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HomeMy WebLinkAbout16 - Design Report - Pine Meadow - Preliminary Water, Sewer, Pavement, Storm PRELIMINARY PLAT, ENGINEERING DESIGN REPORT FOR PINE MEADOW { January 2016 1�11I I I I It 11�+TI, i .�KY LE��L.�, .' `. SCARRLU '• No. 16813PE 0 ZZ �i FENS, OWNER: JJVM Properties LLC PO Box 1441 Belgrade,NIT 59714 ENGINEER: TD&H Engineering 234 E. Babcock Street,Suite 3 Bozeman,NIT 59715 I TD& H - .-- ' - Engineering Great Falls • Bozeman • Kalispell, Montana Spokane, Washington - Lewiston, Idaho Jot,No. B15-085 Watford City, North Dakota 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 Pine Meadow Subdivision. The report will provide information on the detailed design of the above mentioned infrastructure. The boundary of Pine Meadow can be seen on the preliminary plat included in Appendix A. The Pine Meadow property has been annexed into the City of Bozeman. It is adjacent to developed lots within the County to the west and to the south. It is located on the west side of Bozeman, Montana. The project is bounded by Durston Road to the north, Valley Drive to the west, the County to the south, and the remainder of the Smith Subdivision to the east (Valley Meadow Subdivision Preliminary Plat). Pine Meadow consists of 18 single family lots, one community park lot, and one open space lot. 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 Master Utility Plan can be found in Appendix B. Design Report Water The proposed water system will tie into the existing 8-inch stub at the intersection of Durston Road and Valley Drive and will be looped with a second connection on West Villard Street. The new water main on Valley Drive will extend to the south property line of Pine Meadow and will be capped for future extension. Estimated water usage for each lot within the development is based on one residential home per lot for the single family lots. It is assumed that the community park lot will only have a demand for water for irrigation, and the open space will require no water. Since there is a possibility for the county lots to connect to the water main in the future, the county lots directly to the south and west have been taken into account in the water calculations. The following summarizes the estimated demands created by Pine Meadow and the surrounding county lots along with other design input: • 18 Single Family Lots • 1 Community Park (estimated average daily demand 500 gpd) • 1 Open Space (estimated average daily demand 0 gpd) • 2.11 people per residential lot or unit • 170 gallons per day per person average • C Factor of 130 for ductile iron pipe • 3:1 maximum (peak) hour to average day ratio • 2.3:1 maximum day to average day ratio 1 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 at the center of the lot. 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. As can be seen on the Master Utility Plan (Appendix B), a dead end is proposed at the south end of the water main on Valley Drive for potential future connection. Water modeling of this dead end scenario was conducted and is presented in Appendix C. The model indicates that a flow of roughly 2,350 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 fire hydrant and end cap will be installed at the dead end of the water main. The maximum day plus fire flow scenario indicates there is sufficient 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 The proposed sewer system will tie into the existing 8-inch main on Durston Road. The new sewer main will be 8-inch diameter SDR 35 PVC. It is assumed that the surrounding county lots to the west and south may connect to the new sewer main in the future, therefore these lots have been taken into account in the sewer main calculations. The sewer main has been sized based upon the following values from the City of Bozeman Design Standards and Specification Policy, Revised 8/26/2013: Residential • 5.2 residential units/acre at Pine Meadow (see Appendix D) • Assumed a maximum of 6.0 residential units/acre for surrounding county lots for R-1 zoning • 2.11 people/unit 89 gallons/capita/day • 150 gallons/acre/day infiltration Based on the above information, the average flow for Pine Meadow and the surrounding county lots was calculated at 12.3 gpm. A peak flow rate of 23.5 gpm was calculated using a peaking factor of 1.8 and assumed infiltration rate of 150 gpd/acre. The sewer main will be designed to roughly parallel the road centerline grades. The allowable 75% capacity of an 8-inch sewer main using the minimum slope of 0.4% and a Manning's friction factor of 0.013 is 313.6 gpm. Since the 75% capacity of the proposed sewer main is significantly greater than the estimated peak flow of 23.5 gpm, the proposed 8-inch sewer main is adequately sized for the new subdivision. 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 calculations can be found in Appendix D. 3 Pavement Design and Construction General Valley Drive is currently a gravel road reminant of when it was a County road. The section of Valley Drive from Durston Road to the south property line of Pine Meadow has been annexed into the City of Bozeman and will be paved to city standards as a part of the Pine Meadow project provided the county lots to the west annex into the city. If not, a 3/4 road section was discussed with and supported by the City Public Works Department and Engineering Departments. In addition, West Villard Street will be extended from Valley Drive to the east property line of Pine Meadow to match the existing West Villard Street alignment and tie into the subdivision to the east currently being constructed. Valley Drive and West Villard Street are proposed to be public streets, designed to City of Bozeman standards (contingent on above mentioned annexations), with the following characteristics: • 60-foot right-of way(standard) • Standard curb and gutter • 31 feet from back of curb to back of curb • 5-foot boulevards on Valley Drive (both sides) • 15-foot curb radii at intersection streets (standard) • City of Bozeman maintained streets (standard) The boulevard widths on Valley Drive are a deviation to the standard to accommodate existing trees on the project. Design Considerations The performance of the pavement for Pine Meadows depends upon several factors, including (1) the characteristics of the supporting soil; (2) the magnitude and frequency of wheel load applications; (3) the quality of available 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 be either well-graded gravel road base or lean clay soil which underlies the gravel road base. The potential worst case subgrade material is the lean clay which is classified as an A-7 soil in accordance with the American Association of State Highway and Transportation Officials (AASHTO) classification. AASHTO considers this soil type to be a fair to poor subgrade. Typical California Bearing Ratio (CBR) values for this type of soil range from two to five percent. Because this is an existing roadway, it only be necessary to scarify and recompact the subgrade soils for any road being placed outside the existing road prism prior to placing fill material associated with the pavement section. 4 Per the Traffic Impact Study, the maximum anticipated average daily traffic (ADT) is 192 trips. This is minimal traffic and will primarily be passenger type vehicles with only occasional heavy truck traffic such as garbage trucks and moving trucks. As a result, the minimum 20-year design equivalent 18,000-pound single axle load (ESAL) of 50,000 ESAL is used in design of the pavement section. The following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: Reliability (R) = 80% Standard Deviation (So) =0.45 Design Period (N) = 20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Local Streets = 50,000 CBR (gravel) =2 Flexible Pavement Requirements The proposed local streets should be constructed with a total required flexible pavement thickness and individual layer thickness as follows: Asphaltic Concrete Pavement 3" 1.5-inch minus Crushed Base Course' 12" Total (inches) 15" 1. This may be existing road base gravel. 2. Subgrade shall be existing road base gravel or scarified and re- compacted native lean clay subgrade. 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 11/2 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. 5 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 through a grass lined detention pond. The detention pond and 9-inch sumps within the storm drain inlets and the pond outlet structure will collect and allow for heavier solids to settle out before stormwater is discharged into the City of Bozeman stormwater system. The grass lined detention pond 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 into the curb and gutter on Durston Road and into existing storm drain inlets. Post development runoff will be conveyed to one proposed detention pond through curb and gutter, curb inlet catch basins, and storm drain piping. The annexed section of Valley Drive and the extension of West Villard Street will be public roads and will have standard curbs. 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 piping was 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 One stormwater detention pond has been designed to treat stormwater and to limit the peak outflow from Pine Meadow 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. The detention pond has been located within the open space lot at the north side of Pine Meadow. A discharge structure used to limit outflow from the detention pond has been designed for the pond. Stormwater will be discharged at or less than the pre-development rate to an existing storm drain manhole after being treated and routed through the detention pond. The pond and outlet structure have been sized according to the increase in stormwater flow due to development of Pine Meadow. Stormwater currently flows north from the existing lots directly to the south of Pine Meadow through the Pine Meadow property. The water will be redirected through the proposed detention pond and into the existing storm drain manhole, but does not affect the pond or outlet structure sizes since the flow is unchanged. Calculations used for sizing the pond and outlet structure can be found in Appendix F. 6 Groundwater Four test pits were excavated on the property on October 2, 2015. During excavation of these test pits, groundwater was encounter in two of the test pits at 8.0 and 9.1 feet below ground surface. One test pit excavated down to 10.1 did not encounter any ground water. Long term monitoring has not been conducted for the site. Additional research of surrounding ground water wells indicates static water levels between 6 and 10.5 feet which is consistent with our test pits. Depending on final home elevations, basements may be acceptable and should be determined on a case by case basis. Construction of basements should account for ground water if necessary. 7 Appendices PreliminaryPlat ................................................................................... A MasterUtility Plan ............................................................................... B Water Model Calibration and Modeling Results ................................... C Sewer Main Flow and Capacity Results............................................... D StreetSection...................................................................................... E TestPit Logs ...................................................................................... F Asphalt Pavement Design ...................................................................G Storm Drain Calculations..................................................................... H APPENDIX A Preliminary Plat PRELIMINARY PLAT OF PINE MEADOW SUBDIVISION CERTIFICATE OF SURVEYOR AN AMENDED PLAT OF A PORTION OF THE REMAINDER OF TRACT 7 OF SMITH SUBDIVISION PER C.O.S. NO. G-27-A I,the undersigned,Steven C.Anderson,Professional Land Surveyor,do hereby certify that LOCATED IN THE NW 1/4 OF SECTION 11 on or between TOWNSHIP 2S. RANGE 5E. P.M.M., the PLAT OF PINE MEADOW SUBDMSION,was surveyed by me or under my direct supervision,and platted the some as is described and shown on the accompanying plat CITY OF BOZEMAN, cr certificate of survey in accordance with the provisions of the Montana Subdivision and GALLATIN COUNTY, MONTANA Platting Act,(MCA 76-3-101,at seq.,as applicable)and the Bozeman Municipal Code. CERTIFICATE OF DEDICATION: CERTIFICATE aF TRANSFER OF OWNERSHIP& I(we)the undersigned property owners)do hereby certify that 1(we)have caused to be COMPLETION OF NON-PUBLIC IMPROVEMENTS Dated this_day of ,20 surveyed,subdivided into lots,blocks,streets,and alloys,and other divisions and THE FOLLOWING WILL BE ON THE CERTIFICATE OF APPROVAL SHEEP FOR FINAL PLAT. dedications,as shown by the plot hereunto included,the following described tract of land The following are hereby granted and donated to the property owners association noted below even C.Andemon to it: for their use and enjoyment:(list tracts identifying number or letters)Unless specifically listed Montana License No, 12251 LS in the Certificate of Dedication,the city accepts no responsibility for maintaining the some.1, Joseph M.Homer,hereby further certify that the following non-public improvements,required LEGAL DESCRIPTION: to meet the requirements of Chapter 38 of the Bozeman Municipal Code,or as a condition(s) of approval of the subdivision plotted herewith,have been installed in conformance with any approved plans and specifications prepared in accordance with the standards of Chapter 38 A tract of land being a portion of the Remainder of Tract 7 of Smith Subdivision as or other City design standards,or have been financially guaranteed and are covered by the CERTIFICATE OF COUNTY TREASURER shown on Certificate of Survey No.G-27-A of Gallatin County records,said tract being subdivision improvements agreement accompanying and recorded with this plat. UTILITY STATEMEFT located in the Northwest Quarter of Section 11.Township 2 South, Range 5 East, Installed Improvements:(List improvements in accordance with Section 38.06.060A). I,Kimberly Buchanan,Treasurer of Gallatin County,Montana,do hereby certify that Principal Meridian Montana,City of Bozeman,Gallatin County,Montana and being further The undersigned hereby grants unto each and every person, firm or corporation, the accompanying plot or certificate of survey has been duly examined and that described as follows: Financially Guaranteed Improvements:(List improvements in accordance with Section whether public or private, providing or offering to provide telephone, electric power, all real property taxes and special assessments assessed and levied on the land Beginning at the southeast comer of Tract 7 of Smith Subdivision;thence South 38.06.060.8). gas, internet. cable television service or other similar utility or service,the right to to be subdivided hove been paid. 89'44'36'West,on the south line of said Traci 7,a distance of 170.39 feet;the the joint use of an easement for the construction, maintenance, repair and removal Doted this_ day of , 20 following 5 courses being on the east line of Valley Avenue as dedicated on Amended The subdivider hereby grants ownership of all non-public infrastructure improvements to the of their lines and other facilities, in, over, under and across each area designated on Plat G-27-A property owners association created by Document Number this plat as *UTILITY EASEMENT'to have and to hold forever. Deputy Treasurer Thence North 01'03$8'East,a distance at 0.52 feel;thence on a non tangent curve to the right with a radius of 734.00 feet,a central angle of 11'02'01",an arc length of 141.35 feet, having a chord which bears North 0632'20'East, 141.13 feet;thence North OWNER'S STATEMENT 11'59'53'East,a distance of 21.01 feet:thence on a curve to the left with a radius of 794.00 feel,a central angle of 11'00'17',an arc length of 152.50 feet,having a chord Buyers of property should ensure that they hove obtained and reviewed all sheets of this plat and CERTIFICATE ACCEPTING CASH DONATION IN-UEU-OF LAND DEDICATION which bears North 06'29'44'East, 152.27 feet;thence North 00'59'36'East,a distance all documents recorded and filed in conjunction with this plat. Buyers are strongly encouraged to Subdivider Date: In as much as dedication of park land within the platted area of Pine Meadow of Duman feet;thence North 8n Document East,on the south line of the right of wee line � property the r tat planning department and become informed of any limitation on the use of the Subdivision would be undesirable for ark andplayground u purposes.it is hereby of n on Road as described in Document No. f the 0.tract a distance of 123.27 feet; property prior to closing. ordered by the City Commission of the City ofBo Bozeman,that land dedication for thence South 00750'24'West,on the west line of the tract described in the Document park purposes be waived and that cash-in-lieu,in the amount of filed in Book 155 Page 214,a distance of 118.85 feel;thence North ST48'37'East,on dollars,be accepted in accordance with the provisions of the Montana Subdivision the south line of said tract, a distance of 10.00 feel;thence South 00'46'17'West,on STATE OF MONTANA and Platting Act,§76-3-101 through§76-3-625, MCA and the Bozeman the east line of said Tract 7,a distance of 1171.35 feet to the Point of Beginning. County of Gallatin Municipal Code. LF.ATION The described tract has an area of 4.104 Acres;more or less.The described trail is as On this day of 20 OWNER'S .E before Dated this_day of 20 shown on the accompanying plat and is along with and subject to any existing me a Notary Public in and for the Stale of Montana, personally I(we)do hereby certify that the text and/or graphics shown hereon represents requirements by the easements. appeared , known to me to be the governing individual that executed the foregoing. govened. body for final plat approval and that all conditions of subdivision application have been The above described tract of land is to be known as and designated as the PLAT OF satisWITNESS my hand and seal, the day and year shove first written. raig oo.aro PINE MEADOW SUBDIVISION,AN AMENDED PLAT OF A PORTION OF THE REMAINDER OF The information shown hereon is current as f the date of this certification. Changes to any Director of Public Works TRACT 7 OF SMITH SUBDIVISION PER CERTIFICATE OF SURVEY NO.G-27-A City of land-use restrictions or encumbrances may be made by amendments to covenants,zoning City of Bozeman,Montano Bozeman,Gallatin County, Montano;and the lands included in all streets,avenues,alleys, regulation,easements,or other documents as allowed by law or by local regulations. and parks or public lands shown on said plat are hereby granted and donated to the (SEAL) o ary u is or e a e o on ono City of Bozeman for the public use and enjoyment. Unless specifically listed herein,the Printed Name lands included in all streets,avenues,alleys, and parks or public lands dedicated to the Residing at RRFlCe OF IX ION FROM MONTANe DEPARru Ni public are accepted for public use, but the City accepts no responsibility for maintaining My Commission expires the same.The owner(s)agrees)that the City has no obligation to maintain the lands OF ENVIRONMENTAL QUALITY REVIEW included in all streets,avenues,alleys,and parks or pubic lands dedicated to the public Dated this_ day of , 20 The PLAT OF PINE MEADOW SUBDIVISION,AN AMENDED PLAT OF A PORTION OF THE for which the City accepts responsibility for maintenance includes: Owners: REMAINDER OF TRACT 7 OF SMITH SUBDIVISION PER CERTIFICATE OF SURVEY NO.G-27-A West Vlllord Street,Valley Avenue Gallatin County, Montana,is within the City of Bozeman.Montana,a first-class municipality,and within the planning area of the Bozeman growth policy which was (Joseph Horner) Melissa L. Homer adopted pursuant to§76-1-601 at seq.,MCA and can be provided with adequate storm STATE OF MONTANA water drainage and adequate municipal focilities. Therefore, under the provisions of County of Gallatin §76-4-125(2)(d)MCA,this subdivision is excluded from the requirement for Montana Department of Environmental Quality review. On this day of 20 , before STATE OF MONTANA Dated this_day of 20 Dated this_ day of 20 me a Notary Public in and for the State of Montana, personally Count y appeared , known to me to be the y at Gallatin Owners; individual that executed the foregoing. raig W000rd On this day of 20 , before Director of Public Works WITNESS my hand and seal, the day and year above first written. me a Notary Public in and for the Stole of Montana, personally City of Bozeman,Montana appeared , known to me to be the (Joseph Homer) a isso L. Horner) individual that executed the foregoing. (SEAL) Notary Public for the ate o ontana WITNESS my hand and seal, the day and year above first written. - Printed Name Residing at CERTIFICATE OF DIRECTOR OF PUBLIC WORKS My Commission expires SEAL Notary Public or he State o Montana (SEAL) I,Craig Woolard,Director of Public Works, City of Bozeman,Montana,do hereby Printed Name certify that the accompanying plot has been duly examined and have found the CERTIFICATE OF COMPLETION OF IMPROVEMENTS Residing at same to conform to the law, approve it.and hereby accept the dedication to the My Commission expires City of Bozeman for the public use of any and all lands shown on the plat as I,Joseph M.Homer,Melissa L Homer,and I,Matthew R.McGee,a registered being dedicated to such use. professional engineer licensed to practice in the State of Montana, hereby certify that the CONSENT OF MORTGAGEE(Sl Doted this d of 2�_. following improvements,required _to meet the requirements of Chapter 38 of the Bozeman STATE OF MONTANA ay Municipal Code or as a condition(s)of approval of the PLAT OF PINE MEADOW I(we),the undersigned mortgagees)or encumbmncer(s),do hereby join in and consent County of Gallatin SUBDIVISION, have been installed in conformance with the approved plans and to the described plat, releasing my(our)respective liens,claims or encumbrances as to Director of u is Works specifications,or financially guaranteed and covered by the improvements agreement any portion of said lands now being platted into streets,avenues,parks,or other public On this day of 20 , before City of Bozeman, Montana accompanying this plot areas which are dedicated to the City of Bozeman for the public use and enjoyment. me a Notary Public in and for the State of Montano, personally Installed Improvements: appeared , known to me to be the individual that executed the foregoing. By: WITNESS my hand and seal, the day and year above first written. CERTIFICATE OF CLERK AND RECORDER Financially Guaranteed improvements: Dated this_ day of , 20 1,Charlotte Mills,Clerk and Recorder of Gallatin County,Montana,do hereby (SEAL) Notary o a Public for the tote o ontana certify that the foregoing instrument was filed in my office at_o clock,The subdivider hereby warrants against defects in these improvements for period of two erne •20_,and recorded in Book file Signature Printed Name -.M.,this_day of_of Plats, on Page ,as Document No. possession from the dale of acceptance by the City of Bozeman.The subdividerr Residing at grants My Commission expires Records of the Clerk end Recorder,Gallatin County,Montana. posssession of all public infrastructure,improvements to the City of Bozeman,and the City hereby accepts possession of all public infrastructure improvements,subject to the above indicated warranty. By. Subdivider Data: Deputy Clerk and Recorder STATE OF County of By; Montano Lic.No. Dote: On this_ day of 2C , before me the undersigned Notary Public for the State of ,personally appeared , By. Director of Public Works Date: known to me to be the of , and the person whose name is subscribed to the within instrument and acknowledged to me that he executed the within instrument for and on behalf of IN WITNESS WHEREOF, I have hereunto set my hand and affixed my Notarial Seal the day and year first above written. Notary Public for the State of (SEA-) Printed Name Residing at My Commission expires 15085PLAT.dw9 ' DRAWN BY. s5r DATE: 1/zz/2ofe QUALITY CHECK. SURVEYED BY.Ce,B51 JOB NO.�t5-te5 FlELDBOOKn_n,.onw-w„-w TD&Trmz THOMAS,DEAN& HOSKINS,INC. 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L U J it y z p 15085PLAT.dwg 3AI?IO [311VA �AIBQ C3IIdA s DRAWN BY. W DAT z� E. t/32/ID16 OUALIN CHECK: �.+ o L7f1LTI7 SURVEYED BY:ca,DST JOB NO. 615-085 FIELD BOOK E _ H Illf Ililllll trRT' TD& e THOMAS,DEAN& HOSKINS,INC. ILIl� f_� s - ENGINEERING CONSULTANTS ' GREAT FALLS-BOZEMAN-KAUSPELL MONTANA SPOKANE WASHINGTON LEWI5TON IDAHO APPENDIX B Master Utility Plan 0 CL, IV r! F,E, Ln STCF, 4 _ F, t, w CU IN = IF A QA%1-1 0 — — — — - — — — — — — — — — — — — — — 7'v cl > Ll o 4- c 7i 16 2 8 > BLOCK I ­`V U BLOCK2 IF 0 ­ VALLEY DRIVE F c - a) 4 fAl '­47�4�5�I v- 4 -A, V OT�,4i�4 4P ,,I ENO 7E, DRAWN BY: MMNI 7 7� rS' J DESIGNED BY: Fl-S'INC L S F, QUALITY CHECK: MRM V, 7, wo:' DATE: 1-25-16 Joe No. 615.835 ?8 t, IIV FIELDBOOK LEGEND NEW EXISTING DESCRIPTION NEW EXISTING DESCRIPTION z V_; VA B'OX U) z ")v"PrII 7«;" > z _y Q _3415 -- 0 U) F_ :D ul Lu UJIN 0 cn z V.1111- R M/li"V "0 (L 4 IP P ICY t L;,�S FC -2�jL) & C�AP !',I �JATj,',% — — — — — — — OTiV R Cl'��'F R, MAAS 815-085 MASTER UTILITY. ISHEET 1 OF91W APPENDIX C Water Model Calibration and Modeling Results Pipes in System: ID Label Length Start Node Stop Node Diameter Material Hazen- Has Minor Loss Flow Velocit Headloss Has User Length (Scaled) (in) Williams Check Coefficient m (Ft} C Valve? (gp ) Y Gradient Defined (User (Local} (ft/s) (ft/Ft) Length? Defined) (ft) -1 ,,]P-1 153 3-1 J-Z 6,ODuctile L.. 130.0 _1 0.000 3 0.03 0,000: _. 0 56:P-2 56 P-2 390 J-2 STATIC/RESID. 6.ODuctile 1... 130.0 OA00 I 0.01 0.000 - 0 -- _ ... ...... ..__.._ ,..__. ... ... 57:P-3 57 P-3 _ 365 STATIC/RESID. PITOT 6.0 Ductile L.. 130.0 _1 0.000 1 0.01 0.000 0 58:P-4 58 P-4 923 PITOT 3-5 6.0 Ductile 1.. 130.0 0.000 1 0.01 0.000 0 60:P-6 60 P-6 1,331 3-2 J-6 6.0 Ductile I... 130:0 _..i 0.000 1 0.02 0.000 0 61:P-7 61 P-7 374 1-6 1-5 _ 6.0 Ductile 1- 130.0- 0.000 0 0.00 0.000 0 62:P-8 62 P-8 840 3-6 3-7 6.0 Ductile 1 130.0 0.000 1 0.02 0.000 0 63:P-9 63 P-9 274 J-7 J-8 6.0 iDuctile 1... 130.0 -...,' 0,000 -1 0.01 0.000 __ _ 0 64:P-10 64 P 10 412 3-7 3-10 6.0 Ductile L.. 130.0 _! 0.000 3 0.03 0.000 0 65:P-11 65 P-11 471 3-10 J-9 10.0 Ductile L.. 130.0 __l 0.000 3 0.01 0.000 0- _. 66:P-12 66 P-12 - 1,043 3-9 3-11 10.0 Ductile L_ 130.0 0.000 3 0.01 0.000 0 67:P-13 67 P-13 337 3-11 J-13 8.0:Ductile L.. 130.0 _,' 0,000 _ 1. 0.01 0.000. -__ _ 0 68:P-14 68 P-14 I,041 3-13 1-16 8.0 Ductile 1... - 130.0 0.000 0 0.00 0.000 0 69:P-15 69 P-15 703 J-16 3-14 8.0:Ductile L.. 130.0 , 0,000 0- 0.00 0,000 0 70:P-16 70 P-16 626 J-14 3-13 S.0 Ductile 1... 130.0 0.000 -1 0.01 0.000 _ 0 71:P-17 71 P-17 _ 467 3-11 3-12 10.0 Ductile L.. 130.0 0.000 1 0.01 0.000 0 72:P-18 72 P 18 841 3-12 3-15 8.0 Ductile 1... 130.0 0.000 1 0.000. 0 73:P-19 73-P-19 331 3-15 3-14 _ 8.0 Ductile L.. 130.0 0.000 -1 0.01 0.000 0 74:P-20 74 P-20 699 3-15 3-17 8.0'Ductile 1 130.0 _; 0.000 3 0.02 0.000 _- 0 75:P-21 75 P-21 781 3-17 J-19 6.0 Ductile 1... 130.0 -_i 0.000 1 0.01 0.000 0 76:P-22 76 P-22 462.J-19 3-18 6.0 Ductile L.. 130.0 -1 0.000 -1 0.01 0.000 _ 0 77:P-23 77 P-23 475 3-18 1-17 8.0:Ductile 1... 130.0 _-I. 0.000 -2. 0.01 0.000 _ 0 79:P-24 79 P-24 ISO 3-19 3-26 6.0 Ductile 1... 130.0 ] 0.000 2- 0.03 0.000 D 80:P-25 80 P-2_5_ 351 J-26 J-20 6.0 Ductile L.. 130 0- 0:000 4 0.04 0,000 0 ... . . _.. .....__. .. .._.._... . .._ ..,__. ...___. . .. ..__ ..... ....... _ 81:P-26 81 P-26 178 3-20 VALLEY/VILLARD S.0 Ductile 1... 130.0 0.000 4 0.02 0.000 _ 0 82:P-27 82 P-27 623 VALLEY/VILLARD DEAD END _ 8.0'Ductile L.. 130.0- 0.000 _ 5 0.03 0.000 __ _ 0 83:P-28 83 P-23 704 VALLEY/VILLARD VALLEY/DURSTON 8.0 Ductile I... - 130.0 ] � 0.000 -6: 0.04 0.000 _; 0 84:P-29 84 P-29 1,119 VALLEY/DURSTON 2-1 10.0 Ductile 1... 130 0 _, 0.000 -12 0.05 0.000 0 85:P-30 85 P-30 737 VALLEY/DURSTON 3-22 10.0!Ductile I_. 130.0 _.I 0.000 1 0.00 0,000 [: 0 86:P-31 86 P-31 390 3-22 3-21 10.0 Ductile L.. 130.0 I 0.000 _ 0 0.00_ 0.000 _ 0 87:P-32 87 P-32 706 3-21 J-18 8.0'Ductile L.. 130.0 'i_] 0.000 0 0.00 0,000 j___ 0 88:P-33 88 P733 - 895.J-26 3-22 6.0 1 Ductile L.. 130.0 ❑ 0.000 -1 0.01 0.000- 0 89:P-34 89 P-34 730 3-8 3-5 6.0 Ductile 1... 130.0 ❑ 0.000 -1 0.01_ 0.000 0 91:P-35 91 P-35 249 Reservoir J-I 10.0 Ductile L.. 130.0 ❑ 0.000 15 0.06 0.000- 2,400 Static Pressure Check with Pitot Hydrant Closed: ID Label Elevation Zone Demand Collection Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 29:3-1 J 1 4,767.00 <Non <Collection: 0.. 0 5,092,42 141 ......... .... ....:............... __ ..... .__._..._ ....; 30:J-2 30:3-2 4,768.00 <Non... .<Collection: 0... 0 5,092.42;; 140; 31:STATICJRESID. 31 STATICIRESID. 4,771.33 <Non... <Collection; 0... 0 5,092.42 139 32:PITOT 32'PITOT 4,775.84 <Non... I<Collection: 1... 0 5,092.42 137. ................... . 33:3-5 33'3-5 0,00 <Non . <Collection: 0 0.... ..............5 092.42 2,203 . 34:3-6 34 J 6 0.00:<Non . <Collection: 0.............a................... 0 5,092.42 2 203 _ . 35:3-7 35;3-7 4,794.00 <Non... <Collection: 0... 0 5,092.42 129 . ............. .......... .. _.__... . 36:J-8 36'J-8 4 794.20 <Non <Collection: 0 0........ 5,092.42: 129: .........................................:... !. ... _........ __.... ......... 37:3-9 37;3-9 4,802.30 <Non <Collection: 0... 0 5,092,42. 126 ..._.... . .. ....._ ...................................................... _.__.... 38:J 10 38'J 10 4 800.80 <Non... .<Collection: 0.. 0 5 092,42 126 ..............................: _. t ......... 39:J-11 39.3-11 4,804,50 <Non... .<Collection: 0... 0':. 5,092.42 125; ........................................... 40:3-12 40 J-12 4,805.34.<Non .. <Collection: 0... 0€ 5 092.42, 124: ,..................................... 41:3-13 41 3-13 4,799.00:<Non . <Collection: 0... 0 5,092.42 127: ..........._..................... 42:3-14 42 3-14 4,794.32 <Non <Collection: 0... 0 5,092.42 129 ........ ...._.. ..... ..... 43:J-15 43 3-15 4,794.00 <Non... ._ _._ ..__ ,.............. ......................... 44:J-16 44 J-16 4,786.32 <Non .. <Collection: 0... 0 5,092.42 132 ,.............. ....... .__...__........ __._..._. 45:J-17 45 J-17 4,786.32'<Non <Collection: 0... 0 5,092.42 132 ...................... 46:J-18 46 J-18 4,779.33 <Non. .<Collection: 0... 0 5,092.42: 135 . ........................ ....... ............;........................ 47:J 19 47 J 19 0.00 <Non... <Collection: 0... 0: 5,092.42: 2,203 _...__. 48:3-20 48 J-20 4,776.35 <Non... <Collection: 0... 0 5,092.42 137 _ .............................................. _ . .. 49:J-21 49 J 21 4j771.33 <Non. <Collection: 0... 0 5,092.42. 139 .........._ 50:3-22 50 3-22 4,773.80.<Non... <Collection: 0... 0 5,092.42 138 ................... .............>......................... ......... 51:VALLEYIDURSTON 51 'VALLEYJDURSTON 4,769.33:<Non... .<Collection: 1... 0 5,092,42 140 .............:........... __ .... 52:VALLEYIVILLARD 52'VALLEYIVILLARD 4,776.35 <Non.. ;<Collection: 1... 0 5,09242; 137; .................._.....< ......._.. . . .... ................., 53:DEAD END 53-DEAD END 4,778.00. <Non.. <Collection: 1. 0 5,092.42: 136 .. . ...: . .... ....... ._ ............................. ..... . ... ........; 78:J 26 78'J 26 4 780.40 <Non. <Collection: 0. 0.s.....................................5,092,42 ........_..135; Residual Pressure Check with Pitot Hydrant Open: ID Label Elevation Zone Demand Collection Demand Hydraulic Grade Pressure (Ft) (gpm) (Ft) 29:3-1 7M. J-1 4,767.00:<Non... <Collection: 0... 0 5,053.72. 124' ..........................:.................... .. ....... ..._ ............................. ........ 30:J-2 30 J-2 4,768.00 <Non... <Collection: 0... 0, 5,038.03 117 31: STATIC/... 31 STATICJRESID. : 4,771.33€<Non... <Collection: 0... 0 5,011.69 s 104 32:PITOT 32 PITOT 4,775.84:<Non... <Collection: 1... 1,680 4,987.07 91 .......................>............................:. ........ .._ 33:J-5 33 J 5 0.00 <Non .. <Collection: 0... 0 5,025.22 2,174 ..................................................................c...............................:.................._._;y 34:3-6 34 J-6 0.00 <Non... <Collection, 0... 0 5,030.88 2,177 :..................................................,...............................:....................... _:........................__ ............ . 35:J-7 35 3-7 4,794.00:<Non... <Collection: 0... 0 5,033.51 104 ..............:................................................_................................... 36:3-8 36 J-8 4,794.20 <Non <Collection: 0... 0 5,031.25 103:: ..........,...................>..................... ........................ 37:3-9 37:J-9 4 802.30:<Non... .<Collection: 0... 0; 5,042.34 104 ............._................................................._.....................................................:. ..._...._. ,_.... 38:J-10 38 iJ-10 ? 4 800,80 <Non... i<Collection: 0... : 0 5 041.58 104 .................................................................:................................:....................... :..... . 39:3-11 39'::J-11 4,804.50 <Non... :<Collection: 0... 0 5,044.04: .................. 104:: .................................................._...............................;............................___ 40:1-12 40 3-12 4..805.34:<Non... <Collection: 0... 0: 5,044.24 103 ...............:............................................................ ...................:.......................:....... ....................................................................3 41:J-13 41 J-13 4 799.00:<Non... <Collection: 0... 0 5,044.50 106€ .................................................................._...............................:............................ 42:3-14 42 3-14 : 4,794.32 <Non <Collection: 0... 0 5 044.87 i 108 ...................................................4. ......... ....... ._ .........._ ................ 43:J-15 43`3-15 4,794.00,<Non... <Collection: 0... O.a.....................5,045.33 109 _...............................:............................................... ....,....... 44:J-16 44:J-16 4,786.32:<Non... <Collection: 0... 0 5 044.72 112: ..............:.................................................. ........................._....:............................_.._..........__ 45:J-17 45 iJ-17 4,786.32,<Non... <Collection: 0... ...............................0 5,048.70 114 ..............................................................._,..........'...................:.......................,..._. .......I...... 46:J-18 46 iJ-18 4 779.33:<Non... :<Collection: 0... D 5 049.93: 117; ............................................-,................_:........... .............. _.. ...........................,........ 47:3-19 47 J-19 0.00 <Non... <Collection: 0... 0: 5,050.20 2,185: :............................_.................... ....,.......................... 48:J-20 48:J-20 4 .76.35:<Non... :<Collection: 0... 0 5 051.53: 119: .................................................. ..............................<..........................................................._ .....................................e..........._....._................. ........>...........................: 49:3-21 49:J-21 4,771.33:<Non... <Collection: 0... 0€ 5,051.10 121 i ..............................................._...............................,............................_.... ...... ...................................;................. :......... 50:J-22 50 J-22 4,773.80:<Non... :<Collection: 0... 0: 5,051.321 120: ...................................................,......-......................................_.........._...._...._..........__....................,.....................................................................................................: 51: VALLEY/... 51 VALLEYJDURSTON 4,769.33;<Non... <Collection: 1... 0 5,051.96: 122 .................................................._...............................:......................................................._-..................:............................;........................................................................ : 52: VALLEYJ... 52:VALLEYJVILLARD : 4,776.35 <Non... :<Collection: 1... 0: 5,051.61 . 119 53:DEAD END 53:DEAD END........................>.............................. 4,778.00 <Non.......<Collection:...1...............;........................0;......................... 5,051.6.1.;. ........................... 118 .............:..................................................,.......... ...................:.......................................................................... ........................................................................_............................; 78:J-26 78:J-26 4 780.40:<Non... :<Collection: 0... : 0` 5,050.83: 117: Fire Flow Model Results: Label Zone Fire Flow Satisfies Fire Fire Fire Flow Flow Flow Pressure Iterations Flow Flow (Available) (Total (Total (Residual Constraints? (Needed (gpm) Neede Available Lower d) ) Limit) (gpm) (gpm) (gpm) (psi) 29:3-1 <Non.. 2 ./ 1,000 3,500 1,000 3,500 20 30:3-2 3-2 <Non... 3 Y, 1,000 1,681 1,000 1,681 20 31:STATICJRESID. STATICIRESID. <Non... 3. V 1,000 1,779 1,000 1,779 20 32:PITOT PITOT <Non... 3 Y, 1,000 1,861 1,000 1,861 20 33:3-5 3-5 <Non... 3 NO 1,000 2,159 1,000 2,159 20 34:3-6 J-6 <Non... 3_ Y_ 1,000 2,160 1,000_ 2,160 20 35:3-7 3-7 <Non... 3 1,000 2,485 1,000 2,485 20 36:3-8 3-8 <Non... 3 1,000 2,186 1,000 2,186 20 37:3-9 J-9 <Non... 3 1,000 2,997 1,000 2,997 20 38:3-10 J-10 <Non... 3 1,000 2,934 1,000 2,984 20 39:3-I1 3-11 <Non... 3 Y 1,000 3,045' 1,000 3,045 20 40:J-12 3-12 <Non... 3 Y, 1,000 3,002' 1,000 3,002 20 41:3-13 3-13 <Non... 3 V' 1,000 3,027 1,000 3,027' 20 42:3-14 3-14 <Non.. 3 VO 1,000 3,068 1,000 3,068 20 93:3-15 J-15 <Non... 21 1,000 3,134 1,000- 3,134 20 44:3-16 J-16 '<Non... 3 tY 1,000 2,934- 1,000' 2,934' 20 45:J-17 3-17 <Non... 21 VO 1,000 3,467 1,000' 3,467 20 46:3-18 1-18 <Non... 2 y 1,000 3,500 1,000 3,500 20 47:3-19 1-19 <Non... 3 V 1,000 2,838 1,000 2,838 20 48:3-20 3-20 <Non... 3. -10' 1,000 3,408: 1,000 3,408 20 49:3-21 3-21 <Non... 2' - 1,000 3,500 1,000 3,500 20 50:3-22 3-22 <Non... 2 1,000 3,500 1,000 3,500 20 51:VALLEYIDURSTON VALLEYJDURSTON .<Non... 2 1,000 3,500 1,005: 3,505- 20 53:DEAD END DEAD END <Non... 3 1 000 2,345 1.005 2,350 20 78:J-26 1-26 <Non... 3 1,000 3,290 1,000 3,290 20 Label Zone Pressure Pressure Pressure Junction Pressure Pressure Junction wj Is Fire (Calculated (Zone (Calculated wJ (System (Calculate Minimum Flow Residual) Lower Zone Lower Minimum Louver d System Pressure Run (psi) Limit) Limit) Pressure Limit) Lower (System) Balance (psi) (psi) (Zone) (psi) Limit) d? (psi) 29:3-1 r <Non... 75 20 59 3-12 (NIA)- 59 3-12 14. 30:J-2 J-2 <Non... 115 20 105 3-12 (NIA) 105 3-12 31:STATICIRESID. STATICIRESID. <Non... 94 20 97 PITOT (NIA)- 97 PITOT 32:PITOT PITOT <Non... 82 20 96 STATIC_. (NIA)- 96 STATICJR... Y_ 33:3-5 3-5 <Non... 2,141 20 75 3-8 (NIA) 75 3-8 34:3-6 J-6 <Non... 2,142, 20 77 3-8 (NIA)' 77 3-8 35:7-7 7-7 <Non... 50: _ _20 54 3-8 (NIA) _ 54 3-8 36:3-8 3-8 <Non... 56; 20- 71 3-7 (NIA) 71 7-7 37:3-9 3-9 <Non... 20. 20 22 3-10 (NIA)- 22 3-10 38:3-10 J-10 <Non_. 20 20 23 3-9 (NIA)- 23 3-9 .( 39:3-11 3-11 <Non... 20_ 20 21 3-12 (NIA): 21 3-12 40:3-12 3-12 <Non... 20 20 24 3-11 (NIA) 24 7-11 41:3-13 3-13 -<Non... 20 20 24 3-11 (NIA).: 24 J-11 W 42:J-14 3-14 <Non... 20. 20 21 3-13 (NJA) 21 3-13 y_ 43:3-15 3-15 <Non... 23: _ 20 20 J-12 (NIA): 20 3-12 44:3-16 1-16 -<Non:.. 20,, 20 28 3-13 (N/A); 28 J-13 45:J-17 J-17 <Non... 22 20 20 J-12_ (NIA).. 20�]12 ke 46:3-18 J-16 <Non... 28� 20 27 J-12 (NIA); 27 3-12 Y 47:3-19 J-19 <Non... 2,125 20 61 J-12 (NJA). 61 1-12 y 48:1-20 3-20 <Non... 27 20 32 DEAD... - (NIA). 32 DEAD END 49:3-21 3-21 <Non... 39_ 20 35 3-12 - (NIA) 35 3-12 1.40 50:3-22 3-22 <Non... 42 20 37 J-12 (NIA) 37 3-12 'Ni - 51:VALLEYIDURSTON VALLEYJDURSTON <Non... 52i 20 423-12 (NIA)'. 42 3-12 � 52:VALLEY VILLARD VALLEY VILLARD <Non... : 24 20 24 DEAD... N A 24.DEAD END - A A END <Non... - 78:3-26 7-26 <Non... 35' 20 44 J-12 (N/A)' 44 3-12 :W APPENDIX D Sewer Main Flow and Capacity Results 4 y t z Project: Sheet: TD & � Jab No Design: Engineering �v. r Date: `-� _ - Check: x � r lq 1' t _ r r. r S I a , x t Y ` l � 7 d1.].� t �.;._ f - j. ",t < <,'1't k- �x } E ;�',)v—1 x i w 4 nS : (i a.� � � t 234 East Babcock, Suite 3 Bozeman, Montana 59715 406.586.0277 tdhengineerinq.com Pine Meadow Subdivision 'T'hersMxs.E>cua&EEask3n%.Ene.. Calculated by: MMN1 Date': 1-5-16 ew�iaee.;au C'oa+�tta Sewer Main Pipe Sizing = t i e i Input Values d= 0.67 ft = 8 in y= 0.50 ft = 75 % Calculated Values (Equations from Fluid Mechanics by Chow) Theta(0) 4.19 rad 2'arccos(1-y/(d/2)) Area(A) 0.28 ft2 (1/8)'(O-sine)d2 Wetted Perimeter(P) 1.40 It 0.50d Hydraulic Radius(R) 0.20 ft (.25)*(1-(sine)/e)d Top Width (T) 0.58 ft (sin 0.5e)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n = 0.013 (For PVC per COB Design Standards) So= 0.004 ft/ft (0.4%minimum slope for sewer main) Q—pipe= 0.70 cfs 1.49/n-A*R"-S0'.s V= 2.49 ft/s Q—Pipe= 313.64 gpm J:\2015\B15-085 Joe Horner Subdivision\DOCUMENTS\Pine Meadow Stormwater Calcs.xls 1 OF 1 APPENDIX E Street Sections w N w x r- f 4 0 >O ¢z N 3NIl J,163d02Jd z Z w o f 3NIl kL8]dOdd y.m0 Mw �aN m a U m 3 0 = '" z z 0 3 o I c vDi 0U o a W N O O O H. N 0 0 06 Z � u�p�Y ZO v _I ON z o Z No g� > w w x� N O a a a m UO mtn F0 �•� JO1- ~OV Z NO m of t =w >� oI w[� ' I •� O ma m= a O U LL\\J OK M 1 W C 7 N W M Z / W zq O T > - mo BM fu Oj Ow Q t9m�3 _Z = O Y u m N N= r Q � UO Q Z JQ d W N N0 �j� N� a m w z �,T Z LLJ OO J Z Q J J 0- Q o OI W 'pW ���'t ��n N pl W w O �_ m m w LL OZ< �v MU I..L N_ Q O o .I `. U., M 7}_ O Q N O (� M N O O z O o 4- fife F— ` O } ff.' w �— Q W Z O Q W on O3 r} zz o3 ZZ O > x° O oo aW 7 wC) _ M M p Z LU 0 J .r o Zzm T wN U) J U );+ yOK `N QJ Q ` Q Q Oj Y i`�T>. J ^a vLi m w z > J OO U in * �� O o o Zo -0 � o H Lv U _:r ��v R_ a 0 � W uo c� aW a w 0 W > w a W � m 0 w m Z N U Y y a J - w of o at . U N N J UwJ QZ U W >(J W U w Uod 3NIl /.1J3d02Jd O N o f 3NIl kit J3dOdd a 0 0 o w = uowJ nwW Nw UMD Km- � xm� you <vwim � @ � _ § »n ao \\00 \ \} e \ \ \ \ _ CY 1,0 \\ ) \E �z �. \ - § ui Jƒ � Ga \\ � | f \\ y Z ; O � ` W % U w \ w @ \ U _! ¢ U) ` Q C / \ Li ui % _ R 2 \ / :, U c Ln � � � \ m � \ > k m 2 0 < w 2w w w ~ � 2 w »2 \ w k } « ( U a - 01\ : m3ciO a /�� �- APPENDIX F Test Pit Logs U SURFACE: Native Grasses 1= SURFACE ELEVATION: Not MeasureC o _j uv MOISTURE CONTENT n-O = Z F tL = J SOIL DESCRIPTION 0- Ir¢ ¢ CL wo 'S to w • =MOISTURE CONTENT o 10 20 0 40 50 TOPSOIL: Lean CLAY, appears firm, dark brown, slightly 0 moist, organics 0.7 r Lean CLAY, appears stiff to very stiff, brown,dry, organics > 1.75 - - -— _ _ 2.4 ------- ---- ---- Poorly-Graded GRAVEL with Sand, appears dense to very dense, brown to red gray, slightly moist, 6-8 inch minus - • 5.25 -- -- •_. .: 7 — - 'fir.:•, .. .. ..... ... _. . ._ _ _..-.._ . .. • rr 10.1 Bottom of Test Pit Ground water 10.5 — not encoun- tered _ 12.25 — LEGEND LOG OF TEST PIT TP-1 Atterbere Limi[s Field Moisture content Plastic Limit Horner Subdivision Groundwater Level In-Situ Water Content T Grab/composite sample Liquid Limit i E 3 Logged by: Ahren Hastings,PE Pb"index Excavated by: Joe Elomer GNP=Granular and Nonplastic CAT 303.5E2 Note:The stratification lines represent approximate October 2 2015 B 15-085 boundaries between soil types.Actual boundaries �l' THOitAS,BEAU Sr HOSKINS,INCI Figure No. 2 may be gradual or transitional. TD& "�It` L_,rL;�uu GcFo�ssuL[ANIS Sheet 1 of 1 v SURFACE: Road Base - T o SURFACE ELEVATION: Not Measurec = j w a x MOISTURE CONTENT O SOIL DESCRIPTION o 0 U) o • =MOISTURE CONTENT 0 10 20 30 40 50 FILL:Well-Graded GRAVEL with Sand (Road Base), 0 appears very dense,gray,dry 0.6 _ - Lean CLAY, appears stiff to very stiff, brown,dry, organics - - 1.75 -- — -- 2.4 Poorly-Graded GRAVEL with Sand, appears dense to very r; dense, brown to red gray, slightly moist, 6-8 inch minus 3.0 Bottom of Test Pit Ground - - - - water not encoun- tered 5.25 - --- 7 -- - 8.75 1 Q.5 12.25 LEGEND LOG OF TEST PIT TP-2 �t��rg.Limits Field Moisture content Plastic Limit Horner Subdivision �- Groundwater Level In-Situ Water Content T Grab/composite sample Liquid Limit hE �I Logged by: Ahren Misting.,PE Pbshct h1dex Excavated by: Joe Horner GNP=Granular and Nonplastic CAT 303.5E2 Note:The stratification lines represent approximate October 2 2015 B 15-085 boundaries between soil types.Actual boundaries ,,D& THO��AS,DEAN B HOSKINS,INC Figure No. 3 L (:f�hLnt�G CUN,SUL I AV'I5S may be gradual or transitional. Sheet 1 of 1 v SURFACE: Native Grasses . H t= =O SURFACE ELEVATION: Not Measure, z w � ti MOISTURE CONTENT a0 _ DW a. SOIL DESCRIPTION a O w O to w • =MOISTURE CONTENT o o 0 10 20 0 40 5 TOPSOIL: Lean CLAY, appears firm,dark brown, slightly 0 moist, organics _ 0.9 — - - - - - - -- - - - - - Lean CLAY, appears stiff to very stiff, brown, dry, organics - - 1.75 ----- 2.7 Poorly-Graded GRAVEL with Sand, appears dense to very dense, brown to red gray, slightly moist to saturated, 6-8 # inch minus 7.' ` 5.25 - -- .:� G -. ....... ..... _...... . `O ik 7 - ...: : '�Win;:•: 8.75 `q 4, t::r* 10.1 Bottom of Test Pit 10.5 12.25 LEGEND LOG OF TEST PIT TP-3 AtterbergLimi[s Field Moisture content Plastic Limit Horner Subdivision -i- Groundwater Level In-Situ Water Content Grab/composite sample Liquid Limit Logged by: Ahren Hastings,PE Po"index Excavated by: Joe Horner GNP=Granular and Nonplastic CAT 303.5E2 Note:The stratification lines represent approximate October? 2015 B 15-085 boundaries between soil types.Actual boundaries TD& THO�IAS,DEAN&HOSKINS,INC Figure No. 4 may be gradual or transitional. �nr�tar.tu�acosuu'arts Sheet 1 of i v SURFACE: Native Grasses 1= 1= = SURFACE ELEVATION: Not MeasureC Z I -i LL MOISTURE CONTENT d0 _ Z)1 0- = c SOIL DESCRIPTION a M a Q CL 0 wo O rn wo • =MOISTURE CONTENT 100 30 40 50 TOPSOIL: Lean CLAY, appears firm, dark brown, slightly 0 moist, organics— 0.4 Lean CLAY,appears stiff to very stiff, brown,dry, organics - -- 1.4 � .: Poorly-Graded GRAVEL with Sand, appears dense to very�. dense, brown to red gray, slightly moist to saturated, 6-8 1.75 ---- -- '' •w` inch minus Kr +Art►t� .:_ _ _ ...A.. - .:. .. 3.5 -r 5.25 Y r nt! t .. , C. 7 -- ads.* 8.75 -- — y;W V z-�•: 10.0 Bottom of Test Pit _ - 10.5 12.25 -- LEGEND At;g r-Litnitt LOG OF TEST PIT TP-4 Field Moisture content plastic Limit Horner Subdivision Groundwater Lecel In-Situ water Content T- Grab/composite,ample Liquid Limit If >i Logged by: Ahren Hastings,PE Pla"Index Excavated by: Joe Homer GNP=Granular and Nonelastic CAT 303.5E3 Note:The stratification lines represent approximate October 2 2015 B 15-085 boundaries between soil types.Actual boundaries THOMAS,DEAN&HOSKINS,INC Figure No. 5 ""''�� E.VoCt\LEt'NtfY:CfhVSULIA.VI'V' maybe gradual or transitional. TDBe � _ Sheet 1 of 1 v SURFACE: Road Base H _(3 SURFACE ELEVATION: Not Measure( U_ z w w MOISTURE CONTENT tl O a: �t- d M ¢ SOIL DESCRIPTION 0- C¢ a a- 0 ow O� rn wo • =MOISTURE CONTENT 0 10 20 0 40 50 FILL:Well-Graded GRAVEL with Sand (Road Base), 0.3 0 I G _\appearsvery dense _gray,dry - - Lean CLAY, appears stiff to very stiff, brown,dry, organics _ 1.75 - -- -- G 2.4 ------- ----- ----- --- - (4( Poorly-Graded GRAVEL with Clay,appears dense to very 1 dense, brown to red gray, slightly moist, 6-8 inch minus 3.0 Bottom of Test Pit Ground - - -- -- water 3.5 — - -not encoun- tered 5.25 --- - - 7 -- - 12.25 LEGEND LOG OF TEST PIT TP-5 Alter -Limits Field Moisture content Plastic Limit Horner Subdivision Groundwater Level In-Situ Water Content Grab/composite sample 1.9 Liquid Limit T Logged by: Ahren Hastings,PE Pa"hdex Excavated by: Joe Horner GNP=Granular and Nonplauic CAT 303.5E2 Note:The stratification lines represent approximate October 2 2015 B15-085 boundaries between soil types.Actual boundaries ,rD& THObIAS,DEAN&HOSKINS,INC Figure No. 6 may be gradual or transitional, - eINorNURINC consuunvt:5 nwH-.usx.. .> Sheet 1 of 1 APPENDIX G Asphalt Pavement Design ASPHALT PAVEMENT THICKNESS DESIGN Initial/Total number of 18-kip ESALs ..................................................................> W18:= 2500 DesignPeriod, years ........................................................................................> n := 20 Traffic Growth Rate, percent ............................................................................> i := 0 California Bearing Ratio of subgrade soil, percent............................................> CBR:= 2 Initial serviceability index..................................................................................> po:= 4.2 Terminal serviceability index.............................................................................> Pt 2.0 Standard normal deviate: ZR:_ -0.841 Overall standard deviation: So:= 0.4.5 Assumes a reliability of 80% n Traffic Growth Factor(GF): = i GF.- (1 + i) - 1 :_ ;f(i >0.GF,n) GF-20 100 (i) Number of 18-kip ESALS over design period: W := W18.GF W18=50000.000 The basic design equation for flexible pavements given by AASHTO is the following: SNR:= 5.0 Given log (Pa-Pt) [ � log(W18) _"LR So+ (9.36-log(SNR + 1)) -0.20+ (4.2- 1.5) + (2.32-1og(CBR•I500))-8.07 10-40+ 1094 [(SNR + 1)5.191 Using the previously defined values and/or variables, solve the above equation for SN to determine the required structural number. SNP:= Find(SNR) Design Structural Number...........................................................»»> SNR=2.716 LAYER LAYER THICKNESS LAYER COMPONENTS COEFFICIENTS (inches) Plant Mix Asphalt .................................................................> at :_ .41 tt := 3 Crushed Aggregate Course......................... a,:= 0.14 t,:= 12 Subbase (Pit Run)..................... a3:= 0.07 t3:= 0 Other layer coefficient..............................................................> as:= 0.07 to:= 0 Proposed Structural Number SNP :_ (at.tt) + (a2•t1) + (a3't3) + (a4-0 IF SNP =2.91 (Proposed) is greater than SNR =2.72 (required), than OK NOTES: 1)Asphalt should be placed in two equal thickness lifts when more than 3 inches total. 2)A geotextile, acting as a separator, is highly recommended to maintain long-term integrity of pavement section aggregates. SNP Factor Of Safety.... Fs:= — F,= 1.071 SNR APPENDIX H Storm Drainage Calculations Pine Meadow Subdivision C Value Determination Undeveloped Low-Med Dense Total Undeveloped Low-Med Dense Weighted Residential Residential Area Coeff. Coeff. Coeff. Average C (sf) (sf) (sf) (sf) C C C CAvc Existing 178770.24 174240.00 0.00 353010.24 0.3 0.35 0.5 0.32 Proposed 0.00 174240.00 178770.24 353010.24 0.3 0.35 0.5 0.43 NOTE:For new Pine Meadow subdivision AND lots directly to the south ell J:\2015\815-085 Joe Horner Subdivision\DOCUMENTS\Pine Meadow Stormwater Calcs.xls rh O 117 r V (O N m N > Y N cu N L f° n. N m c m c n\i co E F- F- E LO v `n `o E E C C 00 N E - .E o o 3 O c CD0 lL c w O M m _N O _ Q Li. 'S N O CO 'V N CD O O (�J cq O O O O FLU r N m 'EL > C O N � Q - o o cm O o m E U Cl) II m CDm �n Z � v O W C N OO O c vx rn rn m j fmf F Q >o o co �ro o i m 'a o w ; ca m m r U .L2 U C7 Y v m m c p (6 N � C ^ a coO c O G > C m> N W 00 N N m c ❑ Q A N C/) N m U U N m H N ^ rn w CS Co Cf? m E c � � p v Q ii rn LS a o y v E O W N co o Q ao ro ( o o , o 0o p m FLSri � _ S n u CL ❑ E m C o u Y Y E N N m m O O `• V m d a) CDm Can- U ai v o o a o c } `c m ? a E is m 0 0 U3 r c o c T y c o Q Q 3 > E Z m M c > 0!1 3 Q m .E m N C p p E C ^_ N C OD N co � E ui N E E O Q = 0 O � m y O U C. o c > V m IDU m I E CO > c o o ti N m O N ` v v [� o oq > _ 6 II a o o o Eti _o o o o ua u co a U Ln m m y in a` a 0 : k , 5Sgg { fl- d/ room r % \ £ � E d § ) o c � @ g { ° - a � & \ 7 Ivi n . > � k0k § j k \ \ \ ( a C\l k § ) \ \ § � � � a m ■ E § % § $ o o_ 7 g 2 ƒ , ecg2 § f = or m R % / � \ \ �` U § / # \ \ / \_ © / m w £ \ Ob \ ® _ ) 2 j _\ & cis It > q ° @ 9 / gQ \ II < § % < am E ƒ / = m � § CD e o k k £-80 7 0o m - / 3 2 e % c a- � r / \ » Q g R ƒ :Q , � g § §§ \ D U t / \ CD } / E [ $ \ \ = j ) E \ / a E � % f LO 0o0CD ® / $ - & / \ } / } - f \ / / � TD&H Storm Drain Calculations Project:Pine Meadow 1 Gutter Flow and Inlet Capacity Checks t T 1 Engineering`="= Flow from Transverse Longitudinal Water Water Condition Capacity per Curb Inlet Notes Sub Basin Slope Slope Top Width Depth EJIW Capacity? Capacity? Basin Q_ ST SL W H CIS ft/ft ft/ft ft ft CIS 1&2 3.3 0.03 0.007 8.4 0.253 Tangent 2.55 OK SMALL Double Inlet 9.5 ft.Max. 0.30 ft.max(standard) 0.37 ft.max(spill) NOTES: 1 For runoff calculations see Drainage Subbasin Runoff Calculations-25 Year Event 2 Grate capacity equation for Tangent Conditions,Q=3.33L(H)^(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. 3 If slope is less than 1%use sag condition per manufacturer 4 Spread width in curb equation,T=[(Qn)/IKu'(SX^1.67)`(SL^0.5)11^0.375 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 Slope(fVft) SL Longitudinal Slope(ft/ft) T Width of flow(ft) d Depth of flow(ft) Pine Meadow Subdivision Thaman,Dean 3c iftrxkina,.►ac-� Calculated by: MMN1 ry"� Date: 1-6-16 i Storm Drain Pipe Check for 25-Year Event Engia�ring`onsultsn e Input Values d= 1.25 ft = 15 in y= 0.94 ft Calculated Values (Equations from Fluid Mechanics by Chow) Theta(0) 4.19 rad 2*arccos(1-y/(d/2)) Area(A) 0.99 ftZ (1/8)*(0-sinO)d2 Wetted Perimeter(P) 2.62 ft 0.5Od Hydraulic Radius(R) 0.38 ft (.25)*(1-(sinO)/O)d Top Width (T) 1.08 ft (sin 0.5O)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n= 0.013 (For PVC per COB Design Standards) So= 0.007 ft/ft (0.7%minimum slope for outlet pipe) Q—Pipe= 4.94 cfs 1.49/n*A*R11*So1.5 V= 5.01 ft/s Q—Post= 3.31 cfs Notes 1. Q—Post=3.31 cfs for the 25-year event for the new subdivision and the lots to the south 2. Pipe is intended to transport water from the lots pond to the existing storm drain manhole NE of the pond J-.\2015\B15-085 Joe Horner Subdivision\DOCUMENTS\Pine Meadow Stormwater Calcs.xls 1 OF 1 PINE MEADOW SUBDIVISION DETENTION POND Hydraulic Analysis- COB Pond Volume Calculations Bottom Top Required Pond Area Area Depth Volume Volume Check sf sf ft cf cf Pond 1 2,673 3,859 1 3,266 3,195 Adequate Note: Pond volumes are calculated for ponds using the Average Area Method. Detention Pond Release/Slot Sizing Reference:COB Design Standards IC-L-H3/' _Qvei Qpre C Width Head QWe;r Width cfs in ft cfs OK? Pond 0.00 3.33 6.75 1 1.87 NO Notes: 1. C =3.33=weir coefficient 2. Pond depth is 1.0'=head 3. Q_pre for lots= 1.89 cfs for 10-year event Pine Meadow Subdivision Calculated by: MMN1 Thomas,Dean&""skins,fnc Date: 1-6-16 TD& . Eagiamring,Consn[tan�� , Pond Outlet Pipe Check for 25-Year Events,., e i Input Values d= 1.00 ft = 12 in y= 0.75 ft Calculated Values (Equations from Fluid Mechanics by Chow) Theta(0) 4.19 rad 2*arccos(1-y/(d/2)) Area(A) 0.63 ft2 (1/8)*(O-sin0)d2 Wetted Perimeter(P) 2.09 ft 0.50d Hydraulic Radius(R) 0.30 ft (.25)*(1-(sin0)/O)d Top Width(T) 0-87 ft (sin 0.50)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n= 0.013 (For PVC per COB Design Standards) So= 0.007 ft/ft (0.7%minimum slope for outlet pipe) Q—pipe= 2.73 cfs 1.49/n*A*R'*So s V= 4.31 ft/s Q_pre= 2.34 cfs Notes 1. Q�re=2.34 cfs for the 25-year event for the new subdivision and the lots to the south 2. Pipe is intended to transport water from the lot's pond to the existing storm drain manhole NE of the pond J:\2015\B15-085 Joe Horner Subdivision\DOCUMENTS\Pine Meadow Stormwater Calcs.xls 1 OF 1