1.36 3313 20,37 0 14 ;m" 54 PF 2 5100 4C,96.94 4701,50 4701.50 0 000 113 066 9030• 4025 005 : • :Ma,r, 4100 66 0006494 1.13� 324t 0 lli� PF 1 36.00 469668 4700 04 Man 5,35 Pit 2 51.00 460B 611 470149 4701,5.0, 0 000079 07, 102 19. SO GO 0,05 HECAAS Platt:111 River.Spdng Cr R Acb:Main(C-NIUWJ .......... Reach River Ste , Profile O Total Wm'6h 6- WS E.lev Cdl W.S. E 0 E*-w- E.G.Slop* Vol ChAl F*wAtem icy dth F(Ouds 0 Chi 7 (CIS) (11) (no (sq Ift) Qq :$Al :PF 1 3'6" "6 4700.0 0.00044;0 -00: jNaln 15.3 W 2 f 51.00:1 469669, 4701.49, 4698.69: 4701. 0000025 0.57. 103.41 5000, 00S main rCli 5 Main C8 PF 1 36, 4SK2i 4697,04. 4698:111 � 6 151, .0111 44132* 117.62: : 1608.20 Main 1 2 i6.0S-421 ---'�-PF 1-' 3000 4695,38� 4607 57; 4691.8l' 0,000617: 3.21 13,271 imam .4 61 00 4606.38 4697,00, 469 8.07� 0007578. 3.06 16,97 17.66 O.i I Main :.3.9 .PF I X00 4004.511. 4695 79: 469691 0.005952 3.04 14 GO: 18,18 035' Main tISI PF 2 51.00, 4694.51 4697.64 4691.58 0001104. 1.96 33 41: 31451 9,20 Main ZIS PF 1 30.00: 4804.22. 469SAT 460660. 0(VA332. 265, 17.45: 22,9U, 030 MNe 38 Tr 2 51.001 4694.22 4607.61! 4697.52 0.000740 1 3-1 4 0,49; 4365 0.13 Matn_J 3-7 pp 1 30 00! 469393 41096.45� 469529 I600 0 0.002356 2.04; 23,40, 3028 013 1AUin 37 PF 2 51,00d 46316 46TW, a695.98 460.30- 0 OW (193 67.15, 4089 0.09 ' Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=9.9 Upper Reach C.S.#1 4721 Legend 4720 EG PF 2 -WS PF 2 4719 EG PF 1 A 4718 Crit PF 2 0 ................... ». WS PF 1 w 4717 Crit PF 1 4716 Ground 4715. Bank St, 4714- 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9.8 Upper Reach C.S.#2 < 04 _.-.._...045 =: .04- 4719 Legend I WS PF 2 ........ j 4717 EG PF 1 ! c WSPFI 4716 Crit PF 2 eu 4715_ ;;>;r Crit PF i 4714 Ground h� Qank 3ta 4713 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS 9.75 Culy S Vaquero Crossing .04 -. .045 .04 4720 Legend I ................_: 4719 __ -. r _.. EG PF 2 1 �_...--...»..».M......... _. . .....__....__- _ —..»»_— _. WS PF 2 , 4 718 ; -.... ......... --e EG PF 1 c 4717 ' Crit PF 2 0 m ayi4716 ........................................................... ...... WS PF w •_ Crit PF 1 4 715 r � Ground I e 4714 Bank Sla 4713 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9.75 Cuiv 8 Vaquero Crossing -- ----- .04- .04 .045 4720 Legend EG PF 1 4718 Crit'PF2 .................. EG PF 2 4716' Grit PF I ....... .....................................U 4714 ................................ WS,PF 2 .............. ............ WSPFI Ground 4712 i i *Bank Sta 4710 ij 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/1912007 Geom:Proposed ditch RS=9.7 Upper Reach C.S.#3 .04 .045 .04 471i , Legend ................ 4716 EGPF2 WS PF 2 .................. 4715-: EG PF 1 0 4714 WS PF I Crit PF 2 .................. ..... ....... w .......... ......... 4713-. Grit PF I Ground 4712 Bank St. 4711 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=9.6 Upper Reach C.S.04 04 .045 .04 4717. Legend 4716 EG PF 2 EG PF 1 4715 WS PF 2 Crit PF 2 0 4714 > WS PF 1 4713- Grit PF 1 • Ground 4712 Bank Sla 4711 o 10 20 30 40 50 60 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=8.9 Upper Reach C.S.#5 .04 47111 Legend 4 EG PF 2 4710( WS PF 2 4709 EG PF 1 c a WSPF ! 4708 Crit PF 2 w Crll PF 1 4707 Ground 4706; Bank Sta 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=8.8 Upper Reach C.S.#6 .04 - — 045 _.-. ;-: .04 4711 Leg6ild EG PF 2 4710 t WS PF 2 4709• EG PF 1 c i I WSPF1 ° 4708 m I Crit PF 2 w , r" Crit PF 1 4707 i Ground 4706 a p Bank Sla 4705; 0 10 20 30 40 50 Slalion(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed Wch RS=8.55 Culy C Street Crossing .04 .045 04 4711 Legend -- --- t EG PF 2 4710 WS PF 2 4709 — --` ' EG PF 1 G \ Crit PF 2 4706 _—_--- > WS PF 1 w - ...-— Cril PF 1 4707 _ Ground 4706 Bank Sta Y 4705 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=8,55 Cufv C Street Crossing 04 - - .._. __..- ;? .045 :_.; ---.04 .............._.._.- ;1 4711 Legend 47111 EG PF 2 �i703 I' Wm x 4708 EG PF 1 A m 4707 ' f_ Cril PF 2 ............ ......__......._...........,..................... Crit PF 1 w 4706 ---� '' WS PF 1 4705 Ground s ,Y • 4704 a. Bank Sta 4703 - 0 10 20 30 40 50 Station(ft) Spring Cr, Plan: Plan 01 6/19/2007 Geom;Proposed ditch RS=7.8 Proposed XS#2 .04 .045 a=a .04 4707.5 Legend 4707.0 EG PF 2 4706.5 _ WS PF 2 4706.0- ... = .:..... EG PF t WSPF1 4705.5•-' --.— �° = Ground w 4705.0 1 • =ar Bank Ste 4704.5- 4704.0 4703.5 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=7.7 Proposed XS#3 .04 .045 .04 4707,5 Legend 4707 0 EG PF 2 4706.5 WS PF 2 ..................... ,.... .......,......_.......: ........................._.._._.-_ 4706-0 ................. ................. ..................................... EG PF 1 x _ 0 47055 WS PF 1 a 4705.0 Ground w 4704.5 Bank Sta 4704.0 4703.5 47030 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom;Proposed ditch RS=7.6 Proposed XS#4 4 .04 045 4! .04 4708 j Legend i EG PF 2 4707-'. WS PF 2 j i EG PF 1 4706 .......................................... .............................................. WS PF 1 ................................................................ Ground 4705 Bank Sta 4704 47031-- — --—----- 0 10 20 30 40 so Station(ft) Spring Cr. Plan:Plan 01 6119/2007 Georn:Proposed ditch RS=7.5 Proposed X8#5 .04 .045, 04 4707 Legend EG PF 2 4706 WS PF 2 .............................................. ............................................ . ........... ............................................. ...... EG PF 1 S�PF I Ground Bank Sta 4703 4702 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=7.4 Proposed XS#6 .04 .045 t < 04 4707 Legend EG PF 2 4706 WSPF2 ................ ...........- ....... EGPF1 4705 ............... 0 WS PF 1 > Ground to 4704 Bank Sta 4703 4702-- 0 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=6.9 Proposed XS 47 — •04 —..._ 045 04_........ 4707 Legend 4706 EG PF 2 WS F 2 4705 EG PF 1 C WS PF I 4704 ---7el. mow.. r Ground 4703 • Bank Sta 4702, 4701 0 10 20 30 40 50 Station(It) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=6.8 Proposed XS#8 04 . .., a= .045 < .04 4707 legend 4706, EG PF 2 WS PF 2 ............... 4705. EG PF 1 c WS PF 1 4704 --r-- .. K 1 Ground w • 4703• Bank Sta 4702 4701 0 10 20 40 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=6 7 Proposed XS#9 .04 .045 .04 470E r-yend 4707 r CG PF 2 WS PF 2 4706 .. ................ EG PF 1 0 4705 _ WS PF 1 'w 4704 -- Ground ---- .. Bank Sta 4703 4702 4701 - 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.6 Proposed XS#10 t .04... r:- 045 -e--- ..._ — 04 -- 4707 Legend 4706 EG PF 2 4705? WS PF 2 .................. EG PF 1 4704? WS PF 1 0 a 4703; ...tip .' 3.YY Groundua y • Bank Sta 4702 i 47014700 a}`:• 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.5 Proposed XS#11 '.04........................— 045 -- 04 4707; Legend ............. 4706 EG PF 2 WS PF 2 4705 EG PF 1 c 4704- $ WS PF 1 4703 Ground i Bank Ste 4702 4701 4700 - 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=6.4 Proposed XS#12 A4 .045 .04 4706• j■ Legend 4705 EG PF 2 EG PF 1 4704 WS PF o WS PF 2 4 703 e Crit PF 2 m 4702 Ground Bank Sta 4701 4700 0 10 20 30 40 50 Station(it) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.9 Proposed XS#13 4703' Legend EG PF 2 4702 WS PF 2 - ............... EG PF 1 4701 o ----- — WS PF 1 i Ground m 4700' Bank Sta i 4699 1-1 4698 - 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.8 Proposed XS#14 .04 .045 < - .04 4703 Legend EG PF 2 4702 + WS PF 2 r. ....... .......... 4701 EG PF 1 o WSPF1 _ ........................................................... Ground 4 w 4700 A ! Bank Sta 'a 4699 . r 4698 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.7 Proposed XS f#15 04 .045 04 4702 Legend EG PF 2 4701 WS PF 2 _ .................................... ................... .. .............. EGPF1 4700 - o WS PF 1 > Ground w 4699 Bank Sta 4698 4697 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.6 Proposed XS#16 4702• Legend EGPF2 4701 WS PF 2 4700 -'r x a, s a._ *w� rYos r• EG PF 1 • p •-nor; al WS PF 1 Ground w 4699` • Bank Sta 4698 i 4697- *. _. __,...-- ..:.. 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.5 Proposed XS#17 04 - .045 :1: - .04 4702 Legend EG PF 2 4701 WS PF 2 EG PF 1 4700 ,,t y "v a 7 hit T WS PF 1 Ground �y Bank Sta 4698 Q. 4697•` 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=5.4 Proposed XS#18 .04 .045 < 04 4702 Legend 4701 EG PF 2 WS PF 2 ............. 1 4700 t ` EG PF 1 \ WSPF1 4699 \ — -- > Ground to w 4698• Bank Sta 4697 4696- .. _ 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=5.35 Culvert X$ 4702; Leyeu<I 4701.1 EG PF 2 c — WS PF 2 - ................ 4700 EG PF 1 i WS PF I 4699 Ground 4698- Sta i 4697 46960 ... _,. - _.... - 10 20 30 40 50 Station(ft) Spring Cr. Plan:Plan 01 6/19/2007 Geom:Proposed ditch RS=5.3 Proposed XS#19 .04 .045 :5., ... _ .04 4702 Lngcnd 4701 ' EG PF 2 WS PF 2 4700 ' aw , - EG PF 1 o } WS PF 1 4699> Ik Crit PF 2 w - ' 4698- Grit PF 1 t� `s Ground • 4697: ?. Bank Sta 4696: 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch IRS=4.85 Culv N Vaquero Crossing .04 .045 .04 4702- Legend 4701 - ' EG PF 2 WS PF 2 4700' EG PF 1 x o WS PF 1 4699 \` > �`. �._ Cril PF 2 A . W 4698 � Grit PF 1 Ground 4697 • Bank Sta 4696 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=4.85 CuIv N Vaquero Crossing 04 .045 .04 47024, Legend ............. ......... ............. .......... 4701 EGPF� 4700 WS PF ........... EG PF 4699, ............................................................................................................... WS Pr I 4698, Crit PF 2 Crit PF I 4697 j Ground 4696- Bank:Sta 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=4,8 Proposed XS 421 .04 .045 .04 4701 Legend 4700_m EG PF 2 WSPF2 4699 EGPF1 ....................... ....................... I 4628 WS PF I ................................................................ 1 Ground *k Ste 46.97 Ban 4696 4695 0 10 20 30 40 so Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=4.7 Proposed XS f122 .04 < .045 .04 4701 Legend 4700 EG PF 2 WS PF 2 4699 EG PF I 0 WS PF I 4698 ....... ........... Ground 4697- Bank Sta 4696- 4695 0 10 20 lu 4i1 50 Station(ft) Spring Cr. Plan; Plan 01 6/19/2007 Geom:Proposed ditch RS=3.9 Proposed XS#23 4700i Leyend 4699 EG PF 2 WS PF 2 4698 EG PF 1 x ' o WS PF 1 4697 _—• -- da:- Ground _ • w 4696 Bank Sta '1695 4694�..--+••-•--r--�--r--•-- - -- - ---- .._, .._._�_....-�_.... 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=3.8 Proposed XS#24 .04 - .045 -: .04 4699i Legend EG PF 2 4696 WSPF2 EGPF1 4697 o .... WS PF 1 dGround w 4696 Bank Ia 4695 } 4694 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 01 6/19/2007 Geom:Proposed ditch RS=3.7 Proposed XS q25 04 045 .04 A697.5 ...... Legend 46970. EG PF 2 i ..,...... 4696.5 WS PF 2 4696 0 . �.� EG PF 1 C i 0 WS PF 1 4695 5, _ �• Crit PF 2 w 4695.0 Crit PF 1 ■ 4694 5 Ground • 4694 0 Bank Sta 4693.5 - 0 10 20 30 40 50 Station(ft) `i a CL f 0, e /§E / R = ; . . .. . -\ � ® i a' � \\ \S � m . \ : / 2 § [ � E ^ 1--- : ! ( a. 3 : ^§ 2 E § I . e . any 6 o ) . CL 7 W Lo [ 7 . . . . . . . . \ . . o ) ) k uqJ q�3 Lf) tn (1) q o a p C) It r > 5 U co ro 00 N N N n f0 1p /0 U n r W 'CO. r co}: N r'O l0 � Cf O IU C! p of o;o LL •a �r v r:N r U n ro rn ►w. s o W' N O N r 0> w rN O 0) a v to LL CL N 1` E: ocC. 75 W U ' m O N Ala c- LL'LL LL a:LL a �j 4 > > > > U U U v� rn rn of m o� oo a a � U U a 1 CURRENT DATE: 06-20-2007 FILE DATE: 06-20-2007 CURRENT TIME : 09 :24 :46 FILE NAME : SPRING �I FHWA CULVERT ANALYSIS HY-8 , VERSION 6 . 1 - C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE I. 1 4693 . 93 4692 . 81 150 . 00 1 RCPA 3 . 65 2 . 22 . 012 CONVENTIONAL 2 3 4 5 6 -UMMARY OF CULVERT FLOWS (cfs) FILE: SPRING DATE : 06-20--2007 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4693 . 93 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4694 . 64 5. 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4694 . 98 10 .2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4695 . 31 15 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4695 . 63 20 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4695 . 97 25 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4696 . 33 30 . 6 0 . 0 0 . 0' 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4696 . 70 35 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4696 . 73 36 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4697 . 56 45 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4698 . 04 51 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 0 . 00 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : SPRING DATE : 06-20-2007 HEAD FT.FAD TOTAL FLOW FLOW ELEV (ft) ERROR (ft) vi3OW (c"f_s) E'RROR (cfs) ERROR 4693 . 93 0 . 000 0 . 00 0 . 00 0 . 00 4694 . 64 0 . 000 5 . .10 0 . 00 0 . 00 4694 . 98 0 . 000 10 .20 0 . 00 0 . 00 4695 . 31 0 . 000 15 . 30 0 . 00 0 . 00 4695 . 63 0 . 000 20 . 40 0 . 00 0 . 00 4695 . 97 0 . 000 25 . 50 0 . 00 0 . 00 4696 . 33 0 . 000 30 . 60 0 . 00 0. 00 4696 . 70 0 . 000 .35 . 70 0 . 00 0 . 00 4696 . 73 0 . 000 36 . 00 0 . 00 0 . 00 469'1 . `36 0 . 000 45 . 90 0 . 00 0 . 00 4698 . 04 0 . 000 51 . 00 0 . 00 0 . 00 " > TO ,ERANC`R (TMt) - 0 . 01.0 <2> TOI,FRANCE (o) = 1 . 000 2 CURRENT DATE: 06-20-2007 FILE DATE: 06-20-2007 ' RRENT TIME: 09 : 24 :46 FILE NAME: SPRING PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 65 (ft) BY 2 . 22 (ft) ) RCPA DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4693 . 93 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 -0 . 79 0 . 00 0 . 00 5 . 10 4694 . 64 0 . 71 0 . 71 1-S2n 0 . 41 0 . 51 0 . 31 -0 . 28 7 . 06 2 . 21 10 . 20 4694 . 98 1 . 05 1 . 05 1-S2n 0 . 58 0 . 74 0 . 58 -0 . 04 6 . 09 2 . 72 15 . 30 4695 , 31 1 . 38 1 . 38 1-S2n 0 . 73 0 . 93 0 . 63 0 . 14 8 . 22 3 . 06 20 .40 4695 . 63 1 . 70 1 . 70 1-S2n 0 . 87 1 . 10 0 . 80 0 . 29 8 . 25 3 . 32 25 . 50 4695 . 97 2 . 04 2 . 04 1-S2n 0 . 99 1 . 25 1 . 00 0 . 43 7 . 99 3 . 53 30 . 60 4696 . 33 2 .40 2 .40 5-S2n 1 . 12 1 . 39 1 . 13 0 . 55 8 .43 3 . 71 35 . 70 4696 . 70 2 . 77 2 . 77 5-S2n 1 . 26 1 . 52 1 . 27 0 . 65 8 . 75 3 . 87 36 . 00 4696. 73 2 . 80 2 . 80 5-S2n 1 . 26 1 . 53 1 . 27 0 . 66 8 . 77 3 . 88 45 . 90 4697 .56 3 . 63 3 . 63 5-S2n 1 . 54 1 . 74 1 . 44 0 . 85 9 . 95 4 . 14 51 . 00 4698 . 04 4 . 11 4 . 11 5-S2n 1 . 73 1 . 82 1 . 62 0 . 94 9 . 90 4 . 25 E1 . inlet face invert 4693 . 93 ft El . outlet invert 4692 . 81 ft E1 . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4693 . 93 ft OUTLET STATION 150 . 00 ft OUTLET ELEVATION 4692 . 81 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0075 CULVERT LENGTH ALONG SLOPE 150 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE PIPE ARCH BARREL SPAN 3 . 65 ft BARREL RISE 2 .22 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQ. EDGE WITH 90 DEG. HEADWALL INLET DEPRESSION NONE 3 CURRENT DATE: 06-20-2007 FILE DATE: 06-20-2007 RRENT TIME: 09 :24 :46 FILE NAME: SPRING TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 3 . 50 ft SIDE SLOPE H/V (X: 1) 2 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 012 MANNING' S n ( . 01-0 . 1) 0 . 040 CHANNEL INVERT ELEVATION 4692 . 02 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4692 . 81 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S .E . FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4692 . 02 0 . 000 0 . 00 0 . 00 0 . 00 5 . 10 4692 . 53 0 . 544 0 . 51 2 . 21 0 . 38 10 .20 4692 . 77 0 . 554 0 . 75 2 . 72 0 . 56 15 . 30 4692 . 95 0 . 558 0 . 93 3 . 06 0 . 70 20 .40 4693 . 10 0 . 561 1 . 08 3 . 32 0 . 81 25 . 50 4693 .24 0 . 564 1 . 22 3 . 53 0 . 91 30 . 60 4693 .36 0 . 565 1 . 34 3 . 71 1 . 00 35 . 70 4693 . 46 0 . 567 1 .44 3 . 87 1 . 08 36 . 00 4693 .47 0 . 567 1 . 45 3 . 88 1 . 09 45 . 90 4693 . 66 0 . 569 1 . 64 4 . 14 1 .23 51 . 00 4693 . 75 0 . 570 1 . 73 4 . 25 1 .29 -- ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 42 . 00 ft CREST LENGTH 500 . 00 ft OVERTOPPING CREST ELEVATION 4699 . 45 ft b �� �' °�aro uC HCC-RAS Plan:I 11 Riec Reach Rivarsla , Profile 0 Total E.G,Eley a Laj Wdllll Fronde q Chi (R) j i;q IPF 1 Main 9.9 001 4716.90i 4jI6... 4?1?.34 0.032381 311 6 70': (3�m 0.94. 'T ---- _8 i0i Main 10,9 !PF 2 51.00 47114.W. 4717.13 4717 13' 4717 0.036664 6 0,01i6l IaB4 B -+PF-I =�11-29 . 47715,04 4715.17, 0.59 15,48 17.22 0"', Main 9.8 jPF 2 51.00 13. 4 4714.931 4715,4, 0,012079 3.30, Main IL 7 PF 1 30.00 4712.04I 47!--� 4713.34; 4713.67 O.OM 4,3I a B.38 12.41 0.92 IPF 2 51.00.! 4712 04 4713,50 13. 4.54 11.24, 14.37 Olga GMj 47111.00 471 01,010919 ti 17 11.69 9.6 !PF 1 0.50 Main ;PF 2 4711.00 4712.79. • 4.641 13.37 61.001 imain 0 F 1 4707.5 0008162, 284, 12.011 fI091 0.51 1 4707 --l- --.61.-, -- i441 4 6.9 PF2 ✓ 61 of 07. 72 0.008wal 11 1 0.53 iMam a.8 PF 1 36 00: 4 4706.92 1 3 16' 11.37 13 04' 061 . 705.43 Main 18.8 PF2 61IM' 47054 4 4707.$7 0.0$2196 3.53 74.45 'r, 2.213 4700.32 6-84 16.37 0.50 n B-7 pf:1 4 L-.Lfl 41i� Main .7 PF 2 51.001 4704111 tM.4? O.'&iW* 2.7 18.27 16:31 DA9 d,n Main 8-6 FF 1 364.41 006.1i OMi --i -1-2.013 it" 18-60 10.14 24,55 22jB2 0-36 - ��ain 8.6 PF 2 61.001 4704.41 4iO-gi? 470IL44 0-.i*i6 73, Meln 7.9 iPF I 300110, 47 OA1/406 5.18 6.04 8.38 1.00 Main 7.9 illop 2 51.001 4701.00 4MU7 2.57 4703.00 _0.03MS 6.64 9.04 ---9.47 --.1..02 5.7 IPF 1 4696.= 4700.24t 4099.27-. 4700 2 0.002 LOU 19.34 1432 0.28 Main 718 i6l 211 24.20 _I 0.30 IPF 2 4700 5 0. 4i" 471j643 0,6W 2.70 13 3 4 -0. Main 7,7 1 36= 4627. 4600021 469&j 4099.74 0004541 iMain 7.7 JPF 2 61x0 4697. 4666 67'i 4098, 371 13,79 6.08 0.50 ,Main 7.6 PF 1 0.035, 6.42 634 0.98 4696,33 4 q ?9s __ 3.01 -6.Ti Main 7.6 PF2 4694.30 4697.40 46W.511 4697SO 0,01)73841 3.39 15.65 9.70 ��001::!'�4.'1.1-0 469645 'i_a 3 10-WI .61 7034 33.619 0.06 --I 4 PF 2 4697,49 -0000571 0.47 _., -1-0-8-04 41. 1,691 4602750 4697.4 0.05 Spring Cr. Plan: Plan 02 6/19/2007 Geom:Existing Ditch River=Spring Cr. Reach=Main RS=9.9 Upper Reach C.S.#1 4721-1 Legend 4720 �EG PF 2 EGPF1 4719i WS,PF 2 4718.'! t Crit'PF 2 .0 .................. ......... ................ ........ >T 47171 i WS PF I . -1 w Crit PF I Ground Bank Sta 4714.0 10 20 30 40 50 Station(fO Spring Cr. Plan: Plan 02 6/19/2007 Geom:Existing Ditch River=Spring Cr. Reach=Main RS=9,8 Upper Reach C.S.#2 .04 11 471 ,f Legend ........4......... 4718- PF2 WS PF 2 I 4717 EG PF 1 0 WS PF I 4716- Crit PF 2 w ......... ..................... ........ 47151 Ground Bank Sta 1714, 47 1 3 0 10 20 30 40 .50 60 Station(ft) Spring Cr. Plan: Plan 02 6119/2007 Geom;Existing Ditch River=Spring Cr Reach=Main RS=9.7 Upper Reach C.S.0 .04 .04 4718 .045 Legend WS PF 1 4717 EG PF2 EG PF 1 4716,, WS PF 2 0 Crit PF 2 4715! 4714.i Crit PF 1 . . ... .................... Ground 4713; Bank Sta 47122 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 02 6/19/2007 Georn:Existing Ditch River=Spring Cr. Reach=Main RS=9.6 Upper Reach C S.N4 04 .045 --.04------- 4717 Legend -------------- ................. 4716 EG PF 2 WSPF2 4715-: WS PF 1 0 = 4714 9 Ground 4713 • Fu Bank Sta ............... 4712 4711 ....... 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 02 6/19/2007 Georn:Existing Ditch River=Spring Cr. Reach=Main R$=8.9 Upper Reach C.S.#5 4711 04 .045 t Legend 47101 EG PF 2 WS PF 2 4709- WS PF I 4708 ..................... .............................................. Ground • Uj 4707 Bank Sta 47064 47051 0 10 20 30 40 50 Station(ft) Spring Cr. Plan: Plan 02 6119/2007 Georn:Existing Ditch River=Spring Of Reach=Main RS=8 8 Upper Reach C.S.46 ,z .04 .045 —.04 47095 Logend 47090 I EG PF 2 4708 5 l WS PF 2 ............... 4708.07 EG PF I 0 4707.5 WS PF 1 > 4707 0 Ground Uj • 4706 5 Bank Sta 47060 47055 . 4705,0' - . 0 10 20 30 '10 50 Station(ft) Spring Cr Plan: Plan 02 6/19/2007 Georn:Existing Ditch River=Spring Cr. Reach=Main RS=8.7 Upper Reach C.S.97 .04 045 .04 4 Legend A- EGPIF2 4708-f I - I WS PF 2 EGPFI 4707 WS PF I 0 ............................................................. ......... ....... ...................... Ground 47061 I Bank St. 4705,1 4704 0 10 20 30 40 50 60 Station(fl) Spring Cr. Plan: Plan 02 6119/2007 Georn:Existing Ditch River=Spring Cr. Reach=Main RS=8.6 Upper Reach XS#8 ,04 -----.045 ----*,(--,.04 -4- 4706.5-1 T' eiiid 4708.0-1 EG PF'2"' 4'07.6- WS PF 2 4707.0- i6'PF-I- 4706.5 ......... ...........................................& WS PF 1 i\...... .... ............................................... - .. 4706.0 Ground • uj 4705.5 L 4705.0 4704.5 4704.0 JJJ� ........... 0 10 20 30 40 50 60 Station(ft) Spring Cr. Plan: Plan 02 6/1912007 Geom:Existing Ditch River=Spring Cr. Reach=Main RS=7.9 Lower Reach XS f$4 04 4707 Legend -E"-G- F-2-- 47or,; .................. EGPFI 4705 -�WS—PF 2 Grit PF 2 is WS WS PF ILI Crit PF 1 4703.� Ground 4702 Levee • Bank Sta 4701 1150 1200 1250 1300 1350 1400 1450 1500 1550 Station(ft) Spring Cr, Plan:Plan 02 6/19/2007 Georn:Existing Ditch River=Spring Cr. Reach=Main IRS=7.8 Lower Reach XS P3 i :-. .04 - -3�c i• - ---- - -- ----- _ _.- -- 045 _. -- •--�' Legend 4706: tt 47041 EG PF 2 4703 WS PF 2 0 4702-f WS PF 1 m 1 w I Cri(PF 2 a 4701� w Grit PF 1 47001 r FLe4e 4699 i}46961200 1250 1300 1350 1400 1450 1500 1550 1600 Station(ft) Spring Cr. Plan:Plan 02 6/19/2007 Geom:Existing Ditch River=Spring Cr. Reach=Main IRS=7.7 Lower Reach XS D 1.-. .04 -..._ -----' K-�-_ — ----.04 4703.E 4 Legend ) 5 .......::.: . 4702 EG PF 2 GGPF1 4701• t + WS PF 2 4700,3 .+ WS PF 1 o Grit PF 2 d 4699 w � 1 Grit i F 1 4119111 Ground 4697 i Levee Bank SW l 4696} . , , r l -•, , -r- r- r.- ,.._. T• -, r----- - ,- 0 50 100 150 200 250 _ 360 350 Station(ft) Spring Cr. Plan:Plan 02 6/19/2007 Georn:Existing Ditch River=Spring Cr, Reach=Main RS=7.6 Lower Reach XS C -.04 .045=�, 04 47041 1 Legend EG PF 2 9702 WS PF 2 4700{ { Grit PF 2 t INS PF1 �j 4698- \•"` Crit PF 1 t Ground 4696 {. ._... Levee i o f Bank Sta 4694' - •--. T I -- ... 0 50 100 150 200 250 300 350 Station(ft) Spring Cr. Plan: Plan 02 6/19/2007 Geom:Existing Ditch River=Spring Cr. Reach=Main RS=7,5 Lower Reach XS A - - 04 _» __ - .— .045- 4706- T.egend 4704 EG PF 2 _ � WS PF 2 4702 ............... EG PF t c 4700-' f WS PF 1 t Crt Pr 2 ! v 4698 w -_......- Crit PF 7 4696 Ground 4694 Levee • Bank St. 0 50 100 150 200 250 300 350 Station(ft) �� nn 0 0 x BAXTER MEADOWS SUBDIVISION- STORMWATER MASTER PLAN AND PHASE I STORMWATER FACILITIES DESIGN REPORT A. General The project is located on a large alluvial fan known as the Bozeman Fan that emanates from the mountains to the south. The Bozeman Fan is a large gently sloping landform with typical slopes in the project area being about one percent to the north/northwest. Two stream/ditch waterways, Baxter-Border Ditch and Spring Ditch, meander through the project, Baxter-Border Ditch is the primary drainage for the west portion of the development while Spring Ditch is the primary drainage for the east portion of the development. Narrow wetland environments lie adjacent to each of these natural creek channels. Storinwater from the development will ultimately discharge to these two waterways. A third surface water feature, the Section Line Ditch, follows the eastern edge of the site. Permission from the ditch company will be required to discharge stonnwater to the Section Line Ditch. Figure 1 shows these site features and drainage patterns. Detailed calculations for the Phase I culverts and stormwater facilities are provided in the Appendices. See Figures 2 and 3 for the Phase I storm drainage facilities layout. This report also discusses general concepts and design guidelines with respect to future phases of development. Detailed storm drainage design reports and plans will be provided for future phases of the subdivision as they occur. The following references were used in the surface water and stonnwater facilities design: a. COB Design Standards and Specifications Guide, 2001 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) c. City Subdivision Regulations d. City adopted MPWSS and Adopted Addenda e. COB Storm Water Master Plan, 1982 f. Montana Department of Transportation (MDT) Consultant Design Manual B. Surface Water 1. Flood Hazard F'valuation for Phase 1.—Baxter-Border Ditch & Spring Ditch Spring Ditch crosses Phase I of the proposed subdivision and Baxter-Border Ditch lies adjacent to the west boundary of Phase I. A flood hazard evaluation for the portion of these waterways within Phase I was completed by Tony Prothero of Allied Engineering and is included in Appendix A. 2. Culvert Design Culverts were designed to convey the 25-year frequency flow of their tributary drainage basin with a headwater depth less than 1.5 times the culvert diameter. Section V.C.7.b (page 46) of the COB Design Standards and Specifications Guide, 2001 requires an emergency overflow path above culverts. Because of topographic and road design constraints, the road design engineer, Robert Peccia & Associates, was not always able to design a road sag which would serve as the overflow path above the culvert crossings. 1 Culvert crossing locations without roadway sags were oversized to convey the 100-year event with a headwater depth less than 1.5 times the culvert diameter. Flared end sections or headwalls with wingwalls will be provided at each culvert. The Montana Department of Transportation (MDT) Consultant Design Book Appendix I (Culvert Outlet Riprap Apron) of Chapter Nine (Culverts) was used to design the outlet riprap apron if required. An outlet riprap apron is required if the outlet velocity at the 10-year flow is greater than 10 feet per second. Culverts in Phase I did not require an outlet/inlet riprap apron. Trash racks are used for all culverts greater than 100-feet in length. All culverts were designed with a minimum slope of 0.5 %. The culverts were designed to have a velocity between three feet per second (fps) and 12 fps at the 25-year flow. All roadway culverts are reinforced concrete pipe (RCP) and at least 24 inch equivalent diameter while driveway approach culverts are at least 15 inch equivalent diameter. Where headwalls are not specified, culvert lengths are adequate to provide a minimum 4H:1 V side slope from pipe inverts to the finished street section. All culverts will be specified to withstand H-20 loading (see the MDT Consultant Design Book Appendix F of Chapter Nine for table specifying minimum cover for RCP pipes). All culverts were modeled using the computer program "Culvert Master" by Haestad Methods. Full output listings and reports for the culvert designs are presented in Appendix B. Table 1 shows a summary of the culvert design parameters for each culvert. Note that the culvert numbers in the table below refer to the culverts shown on Figures 1, 2, and 3. To detenxrine the 10 and 25 year flow for the Spring Ditch Culverts (#1,2,3), the runoff calculated by the SCS method was added to the base flow(20 efs —see Flood Hazard Evaluation in Appendix A). Equivalent Length Slope Qzs Vomzs Vouuo HW2s ay, ( Zap Culverts TXPe —Size in feet ft/ft cfs f s (fps) ft _._=_=_-: — I RCPA 36 90 0.01 36.0 9.3 8.6 2.8 2 RCPA 36 150 0.01 . .0 9.1 8.4 2.8 3 RCPA 36 116 0.01 36.0 9.2 8.5 2.8 4 (double) RCPA 24 50 0.005 1 20.0� 5.3 3.6 1.5 5,6,7,8,9 RCPA 24 80(max) 0.005 (111m) 5.4 2.2 2.0 1 1.0 (max) (max) (max) max Where: RCPA Reinforced Concrete Pipe Arch Qzs=25-year calculated flow Vo,,,25=25-year calculated flow velocity at outlet Vo,,,if,:-- ]0-year calculated flow velocity at outlet 25-year calculated Headwater above upstream invert Table 1, Summary of Culvert Design Parameters. 5 h l Baxter Meadows PUU-Phase 11 June 2004 Baxter Meadows Phase II 100-year Flood Plain Analysis Spring Ditch Prepared for: City of Bozeman Engineering Department 20 E. Olive P.O.Box 1230 Bozeman, MT 59771-1230 582-2280 Prepared by: Robert Peccia & Associates l'.O. Box 5653 Helena, MT 59604.5653 447-5000 4�16 �6 Z liydrolog Design Report Project:0. e41 Baxter Meadows Subdivision June 12,2002 f Culvert sizing is also verified in one floodplain analysis. Please note that culverts within HEC- RAS are analyzed in accordance with federal Highway Administration standard equations (FHWA). Therefore, the results Will be slightly different than this methodology, but both methodologies will yield similar results. FLOODI'LAIN ANALYSIS METHODOLOGY HEC-RAS, another program developed by the USAGE, was chosen to perform the floodplain analyses for this project. In order to obtain data for the analysis, cross sections of the stream were taken at approximately 100 foot intervals along the channel in the area of the analysis. Additional sections were taken at culvert locations. Please note that the floodplain analysis will be somewhat of a living document until all phases of the project are complete. It is not known at this point where all of the roads will be constructed in the future phases, SPRING DITCH The Spring Ditch is classified as a ditch-stream by the City of Bozeinan. The spring-ditch was historically sourced by a natural spring approximately 3,5 miles south of the project site and flowed in a natural channel through the project area. The original drainage channel has undergone significant alterations in recent years. The channel now originates in the southeast corner of the project where it is sourced by two pipes. The first pipe is a ten-inch diameter CMP pipe that appears to be a french drain. The second pipe is a 14-inch PVC culvert that is oriented to the south and daylights in a low area on the south side of the subdivision boundary. The purpose of the culvert is to drain this low area that is now bound by a mound of fill that was placed when a sewer line in this area was constructed. Together, we estimate that both pipes have a capacity of approximately 10 cfs. In the future, a portion of the Baxter-Border Ditch will also be reconfigured so that it can discharge approximately 10 cfs into the Spring Ditch. We therefore estimate the baseflow within the spring ditch to be(10+ 10) 20 cfs. Perhaps the most significant modifications to the drainage are a result of the construction of the Faimers Canal and the Section-Line Ditch. The fanners Canal crosses the original charmel and intercepts the upper portion of the natural drainage basill. and all of the spring flow. The Section- Line Ditch also intercepts a portion of the runoff that once contributed flow into the natural drainage. hydrologic Analysis. The spring ditch has a natural contributing drainage area of approximately 163 acres (see Fi uie 2)_ The ckiannel flow time in the spring ditch drainage was estimated using all assumed average velocity in the channel of 6 feet/sec over a distance of approximately 2600 feet, resulting in a time of about 7 minutes The overland flow travel time was estimated using the SCS method; assuming an average slope of 1 A% percent, a curve number of 74, in overland travel distance of Allied Engineering Scrv;ces, hx: «--- Page 5 l lydrolor,y Design 1 epol t Project u. J_i 1 Baxter Meadows Subdivision June 12,2002 1800 feet, wllic.h resulted in a time of 51 minutes. The total t1111e of concentration is eStlnlated to be 58 (51 •1 7) minllteS. Based on these parameters, we estimate the I00-year runoff event on the Spring Ditch to be 31 cfs. The total flow that will be used for the toodplain study will also include the base flow contribution of 20 cfs, for a total of(31+20) 51 cfs. A HI C-HMS summary table is provided in Appendix A. Culvert Hydraulics. We recommend that all culverts in the spring ditch be 36-inch diameter. At the maximum headwater depth of 4.5 feet, we estimate the culverts have a capacity of 69 cfs, which exceeds the estimated 100-year event (51 cfs). The culverts will be entrance controlled (Case V) as shown in our calculations in Appendix B. Floodplain Analysis. A HEC-RAS floodplain analysis was performed oil a 1260 foot reach of the Spring Ditch adjacent to Phase I, beginning approximately 140 feet downstream of the centerline intersection of Equestrian Lane, and ending approximately 300 feet upstream of the centerline intersection of Baxter Lane. This section was modeled since it is assumed that this reach of the Spring-Ditch would most likely impact Phase I. Ili addition, the future phases of the development will likely alter the configuration of the existing charulel, however,the extent of the modifications to the channel resulting from future development is not yet known. Assumptions for the analysis include the following: 1) A portion of the Spring-Ditch south of Baxter Lane will be realigned. The typical section of the realigned channel will have a bottom width of approximately 4 feet and side slopes of approximately 2H:IV. 2) Marmings `n' = 0.035, This value was selected because we anticipate that the vegetation within the channel and surrounding areas could be fairly dense in the final state. 3) Qio(, = 51 cfs. For the purpose of this analysis, this flow rate was assumed for the entire reach of the stream. In reality, the flows would likely range significantly from around 10 cfs on the southel-n part of the channel up to 51 cfs at the north end of the. subdivision. The flooding area is shown in Figure 3, and H C-RAS generated water surface profiles are provided in Appendix C. The iloodplaila analysis for the Spring Ditch iMicates a minimal impact to the sibdivision lots as shown in Figure 3. Please. note that a small 2.4" CMP culvei exists approximately 500 feet downstream of 1-Hques(rian Lane on the Spring Ditch that appeals to be ulinecessary for the final buildout of the subdivision. 1<<e recommend that this culvert be relr)ovcd pr1or to development in this area and the natural stream channel restored to eliminate the possible impact of this culvert oil the. ad)acent areas in a Beak evert[. i Page i Allied Engineering AV EAJ Cl SfTE J f �� SPRING Ofl I •.` IIT: - - I(\ -I_._ ; AREA 163 AC BAKfER-BORDER '''''''j�� .i `1 ••• ,�.J '�-� _/•- Y=�:.=_-= AREA 572 AC yr ROAD pot f� VII X C. = c;AL;. t •;40i -"/fi0G FEEL , Y -..-. _... . ._ .._. ._ _ -:mom-.=-=:_.._,• 7X ?? I -J S T a ] S / . 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