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C1/`((1ENDIAN.--- IDAHO TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN Mayor Tammy de Weerd City Council Members: Keith Bird Joe Borton Charles Rountree David Zaremba To ensure that your comments and recommendations will be considered by the Meridian City Council please submit your comments and recommendations to Meridian City Hall Attn: Jaycee Holman, City Clerk, by: January 13, 2015 Transmittal Date: December 23, 2014 File No.: FP 14-044 Hearing Date: January 20. 2015 Request: Final Plat 3roval consisting of 40 family residential building lots and 6 common lots on approximately 12.41 acres in an R-8 zoning district for Irvine No. 2 By: Trilogy Idaho Location of Property or Project SEC of W. Chinden Boulevard & N. Ten Mile Road _Joe Marshall (No FP) _Scott Freeman (No FP) _Steven Yearsley (No FP) —Patrick Oliver (No FP) _Rhonda McCarvel (No FP) _Tammy de Weerd, Mayor —City Council —Sanitary Services (NO VAR, VAC, FP) _ Building Department/ Rick Jackson _Fire Department _Police Department _ City Attorney _City Public Works _City Planner _Parks Department Economic Dev. Your Concise Remarks: Meridian School District (No FP) —Meridian Post Office (FP/PP/SHP only) _Ada County Highway District Ada County Development Services —_Central District Health COMPASS (Comp Plan only) —_Nampa Meridian Irrig. District _Settlers Irrig. District _ Idaho Power CO. (FP,PP,CUP/SHP only) _ Owest (FP/PP/SHP only) —Intermountain Gas (FP/PP/SHP only) _ Idaho Transportation Dept. (No FP) _Ada County Ass. Land Records Downtown Projects: _Meridian Development Corp. _Historical Preservation Comm. South of RR / SW Meridian: _NW Pipeline _ New York Irrigation District _ Boise -Kung Irrigation District Boise Project Board of Control/Tim Page City Clerk's Office • 33 E. Broadway Avenue, Meridian, ID 83642 Phone 208-888-4433 • Fax 208-888-4218 • www.meridiancity.org CMIE IDIAN�, I�AI;Ca ECEiVE DEC 18 20% Planning Division COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) ❑ Alternative Compliance ❑ Annexation and Zoning ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Permit Modification STAFF USE ONLY: ❑ Development Agreement Modification O: �P �'1I_ 0 'L Q Final Plat File numbers �t ❑ Final Plat Modification ❑ Planned Unit Development 1 2 ❑ Preliminary Plat Project name: TfV t me o . ❑ Private Street Date filed: Date complete: t♦ '� ❑ Rezone ❑ Short plat Assigned Planner: 13111 Parsohs ❑ Time Extension (Commission or Council) Related files: M—[Z"018 ❑ UDC Text Amendment ❑ Vacation (Council) ❑ Variance Hearing date: 0045 ❑ Commission#Council ❑ Other Applicant Information Applicant name: TRILOGY IDAHO Phone: 895-8858 Fax: Applicant address: 2358 TITANIUM PL MERIDIAN ID1ip: 83642 E-mail: shawn@trilogyidaho.com Applicant's interest in property: IN Own ❑ Rent ❑ Optioned ❑ Other Owner name: COREY BARTON Phone: 895-8858 Fax: Owner address: 2358 TITANIUM PL MERIDIAN ID Zip: 83642 E-mail: shawn@trilogyidaho.com Agent name (e.g., architect, engineer, developer, representative): KENT BROWN Firm name: KENT BROWN PLANNING Phone: 871-6842 Fax: Address: 3161 E SPRINGWOOD MERIDIAN ID Zip: 83642 E-mail: KENTLKB@GMAIL.COIN Primary contact is: ❑ Applicant ❑ Owner IXAgent ❑ Other Contact name: KENT BROWN Phone: 871-6842 Fax: Contact address: 3161 E SPRINGWOOD MERIDIAN IMP: 83642 E-mail: KENTLKB@GMAIL.CON Subject Property Information Location/street address: Southeast corner of Ten Mile and Chinden Blvd Assessor's parcel number(s): SO426223012 Township, range, section: T4N;R1W SEC 26 Total acreage: 12.41 Current land use: VACANT Current zoning district: R-8 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org I (Rev. 021082013) Project Description Project/subdivision name: IRVINE SUBDIVISON NO 2 General description of proposed project/request: FINAL PLAT FOR 40 BUILDABLE LOTS AND 6 COMMON Proposed zoning district(s): R-8 Acres of each zone proposed: 12.41 Type of use proposed (check all that apply): IN Residential ❑ Commercial ❑ Office ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? HOA Which irrigation district does this property lie within? SETTLERS Primary irrigation source: MEADOWS LATERAL Secondary: CITY WATER q Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Z 7 Residential Project Summary (if applicable) Number of residential units: Number of building lots: 40 Number of common lots: 6 Number of other lots: Proposed number of dwelling units (for multi -family developments only): NSA 1 bedroom: 2 — 3 bedrooms: 4 or more bedrooms: Minimum square footage of structure(s) (excl. garage): Minimum property size (s.f): 5600 Gross density (Dtf/acre-total land): 3.1 Percentage of open space provided: 4.4 Proposed building height: Average property size (s -f.): 6803 Net density (DU/acre-excluding roads & alleys): 4.4 Acreage of open space: 2.84 Percentage of qualified open space acreage: (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping, public, common, etc): Micro path, street buffer Amenities provided with this development (if applicable): most are in future phases Type of dwelling(s) proposed: EXSingle-family Detached ❑ Single-family Attached ❑ Townhomes ❑ Duplexes ❑ Multi -family ❑ Other Non-residential Project Summary (if applicable) NSA Number of building lots:_ Gross floor area proposed: Hours of operation (days and Percentage of site/project devoted to the following: Landscaping: Total number of employees: Total number of parking spaces provided Authorization Print applicant name Applicant signature: Building: Other lots: Existing (if applicable): Building height: Paving: Number and ages of students/children (if applicable): Number of compact spaces provided: Date: 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 (Rev. 02/082013) Description for IRVINE SUBDIVISION NO. 2 A parcel of land located in the W 1/2 of the NW 1/4 of Section 26, TAN., R.1 W., B.M., Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the NW corner of said Section 26 from which the W1/4 corner of said Section 26 bears South 00°21'10" West, 2633.61 feet; Thence along the West boundary line of said Section 26 South 00021'10" West, 1106.88 feet; Thence leaving said West boundary line South 89°09'47" East, 40.00 feet to a point on the East right-of-way line of N. Ten Mile Road, said point being the REAL POINT OF BEGINNING. Thence along said East right-of-way line North 00021'10" East, 720.79 feet; Thence leaving said East right-of-way line South 89038'50" East, 135.00 feet; Thence North 00°21'10" East, 20.00 feet; Thence South 89°10'58" East, 987.91 feet; Thence South 89°30'42" East, 50.00 feet; Thence South 00029'18" West, 26.29 feet; Thence South 89°30'42" East, 100.00 feet to a point on the East boundary line of the W 1/2 of the NW 1/4 of said Section 26; Thence along said East boundary line South 00°29'18" West, 198.00 feet to the NE corner of Irvine Subdivision No. 1 as filed in Book 107 of Plats at Pages 14,800 through 14,803, records of Ada County, Idaho; Thence along the exterior boundary line of said Irvine Subdivision No. 1 the following 10 courses.- Thence ourses: Thence North 89030'42" West, 150.00 feet; Thence South 00°29'18" West, 25.64 feet; Thence North 89011'44" West, 334.01 feet; Thence South 00029'18" West, 198.00 feet; Thence North 89010'58" West, 509.43 feet; Thence South 00°18'15" West, 130.01 feet; Thence North 89°10'58" West, 69.52 feet; Thence 25.26 feet along the arc of a non -tangent curve to the right having a radius of 50.50 feet, a central angle of 28°39'44", and a long chord which bears South 00°44'27" West, a distance of 25.00 feet; Thence South 89°10'58" East, 38.66 feet; Thence South 00°21'10" West, 138.95 feet; Thence leaving said exterior boundary line North 89009'47" West, 247.51 feet to the REAL POINT OF BEGINNING. Containing 12.41 acres, more or less. i ADA COUNTY RECORDEq/--AVID NAVARRO AMOUNT 70.00 : �EPUTYAVckiAllen00.. •t'M I pp RECORDED—REQUEST OF Tllle One 110123347 Warranty Deed For value received, DYVi, R DEVRLOPNIRNT, LLC, an Idaho Limited Liability Company the grantor, does hereby grant, bargain, sell, and convey unto CORL, Y BARTON, a married man as his sole and separate property whose current address is P.O. Box 369 Meridien, ID 83680, the grantee, the following -described premises, in Ada County, Idaho, to wit: See Attached Exhibit "A° To have and to hold the said premises, with their appurtenances unto the said Grantee, its heirs and assigns forever. And the said Grantordoes hereby covenant to and with the said Grantee, that Grantor is the owner in fee simple of said premises; that they are free from all encumbrances except those to which this conveyance Is expressly made subject and those made, suffered or done by the Grantee; and subject to all existing patent feserraftons, easements, right(s) of way, protective covenants, zoning ordinances, and applicable building codes, laws and regulations, general taxes and assessments, including irrigation and utility assessments (if any) for the current year, which are not due and payable, and that Grantor will warrantand defend the same from all lawful claims whatsoever. Whenever the context so requires, the singular number includes the plural. Dated: December 28, 2010 Dyver Daveldpme , L C - By: Corey Barton,te. ber�,r� State of Idaho, County of Ada, ss. On this� day of December, In the year of 2010, before me, the undersigned, a Notary Public in and for said state, personally appeared Corey Barton known or Identified to me to be the manager or member of the Emlted Ilabilily company that executed the instrument or the person who executed the instrument on behalf of said limited liabiliittyy company, and acknowledged to me that such limited liability company executed the same. O Notary Public •aVl�' az?°�, Residing at: My Commission Expires: b �OS �(7 s N ° i iL S _.. P.X1-11 BIT A f,...._ The Non-liwc51 quaner of the Nonbwtsi quaner and that portion of the Sout`twa;t quarter of she 'Rorthw•es( quarter more particularly described as follows: Beginning at the Northwest corner of the Southv:est quarter of the Northwest quarter of said Section 26, and running tbcnce South on section line behveed Sections 26 and 27, 21 '/, rods; thence East 80 rods; thence North 21 'G rods to the Northeast corner of said Southwest quarter of the Northwest quarter of said Section 26; thence West 90 rods to the Place of Beginning. Except therefrom: A parcel of land located in the Southwest quarter of the Nonhwest quarter of Section 26, Township 4 North, Range 1 Wesi of the Boise Meridian, Ada County, Idaho, and more particularly described es follows, to -wit Commencing et the Nonhwest corner of Section 26, Township 4 North, Range 1 West. Boise Meridien; thence South 00 degree 08'42" East 1346.16 feet along the line between Section 26 and Section 27 to a point which is the initial point of this description; thence South 89 degrees 39'39" Last 287.51 feet to it point; thence South 00 degree 08'42" Fast 31.08 feet to a posit; thence South•89 39'.39"East 1022,99 feet,lo a point; thence South -00 dagree OWN" East 298.49 feet to a.poimt thence North 89 degrees 39'39" West 1309.78 feet to a point on the West line of said Section 26; thence along said West line North 00 degree 08'42" Went 329.58 feet in the initial point of this description Also except therefrom: A parcel of land loeatcd in the West half of the -Northwest quarter of Section 26, Township 4 Nonh, Range 1 West of the Boise Meridian, Ada County, Idaho, and more particularly described as follows, in- Commaueing at the Northwest comer of Section 26, Township 4 North, Range 1 Wesi, Boise Meridian; tbcnce South 00 degree 08'42" East 1106.88 feet along the line between Section 26 and Section 27 to a point which is the initial point of this description; thence South 89 degrees 39'39" East 287.51 feet to a point; thence South 00 degree 08'42" East 239.28 feet to a point; thence 1Tonh 89 degrees 39'39" Wcsi 281.51 feet to a paint on the West line of said Section 26; thence along said West line North 00 degree 08'42" 'West 239.28 feet to the initial point of this description And except that portion conveyed to the State of Idaho far a right of way rot a public highway by Deed recorded under Instrument No. 193253 (238 of De-cds. Page 361) V4) i Commoncing at the Northwest comer of Section 26, Township I Noah, Range 1 .)Vest, Boise Meridian; thence South 00 degree 08'42" fast 1106.66 feet along the line between Section 26 and Section 27 to a point whieb is the initial point of this desctipi ion; thence South 89 degrees 39'39" East 287.51 feet to a point; thence South 00 degree 08'4T' East 239,28 feet to a point; thence North 89 degrees 39'39" Wm 287.51 feet to it point on the West line of said Section 26; ihence along said West line North 00 degree 08'42" West 239.28 feet to the initial point crthis description. And except that portion conveyed to the State of Idaho for a right of way for a public highway by Deed recorded under Instrument No. 193253 (238 of Deeds, Page 361) iJ AFFIDAVIT OF LEGAL INTEREST STATE Or IDAHO X4111WYJIY11 *1_IZ1 I COREY BARTON (name) MERIDIAN (city) being first duly sworn upon, oath, depose and say: 1977 E OVERLAND RD IDAHO (address) (state) That I am the record owner of the property described on the attached, and I grant my permission to: KENT BROWN 3161 E SPRINGWOOD DR MERIDIAN ID 83642 (name) the p pp (5) p (address) to submitINAL PLA'1'n1+01(1iIRVINE 1�ertO 2 ing to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. 3. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this 16th day ofDECEMBER 2014 4g*��n /"'? I. ignature) SUBSCRIBED AND SWORN to before me the day and year first above written. ,., ,V`a/t (NotaryWPublic for Idaho/)) VJ Residing at: A L_�� J.l � My Commission Expires: SOS -I F' 33 E. Broadway Avenue, Suite 102 a Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancily.org G\2 co CQ o ix F �WZ OU pa .� Oa Z A C-4,* W 0 F " P, d Lij Q V) Meridian Building Services Parcel Verification Request Reguestor Name KENT BROWN Phone 208-871-6842 Address 3161 E SPRINGWOOD MERIDIAN ID 83642 Fax Email KENTLKB@GMAII,.COM Please check the appropriate box(s) below and submit the required information to contmunitydeveloymettt@meridiancity.oPlease allow one business day for reply. Type of Application(s) ❑ Annexation and Zoning ❑ Comprehensive Plan Map Amendment ❑ Conditional Use Permit ❑ Conditional Use Permit Modification ❑ Conditional Use Permit Minor Modification ❑ Development Agreement Modification INFinal Plat ❑ Final Plat Modification ❑ Planned Unit Development ❑ Preliminary Plat ❑ Property Boundary Adjustment ❑ Rezone ❑ Short plat ❑ Time Extension (Commission or Council) ❑ Time Extension (Director) ❑ Vacation (Council) ❑ Variance ❑ Other Required Information: Project Name IRVINE SUBDIVISION NO 2 Parcel Number(s) SO426223012 Vicinity Map — highlight subject parcels and include adjacent street name(s) 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org %Q4 0 E 1 IMAM., --- IDAHO Community Development Parcel Verification Date: 12/18/14 Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 208.887.2211 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Irvine #2 Subdivision Parcel Number: SO426223012 Acres: 22.030 T/R/S: 4N 1W 26 Property Owner: Corey Barton 1977 E. Overland Rd. Meridian, ID 83642 Address Verification Rev: 04/23/12 ®l-7'" ©© %$ y'�P.M. - _.� §M)Q! i- lxc 8\\! a | qe((ice , -f«v iurl- �- .)f) § ,? . ƒ ®l-7'" ©© %$ y'�P.M. - _.� JAiley Engineering, Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: PROJECT NO: 02013-012 DATE: 9-22-2014 DEVELOPER: Trilogy Development, Inc 2358 S Titanium Meridian, ID 83642 4242 N. Brookside Lane ♦ Boise, Idaho 83714 s Tel.: 208-938-0013 dbailey@baileyenginsers.com The proposed development has a relatively flat topographic profile, and was previously used as cultivated farm land. No significant grading is proposed for the site. Earthwork will consist primarily of excavation of surface soils, as well as excavation for road subgrade and seepage beds. Drainage from the road and the front half of all `Type A' lots has been accounted for in drainage basin calculations. In `Type B' drainage lots, the entire lot area was accounted for in drainage basin calculations, as the entire lot will be draining towards the roadway. Drainage will be collected in the roadside gutters and be conveyed to catch basins. A single sand and grease trap will treat the stormwater runoff from each drainage basin, before percolating into the earth through a seepage bed. The Ada County Highway District (ACHD) spreadsheet dated July 2013 was used to determine runoff volumes, size sand and grease traps, as well as to size seepage beds. For each drainage area, the time of concentration, T., and weighted runoff coefficient, C, was calculated by analyzing the area's landscape and runoff design. This methodology allowed for the use of the Rational Method to analyze required runoff volumes of each drainage area or sub basin. Throughout seepage bed sizing and design in this development, a sedimentation volume increase was not used due to runoff pretreatment in sand and grease traps. Stormwater runoff fi-om drainage Areas #lA & #113 is treated by Sand and Grease Trap #1 before percolating in Seepage Bed #1. Drainage Area MA has an area of 0.88 acres with a weighted runoff coefficient of 0.60. Drainage Area #113 has an area of 0.48 acres, with a weighted runoff coefficient of 0.66. Combined, the drainage areas have a peak discharge of 2.45 efs. The 100 -year storage volume of 31504 $3 was used to size Seepage Bed #1. Stormwater runoff from drainage Areas #2A & #2B is treated by Sand and Grease Trap #2 before percolating in Seepage Bed #2. Drainage Area #2A has an area of 0.61 acres with a weighted runoff coefficient of 0.57. Drainage Area #2B has an area of 0.76 acres, with a weighted runoff coefficient of 0.62. Combined, the drainage areas have a peak discharge of 2.30 efs. The 100 -year storage volume of 3,393 ft was used to size Seepage Bed #2. Stormwater runoff from drainage Areas #3A & #3B is treated by Sand and Grease Trap #3 before percolating in Seepage Bed #3. Drainage Area 43A has an area of 1.13 acres with a weighted runoff coefficient of 0.62. Drainage Area #3B has an area of 1.26 acres, with a weighted runoff coefficient of 0.60. Combined, the drainage areas have a peak discharge of 3.71 efs. The 100 -year storage volume of 6,015 W was used to size Seepage Bed #3. Stormwater runoff from drainage Areas #4A & #4B is treated by Sand and Grease Trap #4 before percolating in Seepage Bed 94. Drainage Area #4A has an area of 0.94 acres with a weighted runoff coefficient of 0.60 Drainage Area #4B has an area of 1.40 acres, with a weighted runoff coefficient of 0.57. Combined, the drainage areas have a peak discharge of 3.49 efs. The 100 -year storage volume of 5,656 ft was used to size Seepage Bed #4. Methodology and Assumptions 1. Geotechnical Report from MTI (5-25-2005) is attached (Appendix 4) a. Ground water depth of 16 feet for greater below ground surface is expected. b. Infiltration rate: 8 inches per hour. 2. Calculations for Sizing Storm Water Facilities a. Rational Method used for peak flows: Qpeak = CIA i. Qp,,k = Peak flow for 100 -year design storm at storm duration equal to time of concentration. 1. C = Weighted runoff coefficient based on land use (Appendix 2) a. C for single family residential use =.35 b. C for asphalt = .95 2. I=Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) 3. A = Area of drainage basin— See Appendix 3 for map of drainage areas. ii. Runoff Volume Calculation 1. V=CIAT a. C = Weighted runoff coefficient b. I = Rainfall Intensity c. A = Drainage Area d. T = Duration of storm of t hour 2. Calculation can be seen in Appendix A2 iii. Seepage Bed Sizing Calculations 1. Design volume increase of 25% was determined not applicable due to the design infiltration rate of 8 inches per hour and the use of a sand and grease trap as stated in BMP 04 of Section 8202.8.4 of the Stormwater Design Manual. Sand and grease traps serve as pretreatment in a treatment train when paired with a seepage bed (BMPOI to BMP04). 2. Infiltration for the site based on the soils report (Appendix 4) and excavations for seepage beds. 3. Design width and depth are unique for each seepage bed. 4. Void ratio = 0.4 5. Pipe diameter = 18 inches 6. Total storage volume per linear foot of the seepage bed determined using the design width, depth and pipe diameter. 7. Design length determined using design volume divided by storage per linear foot. 8. Time to drain requirement of 90% must drain in 24 hours was checked. Calculated using 90% of design volume divided by volume infiltrated in 1 hour. 9. Flow through the pipe must be greater than max flow from runoff check was determined to be ok 10. ACHD standard calculations sheet dated July 2013 was for runoff calculations. iv. Sand and Grease Trap Calculations 1. Size for water quality event 2. Vault size: 1000 Gallon 3. Baffle Spacing: 20,21 or 24 inches 4. Throat Width: 48 inches 5. Velocity must be less than 0.5 ft/sec 6. Calculation can be seen in Appendix 2 Appendix: IDE CURVE AND RUNOFF COEFFICENTS — Appendix 1 DRAINAGE CALCULATIONS — Appendix 2 DRAINAGE AREA MAP — Appendix 3 GEOTECHNICAL REPORT—Appendix 4 -END OF REPORT- NOAA Atlas 2 Intensity Duration Frequency 3.5 T - -�nv 3 2.5 -x- ro rev 2M� v f-wmv T 1.5 c 1 0.5 0 10 min 15 in 30 min 1 hour 2hours 3 hours 6 hours 12 hours 24 hours Duration In minutes an0 hours ------- 9ya NOAA Atlas Boise Area Inlenslly-Duration-Frequency, Depth -Duration -Frequency Intensity (inches per hour) Design Storm Design Storm 2 5 10 25 30 50 100 To --- To --- ---- -------- ----------------- ------ ----------- ----_ -_ - - 0.12 30 min 1.21. 1.62 1.96 2.32 2.44 233 3.11 0.25 15 in 1.02 1.41 1.66 2.00 2.06 2.30 2.62 0.33 20 min 0.85 1.12 1.32 1.62 1.22 1.91 2.28 0.42 25 min 0.24 1.01 1.19 1.44 1.48 1.65 2.02 0.50 30 min 0.21 0.98 1.15 1.39 1.43 1.59 1.82 0.58 35 min 0.59 0.81 0.95 1.14 1.19 1.31 1.50 0.62 40 min 0.54 0.24 0.82 1.05 1.08 1.20 1.32 0.25 45 min 0.50 0.68 0.81 0.92 1.00 1.11 1.26 0.83 50 min 0.42 0.64 0.25 0.90 0.93 1.04 1.12 0.92 55 min 0.45 0.62 0.23 0.88 0.90 1.01 1.15 1.00 1 hour 0.45 0.62 0.23 0.88 0.90 1.01 1.15 2.DD 2hours D.22 0.36 0.42 0.50 0.52 0.58 0.66 3.W 3hours 0.20 0.22 0.32 0.32 0.38 0.43 0.48 6.00 6 hours 0.13 0.12 0.20 0.23 0.24 0.22 0.30 12.00 12 hours 0.08 0.11 0.13 0.15 0.16 0.18 0.19 24.00 24 hours 0.05 0.02 0.08 0.09 0.10 0.11 0.12 NOAA Atlas 2 Intensity Duration Frequency 3.5 T - -�nv 3 2.5 -x- ro rev 2M� v f-wmv T 1.5 c 1 0.5 0 10 min 15 in 30 min 1 hour 2hours 3 hours 6 hours 12 hours 24 hours Duration In minutes an0 hours 9/19/2014, 2:36 PM P:\C2013-0121rvine-Trilogy\200 Phase 2\Construction\Caics\60984152 Version 5.5, April 2013 ------- 9ya NOAA Atlas Boise Area Depth -Duration -Frequency Depth -Duration -Frequency Intensity )inches per hour) Design Storm 2 5 10 25 30 50 _ t00 To --- -'___ _________________________ 2 0.12 10 min 0.20 0.28 0.33 0.40 0.41 0.45 0.52 0.25 15 min 0.25 0.35 0.41 0.50 0.52 0.58 0.66 0.50 30 min 0.35 0.49 0.52 0.69 0.71 0.80 0.91 1.00 1 hour 0.45 0.62 0.23 0.88 0.90 1.01 1.15 200 2hours 0.54 0.21 0.85 1.01 1.04 1.16 1.31 3.00 3hours 0.61 0.80 0.95 1.12 1.15 1.29 1.45 6.00 6hours 0.80 1.00 1.20 1.40 1.44 1.60 1.80 12.00 12 hours 1.00 1.30 1.60 1.80 1.86 2.10 2.30 24.00 24 hours 1.20 1.60 2.00 2.20 2.28 2.60 2.80 9/19/2014, 2:36 PM P:\C2013-0121rvine-Trilogy\200 Phase 2\Construction\Caics\60984152 Version 5.5, April 2013 ------- 9ya NOAA Atlas Depth -Duration -Frequency 3 -�zsre. 2.5 2 r _ c /- a x/ D o.$ u 5 1n 15 30 1 2 3 6 12 24 Duration in minutes and hours 9/19/2014, 2:36 PM P:\C2013-0121rvine-Trilogy\200 Phase 2\Construction\Caics\60984152 Version 5.5, April 2013 O o m m m m .`n -i O v1Di 0 M O O M V O M n O a N M M in in �o C m O m o r4 O J � O ci c4 c4 H O O N vi M m 00 m O lD h N N O O h � w L v l0 0 lD 0 vl 0 lD 0 t0 0 �0 0 �0 0 vl 0 p0 O U m om � m O m O M a O_ w O ci N O O m 7 UJ Ot � N M 01 N V1 rl d' Ol O O d' of m M N m OD M a N N o O N wW N w N 1� N ti M m N 00 M O J N 4- U ci V1 iD O W ati N � M O1 N 'O Ql CO W h l0 VJ O m C ci N I� N IO O N N ci N N c -I N c w O' N i0 ul lO Ol N 1� O v O of CO O l0 O a0 00 N O N O O n O O ry 00 rl l0 M 01 � N N i M N N m moi' Ifl a U7 Q Ol Q m Q CO Q O] Q 00 Q 0] c D 0 ti > o m m m m .`n -i O v1Di 0 M O O M V O M n O a N M M in in �o �o m O m o r4 O O O ci c4 c4 H O O N vi M m 00 m N m 00 n N m m a a 0 N Q' .-I O O m om o m O m O M a O_ i 01 a0 N N N m N al N l0 O w W r N M d' 'cF m M It M O1 Q c ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method NOTE This worksneetis Intended to be a gu delma Los Land ldim ACHD checking of dnlmeewlmlatlans and shall not replace the Englnee; s calculation methaanNgy. These cakedalionsshaIf enabllsh a minimum requlremanl. The Enginem's methodology must result In facilities that meet or exreetl these calculations In order to be accepted. Ulalate Post Pra(M 0. ffer pO,.1M ones,N se numb I drag¢ hnlNlesta caale newkids) Dwell prowlers. Toacsepldermull value type =In yellow @hand pull computed .It 1 Profen Name In4ne Subdivision No.; DA 91 2 is area drainage basin map provided? was (Non, ..The ln[Iuded wlM slormvmler mlmlotions) 3 Enter Oeelgn alarm For Volum,(1illp TACHID policy) IDs 4 Enter numberofslorage facilities 125 max) Ae4Le[ 4 v SY Clleklo Shaw Mare Subhaalna ❑ Subbasin Subbasin Subbasin Subbasln Suhbasln Subbasln SubbaAn Subbasln Ittihad" 1 Sublumin2 3 4 5 6 ] a 9 1D 5Area of Drainage Suhbasln (5F or Acres) SF 38,202 21,96 Acres 1.36 6 Determine the Weighted Runoff confident (C) 0.0 0.6fi C=IlC1xA1)c)C2fic2)+(rrx n))/A Weighted Avg D.62 2 Calculate Overland Flew Time of Concentration In Minutes (Tc) or use default [En.-:Tr.rm� I.sirvnlN n+rslChll'upnlr Mr Verssr ounce's 10 min Are. 9/19/2014.2.05 PM P:\C2013,0121reine-Trilogy\20D Phase 2\ConItmcVwA1al¢\601U152 Version 5.6,)m, 2013 Ae4Le[ 0 3i v SY l sal ry ac: ae �aaa , 9/19/2014.2.05 PM P:\C2013,0121reine-Trilogy\20D Phase 2\ConItmcVwA1al¢\601U152 Version 5.6,)m, 2013 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User Input in yellow cells. To accept default value type = in yellow cell and point to computed cel 1 Project Name Irvine Subdivision No. 2 -SG Trap III I Enter number of Sand/Grease Traps (25 max) 4 Baffle Throat Velocity Is the Number of Peak Flow Vault Size Spacing width Area (ft) 0.5 fps Velocity SIG max, ok7 1000 G 1 2.45 20 48 6.67 0.37 Reference for Throat widths (inch) ADS Boise Lar -ken WGIu, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WCIU1000 n/a n/a 60 WOU1500 n/a n/a 60 9/19/2014, 2:07 PM P:\C2013-012 Irvine -Trilogy\200 Phase 2\Construction\6N¢s160334,1 Traps Q-cfs Inch Inch max, ok7 1000 G 1 2.45 20 48 6.67 0.37 3fdril 2013 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is Intended to be a guideline to standardize ACND checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information fromthe"Peak Q, tab calculate Post -Project Flom (For pre -project flows, Increase number of storage facilities to create new tab) User Input in yellow cells. To accept default value type = In yellow cell and point to computed cell 1 Project Name Irvine Suullvlslon No. 2, Seepage Bed 93 4 Weighted lumoN CoeBicien[C 0.62 Link m: r�—� O. s Area 4jAmesl Las acros p:7 ' 6 Approved discharge rate for the given Luma(it applisoln) 0.00 cis 01a 7 Design Vol W115% Sea for Perc c 6 in/hr V 3.497 3.504 hr ---- -- 0% Sedfnent for Pen all ir./hf its [la S Set Total Dedgn Width of All Drain hock W 10.0 it 0.00 95et Total resign Dc'pch of Alf man Rack D 10U It 0 Rock onFL Do Nee Include Pllter Said Depth or Cover 0 35 10 Void Ratio of Drain Pock Voids 0.4 0.00 0A forts" -2- drain m&and 3/4' On, 0 0 11 Design Infiltration Race is iWhr nazi Pc 9 in,%, 0.50 12 Area Infiltration Apere 872 Ito 0 13 Volume lnlibatlon Vperc 581 ha/hr U 14 Size of Fort Pi, Us Dip, 18 er 0.0 0.00 15 Cviculate Talestnragep,r Fear Spf=Ap&WxO A_,,,TVWdsa172 Peri Area 16 Calrulme Design Legeth (mord, Vulue Reryulied jm Chambers 17 Che&Stara¢e far Perc Rate ran 14-11our Period Y4 402 It'/h L 87 Storm Cimarron I I O RunoNVal PerCVot Pre-Prnj Vol Mar, Vol Reid Min fir holler is its ks its [la 10 0.17 0.00 0.00 0 0 0 0 35 0.25 0.0 0.00 0 0 0 0 30 0.50 0 M DIM 0 0 0 U 60 120 1.00 2.00 0.0 0.00 OM ON 3.504 0 0 581 0 0 0 160 3.0) am 0.0 0 1.163 0 0 360 6M am OAU 0 $W➢ 0 0 720 12.M 0.00 0.00 a 6.385 a 0 1440 24.00 DUD 0.00 U 1131"1 0 0 Total Oesien Val. aen r, 3,504 18 Time an Drain 90,% volume in 24 hours minimum 19 Total Length of Perf Pipe 20 Per[ Pipe Checkk 4per( >= Opeak: where rperl=CdxA vg2ao}N) 8i 5.4 hours ft Optfor, al Stone Chambers - Nose: "Is assumes chambers are Or,.al.d In a re&angala,I,V t. 1 Type of Chambers 4-Storani 3.0's1.5'z15- 2 Volume to Store V 0 its 3 Installed Chamber Width Ce, 1.50 it Installed Chamber Depth Cd 1.50 R Installed Chamber Length CI 3.M 11 Void Factor Installed Chamber Storage Volume 6.75 fir /R Total Numberof Units Required 0 us 4 Area of Infiltration Aperc fe 5 Volume Infiltration Vperc 0 Ns/hr 6 Throe to Doan hour, 90% more In 24 -hours minimum 9/19/2014, 2:11 PM P.\C2013012 Irvine -Trilogy\200 Phase 2\Construction\Cala\60284152 Version 5, 5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet elevated to he a guldeline lmtandardlze ACHO checking of drainage calmlatlons and shall not replarethe Englnarescalmlatian methodology. These calculations shall establish a minimum require men I. The EnCleam's methodology must result Infadiitles that meet or exaced these calculations In orler to be ace up led. obriko f"art Projectflonal (barpre-pralluctiffears, Increase asernbardisame, comemser lab)'. ;l User lnputln yellow ells.To auept defaultualietypi yellowrell and polnt]a computed cell 1 Pmlect Nem. IrvNe SubdlWdon No.; DA Or ].g01.1%, Up 0.99 Q5 as 11 01.1 in total runoff out M(harshing pdmarystm,a) _ 215 area dralnage basin map provided? 3,393 Yes V-cJ fc-60)Adl]q - (mop must be Included With smrreeoar colmladaml tr.p.x s.. , ....... 12 cabinet, Vwq Ifdrnbblg Will facllilios) 3 Emer Design Storm For Volume 1306year per ACHO paltry) ist IDD Enlu Percentile Storm INi pmceaNe=0.34 P) 4 Enter number of storage facilities (25 may) BOIL, 4 En1erWQVolwne Nxo'Cxl (fmmline agine(W36W1 Via,I,OD] ft' tlirklo Shawre.m. iv ins ❑ Subbasin 14 VaNme"Amns, Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin V ] Subbasln2 3 4 5 6 2 9 9 10 5 Area of Drainage 5ubbasin(If orA,a,) Sic 26,685 33,006 w Sea bova, Seem, Bud Inc W.sie, Volume for, 5ed:mP.^I Anes 1.32 6 Determine the Weighted Runoff COPFfcient lC) 0.52 0.6E CkC]xA11rIC2rW21aICnxAnll/A Weighted Avg (1.60 ? Calculate Overland Flow Time of Concentration in ARembee Tv) or use default rte., Ian lr- - F��'••`••'��� 11r-fjiNdWno%ICuel...se, Vaivasole— loreiin -rO Rr�' IDF Cie sea I 9oerermmelFe average rainrall intensity OR from rcW 9 Calculate the PostTrujue, peak discharge l4Peak) Q..n 10 CPlalate peak Qwq(uses 2ryrsbrm) Orw (used for 5/6 Trap throat velocity, WQ storm conveyance system ibingl ].g01.1%, Up 0.99 Q5 as 11 01.1 in total runoff out M(harshing pdmarystm,a) _ V 3,393 •y V-cJ fc-60)Adl]q - T�. tr.p.x s.. , ....... 12 cabinet, Vwq Ifdrnbblg Will facllilios) ist Enlu Percentile Storm INi pmceaNe=0.34 P) -axle > :.-.�-.... BOIL, M34 In En1erWQVolwne Nxo'Cxl (fmmline agine(W36W1 Via,I,OD] ft' 13 OetenlI-r Apgoved015charga Ram 1o5arfus Walers(ifallissihle) is 14 VaNme"Amns, snnam slmage peed VIQ Pund Porcbay+IS',6 aeLimuh V y163 prlmnry lrVlm.nl/Slnmce Roo-. V ;393 11: Subaudar_ Siemer: 5e"ge Ord V.:klme VALIgmt Sediment faster V 3,39] w Sea bova, Seem, Bud Inc W.sie, Volume for, 5ed:mP.^I I ,na . rax u:a.Ras I a la.,ru d.5e p.] •y as; -9:o T�. tr.p.x s.. , ....... ..-.... ,. ist I.la -axle > :.-.�-.... aIs . ...>,..<.. ps3 9/19/2014, 2:13 PAI P:\CW13 012lMm, Trilogy\200 Phase 2\Construction\Ca1a\60334152 Version 5.6, July 2013 15 9/19/2014, 2:13 PAI P:\CW13 012lMm, Trilogy\200 Phase 2\Construction\Ca1a\60334152 Version 5.6, July 2013 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cel 1 Project Name Irvine Subdivision No. 2, SG Trap #2 2 Enter number of Sand/Grease Traps (25 max) 4 Baffle Throat Velocity Is the Number of Peak Flow Vault Size Spacing width Area (ft') 0.5 fps Velocity Q-cfs Inch Inch max. ok? 1000 G 1 2.3 20 48 6.67 Reference for Throat widths (inch) ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 50 9/19/2014, 2;15 PM P:\C2013-012 Irvine-Trilogy\200 Phase 2\Construction\OAibcsll603K14p S/G Traps Q-cfs Inch Inch max. ok? 1000 G 1 2.3 20 48 6.67 0.35 ri1 2013 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: THIS worksheet Is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Englneees methodology must result In facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak C,V" tab calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to rreate new lab) User Input In yellow cells. To accept default value type = In yellow cell and point to computed cell 1 Project Name Irvine Subdivision No. 2, Seepage Bed N2 2 Enter number of 5rommm Beds (25 max) 6 4 Wolghled Runoff CaofficientC I 0.60 Link to; eeA(Pnes') Pre Wol Vol L37 arms qvy 6 Appeo.cl discharge rate for the given storm (if applllWa) 0.93 ch C.ev 7Des!gn Vol W/15% Sed torpor, 8 In/hr V 3,393 Rs 0%50i immor Per, 8In/hr 3.11 254 1,527 8 Set Total Design LVidm of All Drein Rock W 10.01, 15 9 Set Tout Design Depth of All Drain Rock D 10.0 it 1,934 pork Out,. Oa Not Include filter Sand Depth or Cover 0 1;334 10 Void Hatio of Draln Nock VCId•, 0.4 1.49 e.4 for 1.S' -2 -drain rock and 3/4- Chips 0 U 2,681 11 Design Irlitmtim, Rme(A In/hrmax) Pn, B Imhr 031 0.54 12 Area tutilfrmian Aperc 845 1[' 3.309 13 Volume Infiltration Von, 563 it/hr 0.40 li Sizy of Perf Pipe Dia pipe lA In 15 Calculate Ter I Storage per Foot Spl=Apt=WND Ae,,,,, SVoidsH/2 Perf Area 15 Giculme Duign Length Deeroor, venue gm,solu dim Chanmery 17 Check Star -Eve for Parc Rate for 24 -Hour Period SPF 40.2 f!'-/fc L 34 It Sm. emarlon I C Runnlf Vol Per, Vat Pre Wol Vol Mag VCl Negd Min If, in/hrtis Aper, R' he It Its 10 0.17 3.11 254 1,527 0 0 I527 15 0.25 2.62 2.15 1,934 0 0 1;334 30 0.50 1,82 1.49 2.dn.1 0 U 2,681 60 120 1.W ZW 115 066 031 0.54 3.393 3.872 0 563 0 0 3.309 no i.DJ 0,40 0.40 4,287 1,126 0 3,16i 360 600 0.30 0.25 5 3T 2,815 0 2,492 720 1200 0.19 0.16 6,7al 6,1n3 0 588 1440 24.93 0.12 0.10 8255 12,950 0 0 Total Msign Val. OvemiJe 3,393 16 Time m Drain 9051velumom2A hmeDmininmm 19 Total Lenglb of Per[ Pipe .R , 2.3 20 Part Pipe Chock Coed m opeak; where Coed=Cdxgxyl2xgvk) 1 Type of Chambers 2 Volume to Store 3 Installed Qmmber Width Installed Uamber Depth Installed Chamber Length Vold Factor Installed Uamber Storage Volume Total Number of Units Required 4 Area of Infiltration 5 volume Infiltration 6 Time to Drain 90% volume In 24-houfs minimum 6.4 from, 84 tangular layout. 4-StormTank, 3.0'xl.5'xl.5' V 0 its C. 1.50 it Cd 1.50 N cl 3.00 R 6.75 rely, 0 ea Aper, R' Vperc 0fts/hr hours 9/19/2014, 2:18 PM P\C2013-012Irvine -Trilogy\209 Phase 2\Construction\Cafes\60434152 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This wcrktheet is In tended to be a guideline to sR.ralwdlaeACHO rhedlnd of drainage olalafions and shall nal replace the Engineers alculaticn melM1odalugy. These calculations shall IRA IIsh a minimum toofiement. The 6lidavel's sue hodology const resort In facilities thatm.IT or earned these Salo l.owes In order m be accepted. Czlcolatn Pod6PrcleBReady (for pre-paclactAboaschmeresaw, number or storage becirtles, to Ensure new tab) _ User Input ln yellow cells. To a[apt delaull value type= In yellow mil and point to computed all 1 Project Name Irvine Subd lllon No. 2, Dq A3 2 Dams drainage hisln map provided? Yee fir, ..The Included wah 9wneRshefmlmio?ions) 3 Enter Design Storm For Volume 1106yearper ACHD pollryl 100 4 Emorramile ofstorage facilities 125 moa) 0 Culki,Shew Mwe5ubbadns ❑ Subbasin Subbasin Subbasin Subbasln SubbaseSubbasin Subbasln Subbasln su6bash 1 Subbasln2 3 e 5 R 2 B 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 69,069 56,702 Aves 2.30 6 Determine the Weighted Runoff Coe?fdent(C) 0.6E 0.60 C=11C1MI)+1C2M2):1CaaAn)I/A Weighted Avg 0.61 ? Cahulat"vedana now Time of Concentration In Minutes (To) or use default El '7L6c:� In min Jb ho lobrnrxf.11.1-1. l.ko Vnu—aurluer rryt rl"Puz gnmd[zlnrkme'P 11 Celmhte total runoff vol M(farshing primary storage) - HVol me le lrrni:. ne�ilfly N.[[. ar a ar 65]-]i> 1 1 OIs IT9 gatllus flow PIpe51e Inimical e 60th - A/V!e[ Vez o, Flaw Tlme Baslnla 1101 St.,.( R/ft) Codf. hoods Manningn Pe[m Nps) {mint lobrnrxf.11.1-1. l.ko Vnu—aurluer rryt rl"Puz gnmd[zlnrkme'P 11 Celmhte total runoff vol M(farshing primary storage) - V lrrni:. ne�ilfly N.[[. ar a ar 65]-]i> V=CI(To6n)Ae36W OIs IT9 le look 45J .043 .... �... a, e 60th - ela e,. Vwy r.An. aSa 13 Oetenllm:Approved Dhrbazpe 6dte to SUAace WalerS (il applhabinl YS] iy to ld Volume Summary I `m nrvcr ale .r 5a V1p Fund Ferebay+!Sri sediment V e- I!' primary TmLmeM/51madc Oasis so Fw OaS rSr r=l `va!' Volume W+.bovt Sediment Poctw V 6,015 rI1 Y:.rn,r See n..045eepage 6ad=ur Ues,N Velums Witb Sadlmenl 8 Delermmefile .,I, reran Intensity 111 from mF Curve based I 9 Calculate the Post-Prdect peak discharge, (Oor- 30 plmlate peak Chant (.,a, 2ryrstmm) else (used Al Trap throat velocity. Wort storm conveyance system sizing) L71 1Peek) 94 1.25 do hilffir rU 11 Celmhte total runoff vol M(farshing primary storage) - V 6,015 V=CI(To6n)Ae36W 12 Calculate, lhvq(for sl no, WD held ies) - EnterPercenthe Shama I(Both machaite=0.34In) 60th - 0.36 In Find Wn Vdume(vuq=GIffwmliiieebove)> 360) Vwy lip K 13 Oetenllm:Approved Dhrbazpe 6dte to SUAace WalerS (il applhabinl ds ld Volume Summary Smfam 5lm ate pond V1p Fund Ferebay+!Sri sediment V 11066 I!' primary TmLmeM/51madc Oasis V i[.nid[e Shann ,Seepage Md Volume W+.bovt Sediment Poctw V 6,015 Y See n..045eepage 6ad=ur Ues,N Velums Witb Sadlmenl 9/19/2014, 2:29 PM P.\Qa13'011 curie- Tology\2N Phase 2\CmmEucfion\Cal¢\6W64152 Version 5.6, July 2013 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cel 1 Project Name Irvine Subdivision No. 2, SG Trap #3 Enter number of Sand/Grease Traps (25 max) 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Traps Spacing width Area (ftz) 0.5 fps Veloclly S/G Q-cfs inch inch max. ok7 10006 48 8.00 0.49 Reference for Throat widths (Inch) ADS Boise Vault Lar -ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WOU1000 n/a n/a 60 WQU1500 n/a n/a 60 9/19/2014, 2:31 PM P:\C2013-012 Irvine - Tri logy\200 Phase 2\Cons[ruction\QAt¢s1$A83%,1.4P 1 3.94 24 48 8.00 0.49 ril 2013 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to stand ardlze ACNE, checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls Information form the "Peak QV" tab Calculate Post -Project Flows (Far pre -project flows, Increase number of storage facilities to create new tab) User Input In yellow cells. To accept default value type = In yellow cell and Paint to computed cell 1 Project Name Irvine Subdivision No. 2, Seepage Bed 93 2 Enter number of Seepage Beds (25 max) I I 0 3 Oesign Steno Perc Vol 100 4 Weighted nunoff cetf0ic Min 0.61 Area A jAcresl cls 258oa a 6 Approved discharge rate for the given I.,. (it applicable) O00 cost 2 Design Vol 19p5%Sad for Per, e 6 in/hr V 6,015 0:%Sediment `or Per. LR in/hr 2,207 0 8Set Total Design Width of All Drain Rack W 10.O it 95et Tonl De9gn Depth of All Drain Fe,k D 10.0 It Pock Only, Oa Net InCpde Fllter sand Depth, or Cover 0 10 Void Ba firs of Oonn Fork Voids OA 0A for 1.5" -2 -drain rook and 3/4' Chips 1.92 2.64 11 Design infiltration Role (3 In/hrmaxl perc a lmfm 12 Area offinotlen Aper, 1,49710 13 Volume h:filtmticn Viper, 9980'/hr 14 Size of Part Pipe Di. pip. 18 la Link to '2 I qW ;v3� ¢n 15 Calculate Total Smmge par Font SPf 401 Peg, Spf=ApF V.D'A,„ t r,_,Vcids-1, 2 Perf Area 16 Calculate Design retain 1 150 1t Oue,nde Val0e Hemot room Chambers 12 Check Storage for Perc Bare for 24 -Hour Period Smrm Duration I I 0 nonofFVol Perc Vol Pr.,Ploj Vag Max Vol negd Min Br in/or cls it hs qr is 10 0.12 3.11 4.51 2,207 0 0 1,202 15 0.15 2.551 3.91 3,42.9 0 0 3,429 30 O.i:T 1.92 2.64 4762 0 0 4,252 60 120 1.00 200 1.15 066 1.62 095 6.015 6654 0 999 0 0 5,865 2nD 300 0.40 0.20 2.600 1.993 0 5,604 360 5 W 0.30 0.44 9,469 4.991 0 4,417 220 12.00 0.19 0.28 12.022 i0,9W 0 1,"2 1440 24.00 O12 0.12 14.019 2'!_.950 0 0 Total Dasign Vol. aernde 6,015 18 Timere Drain 9096 volume in 211'.." minimum 19 Trial Lonvth of Perf Pipe 3A > 39 20 Ped Pipe Check. geed r Opeak; where Oped=CdxgxV(2XMH) 5.4 huurs 150 ft Optional Storage Chambers Note: This assumes chambers are organized In a.enangula. layout. 1 Type of Chambers 4 Stormiank, 3.0'x1.5'x1.5' 2 Volume To Store V 0 to 3 Installed Chamber VAdlh Car 1.50 it Installed Chamber Depth Cd 1.500 Installed Chamber Length CI 3.00 It Void Factor Installed Chamber Storage Volume 6.75 k'/N Total Number of Units Required 0 ea 4 Area of Infiltration Aperc h° 5 Volume Infiltration Vperc O R'/hr 5 Tlme to Dram hours 90% volume In 24 hours minimum 9/19/2014, 2:31 PM P:\C2013-a12lNine -Trilogy\2o0 Phase 2\ComtmfimACa1cs\60984152 Version 5 S, April 2D13 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method rvme This wortmeet Is Intended to he, guideline to sl antardhe ANNE) checking or tire Inage calculations and Aall Out eplace the Engineers [aicula ks, methodology. These calculations shall cost Ilsh a minimum requirement, The Eng sneers coed dolum,must insult In [ad that meet Or pined them calculations In order to be a¢epted. 6lcu ale Po56PiolM Flhws (fal preproject flitions,Mwease num4tt Isro,quehclftles t yeah new lab) `I User Input In yellow tells. To accept delmh value type=In tell , cell and polntto computed cell 1 Pooled Name IrWne Subdlvlslon no.; DA N4 2 is area drainage basin map prohded] yea Imo, must be Induced with sbrmwoleredleulatmus) 3 Enter Design 5tmm For Volume (OR year per ACRD policy) 100 4 Enter number of storage facilities (25 arms) 2.55 3Ag Lag ds INM1r ds 4 Hydraunc 5,656 Is V=a Phw&a)Aa3E00 Click to Show More Subbvlm ❑ Radius Subbasln Subbasln Subbasln Subhasln Subbasln Subbasln Subhasln Subbasln Subbasin Coen. ] Subbasln i 3 4 5 6 ] g 9 10 5 Nen of Dralnage5ublownn(SF m Acres) sF 91.OW 6],000 V 2,92] li mmn, 1,. meal/Sh."Ou bael-': V 3,995 f: _insert to Stomgn:5eepufe Dze Acle: 2.35 Volume ptdbnul SeMnnnt Fo(ttt Y 5,65ti L See man.5arpage hell fur Design Vnlumn Win Sediment 6 Determine the Weighted Runoff Coefficient (C) 0.60 0.5] C=)IC1gAu+(C2m2)+(Qmu n))/A Weighted Avg 0.56 ]falcula le Uveland Flow lime ol[onttnlration In Mlnu[es li[)or use Belau[ [w•: A e':L%�- ' nt td lWidl[r lFnbnl, fu: Vaso, hiLrr lD mh rd:t. nze ntsaua denun Nafi:can-r aoMorrime the average mm nbmensity [1)from WE Cum based 1 9 CalalaleNe PosLPm)ed peak discharge (Weak) ae.a ]OC.Tedarritud oxgpues2-yratorm) Chin (used for 5/6 Trap throat yelodty. War storm conveyance system doing) 2.55 3Ag Lag ds INM1r ds 11CalalablolalrunWwl(V)IforsizingpAmag5Wragal Hydraunc 5,656 Is V=a Phw&a)Aa3E00 -1151i',. Radius flow %pe 56e Intercept 6o!b A/W et VoRdIV Flow Tlme 6aslntO flyd Slope pt/It) Coen. teneth Manningn Perm lips) (min) aoMorrime the average mm nbmensity [1)from WE Cum based 1 9 CalalaleNe PosLPm)ed peak discharge (Weak) ae.a ]OC.Tedarritud oxgpues2-yratorm) Chin (used for 5/6 Trap throat yelodty. War storm conveyance system doing) 2.55 3Ag Lag ds INM1r ds 11CalalablolalrunWwl(V)IforsizingpAmag5Wragal V 5,656 Is V=a Phw&a)Aa3E00 -1151i',. ]z atevwgt Hes) Enter l Enter Sail I ft purcestale 6o!b O31 In Ql(ymallogi=O.3+In) En1m WOVolumelVrvo=4llFrum line aboee)aN36W) WQVPllamountm.JV Vvq ],6I1 N• W 13 Deleemet Apprwpd Dbdur,ormeln5ndace Warms ligamicablel or 14 WormeSommary i Surface 5im a: Pond 5 WEI F,ad Fm'eMV' ISSS aedlmetR V 2,92] li mmn, 1,. meal/Sh."Ou bael-': V 3,995 f: _insert to Stomgn:5eepufe Dze Volume ptdbnul SeMnnnt Fo(ttt Y 5,65ti L See man.5arpage hell fur Design Vnlumn Win Sediment '�.,d.mern. 4 gzDee usea-, Auso- a]0 +'i-akcN v.v Oli'1"1 ... -1151i',. 9/19/rIme, 224 PM PAC2013 Rl2mvine-Trilogy\200 Phase 2\conslrudlouWalco\60634152 veolon56,1u1y2013 c �IM1I a�a n'tl 415 firthSSJ 9-1!"all,,. r:,t:Y3rc i cell nt.-Ii f� 5 9/19/rIme, 224 PM PAC2013 Rl2mvine-Trilogy\200 Phase 2\conslrudlouWalco\60634152 veolon56,1u1y2013 ACRD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cel 1 Project Name Irvine Subdivision No. 2, SG Trap #4 Enter number of Sand/Grease Traps (25 max) 4 Baffle Throat Velocity Is the Number of Peak Flow Vault Size Spacing width Area (ft) 0.5 Inch Inch max. ok? 1000 G 1 3.49 21 48 7.00 0.50 Reference for Throat widths (Inch) ADS Boise Vault Lar -ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 9/19/2014, 2:27 PM P:\C2013-012 Irvine -Trilogy\200 Phase 2\Construction\OA�csW0GM,1 Traps fps Velocity S/G Q-cfs Inch Inch max. ok? 1000 G 1 3.49 21 48 7.00 0.50 3fdril 2013 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE. This worksheet is Intended to be a guIdellne to stan dardhe ACHO checking of drain age calculations and shall not replace the Engineer's calculation methodology. These celculaeonssball establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations In order to be accepted. Nocethis spmadshoot .Its Information from the 'Peak Mli tab Calculate Post -Project flows (ior pre -project flows. Increase number of storage facllltles to create new tab) User Input In yellow cells. To accept default value type = In yellow cell and point to computed cell S Project Name Irdne Subdlvlsian N. 2, Seepage Bed 44 402 2 Enter number of Seepage Beds (25 maxi Runoff Vol 3 Design Suum 100 4 Weighted Runoff Coefficient 0.58 5 Arca A(Acres) 2.35 aws 6 Approved discharge rate for the given :tura (ii applicable) 0.00 c8 7 Design Vol W/15% Sed for Pere, 10 in/h, 5,656 (P4 Sediment for Perc>9 in/hr 10 8 Set Total Design Width of All Drin Rock tV 10.0 It 9 Set Total Design Depth of All Drain Rack 0 10.0 it flock Dnly, Do Hot Include Filter sand oellh o1 cover 0 10 Void Yo:ic of Drain Rock Void, 0.4 0.4 far 1.5"-2- drain trick and 3/4' Chips 2.52 11 Design iafllirsticn Rate IS 111/haaa.) PerC 8 in/hr 12 Area Intiltrarm, Aper, 1,408 ft' 13 VolumelNilkati0n Von,, 939 ftrAir 14 Size ui Parf P1, Dia plot 18 1.1 15 Calculate Total Smrage per Foot 1pf=Apf=WeDv1r„1,,1Volds.1/2 Fed Area 16 Glcolace Design let'". Override VONe Begovedfor Chambers 17 Check Storage for Pere (Ric for 24 -Hour period Link to: S' C.'N ftr Spf 402 ft'/ft Runoff Vol L W1 It Starm Carona. I q Runoff Vol Per, Vol Pmd4H Vol Mm Vol RegL coin if, in/Ar as Tyr h' Tyr fir 10 0.17 3.11 424 2,545 0 0 2,545 15 0.25 2.52 3.58 3,224 0 0 3,224 30 0.5:1 1.82 2.48 4.46:1 0 0 4,466 60 120 1.0] 2.00 1.15 0.66 157 0.90 5.655 6.451 0 939 0 0 5,515 180 l00 0.48 0.6E 7.146 1.872 0 5,269 360 6W 030 041 6,846 4,693 0 4,154 720 12.00 039 O.26 71.304 10.324 D 929 1440 24.00 0.12 0.16 13.761 21507 0 0 Total Design Vol. Ovenrd4 5,656 18 Tamm Crain S.4 hours 901 volume in 2.1 hours minilnnm 19 Total LengW of Perf Fire 141 It 7.9 = 3.5 20 Per[ Pipa Check 9rarl -Q"sk: where Gred=CdytW('.'H) Carl onal Storage Domain Is assumes chambers are organized in a rectangular layout. 1 Type of Chambers 4-StormTank, 3.0'xl.5'xl.5' 2 Volume to Store V 0 ft' 3 installed Chamber Width C. 1.50 it Installed Chamber Depth Cd 1.50 it Installed Chamber Length Cl 3.00 it Void Factor Installed Chamber Storage Volume 6J5 It'/fit Total NumberefUnits Required 0 ea 4 Area of Infiltration Aperc fl' 5 Volume Infiltration Vpert 0fit"/hr 6 nae 1. Dram hours 90% volume In 24 -hours minimum 9/19/2014, 2:28 PM PAC2013 012 Wine Trilogy\200 Phase 2\Corum,don\Coles\60734152 Version 5.5, April 2013 Mn us ,I s -T -5 -,nam PrEpared for: Mr. KF -vin Amar 315 East P1nE AvenuE Meridian, Idaho SBG42 GEOTECHNICAL ENGINEERING REPORT of Spurwing PropErty Chincirm Boulward &Tcn Mile Road MEridian, Idaho MTI FilE Number E950553g T,14� 1,11.1. 1-CrIJ,j 51 ID 33705 - PUb 376-17,4S &,,K (208) 322 BE, f5 priad In"itvCN-i icolit W1,111"AM: May 25, 2005 Page': t of 29 -J „ -3 D - s : �!dS' o:: `,\mLisen cr2U epnrls;6oise12005 repos ls1-100-549ib50553g1b50553geolecl2.duc Mr. Nevin Amar 36 East Pine Avenue Meridian, Idaho 83642 Re. Geotechnical .Hngineering Report Spurwing Property Chinden Boulevard & Ten Mile Road Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above mentioned development. Field work for this investigation was conducted on l l May 2005. Data have been analyzed to evaluate pertinent geotechnical conditions, Provided geotechnical; groundwater and construction recommendations are listed in the Table of Contents. Results of this investigation, together with our recommendations, are to be found in the following report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest in providing materials testing and special inspection services during eonstruetion of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. 'Ifyouhave questions please call us at (208) 376-4748. Respectfully Submitted, Materialsesti g & Inspection, Inc. !, t e Blandon Wr Iglt�� t, E.I.T. i Staff Engineer Ca lieviewedhp Michael G. Woodri�oitlhV E.. - Geotechnical Engineer Cc: Mi. David Daiicyl.Bailey Eogincelmg i 11� IC wed byKevin L. Schroeder, P.G. :clinical Services Manager Copyrmlu=, 2005 �-laierial. lcaliiig 3: !n::pcdion. iuc. W. I orn Ii St, � Bor;n-. iD `..-3709 . i20d) 376-4748 F<a (208) 329-61515 1 s] nNSI CECTRKIRM Niny 25, -f105 Page ii 2 of 21) 1 `SnitiScnVrr?ArcportsAboisa12005 iepoita%400-5.99�b,i0553g1h5O553geaL.eb.duc TABLE OF CON`rrNTS INTRODUCTION............ ........ .... .... ....... ........................... ............. ,....... ........... ,... ,.,... ,........... 3 ProjectDescription .......... ............... ..... ...............................................................3 Authorization........................................................................................................3 Purpose....................... I ............... .. ................... Scope..................................... -,I ... ...._ --- - ......... V11 --t" And 1 imirinn Cnnrfl inns General................... .............. ............. ....... ....... DESCRIPTION OFSITE.................................................... SiteAccess ..................................1.................111. Genera] Geofogy Of Area ............................... Site Topography, Drainage And Vegetation. Site Climatology And Geochemistry ............... Geoseisinic Setting ....................... I ................. ... ....................................................3 .................................................. 3 ..................................................4 ..................................................4 ..................................................5 1....11...1........... _.............................5 ...................................................5 11...1...1...........................................5 6 ...................................................6 SOILS EXPLORAT'ION............................................................................................................6 Exploration and Sampling Procedures ........ ---- .......... ... --- ............ ....... ...... 6 Laboratory Testing Program............................................................_......__...._7 Soil And Sediment Profile..................................................................................7 Soils Survey Review..............................................................................................7 VolatileOrganic Sun- ................................... ..................................................... 8 SITLHVDROLOGN.................................................................................................................h GeneralNotes ....................................... ............................... ........... ..... .......... ...... .8 Groundwaterr........................................_......................................................... _....8 Soil Infiltration Rates............................_.._..__...................................................5 FOUNDATION AND PAVEMENT DISCUSSION AND RECOaIII ENDA'IONS .............................9 GeneralNotes.......................................................................................................9 Foundation Design Recommencintions...............................................................9 Crawl Space 72eeolmnendadous............................... ..........................................10 Recommended Pavement Sections ..... ...................... .__.......... ................ ............ 10 CONSTRUCTION CONSIDERATIONS.................................»...................................................11 Earthwork.... ................................................................. ,.........._...11.....11............... l 1 DryWeathel'....................................................--- ........................... ..... ................ 12 'Vet Weather.........................................................................................................12 Frozen Subgrade Soils .................... ...................... .._................... ................ ........ 12 StructuralFill ............................... - .................... .................... ......... ................... 13 Baelcltll...................................................................................................................13 Excavations......... ............... .................... ......... -------- ............................................ 13 Groundwater Control.......................................................................................... I4 GENERAL 0011®IENTS......................................... ....... .... ................ .................... .......... ...... ..15 REFER I'NCES........................................................................................................................ 16 APPF.m) IX LIST ................... ........................................ ...... .:...... ........ ............ ...... .... .............. 17 Geotcelmical General Notes- ............... ...................................... ........................ I'S Unified Soil Classificaliml..1..................... ....... .__...._.......... _......... ._........ 19 'I est Pit 1.ogs..._............... ....... ............ ....................... ................................ ........ ... 20 l'ilvelue7lt I IllCknesS Design- ..... ....................... ......................... I ........... ........ ...1-28 CopyrSght 11. M 5 Yialcrials'f<v[in3 d'' fuspccuon, Inc. r$: -S W. I oniniol:. = Pa't, 'i)9; f�) (208;376- 17<,' F xiXDIM 322 R5 i5 ielca �)ii��rti-Id.�;;o�*�: ws=tv>.inr,-icLcem - May 251 2'05 Page P = of 29 ,Iy4'fli! J .,ny ;imiisener2lrepmlslboise]_UO3 rrports:dOU-599i650553g\bSOisUgeMah.dnc INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (.1130). Information in support of groundwater and stortiwater issues pertinent to the practice. of Civil Engineering is included. Observations and recommendations relevent to the earthwork phase of the project are also presented. Project Description: The proposed development is located north of the City of Meridian, Ada County, Idaho, and occupies a portion of the NWI/i of Section 26, Township A North, Range 1 West, 'Boise Meridian. The project will consist of development of approximately 160 single fancily residential lots on an approximate 38 -acre site. Roadways are anticipated to be included as part of the development. Proposed grading is presently undetermined. Authorization: Authorization to perform this exploration and analysis was given in the :form of written authorization to proceed from Mr. David Bailey on behalf of Mr. Kevin Amar to Michael G. Woodworth of Materials Testing and Inspection, Inc. (MTI), on 2 May 2005. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Mr. Kevin Amar and MTI. Our scope of services for the proposed development has been provided in our proposal dated 29 ,-April 2005, and again below. Purpose: The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics Cor use by design engineers andtor architects in. • Preparing or verifying suitability of foundation design and placement, • Preparing site drainage designs, and. • Indicating issues pertaining to earthwork construction. Scope; The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Qopyn,O)i= 2005 N1,1c ials Twine 207rmcinr,. lac. 7446 VV lc,rw- Si BoIS,. ID a:. G9 120,51 2713-47,1a ' Fax (2 08) 822 551.x. ISi'In!! q'll'L�'rni! at.COfP. ' 44RMl.f'nll�iCi. !;Ctrl iZv s _gp€i�V l C pl Warranty Aad Limiting Conditions: Page 7 4 of 29 1\mliserverRreports`beise�005 rzporisl9GU-59J1b5055�g;y�(S�S.l9eofech.Auc Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been pronmlgated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics and engineering geology, only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the subject property within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared, In the event additional information is provided to MTI following the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. This repot was prepared for the exclusive use of Mr. Kevin Amar and his retained design consultants ("Client'). Conclusions and recommendations presented in this report are based upon agreed-upon scope of work outlined in the report and Contract for Professional Services between Client and Materials Testing and Inspection, Inc. ("Consultant'). Use or misuse of this report, or reliance upon findings hereof by parties other than the Client, is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy o completeness of this report or suitability of its use by such other parties for purposes whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indemni ftes or holds harmless third parties for losses incurred by actual or purported use or misuse of this repot. No other warranties are implied or expressed. General: Revisions in plans and or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine if changes in foundation tcconnmmendations are required. Deviations from noted subsurface conditions if encountered during construction, should also be brought to the attention orthe soils engineer. (=optirightr, 3005 hrolcriaIs, Testing, &I n"puTwo, Inc -144-1 1°f. 1_!j, i !I 8 G9 �20R) r al [P ff:'�-ici,�r'il ` "V'o J.n:h 1:J.CcyTt it :UPM - %I.AL Site Access: 11%43", 25, 2005 Peau 5 of_29 P�ais�n er2ke:porls�boise 2005 reports;400-599�,b50553tr]b5o553geotech.doc DESCRIPTIONOF SLIT Access to the site may be gained via Interstate 84 to the Eagle Road. exit. Proceed north on Eagle Road approximately 4.5 miles to its intersection with Chhtden Boulevard. From this intersection, travel west on Chinden Boulevard 4 miles to its intersection with Ten Mile Road. The site is located south and east of this intersection. Presently the site exists as undeveloped agricultural land with a residence and associated outbuildings located fronting Ten Mile Road. The location is depicted in site map plates included in the Appendix. General Geology Of Area: The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise River Gravels and were deposited as river floodplain and stream ovewash from the Boise River. These grovel deposits tend to have imbricate(] well-rounded clasts, poor sorting and crude stratification of beds of gravel and lenses of cross -bedded sand suggesting deposition in braided channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain (Othberg and Stanford, 1992). Site Topography, Drainage And Vegetation: The proposed development consists of approximately 38 acres of relatively flat irrigated agricultural land divided into northern and southern halves by the Simpson Lateral. The surface exhibits fine grained soils throughout the majority of the site- The parcel is bounded on the north by Chinden Boulevard, on the south and east by existing rural residential development, and on the west by Ten Mile Road. Regional drainage is north toward the Boise River. Stormwatcr drainage for the site is achieved by percolation through surlicial soils. No stormwater drainage facilities are located in the vicinity of the site and the area does not receive significant off-site drainage. Vegetation throughout tire area consists primarily of irrigated agricultural crops. Copyri-it; =x'005 ]datum is esting k Inspection, Inc. 16 VV H St ' iC 83709 (2081 376 •1798 Fax (208) 4226513 H;G(pRp6idoom ,',_:ti.inti-id GJI)t Site Cliutatology And Cleochenustry: May 25, 2005 Pale # 0 of 29 'dmlisencr2lreporis',boise\2(,'05 reportsl400S99lb5055 ,g\b iD533gyeiccii.doe Average precipitation for the region is on the order of 10 to 12 inches ,per year. Annual average temper attire range from 20° F to 91'F with extremes ranging fiom -4° F to 102° F. Average wind speed range to 1 1 miles per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from siliceous materials and exhibits low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geocheurical conditions was noted ou-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Building structures on this project should be designed as per the IBC requirement for such a seismic classirication. Cur investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS )EXPLORATION Exploration And Sampling Procedures: The field exploration to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by meatus of normal taping procedures from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation each test pit was backfilled in with loose excavated materials. These loose areas need to be re -excavated and compacted prim to constructing structures over them. Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been visually classified in the field by an engineer, identified according to test pit nurnber and depth, placed in scaled containers and transported to our laboratory for additional testing. These materials have been further described in detail oo logs provided in the Appendix_ Results of field and laboratory tests are also presented on these loos. It is recommended that these logs not be used for estimating quantities because of highly interpretive results_ Copyrili r 2005 Malcrals TeAna l Ins)),mion, Inc. i> try_ .i St run, ,D •95709 1 :203i:5 6-4.7,48 A Fax f208j 322-0+ I--v1@01i May 25, 1001 :Page it 7 of 29 ,.=)r0 1 rt C�mtiserverPaepoiis\boise\2005 reports\500-599�L50553g`.L50553geotech.doc L,aboratory'A'esting Program: Along with the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior of the proposed strictures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix- The laboratory testing program for this report included Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C 136, and California Bearing Ratio of Laboratory Compacted Soils - ASTM designation D 1883. Soil And Sediment Profile: A total of eight test pits were advanced to depths of 5.4 to 16,2 feet across the site. Because of the areal extent of the studied parcel, the developed soil profile represents only a generalized case, and variations between test pits should be anticipated: Silty 'L can Clay (CL) and .Eat Clay (CH) --- Brown to light brown, dry to moist, stiff to hard, lean clay soils were observed at ground surface of test pits 1 through 4, and 6 through 8, and fat clay was present only in test pit 5. Fine grained sand was observed throughout the clay soils; with organic material present generally within the upper 12 inches. Lean clay soils were noted to depths of 1.5 to 5.5 feet within the test pits, while fat clay extended to a depth of 2.1 feet. Silty Sand (S)L1) —Light brown, dry to slightly moist, medium dense to dense, weakly to moderately cemented, sandy silt is present underlying the surticial fine grained soils. As indicated, the strength and depth of'cenrentation within this soil type varies, however cementation was present in all test pits except 7. This soil extended to depths of 3.5 to 10,1 feet. Poorly Graded Sandy Gravel (GP) and Poorly Graded Sand (SP) — Dark yellowish -brown to light yellowish -brown, slightly moist, very dense, poorly graded gravel sediments were observed at depth in all test pits. Poorly graded sand \vas present only in test pit 7, extending to a depth of 9.1 feet. Poorly graded gravel soils consisted of coarse grained sand and cobbles of up to 16 inches in diameter. These sediments extended through termination depths of all test pits. Walls of each test pit were stable with the exception of those through native granular soils. Excavations through granular soils will have a propensity for sloughing or caving. Soils Survey Review: A review of the United States Depar(men( of' Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicated the site could be characterized as Purdam silt loam. '.Phis soil is well drained, moderately slow permeability above hardpan and digging and trenching in this soil may be hturipered by hardpan. The low strength, frost action potential and high shrink -swell potential limit the construction of roads and streets, however, suitable sub -grade material can offset these limitations. Copyiiglao 2005 L1McnaIs TesiIng k lnshc,_tion, ire, 74`.P 1X1 r r Sl. , Boise, s a. IG 837"9 = (2 )RO 4.43 r.3a f20M t'J... G-ivt ail nK; c-,nri.id.::rrn _,..v - i i.c<:ro Volatile Organic Scan: Way 25, 2005 Paget 8 of 29 ;\naserver"nae}�orls\bnisa\201U reports,400-i9916ioi5Jg\65055Jgc:otech.dor. No environmental concerns were identified prior to commjettcement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photomoization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. No groundwater was encountered. SITE HYDROLOGY General Notes: Existing surface drainage conditions are defined in the Description of Site. Inibi-mation provided in this section is limited to observations made at the time of the investigation. Regional and/or local ordinances may require information beyond the scope of this report. Groundwater Groundwater was not encountered within the depths explored during the field. investigation. Soil moistures in the test pits were generally slightly moist to moist within the surf}cial clay and dry to slightly moist in underlying soils and sediments. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. Groundwater levels in the site vicinity are controlled in large part by residential and agricultural irrigation activity, and are likely at their maxinurin elevations daring the peak of the irrigation season. Based on the evidence of this investigation, .Idaho Department of Water Resources groundwater Wrap of the area it is unlikely that groundwater will be encountered and is anticipated to remain at depths of greater than 50 feet below the ground surface throughout the year. Fo�annina )purposes. groundwater may be assigned a depth of 16 feet below existing ground surface. Soil infiltration hates: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, clay soils generally offer little permeability, with typical infiltration fates less thorn 2 inches per hour. Silty sand generally exhibits hydraulic conductivity rates between 2 and 6 inches per hour, though calcium carbonate cementation encountered may reduce this value to near aero. Poorly graded sand and poorly graded sandy gravel soils typically exhibit infiltration values in excess of 24 inches per 11 hour, and percolation testing is typically not required within these soils as a result of the flee -draining nature of the gravel sediment. Copy right -^ 2005 Matcl tale Tessin, & hsspeesion, :nc. r : fir! t,ul Si. 5 11 (_A (2O9) 3 76-,748 . Fa x W2 G6i5 c -'i i l i "r: q,ricol.-. 4Y -a V. Ci-ih.Go?t dry 257 700D page = 9 of 29 5V i 55 rrn t- _A u „ a , c\nrii9errer2\renortslboisc\2005 reporlsi400-599\b50553g�650553georech.doc All infiltration facilities constructed on-site should be extended into native sandy gravel sediments. Excavation depths of up to 10.1 feet should be anticipated to expose sandy gravel soils. In addition, because of the high permeability, ASTM. C 33 :filter sand, or equivalent, should be incorporated into design or infiltration facilities. An infiltration rate of 8 inches per hour should be used for design. FOUNDATION AND .PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 160 lots are proposed for the project site. Considering typical residential construction; and subsurface conditions, it is recommended that [lie structures be founded upon conventional spread footings and continuous wall footings. The followfnp recommendations are not specific to the individual structures but rather should be viewed as guidelines for the subdivision wide development. Foundation Design Recommendations: On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity. 'Verification of bearing soils for each residence _bva_qualified geotecltnicai engineer at the time of construction is recommended. Footings should be proportioned to meet the stated hearing capacity andJor the IBC 2003 minimum requirements. Total settlement should be limited to about I inch with differential settlement of approximately 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in [he tooling subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential inoventent that may occur because of variations- in character of supporting soils; and in scaso:ual moisture content, MTI recorunen(ls continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom _pfexternal footings should be 24. inches Below finished grade. _ Copyrigla —2005 2005 Mnterials T esimg & l nspectior,, h ue, gr}fiVd. 1 i—,inni fi3- Bos.. L..33 ic, ,202 3`6-A'46 K,2-16" ASTM D 1557 Net Allowable Soils Footing.l)epth SubgratleCompaction BearinrCa acit_ Footings may bear on competent, undisturbed, lean clay soils. Esistin — fat clav, generally Not required for 1,500 lbs/ftp encountered in the northwest portion of [lie site. Native soil must be conipletelyremoved from below all foundation elements. Excavation depths of up to 2 Feet should be anticipated.' 'Verification of bearing soils for each residence _bva_qualified geotecltnicai engineer at the time of construction is recommended. Footings should be proportioned to meet the stated hearing capacity andJor the IBC 2003 minimum requirements. Total settlement should be limited to about I inch with differential settlement of approximately 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in [he tooling subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential inoventent that may occur because of variations- in character of supporting soils; and in scaso:ual moisture content, MTI recorunen(ls continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom _pfexternal footings should be 24. inches Below finished grade. _ Copyrigla —2005 2005 Mnterials T esimg & l nspectior,, h ue, gr}fiVd. 1 i—,inni fi3- Bos.. L..33 ic, ,202 3`6-A'46 K,2-16" �L=151 ,-3F3� &„��UisIG� ;fir Crawl Space Recommendations - May 25, »05 Paget IQ of 39 \\mtiscrcer3`a'eporislUoisc`�bOS rei;orls\400-599\b50553$;h50553i"eot-rh.dcc Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stens walls should be placed and compacted in a controlled manner. Recommended Pavement Sections: MT.I collected a sample of near -surface soils for California Bearing Ratio testing representative of soils to depths of 1 foot below existing ground surface. A bulk sample collected from test pit 1, consisting of lean clay (CL) soil with fine grained sand. This sample yielded a California Bearing Ratio of 7, witch is equivalent to an R value of 16. As required by Ada County Highway District, iIMTI has used a traffic index of 6 to determine necessary pavement cross-sections for the site, Additionally, iMTI has made other assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended rise and loading of pavements both now and in the future. Flexible Pavement Sections The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was used to develop the pavement section. Ada County .highway District (ACRD) parameters for traffic index and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material ratios used to calculate [lie pavement sections. MTI recommends that all materials used in the construction of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications. The folloaring thicknesses are IVFfNI-MUM THICKNESSES for assured pavement flmction. Pavement Section _Component I Driveways and _Pa_rkiiia Residential Streets Asphaltic Concrete 2.5 Inches _ Untreated A g Base _ 4-0 :Inches _ Granular Borrow 12.0 Inches Compacted Subygrade AotR�( uired Aggregate Base iMalcrial complying with ISPWC Standards for Crashed Aggregate Materials. Str:.ictural Subbase Any material complying with the rec(Iuiremem for granular siractural fill (unen-ushed) as defined in ISPvrc- Copyright t 2005 ivlmerwOs `'ening & lnspeoien, lac. 74-'6 VI Uvil,iSI f.i.,< I1$3703, ,2Co):3176-17,13 - F+ M3132�65i5 .-.-I':'i8!i n!il !e'iCll-1d.i;0il: r 1V =4Yti.riili-iil.c0!r May 25, 2005 Page 1i I I of 29 \\nrtisavei2�rzports`.boise?2005 nportsi=t00-599?b5U553g`.b�0553geotcch.dre Common Pavement Section Comtruction Issues The subgradc upon which above pavement sections are to be constructed must be property stripped, compacted (if indicated), inspected and proof rolled. Proof rolling of subgrade soils should be accomplished with a heavy rubber -tired fully loaded tandem axle dump true]( or equivalent. MTl anticipates that pavement areas will be subject to moderate traffic. It should be noted that surfrcial clay soils near to and above optimum moisture contents, may tend to pump. Pumpin tg yr soPC areas nmst be removed and replaced tivith Structural 511. Fill material and computed native subgradc soils (if require([) in support of the pavement section as well as aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry density indicated by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavernents. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, compaction of that material shall be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. COISTRUOTION CONSIDERATIONS Earth -work: Recommendations in this report arc based upon structural elements of the project being founded on competent native silty sand or compacted structural fill. Structural areas should be stripped to au elevation that exposes these soil types. Excessively organic soils, deleterious materials, anct/or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgradc behavior in the area of pavements, floor slabs, structural fills, and foundations. Agricultural plants with associated root systems were noted at the time of our investigation. It is recommended that organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone andlor disturbed zone (plow depths) and/or topsoil is removed, prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and shall be based upon snbgrade soil type, composition, and firmness or soil stability. If any underground storage tanks (UST), below surface utilities, wells, or septic systems are encountered, they must be decommissioned, removed or abandoned as deemed necessary by governing Federal, State, and local agencies. Excavations developed is the result of such removal must be backfilled with structural lill materials as defined below. Cnpgr lu^=2005 A9am;ials'rosuug k Iusp-"cJcm rue. '/,V 6,VV. Ley.-i;i �t Buse, ID 8370Y - :-108) 3 6-4-74' t Fax (208) ''1<22-65 15 . m!i-Ri R!li ld.cerl - w,:i;.;nlil-d cooi 1 G?i Po,CiI-nut`, May 25. 2005 Pagel 12 of 1-9 'dmiisemerRreports\baise\2U05 rcporlsW00-599'\bi0553g\b5U553geotech.dnc After existing subgrade soils are excavated to design grade, proper control of subgradc conditions (i.0., moisture content) and placement and compaction of new fill (if required) should be overseen by a representative of the soils engineer (.MTI). Recommendations for structural fill presented within this report can be used to minimize volume changes mud differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building Structnes one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas this can be decreased to one test per lift for every 10,000 square feet. Dry Weather: If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff and/or late summer/early fall irrigation, may induce rutting Subgrade soils. Problems may also arise because Of lack of rrroisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum Moisture levels. Low cohesive soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather. If construction is to be conducted during what is considered "Wet' seasonal conditions (commonly from mid-November to April), problems associated with soft soils Must be considered as part of the construction plan. During this time of year, fine grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low tempenrtures reduce the possibility of drying soils to near optimum conditions. Frozen Subgrade Sails: Frozen Subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural till materials or foundation elements. Frozen soils must be removed to depths that expose non -frozen soils and wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum conditions prior to rise as structural fill. Copyright ,1 2005 iMwenzik Tcstmg &L Lnpcction. Inc:, 7 .0 \^I n i Bi i. , L) MC7OBJ r nt31 ' 6 Fax (20B; 322-6;15 'RV � `a / SAS. e iPI A ) ma '25, 2005 Page # 13 of 29 � . -rs+ti _ r.J � vNi4se J , , , -::,i ID A 1 ,lnrtiserver2:reportstboisa2005 repons!400-5991b50553g\b50553gcotecb.doc Structural fill: Soils regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML, in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). The use of silty soils (USCS designation of GM, SM, and ML) as till may be acceptable. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture most be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a 6 inch minus select, clean, granular soil with no more than 30% oversize (greater than %4 inch) material and no more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optirrnuo moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95% of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1.557 and D 698 test methods shall be used for samples containing up to 40% oversize particles (greater than 1/ inch). If material contains more than 40% Not less than 5001'0 oversize particles, compaction of fill shall be confirmed by proof -rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maxinunn density has been achieved. Density testing shall be performer] after each proof -rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the mcaxinnun density or "break over" point. The ournber of required passes shall be used as the requirement on the remainder of fill placement. Material shall contain sufficient tines to fill all void spaces, and shall not contain more than 50% oversize particles. I3ackiill: Backfill materials shall ascribe to the requirements of struclwral fill except that the maximum material size shall be 4 inches- In no case shall material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with specifications far structural fill, except in those areas where it is determined that future settlement is nota concern, such 'AS planter aicas..In nonstructural areas, backfill must be compacted to a firm and unyielding condition. I! imis; C"optighl -+ M05 Milerials T"tiog & im:pecDon. Inc. VY. t mitt St. Sersn. !D 83709 008) 31647th; Fran (206) 372-65I5. L-jVI El rn"cs ri,: ic4,,�wi r .roo;:v. rni-Irlcc;rn May 25. 2005 P:ar¢" 14 of 29 .J •GAY c =1r-:4 .JC l <';a+ : 4.:. '3 `k':i�.; i( it:;' J \�mlic¢iver�ueports`ueisc^'3005 rapoNsid00-599�b5(i551g\650553geolcch,doc Shallow excavations that rto not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and excavations within these soil should be constructed at a maximum slope of I A foot horizontal to l foot vertical (IV211:IV) for excavations up to 20 feet in height_ Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties during foundation development and utility placement. These soils typically extended through depths of 'I,S to 5.9 feet, For deep excavations, native granular soils cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soils layers. This is especially true when -working at depths near the water table. Proper care must be taken to protect personnel and equipment. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. However, some caving of granular soils occurred. Care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Water and loose debris should be removed from these excavations, prior to placement of till soils or concrete. Groundwater- Control: Grmudwater was not encountered in the investigation, and is anticipated to be below the depth of most construction, Excavations below the eater table will require a dewatering program. It may be possible to (discharge dewatering effluent to remote portions of the site or to a strategically located sump or pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detai led groundwater control measures. Special precautions may be required for control of surface runoff and subsurface seepage in general. It is recommended that runoff caused by wet weather be directed away from open excavations. On-site silty or clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surftce water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French -drain system. Additionally, temporary or perutanent driveway sections may be constructed should wet weather be forecast. Cop) -righi'2 2005 Nlom ials To'dw, &_ hspecdon, Inc. r''b VY. i e .)hi Si, Puns. iP :!9 0' (206) 3•, 4 •n8 , Fa -,t voj 322-6515 L=ik4aiE :L'T �;4nl hl.a�!➢ • .... ::,pTitl-idccr r. Aty 25, 2005 Page f5 of 29 dmtisen,er2helwrLrlboise\2005 reports;400-599\b50553g\b505531!eotech.doc GLN ,RAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation should be arranged as supplementary recommendations may be required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper placement and compaction is performed. Copynght 1005 ;llarerials Testing C lnspeetio.i, Inc. 10 83 '".073; 37&4r48 Fas 12t£i! 3 -'351q .-May 257 2005 pagC4 10 of 29 \\mti cis-er1.\reparLs\boise\2005 reports\400-59911)50553g\b505Slgeolecii.doe REFFRENCES American Society for'I`est'ing Materials, 1999, Standard Test Method for Materials Finer than 75 -gun (No. 200) Sieve in Nftncral Aggregates by Washing: C 117 - 95, 3 p. American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 51). American Society For Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTI1 Designation: D 4313 - 36, 11 p. Collett, R.A., 1950, Soil Survey of ADA County Area, Idaho: US Department of Agriculture, Soil Conservation Service, 327 p. Othbere, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idabo: Idaho Geologic Map Series, scale 1:100,000. C.1mig111 2W554alenals"I stlog ,C inspcc ioF+. Inc. -IC W. ..i F n F F L,.. IL W.3, 09 12083 ., t, if = _ z, -w1afl.Fr rR'Iti9P�[ .?n„1'1 .....i -w h-i:lcelp i - "s • � a em TF-STINrn "S May 25, 2005 17 ol'29 J rJ"A %I Lj - . . , (Jtc, APPENDIX i-epuiLsi400-599lb50553g\b50553-.ec,tecli,doc GEOTECHNICAL GENERAL NOTES UNiFIED SOIL CLASSIFICATION SYSTEM GEo,rE CHNICAL TEST PIT LOGS PAVEMENT THICKNESS DESIGN SHEETS SITE, MAP PLATES CopyFighj 2005 Matey ials Teming, S,- finpoction. Inc. t IP 8.371)q X208)'3 n 4768 1 ("op') E-fAFoi rfill�- [Mi-id,cml PIM s" ` C- nlsm— May 25, 2005 Page;-! 13429 J tbntiserver2\reports\boise,2005 reports\490-599\v50553g\b59553geoteeh.doe GEOTECHNICAL GENERAL NOTr.s SOIL PROVERTi' SYM SOLS N: Standard "N" penetration: Blows per foot of 140 pound hammer falling 30" on a 2" O.D. SS. Qu: Unconfined compressive strength, tons/ft2 Qp: Penetrometer value, unconfined compressive strength, tons/]l2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/int V: Vane value, ultimate shearing strength, tons/f12 M: Water content, % IA,: Liquid Limit RI: Plasticity Index NP: Non -Plastic D: Natural dry density, lbs/ft3 WT: Apparent groundwater level (at time anted after completion). DRILLING AND SAMPLING SYMBOLS S SS: Split -Spoon - 13/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DA: Diamond Bit. CB: Carbide Bit, GS: Grab Sample. RELATIVE DGNSTTY AND CONSISTENCY CLASSIFICATION Non -Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance Very Loose <4 Ver r Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Medium Stift) 4-8 Dense 30-50 Stiff 8-15 j Very Dense >50 _ _Very Stiff 15-30 — - Hard -- >30 PARTICLE SIZE Boulders 12 in. Coarse Sand 5 mm W 0.6 rani Silts 0.074 mnr m 2005 nnn Cobbles 12 in. to 3 in. Alediunt Saud 0.6 nun to 0.2 nun Clays 0.Oo5 nun & Smaller Gravel 3 in- to 5 mm Fine Saud 0.2 ntni to 11.014 rnm Copy .hI x= 2005 Materials Tesmti & inspection. I tic. _....r: e I I Wit. 1 c :. iD fJ.j nc oi,8j t; 1b 11ay?5 2005 Page it 19 of "9 ,3 - ,(nr �ti� .� _: I urs;=•i:eoa , 1. \\mt(sen�cr2'neports\hoist\2005 rapnr�s{A00-59156595?3i%V�50�57gcotgclt.doc Unified Soil Classification System Major Symbol Soil Descriptions Divisions Well -graded gravels, gravel -sand mixtures, little orno fines Gravel GW and Poorly -graded gravels,, gravel -sand mixtures, little or no fines Gravelly Gl? Soils _ Silty gravels, Poorly -graded gravel -sand -silt mixtures <-50% GM coarse fraction _ Clayey gravels, Poorly -graded gravel -sand -clay mixtures passes #4 sieve GC Coarse Well -graded sands, gravelly sands, little or no tines Grainer) Sand SW Soils <50% and Sandy SP Poorly -graded sands, gravelly sands, little or no fines passes #200 sieve Soils >50% SM Silty sands, Poorly -graded sand-gravel-siltmi_xtures coarse fraction passes #4 sieve Sc Clayey sands, Poorly -graded sand -gravel -clay mixtures 1 Silts Mil, Inorganic silts & very fine sands, silly or clayey fine sands, _ clayey silts and — hrot anic clays of low to medium plasticity, gravelly clays, sandy Clays CL cla s, siltyclays, lean clays Pine LL < 50 Organic silts and organic silt -clays of low plasticity Grained OL Soils >50% _ Silts MH _ Inorganic silts, micaceous or diatomaceous fine sand or silt _ Inorganic clays of high plasticity, fat clays passes and 4200 sieve Clays CH LL> 50 _ Organic silts and clays of medium -to -'high plasticity 01-1 Highly Organic Soils Peat, humus, hydric soils with high organic content --- — PT--- - — -- Copyright s', 7005 Maeriuls-ros{ing&i tnspcciion. Ine. 74 ii W I i St. ,zoo) c "7AG Fax t9..'B; 322-, j:1C'n 1M Nbw 25, 2005 T of 29 :,\mricerv;r2\repnrts`:boisc�2005 reports`:400-599,b50553g,b50553geotech.doe � '�+-.__ 1�1�7 •sem INVESTIGATION TEST PIT LOG Test Pit Lou, #: TP -1 Date Advanced: 5/11/05 Logged By: Eric Waag, F.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table; Not Encountered Depth to Bottom Of Hole: 16.2 Feet Copy:'iont:>2i%G5 Ms!rrib L•; 'Pcs[intp &Ins�racfi0r„ 61c. 4t Y1, �! SL -'-oi D93 t a _�;;€i1 .,16-l74 ra< < <'•3_' o_rr dal ,a� $ ntii-iti cc)IT] ^ ;aed r.:nii-ici.sni Depth Field Description, WUSCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Tye (From -To) 1D Lean Clay (CL): Broom to light -- 0.0-1.8 brown, nroist to slightly moist stify'to Bu.(k 0.5 - L 5 -4 1,1.0 CBR hard, with fne-grnined.rand throughout and ark>anic material to 12 inches. Silty Sand (SM): Light brown, di), 1.8-10.1 to slightly moist, ntediunt det e to dense, with.Jine-grainedsarzd, --Calcium carbonate cenrentation: weak j•om 2.4 to 4.5 Feet, and modcrcne from 4.5 to 5.6 feel. Poorly Graded Sandy Gravel 10.1-16.2 (GP): Light brown, slightly moist, dense to very dense, with fine to course -,grained .rand and 14 -inch minus cobbles. Copy:'iont:>2i%G5 Ms!rrib L•; 'Pcs[intp &Ins�racfi0r„ 61c. 4t Y1, �! SL -'-oi D93 t a _�;;€i1 .,16-l74 ra< < <'•3_' o_rr dal ,a� $ ntii-iti cc)IT] ^ ;aed r.:nii-ici.sni ej(,AAA '(ER9'JAL`—�i d-ASrE-i--r`11r5 &`tl May 25. 2005 Page=? 21 ot'29 1\nui,erver2lreperts:6uise�s005 reporui400-599\6505 �,t,\650553geutechduc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 5/1.1/05 Logged By: Twit Waag, F.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 9.4 Feet Depth Field Descriptionoc/OSCS Soil Sample Sample Depth Q Lab Test (Feet) and Sediment Classification Type (.From -To) ID Lean Clay (CL): Brown to light — 0.0-1.9 brown, moist to slightly moist, 0.9-4.3 niedinin stff to hard, with fine- grained sand throughout and or lame incrterial to 12 inches. --- Silty Sand (SM): Light bro,on to -- 1.9-7.9 yellow brown, dry to siigluly moist, medirnn dense to dense, with f ne- grained sand and minor iron staining througliout. —Intermittent weak to moderate calcium carbonate cementation f-om 2.6 to 4.2 feet. Poorly Graded Saudy Gravel — - 7.9-9.4 (GP): Light lirown, slight!} moist, dense to very dense, with fine to coarse grained sand and 8 -inch minus cobbles. Copyright n 2005 Materink-Nstingfi fii<q ct m, Inc. 7146 bY. i 11 at. - fr' 8371.4 ^ (208) 37C-4748 65'1> t\?uy 2.5, 2005 Page 72 of 29 J ,'.fiSYtrL_. dit.i^6 Jf c.,. ,r,'• a ��,.,L: �J ., J( `-.c- ,i{, J -_011 'dmlise:.'er2?reports\Ixtisa13005 rzpons\301}-5995650553g1650553gentech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Lo; #: TP -3 Date Advanced: 5/11/05 Logged By: Eric I3taag, E.I.T. Excavate([ By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.3 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Peet) and Sediment Classification Tv e (From -To) ID Lean Clay (CL): Brown, moi ..St to 0.0-4.3 dt7,, medium stiff to hard, with fine- 0.9-4.0 grained sand throughout and 01_aa17ic Material 10 12 inches. Silty Sand (SM): Light brown, dry, 4.3-7.5 to slightly' moist, meditatt dense to dense, with fine grained sand. --hiterwittent weak to moderate calchun carbonate cementation, font 4.7 to 5.9 feet. — — Poorly Graded Sandy Gravel — — — — 7.5-5.3 (GP): Light brown, slightl3) moist, dense to vete dense, tivith fine to coarse-grained sand and 6 -inch minus cobbles. Cop�rfoht:. 2005 \9aren"lk Testing 3 llspcmion, Ine- id48let -di?= =`;.-:Py. 1118140° i20813 64?4B u -,x]91322 fit 15 =`Ji t rllil is !Y'dl-uoor❑ " ifw",4 rn l-iU cusp May 25, 2005 Page ¢ 23 of 79 \`umiscrver2\reports\boise`?.005 reports\400-599\b50553gkb50553gcowk loc GEO + CHNICAL INVESTIGATION TEST PIT EOG Test Pit Log r: TP -4 Data Advanced: 5/.11/05 Logged By: Eric Waa;, E.I.T. Excavated By: 'rim Seybold Construction Location: See Later Site Map Plates Depth to Water Table; Not Encountered Depth to Bottom Of Hole: 7.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth (pp Lab Test (Feet) and Sediment Classification Tye (From -To) LD Lean Clay (CL): Brown, moist to 0.0-1..6 (try, rnediatm sgj'to hard, with fine- 0.3-4.0 grained sand throughout and organic material to 12 inches. Silty Sand (SM): Light brown, dry 1.6-5.9 to sliglid), moist, medium dense to dense, with fire -grained sand. --Intermittent weak to moderate calcium carbonate cementation fi•orn 1.8 to 3.5 feet. Poorly Graded Sandy Gravel 5.9-7.5 (GP): Light brown, slightly moist, dense to very dense, withfine to coarse-grained sand and 6 -inch minus cobbler. Copyright. 2005 M1110 i;d, `Gestin_ tc Iospecuon, bac. 7446 dv I o U 6 .. ID 83 (w+' t3 48 ^ Fax (208) 822 SE15 _. hl:d!� dill yiilil-IC1.COi^ ^ w:v'. ;',Gi['-IG. wni rla4 25.2005 Page# 24of29 J ren _ -- J, ':ipi ,I ,i=«'�r; ❑ .I S7i :�.. `3C, Yr � _ C�mtiset� er_heponx\boisc12005 reporla1400-5991650552g\b50.5532eotech.doc GE0TECH YT9CAL INVESTIGATION TEST PTT LOG Test Pit Log #: TP -5 Date Advanced: 5/11/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to eater Table: Not Encountered Depth to Bottom Of Bole: 3.6 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) 1D Fat Clay (Cil): Brown, moist to 0.0-2.1 dry, medium slif to hard, withf ne_ GS 1.0-2.1 0.8-4-0 A grained sand throughout and organic material to 12 inches. — ---- Silty Sand (SM): Light brown, chy 2.1-6.0 to slightiill moist, medium dense to dense, ivith fine-oan'aimerl saicl. --bttermittent weak calcium carbonate mnentati.on,fi om 1.9 to 38 feet. _ Poorly Graded Sandy Gravel 6.0-8.6 (GP): Light brown, slightly moist, dense, with fine to coarse-grained sand and 6 -inch minus cobbles. Lab Test 1D IV]. LL, I'I Sieve Analysis %4 #10 #40 #l00 #zoo A 12.5 57 32 J#00 100 99 93 8Z8 Cot) y_iettt o '003 Materia Is Testi it;, F; Inspec!Ion. Inc. 4.1.' C,_ � fcise.IDY.:r 09 CF, 3T ; _r Fax (,09)y22-(,Rl -. ... [_ M(nii olri'C.troii-d. omi _G',fl IM 'ay 25, 2005 Pago # 35 of -9 Cuntiserver2lraporlslboise12005 reports\"00-5991b50553e1Ii5o553geatedi,doc GE JRE4RAICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 5/11/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to .Bottom OflIole: 5.4 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown, inoisl to 0.0-I.5 dry, medium stiff to very stiff }pith 0.8-3.5 fine-grained sand throughout and o'r- runic material to 12 inches. Silty Santa (SNI): Light brown, dry 1-5-3.5 to slightly moist, medium dense to dense, with fine-grained sand. --Jnternlittent weak catcnnll carbonate cementation throughout. Poorly Graded Sandy Gravel 3.5'?• i (GP): Light brown, slightly luolsl, dense, wiihflne to coarse-grained sand and 6 -inch minus cobhles. Copyright T,2005 TA'aluMls TeA w, is iuspcctimi, Mc. 1446 W l Hili S;. ^ R, sc, Ir'. BAitlS^O `.3 ^'.n Fa, (08) 327-65 1 5 E. di I II rl=.l /' 1. ib Y r I ,Q�QI'll M'ry 25, 2005 Page It 20 of' -)9 \4tatiserver2aeparts'-,boise\ZOOS reportsl4U0-599'.6i0553a\b50557geotuh.doc GE OTECIINICAL INVESTIGATION TEST PIT LOG `Pest Pit Log #: TP -7 Date Advanced: 5/11705 Logged By: Eric Waag, F.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth. to Nater Table: Not Encountered Depth to Bottom Of Bole: 15.4 Feet Depth Field Description, n' USCS Soil Sample Sample Depth Qp Lab Test ([Let) _ and Sediment Classification Type (From -To)_ ID Lean Clay (CL): Darla brown to 0.0-5.5 light brown, moist to slightly moist, (r5 2.3-5.5 0.345 B medians stiff to wry stiff; with me - grained sand throughout and or;anic material to 12 inches. Silty Sand (SNI): Light brown, 5.5-3.3 slighit v moist, medium dense to -- _ dense, nvith J'rnerraiwed smriL Poorly traded Sand (SP): Light 3.3-9.1 yelloir.-brown, slightly moist, dense, twill a lens of light blue-green clayey sand fi-om 8.,9 to 9.1 Jaet. Poorly Graded Sanely Gravel 9.1-15.4 (GP): Dai-kyellom-hrouan, slightly moist, ver'r (knse, with.fine to coarse-grained sand and 16 -inch minus cobbles. Lab Test ID II PI Sieve Analysis %#4 #10 #40 #100#200 B -- 16.5 46 24 100 100 99 92 L 35.4 Copyright '+'2G05hnspeefion. inc. 744,W Lbmhi .`ii. Bt - 108,970-9 i v X206) 322 65 is ahwiOnMi ( -iii " Hi14 d ill ti.CCril . -dam'•-X96/V-5 May 25, 2005 Ya=,e # 37 of 29 U .J t ..... \4ntiscrver2Ueports\boise'',2005 reports ,100-599\b50-553g465U553geotech.doc G.L' O 11 ECII ICAL INVESTIGATION 'FEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 511.1105 Logged By: Eric `Nang, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Nater Table: Not Encountered Depth to Bottom Of Hole: 9.1 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (.From -To) ID Lean Clay (CL): Brown, moist to 0.0-3.2 dry, mediunz.stn,'ffto velystifJ; with 0.7-3.1 fine-grained sand throughout and or-arnic material to 12 inches. Silty Sand (SM): Light brown, cry 3.2-67 to slightly moi.q, medium dell.e to dense, with veryfine to,fne-grained sand• —hitermittent weahcalciunn carbonate cementation fi-onn 3.2 to 3.8 feet Poorly Graded Sandy Gravel 6.7-9.1 (GP): Light brown, slightly moist, very dense, withfine to coarse- grained sand and 10 -inch nninus cobbles. Copyright .20U5 iMwerials Testing, &. ln%pzction, bic. V,!. i t•t. SI..- l jms P 837% (20,61376-47,18 > I 322-6515 E -i , eap mt, vrral (; con vrw�acrni; iil.ar : 1, !ililt."' qfi gas it iwsi lk- xray 25, 2005 Paige ft 28 of 29 lvrniserve>'1\repnrLcUaaisti=3005 iepor1a:400-599\b50553g\b50553geotech.doc (USING ADA COUNTY 141CIl WAY DISTRICT SUBSTITUTION RATIOS) Pm'ement ScOinn Design Location: Proposed Subdivision -Spute ing Properly Average Dafly'fraflle Count: Design Life: Traffic Index: Climate Fodor: Subgrade CBR Value: R -Value of Aggregnle Base: R -Val me of Granular Barrow: Subgrade R -Value: Expansion Pressure of subgrxde: IhOI Weight of Rose Materials: Total Design Life IS kip ESAL's: ASPHALTIC CONCRETE: Gravel E.quivnlent, Calculated: Thickness: Gravel Equir:dertl, ACTUAL: CRUSHHD AG'GREGA'TF, BASE: Gravel Equivalcnt IBnllsspo Thickness: Gr vel Equivalent, ACTUAL: GRANULAR BORROW: All Lanes R. Both Dheelions 20 Years 6.00 Ii -Value of Subgrade Snbgradc 0'Ir: 80 60 16 8.33 170 33,131 16.00 0354 I'M 0.197 Use= 0.205 Peel 0.41 0.708 (if only aggregale base is to be considered chan¢_o B 14 to B 15) 0.729 L Use- 0.333 Peet 0.772 GrmA Equivalent (Ballast): L613 Tldclmess: 0,801 Use= 1.000 Feet Grovel Equivalent, ACTUAL.: 1.772 TO'T'AL Thickness: I.541 I hickne-ss Required by Exp. Pressure: 0.366 dais number must be loss Ilion TO'I :AL'fhickness Copyright r, 2005 Malrrialn Testing & Inspection: fns. _. ' p ;063/19 (208) .0 1.i�"-7 208?9'cP `515 .: _: h,!.: 1A z 111 gg rA-i.rr x��s�'.mi-!tLccrn Design (ACHD Values) Depnl subslicu loll Inches Rutins Asphalllc Conerele (al least2S); 2.50 3 for a.lror)coBec 1.95(ACI 1D minimums- 2.5 fim local .l u Asphulf 'I7ealed lfasc (at luisl J3): 11.1111 Cement Trenfed Base lel bast •1.2): 0.00 OnrraaYcd .lggrcgaie Base hal bast d'): 3.00 1.10 Crmudar Barruw (aI Ieas10 _): 7Lon 1.00 Copyright r, 2005 Malrrialn Testing & Inspection: fns. _. ' p ;063/19 (208) .0 1.i�"-7 208?9'cP `515 .: _: h,!.: 1A z 111 gg rA-i.rr x��s�'.mi-!tLccrn May 25, 2005 !'age" 29 01 19 -:r J8*4 'ak 0-�I le'OU \`,mtiserver2\reports\bit teh2C05 repo"ty\400-599\b50553g\b50553geolnch.doc CALIFORNIA -BE, A ING RATIO - L ABO RA`roR y TEST DATA Source and Description: TP -1, 2 Bate Obtained: May 12, 2005 Sl Simple ID: 3398 CDR Soakeriod & Swell: 96 1 -tours and 0.2% Inches Sample Prepared: Moist: X Dry: binnuul: X Mc•cla nical: Sample Compnclimc AAS1PI'0T99: ASPM D 698: X AASIITOT IAO: Method ASTM D 1557: A Sample Condition: Soaked: X Unsoaked: Sample'7: Sampletil 2 3 Dial Sl Depth 41 CDR Reading Load Inches psi volae 0 0 0.000 0 0 6 68 0.025 23 11 116 0.050 39 16 163 0.075 54 21 210 0.100 70 7 23 229 0.125 77 26 238 0.150 86 29 286 6.175 95 32 315 0.200 105 7 38 372 0.300 124 7 47 457 0.400 152 7 55 533 0.500 1788 7 Sample'7: 1 2 3 CBR Value: 7 0 0 Dq'Dcusily: i00.4 0 0 %Compaction: 99.0'9" 0.01Y 0.0% Con'ecled CBR Value: 7 0 0 Land vs. Depth 200 - ISO - Stress on 100 Piston (Iml) 50 .I 0 0.00 11.10 0.20 0.30 0.40 0.50 PrnrinAion in loehe's snmptc ul .vin"nv.r' sa.,k i" liaaimum Ory Dcnsitp; IOJA Moiamrc Content 136ole Cmrpaction: 21.8 Moisture Content Aller Cmnpxtinm 21.8 Meistum Content'I'op 1 Inch: 24.0 % Passing 3/4": 100 Surchurge Amount tlh): 10.0 CBR & Compaction A 7i � 5 t n 4_ V 2 - 1 ' ti 0% 25"/., 50% 75{„ % Compaction C'nprrighl x' 200-, Materiak,resling & Inspech0n, lnC. .;.i I - i t. St ?6 �. !D q97(',9 l':3j S .?`: ^ " xx t 14' 1,. _.... ,,.;:� Fra ..� Topographic Map Proposed Subdivision Spunving Property Meridian, Idaho Modified from USGS by: BKW DRAWING'!: 850553g XGEND Interstate 84/184 =- - Primary Highway - Secondaryighway l Light Duty Road II I�f NOT TO SCALE atr=rlals Tr=sfinn Er Inspection 7445';1. LcmN �!. 20837E4748 -- 5olse,1083709-2835 Fax: 208322-6515 md&A-id.ccm Proposed Subdivision Spunving Property Meridian, Idaho Modified from USGS by: BKW DRAWING'!: 850553g XGEND Interstate 84/184 =- - Primary Highway - Secondaryighway l Light Duty Road II I�f NOT TO SCALE z Site Plan with Test Pit Locations Plate CNINDEN BLVD. l T® T I I I I '! I � I I I i I i TP - i I I I I i I I 1® T® TP -5 1 TP -4 I I Private property I I I IH -b I ATERIALS Spurwin�Property. : LEGEND N Tenmile Road and Chinden Test Pit locations s TESTING ar Ada Couniy, ID WSPECTIOIL£ Il — Drawn By: MLP 7d46 W Lep li St.� 208576 4746 BdEe ID 83709,2835 . ar 200 M-66515 May 25th, 2005 mHPrO-itimm Drawin:B50553g NT9- Irvine Z -Parcel Map Check Report Client: Prepared by: Trilogy Development, Inc David A. Bailey, PE 2358 S Titanium 4242 N Brookside Ln Meridian, ID 83642 Boise, ID 83714 Date: 9/26/2014 11:19:30 AM Parcel Name: BLOCK 10 - BLOCK 10 LOT 1 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,103.4820' East: 10,187.2114' Segment# 1: Line Course: S89° 10'57.95"E Length: 95.254' North: 20,102.1234' East: 10,282.4557' Segment# 2: Line Course: S45° 35'06.03"W Length: 14.085' North: 20,092.2660' East: 10,272.3949' Segment# 3: Line Course: N89° 10'57.95"W Length: 102.234' North: 20,093.7242' East: 10,170.1713' Segment# 4: Line Course: N44° 24'53.97"W Length: 25.588' North: 20,112.0014' East: 10,152.2636' Segment# 5: Line Course: NO' 21' 10.01 "E Length: 53.070' North: 20,165.0704' East: 10,152.5903' Segment# 6: Line Course: S89° 38'49.99"E Length: 35.000' North: 20,164.8549' East: 10,187.5897' Segment# 7: Line Course: SO' 21' 10.01 "W North: 20,103.4830' Perimeter: 386.603' Error Closure: 0.0011 Error North : 0.00106 Precision 1: 351,458.182 Length: 61.373' East: 10,187.2118' Area: 3,233.29Sq.Ft. Course: N19' 57'56.78"E East: 0.00039 Parcel Name: BLOCK 10 - BLOCK 10 LOT 2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,102.1234' East: 10,282.4552' Segment# 1: Line Course: N89° 10'57.95"W Length: 95.254' North: 20,103.4820' East: 10,187.2109' Segment# 2: Line Course: NO' 21' 10.01 "E North: 20,164.8538' Segment# 3: Line Course: S89° 38'49.99"E North: 20,164.2381' Segment# 4: Line Course: SO' 21' 10.01"W North: 20,106.8052' Segment# 5: Line Course: S45° 35'06.03"W North: 20,102.1232' Perimeter: 320.751' Error Closure: 0.0006 Error North : -0.00018 Length: 61.373' East: 10,187.5888' Length: 100.000' East: 10,287.5869' Length: 57.434' East: 10,287.2333' Length: 6.690' East: 10,282.4547' Area: 6,166.59Sq.Ft. Course: S71° 44'33.24"W East: -0.00055 Precision 1: 534,585.000 Parcel Name: BLOCK I 1 - BLOCK 11 LOT 1 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,078.2468' East:] 0,707.0659' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,178.2479' East: 10,707.6816' Segment# 2: Line Course: S89° 10'57.95"E Length: 74.002' North: 20,177.1924' East: 10,781.6761' Segment# 3: Line Course: SO' 21' 10.01"W Length: 87.963' North: 20,089.2310' East: 10,781.1345' Segment# 4: Line Course: S45° 35'06.03"W Length: 16.958' North: 20,077.3630' East: 10,769.0215' Segment# 5: Line Course: N89° 10'57.95"W Length: 61.962' North: 20,078.2467' East: 10,707.0658' Perimeter: 340.889' Area: 7,327.76Sq.Ft. Error Closure: 0.0000 Course: S45° 35'06.04"W Error North: -0.00002 East: -0.00002 Precision 1: 340,888,000.000 Parcel Name: BLOCK 1 1 - BLOCK 11 LOT 2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,079.1026' East: 10,647.0700' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,179.1037' East: 10,647.6857' Segment# 2: Line Course: S89° 10'57.95"E Length: 60.002' North: 20,178.2479' East: 10,707.6816' Segment# 3: Line Course: SO' 21' 10.01"W Length: 100.003' North: 20,078.2468' East: 10,707.0659' Segment# 4: Line Course: N89° 10' 57.95"W Length: 60.002' North: 20,079.1026' East: 10,647.0700' Perimeter: 320.011' Area: 6,000.20Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 320,010,000.000 Parcel Name: BLOCK 11 - BLOCK 11 LOT 3 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,079.9584' East: 10,587.0741' Segment# 1: Line Course: NO' 21' 10.01 "E North: 20,179.9595' Segment# 2: Line Course: S89° 10' 57.95"E Length: 100.003' East: 10,587.6899' Length: 60.002' North: 20,179.1037' Segment# 3: Line Course: SO' 21'10.01"W North: 20,079.1026' Segment# 4: Line Course: N89° 10'57.95"W North: 20,079.9584' Perimeter: 320.011' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 320,010,000.000 East: 10,647.6858' Length: 100.003' East: 10,647.0700' Length: 60.002' East: 10,587.0741' Area: 6,000.20Sq.Ft. Course: NO' 00'00.00"E East: 0.00000 Parcel Name: BLOCK 11 - BLOCK 11 LOT 4 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,080.8142' East: 10,527.0783' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,180.8153' East: 10,527.6940' Segment# 2: Line Course: S89" 10'57.95"E Length: 60.002' North: 20,179.9595' East: 10,587.6899' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,079.9584' East: 10,587.0742' Segment# 4: Line Course: N89° 10'57.95"W Length: 60.002' North: 20,080.8142' East: 10,527.0783' Perimeter: 320.011' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 320,010,000.000 Area: 6,000.20Sq.Ft. Course: NO' 00' 00.00"E East: 0.00000 Parcel Name: BLOCI{ 11 - BLOCK 11 LOT 5 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,081.6700' East: 10,467.0824' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,181.6711' East: 10,467.6981' Segment# 2: Line Course: S89° 10'57.95"E Length: 60.002' North: 20,180.8153' East: 10,527.6940' Segment# 3: Line Course: SO' 21' 10.01"W Length: 100.003' North: 20,080.8142' East: 10,527.0783' Segment# 4: Line Course: N89° 10'57.95"W Length: 60.002' North: 20,081.6700' East: 10,467.0824' Perimeter: 320.011' Area: 6,000.20Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 320,010,000.000 Parcel Name: BLOCK 11 - BLOCK I 1 LOT 6 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,082.4687' East: 10,411.0862' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,182.4698' East: 10,411.7020' Segment# 2: Line Course: S89° 10'57.95"E Length: 56.002' North: 20,181.6711' East: 10,467.6983' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,081.6700' East: 10,467.0825' Segment# 4: Line Course: N89° 10' 57.95"W Length: 56.002' North: 20,082.4687' East: 10,411.0862' Perimeter: 312.010' Area: 5,600.18Sq.Ft. Error Closure: 0.0000 Course: NO' 00' WOVE Error North : 0.00000 East: 0.00000 Precision 1: 312,010,000.000 Parcel Name: BLOCK 11 - BLOCK 11 LOT 7 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,182.4701' East: 10,411.7020' Segment# 1: Line Course: SO' 21'10.01"W North: 20,082.4690' Segment# 2: Line Course: N89° 10' 57.95"W North: 20,083.3325' Length: 100.003' East: 10,411.0862' Length: 60.539' East: 10,350.5534' Segment# 3: Line Course: N44° 21'53.62"W North: 20,097.0121' Segment# 4: Line Course: NO' 21'10.01"E North: 20,183.5265' Segment# 5: Line Course: S89° 10'57.95"E North: 20,182.4710' Perimeter: 340.195' Error Closure: 0.0014 Error North : 0.00087 Precision 1: 242,996.429 Length: 19.135' East: 10,337.1737' Length: 86.516' East: 10,337.7064' Length: 74.002' East: 10,411.7009' Area: 7,309.45 Sq.Ft. Course: N51° 27' 11.29"W East: -0.00109 Parcel Name: BLOCK 12 - BLOCK 12 LOT 1 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,071.2006' East: 11,201.0318' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,171.2017' East: 11,201.6476' Segment# 2: Line Course: S89° 10'57.95"E Length: 73.883' North: 20,170.1479' East: 11,275.5231' Segment# 3: Line Course: SO' 29' 17.89"W Length: 89.298' North: 20,080.8532' East: 11,274.7620' Segment# 4: Line Course: S45° 39'09.97"W Length: 15.094' North: 20,070.3024' Segment# 5: Line Course: N89° 10'57.95"W North: 20,071.2001' Perimeter: 341.220' Error Closure: 0.0008 Error North: -0.00049 Precision 1: 426,525.000 East: 11,263.9681' Length: 62.942' East: 11,201.0325' Area: 7,319.14Sq.Ft. Course: S51' 43' 00.73 "E East: 0.00062 Parcel Name: BLOCK 12 - BLOCK 12 LOT 2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,071.9994' East: 11, 145.0357' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,172.0005' East: 11,145.6514' Segment# 2: Line Course: S89° 10'57.95"E Length: 56.002' North: 20,171.2017' East: 11,201.6477' Segment# 3: Line Course: SO° 21' 10.01 "W Length: 100.003' North: 20,071.2006' East: 11,201.0320' Segment# 4: Line Course: N89° 10'57.95"W Length: 56.002' North: 20,071.9994' East: 11,145.0357' Perimeter: 312.010' Area: 5,600.18Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 312,010,000.000 Parcel Name: BLOCK 12 - BLOCK 12 LOT 3 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,072.8552' East: 11,085.0398' Segment# 1: Line Course: NO" 21' 10.01"E Length: 100.003' North: 20,172.8563' East: 11,085.6556' Segment# 2: Line Course: S89° 10'57.95"E Length: 60.002' North: 20,172.0005' East: 11,145.6515' Segment# 3: Line Course: SO' 21'10.01"W Length: 100.003' North: 20,071.9994' East: 11,145.0357' Segment# 4: Line Course: N89° 10'57.95"W Length: 60.002' North: 20,072.8552' East: 11,085.0398' Perimeter: 320.011' Area: 6,000.20Sq.Ft. Error Closure: 0.0000 Course: NO' 00' MOVE Error North : 0.00000 East: 0.00000 Precision 1: 320,010,000.000 Parcel Name: BLOCK 12 - BLOCK 12 LOT 4 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,073.71 10' East: 11,025.0440' Segment# 1: Line Course: NO" 21' 10.01"E Length: 100.003' North: 20,173.7121' East: 11,025.6597' Segment# 2: Line Course: S89° 10' 57.95"E Length: 60.002' North: 20,172.8563' East: 11,085.6556' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,072.8552' East: 11,085.0399' Segment# 4: Line Course: N89° 10' 57.95"W Length: 60.002' North: 20,073.7110' East: 11,025.0440' Perimeter: 320.01 P Area: 6,000.20Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 320,010,000.000 Parcel Name: BLOCK 12 - BLOCK 12 LOT 5 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,074.5668' East:] 0,965.0481' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,174.5679' East: 10,965.6638' Segment# 2: Line Course: S89° 10' 57.95"E Length: 60.002' North: 20,173.7121' East: 11,025.6597' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,073.7110' East: 11,025.0440' Segment# 4: Line Course: N89° 10'57.95"W North: 20,074.5668' Perimeter: 320.011' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 320,010,000.000 Length: 60.002' East: 10,965.0481' Area: 6,000.20Sq.Ft. Course: NO' 00'00.00"E East: 0.00000 Parcel Name: BLOCK 12 - BLOCK 12 LOT 6 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,075.4226' East: 10,905.0522' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 20,175.4237' East: 10,905.6680' Segment# 2: Line Course: S89° 10'57.95"E Length: 60.002' North: 20,174.5679' East: 10,965.6639' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,074.5668' East: 10,965.0481' Segment# 4: Line Course: N89° 10'57.95"W Length: 60.002' North: 20,075.4226' East: 10,905.0522' Perimeter: 320.011' Area: 6,000.20Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 320,010,000.000 Parcel Name: BLOCK 12 - BLOCK 12 LOT 7 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,175.4240' East: 10,905.6680' Segment# 1: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 20,075.4229' East: 10,905.0522' Segment# 2: Line Course: N89° 10' 57.95"W Length: 62.147' North: 20,076.3093' East: 10,842.9115' Segment# 3: Line Course: N44° 52'46.02"W Length: 16.697' North: 20,088.1407' East: 10,831.1299' Segment# 4: Line Course: NO' 21' 10.01 "E Length: 88.340' North: 20,176.4790' East: 10,831.6738' Segment# 5: Line Course: S89° 10'57.95"E Length: 74.002' North: 20,175.4235' East: 10,905.6682' Perimeter: 341.191' Area: 7,331.1 l Sq.Ft. Error Closure: 0.0006 Course: S30° 29'41.96"E Error North : -0.00049 East: 0.00029 Precision 1: 568,648.333 Parcel Name: BLOCK 13 - BLOCK 13 LOT 1 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,142.5833' East: 11,425.2931' Segment# 1: Line Course: SO' 29' 17.89"W North: 20,068.0111' Segment# 2: Line Course: N89° 10'57.95 "W North: 20,069.2858' Segment# 3: Line Course: N44° 20'50.03"W North: 20,080.0640' Segment# 4: Line Course: NO' 29' 17.89"E North: 20,143.4357' Segment# 5: Line Course: S89° 30'42.11 "E North: 20,142.5835' Perimeter: 342.396' Error Closure: 0.0004 Error North : 0.00016 Precision 1: 855,990.000 Length: 74.575' East: 11,424.6575' Length: 89.375' East: 11,335.2916' Length: 15.072' East: 11,324.7562' Length: 63.374' East: 11,325.2963' Length: 100.000' East: 11,425.2927' Area: 7,372.36Sq.Ft. Course: N68" 10' 12.48"W East: -0.00040 Parcel Name: BLOCK 3 - BLOCK 3 LOT 7 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,734.1869' East: 10,428.3585' Segment# 1: Line Course: N89° 10' 57.95"W North: 19,735.5194' Segment# 2: Line Course: NO' 21' 10.01 "E Length: 93.419' East: 10,334.9490' Length: 41.003' North: 19,776.5216' Segment# 3: Line Course: N45° 39' 09.97E North: 19,789.3344' Segment# 4: Line Course: S89° 10' 57.95"E North: 19,787.0379' Segment# 5: Line Course: S44° 20' 50.03"E North: 19,773.9283' Segment# 6: Line Course: SO' 29'17.89"W North: 19,732.8548' Segment# 7: Line Course: N89° 10'57.95"W North: 19,734.1873' Perimeter: 466.591' Error Closure: 0.0004 Error North : 0.00033 Precision 1: 1,166,472.500 East: 10,335.2015' Length: 18.330' East: 10,348.3096' Length: 161.011' East: 10,509.3042' Length: 18.332' East: 10,522.1183' Length: 41.075' East: 10,521.7683' Length: 93.419' East: 10,428.3588' Area: 9,924.53Sq.Ft. Course: N40° 51' 10.30"E East: 0.00028 Parcel Name: BLOCK 3 - BLOCK 3 LOT 8 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,674.1854' East: 10,428.0400' Segment# 1: Line Course: N89° 10'57.95"W Length: 93.470' North: 19,675.5185' East: 10,334.5795' Segment# 2: Line Course: NO' 21' 10.01 "E North: 19,735.5194' Segment# 3: Line Course: S89° 10'57.95"E North: 19,734.1870' Segment# 4: Line Course: SO' 18'14.89"W North: 19,674.1858' Perimeter: 306.894' Error Closure: 0.0004 Error North : 0.00044 Precision 1: 767,232.500 Length: 60.002' East: 10,334.9490' Length: 93.419' East: 10,428.3584' Length: 60.002' East: 10,428.0400' Area: 5,606.69Sq.Ft. Course: N7° 01' 10.88"W East: -0.00005 Parcel Name: BLOCK 3 - BLOCK 3 LOT 9 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,675.5185' East: 10,334.5792' Segment# 1: Line Course: S89° 10'57.95"E Length: 93.470' North: 19,674.1854' East: 10,428.0396' Segment# 2: Line Course: SO' 18'14.89"W Length: 70.003' North: 19,604.1834' East: 10,427.6681' Segment# 3: Line Course: N89° 10' 57.95"W Length: 69.517' North: 19,605.1749' East: 10,358.1581' Segment# 4: Curve Length: 34.638' Radius: 50.500' Delta: 39.2997 (d) Chord: 33.963' Course In: S76° 24'34.90"W RP North: 19,593.3085' End North: 19,633.5812' Segment# 5: Line Course: N26° 16'07.05"W North: 19,644.0281' Segment# 6: Line Course: NO' 21' 10.01 "E North: 19,675.5175' Perimeter: 310.769' Error Closure: 0.0011 Error North :-0.00105 Precision 1: 282,516.364 Tangent: 18.032' Course: N33° 14'24.60"W Course Out: N37° 06'35.90"E East: 10,309.0721' East: 10,339.5411' Length: 11.650' East: 10,334.3850' Length: 31.490' East: 10,334.5789' Area: 6,039.66Sq.Ft. Course: SI I° 52'39.00"W East: -0.00022 Parcel Name: BLOCK 4 - BLOCK 4 LOT 13 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,770.3625' East: 10,772.0972' Segment# 1: Line Course: SO' 29'17.89"W Length: 41.075' North: 19,729.2890' East: 10,771.7471' Segment# 2: Line Course: N89° 10' 57.95"W Length: 200.003' North: 19,732.1417' East: 10,571.7645' Segment# 3: Line Course: NO' 29'17.89"E Length: 40.926' North: 19,773.0662' East: 10,572.1132' Segment# 4: Line Course: N45° 39'09.97"E North: 19,785.9537' Segment# 5: Line Course: S89° 10'57.95"E North: 19,783.4719' Segment# 6: Line Course: S44° 20'50.03"E North: 19,770.3624' Perimeter: 492.777' Error Closure: 0.0002 Error North : -0.00012 Precision 1: 2,463,880.000 Length: 18.437' East: 10,585.2978' Length: 174.003' East: 10,759.2831' Length: 18.332' East: 10,772.0973' Area: 10,631.17Sq.Ft. Course: S49° 23'43.02"E East: 0.00014 Parcel Name: BLOCK 5 - BLOCK 5 LOT 14 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,780.9199' East: 10,938.1932' Segment# 1: Line Course: SO' 29' 17.89"W Length: 54.001' North: 19,726.9209' East: 10,937.7330' Segment# 2: kine Course: N89° 10'57.95 V Length: 116.002' North: 19,728.5754' East: 10,821.7428' Segment# 3: Line Course: NO' 29' 17.89"E Length: 40.926' North: 19,769.5000' East: 10,822.0915' Segment# 4: Line Course: N45° 39'09.97"E Length: 18.437' North: 19,782.3875' Segment# 5: Line Course: S89° 10'57.95"E North: 19,780.9195' Perimeter: 332.293' Error Closure: 0.0007 Error North : -0.00048 Precision 1: 474,704.286 East: 10,835.2761' Length: 102.927' East: 10,938.1927' Area: 6,178.63Sq.Ft. Course: S45° 39'09.97"W East: -0.00049 Parcel Name: BLOCK 7 - BLOCK 7 LOT 8 Description: Process segment order counterclockwise: False Enable mapeheck across chord: False North:20,018.0117' East: 11,424.2314' Segment# 1: Line Course: SO' 29' 17.89"W Length: 73.427' North: 19,944.5874' East: 11,423.6056' Segment# 2: Line Course: N89" 30'42.11 "W Length: 100.000' North: 19,945.4396' East: 11,323.6093' Segment# 3: Line Course: NO' 29' 17.89"E Length: 63.298' North: 20,008.7353' East: 11,324.1487' Segment# 4: Line Course: N45" 39'09.97"E Length: 15.094' North: 20,019.2861' East: 11,334.9427' Segment# 5: Line Course: S89° 10'57.95"E Length: 89.298' North: 20,018.0125' East: 11,424.2316' Perimeter: 341.116' Error Closure: 0.0008 Error North : 0.00073 Precision 1: 426,396.250 Area: 7,314.13 Sq.Ft. Course: N15° 03'57.79"E East: 0.00020 Parcel Name: BLOCK 8 - BLOCK 8 LOT 10 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,924.9171' East: 10,939.4204' Segment# 1: Line Course: NO' 29' 17.89"E North: 20,024.9335' Segment# 2: Line Course: S89° 11' 04.46"E North: 20,024.0084' Segment# 3: Line Course: SO' 29' 17.89"W North: 19,924.0040' Segment# 4: Line Course: N89° 11' 44.04"W North: 19,924.9166' Perimeter: 330.030' Error Closure: 0.0005 Error North : -0.00047 Precision 1: 660,060.000 Length: 100.020' East: 10,940.2728' Length: 65.001' East: 11,005.2672' Length: 100.008' East: 11,004.4149' Length: 65.001' East: 10,939.4203' Area: 6,500.91Sq.Ft. Course: S8° 54'43.17"W East: -0.00007 Parcel Name: BLOCK 8 - BLOCK 8 LOT 1 I Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,924.9171' East: 10,939.4204' Segment# 1: Line Course: SO' 29'17.89"W Length: 100.002' North: 19,824.9187' East: 10,938.5682' Segment# 2: Line Course: N89° 10'57.95 "W Length: 334.069' North: 19,829.6835' East: 10,604.5331' Segment# 3: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 19,929.6846' East: 10,605.1489' Segment# 4: Line Course: NO' 21'10.01"E Length: 100.011' North: 20,029.6938' East: 10,605.7647' Segment# 5: Line Course: S89° 11' 04.46"E Length: 334.542' North: 20,024.9327' East: 10,940.2728' Segment# 6: Line Course: SO' 29' 17.89"W Length: 100.020' North: 19,924.9164' East: 10,939.4204' Perimeter: 1,068.647' Area: 66,865.51 Sq.Ft. Error Closure: 0.0007 Course: S3° 49'41.41 "W Error North : -0.00072 East: -0.00005 Precision 1: 1,526,638.571 Parcel Name: BLOCK 8 - BLOCK 8 LOT 12 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,929.6853' East: 10,605.1492' Segment# 1: Line Course: N89° 10' 57.95"W North: 19,930.6124' Segment# 2: Line Course: NO' 21' 10.01 "E North: 20,030.6195' Segment# 3: Line Course: S89' 11' 04.46"E North: 20,029.6944' Segment# 4: Line Course: SO' 21' 10.01 "W North: 19,929.6853' Perimeter: 330.025' Error Closure: 0.0001 Error North : 0.00005 Precision 1: 3,300,240.000 Length: 65.002' East: 10,540.1538' Length: 100.009' East: 10,540.7696' Length: 65.002' East: 10,605.7650' Length: 100.011' East: 10,605.1492' Area: 6,500.67Sq.Ft. Course: N18' 13' 16.34"E East: 0.00002 Parcel Name: BLOCK 8 - BLOCK 8 LOT 13 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,930.6124' East: 10,540.1537' Segment# 1: Line Course: N89° 10'57.95"W Length: 65.002' North: 19,931.5395' East: 10,475.1583' Segment# 2: Line Course: NO' 21' 10.01"E Length: 100.007' North: 20,031.5446' East: 10,475.7741' Segment# 3: Line Course: S89° 11' 04.46"E Length: 65.002' North: 20,030.6196' Segment# 4: Line Course: SO' 21' 10.01 "W North: 19,930.6124' Perimeter: 330.021' Error Closure: 0.0001 Error North : 0.00005 Precision 1:3,300,200.000 East: 10,540.7695' Length: 100.009' East: 10,540.1537' Area: 6,500.54Sq.Ft. Course: NI 8' 13' 16.34"E East: 0.00002 Parcel Name: BLOCK 8 - BLOCK 8 LOT 14 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,931.5395' East: 10,475.1582' Segment# 1: Line Course: N89° 10'57.95"W North: 19,932.4666' Segment# 2: Line Course: NO' 21'10.01"E North: 20,032.4697' Segment# 3: Line Course: S89° I1' 04.46"E North: 20,031.5447' Segment# 4: Line Course: SO' 21' 10.01 "W North: 19,931.5396' Perimeter: 330.0 t T Error Closure: 0.0001 Error North : 0.00005 Length: 65.002' East: 10,410.1628' Length: 100.005' East: 10,410.7785' Length: 65.002' East: 10,475.7739' Length: 100.007' East: 10,475.1582' Area: 6,500.41 Sq.Ft. Course: NI 8' 13' 16.34"E East: 0.00002 Precision 1: 3,300,160.000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 15 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,932.4666' East: 10,410.1626' Segment# 1: Line Course: N89° 10' 57.95"W Length: 74.048' North: 19,933.5228' East: 10,336.1222' Segment# 2: Line Course: NO' 19'23.60"E Length: 86.907' North: 20,020.4284' East: 10,336.6124' Segment# 3: Line Course: N45° 39'09.97"E Length: 18.467' North: 20,033.3369' East: 10,349.8185' Segment# 4: Line Course: S89° 11'04.46"E Length: 60.966' North: 20,032.4693' East: 10,410.7783' Segment# 5: Line Course: SO' 21' 10.01"W Length: 100.005' North: 19,932.4662' East: 10,410.1626' Perimeter: 340.394' Area: 7,321.45Sq.Ft. Error Closure: 0.0005 Course: S7° 39' 57.36"W Error North : -0.00045 East: -0.00006 Precision 1: 680,786.000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 16 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:] 9,932.4666' East:10,410.1626' Segment# 1: Line Course: S0° 21' 10.01 "W Length: 100.003' North: 19,832.4655' East: 10,409.5469' Segment# 2: Line Course: N89" 10' 57.95"W Length: 62.562' North: 19,833.3579' East: 10,346.9913' Segment# 3: Line Course: N44" 24' 53.97"W Length: 16.244' North: 19,844.9608' East: 10,335.6229' Segment# 4: Line Course: NO' 19'23.60"E Length: 88.563' North: 19,933.5224' East: 10,336.1225' Segment# 5: Line Course: S89° 10'57.95"E Length: 74.048' North: 19,932.4662' East: 10,410.1630' Perimeter: 341.421' Area: 7,336.83Sq.Ft. Error Closure: 0.0005 Course: S38° 58' 18.83"E Error North : -0.00042 East: 0.00034 Precision 1: 682,840.000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 17 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,832.4653' East: 10,409.5469' Segment# 1: Line Course: NO" 21' 10.01 "E Length: 100.003' North: 19,932.4664' East: 10,410.1626' Segment# 2: Line Course: S89° 10' 57.95"E North: 19,931.5392' Segment# 3: Line Course: SO' 21' 10.01 "W North: 19,831.5381' Segment# 4: Line Course: N89° 10' 57.95"W North: 19,832.4653' Perimeter: 330.011' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 330,010,000.000 Length: 65.002' East: 10,475.1580' Length: 100.003' East: 10,474.5423' Length: 65.002' East: 10,409.5469' Area: 6,500.21 Sq.Ft. Course: NO' 00'00.00"E East: 0.00000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 18 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:19,831.5381' East: 10,474.5424' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 19,931.5392' East: 10,475.1582' Segment# 2: Line Course: S89° 10'57.95"E Length: 65.002' North: 19,930.6121' East: 10,540.1536' Segment# 3: Line Course: SO' 21' 10.01 "W Length: 100.003' North: 19,830.6110' East: 10,539.5378' Segment# 4: Line Course: N89° 10' 57.95"W Length: 65.002' North: 19,831.5381' Perimeter: 330.011' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 330,010,000.000 East: 10,474.5424' Area: 6,500.21 Sq.Ft. Course: NO' 00'00.00"E East: 0.00000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 19 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,830.6110' East: 10,539.5380' Segment# 1: Line Course: NO' 21' 10.01 "E Length: 100.003' North: 19,930.6121' East: 10,540.1537' Segment# 2: Line Course: S89° 10' 57.95"E Length: 65.002' North: 19,929.6850' East: 10,605.1491' Segment# 3: Line Course: SO' 21' 10.01"W Length: 100.003' North: 19,829.6839' East: 10,604.5334' Segment# 4: Line Course: N89° 10' 57.95"W Length: 65.002' North: 19,830.6110' East: 10,539.5380' Perimeter: 330.011' Area: 6,500.21 Sq.Ft. Error Closure: 0.0000 Course: NO' 00' WOVE Error North : 0.00000 East: 0.00000 Precision 1: 330,010,000.000 Parcel Name: BLOCK 8 - BLOCK 8 LOT 6 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,921.2668' East: 11, 199.3987' Segment# 1: Line Course: NO' 29' 17.89"E North: 20,021.2331' Segment# 2: Line Course: S89" 11'04.46"E North: 20,020.3316' Segment# 3: Line Course: S44° 20' 50.03"E North: 20,009.5241' Segment# 4: Line Course: SO" 29' 17.89"W North: 19,945.8654' Segment# 5: Line Course: SO" 29'17.89"W North: 19,920.2273' Segment# 6: Line Course: N89° 11' 44.04"W North: 19,921.2663' Perimeter: 341.730' Error Closure: 0.0005 Error North: -0.00050 Precision 1: 683,458.000 Length: 99.970' East: 11,200.2507' Length: 63.345' East: 11,263.5893' Length: 15.113' East: 11,274.1534' Length: 63.661' East: 11,273.6108' Length: 25.639' East: 11,273.3923' Length: 74.001' East: 11,199.3986' Area: 7,340.51 Sq.Ft. Course: S14° 08'30.49"W East: -0.00012 Parcel Name: BLOCK 8 - BLOCK 8 LOT 7 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,922.1793' Segment# 1: Line Course: NO' 29' 17.89"E North: 20,022.1587' Segment# 2: Line Course: S89° 11' 04.46"E North: 20,021.2337' Segment# 3: Line Course: SO° 29' 17.89"W North: 19,921.2673' Segment# 4: Line Course: N89° 11'44.04"W North: 19,922.1799' Perimeter: 329.955' Error Closure: 0.0005 Error North : 0.00053 Precision 1: 659,910.000 East: IL] 34.4042' Length: 99.983' East: 11,135.2563' Length: 65.001' East: 11,200.2507' Length: 99.970' East: 11,199.3987' Length: 65.001' East: 11.134.4041' Area: 6,498.48Sq.Ft. Course: N7° 04'36.18"W East: -0.00007 Parcel Name: BLOCK 8 - BLOCK 8 LOT 8 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,923.0919' East: 11,069.4096' Segment# 1: Line Course: NO' 29' 17.89"E North: 20,023.0833' Segment# 2: Line Course: S89° 11' 04.46"E North: 20,022.1582' Length: 99.995' East: 11,070.2618' Length: 65.001' East: 11,135.2562' Segment# 3: Line Course: SO' 29'17.89"W North: 19,922.1789' Segment# 4: Line Course: N89° 11' 44.04"W North: 19,923.0915' Perimeter: 329.980' Error Closure: 0.0005 Error North : -0.00047 Precision 1: 659,960.000 Length: 99.983' East: 11,134.4041' Length: 65.001' East: 11,069.4095' Area: 6,499.29Sq.Ft. Course: S8° 54'43.17"W East: -0.00007 Parcel Name: BLOCK 8 - BLOCK 8 LOT 9 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,924.0045' East: 11,004.4150' Segment# 1: Line Course: NO' 29' 17.89"E North: 20,024.0089' Segment# 2: Line Course: S89° 11'04.46"E North: 20,023.0838' Segment# 3: Line Course: SO' 29'17.89"W North: 19,923.0925' Segment# 4: Line Course: N89° I1' 44.04"W North: 19,924.0050' Perimeter: 330.005' Error Closure: 0.0005 Length: 100.008' East: 11,005.2673' Length: 65.001' East: 11,070.2617' Length: 99.995' East: 11,069.4095' Length: 65.001' East: 11,004.4149' Area: 6,500.1 OSq.Ft. Course: N7° 04'36.18"W Error North : 0.00053 East: -0.00007 Precision 1: 660,010.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 1 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,441.9781' East: 10,306.8618' Segment# 1: Line Course: NO' 50'13.05"E Length: 100.847' North: 19,542.8144' East: 10,308.3348' Segment# 2: Curve Length: 66.779' Radius: 50.500' Delta: 75.7651 (d) Tangent: 39.288' Chord: 62.019' Course: N52° 57'15.94"E Course In: NO' 50'13.05"E Course Out: S74° 55'41.17"E RP North: 19,593.3090' East: 10,309.0725' End North: 19,580.1774' East: 10,357.8353' Segment# 3: Line Course: S89" 10'57.95"E Length: 38.658' North: 19,579.6261' East: 10,396.4894' Segment# 4: Line Course: SO' 21' 10.05"W Length: 138.947' North: 19,440.6817' East: 10,395.6338' Segment# 5: Line Course: N89° 09'46.95"W Length: 88.782' North: 19,441.9785' East: 10,306.8613' Perimeter: 434.013' Area: 10,870.84Sq.Ft. Error Closure: 0.0006 Course: N47° 43'17.65"W Error North : 0.00040 East: -0.00044 Precision 1: 723,355.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 10 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,443.7854' East: 10, 183.1495' Segment# 1: Line Course: N89° 09'46.95"W Length: 35.001' North: 19,444.2967' East: 10,148.1522' Segment# 2: Line Course: NO' 21'10.01"E Length: 565.714' North: 20,010.0000' East: 10,151.6354' Segment# 3: Line Course: N45° 35'06.03"E Length: 25.838' North: 20,028.0827' East: 10,170.0912' Segment# 4: Line Course: S89° 10'57.95"E Length: 101.864' North: 20,026.6298' East: 10,271.9448' Segment# 5: Line Course: S44° 52'46.02"E Length: 14.317' North: 20,016.4849' East: 10,282.0472' Segment# 6: Line Course: N89° 10'57.95"W Length: 95.373' North: 20,017.8452' East: 10,186.6839' Segment# 7: Line Course: SO' 21'09.92"W Length: 62.995' North: 19,954.8514' East: 10,186.2960' Segment# 8: Line Course: SO' 21'10.01"W Length: 65.000' North: 19,889.8526' Segment# 9: Line Course: SO' 21' 10.01 "W North: 19,822.8539' Segment# 10: Line Course: SO' 21' 10.01"W North: 19,772.8548' Segment# 11: Line Course: SO' 21'10.01"W North: 19,712.8560' Segment# 12: Line Course: SO' 21' 10.01 "W North: 19,652.8571' Segment# 13: Line Course: SO' 21' 10.04"W North: 19,523.4036' Segment# 14: Line Course: SO' 21'10.01"W North: 19,443.7861' Perimeter: 1,412.178' Error Closure: 0.0007 Error North : 0.00065 Precision 1: 2,017,395.714 East: 10,185.8958' Length: 67.000' East: 10,185.4833' Length: 50.000' East: 10,185.1754' Length: 60.000' East: 10,184.8060' Length: 60.000' East: 10,184.4366' Length: 129.456' East: 10,183.6395' Length: 79.619' East: 10,183.1492' Area: 21,176.91 Sq.Ft. Course: N19' 17' 22.43"W East: -0.00023 Parcel Name: BLOCK 9 - BLOCK 9 LOT 2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,568.7244' East: 10,264.9606' Segment# 1: Curve Length: 52.91 P Delta: 60.0314 (d) Chord: 50.524' Course In: N60° 52'06.17"E RP North: 19,593.3087' End North: 19,542.8141' Segment# 2: Line Course: SO' 50'13.05"W North: 19,441.9779' Segment# 3: Line Course: N89° 09'46.95"W North: 19,443.7851' Segment# 4: Line Course: NO' 21' 10.01 "E North: 19,523.4026' Segment# 5: Line Course: N60° 52'06.17"E North: 19,568.7239' Perimeter: 450.200' Error Closure: 0.0006 Error North : -0.00056 Precision 1: 750,331.667 Radius: 50.500' Tangent: 29.175' Course: S59° 08'50.39"E Course Out: SO' 50' 13.05"W East: 10,309.0725' East: 10,308.3348' Length: 100.847' East: 10,306.8617' Length: 123.725' East: 10,183.1499' Length: 79.619' East: 10,183.6402' Length: 93.097' East: 10,264.9607' Area: 13,002.91 Sq.Ft. Course: S18° 32'01.00"E East: 0.00019 Parcel Name: BLOCK 9 - BLOCK 9 LOT 3 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,652.2413' East: 10,284.4349' Segment# 1: Line Course: SO' 21' 09.86"W Length: 7.905' North: 19,644.3365' East: 10,284.3862' Segment# 2: Line Course: S26° 58'27.06"W Length: 11.650' North: 19,633.9539' East: 10,279.1019' Segment# 3: Curve Length: 72.915' Radius: 50.500' Delta: 82.7272 (d) Tangent: 44.465' Chord: 66.744' Course: S120 13'55.14"W Course In: S36° 24' 15.89"E Course Out: S60° 52'06.17"W RP North: 19,593.3090' East: 10,309.0727' End North: 19,568.7247' East: 10,264.9607' Segment# 4: Line Course: S60° 52'06.17"W Length: 93.097' North: 19,523.4035' East: 10,183.6402' Segment# 5: Line Course: NO' 21' 10.04"E Length: 129.456' North: 19,652.8570' East: 10,184.4373' Segment# 6: Line Course: S89° 38'49.99"E Length: 100.000' North: 19,652.2413' East: 10,284.4354' Perimeter: 415.024' Area: 8,827.11 Sq.Ft. Error Closure: 0.0005 Course: N88° 40'58.76"E Error North: 0.00001 East: 0.00050 Precision 1: 830,046.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 4 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,712.2402' East: 10,284.8043' Segment# 1: Line Course: SO' 21' 10.01 "W Length: 60.000' North: 19,652.2413' East: 10,284.4349' Segment# 2: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,652.8570' East: 10,184.4368' Segment# 3: Line Course: NO' 21'10.01"E Length: 60.000' North: 19,712.8559' East: 10,184.8062' Segment# 4: Line Course: S89° 38'49.99"E Length: 100.000' North: 19,712.2402' East: 10,284.8043' Perimeter: 320.000' Area: 6,OOO.00Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 320,000,000.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 5 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,772.2390' East: 10,285.1737' Segment# 1: Line Course: SO' 21' 10.01"W Length: 60.000' North: 19,712.2402' East: 10,284.8043' Segment# 2: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,712.8559' East: 10,184.8062' Segment# 3: Line Course: NO' 21' MOVE Length: 60.000' North: 19,772.8547' Segment# 4: Line Course: S89° 38'49.99"E North: 19,772.2390' Perimeter: 320.000' Error Closure: 0.0000 Error North : 0.00000 Precision 1: 320,000,000.000 East: 10,185.1756' Length: 100.000' East: 10,285.1737' Area: 6,OOO.00Sq.Ft. Course: NO' 00'00.00"E East: 0.00000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 6 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,822.2381' East: 10,285.4816' Segment# 1: Line Course: SO' 21' 10.01 "W Length: 50.000' North: 19,772.2390' East: 10,285.1737' Segment# 2: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,772.8547' East: 10,185.1756' Segment# 3: Line Course: NO' 21'10.01"E Length: 50.000' North: 19,822.8538' East: 10,185.4835' Segment# 4: Line Course: S89° 38'49.99"E Length: 100.000' North: 19,822.2381' East: 10,285.4816' Perimeter: 300.000' Area: 5,000.00Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 300,000,000.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 7 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,889.8525' East: 10,185.8960' Segment# 1: Line Course: S890 38'49.99"E Length: 100.000' North: 19,889.2368' East: 10,285.8941' Segment# 2: Line Course: S0° 21' 10.01 "W Length: 67.000' North: 19,822.2381' East: 10,285.4816' Segment# 3: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,822.8538' East: 10,185.4835' Segment# 4: Line Course: NO' 21' 10.01 "E Length: 67.000' North: 19,889.8525' East: 10,185.8960' Perimeter: 334.000' Area: 6,700.00Sq.Ft. Error Closure: 0.0000 Course: NO' 00'00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 334,000,000.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 8 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 19,889.2368' East: 10,285.8941' Segment# 1: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,889.8525' East: 10,185.8960' Segment# 2: Line Course: NO' 21' 10.01 "E Length: 65.000' North: 19,954.8513' East: 10,186.2962' Segment# 3: Line Course: S89° 38'49.99"E Length: 100.000' North: 19,954.2356' East: 10,286.2943' Segment# 4: Line Course: SO' 21' 10.01"W Length: 65.000' North: 19,889.2368' East: 10,285.8941' Perimeter: 330.000' Area: 6,500.00Sq.Ft. Error Closure: 0.0000 Course: NO' 00' 00.00"E Error North : 0.00000 East: 0.00000 Precision 1: 330,000,000.000 Parcel Name: BLOCK 9 - BLOCK 9 LOT 9 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:20,011.8633' East: 10,286.6492' Segment# 1: Line Course: SO' 21' 10.01"W Length: 57.629' North: 19,954.2354' East: 10,286.2943' Segment# 2: Line Course: N89° 38'49.99"W Length: 100.000' North: 19,954.8511' East: 10,186.2962' Segment# 3: Line Course: NO' 21'09.92"E Length: 62.995' North: 20,017.8449' East: 10,186.6841' Segment# 4: Line Course: S89° 10'57.95"E North: 20,016.4846' Segment# 5: Line Course: S44" 52'46.02"E North: 20,011.8632' Perimeter: 322.518' Error Closure: 0.0003 Error North : -0.00013 Precision 1: 1,075,063.333 Length: 95.373' East: 10,282.0474' Length: 6.522' East: 10,286.6494' Area: 6,248.39Sq.Ft. Course: S61° 13' 06.17"E East: 0.00024 ailey Engineering,lne. CIVIL ENCINEERINGIPL.ANNINGICADD September 23, 2014 Meridian Public Works Department 33 E Broadway Street Meridian, Idaho 83642 RE: Irvine Subdivision No. 2 To Whom it May Concern: This letter is to provide certification for Irvine Subdivision No. 2 that all street finished centerline elevations are set a minimum of three (3) feet above the highest established groundwater elevations. David A. Bailey, F.E.P r%? President_ 4242 N. Brookside Lane ♦ Boise, Idaho 83714 ♦ Tel.: 208-938-0013 www. baileyengineers. com �T^T^T �b -.2 om _ 6I �MJD)6 - 66'L9 J .0059 pJ'C9 .00'DS pp19 ,pl'Oi. 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'r'36lp laf�i i �l Yd�:?j�@� �t3 9 �� w €e�a�Fiz$-s]j•€�i�3`cii 3� �i 5dd.�i i�! ?� �9 -alp yg�i9 a�Es� �i&�.SS ni � 00 f iii §i%�Yi it➢-Sa!�p� ^tlFa o ;pF I �g3'g3_1_It g3 I a•-fS w C'- �''i $;= 5-:.. F w 3€ ! s •5 -pa ll It:(,.I § s- d z [5� yjai °'-aa ;4i a -?s x Sy 1 e$$'83,:3 a&//� a338 }}8 �5 33'p_•!]f 'i�r�r� %'� qy R xitl;•j:_x a.ltzi W �Q] �� �•i ] y? ��^cyJiI w❑° a t�,y!'>) Y ea?tis4; Waa kl . a . .. . . . .. . 0l4 J J �I:i.3.P .?5)I2`Fa�4a a�; tlY Oa Q a s Hearing Date: January 20, 2015 File No.: FP -14-044 Project Name: Irvine No. 2 Request: Request for final plat consisting of 40 single-family residential building lots and 6 common lots on approximately 12.41 acres in an R-8 zoning district, by Trilogy Idaho. Location: The site is located near the southeast corner of W. Chinden Boulevard and N. Ten Mile Road in the NW '/4 of Section 26, Township 4 North, Range 1 West.