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N ...«.w.. yw wUivu wNl etl11 iii wimmi o,imersi may ceaty processing oi mis app kation. PROPERTY INFORMATION Property Tax #loon-owoo.my 401S- a!- o -o C E oI - ZZ -4d -oaaTv. D Site Street Address: Current legal descrition:(useaddtionalsheet9necessary) Ti-2c�s C D� Ale 1,1; 7Q✓ e fi���s ��!'Tior/ �o, O-�¢a , Zoning: - Acreage: S 3 Grid # 57W ?79-7 # Lots: eO I # Tracts: Z Total #parcels: I hereby certify that (I am)(I have been authorized to act for) owner of the property described above and that I petition to subdivide It in conformance with Title 21 of the Anchorage Municipal, Code of Ordinances. I understand that payment of the application fee is nonrefundable and is to cover the costs associated with processing this application, and that d does not assure approval of the subdivision. I also understand that assigned hearing dates are tentative and may have to be postponed by Planning Department staff or the Platting Board, Planning and Zoning Commission, or the Assembly for administrative reasons. (Agents must provjCe written proof of authorization) rsea legal cescnpu n: (u additional sheet In ^� nary) , V, - � !-t 1 _5_;eZ �7; 516 t7 # Lots: S11 14 4 0 JAN 0 a 20n5 Accepted by:Poster E AlfWavlt - Fee Case Number - Application for Preliminary Plat continued Page 2 COMPREHENSIVE PLAN INFORMATION Anchorage 2020 Urban/Rural Services: ❑ Urban ural Anchorage 2020 West Anchorage Planning Area: ❑ Inside ❑ Outside Anchorage 2020 Major Urban Elements: Site is within or abuts: ❑ Major Employment Center ❑ Redevelopment/Mixed Use Area ❑ Town Center ❑ Neighborhood Commercial Center ❑ Industrial Center ❑ Transit - Supportive Development Corridor ❑ Landscaping required by zoning Eagle River-Chugiak-Peters Creek Land Use Classification: ❑ Commercial ❑ Industrial ❑ Parkslopens space ❑ Public Land Institutions ❑ Marginal land ❑ Alpine/Slope Affected ❑ Special Study ❑ Residential at dwelling units per acre Waived by Girdwood- Tumagain Arm Waived b ❑ Commercial ❑ Industrial ❑ Parks/opens space ❑ Public Land Institutions ❑ Marginal land ❑ Alpine/Slope Affected ❑ Special Study ❑ Residential at dwelling units per acre ENVIRONMENTAL INFORMATION (All or cf site affected) Wetland Classification: E le ❑ 'C" ❑ 'B" ❑ 'A' Avalanche Zone: lae ❑ Blue Zone ❑ Red Zone Floodplain: ��❑ 1Xyear ❑ 500 year Seismic Zone (Harding/Lawson): El 010 2" 13'3" 11'4' ❑'S" RECENT REGULATORY INFORMATION (Events that have occurred in last 5 years ror an or portion of site) ❑ Rezoning - Case Number: ❑ Preliminary Plat ❑ Final Plat - Case Number(s): ❑ Conditional Use - Case Number(s): ❑ Zoning variance - Case Number(s): ❑ Land Use Enforcement Action for ❑ Building or Land Use Permit for ❑ Wellandpermit: ❑ Army Corpof Engineers ❑ Municipality of Anchorage 20-003 (Rev. 0V02)'Back APPLICATION CHECKLIST Fee: =1 i!IJ30 Plat: Copies X42 (long plats) ❑ 32 (short plats only) 8'%x11 reduced copy Other maps yR�Aerial photo AHousing stock 14 Zoning Mandatory on plat depictions: ❑ Pedestrian walkway ❑ Landscaping required by zoning Property Title: ❑Certificate to Plat Additional required documents unless specifically waived by Platting Officer: ❑ Site topography (4 copies minimum) Waived by ❑ Soils investigation and analysis reports (4 copies minimum) Waived by ❑ Subdivision drainage plan Waived b 20-003 (Rev. 0V02)'Back Please fill in the information asked for below. PETITIONER* PETITIONER REPRESENTATIVE (IF ANY) Name(last namefust) C F/&r' GLC me last namefirst) 8x62) -:!7;e - Wiling A00reSS 1462 2oa ling dress E /S A i%cvIae Al Ane 0 �-a K ITS/10 n -r Contact Phone: D17: Y449 1 Z Night Contact Phone: Day: $G - 37 Not 2 30 3o FAX: 522- 3147 FAX: 6 8 E -mal: E -mat: r- S ti Ak, rte mdy utwy pmcxssng el m15 app Kaon. RIGHT-OF-WAY ANDIOR INFORMATION t Benefiting Property Tax#(0000w-omol: 61,r- -daoTrG 01S-Z2/-46-a0o Tr. Site Street Address: Description of right-of-wayleasement: (use additional eeel it r etessa &t; 6rjd9 a 2oac( � 6 u �ac� �voY,-i �tiria ti loagrr n -r /70 ►- A +o 4-L%a 56L,4 -6 b P i l k f -- a- zo�l -7 lu.s �,ri ve 1 Ca P�rT'ou� rtno eiy 1410 L-73 Zoning: Acreage: -7s. 3c. 1 Grid # # Lots: I # Tracts: Total #parcels: I hereby certify that (I am)(I have been authorized to act for) owner of the properly described above and that I petition to vacate it In conformance with Title 21 of the Anchorage Municipal, Code of Ordinances. I undersand that payment of the application lee Is nonrefundable and is to cover the costs associated with processing this application, and that it does not assure approval of the vacation. I also understand that assigned hearing dates are tentative and may have to be postponed by Planning Department staff, the Platting Board, or Planning and Zoning Commission for administrative reasons. 'Accepted by "` - Poster & Affidavit =- Fee Case Number Application for vacation cmtinued Page 2 COMPREHENSIVE PLAN INFORMATION Anchorage 2020 Urban/Rural Services: ❑ Urban ural Anchorage 2020 West Anchorage Planning Area: ❑ Inside ❑ Outside Anchorage 2020 Major Urban Elements: Site is within or abuts: ❑ Major Employment Center ❑ Redevelopment/Mixed Use Area ❑ Town Center ❑ Neighborhood Commercial Center ❑ Industrial Center ❑ Transit - Supportive Development Corridor Eagle River-Chugiak-Peters Creek Land Use Classification: ❑ Commercial ❑ Industrial ❑ Parks/opens space ❑ Public Land Institutions ❑ Marginal land ❑ Alpine/Slope Affected ❑ Special Study ❑ Residential at dwelling units per acre Girdwood- Tumagain Ann ❑ Commercial ❑ Industrial ❑ Parks/opens space ❑ Public Land Institutions ❑ Marginal land ❑ Alpine/Slope Affected ❑ Special Study ❑ Residential at dwelling units per acre ENVIRONMENTAL INFORMATION (All« pfffiogd Me affected) Wetland Classification: yne ❑'C" 11 'B' ❑'A' Avalanche Zone: ❑ Blue Zone ❑ Red Zone Floodplain: done ❑ 00 year ❑ 500 year Seismic Zone Hardin '/Lawson : 001" '2' 0'3" 0'4" ❑'5' RECENT REGULATORY INFORMATION (Events that have ocauned in last 5 years for an «portion of sae) ❑ Rezoning - Case Number: ❑ Preliminary Plat ❑ Final Plat - Case Number(s): ❑ Conditional Use - Case Number(s): ❑ Zoning variance - Case Number(s): ❑ Land Use Enforcement Action for ❑ Building or Land Use Permit for ❑ Wetlandpermit: ❑ Army Corpof Engineers ❑ Municipality of Anchorage POTABLE WATER AND WASTE WATER DISPOSAL Potable Water provided by: ❑ Public utility ❑ Community well n to well Wastewater disposal method: ❑ Public utility ❑ Community system 0,Private or}site APPLICATION CHECKLIST Fee: Plat: Copies �K42 each 8%2x11 reduced copy Other maps Aerial photo Housing stock 2CZoning Property Title: ❑ Certificate to Plat Documents to provided unless waived by Platting Officer: ❑ Site topography (4 copies minimum) Waived by ❑ Soils investigation and analysis reports (4 copies minimum) Waived by ❑ Subdivision drainage plan Waived b 20-000 (Rev. 05T)Sad Platting Board Summary of Action April 5, 2006 Page 8 d 6 � �1IM1 14. Submitting to On -Site Water and Wastewater Services (OSWWS) information to satisfy the requirements specified by AMC 21.15, AMC VA,,., Rpt 15.55 and AMC 15.65 for each lot within this proposed subdivision. This information must include, but may not necessarily be limited to, the following: a. Ground water monitoring must be conducted to confirm the suitability for development using on-site wastewater disposal systems. Ground water monitoring must be conducted during high ground water season in either the fall (October) or spring (May). b. An aquifer test shall be conducted within the area described by the Hydrogeologist as "a few lots in the proposed development have the potential to tap bedrock aquifers." These lots exist in the South- east portion of the proposed subdivision. It appears that approximately 8 of the proposed lots may be affected. Proposed lots may not be subdivided based on "adequate water supplies will need to be developed through hydrofracking the well or drilling multiple wells." This aquifer test shall include one pumping well and a minimum of two observation wells. The aquifer test shall show that there is an adequate water supply to support the proposed 8 lots and the effects of the appropriation of water to serve these 8 lots on surrounding properties. The aquifer test shall be accomplished according to procedures outlined by this department. 15. Tracting out Lots 1-9, Block 2 if the aquifer test is not successfully completed prior to recording a final plat. 16. Obtaining a right-of-way permit for the Our Road/Huffman Road intersection construction Municipality of Anchorage • Development Services Department / Building Safety Division 4.. MEMORANDUM DATE: March 13, 2006 TO: Jerry Weaver, Jr., Platting Officer, CPD FRO V aniel Roth, Program Manager, On -Site Water and Wastewater Program SUBJECT: Comments on Cases due March 17, 2006 The On -Site Water & Wastewater Program has reviewed the following cases and has these comments: S10549-3 Ridgemont Subdivision No objection €511440 =1"- Cioss Estates Subdivision Comments to remain the same as previous memorandums S11446-2 Aurora Subdivision Comments to remain the same as previous memorandums S11463-1 The Hidden Hills Subdivision No objection. All lots to be connected to public sewer & water S11465-1 Park Subdivision No objection S11468-1 Alaska Seafood International Subdivision No objection 3/31/2006 Mr. Dan Roth Program Director On -Site Water & Wastewater for Municipality Sir Enclosed are two letters that I have written concerning the proposed Cross subdivision case # S11440-1. You may have already read them so I won't go there again, but I do have a question maybe you can help me with. Water is our biggest concern, and I am sure for the Municipality. Why don't we ( Municipality) put in city water and sewer like the Municipality did with Prominence Point? I think that would kill two birds with the same stone, a win, win. The Municipality would get a monthly pay check for the services, forever! We who have homes all around the proposed Cross subdivision would have no fear of water tables dropping, and there would be no fear of sewer problems. If that would happen then we would only have the extra traffic and poor roads to deal with. Thank You D. K . Bohac 1/10/06 Douglas Bohac 12320 Liberty rd Anchorage Ak 99516 1/9/2006 Douglas Kent Bohac 12320 Liberty Rd Anchorage AK 99516 Municipality of Anchorage Department of Planning. Dear Sirs; I am writing in response to a notice of Public hearing concerning case # S11440-1 Heritage Hills #1 CFM Hillside LLC. Our home is located in Heritage Hills lot 2 block 1. We built here in 1971, 35 years ago. Our home will face the back yards (?) of the proposed new homes in Heritage Hills #1. We have not seen a plot yet.The following are some concerns we have. 1. Naturally the water, my understanding is the majority of the area (Cross homestead) is low producing to start with, I know mine is! We Have drilled deeper once already and still have a low producing well. Having 61 new (large?) homes in the area can't help, an already low producing well. 2. Water run off. There is no workable culvert on Huffman road, and has not been for many years. Every spring the melting snow and rain water from Huffman road, and the property across the street, drains onto Liberty rd and runs down the road, to the north. This not only is a water problem, it has washed away part of the road in years past. I have taken care of this road for 35 years. We do not have, or ever had a limited road service, state service, or anything like that. There has never been any help from the Muni/city or state for any grading, oiling, or snow plowing. 3. I have a concern that Liberty rd will turn into an alley for the homes built across the street. Lot 2 blocks 1 & 2 I think are the only two homes maybe 3 have this unique situation. These two homes face the new subdivision. The rest of the old Heritage hill subdivision has the new neighbors in their backyards. 4. I would like to propose that a green belt remain on the east side of liberty rd. That would help with the water runoff problem and help keep the dirt road (Liberty rd) from deteriorating any more than it already does. I think there are 26 homes in the orginal Heritage Hills subdivision and all but 2 will have the new Heritage Hills #1 subdivision for their backyard neighbors. Only lots 1 & 2 of block 1 will face the new subdivision. Some green belt for both subdivisions along Liberty rd please. We welcome the new homes, we are not trying to stop progress. We must all adjust to the influx of 61 new neighbors (maybe 122 cars, two times a day) using Huffman, and Birch daily. Thank you for your consideration of our concerns. CC: Assemblymembers Section 6 Janice Shamberg Chris Birch 1/23/06 Douglas Bohac 1/23/2006 Douglas Kent Bohac 12320 Liberty Rd Anchorage AK 99516 Municipality of Anchorage Department of Planning. Dear Sirs; I am writing again, in response to a notice of Public hearing concerning case # S11440-1 Heritage Hills #1 CFM Hillside LLC. After obtaining a copy of the proposed preliminary plat of Cross Estates Subdivision, I would like to add a couple of additions to my original letter dated 1/9/2006. 1. In the notes section, #5. of the proposed preliminary plat where it states: Direct vehicle access is not allowed to: ..... etc. I would like to propose a change in the wording "not allowed" to "prohibited". we feel that the stronger wording would discourage people from using Liberty rd as an alley. 2. after seeing the proposed preliminary plat, we feel stronger than ever that a green belt (for lack of a better description) would be necessary along the east side of Liberty rd. As there are only two homes in Heritage Hills subdivision that the front yards would butt up to the back yards of the new proposed subdivision. All the rest of the homes in Heritage Hills subdivision butt up to other back yards, which we believe is normal. This would also help and not further damage a road that we take care of. Both from natural drainage problems, and wear and tear from added traffic. Again, Thank you for your consideration of our concerns. CC: Assembly members Section 6 Janice Shamberg Chris Birch NFW PI AT APPI ICATIMM CCAUC 4 APPRAISAL INFORMATION Owner CROSS SUSAN G d Legal Desc HERITAGE HILLS #1 PARCEL ID 015.301.40.000 TR C # Description VACANT LAND Zone R6 Grid SW2737 SOFT 856.560 ADD NEW CASE OR ACTION Sale Pending ❑ Entered By cdpd Enter Date 11/16/2005 Orig. Application Date 11/16/2005 Case Number 511440 Accton ID New Subdivision U Subdivision [Cross Estates (REVISED) Current Heritage Hills it, Tract C b D, located within the SE Legal 114 of Sectlon 22, T12N, R3W, S.M., Alaska Original Subd Heritage Hills 01 Site Add (— Planning EzsisLo Ong l Proposed Lots J Location East of Our Road, north of Huffman Road and west of Birch Road Request To subdivide two tracts of land Into sixty-one lots Remarks ICalled and left message with Bruce Brown on 11116105 to send In letter of authorization. Postponed to 03101106 per pebtoner request Postponed to 04105106 per Bruce Brown. Revised COMMUNITY COUNCILS 0 01 �HuffmanOMalley T P Community Council as HUFFMAN O'MALLEY r 02 Mid -Hillside Y S d shown In CAMA data P e e r Type: P - Primary CC S a Secondary CC PETITIONER Last Name LLC Address First Name CFM Hillside Day Phonex907) 344-9322 Night Phone () [10380 Nigh Road E-mail City Anchorage Fax# [j907) 522-39471 State AK Zip 99515 REPRESENTATIVE (SURVEYOR) Surveyor prolessional b Technical Services Bus. Name Address 912 E. 15th Avenue Last Name [Brown _ #102 First Name Bruce l [_ Day Phone [907)561.6237 Night Phone (90T) 230 7930 City �Mchorege E-mail rbrucebrown.ptsinc@alaska.com State AK Zip 99501 - Fax# [907) 563.6978 1 DOCUMENTS A E A E E E E A E O Long Plat Copies (42)Q ® 11116/2005 Aerial Photo ❑ ® 11/16/2005 Site Plan Q A Short Plat Copies (32)Q ❑ Housing Stock Map 0 ® 11/16/2005 Authorization ® V Reduced Copy (8.5 x 11)❑ ® 11/16/2005 Zoning Map ❑ ® 11/10005 Survey Waiver D Affidavit o Q Fee o ® 11/16/2005 Drainage Plan 11/16/2005 As Built Q Pedestrian Walkways ❑ 0 Topo Map (4 copies) ®�] 11/16/2005 Certficate to Plat Q ® 11/162005 Landscape Req 0 0 Soils Report (4 copies) 11/162005 Waiver Remarks Municipality of Anchorage Development Services Department ` Building Safety Division MEMORANDUM DATE: March 28, 2006 TO: Jerry Weaver, Jr., Platting Officer, CPD FROM:1P'Daniel Roth, Program Manager, On -Site Water and Wastewater Program SUBJECT: Comments on Cases due March 17, 2006 The On -Site Water & Wastewater Program has reviewed the following cases and has these comments: S11440-1 Cross Estates Subdivision Comments to remain the In addition to previous comments, I have recently discussed with Bruce Brown the need for his engineer to resubmit a new plat showing reserve area on the newly configured lots that will meet AMC 15.65 requirements. Also, discussed with him that when the new aquifer study is performed on the south east portion of the proposed development that the water well on Contour Acres Subdivision Block 1 Lot I which is located on the south side of Huffman Road adjacent to the proposed development shall be monitored for any fluctuation as a result of the pump test. Municipality of Anchorage nU S U U P.O. Box 196650 *Anchorage. Alaska 99519-6650 *Telephone: (907) 343-7900 Physical Address: 4700 Bragaw Street • Anchorage, Alaska 99507 • www.muni.org/ptanning Mayor Mark Begich Planning Department REQUEST FOR COMMENTS ON PRELIMINARY PLAT SUBDIVISIONS March 20, 2006 The Municipality of Anchorage has received application relating to the following preliminary plat activity. The hearing date is Wednesday, April 05, 2006 and comments must reach our office by i Friday, March 47, 2006 in order to be included in the staff conditions of approval. Preliminary Plats to be heard: AC 310549-3 New subdivision: Ridgemont Subdivision Orig. SubdiLegal: Ridgemont Subdivision Request: An amendment to condition of approval requiring construction of Independence Drive generally located between Colony Drive and O'Malley Road W S11438-3 New subdivision: Simonson Tracts Subdivision Orig. SubdiLegal: Simonson Homestead Request: Findings of Fact 511440-1 New subdivision: Cross Estates Subdivision PREVIOUSLY ROUTED REVISED Orig. Subd/Legal: Heritage Hills #1 Request: To subdivide two tracts of land into sixty-one lots 4C S11"6-2 New subdivision: Aurora Subdivision (formally Clearview, Subd.) Orig. SubdfLegai: T1 2N R3W Section 24 Request: Vacation of 15 foot public access & utility easements and a variance from AMC 21.80.240 (Design standards - cul-de-sac length) *C S11457-1 New subdivision: CollegeGate Subdivision #1 oris. Subdil-egai: CollegeGate Subdivision #1 Request: Removal of a restrictive plat note which states "No access permitted onto Northern Lights Blvd. from Tract 1 B -2C". 4C S11463-1 New subdivision: The Hidden Hills Subdivision Orig. SubdJLegai: Meadow Brook Subdivision and Dale Briggs Subdivision Request: To subdivide three (3) tracts of land into fifty-one (51) lots 2" PREVIOUSLY ROUTED -NO CHANGES DOUBLE -SIDED 1 OF 2 PAGES *C S1`1468-1 New subdivision: Alaska Seafood International Subdivision orig. subdn_egai: Alaska Seafood International Subdivision Request: An amendment to Commercial Tract Fragment Lot Site Plan for Fragment Lots 1, 2, 3and 4 Attached are copies of the proposed plats. Please submit your comments in writing, specifying any easements or other requirements that your department or agency may need. If no easements are required at this time, please provide a list of those plats to which there is "no comment" or "no objection". Sincerely, Jerry T. Weaver, Jr Platting Officer Enclosures NFW PI AT APPI ICAT1f1N FRARAF: I APPRAISAL INFORMATION Owner CFM HILLSIDE LLC Legal Desc HERITAGE HILLS #1 PARCEL ID 015301.40.000 # Description VACANT LAND TR C Zone R6 Grid SW2737 SOFT 856.560 ADD NEW CASE OR ACTION Sale Pending 0 Entered By cdpd Enter Date 11/16/2005 Orig. Applicatlon Date 11/16/2005 Case Number" 11440 Action ID New Subdivision -7l J — J Cross Estates Subdivisionn Current g Herita a Hills /1, Tract C b D, located within the SE:. Original Subd — — -- — --- -- [Heritage Hills #1 Legal — --- 114 of Section 22, T12N, R3W, S.M., Alaska Site Addr' Planning Exsisting Lots ` f"- KI Proposed Lots ,61� r Location ---- East of Our Road, north of Huffman Road and west of Birch Road Request _ To subdivide two tracts of land Into sixty-one lots Remarks Called and left message with Bruce Brown on 11116105 to send In letter of authorization. Postponed to 03101/06 per petltoner request Postponed to 04105106 per Bruce Brown. Revised COMMUNITY COUNCILS 0 01 HuffmanOMalley T P Community Council as HUFFMAN O'MALLEY shown In CAMA data r d 02 Mid -Hillside Y P S a e r Type: P - Primary CC S - Secondary CC PETITIONER Last Name 1L LC Address First Name [CFM Hillside [— Day Phone L9g7) 344.8322 Night Phone L 10380 Nigh Road L E-mail L City [Anchorage ---� Fax# IL(907) 522.3947 State IAK ZIP 199515 REPRESENTATIVE (SURVEYOR) Surver Professional b Technical Services Bus. Namyoe Address 912E 15th Avenue Last Name Brown _ /102 First Name f Bruce f Day Phone [(907)561.6237 Night Phone (907) 230 7930 City Anchorage E-mail brucehrown.ptsinc@alaska.comm State AK ZIP 99501 Fax# f(907) 563.6978 DOCUMENTS E E A E E A E E A E D D E D D D E W D Long Plat Copies (42)❑ ® 11/1612005 Aerial Photo ❑ ® 1 1/1 612 0 0 5 Site Plan ❑ ❑ A Short Plat Coples (32)❑ ❑ Housing Stock Map ❑ ® 11/162005 Authorization ® V Reduced Copy (8.5 x 11) 0 Map 11/16/2005 Survey WaiverR D Zoning a Affidavit Fee11/162005 11/162005 Drainage Plan LJ ❑ 11/162005 As Built ❑ Pedestrian Walkways ❑ ❑ Topo Map (4 copies) ❑ ®❑ 11/162005 Certficate to Plat ❑ ® 11/162005 Landscape Req ❑ ❑ Sails Report (4 copies) ❑ ®❑ 11/162005 Waiver Remarks Case S-11440 Cross Estates Subdivision Aizencv Review Comments on the Revised Preliminary Plat The revised plat indicates a 50 -foot drainage easement along the north property boundary. Drainage is still being directed north and east toward Sky Ranch Estates Subdivision instead of to Our Road and Talus Drive. (Please note that comments were received from the Talus LRSA stating that the drainage ditches and culverts within Talus Subdivision are inadequate to handle any drainage from Cross Estates Subdivision. Drainage facilities within Talus Sub would need to be upgraded to handle more drainage according to LRSA comments.) 2. Plat must not directly drain runoff to the subdivision to the north. Prior plans indicated a system of retaining ditches along the roads that connected to Our Road. That link must be maintained. 3. Plat must have a note on each lot requiring the homeowner and the local maintenance authority to provide and maintain drainage storage in the 20' easement fronting the new roads. 4. The 50 -foot drainage easement conflicts with existing electrical facilities along the north property boundary. 5. Topographical information outside the proposed subdivision is needed to determine the direction and destination of all storm drainage. 6. Drainage calculations on the adequacy of the storm water retention areas have not been provided. 7. Drainage channels or streams crossing the parcel have not been identified. The note from the underlying plat 70-140 that states "A 10' drainage easement parallels both sides of the center line of the creek through the property" indicates there is a creek or drainage channel impacting this property. 8. The road connection to Our Road at the north east corner of the subdivision has been eliminated. This removes a potential emergency access from Whispering Spruce Drive for lots within Sky Ranch Estates Subdivision to the north. (Please note that Whispering Spruce Drive has never been constructed through to Our Road, which would be required along with upgrade to Our Road north of the petition site to provide a viable emergency access for Sky Ranch Estates Subdivision.) 9. Concern about lack of connectivity for fire hazard and evacuation purposes. 10. The four-way intersection is being provided at Our Road and Huffman Road as required by ADOT. However, the proposed intersection of Cross V, 1 Loop and Our Road is too close to the intersection with Our Road. Traffic and PM&E require 150 feet of separation. 11. Concern about future road connections being paid for by municipality when this is the opportune time to obtain needed infrastructure improvements for the general health, safety and welfare of existing and future residents. 12. Concern about precedence setting in not making road connections because of objections from adjacent property owners (public hearing and appeal process). 13. Pedestrian access to Sky Ranch Subdivision to the north and to Heritage Hills Subdivision to the south and even one to Our Road are not provided with the revised plat. 14. Staff has concerns with double frontage lots. 15. Concern with the proposed turning radius at the southern end of Cross Loop. 16. Capacity of aquifer to serve lots especially those impacted by bedrock outcroppings in the southeast comer of the proposed subdivision. (Note: DNR is checking on the aquifer's capacity in response to a request for Temporary Water Use to drill some test wells.) J. A. MUNTER CONSULTING, INC. April 5, 2006 Mr. Bruce Brown Professional & Technical Services, Inc. 912 E. 15" Ave., Suite 102 Anchorage, AK 99501 Re: Supplemental testing and evaluation of potential well impacts at proposed Cross Estates Subdivision, Anchorage, Alaska. Dear Mr. Brown: This report presents the findings of supplemental test drilling and aquifer testing performed in the southeast comer of the proposed Cross Estates Subdivision in Anchorage, previously known as the proposed Heritage Hills Addition No. 1 Subdivision. The purpose of the testing is to supplement a prior report Q. A. Munter Consulting, Inc., 2005) evaluating the adequacy of local aquifers, especially bedrock aquifers, to supply water in support of new proposed residential development without adversely affecting the ability of surrounding properties to obtain water. Proposed Development Cross Estates Subdivision proposes 61 new lots averaging approximately 1.25 acres per lot on a parcel approximately 76 acres in size. Water will be obtained from single-family on-site wells at each lot, which is similar to development on surrounding properties. Sources of Data and Methods In addition to background information reported previously, this report presents data and analysis from: • Two newly drilled wells on the property and one well completed with new casing perforations from a prior test well; • Aquifer test data collected from separate pumping of the three new wells on the property; • Mathematical modeling to estimate future impacts of new well development; and • Reports to agencies of any well problems in the area stemming from our testing; HYDROGEOLOGIC SETTING The proposed Cross Estates Subdivision is located in the mid -Hillside area of South Anchorage. The site is located in the lower foothills of the Chugach Mountains and is between the drainages of the North Fork of Little Campbell Creek and Furrow Creek. There are no year-round surface water bodies on the property. The elevation of the site is between 580 and 790 ft above sea level. Glacial drift deposits exceed 150 feet in thickness in the project area (Glass, 1988), and a review of well logs indicates that they are thicker than 250 ft over most or all of the project site. 5701 PENNY CIRCLE, ANCHORAGE, AK, 99516 iamunterrr arctic,net PHONE (907) 345-0165; FAX (907) 348-8592 J. A. MUNTER CONSULTING INC. Glacial drift deposits are mostly silty till containing irregular sand and gravel deposits that form aquifers. These aquifers are tapped by most of the wells in the area. Beneath the glacial drift aquifer is a fractured metamorphic rock aquifer consisting of argillite, greywacke, and related rock types (Dearborn and Barnwell, 1975). Some wells in the area tap the fractured rock aquifer. Bedrock Aquifer As described in the prior report, depths of wells tapping the bedrock aquifer in the area surrounding the proposed Cross Estates Subdivision range from 144 ft to 505 ft. Reported yields of wells tapping the bedrock aquifer range from 0.1 gpm to 8 gpm, with the median well yield of 2.5 gpm. The estimated range of transmissivity for bedrock aquifers is 1.7 to 3200 gpd/ft with a median value of 77 gpd/ft. Only a few lots in the proposed development have the potential to tap bedrock aquifers. Bedrock is expected to be closest to the land surface near the southeast corner of the subdivision where the land surface elevation is the highest. Test drilling on Lot 9 less than 400 ft from the southeast comer of the subdivision penetrated a sand and gravel aquifer at 418 feet without encountering bedrock. Bedrock in this area becomes too deep for economical use as an aquifer (shallower and more productive aquifers are available) within several hundred feet of the southeast comer of the proposed Cross Estates Subdivision. It is estimated that approximately four lots of the proposed Cross Estates Subdivision may need to tap the bedrock aquifer. The bedrock aquifer in the vicinity of the proposed Cross Estates Subdivision shows that it is generally able to provide a sufficient amount of water for household use, however in some cases well yields may be too low and adequate water supplies will need to be developed through hydrofracking the well or drilling multiple wells. Hydrofracking is a technique used to increase yields in bedrock wells by expanding aquifer fractures through temporary increases in hydraulic pressure in the well and insertion of inert propants to hold fractures open. Hydrofracking has been shown to be effective in increasing well yields to meet municipal standards in areas underlain by bedrock aquifers in most cases. Drilling multiple wells on lots is another common method of finding adequate water supplies in bedrock areas because bedrock fractures encountered by wells can vary significantly over short distances. No data has been identified through well record research for this project or in discussions with ADNR or MOA On -Site Services to suggest that the bedrock aquifer is experiencing any long- term or areawide depletion of water or lowering of water levels. Considering the area of land involved and the number of new wells at the proposed Cross Estates Subdivision that may tap the bedrock aquifer, the density of new wells will be similar to or lower than the existing density of bedrock wells in the area. These new wells, therefore, would not be expected to deplete the bedrock aquifer or adversely affect surrounding water users. Further site-specific work consisting of test drilling, aquifer testing to determine aquifer parameters, and estimation of future impacts of new well development using a mathematical Supplemental testing and evaluation of potential Page 2 of 8 April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. model (and the aquifer parameters determined during the aquifer testing) was performed for this project in order to evaluate groundwater supply potential in additional detail. WELL DRILLING AND AQUIFER TESTING Two test wells were drilled between March 15 and March 22, 2006, as described on the attached logs. A prior well, formerly described as being on lot 40 but now known as lot 9, was perforated at a sandy water -bearing zone at a depth interval of 258-262 feet below top of casing. Locations of the holes are shown on the attached map of the southeast portion of the subdivision. For this report, all test wells and the test borehole drilled for this project will be referred to according to the lot on which they were drilled, i.e. Well 3, Well 4, and Well 9. Table 1 provides a summary of data for the test wells drilled. Wells 3 and 4 tap the bedrock aquifer and Well 9 taps a sand aquifer. Table 1. Test wells drilled or perforated, March, 2006 Well Location within Well Depth (ft below Depth to water (ft Water -level proposed Cross Estates ground surface) below top of measurement date Subd., Anchorage casing) Lot 3 Well 3 605 241.31 3/27/06 Lot 4 Well 4 650 234.06 3/27/06 Lot 9 (Well 9) 418 (perforated 258- 243.93 3/27/06 262 ft below top of casin Wells 3 and 4 obtain water from bedrock fractures ranging from 580 to 650 feet below land surface, which are unusually deep compared to other bedrock wells in the area. Well 9 obtains most of its water from a sand and silt aquifer at a depth of 256 to 260 feet below land surface. Aquifer Test Methods Aquifer testing was performed for this project in accordance with recommended procedures contained in "Aquifer Test Procedures" provided by the Municipality of Anchorage during the planning phase of this project. In addition, the Municipality of Anchorage suggested use of ASTM Standard D 4043-96 (Reapproved 2004) entitled "Standard Guide for Selection of Aquifer Test Method in Determining Hydraulic Properties by Well Techniques". The method of Theis (1935) was selected for analyzing the aquifer test data (ASTM, 2004). According to ASTM Standard D 4043-96, "the Theis method is the most widely referenced and applied aquifer test method and is the basis for the solution to other more complicated boundary condition problems". The Theis method assumes that the aquifer to be tested is extensive, isotropic, homogeneous, confined, and non -leaky. For a bedrock aquifer, these conditions are not perfectly met, however, alternate discrete fracture flow models sometimes used to evaluate fractured rock aquifers Supplemental testing and evaluation of potential Page 3 of 8 April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska I A. MUNTER CONSULTING, INC. typically require numerous assumptions about fracture width, density, orientation, and other properties that are not known in this project area. The large number of assumptions required for a fracture flow model make the use of such a model impractical for this project. Bedrock aquifers are frequently simulated by models such as the Theis method because the number and density of fractures is generally considered to be sufficient compared to the area of interest that the bedrock aquifer can be considered to be an equivalent porous medium. For a constant rate discharge test, these conditions indicate the use of the nonequilibrium method of Theis (1935). Application of the Theis method is frequently simplified under certain spatial and time conditions following the methods of Cooper and Jacob (1946) and Jacob (1949). This method is known as the Jacob's method. Jacob's method is used in this report for analysis of aquifer test data. The Alaska Department of Natural Resources and at least one neighbor were notified when aquifer testing was initiated. Aquifer Test Setup Submersible pumps were installed in the wells being pumped and tested to determine that they would produce sufficient drawdown for the testing. Power was supplied by an onsite portable generator for all of the testing. Wells 4 and 9 were both tested for 24 hours of pumping and Well 3, which responded sufficiently to the test pumping at Well 4, was pumped for four hours, according to municipal guidance. Discharge was measured using a water meter placed into a straight section of discharge pipe near the well head. A valve was also placed in the discharge pipe to control discharge. The pumping and water level data were collected by Aarow Pump and Well Service, LLC. Results of Testing Well 4 A 24 -hr constant -rate flow test was conducted from March 29 to March 30, 2006, using Well 4 as the pumped well. The well maintained a flow rate during the test of 6.5 gpm and exhibited a maximum drawdown of 150.56 ft of drawdown. This is 59% of the available drawdown of 254 ft, considering that the maximum pump setting available for this well at the time of testing was 500 feet. The flow rate underachieved the target of 70 percent drawdown as a result of the unexpected and unusually productive nature of the bedrock aquifer at this site. This situation does not adversely affect the test results because the well tested at a high flow rate for a bedrock aquifer and because of the relatively small difference between 59% and 70%. Well 3, located approximately 100 ft from Well 4, exhibited a maximum drawdown of 30.00 ft during the 24 -hr test and was analyzed according to Jacob's method to yield a calculated transmissivity of 57.2 gpd/ff and a storativity of 0.00016, which are both reasonable values for test results from the bedrock aquifer tapped. Supplemental testing and evaluation of potential Page 4 of g April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. The pumped well (Well 4) drawdown data were also analyzed by Jacob's method to yield a calculated transmissivity value of 23.5 gpd/ft. While somewhat lower than the value calculated from the observation well data, both values are reasonable and within the range of values from surrounding wells that tap the bedrock aquifer. Storativity of the aquifer is not calculable with drawdown data from the production well. Water level data collected from Well 9 during the test exhibited small irregular fluctuations that are interpreted to be not related to the pumping from Well 4. This is the expected result considering that Well 9 taps a separate aquifer. Results of Testing Well 9 A 24 -hr constant rate flow test was conducted from 12:00 noon on March 31 to 12:00 noon April 1, 2006, using Well 9 as the pumped well. The average pumping rate during the test was 10.5 gallons per minute (gpm). The well exhibited 11.90 ft of drawdown at the end of the testing period, which is 73% of the available drawdown of 16.3 ft to the top of the perforated zone. Well 3 experienced a steady water level rise during the test, with the water level rising 3.70 feet during the 24 hours of pumping. This is attributed to a large low pressure system that moved into the area during the test, which is known to cause water levels in confined aquifers to rise, and perhaps to residual recovery from the prior testing of Well 4, which ended 24 hours prior to this test. Pumping from Well 9 is concluded to not have had a significant effect on Well 3. Well 4 also experienced a steady water level rise during the test, with the water level rising 6.49 feet during the 24 hours of pumping. This is attributed to the same factors as described above for Well 3. Pumping from Well 9 is concluded to not have had a significant effect on Well 4. The pumped well drawdown data (Well 9) were analyzed by Jacob's method to yield a calculated transmissivity value of 1030 gpd/ft. This value is near the calculated median transmissivity value calculated from wells in the vicinity tapping the sand and gravel aquifer (J. A. Munter Consulting, Inc., 2005). Storativity of the aquifer is not calculable with drawdown data from the production well. Results of Testing Well 3 A 4 -hr flow test was conducted on Well 3 on March 27, 2006. The pumping rate started out at 8 gpm and declined to 3 gpm at the end of the test, when a maximum drawdown of 267.44 ft was observed. During the early period of recovery, the well is calculated to have been recovering at a rate of 2.6 gallons per minute, assuming a 6 -inch diameter wellbore. Neighbor Comments There were no comments reported to the MOA On -Site Services or the Alaska Department of Natural Resources about any water supply problems by neighbors during or shortly following the time period when the testing was occurring (Dan Roth, MOA On-site Services, oral communication, April 3, 2006; Michael Walton, ADNR, oral Communication, April 5, 2006). Supplemental testing and evaluation of potential Page 5 of 8 April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. IMPACT PROJECTIONS A Theis analysis is commonly used to project the impacts of pumping a confined aquifer. Freeze and Cherry (1979) state that "if the aquifer properties, T (transmissivity) and S (storativity), and the pumping rate, Q, are known, it is possible to predict the drawdown in hydraulic head in a confined aquifer at any distance r from a well at any time t after the start of pumping". Bedrock aquifer Approximately four wells are expected to tap the bedrock aquifer in this subdivision. For projecting the effects of long-term pumping for this aquifer at a typical (conservative) domestic use rate of 600 gpd, and a value of T = 57.2 gpd/ft, and S = 0.00016, a drawdown 7.9 ft is calculated for a well that is 300 ft away from a pumping well after 30 years of pumping. The value of transmissivity determined from the monitoring well data were used for this calculation because they are thought to be more representative of a larger volume of the aquifer than data from the pumped well. Also, a calculated value of storativity is available from the observation well data but not from the pumped well data. This analysis assumes no recharge, which is extremely conservative. Since bedrock wells tapping the lower bedrock aquifer have more than 250 feet of available drawdown, even four bedrock wells would not have a significant adverse impact on surrounding wells. Considering that the assumption of no recharge for 30 years is extremely conservative, this calculation serves to illustrate that the expected impacts from wells tapping the bedrock aquifer at the proposed Cross Estates Subdivision are expected to be negligible. A further factor to consider with these test results is that the water -bearing zone discovered in bedrock by the test drilling is considerably deeper, at 580 to 650 feet, than surrounding wells. The deepest recorded surrounding well is 505 feet deep. This means that it is likely that the water -bearing fractures tapped by these two wells are not directly connected to fractures tapped by surrounding wells. This makes the propagation of drawdown from pumping of wells at the proposed Cross Estates even less likely to occur than as portrayed above. Another finding of this study is that surrounding wells tapping shallower aquifers that may require additional water now have an increased confidence that deepening a well to the vicinity of 600 feet could result in the capture of significant additional water. The test drilling for this project has essentially found a new water source that was previously not known to exist and may be available to surrounding property owners who desire additional water supplies. Sand and gravel aquifer The data and analyses presented previously for the sand and gravel aquifer (J. A. Munter Consulting, Inc., 2005) are still valid in light of the data reported in this letter. The aquifer tapped by Well 9 is near the southeast edge of the sand and gravel aquifer reported previously where it abuts bedrock. A Theis analysis is useful to reveal the magnitude of impacts from pumping a well from the aquifer in this area. Supplemental testing and evaluation of potential Page 6 of 8 April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. Assuming a high-end estimated water use rate of 600 gpd, a transmissivity of 1030 gpd/ft, a typical confined aquifer storativity of 0.0001, and 30 years of pumping with no recharge, a well 200 feet away from a pumping well would experience 0.4 feet of drawdown. This is a minimal amount of drawdown that would not adversely affect the neighboring well. Considering that the assumption of no recharge for 30 years is extremely conservative, this calculation serves to illustrate that the expected impacts from wells tapping the sandy aquifer in the southeastern portion of the proposed Cross Estates Subdivision are expected to be negligible. CONCLUSIONS Groundwater conditions at the proposed Cross Estates Subdivision have been extensively studied using existing data sources and testing on-site with two new test wells and one newly perforated well for this supplemental report. Well yields are considerably in excess of the minimum yields required for on-site wells in Anchorage. For comparison, an on-site well only needs to produce approximately 0.3-0.4 gpm on an ongoing basis, compared to the 3 to 10.5 gpm pumped during this testing. This testing and analysis demonstrates and confirms that productive aquifers exist that are capable of supplying water to on-site wells without adversely affecting surrounding wells. The site-specific test data collected for this project are supported by surrounding well data and development experience that show a lack of any area -wide water -level declines with similar densities of development. Also, published hillside -specific sustained -yield analysis shows that adequate water supplies should be available indefinitely to supply water to on-site wells in the area. Completion of aquifer testing for the proposed Cross Estates Subdivision is in conformance with the Municipality of Anchorage's recommended procedures. Completion of other supporting data collection and analysis in this supplementary report should be sufficient to support Municipal approval of Cross Estates Subdivision as planned with on-site wells. Please refer any further questions to me at 345-0165 or 727-6310. Sincerely, J. A. Munter Consulting, Inc. James A. Munter Principal Hydrogeologist Certified Ground Water Professional No. 119481 Alaska Licensed Professional Geologist No. 568 Supplemental testing and evaluation of potential Page 7 of 8 April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. References: ASTM Standard D 4043-96, Reapproved 2004, "Standard Guide for Selection of Aquifer Test Method in Determining Hydraulic Properties by Well Techniques", 6p. Cooper, H. H., and C. E. Jacob, 1946, A generalized graphical method for evaluating formation constants and summarizing well -field history, Trans. Am. Geophysical Union, v. 27, pp526-534. Dearborn, L.L., and W. W. Barnwell, 1975, Hydrology for Land -Use Planning, The Hillside area, Anchorage, Alaska, US Geological Survey OFR 75-105. Freeze, R. A., and J. A. Cherry, 1979, Groundwater, Prentice hall, Englewood Cliffs, NJ, 604 p. Glass, R. L., 1988, Map Showing Depth to Bedrock, Anchorage, AK, U.S. Geological Survey Open File Report 88-198, scale1:25000, 1 sheet. J. A. Munter Consulting, Inc., 2005, Evaluation of potential well impacts at proposed Heritage Hills Addition No. 1 Subdivision, Anchorage, Alaska, unpublished letter report to Bruce Brown, Professional and Technical Services, Inc., Anchorage, Alaska, November 14, 2005. Jacob, C. E., Flow of Ground Water, Engineering hydraulics, Proceedings of the Fourth Hydraulics Conference, June 12-15, 1949, John Wiley and Sons, Inc., New York, NY, 1950, pp. 321-386 Theis, C. V., 1935, The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using ground -water storage. Trans. Am. Geophysical Union, v. 16, pp 519-525. Attachments Municipality of Anchorage Aquifer Test Procedures Site Map (1 sheet) Well and Borehole Logs (3 p.) Test Data Sheets (15 p.) Supplemental testing and evaluation of potential Page 8 of 8 . April 5, 2006 well impacts at proposed Cross Estates Subdivision., Anchorage, Alaska N L4 /I A A N o �I N a A �O A A 000 VI a A \ N \ O Q, (T W 1 PO� --- m r r cn O C CD N N O a.O O O 0 O CND C2- cn N cn CA CD cn cn C Cr /Z Z' fn. 0 C7 O ID CD D n> N Municipality of Anchorage V y, Development Services Department Building Safety Division ' jOn -Site Water and Wastewater Program 4700 Brogaw Street P.O. Box 196650 Anchorage, AK 99519-6650 www.ci.onchorcge.ok.us (907) 343-7904 AQUIFER TEST PROCEDURES The following is a recommended procedure for conducting an aquifer test within a proposed subdivision to be served by on-site water systems. Thee water wells shall be drilled on three adjacent lots within the proposed subdivision. (An existing well on an adjacent property may be used for one of the wells in this test with the prior approval of the Development Services Department.) The hydro -geologist or engineer shall determine the separation distances between these wells, which shall be between 50 and 300 feet. Larger separation distances may be justified based on information obtained when drilling the first well. Final well layout shall be approved by the Development Services Department prior to conducting the test. The central well shall be pumped for a period of 2 to 4 hours to obtain data to determine the approximate transmissivity of this well. After allowing the well to recover for at least 90% of the measured drawdown, a longer pump test shall be conducted. This pump test shall be for a minimum duration of 24 hours for confined aquifers and 72 hours for unconfined aquifers. The pump test shall be conducted at a constant rate that will cause 70% or greater drawdown in the well. During this pumping test, the remaining two wells shall be monitored and data shall be collected to determine the aquifer transmissivity, the storage coefficient (if possible), the long- term production capacity of the well and the likely or predicted impact on surrounding wells. Following the 24-hour pump test, each well shall be monitored during the first 24 -hours of recovery. Data from the recovery test shall be used to verify the aquifer transmissivity. If either of the other two wells does not draw down during the initial aquifer test, these wells will also be tested with a longer drawdown test following the procedures above. Otherwise, the other two wells shall be pumped for a period of 4 to 8 hours to determine their approximate transmissivity and long term production capacity. All of the data obtained from these tests shall be submitted to the Development Services Department along with a summary and interpretation done by the engineer or hydro -geologist. All testing shall be conducted according to minimum industry standards. This Department recommends that procedures and date collection follow those outlined in Groundwater and Wells, Second Edition by Fletcher G. Driscoll, PhD. ALPINE DRILLING & ENTERPRISES Permit Number: #SW060028 Date of Issue: 3-7-06 Parcel Identification Number: 015-221-40 Date Started: 3-15-06 Date Completed: 3-18-06 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills #1 Lot 3 Property Owner Name & Address: CFM Hillside LLC 10380 Nigh Road Anchorage, Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel gravelly silt 0 54 Wall Thickness: 150 inches silty sand 54 59 Diameter: 6 inches Depth: 268 feet silt i gravel w/cobbles 59 95 95 104 Liner Type: Diameter: inches Depth: feet Casing stickup above ground: 2 feet gravelly silt silty gravel 104 128 128 170 Static water level (from ground level): 241 feet Pumping level: 605 feet after sandy silt 170 179 4 hours pumping:! gpm gravelly silt 179 192 Recovery Rate: 4 gpm silt 192 201 Method of Testing: Airlift Well Intake Opening Type: ❑ Open End ® Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Start feet Stopped feet silty gravel 201 212 sill P12 Y40 gravelly silt 240 257 I silt 257 265 Grout Type: bentonite Volume: 2 brs bedrock 265 605 Depth: Start 0 feet Stopped T feet Pump: Intake Depth feet H2O 580 600 Pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No i Method of Disinfection: chlorine tablets Comments: Well Driller: Alpine Drilling & Ent PO Box 110496 I i I Anchorage AK 99511 Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property owner or the well driller shall provide a well log to the Development Services Department within 60 days of completion. ALPINE DRILLING & ENTERPRISES Permit Number: #SW0503528 Date of Issue: 3-7-06 Parcel Identification Number: 015-221-40 Date Started: 19-06 Date Completed: 3-22-06 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills #1 Lot 4 Property Owner Name & Address: CFM Hillside LLC 10380 Nigh Road Anchorage, Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel gravelly silt 0 47 Wall Thickness:.250 inches silty sand 47 51 Diameter: 6 inches Depth: jeet silt 51 80 Liner Type: Diameter: inches Depth: feet gravel w/cobbles 89 99 Casing stickup above ground: 2 feet gravelly silt 99 120 Static water level (from ground level): 224 feet siltygravel 120 159 Pumping level: 620 feet after sandy silt 159 165 4 hours pumping 10+ gpm gravelly silt 165 180 Recovery Rate: 10+ gpm j silt 180 190 Method of Testing: Airlift Well Intake Opening Type: silty gravel 190 203 silt 203 228 ❑ Open End ® Open Hole ❑ Screened Startfeet Stopped feet gravelly silt 238 245 ❑ Perforations Start feet Stopped feet silt 245 249 Grout Type: bentonite Volume: 2 brs silty sand H20.5 249 250 Depth: Start 0 feet Stopped ? feet Bedrock 250 650 Pump: Intake Depth feet II H2O 620 650 Pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: chlorine tablets Comments: Well Driller: Alpine Drilling & Ent PO Box 110496 j 'I 'I I Anchorage AK 99511 Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property owner or the well driller shall provide a well log to the Development Services Department within 60 days of completion. ALPINE DRILLING & ENTERPRISES Permit Number: #SW060029 Date of Issue: 3-7-06 Parcel Identification Number: 015-224-0 Date Started: 3-20-06 Date Completed: 3-23-06 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills #1 Lot 9 Property Owner Name & Address: CFM Hillside, LLC 10380 Nigh Road Anchorage. Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel stick-up 0 2 Wall Thickness:.250 inches silt 2 7 Diameter: 6 inches Depth: 400 feet gravelly silt 7 30 Liner Type: Diameter: inches Depth: feet sandy silt 30 35 Casing stickup above ground: 2 feet gravelly silt 35 42 Static water level (from ground level): 242 feet sandy gravel 42 61 Pumping level: 265 feet after gravelly silt 61 93 2 hours pumping 10 gpm silty gravel 93 103 Recovery Rate: 10 gpm gravelly silt 103 112 Method of Testing: airlift Well Intake Opening Type: silty gravel 112 119 gravelly sand 119 126 ❑ Open End ❑ Open Hole ❑ Screened Start feet Stopped feet gravel w/bldrs 126 151 ® Perforations Start 258toc feet Stopped 262toc feet sandy silt 151 191 Grout Type: bentonite Volume: 2 brs gravelly silty sand 191 204 Depth: Start 0 feet Stopped ? feet cobbly gravelly silt 204 256 Pump: Intake Depth feet sandy silt H2O 3 gpm 256 262 pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No gravelly silt w/gravel lenses 262 420 Method of Disinfection: chlorine tablets Comments: best alternate water source would be at 260' silty water 280 284 286 290 376 390 Well Driller: Well Driller 384 386 I 400 420 Mailing Address City AK Zip Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property owner or the well driller shall provide a well log to the Development Services Department within 60 days of completion. 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November 14, 2005 Mr. Bruce Brown S 1 14 4 0 JAN 0 42006 Professional & Technical Services, Inc. 912 E. 15'h Ave. Suite 102 Anchorage, AK 99501 Re: Evaluation of potential well impacts at proposed Heritage Hills Addition No. 1 Subdivision, Anchorage, Alaska. Dear Mr. Brown: This report presents the findings of recent aquifer evaluation, test drilling, and aquifer testing performed at Heritage Hills Addition No. 1 Subdivision in Anchorage. The purpose of the testing is to evaluate the adequacy of local aquifers to supply water to support the proposed subdivision without adversely affecting the ability of surrounding properties to obtain water. Proposed Development Heritage Hills Addition No. 1 Subdivision proposes 61 new lots averaging approximately 1.25 acres per lot on a parcel approximately 75 acres in size. Water will be obtained from single- family on-site wells at each lot, which is consistent with surrounding development. Sources or Data and Methods The following sources of information and methods were used to conduct this evaluation: • Reports to agencies of any well problems in the area; • Topographic maps showing general slope and hydrography information; • Climatic information for estimating water budgets; • Local hydrogeologic reports from government agencies; • Well logs for surrounding lots typically providing information on depth, yield, and water levels; • Data from four newly drilled wells on the property and one test borehole; • Aquifer test data collected from separate pumping of three wells on the property; • Records from long-term water -level monitoring in the area; and • Mathematical modeling to estimate future impacts of new well development. Reports on Well Problems to Local Agencies Representatives of the Municipality of Anchorage and the Alaska Departments of Natural Resources were contacted to determine whether there were any reports of depleted aquifers, well problems or concerns in the project area. Persons contacted were Wendy Tatlow of the Alaska Department of Natural Resources, Water Resource Section, and Dan Roth of the Municipality of 5701 PENNY CatcLE, ANct[ORAGE, AK, 99516 iamunternarctic.net PHONE (907) 345-0165; FAX (907) 348-8592 J. A. MUNTER CONSULTING, INC. Anchorage, On-site Services Section. Neither contact was aware of any reports of water -level declines or well failures in the project area that would indicate that local aquifers were being depleted. Both contacts were aware of some low -yield wells in the area, typically wells tapping the bedrock aquifer south, southeast, or east of Heritage Hills Add. No. 1 Subdivision, and concerns of local well owners of the potential impacts of development. HYDROGEOLOGIC SETTING Heritage Hills Add. No. 1 Subdivision is located on the Anchorage mid -Hillside area of South Anchorage. The site is in the lower foothills of the Chugach Mountains and is between the drainages of the North Fork of Little Campbell Creek and Furrow Creek. There are no year- round surface water bodies on the property. The elevation of the site is between 580 and 790 ft above sea level. Glacial drift deposits exceed 150 feet in thickness in the project area (Glass, 1988), and a review of well logs indicates that they are thicker than 250 ft over most or all of the project site. Glacial drift deposits are mostly silty till containing irregular sand and gravel deposits that form aquifers. These aquifers are tapped by most of the wells in the area. Beneath the glacial drift aquifer is a fractured metamorphic rock aquifer consisting of argillite, greywacke, and related rock types (Dearborn and Barnwell, 1975). Some wells in the area tap the fractured rock aquifer. Following is a summary table of information of 46 representative well records from lots that surrounding Heritage Hills Add. No. 1 Subdivision that were obtained from federal, state and municipal databases. Eleven of the wells tap a bedrock aquifer and 34 wells tap sand and gravel aquifers (the aquifer tapped by one well is indeterminate). Transmissivities were estimated using the formula: T (in gallons per day per foot or gpd/ft) = 2000 x specific capacity, where specific capacity is defined as reported yield divided by drawdown (in gallons per minute per ft of drawdown) (Driscoll, 1986). Full drawdown is assumed where drawdown data were lacking, resulting in a conservative (low) estimate of T. Available drawdown in each well for which data were available was calculated by determining the difference between the static water level and the well depth, and subtracting 10 ft for setting a pump and for allowing for seasonal water -level fluctuations. Table 1. Summary of well data near Heritage Hills Addition No.1 Subdivision Location Depth Repor- Estimated Aquifer Static water Avail - ted Transmis- level (ft below able yield in sivity ground draw - m d/ft) surface) down ft L.15, B. A, 156 15 2000 Sand and I 136 10 Knik Heights Gravel LA, B. A, Knik 179 8 530 Sand and 147 22 Heights Gravel 1 Evaluation of potential well impacts at Page 2 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska I A. MUNTER CONSULTING, INC. Location Depth Repor- Estimated Aquifer Static water Avail - ted Transmis- level (ft below able yield in sivity ground draw - m d/ft) surface) down ft L.2, B. A, Knik 53 15 15000 Sand and 2 41 Heights Gravel L. 9 B. 2, Talus 137 8 340 Sandy Water 90 37 West Subd. Gravel L. 1 B. 1, Talus 175 25 685 Gravel: 103 62 West Subd Water Bearing L. 5 Borealis 56 20 1700 Sand/gravel/ 32 14 water L. 7, B. 2, Lilac 166 15 1,200 Water Sand 135 21 Park and Gravel L. 8, B. 2, Lilac 287 18 205 Water Sand 134 143 Park and Gravel L. 9, B. 2, Lilac 179 6 270 Water Gravel 134 35 Park Sand L. 11, B. 2, 195 30 950 Water Sand 127 58 Lilac Park and Gravel L. 9, B. 1, Lilac 207 25 640 Water Sand 125 72 Park and Gravel L. 18 B. 1, Sky 175 10 570 Water, Sand 140 25 Ranch Estates and Gravel L. 4 B. 2, Sky 181 15 5000 Gravel and 137 34 Ranch Estates water (perf. 150-172 L. 13 B. 5, Sky 224 5 250 Sand, Clay 184 30 Ranch Estates strips, and Gravel L. 9 B. 4, Sky 206 10 20,000 Sand and 188 8 Ranch Estates Gravel L. 21 B. 5, Sky 211 20 930 Water Sand, 167 34 Ranch Estates and Gravel #1 L. 1 Ravenerest 244 20 1030 Water Sand 205 29 and Gravel L. 2 Ravencrest 233 20 1740 Water Sand 210 13 and Gravel L. 10 B. 1 186 5 500 Sand and 160 16 Raven Woods Gravel Vicke Subd 125 18 3200 Bedrock 115 5 L.12 B. 10, Mt 323 unknown Bedrock unknown unknown Park Estates Evaluation of potential well impacts at Page 3 of 14 November 14, 2005 Heritage Hills Add. I Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. Location Depth Repor- Estimated Aquifer Static water Avail - ted Transmis- level (ft below able yield in sivity ground draw - m d/ft) surface) down ft L.11 B. 10, Mt 216 20 unknown Water gravel unknown unknown Park Estates L.10 B. 10, Mt 143 3.5 470 Bedrock 127 6 Park Estates L.2 B. 10, Mt 198 2 73 Bedrock 143 45 Park Estates L.5 B. 11, Mt 195 4 230 Water 160 25 Park Estates Bearing Gravel L.6 B. 11, Mt 213 25 1160 Sandy 170 33 Park Estates gravel, water L.7 B. 11, Mt 323 1 11.5 Bedrock 149 164 Park Estates L.10 B. 11, Mt 144 3 460 Bedrock 127 7 Park Estates L.1 B. 10, Mt 179 20 1110 Sandy gravel 143 26 Park Estates I and water N1/2 of NWl/4 201 25 1560 Waterbearing 169 22 of NWl/4 of gravel NWl/4 Sec 26, T12N R3W, SM L. 6 Contour 405 2 670 Water Sand 137 268 Acres #2 and Gravel and bedrock T-2B, Contour 325 0.1 Unknown Bedrock Unknown unknown Acres #1 L. 2A, Contour 505 0.25 1.7 Bedrock 211 284 Acres #1 L. 2, B. 2, 265 4 160 Bedrock 214 41 Contour Acres L.4,B.1, 232 13.5 1130 Gravel 208 14 Contour Acres w/water L.1, B.1 300 5 77 Weathered 170 120 Contour Acres rock #1 L.1, B.1 248 3.7 350 Unknown 227 11 Heritage Hills L.8, B.1 250 Gravel Sand 210 30 Heritage Hills and Water L.4, B.3 214 10 5000 Sand and 200 4 Heritage Hills gravel Evaluation of potential well impacts at Page 4 of 14 November 14, 2005 Heritage Hills Add 1 Subd., Anchorage, Alaska I A. MUNTER CONSULTING, INC. Location Depth Repor- Estimated Aquifer Static water Avail - ted Transmis- level (ft below able yield in sivity ground draw- gpm d/ft surface) down ft L.7, B.3 226 20 1670 Water sand 199 17 Heritage Hills and gravel L.7, B.1 251 20 1000 Gravel, sand 210 31 Heritage Hills and water L.6, B.3 224 10 10,000 Water, sand 202 12 Heritage Hills and gravel L.5, B.4 228 15 1200 Fine and 213 5 Heritage Hills coarse gravel L.2, B.1 310 2.5 50 Bedrock 211 89 Heritage Hills L.1 and 8, B.4 245 40 unknown Gravel and Unknown unknown Heritage Hills water L.1, B.2 220 10 1000 Sand, Gravel 200 10 Heritage Hills I w/water Sand and Gravel Aquifers Well logs surrounding the proposed development show that most wells tap sand and gravel aquifers that occur at a variety of depths ranging from 53 to 287 ft below ground surface. Aquifers are confined by silty glacial deposits found at the land surface and extending down to the tops of the aquifers. Twenty-two of the wells shown above are completed at depths ranging from 175 feet to 235 feet below land surface, suggesting that there may be a common aquifer in that depth interval across portions of the project area. Test drilling for this project confirms that an aquifer is present in that depth interval in a portion of Hertiage Hills Add. No. 1 Subdivision. Test drilling also show the presence of gravelly aquifers as deep as 386 ft. Reported well yields of sand and gravel aquifers range from 2 gpm to 40 gpm, with the median well yield of 15 gpm. The median well yield of 15 gpm is approximately 36 times the amount of water needed for a 4 -bedroom home. The estimated range of transmissivity for sand and gravel aquifers is 205 to 20,000 gpd/ft with a median value of 1000 gpd/ft. Assuming a typical 10 foot aquifer thickness, this value is typical of a sand aquifer (Freeze and Cherry, p. 29). Bedrock Aquifer Depths of wells tapping the bedrock aquifer in the vicinity of Heritage Hills Add. No. 1 Subdivision range from 144 ft to 505 ft. Reported yields of wells tapping the bedrock aquifer range from 0.1 gpm to 8 gpm, with the median well yield of 2.5 gpm. The estimated range of transmissivity for bedrock aquifers is 1.7 to 3200 gpd/ft with a median value of 77 gpd/ft. A test hole was drilled on the southeast end of lot 35 of Heritage Hills Add. No. 1 Subdivision for this project, encountering bedrock at a depth of 319 feet below land surface. The hole penetrated 21 feet into bedrock and was terminated because of a down -hole equipment failure Evaluation of potential well impacts at Page 5 of 14 November 14, 2005 Heritage stills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. and loss of drilling tools. The hole encountered a silty water -bearing zone from 262 - 270 feet below land surface that could potentially be developed as a water source. The hole did not penetrate far enough into bedrock to encounter fractures sufficient to complete the well. Only a few lots in the proposed development have the potential to tap bedrock aquifers. Bedrock is expected to be closest to the land surface near the southeast corner of the subdivision where the land surface elevation is the highest. Test drilling on Lot 40 less than 400 ft from the southeast corner of the subdivision penetrated a sand and gravel aquifer at 420 feet without encountering bedrock. Bedrock in this area becomes too deep for economical use as an aquifer (shallower and more productive aquifers are available) within several hundred feet of the southeast comer of Heritage Hills Add. No. 1 Subdivision. It is estimated that eight or fewer lots of Heritage Hills Add. No. 1 Subdivision may need to tap the bedrock aquifer. The bedrock aquifer in the vicinity of Heritage Hills Add. No. 1 Subdivision shows that it is generally able to provide a sufficient amount of water for household use, however in some cases well yields may be too low and adequate water supplies will need to be developed through hydrofracking the well or drilling multiple wells. Hydrofracking is a technique used to increase yields in bedrock wells by expanding aquifer fractures through temporary increases in hydraulic pressure in the well and insertion of inert propants to hold fractures open. Hydrofracking has been shown to be effective in increasing well yields to meet municipal standards in areas underlain by bedrock aquifers in most cases. Drilling multiple wells on lots is another common method of finding adequate water supplies in bedrock areas because bedrock fractures encountered by wells can vary significantly over short distances. No data has been identified through well record research for this project or in discussions with ADNR or MOA On -Site Services to suggest that the bedrock aquifer is experiencing any long- term or areawide depletion of water or lowering of water levels. Considering the area of land involved and the number of new wells at Heritage Hills Add. No. I Subdivision that may tap the bedrock aquifer, the density of new wells will be similar to or lower than the existing density of bedrock wells in the area. These new wells, therefore, would not be expected to deplete the bedrock aquifer or adversely affect surrounding water users. Water Budget and Groundwater Supply Potential Regional data indicate that average annual precipitation in this part of Anchorage is approximately 20 incheslyear. Using a reasonable assumption that approximately 20 percent of this amount recharges groundwater (even after development), then the approximately 75 acre tract should be recharged by an average of approximately 112,000 gallons/day of water. This amount of water equates to 370 gallons per day each for the 61 planned homes on the tract, which is approximately equivalent to the amount of water that a typical home would use. This indicates that sufficient water is likely available in the long term from natural sources of recharge to supply water to wells in the project area. Dearborn and Barnwell (1975) studied the Anchorage Hillside area to determine the long-term potential yield of water -supply aquifers. They concluded that the sustainable yield of groundwater aquifers in areas underlain by glacial drift aquifers was in the range of 2-4 million Evaluation of potential well impacts at Page 6 of 14 November 14, 2(105 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. gallons per day for their study area. This equates to 17,000-34,000 gallons per day for an 80 acre tract, or 300 to 600 gallons per day for each of 61 homes on the tract. Their study shows that groundwater supplies in the project area are considered to be capable of supporting residential development as proposed on a long-term sustainable basis. Long -Term Water -Level Declines, Historic Well Failures, and Water -Level Rebounds Dearborn and Munter (1987) and Munter (1987a) studied long-term water -level declines and well failures that occurred in the lower Hillside area and found that increasing water usage and declining water levels had resulted in 28 known well failures in the area bounded on the south by Rabbit Creek Road and on the east by Birch Road. Deeper wells (greater than 200 ft deep) had experienced about 20 ft of water level decline, although shallow wells seemed to be unaffected. Well problems were concentrated in the area of the Alaska Zoo and Zodiac Manor Subdivision north of the proposed development. The source of the water -level declines was attributed to pumping from both private and public water -supply wells. An evaluation of aquifers in Section 23 (the section east of Birch Road between O'Malley Road and Huffman Road) found that historic development and groundwater usage had had an insignificant effect on water levels in wells in that area and that groundwater resources were not showing evidence of depletion (hunter, 19876). Long term water -level data has been collected by the U.S. Geological Survey from a well located approximately 0.7 miles north of Heritage Hills Add. No. 1 Subdivision known as the Clare Well. Data from the Clare Well consisted of 65 readings taken between 1964 and 1998. During that time, the highest water level of record is 203 ft below land surface on 6/2/64 and the lowest is 236.7 R below land surface on 6/21/88. The most recent water level, 219.3 ft below land surface on 2/26/98, indicates that water levels have recovered from their low levels in the 1980's. Since the 1980's lows, water mains from North Anchorage have been extended to South Anchorage to provide water from Ship Creek and Eklutna Lake sources. Pumping from large - capacity municipal wells in the lower Hillside area has been reduced, water levels have rebounded, and the area seems able to support existing groundwater usage without groundwater depletion, primarily to support on-site wells for single family homes. The recovery of water levels in the Clare Well, the results of studies in Section 23, and the lack of recent reports of water level declines and well failures in the project area indicates that existing development densities on the Anchorage hillside are not significantly stressing local aquifers, including bedrock aquifers. The proposed subdivision of 61 lots with an average lot size of 1.25 acres per lot is consistent with surrounding residential development, and represents a small marginal increase in development of the Hillside area where thousands of lots are developed with on-site wells. Such a small increase in development in the area would not be expected to significantly affect the ability of local groundwater resources to support on-site wells. Further site-specific work consisting of test drilling, aquifer testing to determine aquifer parameters, and estimation of future impacts of new well development using a mathematical Evaluation of potential well impacts at Page 7 of 14 November 14, 2005 Heritage Hills Add. I Subd., Anchorage, Alaska J. A. MUNTER CONSULTING. INC. model (and the aquifer parameters determined during the aquifer testing) was performed for this project in order to evaluate groundwater supply potential in additional detail. WELL DRILLING AND AQUIFER TESTING Five test boreholes were drilled between September 25 and October 15, 2005, as described on the attached logs. Four of the holes were completed as wells, and one hole, on Lot 35, was not completed due to loss of drilling tools in the bottom of the hole. Locations of the holes are shown on the attached map of the subdivision. For this report, all test wells and the test borehole drilled for this project will be referred to according to the lot on which they were drilled, i.e. Well 6, Well 56, Well 55, Well 40, and Borehole 35. Table 2 provides a summary of data for the test holes drilled. All wells tap sand and gravel aquifers. The borehole encountered bedrock at 319 ft below ground surface. Well site elevations were determined from a topographic map of the site with 4 ft contour intervals. All wells are open-ended completions. Table 2. Test wells and borehole drilled, September -October, 2005 Well or Well or Depth to Approximate Approximate Approximate Borehole Borehole water (ft well site elevation elevation of Location Depth (ft below elevation (ft interval of static water within below ground ground above sea aquifer tapped level (ft above Heritage Hills surface) surface) level) (ft above mean mean sea level) Addn. No. 1, sea level) Anchors e Lot 6 Well 6 161 132 614 467-453 482 Lot 55 (Well 200 146 633 458-433 487 55 Lot 56 (Well 181 147 635 459-454 488 56 Lot 40 (Well 420 244 740 320 496 40 Lot 35 340 None 769 None None (Borehole 35 1 Wells 6 and 56 penetrated 14 ft and 5 ft, respectively, of a sand and gravel aquifer with cobbles at approximately the same elevation above sea level. Well 55 penetrated a 25 ft thickness of aquifer at approximately the same elevation that contained a 16 -ft thick silty interval in the middle of the aquifer. Wells 6, 55, and 56 are concluded to be tapping the same aquifer, and the thickness of the aquifer is at least 5 to 25 ft in the area of test drilling. Well 40 taps a deeper aquifer. Evaluation of potential well impacts at Page 8 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. Aquifer Test Methods Aquifer testing was performed for this project in accordance with recommended procedures contained in "Aquifer Test Procedures" provided by the Municipality of Anchorage during the planning phase of this project. In addition, the Municipality of Anchorage suggested use of ASTM Standard D 4043-96 (Reapproved 2004) entitled "Standard Guide for Selection of Aquifer Test Method in Determining Hydraulic Properties by Well Techniques". In order to select an applicable aquifer test method, available well log data support a conceptual model that the aquifer to be tested is extensive, isotropic, homogeneous, confined, and non - leaky. For a constant rate discharge test, these conditions indicate the use of the nonequilibrium method of Theis (1935) for the drawdown and recovery phases (ASTM, 2004). According to ASTM Standard D 4043-96, "the Theis method is the most widely referenced and applied aquifer test method and is the basis for the solution to other more complicated boundary condition problems". Application of the Theis method is frequently simplified under certain spatial and time conditions following the methods of Cooper and Jacob (1946) and Jacob (1949). This method is known as the Jacob's method. Both the Theis and Jacob's methods are used in this report for analysis of aquifer test data. The Theis method is used for drawdown data from wells at large distances from the pumped well because assumptions required for Jacob's method are not met for early -time drawdown data. Aquifer Test Setup Initial test pumps used for pumping Wells 55 and 56 were found to be not large enough to produce the 70 percent of available drawdown suggested by the Municipality's recommended procedures. A submersible pump was finally installed that produced sufficient drawdown for the testing. Power was supplied by an onsite portable generator for all of the testing. Discharge was routed through a discharge hose to a low flat area of a preexisting trail near the intersection of Our Road and Talus Drive on the property of Heritage Hills Addn. No. 1. Water pooled up in this area and spilled into the adjacent forest area more than 500 ft from test wells 55 and 56. There was some overflow discharge into the [road ditch along Our Road late in the 24 hour testing, however most of the water soaked into the ground near the discharge point. The large thickness (more than 100 ft) of silty soils overlying the pumped aquifer provided protection from potentially recirculating pumped water and influencing the results of the aquifer testing. Wells 55 and 56 were both tested for 24 hours of pumping and well 6, which responded sufficiently to the test pumping was pumped for four hours, according to the guidance. Discharge was measured using a water meter placed into a straight section of discharge pipe near the well head. A valve was also placed in the discharge pipe to control discharge. Water levels were measured from the top of the well casing using dedicated water level measuring instruments at the pumped well and two observation wells at the site. The pumping and water level data were collected by Aarow Pump and Well Service, LLC. Periodic measurements were also made during the testing at Well 40, although the well was not expected to respond as a result of its distance from the pumping site and penetration of a significantly deeper aquifer. Evaluation of potential well impacts at Page 9 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska I A. MUNTER CONSULTING, INC. Results of Testing Well 55 A 24 -hr constant rate flow test was conducted on October 21-22, 2005, using Well 55 as the pumped well. The average pumping rate during the test was 53 gallons per minute (gpm). The well exhibited 31.00 ft of drawdown at the end of the testing period, which is 70% of the available drawdown of 44 ft, assuming 10 ft at the bottom of the well to set a pump. Well 56, located 81 ft from well 55, exhibited a maximum drawdown of 0.59 ft during the 24 -hr test and was analyzed according to Jacob's method to yield a calculated transmissivity of 48,000 gpd/ft and a storativity of 0.02, which are both reasonable values for test results from a confined sand and gravel aquifer. The pumped well data (Well 55) were also analyzed by Jacob's method to yield a calculated transmissivity value of 35,000 gpd/ft. While somewhat lower than the value calculated from the observation well data, both values are reasonable and within the range of values of an aquifer described by the test drilling results. Storativity of the aquifer is not calculable with drawdown data from the production well. Drawdown data collected from Well 6 (located 330 ft from Well 55) during the test was analyzed by the Theis method to yield a calculated transmissivity of 34,000 gpd/ft and a storativity of 0.009. Maximum drawdown observed at Well 6 during the test was 0.39 ft. The water level in Well 6 recovered within 7.5 hours of shutdown to a level 0.02 ft below the initial static water level. The water level in Well 56 recovered after 4 hours to the pre-test level. The water level in Well 55 recovered after 4 hours to within 0.02 ft of the pre-test level. Transmissivity values calculated from the recovery data were 33,000 gpd/ft (Well 55 data), 20,000 gpd/ft (Well 56 data), and 54,000 gpd/ft (Well 6 data). While these values vary somewhat from values calculated from the drawdown data, they verify that the general range of aquifer transmissivity present at the site is in the range of 20,000 gpd/ft to 50,000 gpd/ft. Water levels at Well 40 fluctuated during the test between 245.65 ft and 247.83 ft below the measuring point. However they did not show any consistent pattern of response to pumping; they first declined 1.81 ft during the first 15 hours of the test and then rose 2.18 ft during the remainder of the 24 hour pumping period. Fluctuations in water levels in Well 40 are concluded to have been caused by some other factor or factors than pumping at Well 55. Results of Testing Well 56 A 24 -hr constant rate flow test was conducted on October 25-26, 2005, using Well 56 as the pumped well. The average pumping rate during the test was 103 gpm. The well exhibited a maximum drawdown of 15.46 ft of drawdown, which is 64.4% of the available drawdown of 24 ft, assuming 10 ft at the bottom of the well to set a pump. The flow rate was not set at a higher rate to achieve 70 percent of available drawdown because of concerns over damaging the well from pulling sand into the bottom of the well from such high flow rates. This situation does not adversely affect the test results because of the high flow rate used for the testing compared to the Evaluation of potential well impacts at Page 10 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING. INC. expected use of water by subdivision homes (approximately 0.4 gpm/home) and the small difference between 64.4% and 70%. Well 55, located 81 ft from well 56, exhibited a maximum drawdown of 2.08 ft during the 24 -hr test and was analyzed according to Jacob's method to yield a calculated transmissivity of 41,000 gpd/ft and a storativity of 0.002, which are both reasonable values for test results from the confined sand and gravel aquifer tapped. The pumped well (Well 56) drawdown data were also analyzed by Jacob's method to yield a calculated transmissivity value of 23,000 gpd/ft. While somewhat lower than the value calculated from the observation well data, both values are reasonable and within the range of values of the aquifer tapped. Storativity of the aquifer is not calculable with drawdown data from the production well. Drawdown data collected from Well 6 (located 320 ft from Well 56) during the test was analyzed by the Theis method to yield a calculated transmissivity of 15,000 gpd/ft and a storativity of 0.0006. Maximum drawdown observed at Well 6 during the test was 1.32 ft. Similar to the prior 24 -hr aquifer test on well 55, Well 40 showed no consistent pattern of water level response to pumping or recovery during the Well 56 flow test. Transmissivity values calculated from the recovery data were 81,000 gpd/ft (Well 56) 68,000 gpd/ft (Well 55), and 54,000 gpd/ft (Well 6). While these values vary somewhat from values calculated during drawdown, they verify the general range of aquifer transmissivities present at the site. The late -time data collected during the drawdown portion of the test exhibited variability that could have been the result of uncontrolled pumping by other wells tapping the aquifer in the vicinity and could explain the variability of the calculated results. In general, the testing of Well 55 is consistent with the results of testing at Well 56 that shows that a productive aquifer with a transmissivity that is likely in the range of 20,000 to 50,000 gpd/ft is present in the area. Calculated stomtivity values range from 0.0006 to 0.02, which are characteristic of a confined aquifer. Results of Testing Well 6 A 4 -hr flow test was conducted on Well 6 on October 28, 2005. The pumping rate averaged 18 gpm, and a maximum drawdown of 15.10 ft was observed. After approximately 25 minutes of pumping, the drawdown essentially stabilized for the remainder of the test, varying only 0.02 ft. The well fully recovered to static conditions within two minutes of the cessation of pumping. Analysis of the drawdown data by Jacob's method provides a calculated transmissivity value for the aquifer of 6,800 gpd/ft. Evaluation of potential well impacts at Page 11 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. IMPACT PROJECTIONS A Theis analysis is commonly used to project the impacts of pumping a confined aquifer. Freeze and Cherry (1979) state that "if the aquifer properties, T (transmissivity) and S (storativity), and the pumping rate, Q, are known, it is possible to predict the drawdown in hydraulic head in a confined aquifer at any distance r from a well at any time t after the start of pumping". Wells 55 and 56 are centrally located in the lower portion of the subdivision, and it is expected that most of the wells in the subdivision will be tapping a sand and gravel aquifer similar to that tested by those wells. For projecting the effects of long-term pumping for this aquifer at a typical (conservative) domestic use rate of 600 gpd, and the lower, more conservative value of T = 20,000 gpd/ft, and S = 0.0006, a drawdown 0.04 ft is calculated for a well that is 100 ft away from the pumping well after 30 years of pumping. This illustrates that the expected impacts from any single domestic well are expected to be negligible, even using very conservative assumptions. Even assuming that all water from the 61 -lot subdivision would be extracted from one well near the center of the subdivision, only 1.7 ft of drawdown is calculated for a well located 1000 ft away after 30 years of pumping. This assumes no recharge, which is highly conservative. This analysis also shows that only a small amount of drawdown would occur from the entire development in comparison to the available drawdown in area wells as shown in Table 1. CONCLUSIONS Groundwater conditions at Heritage Hills Addition No. 1 have been extensively studied using existing data sources and testing on-site with four newly drilled wells and one borehole. Two new wells are each capable of yielding in 53 and 103 gpm, respectively, for 24 hours of pumping. A third well yielded 18 gpm for a 4 -hr test. All wells are capable of producing far more water on an on-going basis than needed for a typical on-site well. For comparison, an on- site well only needs to produce approximately 0.3-0.4 gpm on an ongoing basis. The testing and analysis demonstrates that a productive aquifer that is capable of supplying water to on-site wells without adversely affecting surrounding wells is present in the subdivision. The site-specific test data collected for this project are supported by surrounding well data and development experience that show a lack of any area -wide water -level declines with similar densities of development. Also, published Hillside -specific sustained -yield analysis shows that adequate water supplies should be available indefinitely to supply water to on-site wells in the area. Historic water -level declines have reversed, likely because of reduced pumping from large - capacity municipal wells, and water levels have rebounded. This rebound has occurred under existing water -use patterns on the Hillside, indicating that aquifers are not being depleted despite thousands of private wells tapping the aquifers. The addition of 61 new wells is not expected to materially affect the on-going ability of local aquifers to provide water for on-site wells in the area. Evaluation of potential well impacts at Page 12 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. Wells on a few lots may exhibit low yields as a result of locally low aquifer transmissivities, however, adequate water for on-site wells should be available through hydrofracking techniques for bedrock wells or drilling multiple wells on lots until an adequate yield is found. Completion of aquifer testing in conformance with the Municipality of Anchorage's recommended procedures and completion of other supporting analysis in this report should be sufficient to support Municipal approval of Heritage Hills Addition No. 1 Subdivision as planned with on-site wells. Should you have any questions, please call meat 345-0165 or 727-6310. Sincerely, J. A. Munter Consulting, Inc. James A. Munter Principal Hydrogeologist Certified Ground Water Professional No. 119481 Alaska Licensed Professional Geologist No. 568 References: ASTM Standard D 4043-96, Reapproved 2004, "Standard Guide for Selection of Aquifer Test Method in Determining Hydraulic Properties by Well Techniques", 6p. Cooper, H. H., and C. E. Jacob, 1946, A generalized graphical method for evaluating formation constants and summarizing well -field history, Trans. Am. Geophysical Union, v. 27, pp526-534. Dearborn, L.L., and W. W. Barnwell, 1975, Hydrology for Land -Use Planning, The Hillside area, Anchorage, Alaska, US Geological Survey OFR 75-105. Dearborn, L.L., and J. A. Munter, 1987, Water -level declines in wells tapping lower Hillside aquifers, Anchorage, Alaska, Alaska Division of Geological and Geophysical surveys Report of Investigations 87-12, 8 p. Driscoll, Fletcher, 1986, Groundwater and Wells, Johnson Div., UOP, St. Paul Minnesota Freeze, R. A., and J. A. Cherry, 1979, Groundwater, Prentice Hall, Englewood Cliffs, NJ, .M Glass, R. L., 1988, Map Showing Depth to Bedrock, Anchorage, AK, U.S. Geological Survey Open File Report 88-198, scalel:25000, 1 sheet. Evaluation of potential well impacts at Page 13 of 14 November 14, 2005 Heritage Hills Add. 1 Subd., Anchorage, Alaska J. A. MUNTER CONSULTING, INC. Jacob, C. E., Flow of Ground Water, Engineering Hydraulics, Proceedings of the Fourth Hydraulics Conference, June 12-15, 1949, John Wiley and Sons, Inc., New York, NY, 1950, pp. 321-386 Munter, J. A., 1987a, Water level declines in wells in South Anchorage, Alaska: A presentation to the Alaska Water Resources Board, September 12, 1985, Alaska Division of Geological and Geophysical Surveys Report of Investigations 87-15, 3 p. Munter, J. A., 1987b, Evaluation of aquifers near Alpine Woods Subdivision, South Anchorage, Alaska, Alaska Division of Geological and Geophysical Surveys Report of Investigations 87-13,10 p. Schmoll, H. R. and Ernest Dobrovolny, 1972, Geveralized geologic map of Anchorage and vicinity, Alaska, U. S. Geological Survey Miscellaneous Investigations Map I -787-A, 1 sheet. Theis, C. V., 1935, The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using ground -water storage. Trans. Am. Geophysical Union, v. 16, pp 519-525. Attachments Municipality of Anchorage Aquifer Test Procedures Site Map (1 sheet) Well and Borehole Logs (5 p.) Test Data Sheets (16 p.) Evaluation of potential well impacts at Page 14 of 14 November 14, 2005 Heritage Hills Add. I Subd., Anchorage, Alaska Municipality of Anchorage ••, e Development Services Department , Building Safety Division • On -Site Water and Wastewater Program ' • ` `� 4700 Bragaw Street P.O. Box 196650 Anchorage, AK 99519-6650 www.ci.enchorage.ok.us (907)343-7904 AQUIFER TEST PROCEDURES The following is a recommended procedure for conducting an aquifer test within a proposed subdivision to be served by on-site water systems. Three water wells shall be drilled on three adjacent lots within the proposed subdivision. (An existing well on an adjacent property may be used for one of the wells in this test with the prior approval of the Development Services Department.) The hydro -geologist or engineer shall determine the separation distances between these wells, which shall be between 50 and 300 feet. Larger separation distances may be justified based on information obtained when drilling the first well. Final well layout shall be approved by the Development Services Department prior to conducting the test. The central well shall be pumped for a period of 2 to 4 hours to obtain data to determine the approximate transmissivity of this well. After allowing the well to recover for at least 90% of the measured drawdown, a longer pump test shall be conducted. This pump test shall be for a minimum duration of 24 hours for confined aquifers and 72 hours for unconfined aquifers. The pump test shall be conducted at a constant rate that will cause 70% or greater drawdown in the well. During this pumping test, the remaining two wells shall be monitored and data shall be collected to determine the aquifer transmissivity, the storage coefficient (if possible), the long- term production capacity of the well and the likely or predicted impact on surrounding wells. Following the 24-hour pump test, each well shall be monitored during the first 24 -hours of recovery. Data from the recovery test shall be used to verify the aquifer transmissivity. If either of the other two wells does not draw down during the initial aquifer test, these wells will also be tested with a longer drawdown test following the procedures above. Otherwise, the other two wells shall be pumped for a period of 4 to 8 hours to determine their approximate transmissivity and long term production capacity. All of the data obtained from these tests shall be submitted to the Development Services Department along with a summary and interpretation done by the engineer or hydro -geologist. All testing shall be conducted according to minimum industry standards. This Department recommends that procedures and date collection follow those outlined in Groundwater and Wells, Second Edition by Fletcher G. Driscoll, PhD. ALPINE DRILLING & ENTERPRISES Permit Number. *SW050355 Date of Issue: 9-20-05 Date Started: 10-4-05 Date Completed: 10-5-05 Legal Description: 'Heritage Hills Lot 6 Property Owner Name & Address: CFM Hi11side,LLC 10380 Nigh Road Anchors e, Alaska Parcel Identification Number: 015-221-40 Is well located at approved permit location? ® Yes ❑ No 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel silt 0 4 Wall Thickness: .250 inches gravelly silt 4 21 Diameter: 6 inches Depth: 161 feet silty gravel gravellysilt silty sand gravelly sift 21 48 81 98 48 81 98 147 Liner Type: Diameter: inches Depth: feet Casing stickup above ground: 2 feet Static water level (from ground level): 135 feet Pumping level: 161 feet after cobbly gravel w/bldrs wet 147 157 2 hours pumping 10 gpm water sand & gravel 157 161 Recovery Rate: 10 gpm Method of Testing: airlift see Pump test Well Intake Opening Type: ® Open End ❑ Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Start feet Stopped feet Grout Type: bentonite granules Volume: 1 br Depth: Start 0 feet Stopped ? feet Pump: Intake Depth feet Pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: chlorine tablets Comments: Well Driller: Alpine Drilling & Enterprises PO Box 110496 Anchorage AK 99511 Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property ,1.....11 J.•\I._.\..\\.. .•.\. �..\I \.. �. .I.. T....\... _..-.P .. \\...._�.._.... ._l.1. l.. //\ J._.. ! ._\ .!. ALPINE DRILLING & ENTERPRISES Permit Number: WSW050356 Date of Issues 20-06 Parcel Identification Number: 015-220-4 Date Started: 10-5-05 Date Completed: 10-6-05 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills Lot 55 Property Owner Name & Address: CFM Hillside, LLC 10380 Nigh Road Anchors e, Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel silt 0 5 Wall Thickness:.250 inches silty gravel 5 19 Diameter: 6 inches Depth: 200 feet silt gravelly silt 99 32 32 81 Liner -Type: Diameter: inches Depth: feet Casing stickup above ground: 3 feet silly gravel sandy silt 81 97 97 111 Static water level (from ground level): 150 feet Pumping level: 198 feet after gravelly silt 111 175 2 hours pumping 15 gpm cobbly sandy gravel wet 175 180 Recovery Rate: 15 gpm gravelly sandy silt H2O 180 184 Method of Testing: airlift see pump test Well Intake Opening Type: cobbly gravelly silt 184 196 water sand & gravel 196 200 ® Open End ❑ Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Start feet Stopped feet Grout Type: bentonite granules Volume: 1 br Depth: Start0 feet Stopped 7 feet Pump: Intake Depth feet Pump size • hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: chlorine tablets Comments: Well Driller: Alpine Drilling & Enterprises PO Box 110496 Anchorage 99511 Zip Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property ALPINE DRILLING & ENTERPRISES Permit Number: 4SVv05O35% Date of Issue: 9-20-05 Parcel Identification Number: 015-221-40 Date Started: 10-6-05 Date Completed: 10-7-05 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills Lot 56 Property Owner Name & Address: CFM Hillside, LLC 10380 Nigh Road Anchorage. Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel silt 0 4 Wall Thickness: .250 inches silty gravel 4 16 Diameter: 6 inches Depth: 181 feet silt gravelly silt silty gravel sandy silt 16 30 85 100 30 85 100 110 Liner Type: Diameter: inches Depth: feet Casing stickup above ground: 2 feet Static water level (from ground level): 150 feet Pumping level: 178 feet after gravelly silt 110 171 2 hours pumping 20 gpm cobbly gravelly silt 171 176 Recovery Rate: 20 gpm Water sand & gravel 176 181 Method of Testing: air fiR see pump test Well Intake Opening Type: ® Open End ❑ Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Startfeet Stopped feet Grout Type: bentonite granules Volume: 1 br Depth: Start 0 feet Stopped? feet Pump: Intake Depth feet Pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: chlorine tablets Comments: Well Driller: Alpine Drilling & Enterprises PO Box 110496 Anchorage 99511 Zip Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property ......... L. ....II J.•11._.1..11 ..._.•J. .....II I.. •. .1.. n....1 ... ....... P. — —.1.1. ... !II J.-.. . l......I.al... ALPINE DRILLING & ENTERPRISES Permit Number: #SW050352 Date of Issue: 9-19-05 Parcel Identification Number: 015-221-40 Date Started: 9-25-05 Date Completed: 10-2-05 Is well located at approved permit location? ® Yes ❑ No Legal Description: Heritage Hills Lot 35 Property Owner Name & Address: CFM Hillside, LLC 10380 Nigh Road Anchoraae. Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel silt 0 2 Wall Thickness:.250 inches gravelly silty sand 2 16 Diameter: 8 inches Depth: 325 feet silty gravel gravelly silt silty sand 16 24 27 24 27 56 Liner Type: Diameter: inches Depth: feet Casing stickup above ground: 2 feet Static water level (from ground level): feet gravel 56 59 Pumping level: feet after silty gravel 59 63 hours pumping gpm silty sand 63 91 Recovery Rate: gpm gravelly silt 91 105 Method of Testing: Well Intake Opening Type: silty gravel 105 179 gravelly silt silt 179 235 235 243 ❑ Open End ❑ Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Start feet Stopped feet gravelly silt silty gravel wet 243 262 262 270 Grout Type: bentonite eranules Volume: 1 bQ Depth: Start 0 feet Stopped? feet gravelly silt 270 .7jQ Pump: Intake Depth feet bedrock 319 340 Pump size hp Brand Name Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: Comments: well was not completed due to loss of tools in bedrock. Enough flow could likely be obtainedfor a household at the 262 level hyper orating. If not used, will be decommissioned after a new well is installed. Well Driller: Alpine Drilling & Enterprises PO Box 110496 Anchorage 99511 Zip Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property .._._.. ...I.. ....1\J.•11 1..\I ......'J.�..111.. �. .1 n I ..._-.l'.�.!... T_...�.... .. ..•.1 1. II\J.... C ..I ..! ALPINE DRILLING & ENTERPRISES Pt rttttt 1Numbcr: it S ' Date of Issue: i'arcul ldcntiftcalicu i:t anis. Date Star": 1G10-05 Dale Completed: 10-15-05 Is well located at approved permit location? ❑ Yes ❑ No Legal Description: Heritage Hills lot 40 Property Owner Name & Address: CFM Hillside, LLC 10380 Nigh Road Anchorage, Alaska 99515 Borehole Data: Depth (ft) Method of Drilling ® air rotary ❑ cable tool Soil Type, Thickness & Water Strata From To Casing type: steel stick-up 0 2 Wall Thickness:.250 inches silt 2 7 Diameter: ¢ inches Depth: 400 feet gravelly silt 7 30 Liner Type: Diameter: inches Depth: feet sandy silt 30 35 Casing stickup above ground: 2 feet gravelly silt 35 42 Static water level (from ground level): 301 feet sandy grave! 42 61 Pumping level: 420 feet after gravelly silt 61 93 2 hours pumping 3 gpm silty gravel 93 103 Recovery Rate: 3 gpm gravelly silt 103 112 Method of Testing: airlift Well Intake Opening Type: silty gravel 112 119 gravelly sand 119 126 ® Open End ❑ Open Hole ❑ Screened Start feet Stopped feet gra vell wl b/drs 126 151 ❑ Perforations Start feet Stopped feet sandy silt 151 191 Grout Type: bentonite Volume: 2 brs gravelly silty sand 191 204 Depth: Start 0 feet Stopped ? feet cobbly gravelly silt 204 256 Pump: Intake Depth feet sandy silt H2O 3 gpm 256 262 Pump size hp Brand Name gravelly silt w/gravel lenses 262 420 Well Disinfected Upon Completion? ® Yes ❑ No Method of Disinfection: chlorine tablets silty water 280 284 Comments: best alternate water source would beat 260' 286 290 376 390 Well Driller: Well Driller 384 386 400 420 Mailing Address City AK Zip Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property ... .._....._ n. C. u._ •...._n........ n...... _. .... n........ r...... ......... 1. a._.. P.._. I.t.. -LoT 6 f y A f• -t lot.,.)T�.JT WATERWELL -TEST PUMP REPORT Conducted by: Agroti L. D p (tl f l� .SrfU/r�, j^ta N 6, I`Ver Owner: Address: Well Location: Well Information: , Total Depth: Depth of Casing: 160 Screen From_To: Casing Size. 6„ Screen Dlam: Screen Slon Remarks: Pump Information intake Depth: Pump Size Air Line Depth: Static Water I.;TeF.IMAILAv. Discharge-. _ CPM; Max Drowdwo: _ Pump On Time: _Datc: &O -,dump Off: Time: Date: Time Water Levtl Flow GPAI Remarks 0, as ), q y!• q5 -) a l y l. `f y l y 16D Nd. 4 Y, 5- 147,11 S l y7 19 7 1N�.Slllf 1y7,�9 1 `l7, 71 x 77"' ..te t _ •' '^�A .?'7 . __ _.... •t-•+�71�i1.`Ilr;;,^C'r J'. �riay. CJiI�� PER7 iI MEN INWII 0 �riay. 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Lp t S.6 a `I %r, low �irS �" n 2 WATER /WELL - TEST PUMP REPORT Conducted by: Alroto /"uma4IaJell S•rryire, C1r�oy% L• llr Owner: Address: Well Location: Well lnformatlont Total Depth: l ilD, Depth of C"Logt Screen From=_ To: Cooing size: Screen Dlam: Screen slot Remarks: Pump Information Intake Depth: Pump Size Air Line Depth: Static Wateryeveh- M. Discharge-. •• GPMj-MaxDrwwdwn:.,_ Pump On , ' Time: J10S Date:,fpz2E-P_fPumpOff- Tlma 'f Date: lb !A_�S Mme Water •Level Flow CPM Remarks I S�l,a i -7 i 1 Sr a•1sG� -�. ? .PT - r16, 46,ao ro �1 e -- L1, ,S s 57,01 � 6.s j I S�sr �a C a -d rr .VI LG f 5'6 a-9 kr, F(owtt-"' r, ;� Tlme Water Level Flow GPM Remarks r { (j.JV r 0 5 5,39 51�.Y3 3 5' 3, 1) 16 a,6 a l o a 103 Ia t3 1 411t16 15-9,8 ?9 a 16 2, G 5� 6;�.6 1q 16P,31 / o'ra.�� 160.qd 16a 1 16(,v '?o 10/ l7 10, eV V7 laa 16 :2 3> I J' 16(, ?7 - , ), Ya --- 17 (6 a t7 q ! eta 1 . 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S 9 75-0, /o/o,S6 16-20 5'0. 3 `IG .S a .6I ' 7l qq 6 -W of ,73 l50 97 1130 .40 10 13 3 1 0 1-77, • Sl 631 , �7 0 1-20 g qQ ,q9 79 1190 1z0 , 68 16 t l lY .9l ,5� I Lf 93 Ifo plo WO 13)o ,KS , I 16 , 9S _5'V 6-6 S��S ,q9 .q! 39 0.o I'm 169 20 H9.03 60 150oo DO XI iP oarr% 31 b _12,6 fr -70 ,�21 G9 ,31a,s ,69 ? 5 .0a U7,31 '(79 ,48 , 30 .37 �'5 , 03 5-31 . Y9 /L/1, q I a qj , o q 5,q9 .Y4 q `fS oN 4 59 3-2 6 , 53 /00 oq Wq 12 l K , f 3 r 5_9 1 105- 60-,o 3 27 "l , 7 l 7 q0 Ilqq, 6/ 1(0 .00 $"Iq 1Sv,35- 1 , 7 702 Lo7 575- /1/o%i dor, Cor Sts 0114.. flowtrs�- , R QcO V Pry Time Wear Level T'k.t Aw[ Reworks 0 9 6� D ,53 ,5-1 afr ,6A 15/ S 106 ,SI 3q ,K v ,pis 3 10 r a ,q5 3� p ISN ,qv ,Y '70 a 118 ../3 7L ,5-7 15- .,-/0 130 ,yl 135" , Yo -- f-O , 53 1 yo , Yo 5-3 160 , yo 5-3^/ � � Sa /G 1 17 19 3 IN ir' e 15 13 11 5 7 A A 5 3 5 3 1 i S 9 13 1 9 i� I I a 3 rive • I / « 1 � " 7 1 3 �- I 7 3 5 ad _.._.. t .._.._ 1 IA 15 3 7 e FN 13 FFnti . J. A. MUNTER CONSULTING, INC. March 9, 2006 Mr. Dan Roth Municipality of Anchorage Development Services Department Building Safety Division On -Site Water and Wastewater Program PO Box 196650 Anchorage, AK 99519-6650 Re: Response to letter from E. Dolton, proposed Cross Subdivision, Anchorage, Alaska Dear Mr. Roth: I am providing you this letter on behalf of the owners of the proposed Cross Estates Subdivision (formerly proposed as Heritage Hills Subdivision) in response to a letter you received from Earl Dotten, consultant for a private home owner, regarding the aquifer test described in my recent letter report to you. Mr. Dotton suggests that additional aquifer testing is needed. I disagree. The aquifer testing performed was in full compliance with guidance obtained from your office prior to the testing entitled "Aquifer Testing Guidance'. Our extensive testing and analysis shows that adequate water is available for the subdivision and that surrounding homeowners are not expected to be impacted by the development. Mr. Dotton's concerns can be addressed by further understanding of groundwater flow systems in the area, a summary of which is provided below. Nevertheless, in an effort to more fully address concerns, we are also planning on further testing of aquifers in the southeast portion of the subdivision, including additional test drilling and aquifer testing. We understand that surrounding homes rely on well water and assurance of protection of those supplies is an integral part of this subdivision plan. Mr. Dotten asserts that the aquifer testing performed and reported to date is based on flawed modeling. Mr. Dotton's conclusion fails to recognize that all modeling is based on assumed field conditions that. never fit the mathematical requirements inherent in the modeling methods. Modeling has nevertheless been found useful and generally accurate for seventy years for projecting the likely impacts of groundwater development projects such as Cross Estates. In fact, the MOA guidance on aquifer testing practically requires such modeling in order to determine the "predicted impact on surrounding wells". At Cross Estates, Mr. Dotton claims that the aquifer does not meet the model assumptions of being homogeneous and isotropic. The natural geologic deposits in the project area contain some natural variation, and they deviate to some extent from a perfectly homogeneous and isotropic medium. The deviations are not significant, however. We evaluated anisotropy by arranging our well locations to be in roughly an' L" shape, so that any major anisotropy could be detected. Nonhomogeneity was evaluated by reviewing the water well logs as 5701 PENNY CIRCLE, ANCHORAGE, AK, 99516 iamunterrarctic.net PIIONE(907)345-0165; FAx(907)348-8592 J. A. MUNTER CONSULTING, INC. described in the report and by test pumping three separate wells, each test utilizing two observation wells. Nonhomogeneity and anisotropy are reflected in variations in the calculated transmissivity for the tests performed. As detailed in the report, transmissivity of the aquifer tested is likely in the range of 20,000 to 50,000 gpd/ft, which reflects some amount of nonhomogeneity. There were no major differences found in the transmissivities calculated from pumping/observation wells aligned in a north -south direction compared to wells oriented in an east/west direction, indicating that anisotropy is not a significant factor in the interpretation of test results. The nonhomogeneity reflected in the range of transmissivity values determined was addressed in the impact assessment by selecting the lowest (and most conservative) transmissivity value of the range for the drawdown projections. Lower transmissivity values result in greater drawdown projections, which simulates a reasonable worst case scenario. Thus, any natural variations in homogeneity and isotropy present in the aquifer tested are concluded to be not significant for the purpose of determining the "predicted impact on surrounding wells" as requested by the MOA. Mr. Dotton expresses concerns that the tested aquifer and the bedrock aquifer may not be isolated from each other, suggesting that the sand and gravel aquifer could draw water from the bedrock aquifer used by some surrounding residents. An analysis of this concern requires an understanding of groundwater flow systems in this part of the Anchorage Hillside and a review of the results of the aquifer testing and analysis performed. The Anchorage Hillside area encompassing this area of concern is well known to be a recharge area for Anchorage aquifers. Recharge is derived from precipitation and snowmelt. In recharge areas, water infiltrates into the ground and percolates downward into successively deeper strata. In this area, groundwater also flows in a generally westerly direction following the slope of the land surface through subsurface permeable zones, both in the unconsolidated glacial deposits and through bedrock fractures. Groundwater gradients in the glacial and bedrock aquifers are in the range of hundreds of feet over distances of thousands of feet, or, expressed as a numerical gradient, in the vicinity of 0.1 feet/feet, which is relatively steep for groundwater aquifers. Recharge for the bedrock wells located south and southeast of Cross Estates is from recharge areas generally located east of those wells. The sand and gravel aquifer tested at Cross Estates is located north or northwest of the wells of concem,-and is not in the same flow system as those wells. Thus, unless pumping is extreme enough to alter the natural flow system, extraction of water from the aquifer tested at Cross Estates would not influence wells in separate flow systems. Regarding potential changes to the flow system, pumping at Cross Estates was evaluated in the prior report and found to have a negligible effect on water levels in wells even a short distance away and certainly not enough to have a meaningful effect on the groundwater now systems described above. For example, the gradient change implied by the calculated impact of a pumping well on a well located 100 feet away is only 0.0004 feet/feet. In comparison to natural gradients in the area, this is immaterial. Letter to D. Roth, re: Cross Subdivision, Municipality of Anchorage, Alaska Page 2 of 3 March 9, 2006 .I. A. MUNTER CONSULTING, INC. Thus, pumping at Cross Estates from the aquifer tested should not be of concern for impacting the bedrock wells in the area. Mr. Dotton also expressed concern that the bedrock aquifer could function as a recharge boundary that affects aquifer modeling. As described above, groundwater in this area tends to flow generally in a vertically downward and westward direction. This means that water generally flows downward from the unconsolidated aquifer into the bedrock aquifer (which is lower), not vice versa. Thus, considering the very small amount of drawdown expected to occur in the unconsolidated aquifer, reversal of gradients and upward or lateral flow from the bedrock aquifer into the tested aquifer is not expected and the bedrock aquifer should not be modeled as a recharge boundary. Mr. Dotton also expressed concern that the unconsolidated aquifer may be recharging the bedrock aquifer as a "leaky aquifer. -This is likely true, however as described above, the bedrock wells south and southeast of Cross Estates are in a different flow system. This should only potentially be of concern in the bedrock aquifer downgradient (west) of the subdivision. The bedrock aquifer is not used west of the subdivision, however, because of its great depth and the availability of much more productive unconsolidated aquifers at shallower depths. Thus, this also should not be a significant concern. A non -leaky aquifer model was used to predict well impacts because it provides more conservative (i.e. larger) projected drawdowns than a leaky model would. Mr. Dolton suggests that additional aquifer testing should be performed to answer definitively whether the bedrock ridge obtains water from the unconsolidated aquifer and whether the bedrock ridge impacts the modeling performed. The information provided above provides definitive answers to both of these questions, making additional aquifer testing unnecessary. The mathematical modeling is sufficiently accurate to assess the impacts from this project because of the extremely small impacts projected, even considering the conservative assumptions used in the modeling. The aquifer tested is quite productive in comparison to other aquifers present in this area of the Anchorage Hillside and the relatively small additional amount of pumping imposed by the proposed new subdivision. Should you have any questions about this, please call me at 345-0165 or on my cell phone at 727-6310. Sincerely, J. blunter Consulting, Inc. J✓✓✓✓Dames A. Munter, CGWP, CPG Principal Hydrogeologist Certified Ground Water Professional No. 119481 Alaska Licensed Professional Geologist No. 568 Cc: Bruce Brown, Professional & Technical Services, Inc. Letter to D. Roth, re: Cross Subdivision, Municipality of Anchorage, Alaska Page 3 of 3 March 9, 2006 Mr. Dan Roth Program Director On -Site Water and Wastewater Program Municipality of Anchorage Subj.: Cross Subdivision (proposed). Dear Mr. Roth, I have been hired by a private home owner to investigate the implications of the residential development known as Cross subdivision (formerly Heritage Hills Addition No. 1), located in the vicinity of Huffman and Birch Roads in South Anchorage. As planned, the proposed subdivision will include approximately 60 single family homes. These homes are to be served by private wells and on-site sewer. It is the addition of this number of wells, and the potential adverse impact to existing water wells that is of concern to my client and others in the area that rely on established water well usage. During a recent telephone conversation you mentioned that further aquifer testing was being considered for a portion of the proposed project. I have had the opportunity to review the aquifer evaluation prepared by J.A. Munter. I agree further aquifer testing and evaluation is required. The stated purpose of Munter's report is to find supporting evidence for ample water supply for the development without adversely impacting existing wells. The aquifer investigation performed to date does not meet that task. The report details substantial groundwater sources within the proposed project. Neighboring well logs and other available data were compiled, together with test well drilling and pump test data from four (4) new wells. Production from the sand and gravel producing zones is favorable, yet the bulk of the conclusions in the report are based on flawed modeling. Specifically, in paragraph two (2) pg. 9 ( Aquifer Test Methods), the report states : " in order to select an applicable aquifer test method, available well log data support a conceptual model that the aquifer to be tested is extensive, isotropic, homogeneous, confined and non -leaky". The producing zone(s) underlying the proposed project do not meet this standard. An isotropic geologic condition is defined as follows: ... a medium whose properties are the same in all directions. Likewise, a homogeneous condition is one that is: uniform in structure or composition throughout. It is debatable whether the silty sand and gravel deposits which lay atop the bedrock in this area meet the criteria to be labeled isotropic and homogeneous. These strata are unpredictable and generally very localized in their characteristics. There is data to support the conclusion that the producing zones in the 175 ft. to approximately 250 ft. depth are inter -related. What is not supported, and in fact what is generally ignored in the report, is the relationship between the bedrock aquifer and the overlying producing glacial deposits. The occurrence of the bedrock aquifer on the southern and southeast border of the proposed project affects the aquifer modeling contained within the report in a number of ways. A few of my primary concerns are as follows: 1.) Review of existing data base points toward a bedrock ridge that drops off markedly to the north within the boundaries of the proposed project. This bedrock elevation extends southerly and southeasterly beyond the limits of the proposed project. Many wells in the southerly neighborhoods are supplied by the bedrock aquifer. It is possible that the producing zones tested in the proposed project area are directly and/or in -directly tied to the bedrock aquifer supplying these households. There is no evidence in the report that establishes an isolation of the distinctive aquifers. 2.) The bedrock aquifer that protrudes into the southern edge of the proposed project area can be interpreted as a recharge boundary that affects aquifer modeling. Mathematical modeling contained within the report does not appear to adequately take this boundary into consideration. 3.) The glacial drift that overlay the bedrock in the area is correctly defined as consisting of silty till containing irregular sand and gravel deposits that form aquifers. On page 5 of the report it is stated: "... aquifers are confined by silty glacial deposits found at the land surface and extending down to the top of the aquifers". In fact, the silty glacial deposits can act both as aquitard and aquiclude, depending on conditions. It is possible the saturated silty, sand and gravel formations lying over the bedrock are actually feeding the bedrock aquifer below. This condition would define the upper producing zone as a 'leaky' aquifer. It is apparent that adequate testing has not been performed to ensure that existing, neighboring wells would not be adversely impacted by adding 60 new wells to the immediate area. The evaluation performed to date is a good start and should be expanded to definitively answer the following questions: l.) Is the bedrock ridge abutting the glacial producing zones obtaining water from those zones, i.e.: is the bedrock being re -charged by the sand and gravel aquifer(s) underlying the project area? 2.) Does the bedrock ridge impact the reports mathematical modeling which speaks to long term impact? Additional testing procedures may include heavier test pumping of the existing test wells to stress the localized aquifer. Additional monitoring, including monitoring existing wells outside the confines of the project area during test pumping, should be considered. As the viability of the project is based on not adversely impacting existing wells, these measures seem necessary and reasonable. Please give consideration to these concerns when evaluating the long term impact of the proposed project. Sincerely, February 28, 2006 Earl Dotten Water Well Consultant 12001 Johns Road Anchorage, Alaska 99515 TO: 907.727.5854 Ahmieipalit,3T ofAnchorage 't- .J P.O. Ik.0 HNAAi(1 • ,Lic6nnige, 11aska tyX119-WN) Telephone (.X)7) 313•93(ll • rti, (tM)i) 343-8:00 4700 Itntg;lw SIMCI • anchonge, Alaska 99507 Mayor Jlark Bgqich Mm'•1n1111l.org I3t1iltlln. Safety DiA3sion March 29, 2006 Judith L. Petersen 12400 Birch Road Anchorage, Alaska 99516 Re: Heritage Hills No. 1, Tracts C & D Dear Ms. Petersen: Thank you for your letter expressing concern about the availability of water for wells in the area described above. Please be assured that the Municipality of Anchorage takes this matter seriously. During the subdivision process, my office requires the developer to hire a professional ground water hydrologist to determine if adequate water will be available for the additional water wells proposed in a development. Part of this process requires the hydrologist to construct a minimum of three water wells and perform a pump test to determine the impact to the aquifer supplying the water to these wells. Because this proposed development is large enough, two pump tests will be required. Each test performed hill be at the extreme east and west ends of the proposed development. By the use of industry standard formulas, calculations on the data collected from these tests is run for the short and long term impacts to the water bearing aquifers. The Municipality of Anchorage may limit the number of lots allowed if results do not indicate an adequate supply of water for both the proposed development and the existing water wells in the area. If you have further concerns about this subject please do not hesitate to call me at 343- 7907. �Sincerely, ` 6�l Daniel J. Roth Program Manager Co111Ill lilt ty, Security, Prosperity 12400 Birch Road Anchorage, AK 99516 March 17, 2006 Mr. Dan Roth, Program Manager On -Site Water and Wastewater Program P.O. Box 196650 Anchorage, AK 99519-6650 Dear Mr. Roth: I own and reside on 2 % acres at 12400 Birch Road, which is across Huffman Road from the Cross Estates subdivision being developed into 61 home sites. I have also heard this development called Heritage Hills subdivision. I am very concerned about a subdivision of that density and its short tern and long term impact on my water well. I understand that a water consultant hired by Judy Tope also has very serious concerns about the impact of this subdivision on our existing water wells, i cannot afford to have my water supply decline or to have my well fail to supply water. I implore you to look into this matter for existing Anchorage residents before approving any plats or well drilling for this subdivision. I hope that the municipality will not sacrifice the water wells of existing homes to supply water to new future residents. Judith L. Petersen \ Municipality of Anchorage Development Services Department`: Building Safety Division MEMORANDUM DATE: December 20, 2005 TO: Jerry Weaver, Jr., Platting Officer, CPD FROM:9 Daniel Roth, Program Manager, On -Site Water and Wastewater Program SUBJECT: Comments on Cases due December 16, 2005 The On -Site Water & Wastewater Program has reviewed the following cases and has these comments: S11440-1 Cross Estates Subdivision Information to satisfy the requirements specified by AMC 21.15, AMC 15.55 and AMC 15.65 must be submitted for each lot within this proposed subdivision. This information must include, but may not necessarily be limited to: 1. Ground water monitoring must be conducted to confirm the suitability for development using on-site wastewater disposal systems. Ground water monitoring must be conducted during high ground water season in either the fall (October) or spring (May). 2. An aquifer test shall be conducted within the area described by the Ilydrogeologist as "a few lots in the proposed development have the potential to tap bedrock aquifers." These lots exist in the South-east portion of the proposed subdivision. It appears that approximately 8 of the proposed lots may be affected. Proposed lots may not be subdivided based on "adequate water supplies will need to be developed through hydrofracking the well or drilling multiple wells." This aquifer test shall include one pumping well and a minimum of two observation wells. The aquifer test shall show that there is an adequate water supply to support the proposed 8 lots and the et%cts of the appropriation of water to serve these 8 lots on surrounding properties. The aquifer test shall be accomplished according to procedures outlined by this department. 3. Multiple lots in the proposed subdivision appear to have less than the required 40,000 square feet area within lot lines as required by AMC 15.65 and 21.15. GARNESS ENGINEERING GROUP, Ltd. October 31, 2005 Professional and Technical Service, Inc. 9012 East 1501 Avenue, Ste 102 Anchorage, Alaska 99501 Attention: Bruce Brown Phone: (907) 561-7132 E -Mail: ptsinc@alaska.com Subject: Test holes, Well & Septic Reserve Map, and Road Borings for the Subdivision of Tracts C and D; Heritage Hills Subdivision. Mr. Brown, Garness Engineering Group, Ltd. (GEG) was hired by your firm to perform test holes, create a well and septic reserve site map, and perform road borings for the referenced subdivision. The � following is a summary of our findings. SEPTIC RESERVE AREAS AND TEST HOLES FOR SUBDIVISION TEST HOLES A total of 61 lots are being proposed to be served by a private on-site wells and septic systems. At least one test hole was excavated on each property. Attached are the soil logs in Tab 2. The test holes on all lots indicated suitable soil conditions to support on-site septic systems. The test holes on Lots 2, 7, 13, 24, 26, 31, 58, and 60 had percolation rates between 61 and 120 minutes per Inch. According to the MOA Wastewater ordinance, pecolation rates in this range require the use of Advanced Wastewater Treatment Systems. For subdivision purpose, three platted septic reserve drainfields is required for these lots. On the attached well and septic reserve map, the reserve drainfield sites are shown for each lot, assuming a maximum five (5) bedrooms per residence. These drainfield areas are required to be shown on the final subdivision plat with a note stating that no permanent structure or driveway may be placed In or over the drainfield reserve area. SEPTIC RESERVE AREAS Attached is a septic reserve area map found in Section 3. An appropriate reserve area has been place on the map that correlates to the percolation rate found on the property. TOPOGRAPHY The average slope over the majority of the properties is 5 to 25 percent slope, running approximately northeast to southwest. There are small humps or hills that may have slopes greater than 25 percent throughout the properly, however it is our opinion that with proper placement of drainfields, and grading if needed, these slope will not be a concern. Based upon our site assessment, there is no concern regarding with slope conditions. ROAD BORINGS Per your instructions, we logged twenty-four (24) road borings and took these samples to Terra Firma Testing to perform the soil analysis. The road borings and testing results can be found in Tab 4. please contact Jody Maus, project manager at 337-6179. I1M Roth, Municipality of Anchorage eo` GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTI SOIL LOG — PERCOLATIONTEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ___ (fee1 t) ORGANICS/LOAM IT # 1 —El—q—#-5-0I-2 1i • • • •• • WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 2:06 — • • � 2 2:36 IIII11111 4 1/8- 11191 3 2:36 v//0i 6• %% 4 3:06 MIN • �9! 5 3:06 IIIIIIIII — 6 3:36 30 4 1/8- 1 7/8 - 8• (fill! VIM • �f DATE ...:.1.U..1.....4.............. t A. �rness SEE ATTACHED SITE PLAN DATE READING PERCOLATION CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 2:06 — 6• 2 2:36 30 4 1/8- 1 7/8* 3 2:36 — 6• 4 3:06 30 4 1/8- 1 7/8* 5 3:06 —6. — 6 3:36 30 4 1/8- 1 7/8 - 8• PERCOLATION RATE •16 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS:* RECOMMEND USING AN 0.6 APPLICATION RATE PERFORMED BY GEC. Ltd. I. JEFFREY A. CARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: lolsl jn5S GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG --PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT C&'. PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ___ (feet) —baa 1 — ORGANICS TH 2 PTS 505 f 7 8 9 10 11 12 13 14 15 16 17 18 DATE DRY DRY .......I.....,....... I . . . . . . . . . . ..:.��.�, er...�.�.... :... SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/13/05 1 3:55 • . 6• — 111111111 4:25 111191 5 3/4" 1/4- 4-3 WWI% 4:25 — 6• — MIN • ..kms.•''• 5 3/4' 1/4* 111111111 4:55 IiAw• 6• — %//% 5:25 '(fill; 5 3/4* 1/4' 4.rM • s DATE DRY DRY .......I.....,....... I . . . . . . . . . . ..:.��.�, er...�.�.... :... SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/13/05 1 3:55 — 6• — 2 4:25 30 5 3/4" 1/4- 4-3 3 4:25 — 6• — 4 4:55 30 5 3/4' 1/4* 5 4:55 — 6• — 6 5:25 30 5 3/4* 1/4' 19 J I PERCOLATION RATE 0120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) — I'L_JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS:*WILL REQUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEC, Ltd. 1, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I0 131105- GARNESS ENGINEERING GROUP, Ltd. ���� CONSULTANTS & GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LECAL DESCRIPTION: — HERITAGE HILLS SUBOMSION /1: TRACT Ck PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (feet) _______ ORGANICS 1 LOAMTH#3/PTS#508 6lio CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 •. `ice. 6• IIII11111 2 11191 30 5• %//% 3 2:40 — NNE • R.W. 3:10 111111111 5• kilt 5 MZZA — X1111; — ��e • 30 5• DEPTH TO DATE GROUNDWATER DRY 8/30/2005 DRY 9/19/2005 9 ....... f.fj.4...... 1......... ..T .... i ...... . SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 2:10 — 6• _ 2 2:40 30 5• 1. 3 2:40 — 6• — 4 3:10 30 5• 1' 5 3:10 — 6• — 6 3:40 30 5• 1• 19� PERCOLATION RATE 30 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /()131 1!5,- i• GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 8 GENERAL CONTRACTORS �.� LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT C&D (PF PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATI DEPTHORGANICS (feet) __ F i F 5 1 11 12 13 14 15 16 17 18 Wfril�fiCii CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 2:13 - 6' - 2 II1111111 30 2' ,' 11141 3 2:43 - %/_* RHIN 4 • 4w! 111111111 3 1/2" 5 kms+ - %////. 6' - hill! V,", 30 • :� DEPTH TO DATE GROUNDWATER DRY 8/30/2005 DRY 9/19/2005 * 4J@vUA( &,, 16491 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 2:13 - 6' - 2 2:43 30 2' 4- 3 2:43 - 6' - 4 3:13 30 2 1/2- 3 1/2" 5 3:13 - 6' - 6 3:43 30 2 1/2- 3 1/2' 19 PERCOLATION RATE 8.6 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5.5 FT. AND 6.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I los r /^ SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ___ ORGANICS (f"t TH 5 PTS 514 I Innu f 9 1C 11 12 13 14 15 16 17 18 19 DATE Ti SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 — _ 6- _ 2 _ II1111111 71191=04,, 6- 3 — — /_� 4 _ NMIN • 1R 6- 5 — 111111111 6- 4i 6 — 7 V0 IIIItIf �.�.� • DATE Ti SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 8/31/05 1 — _ 6- _ 2 _ 7 0• 6- 3 — — 6- 4 _ 7 0. 6- 5 — —1 6- 6 — 7 0' 6 - PERCOLATION RATE 01.17 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5.5 FT. AND 6.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ❑ YES ® NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: 'RECOMMEND USING A 0.8 APPLICATION RATE PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS -� SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet t) ORGANICS TH#6/PTS#518 DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 1 •- — 6' IIIIIIIII 2 2:15 11141 0• %////, 3 2:15 — 6' — kms+ 2:45 IIIIIIIII 0' 6' 5 2:45 — lIIII; _ �.�� • 30 0• DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 1:45 — 6' — ! �...r.,7.�....�.`......... CE --953 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9205 1 1:45 — 6' — 2 2:15 30 0• 6' 3 2:15 — 6' — 4 2:45 30 1 0' 6' 5 2:45 — 6• _ 6 3:15 30 0• 6' PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) I I TEST RUN BETWEEN 5 FT. AND 6 FT. 20 _ IJ A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING AN 0.6 APPLICATION RATE PERFORMED BY GEC, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: _ 1013) /O-�- r (oo�l GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (fet et) ORGANICS TH 7 PTS 519 f c 1C 11 12 13 14 15 16 17 18 19 • • NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 � - 1 6' I11�111�111 2 1191 30 %////, 1/4' %/% 2:20 Hum 6' • 4 2:50 111111111 5 3/4- 1/4' 5 2:50 — 6' 11111; 6 o " W • 5 3/4- 1/4' DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:50 — 6' — 2 2:20 30 5 3/4- 1/4' 3 2:20 — 6' — 4 2:50 30 5 3/4- 1/4' 5 2:50 — 6' — 6 3:20 30 5 3/4- 1/4' PERCOLATION RATE 0120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' WILL REQUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS P RFORME� IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1$ r w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ___ (feet) ORGANICS TH 8 PTS — I • CLOCK TIME • WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:55 i •- • 2 111111111 30 11191 2- 3 %//% — /.% — 4 NNH • uizbly 2- 5 111111111 — ow%////. — 6 3:25 30 tats; 2 - �.�� • DEPTH TO DATE GROUNDWATER DRY 8/31/2005 •15.5' 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:55 — 6• — 2 2:25 30 4- 2- 3 2:25 — 6- — 4 2:55 30 4- 2- 5 2:55 — 6- — 6 3:25 30 4- 2 - PERCOLATION RATE 015 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: *MAY BE INFLUENCED BY WATER RUNNING INTO BENCH. RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: e e GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 3 GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION:HERITAGE HILLS SUBDIVISION /1• TRACT Ckf PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS TH 9 PTS 524 1 f c IC 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 2:00 — • - — 2 111111111 30 31191 5- 3 2:30 — ZA — 4 RUIN • 41 5- 5 IIIIIIIiI — 6• • 6 3:30 30 IIIII; 5- �.�� • DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 2:00 — 6• — 2 2:30 30 1' 5- 3 2:30 — 6- — 4 3:00 30 1' 5- 5 3:00 — 6• — 6 3:30 30 1' 5- 19 PERCOLATION RATE •6 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: 'RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEC. Ltd. I. JEFFREY A. CARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: C)5-,— .. a4�o X04 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS O ror c ruoas so•a sure ror • .r.c.os.cc, .K sswr .nae: oor-��» • r.a:w w . _ ....... ... ........... SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION 1: TRACT C&D PROPOSED LOT 10 p '. 1 Y ess, PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8 31 2005 E-7 rG DEPTHi0/Wo, II o0 (fee =__9 ORGANICS pro/esslo^oo\o 1 H 10 PTS 525 400000 2 3 4 5 6 7 8 9 10 11 12- 13. 14• 15• 16- 17- 18- DEPTH 6•17•18- SOIL CLASSIFICATIONS CLOCK TIME NET TIME (MINUTES) •. IIII11111 ML 11.111!11G MCL //�. — HHH • - SWIIIIIIIIIMH 2:33 0 SP CH :�cllll; • SC — DEPTH TO DATE GROUNDWATER DRY 8/31/2005 •11' 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 2:03 — 6• — 2 2:33 30 0' 6' 3 2:33 — 6• — 4 3:03 30 0' 6- 5 3:03 — 6• — 6 3:33 30 0' 6' 19 J I PERCOLATION RATE •5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) —ILL—JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: 'MAY BE INFLUENCED BY WATER RUNNING INTO BENCH. RACOMEND USING A 0.6 APPLICATION RATE. PERFORMED BY CEO. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORHJED IN ACCORDANCE O WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: _ /O h3i l!�-- GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 6 GENERAL CONTRACTORS -�� SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION:HERITAGE HILLS SUBDMSION /1: TRACT CAn fl PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES W DEPTH ____ (feet) ORGANICS H 11 PTS 226 1 1E 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 ffspi'luomm SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 _ _ 6• _ 2 – 111111111 0• 111191 3 – %//% 6• /_� 4 – HHH • lk :- 5 – 111111111 6• o 6 – %//% 0• II111; VIM • DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 ffspi'luomm SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 _ _ 6• _ 2 – 7 0• 6. 3 – – 6• – 4 – 7 0• 6' 5 – – 6• – 6 – 7 0• 6' t9 I PERCOLATION RATE •1.17 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �If —JII TEST RUN BETWEEN 5.5 FT. AND 6.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: l(/3/ ICK- r^ GARNESS ENGINEERING GROUP, Ltd. 49 01 CONSULTANTS & GENERAL CONTRACTORS NI TU MAD. SUTE 101. OAC.M C[, m. M] 0). �: w7 )-#jn. fu. b-]tN•.OLR: ••••••• •••• •••• ............• M^wrq^wr.q,cw SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 1; TRACT CAPD PROPOSED LOT 12 ,P I A. GOrness,: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICESDATE 9 31 2005 E- 53 1 H 12 PTS 529 • CLOCK TIME • mm NET DROP (INCHES) 9/2/05 1 1:55 •. am - 2 IIIIIIIII 30 31191 6- 3 =004 - M - 4 RUN • • .4i�$. '. 6. 5 111111111 - kms+ - 6 %//% 30 11111; 6 - �.�� • DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:55 - 6- - 2 2:25 30 0• 6- 3 2:25 - 6. - 4 2:55 30 0- 6. 5 2:55 - 6• - 6 3:25 30 0. 6 - PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE:_/()�- GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SU8DMSION #1• TRACT CED PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS H 13 PTS 532 1 f 1E 11 12 13 14 15 16 17 18 DATE DRY DRY f A. Garness.. SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 • - — 6' III1�11111 11191 2:29 30 MM,, %% 3 2:29 RHIN • 4! — 4 111111111 T." 5 3/4' 1/4" %//% !Illi; — 6' 4'.QB, • 6 3:29 30 DATE DRY DRY f A. Garness.. SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:59 — 6' — 2 2:29 30 5 3/4- 1/4- 4'3 3 2:29 — 6' — 4 2:59 30 5 3/4' 1/4" 5 2:59 — 6' — 6 3:29 30 5 3/4' 1/4' 1 4:15 — 6' — 2 4:45 30 5 3/4- 1/4- 4'3 3 4:45 — 6' — 4 5:15 30 5 3/4- 1/4- 5 5:15 — 6' — 6 5:45 30 5 3/4' 1 1/4. 19 J PERCOLATION RATE 0120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) _�jL_JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' WILL REOUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /")/31lo;— GARNESS ENGINEERING GROUP, Ltd. �.. 9*I CONSULTANTS i GENERAL CONTRACTORS ro� moo+ •o•o,w� • w.cwiuu, W •no • hv,r: nr r -u» • ..: w - . W W mm �••^• •9eew ......... .. .... ........... SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 1: TRACT ChD PROPOSED LOT 14—'•.Je r GO ness: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES'• E a•� DATE: 9/l/2005 DEPTH �1' /O�z la oma (feet) ORGANICS TH 14 PTS 533 °�o 1 ol;�o�"� 2 3 4 5 6 7 e 9 LOAM SOIL CLASSIFICATIONS CLOCK TIME G IN - �ML NET DROP (INCHES) II1111111 11:111!11GM%////,CL — /.%GCNHH • 2 IIIIIIIIIMH 30 ////.CH III�IIII�SM4.68, • %srSC — 10 SM/ML 11 12 13 14 15 16 17 B.O.11. 19 DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 2:04 — 6• _ 2 2:34 30 1 3/4* 4 1/4- 3 2:34 — 6' _ 4 3:04 30 1 3/4' 4 1/4' 5 3:04 — 6^ _ 6 3:34 30 1 3/4- 4 1/4- 19� PERCOLATION RATE 07.1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOR EO IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /()1j�� r` GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet t) ORGANICS ITH # 15 PTS 534 4 6 7 8 9 10 11 12 13 14 15 16 17 18 •'- SOIL CLASSIFICATIONS CLOCK TIME GW m. NET DROP (INCHES) 11:111!11 CL /.iSP • ICH 2 3:11 30 0' + +t•�:SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 :.:.1 ... T..1 ... :.J.: ...... :.: CE– SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9605 1 2:41 — 6• — 2 3:11 30 0' 6' 3 3:11 — 6" — 4 3:41 30 0' 6- 5 3:41 — 6• — 6 4:11 30 0- 6• 19 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS:— ' RECOMMEND USING A 06 APPLICATION RAT PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PE FO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: l!�- GARNESS ENGINEERING GROUP, Ltd CONSULTANTS & GENERAL CONTRACTORS SOIL LOG - PERCCILATIOK TEST LEGAL DESCRIPTION:HERITAGE HILLS SUBDIVISION /1: TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DA DEPTH ____ (feet) ORGANICS T H # 16/PTS#535 1 E 7 8 9 10 11 12 13 14 15 16 17 18 —OAM SOIL CLASSIFICATIONS CLOCK TIME I •• l�, GP111111111MI 9/8/05 1 Ililll!11 •CL — /.�GCHHH OIL 0SINIMMH 2:35 30 CH 1/2' • SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 CE—T9 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 2:05 — 6• — 2 2:35 30 5 1/2- 1/2' 3 2:35 — 6• — 4 3:05 30 5 1/2' 1/2' 5 3:05 — 6• — 6 3:35 30 5 1/2- 1/2* 19 PERCOLATION RATE 060 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' MAY REQUIRE THE USE OF ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS l PER ORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: , .<.I GARNESS ENGINEER ONSULTANTS & GENERALING GROUP, Ltd.ONTRACTO SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBDMSION /1• TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (feet) ORGANICS TH 17 PTS 536 1 E 7 E 9 10 11 12 13 14 15 16 17 18 LOAM SOILCLASSIFICATIONS CLOCK TIME NET TIME (MINUTES) - •ML NET DROP (INCHES) Iilllllll 11:111!11 %//%CL /.% NNN • SIN U_111 1 MH 30 //%CH iftlill; • "�:•�,.SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 4.:.. SEE ATTACHED SITE PLAN DATE READING 19 CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 2:02 — 6' — 2 2:32 30 1/2' S 1/2- 2'3 3 2:32 — 6• — 4 3:02 30 1/2" S 1/2* 5 3:02 — 6' — 6 3:32 30 1/2- S 1/2- 2' 19PERCOLATION RATE 05.4 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RAT PERFORMED BY CEG, Ltd. I, JEFFREY A. CARNES$, CERTIFY THAT THIS WAS PE FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBDIMSION /1• TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS TH 18 PTS 539 1 2 3 4 5 6 7 8 9 LOAM SOIL CLOCK TIME NET TIME (MINUTES) • RG NET DROP (INCHES) IIII11111 L 11.111!11 iCL GCNHH • 2 IIIIIIIIIMH tSP%//%CH 4 1/2" a��llls; • SC — 10SM/ML 11 12 13 14 15 16 17 18 B.O.H. DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 2:00 — 6. — 2 2:30 30 4 1/2" 1 1/2- 3 2:30 — 6• — 4 3:00 30 4 1/2" 1 1/20 5 3:00 — 6. — 6 3:30 30 4 1/2- 1 1/2- 19 I PERCOLATION RATE 20 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �j�— JII TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: PERFORMED BY GEC, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 031 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (fee1 t) ORGANICS ITH# 19 PTS 542 t LOAM SOIL CLASSIFICATIONS CLOCK TIME s I •' II1111111ML 9/6/05 1 11.111!11 .CIL — GC HH • sw IIIIIIIII MH //%CH 3' Illllli�sm4'.68. • .�t�. — to-4Ti?lllll SM/ML 11 12 13 14 15 16 17 B.O.H. 18 19 DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 gofitlAl-g T?**0A1a­'�*-_ OE3AI v -/ SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/6/05 1 2:54 — 6' — 2 3:24 30 3' 3' 3 3:24 — 6' — 4 3:54 30 3' 3' 5 3:54 — 6' — 6 4:24 30 3' 3' PERCOLATION RATE 010 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS P RF RMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: lolsi GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 6 GENERAL CONTRACTORS 4 ¢ ro� •o+o, sort ia� • rcHOWc, a tl ? • RZ; NI 7-a» • W. .•'��w.. .. . "' .............. SOIL LOG - PERCOLATION TEST ....................... LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION 1; TRACT CSD PROPOSED LOT 20 P f Y • arness! PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9 6 2005 ' CE -7 3 .`� SEPT) .��.�� °^°op� yo ��ov� (feet) ORGANICS 1 TH#20/PTS#549 2 3 4 5 6 7 8 9. LOAM SOILCLASSIFICATIONS CLOCK TIME NET TIME (MINUTES) •- IIIIIIIIIML 9/20/05 1 II�111!11GM%////,CL — 'TM • OL '_ IIIIIIIiIMH 1:17 30 CH Ilt�llll� • SC — to-IfTfilllll SM/ML 11 12 13 14 15 16 17 18 DATE DRY SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/20/05 1 12:47 — 6• — 2 1:17 30 0• 6- 3 1:17 — 6• — 4 1:47 30 0• 6- 5 1:47 — 6• — 6 2:17 30 0' 6- 19 _J I PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) jl—� — JIB TEST RUN BETWEEN 3 FT. AND 4 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • RFCOMMFND USING A 0.6 APPLICATION RAT PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORME IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBDIVISION /1: TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SEFMCES D/ DEPTH __ (feet) ORGANICS IT #21 PTS 552 t E i f 9 10 11 12 13 14 15 16 17 18 LOAM SOIL QLASS111 ICATIONS CLOCK TIME NET TIME (MINUTES) . •ML II1111111 9/8/05 1 II�111!II %//%CIL — HHH • k9+ IIIIIIIII 2:15 //%CH 2- I1�1�11; 4'.68. • +.•t,�SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 UK r SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 1:45 — 6. — 2 2:15 30 2- 4- 3 2:15 — 6• — 4 2:45 30 2- 4' 5 2:45 — 6• — 6 3:15 30 2• 4' 19 J I PERCOLATION RATE 07.5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) _�lUll TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RAT PERFORMED BY GEC. Ltd. I. JEFFREY A. CARNESS. CERTIFY THAT THIS WAS PE FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: r GARNESS ENGINEERING GROUP, Ltd CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1• TRACT C&D P PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES W DEPTH _ (fee1 t) ORGANICS TH 22 PTS 553 E 7 P .1 9 10 11 12 13 14 15 16 17 18 LOAM SOIL CLASSIFICATIONS CLOCK TIME IGW I • - IilllllllML 9/8/05 1 11:111!11GM%////,CL – /.%GCHNN • sw IIIIIIIiI MH Sp CH Iltllll;SIM4'.6� • c%•:SC – SM/ML DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 LOT Q��rys�011 '... 9 ...........: y SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 1:48 – 6• – 2 2:18 30 4- 2- 3 2:18 – 6• _ 4 2:48 30 4- 2- 5 2:48 – 6• – 6 3:18 30 4- 2- 19 J I PERCOLATION RATE 015 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) JAL—III TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: E YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEG, Ltd. 1. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GA_RNESS ENGINEER ING GROUP, Ltd.ONTRACTORS CONSULTANTS & GENERAL SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1; TRACT Ck0 PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet t) ORGANICS ITH#23 PTS 557 2 3 4- 5- 6 s6 7 8 (^ 9 10 11 12 13 14 15 16 B.O.H. 17- 18—. LOAM SOIL• CLOCK TIME 1 •� 111111111 9/8/05 1 11.111!11 �//moiCIL — HNH • SW IIIIIIIII m • %//%CH 0' 1ltlltl; • Zr4 M'I — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 orne35f 3 •' �A4 6r ivpoj SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 1:51 — 6• — 2 2:21 30 0' 6- 3 2:21 — 6" — 4 2:51 30 0' 6- 5 2:51 — 6' _ 6 3:21 30 0' 6- 19 J PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �I� JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEC, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: le) /�i 1rK- Q rm fes,,-_' _ 0000�ppp r. GARNESS ENGINEERING GROUP Ltd. CONSULTANTS & GENERAL CONTRACTORS ; �•' '� V O VVVVO roi new •a°.wa 101 • w,Oa r[. M. •r°v • P• C wr v -an • u: •° w • . ...... .. . .0............ ...0 0... • •. SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION t: TRACT C&D PROPOSED LOT 24 '.J a rness� •.• PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICESo� •' , E-7 3 lG DATE: 9 6 2005 / DEPTH (feet) ORGANICS TH 24PTS 558 �40p0000`� LOAM SOIL CLASSIFICATIONS 2 i!— GIN ---- ORG 3 J -�� GP ML GM CL 4 GC OL °. •°• a SW MH 5 •• • :: SP CH SM OH SEE ATTACHED � � 6 SC SITE PLAN 7 GROUNDWATER DATE 8 DRY 9/6/2005 9 DRY 9/19/2005 t0 SM/ML 11 DATE READING CLOCK NET TIME WATER LEVEL NET DROP 12 13 14 15 16-11111B.O.H. 17 18 19 PERCOLATION RATE 0120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • WILL REOUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 TIME (MINUTES) READING (INCHES) 9/13/05 t 2:10 - 6• _ 2 2:40 30 5 1 2• 1 2• 3 2:40 - 6• _ 4 3:10 30 5 3 4• 1 4• 5 3:10 - 6• _ 6 3:40 30 5 3/4• 1 4• I w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT C&O PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (feet) ORGANICSTH 25 PTS 565 1 f 7 e f00'� 9 t0 11 12 13 14 15 16 17 18 DAM SOIL CLASSIFICATIONS CLOCK TIME GW - •ML 111111111 9/8/05 1 11:111!11GM%//%CL - G cHHN • IIIIIiIIIMH 4:17 • %//%CH 2 1/2- �li1111; • :�:•�;�Sc - SP -SM TO SM DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 LOT SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 3:47 - 6. - 2 4:17 30 2 1/2- 3 1/2- 3 4:17 - 6• - 4 4:47 30 3' 3• 5 4:47 - 6' - 6 5:17 30 3' 3' 19 PERCOLATION RATE 10 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /()j� %/)- m GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS MI L 11 )i)it p,e• MR 101 • •e6gMG[, M[. M•A) fe) )-{Ih SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1• TRACT C&D (PROPOSED LOT 7 PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATI DEPTH____ (feet) ___: ORGANICS T/ a E 7 8 9 10 11 12 13 14 15 16 17 18 SM/ML DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 ...... ............ ,J A. ss!�jc� '• yE�-7953 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME DAM SOIL CLAS It I AT • WATER LEVEL READING GW - •ML ml 4iGPIIII11111 - Ililll!11 CL /.�GC IF11H • SWMH IIIIIIIII 5- //%CH 3 1!{1111; 4'.6� • :+SC - SM/ML DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 ...... ............ ,J A. ss!�jc� '• yE�-7953 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/13/05 1 2:05 - 6- _ 2 2:35 30 5- 1 3 2:35 - 6• - 4 3:05 30 5 1/2" 1/2- 5 3:05 - 6• - 6 3:35 30 5 1/2- 1/2- 19 PERCOLATION RATE 060 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' MAY REOUIRE USING AN ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEG, Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PE FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS GATE: �[/or f, f GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS -�� SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1• TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICE DEPTH __ (feet) ORGANICS TH 27 PTS 570 1 s E 7 8 9 10 11 12 13 14 15 16 17 18 _OAM SOIL CLASSIFICATIONS CLOCK TIME NET TIME (MINUTES) - •ML NET DROP (INCHES) 111111111 3:51 CL /.�GM GC HHN OIL !SWMHIIIIIIIII 4:21 30 //%CH IIft1111; 4'.Q� • , 4.� - SP -SM DEPTH TO DATE GROUNDWATER SEEP O 8' 9/6/2005 10' 9/19/2005 I ... U4 ....... A............. CE - SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9805 1 3:51 - 6' - 2 4:21 30 0" 6' 3 4:21 - 6' - 4 4:51 30 0' 6' 5 4:51 - 6' - 6 5:21 30 0' 6" 19� PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.8 APPLICATION RATE PERFORMED BY GEG, Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: —In) Ri Ios r SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1• TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERNCES DA DEPTH ____ (feet) ORGANICS ITH # 28 PTS 569 t E 7 8 9 10 tt 12 13 14 15 16 17 18 -OAM SOILCLASSIFICATIONS CLOCK TIME GW - �ML IIIIIIIII 9805 1 11:111!11GM%//%CL - GC • 00.0, SWIIIIIIIII MH //% 0' lltfi!!; 4'.Q� • SC — SP-SM DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 LOT SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9805 1 3:51 - 6. — 2 4:21 30 0' 6' 3 4:21 — 6' 4 4:51 30 0' 6' 5 4:51 — 6• — 6 5:21 30 0' 6' 19 J I PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) IIS—lll TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.8 APPLICATION RATE PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /OP31 %o<- GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBDMSION /1: TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DA DEPTH ____ (fee1 t) ORGANICS TH 29 FTS 568 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 LOAM SOIL• GW 77� •. ��aaa�aa ��•������ CL /.�GCHNB • MH :Y[YSL Sm OH .,.,..tom SciCH SP -SM TO SM DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN 19 J I PERCOLATION RATE 0<1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) JAI— JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' THE INSITU SILTY SAND SOILS WILL ACT AS A SAND FILTER PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: wk) ', �Cl� ��aaa�aa 19 J I PERCOLATION RATE 0<1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) JAI— JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' THE INSITU SILTY SAND SOILS WILL ACT AS A SAND FILTER PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: wk) ', �Cl� 0 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICE DEPTH ____ (feet) ORGANICS TH 30 PTS # 567 1 4 E 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL CLAS CLOCK TIME NET TIME (MINUTES) • - 111111111 9/8/05 1 11:111!11GM%//%CIL — GC • SWIIIIIIiI 4:23 :'S75f5:Y P CH Illllill�SM • ��+�•a.SC — SP -SM TO SM DEPTH TO DATE GROUNDWATER DRY 9/6/2005 DRY 9/19/2005 .ey—W Gorness.: CE -7953 r' �a SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 3:53 — 6• — 2 4:23 30 0• 6- 3 4:23 — 6• — 4 4:53 30 1 0• 6- 5 4:53 — 6• — 6 5:23 30 0• 6- 19 PERCOLATION RATE •5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.8 APPLICATION RATE PERFORMED BY CEG, Ltd. I. JEFFREY A. CARNESS. CERTIFY THAT THIS WAS PERFOPMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: _ LOjI ,(n- GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG ---PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1: TRACT C&D (F PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICE DA DEPTH ____ (feet) ORGANICS ITH#31 PTS 566 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• DATE GW •• GP M ��•������ CL /.% HHH • IL 2 4:26 30 5 1/2- SM 3 SC — SM/ML DEPTH TO GROUNDWATER DATE DRY 9/6/2005 DRY 9/19/2005 3:56 - 6• - SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 3:56 - 6• - 2 4:26 30 5 1/2- 1/2* 3 4:26 — 6• — 4 4:56 30 1 5 1/2• 1/2* 5 4:56 — 6• — 6 5:26 30 5 1/2- 1/2- 19� PERCOLATION RATE 060 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • MAY REQUIRE USING AN ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: l()l31 !Rl GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT C&O (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DA DEPTH ____ (fee1 t) ORGANICS TH 32 PTS 574 4 5 6 7 8 ( 9 10 11 12 13 14 15 16 17 18 LOAM SOIL 1GW CLASSIFICATIONS •. WATER LEVEL READING NET DROP (INCHES) 9/ 7 05 1 2:16 IilllllllML 6- II�111!11GM%//%CL 2 2:46 30 /.�Gc 1. HHII • — 6- IIIIIIIII 4 3:16 SP 5- CH �acl�ls; 3:16 ��e • _ 6 Sc 30 SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 .... ............. CE -7953 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/ 7 05 1 2:16 - 6- - 2 2:46 30 5• 1. 3 2:46 — 6- — 4 3:16 30 5- 1. 5 3:16 — I 6' _ 6 3:46 30 1 5• 1. 19 PERCOLATION RATE 030 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • RECOMMEND USING A 0.45 APPLICATION RATE PERFORMED BY GEG. Ltd. 1. JEFFREY A. CARNES$. CERTIFY THAT THIS WAS PER ORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: u It 3 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICE [ DEPTH _ (feet t) ORGANICS TH 33 PTS 575 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL C CLOCK TIME 1GWI • IIIIIIIIIIM 9/7/05 1 II�III!11 �//moiCL - /.� HNfI • I IIIIIIIII 2:52 30 3 1/4- f +%y/�/V//. Illlllli Y/V�. • SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 ".:..GTI.../... �G �......:.a. :.er. . CE -7953 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:22 - 6' - 2 2:52 30 3 1/4- 4'3 2 3/4- 3 2:52 — 6' — 4 3:22 30 1 3 1/2- 2'5 2 1/2- 5 3:22 — 6' — 6 3:52 30 3 1/2' 2 1/2- 19� PERCOLATION RATE 012 (MIKANCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORME IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1OIFii IOs GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES W DEPTH (feet) ORGANICSTH#34/PTS#577 t 2 3 4 5 6 7 e 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• �.. 4 IGWI - •CMMC IIIIIIIII (j^ CE— 53 •' �•'icq���1 11:111!11 %//% — NNH • ki! IIIIIIIII 2:50 //% 0• �illlill� 4.65 • 2:50 — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING �.. 4 y yal ..... J .... .......... arnew (j^ CE— 53 •' �•'icq���1 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:20 — 6• — 2 2:50 30 0• 6- 3 2:50 — 6• — 4 3:20 30 1 1 1/2- 4 1/2- 2-5 5 3:20 — 6• — 6 3:50 30 1 1/2- 4 1/2- 9 _ I ' PERCOLATION RATE 06.7 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �I�_JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I. JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I(1r31 OS QF.�4�gs0� GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS ml a naw eow, sure ion • w.ua.ct wi. ,nor .ware sm »iN • W. w -i7N ....... . . .... ............ SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 1; TRACT C&D PROPOSED LOT 35 ,P r Y A. orness.- CE- 53 ` PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 •' oto DEPTH t H -- edprolessio�a o0 ( ) ORGANICS TH#35/PTS#57� oovoolt 7 8 9 10.41itII111 SM/ML 11 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER 6:11:1: DRY 9/2/2005 LOAM SOIL CLASSIFICATIONS 9/19/2005 6' - 2 — <1 0' 6' 3 — iGW1 6. — 4 — •. 0' 6' 5 — — 111111111ML — 6 — <1 0' 6' IIi111J1 Z//Z. CL Gc Tj.T • ' IIIIIIIII MH - %////.CH SM OHSc 7 8 9 10.41itII111 SM/ML 11 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/19/2005 6' - 2 — <1 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 - - 6' - 2 — <1 0' 6' 3 — — 6. — 4 — <1 0' 6' 5 — — 6e — 6 — <1 0' 6' 19 I I PERCOLATION RATE 0<1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �—III TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: THE INSITU SANDY SOILS WILL ACT AS A SAND FILTER. ROCOMMEND A 0.8 APPLICATION RATE PERFORMED BY GEC, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOMEO IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: /(1131 g0`; GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D (I PERFORMED FOR: PRAFESSIONAL TECHNICAL SERVICES W DEPTH __ (fee1 t) ORGANICS TH 36 PTS 579 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• CLOCK TIME GIN • • 111111111IM 9/7/05 1 II�111!11 CL GC • SIN IIIIIIiII M, �#SP%//% 1/2' ��11111; •. SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 :.:.J.:17•1..... I .......... 1..:. �e". �crness CE -7953 :1 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:15 — 6' — 2 2:45 30 1/2' 5 1/2- 2'3 3 2:45 — 6' — 4 3:15 30 1 1' 5' 5 3:15 — 6' — 6 3:45 30 1' 5' 19 I I PERCOLATION RATE 06 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �I�—J'I TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: lo)71 In GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION:- .HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (fe1 et) ORGANICS TH 37 PTS 580 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 DAM SOIL CLASSIFICATIONS CLOCK TIME -.I •R .1 GPIIIIIIIIIML 9/7/05 1 lLitm I CL OZOGCNHN • IIIIIIIIIMH 2:40 • %//%CH 0. �.��•SC w 3 2:40 — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 .:.:..4.4.1....1 ...:......:.: A. b; rness SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:10 — 6' — 2 2:40 30 0. 6' 3 2:40 — 6' — 4 3:10 30 1 0' 6' 5 3:10 — 6' — 6 3:40 30" 0. 6' 19 I PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) —II II TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: 'RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P7rRFORME IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1()131 In? GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS t GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION:. HERITAGE HILLS SUBDIVISION /1; TRACT C&D ( PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES D) DEPTH ____ (feet) ORGANICSTH#38/PTS#581 1 7 8 9 10-1 JjlII111 SM/ML 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING 'ptcY�r: NET TIME (MINUTES) •AM SOIL CLASSIFICATIONS NET DROP (INCHES) 9/13/05 1 2:00 — 6' — 2 •. 30 5' 1' 111111111ML 2:30 — 6' 11hllwllGM%//CL % 4 3:00 30 GC 11NN • 5 3:00 SWMH IIIIIIIII 6• — 6 • %//%CH 30 5' 1' SM �:.:..Sc 7 8 9 10-1 JjlII111 SM/ML 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/13/05 1 2:00 — 6' — 2 2:30 30 5' 1' 3 2:30 — 6' — 4 3:00 30 1 5' 5 3:00 — 6• — 6 3:30 30 5' 1' 19� PERCOLATION RATE 030 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: BENNY MAUS COMMENTS: • RECOMMEND USING A 0.45 APPLICATION RATE PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEFO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HLKnAGL HILL5 5UUDrvI5IUN •r TRACT C&DTRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS TH 39 PTS 582 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL CLAS Il ATIll DATE �ttGW Z 44 •• 111111111 9/19/2005 CIL OM GC 0 10 �0011.111!11 IM %yy//% 0• f [ III`il'1 Y�� • Sc — SM/ML DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/19/2005 2:05 — 6• — �+ .. • .. r f y . orness•: 53 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:05 — 6• — 2 2:35 30 0• 6• 3 2:35 — 6• — 4 3:05 30 1 0• 6• 5 3:05 — 6• — 6 3:35 30 0• 6- 9 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: BENNY MAUS COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PE FO ME IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERNCES DEPTH ____ (fee1 t) ORGANICS TH 40 PTS 56 1 2 3 4 5 6 7 8 f^ 9 10 11 12 13 14 15 16 17 18 fi LOAM SOIL CLOCK TIME NET TIME (MINUTES) Izzz=. •• ' 111111111 II•III�iI CL GC H F' • SWM IIIIIIIII 30 ////.CH IIIIIII� • SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 A�..J.J 16. ....1 . .......:. SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:13 — 6' — 2 2:43 30 0' 6' 3 2:43 — 6' — 4 3:13 30 0' 6' 5 3:13 — 6' — 6 3:43 30 0' 6' 19 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG. Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: In 13, IUS GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES [ DEPTH ____ (feet) ORGANICSTH 41 PTS 560 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 •'" SOIL CLASSIFICATIONS CLOCK TIME UUW1 •. 111111111ML 9/7/05 1 II�111!II CL /_i NNH • 0 SW IIIIIIIIIMH 2:40 30 CH tlIIIII; • Sc,,,..,.. — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 CE -7953 :-blala SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:10 — 6. — 2 2:40 30 0. 6. 3 2:40 — 6- 4 3:10 30 1 0. 6. 5 3:10 — 6- — 6 3:40 30 0. 6- 19 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEC. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: to/ 31 < GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _. HERITAGE HILLS SUBDIVISION /1: TRACT C&D (i PERFORMED FOR: PROFESSIONAL TECHNICAL SERIVCES W DEPTH ____ (feet) ORGANICS TH 42 PTS 555 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL DATE I •I 111111111 9/19/2005 11.11141 — NNH • SW IIIIIIIII M !�# - 538' }li1�11; 4.�� • Sc — SM/ML DEPTH TO GROUNDWATER DATE DRY 9/1/2005 DRY 9/19/2005 2:06 — 6' — SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:06 — 6' — 2 2:36 30 538' 5/8- 3 2:36 — 6' — 4 3:06 30 1 5 3/8- 5/8- 8'5 5 3:06 — 6' — 6 3:36 30 538' 58' 19 PERCOLATION RATE 48 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: PERFORMED BY GEC, Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMEP IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 105 r GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS d GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1: TRACT C&D (PF PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICE DATI DEPTH EPT _--= ORGANICS TH 43 PTS 554 LOAM SOIL CLASSIFICATIONS 2— . o . GW ORG 3 rte- GP ML GM CL a GC OL °° • e SW MH 5 '• • � � SP CH SC OH 6 7 8 9 10-41il11111 SM/ML 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 — — 6• — 2 — 2 0• 6' 3 — — 6' — a — 2 0' 6• 5 — — 6' — 6 — 2 0• 6' 19 J I PERCOLATION RATE 0<1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) —�ILJII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • THE INSITU SILTY SAND SOILS WILL ACT AS A SAND FILTER. RECOMMEND A 0.8 APPLICATION PERFORMED BY GEG. Ltd. 1. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS P RFORMEO IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: r r^ GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DA DEPTH ____ (feet t) ORGANICS ITH#44 PTS 550 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 LOAM SOIL• CLOCK TIME GW •- - LLWIllML 11:111!11GM%//%CIL — /.% NHH • 2 IIIIIIIIIMH SID CH llllilli .OH 2:32 — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/7/05 1 2:02 — 6- _ 2 2:32 30 3. 3. 3 2:32 — 6- — 4 3:02 30 1 3 1/4- 2 3/4- 5 3:02 — 6- — 6 3:32 30 3 1/4- 2 3/4- PERCOLATION RATE •10.9 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: - RECOMMEND A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DF DEPTH ____ (fet et) ORGANICS TH 45 PTS 548 4 E 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• CLOCK TIME GW • - III111111 9/6/05 1 II�III!ilGM%//%CL — /.�GCHHN • IIIIIIII 3:35 SIPSWM 0. llllilliCH 'IN" • ,,,... sc — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 ;• 16, 91 .. . .. ................ f y arness,- � . CE -7953: o SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/6/05 1 3:05 — 6' — 2 3:35 30 0. 6' 3 3:35 — 6' — 4 4:05 30 1 1 1/2- 4 1/2- 5 4:05 — 6' — 6 4:35 30 1 1/2- 4 1/2- 19 PERCOLATION RATE 06.7 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERRFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 0!?) / f o GARNESS ENGINEERING GROUP, Ltd. o CONSULTANTS & GENERAL CONTRACTORS »i E nioo. w•o, w°c w • •.uoroa., � •awe •nae (w7w7-6179 • .a: w -.txa • .AL2 .............................. SOIL LOG ----PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 1; TRACT C&0 PROPOSED LOT 46 9 f ey rness; CE -7953 C PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES GATE: 9 1 2005 a I d DEPTH e l�i°4� (feet) ORGANICS TH#46/PTS#546 OQO essI LOAM SOIL CLASSIFICATIONS 2 j,o, GW---- ORG 3 r a . •. GP ---- ML GM CL 4 GC OL °. •°• : SW MH 5 '• •'• SP CH SM % off SEE ATTACHED 6 SC SITE PLAN 7 GROUNDWATER DATE 8 DRY 9/1/2005 DRY 9/19/2005 O 9 10 SM/ML 11 DATE READING CLOCK NET TIME WATER LEVEL NET DROP 12 13 14 15 Is- 17 - 617 B.O.fI. 18 1 9 PERCOLATION RATE 06 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20L A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I• JEFFREY A. GARNESS• CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I JK TIME (MINUTES) READING (INCHES) 9/6 OS 1 3:00 - 6" - 2 3:30 30 0' 6" 3 3:30 - 6" - 4 4:00 30 1" 5" 5 4:00 - 6" - 6 4:30 30 1" 5" GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS LEGAL DESCRIPTION:HERITAGE HILLS SUBDIVISION /1; TRACT ChD (PR PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATI DEPTH ____ (fe1 et) ORGANICS TH#47/PTS#545 7 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 OAM SOILCLASSIFICATIONS DATE DRY •• DRY 9/19/2005 1:48 — 6• — 2 G C NHH • 0• SW MH VY5i17Sp — CH — 4 • 30 SC 6• SM/ML DEPTH TO GROUNDWATER DATE DRY 9/1/2005 DRY 9/19/2005 1:48 — 6• — SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 1:48 — 6• — 2 2:18 30 0• 6• 3 2:18 — 6• — 4 2:48 30 1 0• 6• 5 2:48 — 6• — 6 3:18 30 0• 6• 19I I PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) �j�_JII TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: • RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEC, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEF FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL CUIOEUNES IN EFFECT ON THIS DATE: k) /:.?I lOS- f GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS Tw 0040. WE m • .woauaL ". Y 7 • Nv[: (WI)m7-4179 • N; b -wo • .ON[: ,vn...y.... SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1; TRACT C&O (PR PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATI DEPTH ____ (fee1 t) ORGANICS ITH#48 PTS 544 2 3 4 5 6 7 e 9 10 11 12 13 14 15 16 17 18 LOAM SOILCLASSIFICATIONS CLOCK TIME 1GW ORG GP ML tM CL /.�FPTTI • SW MH Q�.00.00 yy�SP CH 11��7f[�iSMSC YN� • 2:22 — SM/ML DATE #::..F.T r.T. ]:�..... :� SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/8/05 1 1:52 — 6' — 2 2:22 30 5- 1' 3 2:22 — 6- — 4 2:52 30 5 1/2- 1/2' 5 2:52 — 6' — 6 3:22 30 5 1/2- 1/2" 19 PERCOLATION RATE 060 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: MAY REOUIRE USING AN ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 101 R) GARNESS ENGINEERING GROUP, Ltd. /�`.' 1'�I CONSULTANTS & GENERAL CONTRACTORS 4 �• 1 ;y ......... .. .... ............ 11 L ftW. Wn 101 • M 9 7 • /1qN[: PO) )-.IN • Z 0 - N • women ,sn�rp.rrgyw SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITACE HILLS SUBDIVISION N: TRACT C&0 PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS TH 49 PTS 543 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• DATE DRY I •� DRY 9/19/2005 11.111!11 CL 6' • HHN 2 3:20 - %////. �III�IIl; 4.d� • SC — SM/ML DEPTH TO GROUNDWATER DATE DRY 9/1/2005 DRY 9/19/2005 2:50 — 6' — SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/6/05 1 2:50 — 6' — 2 3:20 30 0' 6- 3 3:20 — 6' — 4 3:50 30 1 0' 6' 5 3:50 — 6' — 6 4:20 30 0' 6- 19 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: lo w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES D/ DEPTH ____ (fee1 t) ORGANICS TH 50 PTS 540 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAM SOIL• DATE DRY 9/1/2005 DRY 9/19/2005 2:51 - 6- - MIM GM 30 CIL 3/4" 3 NHII •SP Ism•�GIR — 4 3:51 30 1 5 1/4- 3/4 C 3:51 — Y�� •sc 6 4:21 30 5 1/4' SM/ML DEPTH TO GROUNDWATER DATE DRY 9/1/2005 DRY 9/19/2005 2:51 - 6- - ....... .. ... .... ..... ... ... . .. J Cness: E-7 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9605 1 2:51 - 6- - 2 3:21 30 5 1/4- 3/4" 3 3:21 — 6' — 4 3:51 30 1 5 1/4- 3/4 5 3:51 — 6- — 6 4:21 30 5 1/4' 3/4" t9 PERCOLATION RATE 40 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: PERFORMED BY GEC. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: IC) Iii k< 0 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1: TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS ITH#51 /—FT—q—#-53-8- 1 •• CLOCK TIME NET TIME (MINUTES) I •- NET DROP (INCHES) II1111111 11:111!11 %//%CL /.% HHN • 2 5:15 ' %////.CH �IIIIII� �.d� • SC — SM/ML DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 ;�?` I .rysylll SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/13/05 1 4:45 — 6• — 2 5:15 30 4' 2- 3 5:15 — 6' _ 4 5:45 30 1 5' 1' 5 5:45 — 6- 6 6:15 30 5' 1' t9� PERCOLATION RATE 030 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: BENNY MAUS COMMENTS: ' RECOMMEND USING A 0.45 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 10Ia1 �(< r GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS d GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION fl; TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES W DEPTH ____ (feet) ORGANICS H 52 PTS 530 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE DRY 8/31/2005 1 •. ' 2:01 111111111 11141 — MM, R* 30 NHH • MY 3 111111111 — 6. — 111111 3:01 4.6� • 0• 6. DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 2:01 — 6' — SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 2:01 — 6' — 2 2:31 30 0. 6. 3 2:31 — 6. — 4 3:01 30 0• 6. 5 3:01 — 6. — 6 3:31 30 0. 6• 19� PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES Cl NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEC. Ltd. I. JEFFREY A. CARNESS. CERTIFY THAT THIS WAS PRF RMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 101-6) l f GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT ChD ( PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES D) DEPTH ____ (feet) ORGANICS H 53 1 z 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 liouillu DATE DRY 8/31/2005 DRY 9/19/2005 1:50 — � — 2 IIIIIIIII 30 11:11191 6' 3 %//% — 3%/_2 — 4 HNH • 1 0' 6' 5 111111111 — RARW — 6 3:20 30 1l111111i 6' V", •�iii�" DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 1:50 — 6' — OF _...I..rr..a. 7......... SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:50 — 6' — 2 2:20 30 0' 6' 3 2:20 — 6' — 4 2:50 30 1 0' 6' 5 2:50 — 6' — 6 3:20 30 0' 6' 19 PERCOLATION RATE •5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PF�RFORME IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 10131 I(l� ■ e x GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS A GENERAL CONTRACTORS MI R01A WIE 101 • ANO.WI L M. W ? • EO) 7iln • !.w q w •ROHR pwwg.Y: SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1: TRACT Cho (PROPOSED LOT 5 PERFORMED FOR: PROFESSIONAL TECHNICAL SERNCES DATE: 8/31/2005 DEPTH (feet) sans ORGANICSITH#54PTS 520 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING p °LOAM WATER LEVEL READING SOILCLASSIFICATIONS 9/2/05 1 1:44 — 6. — 2 2:14 30 4 1/4- 1 3/4- 3 i •. 6. !GP111111111ML 4 2:44 30 1 4 1/4- 1 3/4- ! 2:44 — 11111!11 �//moi — 6 3:14 30 4 1/4- 1 3/4" ! ! IIIIIIIIIMCLLHHH ! t ! Iltlill� 4'.6� • ! I ��s�tSC 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/2/05 1 1:44 — 6. — 2 2:14 30 4 1/4- 1 3/4- 3 2:14 — 6. — 4 2:44 30 1 4 1/4- 1 3/4- 5 2:44 — 6- — 6 3:14 30 4 1/4- 1 3/4" 19 PERCOLATION RATE 17.1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL PERFORMED BY CEC. Ltd. I. JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFO ME9 IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 101 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES I DEPTH ____ (felt) eaaa ORGANICS TH 55 PTS 517 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3•111I�j1�.�']ffi•L11ff•II� DATE DRY 8/31/2005 016, I •' 2:10 - 6' IIIIIIIII IIII�II 2:40 30 �//�i 3/40 3 2:40 - 6' - 4 3:10 IIIIIIIII 5 1/4- 3/4* 5 3:10 - Itlill; - 6 �rM. • 30 5 1/4- 3/4* DEPTH TO GROUNDWATER DATE DRY 8/31/2005 016, 9/19/2005 2:10 - 6' - SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:10 - 6' - 2 2:40 30 5 1/4" 3/40 3 2:40 - 6' - 4 3:10 30 5 1/4- 3/4* 5 3:10 - 6' - 6 3:40 30 5 1/4- 3/4* 19 PERCOLATION RATE 40 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' MAY BE INFLUENCED BY WATER RUNNING INTO BENCH PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: In ka GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1: TRACT C&D ( PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES D/ DEPTH ____ (feet) ORGANICS TH 56 PTS 516 DEPTH TO GATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 �iffi SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) 1t • - • 1 2:09 - 11191 - 2 ;0* 30 5 5/8- 3/8- MY 3 Joe - ow - 4 111111 30 5 5/8- sm 5 DEPTH TO GATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 �iffi SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:09 - 6• - 2 2:39 30 5 5/8- 3/8- 3 2:39 - 6• - 4 3:09 30 5 5/8- .3/8'- 8-5 5 3:09 - 6• - 6 3:39 30 5 5/8- 8- 3/8- 9/13/05 9 13 05 1 4:05 - 6• - 2 4:35 30 0• 6- 3 4:35 - 6• - 4 1 5:05 30 0•1 6- 5 5:05 - 6• 1 _ 6 5:35 30 0•1 6- 19 PERCOLATION RATE 80/5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: • MAY REOUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE�RFgRM�ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I(�_►3�_ (Q�__ m GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS a •'�O ro, c noa 401o, surz Wt • wuaacL M. rro.e (W?W7-u79 • 1w ar -uw • wsnc p..r.,.�w.yw.n ... • • . ... ..... ............ SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH ____ (feet) ORGANICS TH 57 PTS 512 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 6• " 2 111111111 0- 111191 3 WWI% 6" MM 4 mmm 0• • MMY - - 111111111 - 6 - 4 0- 6- Iillli� 4.6� • DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 6• - 2 - 4 SEE ATTACHED SITE PLAN DATE READING CLOCK NET TIME TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 - - 6• - 2 - 4 0- 6- 3 - - 6" - 4 - 4 0• 6" 5 - - 6- - 6 - 4 0- 6- 19- I PERCOLATION RATE •<1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) II II TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ❑ YES ®NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' INSITU SILTY SAND SOILS WILL ACT AS SAND FILTER. RECOMMEND A 0.8 APPLICATION RATE. PERFORMED BY GEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS )O. ROOD. surt 101 • .WoowL. M. •Y!O• !•.0t: (N,)337-4.14 • M.: LO -w2 •AYR ,s.Yy.wY SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: _ HERITAGE HILLS SUBOMSION /1: TRACT C&D (PR PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATI DEPTH (fe1 et) ORGANICS TH 58 PTS 50 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 :.er. . pro SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) 1 •� aw 1 111111111 — 1111!11 — %//% 2:36 r0o 5 3/4- NNE 0w.111111111 2:36 — 6- k vqWp00.0 3:06 1111 li 5 3/4' Y/V�. • 5 3:06 DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 :.er. . pro SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:06 — 6' — 2 2:36 30 5 3/4- 1/4" 3 2:36 — 6- — 4 3:06 30 5 3/4' 1/4- 5 3:06 — 6' — 6 3:36 30 5 3/4- 1/4- 4- 9 13 05 9/13/05 1 3:57 — 6' — 2 4:27 30 5 1/2- 1/2* 3 4:27 — 6' 44:57 30 5 1/2" 1/2' 5 4:57 — 6- — 6 5:27 30 5 1/2' 1 2' 19 PERCOLATION RATE 0120/60 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' MAY REQUIRE ADVANCED WASTEWATER TREATMENT SYSTEM PERFORMED BY CEG. Ltd. I. JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1(031 lK i♦ GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS t GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERMCES DEPTH (feet) ORGANICS TH 59 PTS 507 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE DRY 8/31/2005 1 •• • — 111111111 — 111!11 2:34 MOO, 0• r , 3 HHN — • M.W.111111111 4 3:04 30 0• wvZZ0, 5 3:04 — 111111! — � VoM 1 N 0• DEPTH TO GROUNDWATER DATE DRY 8/31/2005 DRY 9/19/2005 2:04 — 6• — �:• 4 I ••: v / ................... c f y ness,- - E-7953 k SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:04 — 6• — 2 2:34 30 0• 6- 3 2:34 — 6• — 4 3:04 30 0• 6• 5 3:04 — 6• — 6 3:34 30 0• 6• 19 PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB CALL COMMENTS: ' RECOMMEND USING 0.6 APPLICATION RATE PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS FERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D (I PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES W DEPTH ____ (feel) amaa TH 60 PTS 504 1 ORGANICS 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 'I•]I�•7>��If�NIDIINI.� DATE DRY 8/30/2005 I •• ' - 111111111 - 111141 2:32 MOO 5 1/2- MM 3 NNH - • - 4 IIIIIIIII 30 1 5 1/2- k 5 %//% - �tI11s; - �.�� • 30 5 1/2- DEPTH TO GROUNDWATER DATE DRY 8/30/2005 013' 9/19/2005 2:02 - 6• - SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:02 - 6• - 2 2:32 30 5 1/2- 1/2' 3 2:32 - 6• - 4 3:02 30 1 5 1/2- 1/2' 5 3:02 - 6• - 6 3:32 30 5 1/2- 1/2' 19 I I PERCOLATION RATE 060 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) —L—JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ONO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: ' " K WLUDOM •Y WATER *UW" NM •ENCN. NAY REOUM ADVANCED WASTEWATER TREATMENT MrD, PERFORMED BY CEG. Ltd. I, JEFFREY A. GARNESS. CERTIFY THAT THIS WAS PE FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: loIN GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 6 GENERAL CONTRACTORS 4 M1 L 11W0, WTE 101 • AVC. W - K. • ? • RO,K. b) )-•1)i • FA W -Mo • W SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: HLHOAUL HILL> WIJU1ygiUN F 1; 11{N1.1 �mu PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DEPTH (feet) TH 61 PTS 501 1 ORGANICS 2 3 4 5 6 7 8 9 10 11 12 11 14 1° tf 1. 1! DATE LOT ..4 ..... a......... 1-7953 A. �6erfless.� • • • .t SEE ATTACHED SITE PLAN DATE READING CLOCK TIME 1 II1111111 •� r 9/1/05 1 11191 MIMI 6' /.� RUN • ! IIIIIIIII 6' kRw %//% - !11111; �.�� • 3:00 30 0. DATE LOT ..4 ..... a......... 1-7953 A. �6erfless.� • • • .t SEE ATTACHED SITE PLAN DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 9/1/05 1 2:00 - 6' - 2 2:30 30 0• 6' 3 2:30 - 6' - 4 3:00 30 0. 6' 5 3:00 - 6. - 6 3:30 30 0' 6' 19 I I PERCOLATION RATE 05 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) —{I�—JII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ® YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: CALEB GALL COMMENTS: 0 RECOMMEND USING A 0.6 APPLICATION RATE PERFORMED BY CEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Io< rAQ m to m a to to to w e m of to � o, rn to o. a a to C C C C C C C W C C C C N C C c c C C N C C C A p A N A tl A N A p A N A p f� A tlT A pT A N A NT T A pT A N A N A pT A p A N T A p N pT A pT ice' q is h h N N N h N N N h 2 N Flj N con N N N N h N N N N rn N LL LL a LL I LL LL LL I LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL M m M w N O N ti CD CD r t0 r t0 N m Q r N V n V tp C] CI w w w 00 N O N h 00 r N h N h di w W r h M IV N M �f r M r N tt N M r N r N N M N r N M N r N O1 M 10 O O r 0 CD r r N r t0 N W t` W M N{ -:1 r r n 00 t`1 DD Oi t0 t� DO N N 00 n V r p 00 Of M O a tD tCl O 1h N 7 tt N V M M N p a{ N M N V M R M N J t0 M N M h O h O O rp N R N O r O r W N r NM 0 '•f O aD O N V h M O h t0 N O CO In O^ O1 of OI M h O N it N N Ot r M t0 N M C N NCD O 0 O O 01 A n N A b t0 h O W N N N N N N r r r N N r r r r r r N N 10 r b CO V in O ON R N er O N w V N O t0 O t0 A N S CD Or n A 6 co 01 m� h A (6O DD a;00 � A CN„ LO LO in N in in In in lO iO In in iO In N In In in In in 1n in iO O O M O h O O �- M r N N N f, N r M M n r 0 0 N O M N M V to N h In N to N N to N In 7 N In N In N N tD to h N w 1O r� LO N tD to N N N M et N l0 h oD to O r N M R N O n O 0) N N N w v w a: & & �- r r r r r r r r r N of(r (Y it K f. w (r lr [Y m m m m m m m m m m m m m m m m m m m m m m m ra SOIL LOG LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/30/i LABORATORY TESTS Z W -- 0 BR 1 PTS 500 N •• • ' 111111111 z Z d C55 N KWA RHO • J 111111111 i 0 %//% 00 yy Kw W • 0 m mu an 0 COMMENTS: F4 1 7.6 :;ANICS AM SEE ATTACHED SITE PLAN • • •• • ' 111111111 II.111!11 MOM KWA RHO • Umm 111111111 4>y+ • %//% ;iltlill: 9' A • .,.,,�.. DEPTH TO DATE GROUNDWATER DRY 8/30/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS r^ one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907)34459 3 Anchorage, AK 99518 Laboratory Testing /Construdb'onMonitoring terrafinna@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #1 SAMPLE NO/ DEPTH Pts 500 4'•5' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D42V C136 no rm r neo nm rim %GRAVEL: 26.4 %SAND: 44.7 % SILT/CLAY: 28.9 USC: SM FC: F4 .02 mm: F 20.3 ASTM D1557(uncorrected) cf ASTM D4718(corrected) cf " riiiil' NATURAL M.C. % , 11111■■��11 , nuu■��li ' 11111■��II m� I OE U111�■��11 u","now ML LV �t� M nuu■��u 11111■■mmil E mm rim rim 111111■mm11 11111m■mm11 iii 11111■■mmII " 11111■■mmil 11111s■m�11 11111110m�ll n■u■mmn nuu■�m1 Ilu1u■MI�II PARTICLE SIZE ANALYSIS ASTM D42V C136 no rm r neo nm rim %GRAVEL: 26.4 %SAND: 44.7 % SILT/CLAY: 28.9 USC: SM FC: F4 .02 mm: F 20.3 ASTM D1557(uncorrected) cf ASTM D4718(corrected) cf OPTIMUM M.C.% (corrected) NATURAL M.C. % 7.6 COBBLES GRAVEL I $ANO SILT or CLAY Coarse I Fina I Cm. I Medium I Fine 150.0 145.0 140.0 135.0 130.0 MOISTURE -DENSITY RELATIONSHIP ASTM D/557 0.0 2.0 4.0 +vca. mpmee roman "" seen Part r W;; r SL 6.0 8.0 10.0 12.0 r ( TOTAL I* SIZE .1 SIZE OnSIEVE I PASSING I SPEC 3/8' 7/4- 94 s 0 ill mm 111111111111E, 0 c MM mm m� I OE mm mm ML LV �t� M E mm rim rim tt�t� iii 0.0 2.0 4.0 +vca. mpmee roman "" seen Part r W;; r SL 6.0 8.0 10.0 12.0 r ( TOTAL I* SIZE .1 SIZE OnSIEVE I PASSING I SPEC 3/8' 7/4- 94 s 0 ill 0.' AC,9S�p GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS �ro� c IIMD. ¢ �o� • r•ua�rx. r. wz� • wao aor �-sim • ..: Yo -YN SOIL LOG ... .................. e A. G rnessr F4 I 7.1 (''I COMMENTS: SEE ATTACHED SITE PLAN LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1: TRACT C&D Om PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/30/2005 KOM LABORATORY TESTS = 4 111111111 RAM • %//% �lltlill� 4,6,E • BR 2 PTS 503 v \ 5Z J _ Ln W O m O 00 3U reW oo w a sem( U1 F4 I 7.1 (''I COMMENTS: SEE ATTACHED SITE PLAN DEPTH TO GROUNDWATER DATE Fam JIM•' DRY Om 111111111 11.11191 �//Zi KOM RUN • 111111111 RAM • %//% �lltlill� 4,6,E • DEPTH TO GROUNDWATER DATE DRY 8/30/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS f one: (907) 344-5934 801 East 82nd Avenue. #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing/ Construction Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: HuffmantSirch Su6'd PROJECT NO.: 1264-05 SAMPLE LOCATION: EIR #2 SAMPLE NO/ DEPTH Pts 503 4'S' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. %GRAVEL: 22.7 %SAND: 34.0 % SILT/CLAY: 43.3 USC: SM FC: F4 .02 mm: 33.5 ASTM D1557 uncorrected Per ASTM D4718 (corrected) Pet OPTIMUM M.C.% (corrected) NATURAL M.C. % 7.1 UMOLM2411AMME "' IIID I111��■��II11��■��11111■■��11111�■�� IIIII�■ nlll■■��11111■■��11111■■��IIIII�■�� ' nnn■� uu■��nuu■n�uuu■n�uuu■�� muu■� uu■n�uuu■��uun■��uuu■�� " nlll�■��IIIIO■��IIIII■■��11111■■��11111�■�� nuu■��uuu■t■ttt■nlnu■n�unu■t■tt�nun■�� iiiiiliii�iiiiiiii�riiiiiiit� uuu■ntl�nuu■t■�u■1 nuu■n�nnu■n� mom X11111 ■■ 111m sonI� 1�■ �� 11111 ■■�� II111O■M�11111t■��11111�■��1 ��11111■■�� nuu■n�muu■��uuu■n�nlu uuu■�� nu mmm III" ■n�nuu■��mu■ nu1m■mN1Im uun■n�luuu■n�uun■n�uun■n uuu■nom unn■mmII1111N muu■n�uuu■n ulou■n� " mut■��IIIIn■��11111■■��Ilu�■■��unu■�� . nuu■n�uuu■n�nua■n�mnu■n�uun■nom nlll �■�� 1u11�■� �11111�■��11111�■��n111 ■ ■�� ul un■n�uun■n�nun■n�muu■n� IN SIIZE IN MILLIMETERS 0.1 0.01 0 W. MOISTURE -DENSITY RELATIONSHIP ASTM 131557 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE SIEVE TOTAL% SIZE(mm)SIZE (N.) PASSING SPEC 152.4 1 6' 860 1 2 4 6? mma 10m MEENIone w =in 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE SIEVE TOTAL% SIZE(mm)SIZE (N.) PASSING SPEC 152.4 1 6' 860 1 2 4 6? GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG LEGAL DESCRIPTION: HERITAGE PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2c LABORATORY TESTS =� W BR 3 PTS 506 N rZ D _ W Z a 3� i ii v~i'^ 0 0 0 � w d 0 m I,, mu 00 0 --- � F4 1 16.6 COMMENTS: SEE ATTACHED SITE PLAN DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS i ii DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue,tlA-9 TERRA FIRMA TESTING TelephFax: (907)3445993 Anchorage, AK 99518 Laboratory Testing lConstruction Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: SR 03 SAMPLE N0/ DEPTH Pts 607 4'-5' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D4221 0138 911) rm w1) w0 9101) M) %GRAVEL: 23.6 %SAND: 27.7 % SILT/CLAY: 48.6 USC: SM FC: F4 .02 mm: 45.3 ASTM D1557(uncorrected) " 11111 III d OPTIMUM M.C.% ect (corred) 111110■ nuu■N NATURAL M.C. % 16.6 nnu■��11 uuu■M�ul nuu■��m n■u■m�ll u■u■m�ni , . , nuu■��m nuu■��rl uuu■��ni u■u■mmill ltilloommui u1110mm nnn■m�m nlllm■mm111 nlllm■m�111 n1115mm PARTICLE SIZE ANALYSIS ASTM D4221 0138 911) rm w1) w0 9101) M) %GRAVEL: 23.6 %SAND: 27.7 % SILT/CLAY: 48.6 USC: SM FC: F4 .02 mm: 45.3 ASTM D1557(uncorrected) pcf ASTM D4718 corrected d OPTIMUM M.C.% ect (corred) NATURAL M.C. % 16.6 .7 COBBLES GRAVEL Coarse I Fine I SAND SILT or CLAY I Cis. I Medium I Fine MOISTURE -DENSITY RELATIONSHIP ASTM D1557 150.0 145.0 140.0 135.0 130.0 0.0 2.0 4.0 6.0 6.0 10.0 12.0 mne repW risen new teen WrrW breCo WW Wn"elbderda,u ..WM "Wed. No W1er warmNs SIEVE ANALYSI SIEVE I SIEVE I TOTAL% 2 W 4 fLi9 T TOTAL % 1 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/31/7 LABORATORY TESTS Z W v BR 4 PTS 510 N Ln v DRY U n~v • uuuui 4 a K%/_* OW • = J 2 0 NN 0 00 W W q (� m 3U 00 O VI COMMENTS: offal SEE ATTACHED SITE PLAN DEPTH TO GROUNDWATER DATE DRY 8/31/2005 •12.5' • uuuui 1:1141 MM, K%/_* HNH • RUM 111111111 ////, iIl11i14: 4.6, • DEPTH TO GROUNDWATER DATE DRY 8/31/2005 •12.5' 9/19/2005 I I I 1 1 181 1 I SOILS LOGGED BY: JODY MAUS • MAY BE INFLUENCED BY WATER RUNNING INTO BENCH one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax.(907)344.59 3 Anchorage, AK 99518 Laboratory Testing/Construction Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR 94 SAMPLE NO/ DEPTH Pts 510 4'•5' DESCRIPTION: SII sand w1gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. %GRAVEL: 20.2 %SAND: 50.8 % SILT/CLAY: 29.0 USC: SM FC: F4 .02 mm: 18.6 ASTM D1557(uncorrected) pcf ASTM D4718 (corrected) pcf OPTIMUM M.0 % (corrected) NATURAL M.C. % 8.8 WEEM MEM ��" ON MMEI Mmm ON OEM MEN MM—00 SIEVE 1 SIEVE I TOTAL% 1rz• T87 1%4• 060 HYDROMETER RESULT ELAPSED IAMETE TOTAL % TIME (mm1 PASSING 1 2 4 "' 1 IF7��1111�■■��IIII��■��11111�■��IIIII■■�� ' VIII 111111■111■■��IIIII■■��IIIII■■��IIIII■■�� VIII■■��IIIII■■��11111■■��11111■■�� ' ' 11111■■� 11111■��1111 11�■��11111■■��IIIII■■��11111■■�� ■��11111■■��IIIII■■��11111■■�� " nlll� 11111■��IIIII■■��11111■■��11111■■��IIIII■■�� ■� X11■ 1■ ■��11111�■��IIIII■■ � �tlll l■■ � � „ rill) nuu■�1>•nuu■�� �■� �IIII I■ ■�IIIII■■�� III IIS ■ ��11111■■ � � m■�I>•mw■�I>•nuu■�� ' nlll■■��11111■■���11�■��nlll�■��nlll■■�� Inll■■��11111■■��IIIII���11111�■��11111■■�� ' ' liiiiiiii�iiiiiiii�iiiii■■�i�iiriiii��riiiiiii� uuu■��nun■��uun■��inl , ' IIIII�■��IIIII■■�Il•n111■■��I(rli WW n■�1>•nuu■�� X11111■■�� nuu■�1>•wu■■�I�unn■�1>•uuma■■�1>• ' ulll�■��11111■■��IIIII■■��11111s■ nlll■■�� ' uuu■��uuu■�1>•mw■��nnism 11111■■��11111■■��n111�■��IIIII�■��nlll■■�� uuu■�� nnn■�I>•nuu■��uuu■�I�nnn■�1>•uuu■�I>• WEEM MEM ��" ON MMEI Mmm ON OEM MEN MM—00 SIEVE 1 SIEVE I TOTAL% 1rz• T87 1%4• 060 HYDROMETER RESULT ELAPSED IAMETE TOTAL % TIME (mm1 PASSING 1 2 4 rA GARNESS ENGINEERING GROUP, Ltd CONSULTANTS GENERAL CONTRACTORS Ml w . sure fol • ANDOVO. M. nae (W7)M7-4179 • t. W -Wu • •rns�rt: w�•w»� SOIL LOG LEGAL DESCRIPTION: HERItAL;L HILLS SUtlUMWum 11; 1R 4 �" PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/31/200 LABORATORY TESTS Z .. v K-%/.% iOZZ lm BR 5 PTS 513 o W {� W 6 •i.. �•. z NyTJ� � 7 W F 0. W m 3U cc O VI COMMENTS. F4 110.4 1.IJNfflek A. SEE ATTACHED SITE PLAN DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS • 111 11.11141 K-%/.% iOZZ lm •III%�iltllll; 6 •i.. �•. DEPTH TO DATE GROUNDWATER DRY 8/31/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907)344-59 3 Anchorage, AK 99518 Laboratory Testing/Construc0'on Monitoring terrafinna@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/BirchSub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR # 5 SAMPLE NO/ DEPTH Pts 513 4'-5' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 100.0 90.0 80.0 70.0 > 80.0 m� rc 50.0 LL K 40.0 30.0 20.0 10.0 0.0 1 PARTICLE SIZE ANALYSIS ASTM D4221 C136 %GRAVEL: 22.0 %SAND: 32.0 % SILTICLAY: 46.0 USC: SM FC: F4 .02 mm:F 36.5 ASTM D1557 uncorrected ct ASTM D4718 corrected cf OPTIMUM M.C.% (corrected) 2 NATURAL M.C. % 10.4 COBBLES GRAVEL Coarse Fine SAND SILT or CLAY Cm. I Medium I Fin::de 150.0 145.0 140.0 135.0 130.0 0.0 MOISTURE -DENSITY RELATIONSHIP ASTM D1557 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE ANALYSIS SIEVE I SIEVE I TOTAL% TOTAL % 6.3 1/4' 4.75 # 4 2 010 0.85 020 0.425 #40 0.25 960 0.15 0100 0.075 2200 n HYD ELAPSE TIME 0 0.5 1 2 4 8 15 30 60 TOTAL % r` GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS MI W% 101 • •NDQM 14 M[. M'A • WT)M?-Gln • N: 90 -3tN • .[lLIL: ,.�wq�.wir Sol LOG LEGAL DESCRIPTION: HERITAGE HILLS SUSUIVISION 11; INAUI cxu PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/31/2003 LANoRA�oRY �Esrs Wn BR 6 PTS 521 °.:.I-_3' .-r..1.17......:.". SEE ATTACHED SITE PLAN I. SOIL CLASSIFICATIONS Ef GW 757=7 ORG 1 ■ENE■t■ MENNEN mommomm GC OL NOMEMEM SINIIIIIIIIIMH sp CH I �Illillsmq'.6� • 010011MIMMIN I .:.:.�sc °.:.I-_3' .-r..1.17......:.". SEE ATTACHED SITE PLAN I. SOIL CLASSIFICATIONS Ef GW 757=7 ORG GP ML GM CIL MENNEN GC OL SINIIIIIIIIIMH sp CH I �Illillsmq'.6� • I .:.:.�sc NONE I :. COMMENTS: GROUNDWA ERI DATE 18 SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, uA-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing /Construction Monitoring terrafirma@aiaska.com r CLIENT: r NAME: r NO.: LOCATION: NO/ DEPTH sand w/ BY: DP ED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D4221 C135 rT ern em no rip 61w Roe %GRAVEL: 21.8 %SAND: 44.1 % SILT/CLAY: 34.1 USC: SM FC: F4 .02 mm: 18.8 ASTM D1557(uncorrected) pef ASTM D4718 (corrected) Pd OPTIMUM M.C.% (mnecled) NATURAL M.C. % 7.5 l■ lu■ me■ NINEms',HN ' ulm■ uuu■ 30.0 mlu■ uuu■ ' , Imu■ tlll��■ , , nuu■ 1111■■ 0.0 luu■■ loo PARTICLE SIZE ANALYSIS ASTM D4221 C135 rT ern em no rip 61w Roe %GRAVEL: 21.8 %SAND: 44.1 % SILT/CLAY: 34.1 USC: SM FC: F4 .02 mm: 18.8 ASTM D1557(uncorrected) pef ASTM D4718 (corrected) Pd OPTIMUM M.C.% (mnecled) NATURAL M.C. % 7.5 D1 COBBLES GRAVEL Coarse Fine SAND SILTorCLAY I Cis. I Medium Fine MOISTURE -DENSITY RELATIONSHIP ASTM D1557 150.0 145.0 140.0 135.0 130.0 0.0 2.0 4.0 6.0 8.0 evrws reporw nears new seen pere m recoanzea n fty eenovae, wen 4 10.0 12.0 W, No serer we Wnmeee. SIEVE I SIEVE I TOTAL% w9raenD 1/2" F8; 1/4" 0 55 1 2 4 8 15 ESULT TOTAL % f^ GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS n11 L TICGM FZNX WTE 101 • MDOVr - M. YYlO) • R 90/ )-61n • tM 90 - M • RlLR •atiYMO/./• SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/31/2005 LABORATORY TESTS Z BR 7 PTS 522 N W t U wr \ Z W 0� Z v y � N In FW- V1 F=- a Q. 3 E 9//Zi oo Z a Hum U F m 4 3U OD Ovi //O �IIIIIII; 9'.68. • DEPTH (feet) nnan RGANICS 2 LOAM 3 4 COMMENTS: F4 I 7.0 5 6 7 8 9 10 SEE ATTACHED SITE PLAN IGROUNDWDEPTH OATERI DATE Film SOILS LOGGED BY: JODY MAUS I •• a 111111111 1131191 9//Zi ZA Hum • IIIIIIIII //O �IIIIIII; 9'.68. • IGROUNDWDEPTH OATERI DATE Film SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing/Construction Monitoring terrafinna@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #7 SAMPLE NO/ DEPTH Pts 522 4'S' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D4221 C136 $10 M YO M /100 f100 %GRAVEL: 15.5 %SAND: 46.5 % SILT/CLAY: 38.0 USC: SM FC: F4 .02 mm: 25.5 ASTM D1557 uncorrected „ , ASTM D4718 (corrected) pcf ' ' 11111■ 1111■■� NATURAL M.C. % , ' Iiliti■■�� nnu■tata• 6" Illl�ti■�� HE 10 ' ' 11111■■�t�l IIID■■titil 100 ""lo■titil milommt 38.1 1.5" milommm In"Insw I 1111lo■m�I 19.05 3/4" nllls■m�I , nlu�■�■tai nlllo■t��l 12" 93 In110MMMl 9.5 3/8" PARTICLE SIZE ANALYSIS ASTM D4221 C136 $10 M YO M /100 f100 %GRAVEL: 15.5 %SAND: 46.5 % SILT/CLAY: 38.0 USC: SM FC: F4 .02 mm: 25.5 ASTM D1557 uncorrected Cf ASTM D4718 (corrected) pcf OPTIMUM M.C.% (corrected) ROOM NATURAL M.C. % 7.0 COBBLES GRAVEL Coarse IFine I SAND SILT or CLAY I Cm. I Medium I Fine 150.0 145.0 140.0 135.0 130.0 MOISTURE -DENSITY RELATIONSHIP ASTM D1557 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE I SIEVE I TOTAL% SIZE (-)I ROOM PASSING SPEC 152.4 6" HE 10 76.2 3" 100 38.1 1.5" 100 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE I SIEVE I TOTAL% SIZE (-)I SIZE (III.) I PASSING SPEC 152.4 6" 76.2 3" 100 38.1 1.5" 100 19.05 3/4" 96 12.7 12" 93 9.5 3/8" 91 6.3 1/4" 88 4.75 94 84 2 #10 77 0.85 #20 73 0.425 #40 66 0.25 960 56 0.15 #100 47 0.075 #200 38.0 n HYDROMETER RESULT ELAPSED DtAMETEF TOTAL % TIME (mm) PASSING 0 0.5 1 0.045833.7 2 0.0333 29.9 4 0.0237 27.5 GARNESS ENGINEERING GROUP, ��� GONSUITANT3 b GENERAL CO . NTRACTORS 1� J' • �a A.......4 -kr ......... 9� L NOM ROAD. •uR IG] • MOgMi. M. M • MMC: YD) i-619— !•L cm?)IY-mo • RSR: p..r.y.w�. 1� N VI SOIL LOG LEGAL DESCRIPTION: %//% HERITAGE HILLS SUBDIVISION /1; TRACT C&0 PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 8/31/2003 LABORATORY TESTS Z �. 0. BR 8 PTS 527 MO.. _ N W Q�Q WH v tz \ U � Z W z Z v 1� N VI 111111111 1M1141 %//% r%/_% a • 0 z }} 00 W Rom• MO.. L� V", • m Kw Mu 00 0 DEPTH� (feet)l { a;;;; RGANICS F4 111.1 COMMENTS: .,kfAe rA. Iorness. SEE ATTACHED SITE PLAN DATE 1 SOILS LOGGED BY: JODY MAUS I •• 111111111 1M1141 %//% r%/_% HHH • 111111111 Rom• MO.. 1111111; V", • �.%�KAl DATE 1 SOILS LOGGED BY: JODY MAUS f 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 TERRA FIRMA TESTING Telephone: (907) 344-5934 Fax: (907) 344-5993 Laboratory Testing lConstruction Monitoring terrafirme@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: HuffmanlBirch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #8 SAMPLE NO/ DEPTH Pts 527 4'-5' DESCRIPTION: Sandy silt with gravel DATE TESTED: 8/3112005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D422/ C136 110 ne un rwe nm .gym %GRAVEL: 15.8 %SAND: 28.4 % SILT/CLAY: 55.8 USC: ML FC: F4 .02 mm:F 40.7 ASTM D1557(uncorrected) �, ASTM D4718 (corrected) pd , ulli■■��■■1 nuu�—■�t NATURAL M.C. % 11.1 nuu■��li nnu■M�n , ' ulu■■��n nuu■��n 'nuu■�■�u Igll■■��II if Iu■■�I�u will nlllm■m�11 n■u■mI 1n11101mmn m110mm 11 1111001 11 1111111■0�11 IIIiI■■�■�11 PARTICLE SIZE ANALYSIS ASTM D422/ C136 110 ne un rwe nm .gym %GRAVEL: 15.8 %SAND: 28.4 % SILT/CLAY: 55.8 USC: ML FC: F4 .02 mm:F 40.7 ASTM D1557(uncorrected) Cm. I Medium I Fine ASTM D4718 (corrected) pd OPTIMUM M.C.% (corrected, NATURAL M.C. % 11.1 COBBLES GRAVEL Coarse I Fine SAND SILT or CLAY Cm. I Medium I Fine 150.0 145.0 140.0 135.0 130.0 0.0 2.0 .v,tef mpM narmn m bo MOISTURE -DENSITY RELATIONSHIP ASTM D1557 4.0 6.0 8.0 10.0 12.0 IT] SIEVE SIEVE TOTAL% SIZE(r ) SIZE(in PASSING SPEC 152.4 1 6' 1/4• 060 1 2 4 .npmserme mlemreUbm w r GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS LECAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 51311: LABORATORY TESTS Z .. F :S BR 9 PTS 531 W COMMENTS: F4 1 12.8 SEE ATTACHED SITE PLAN Fmm�Mmvmz lim • 111111111 rn Z a �//moi V1 �W NNH ms a R4' 0 O z OQ z W G 0 m .tf 2u on O COMMENTS: F4 1 12.8 SEE ATTACHED SITE PLAN DATE Ul;11 SOILS LOGGED BY: JODY MAUS Fmm�Mmvmz lim • 111111111 II�111!II �//moi K%/.� NNH ms illllllll WWI iilllill!V", • IWO DATE Ul;11 SOILS LOGGED BY: JODY MAUS 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 TERRA FIRMA TESTING Telephone: (907) 344-5934 Fax: (907)344-59 3 Laboratory Testing/ConsbueNon Monitoring lerrafirma@alaska.com r CLIENT: Gamess Englr rNAME: Huffman/Birch r NO.: 1264-05 LOCATION: BR #9 NOI DEPTH Pts 531 0(4'-5 BY: EDI %GRAVEL: 9.7 %SAND: 48.2 % SILT/CLAY: 42.1 USC: SM FC: F4 .02 mm: F 22.8 ASTM 131557 uncorrected Cf ASTM D4718 corrected cf OPTIMUM M.C.% (corrected) NATURAL M.C. % 12.8 10.0 12.0 mi. NO oww ww".v o 0.001 SIEVE ANALYSIS SIEVE I SIEVE I TOTAL% PJ Imol HYDROMETER RESULT ELAPSED LAMETE TOTAL% TIME (mm) I PASSING 4 B 15 . _..__ _. _. _ _. .. __ _- __ .�_--�•v--��.-ate. _... _ _.. ..� GARNESS ENGINEERING GROUP,Lt(. CONSULTANTS t GENERAL CONTRACTORS 01 110.0, WX 101 • M1010%fa. M. M 7 • /•4G TWW7-41n � fA (WrAA-MO • ��[: ys•i.�rq•r�� SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/1/2005 LABORATORY TESTS z 111111111 L)-y.�. BR 10 PTS 537 Ia U K~ r%/.% v E4 N \ z a Ln OW f F En N J 0 O 00 }} Kw W %//% U m 3U 00 0 • COMMENTS I=W%l SEE ATTACHED SITE PLAN DEPTH TO DATE GROUNDWATER DRY 9/1/2005 014' 9/19/2005 I I I 1 1 181 1 I SOILS LOGGED BY: JODY MAUS • MAY BE INFLUENCED BY WATER RUNNING INTO BENCH 1 •- " 111111111 101191 %//% r%/.% HUM • 111111111 %ffyy- %//% �1ltlllt� 4.6,E • DEPTH TO DATE GROUNDWATER DRY 9/1/2005 014' 9/19/2005 I I I 1 1 181 1 I SOILS LOGGED BY: JODY MAUS • MAY BE INFLUENCED BY WATER RUNNING INTO BENCH one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907)344-59 3 Anchorage, AK 99518 Laboratory Testing IConstruction Monitoring terraf(nna@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Blrch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #10 SAMPLE NOI DEPTH Pts 537 4'-5' DESCRIPTION: SII sand w/ ravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D4221 C136 n• rm •w •m nm nm %GRAVEL: 18.9 %SAND: 33.0 % SILTICLAY: 48.1 USC: SM FC: F4 .02 mm:F 37.8 ASTM D1557 uncorrected ' ASTM D4718 (corrected) pef OPTIMUM M.C.% (Corrected) 11111U�� NATURAL M.C. % 9.5 100 38.1 , Illlt�■�� 19.05 3/4' 11111���� 12.7 1/2" unn■m� ntln■m� 11111���� 1""Isom " UI11mmm� 111112■m� Inus■m� nunmm� Inluomm UIII���� uunn�� Inumomm 1111�0mmi PARTICLE SIZE ANALYSIS ASTM D4221 C136 n• rm •w •m nm nm %GRAVEL: 18.9 %SAND: 33.0 % SILTICLAY: 48.1 USC: SM FC: F4 .02 mm:F 37.8 ASTM D1557 uncorrected d ASTM D4718 (corrected) pef OPTIMUM M.C.% (Corrected) NATURAL M.C. % 9.5 • • W. - -- -- -- -- -- mm Oro -- --- -- -- 0.0 2.0 4.0 6.0 8.0 10.0 12.0 once. repo n••n M" Dean P.Itemue b nceTl¢s7.. &" •W WaNs. v .. � MW. No W werte N u #60 #100 #200 1 Z 4 RESUL SIEVE ANALYSIS RESUL SIEVE SIZE (m) SIEVE SIZE On I TOTILL% PASSING SPEC 152.4 6" 76.2 3" 100 38.1 1.5" 99 19.05 3/4' 94 12.7 1/2" so #60 #100 #200 1 Z 4 RESUL GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS t GENERAL CONTRACTORS SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/11/2� LABORATORY TESTS Z a IBR# 11 PTS 541 N v 2 a ai i a O O Op �W W U m Q. r. mu On O F4 1 8.4 COMMENTS: SEE ATTACHED SITE PLAN kolwel 111111111 101141 9�0% /.� NNE • Iilllllll %//% �il11111; 8. • DATE SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing/ ConstruotionMonitoring terrafinma@alaska.eom PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #11 SAMPLE NO/ DEPTH Pts 541 4'-5' DESCRIPTION: SII sand w1gravel DATE TESTED: 912/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 100.0 90.0 goo 70b y 600 Soo LL R 400 70.0 20.0 too 0.0 1 PARTICLE SIZE ANALYSIS ASTM 0422/ 0136 %GRAVEL: 23.4 %SAND: 49.1 % SILT/CLAY: 27.5 USC: SM FC: F4 .02 mm: 18.1 ASTM D1557(uncorrected) PCf ASTM D4718 corrected Cf OPTIMUM M.C.% (corrected) 34 NATURAL M.C. °.% 6.4 COBBLES GRAVEL Coarse I Fine SAND SILT or CLAY CM, I Medium I Fine 4.0 6.0 8.0 10.0 SIEVE ANALYSIS SIEVE I SIEVE I TOTAL% 76.2 38.1 1905. i•�EIto= tY-'1•� 4 pqm -v -Wpr•U or opnoe fF#1 0.25 # 60 41 0.15 #100 34 0.075 #200 27.5 It HYDROMETER RESULT ELAPSED VAMETE TOTAL' TIME fn: PASSIN 4 pqm -v -Wpr•U or opnoe fF#1 IN GARNESS ENGINEERING GROUP, Ltd. �� I CONSULTANTS i GENERAL CONTRACTORS ,:,, ••,,,, AI L 11Ap1 •GTO. WTE IOT • mo oftwL M. M90/ •RIO(: •0 )-•T�• • K •0 -�iN •RIM: SOIL LOG ... .. LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION 1; TRACT C&D •.J ff y ess; PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9 1 2005 0� qNA / %73r�CL :cod LABORATORY TESTS Z°pro//si. (%a �•' -� BR 12 PTS 547 4opoaood' W QQ SEE ATTACHED SITE PLAN m NONE 1. SOIL CLASSIFICATIONS 1151 MEMO 0mmmomom 1 ENO mom OMEN I. 11 •. E A; 11: IHNH mommoom I II�III 11ML ///% CL mom mommomm I • mommoom I:SWMH Em I�IIIIIII ■■■■■■■ OMEN :1 _ CH SEE ATTACHED SITE PLAN m SOIL CLASSIFICATIONS ENO mom I. 1 •. E 11: IHNH mom I II�III 11ML ///% CL mom I • I:SWMH I�IIIIIII ■■■■■■■ _ CH �1ltlilf'SM4.6.E • SC (0I COMMENTS: DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS r^ 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING Anchorage, AK 99518 Laboratory Testing/Construction Monitoring PROJECT CLIENT: Gamess Engineering PROJECT NAME: HuffmanlBirch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #12 SAMPLE NO/ DEPTH Pts 547 4'S' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D422/ 0136 •io m ..e ras •rm •gym Telephone: (907) 344-5934 Fax: (907) 344-5993 terrafirma@alaska.com %GRAVEL: 20.9 % SAND: 45.0 % SILT/CLAY: 34.1 USC: SM FC: F4 .02 mm: 21.6 ASTM D1557(uncorrected) cf ASTM D4718 corrected cf OPTIMUM M.C.% (mmaded) t ��1 9.5 3" , I Illnn 1.5' 11 0.15 WHOM=IlO■��= Inllsom�ll 0.075 #200 n Inllomm�ll uulnmmmll HYDI ELAPSE mllnommu TIME EMO M20:1 am ununmmu 1 2 4 8 Illlln■m�ll Hillommmil 30 nlun���u nlllnnl��n r 11111011112211 nllln■m�11 Illlln,EMMll " Wllnnomll n111t���11 Iulln■omll Illllninm�n Iltllnn��ll PARTICLE SIZE ANALYSIS ASTM D422/ 0136 •io m ..e ras •rm •gym Telephone: (907) 344-5934 Fax: (907) 344-5993 terrafirma@alaska.com %GRAVEL: 20.9 % SAND: 45.0 % SILT/CLAY: 34.1 USC: SM FC: F4 .02 mm: 21.6 ASTM D1557(uncorrected) cf ASTM D4718 corrected cf OPTIMUM M.C.% (mmaded) 0.85 NATURAL M.C. % 9.5 COBBLES GRAVEL Coarse I Fine I I SAND SILT or CLAY Cro. I Medium I Fine MOISTURE -DENSITY RELATIONSHIP ASTM D1557 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE ANALYSIS RESUL SIEVE SIEVE TOTAL% SIZE (mm) $12E 6n.1 PASSING SPEC 152.4 6- 76.2 4.75 04 2 #10 =E 0.85 #20 3" 100 38.1 1.5' 98 0.15 #100 0.075 #200 n HYDI ELAPSE TIME EMO M20:1 am 0= 0 1 2 4 8 15 30 r 11111011112211 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE ANALYSIS RESUL SIEVE SIEVE TOTAL% SIZE (mm) $12E 6n.1 PASSING SPEC 152.4 6- 76.2 %I 4.75 04 2 #10 0.85 #20 3" 100 38.1 1.5' 98 %I 4.75 04 2 #10 0.85 #20 0.425 #40 0.25 060 0.15 #100 0.075 #200 n HYDI ELAPSE TIME 0 0.5 1 2 4 8 15 30 %I GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/11/20 LABORATORY TESTS o IBR � W Wv 13 PTS 551 v.. I` 2Z C 1611191 J a 3 ON IIIIIIIII &W = W %//% a daZ (7 '. 4 m 00 mu no O UI F4 1 9.4 COMMENTS: " . • .....eQ: . SEE ATTACHED SITE PLAN DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SOII S LOGGED BY: ___JODY MAUS 111111111 1611191 MOM M. UM IIIIIIIII • %//% �illlill; 4'.4� • '. 4 DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SOII S LOGGED BY: ___JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing/Construction Monitoring teraf7rma@alaska.com PROJECT CLIENT: GamessEngineering PROJECT NAME: HuffmanBirch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: EIR 013 SAMPLE N0/ DEPTH Pts 551 4'-5' DESCRIPTION: Sandy slit DATE TESTED: 9/2/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 100.0 90.0 Soo 70.0 > 600 m rc 50.0 LL R 40.0 300 20.0 10.0 0.0 1 PARTICLE SIZE ANALYSIS ASTM D4221 0136 %GRAVEL: 0.3 % SAND: 48.1 % SILT/CLAY: 51.6 USC: ML FC: F4 .02mm:r 12.1 ASTM DI557(uncorrected) Pcf ASTM D4718 corrected cf OPTIMUM M.C.% (w"ected) 76.2 3' NATURAL M.C. % 9.4 COBBLES GRAVEL SAND SILT or CLAY Coarse Fine Cn. Medium Fine 150.0 145.0 140.0 135.0 130.0 MOISTURE -DENSITY RELATIONSHIP ASTM D1557 0.0 2.0 urv¢at repo Wren Mw Oa, 4.0 6.0 8.0 10.0 12.0 SIEVE ANALYSIS RESL SIEVE SRE (mm) SIEVE 612E (H.) TOTAL% PASSING SPE( 152.4 6' 76.2 3' 38.1 1.5' 100 19.05 314" 100 0mmmol 0 mom on M E111M NIECE M 6.3 1/4' 100 wommmm 0.0 2.0 urv¢at repo Wren Mw Oa, 4.0 6.0 8.0 10.0 12.0 SIEVE ANALYSIS RESL T SIEVE SRE (mm) SIEVE 612E (H.) TOTAL% PASSING SPE( 152.4 6' 76.2 3' 38.1 1.5' 100 19.05 314" 100 12.7 mr 100 9.5 318' 100 6.3 1/4' 100 4.75 84 100 2 #10 100 0.85 #20 99 0.425 #40 98 0.25 #60 97 0.15 #100 91 0.075 0200 51.6 71 HYDROMETER RESULI ELAPSED DIAMETEF TOTAL TIME mm PASW 0 0.5 1 0.0481 26.1 2 0.0355 18.4 4 0.0256 15.0 8 0.0184 11.1 T GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/1/200 LA80RATORY TESTS Z v BR 14 PTS 556 N • Wvr III Z v11 c F- N Z jW • _ W U W m 0 Vq} P X 60 tY W mm W O a� u5 F4 1 10.0 COMMENTS: wramM Pro SEE ATTACHED SITE PLAN •i1131191 K%/.%N • III �Illlllli, • ,,,s,� .. kP4Y*l DEPTH TO DATE GROUNDWATER DRY 9/1/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 ECT CLIENT: ECT NAME: ECT NO.: LE LOCATION: LE NO/ DEPTH RIPTION: TESTED: :D BY: WED BY: 1000 00 o Sol 700 r 601 Z soo a K 40.0 300 200 10.0 0.0 1 TERRA FIRMA TESTING Telephone: (907) 344-5934 Fax: (907)344-59 3 Laboratory Testing/Conshucbon Monitoring terrafirrna@aleska.com %GRAVEL: 19.7 %SAND: 35.8 % SILTICLAY: 44.5 USC: SM FC: F4 .02 mm: 27.6 ASTM D1557(uncorrected) M ASTM D4716 corrected of OPTIMUM M.C.% (corrected) 0.075 0200 NATURAL M.C. % 10.0 PARTICLE SIZE ANALYSIS ASTM D4221 0136 SIEVE SIEVE TOTAL% SIZE (mm)SIZE (b.) PASSING SPEC 152.4 1 6" 71 4.75 X4 2 010 0.85 020 0.425 040 0.25 11160 0.15 0100 0.075 0200 COBBLES I GRAVEL Coarse Fine 1 SAND SILT or CLAY Cm. I Medium I Flee MOISTURE -DENSITY RELATIONSHIP ASTM D1557 0.0 2.0 4.0 6.0 8.0 10.0 12.0 �lrwClf AWneO nxOn MW DIMI WnIXfMU b raoopntW neuaUY �IKWYdi. VY�\ WMrvnN Od04. NOOIMf wYfYMV q TIGl, b3 TOTAL Mtll(llt Colo «tea_ Uzi onDurso s s 0.0 2.0 4.0 6.0 8.0 10.0 12.0 �lrwClf AWneO nxOn MW DIMI WnIXfMU b raoopntW neuaUY �IKWYdi. VY�\ WMrvnN Od04. NOOIMf wYfYMV q TIGl, b3 TOTAL GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS S GENERAL CONTRACTORS ro! L f RWA WE 101 • MCHWVa . w OM7 • h� (W7)M7-Gln • Fw W -32" • WENM •d^�•^v'�^• SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION 11: TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS Z .. v _ o .^: a -- BR 15 PTS 559 tz Li N W W Z F v W N a v y1 1 3 _ Nut z I •' d a 11.11191 z 00 f. K W (L W a�a (7 F m 111111111 �U OO D %//% N 4'.dB. • DEPTH�� (feet) nl { epm20RGANICS F4 1 7.2 1 14'-5 COMMENTS: 1 , 1 1 1 1 ...... lrf7r. j......:. r..J wee. SEE ATTACHED SITE PLAN • • I •' • 111111111 11.11191 V//Zi KOM, BRIM 111111111 W�w• %//% �1111i11� 4'.dB. • GROU DWATERI SATE SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 LabomtoryTesting/Construction Monitoring terrarirma@ataska.com ECT CLIENT: ECT NAME: ECT NO.: LE LOCATION: LE NO/ DEPTH RIPTION: TESTED: :D BY: WED BY: 145.0 140.0 135.0 130.0 %GRAVEL: 17.0 % SAND: 44.2 % SILT/CLAY: 38.8 USC: SM FC: F4 .02mm:F 25.5 ASTM D1557(uncorrected) PCf ASTM D4718 corrected) Pd OPTIMUM M.C.% (corrected) NATURAL M.C. % , , INTI u111�■��IIIII�■��n111 1905. 3/4' 94 12.7 12' 90 nuu■ uu■��nun■��mu 4.75 04 83 2 #10 74 0.85 020 65 , , loon■t■ttt�uutai■�Itt�mm■�It�ulu uuu■��uuu■ 0.001 unu■��nuu■■Z=uuu■��uo1 low■��nw ' ' 11111■��11111�■��ppyyll■■��IIIII " 11111■��IIIIIt■��g111�■��IIII1 IIIII■■��11111�■��IIIIICl��11111 11111■■��IIIII■■��It111�■��IIIII uno■�Iltl■mun■t■tttt■nuu■ um �I " IIIII� nlun■t■tt�mm�■��n ■� �11111�■ ��111� 1 �■ � 1 u■�tt�l%�� , ' n111�■�Ittt■IIIII�■t■tt�u�w■t■II�IIIII n111�■�tttt■11111�■t■tttt■In11�■�II�In11 , , tu11�■��IIn1�■�� tuun■��nnu■��tuun■��nu1 1111■��11111 ' 11111■■��IIIII■■��11111�■��111111 In11�■��11111■■��11111■■��II■11 IIIII�■��11111�■��IIIII�■��IIIIII 145.0 140.0 135.0 130.0 %GRAVEL: 17.0 % SAND: 44.2 % SILT/CLAY: 38.8 USC: SM FC: F4 .02mm:F 25.5 ASTM D1557(uncorrected) PCf ASTM D4718 corrected) Pd OPTIMUM M.C.% (corrected) NATURAL M.C. % 7.2 0.01 SILT or CLAY 0.0 2.0 4.0 6.0 8.0 10.0 12.0 -3 raparled heron nrva eaan p•do b mwWuW noway grM.ra, waw olMrw,w .dad. No oew w .nn a ELAPSED 01AMETE TOTAL X TME (mml PASSING 4 8 15 w SIEVE SIEVE TOTAL% SIZE (mm) SIZE (n.) PASSING SPEC 152.4 6- 76.2 3' 38.1 1.5' 100 1905. 3/4' 94 12.7 12' 90 9.5 3/8' 88 6.3 1/4' 85 4.75 04 83 2 #10 74 0.85 020 65 0.425 040 57 0.25 #60 51 0.15 1 #100 1 46 0.075 1 0200 1 38.8 HYDROMETER RESULT 0.001 ELAPSED 01AMETE TOTAL X TME (mml PASSING 4 8 15 w GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS t GENERAL CONTRACTORS LEGAL DESCRIPTION: PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2 LABORATORY TESTS Z� Q�Q a -� BR 16 PTS 562 N tz U K~v H v {/1 u` 7 W S 3J, a a .i 0 un r } vI r v`1 R'O O R' W W F4 1 7.1 COMMENTS: "OF ••GO f1G53,• 7953 :i SEE ATTACHED SITE PLAN DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/2/2005 - 111111111 11:11191 %//% KYZA HHH • IIIIIIIII - %//% 411101; 4'.68. • '•%%'moi DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/2/2005 SOILS LOGGED BY: JODY MAUS 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 TERRA FIRMA TESTING Telephone: (907) 344-5934 Fax: (907)344-59 3 Laboratory Testing/ Construction Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #16 SAMPLE NO/ DEPTH Pts 562 4'•5' DESCRIPTION: Silty sand w/ gravel DATE TESTED: 9/6/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 100.0 90.0 900 70.0 90.0 50.0 LL +� 400 30.0 20.0 10.0 0.0 1 PARTICLE SIZE ANALYSIS ASTM D42V C136 %GRAVEL: 17.2 %SAND: 33.1 % SILT/CLAY: 49.7 USC: SM FC: F4 .02 mm: F 37.9 ASTM D1557(uncorrected) Pcf ASTM D4718 (corrected) pef OPTIMUM M.C.% (correcree) Medium Fine NATURAL M.C. % 7.1 COBBLES I GRAVEL i I SAND SILT or CLAY Coarse Fine CIS. Medium Fine MOISTURE -DENSITY RELATIONSHIP ASTM D1557 EMEEm", 0.0 2.0 4.0 6.0 8.0 10.0 12.0 1INC1{MOMIG MIM MW EIM DMIOTMJ IO IIfaOM1SM MAIN ","Mr�1a �"Y"."ulw...�.w.n Yn..�w..�..--..� SIEVE SIEVE TOTAL% SIZE (mm) SIZE On.l PASSING SPEC 152.4 1 6" 11 9.5 3/8' 6.3 114' 4.75 #4 2 #1C 0.85 "2C 0.425 #40 0.25 #6( 0.15 "101 0.075 "201 RESULT TOTAL' 46.9 42.8 39.1 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS& GENERAL CONTRACTORS 01 AWA 6 101 • M4414L. AIL 9N01 • b 1-6119 • 1AL (W)SX-32N ' 9'♦aS11L: 9- —V SOIL LOG LEGAL DESCRIPTION: HLHIIAGL HILLS SUtlUMblUN •1: 1"A l t&u PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS Z �. L) -� BR 17 PTS 576 N _ 00 U W v En Z z v \ � H V1 Ln _ LJ �'f- }v} F yl W d aR' 0 O 00 y W d U m iU 00 0 VI F4 1 6.6 COMMENTS: ,gym ..../.!.{14 .... SEE ATTACHED SITE PLAN DEPTH TO GROUNDWATER DATE DRY •i DRY 9/19/2005 al •11 • DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS I III 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 one: (907) 344-5934 TERRA FIRMA TESTING TetephFax: (907)344.5993 Laboratory Testing/COnstruction Monitoring terrafirmar@ataska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR 917 SAMPLE NO/ DEPTH Pts 576 4'-5' DESCRIPTION: Silty sand. DATE TESTED: 9/6/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 145.0 140.0 135.0 130.0 0.0 2.0 4.0 6.0 8.0 %GRAVEL: 2.9 %SAND: 63.5 % SILT/CLAY: 33.6 USC: SM FC: F4 .02 mm:F 23.4 ASTM D1557(uncorrected) pef ASTM D4718 (Corrected) PCf OPTIMUMM.C.% (corrected) 1/4- NATURAL M.C. % WIN 11 97 IIII1t■��IIIIV■■1111/� #10 ��lltl//■ 1n11u1/q■�_� 111/�■�_�C11//■��1IIII//■ 87 If�l/q■t■tttt■�1�1//■t�lnllll/.■��IIII//■ 940 _ilifins Iql ml/�■��In1/t■��ull/t■�ttt■IIII/t■ /1■� tt�m l//■�tt� nll / Lit■tt�llll/q■ Iql/�■��IIII/�■��nll/�■��Iql/�■ 1111/�■��1111/�■��IIII/�■D�IgI/�■ #100 43 Itll/�■��1111/�■��1111/�■��nll/�■ uun■ntt�mun■nt�lunn■t■ mun■ 1111/t■��IIII/1■��1111//■��1111/t■ nll/t■��IIII/t■��IIII/t■��I min■ntt�nun■ntt�mtn■nl�t nuu■t■tt�tuun■ntt�mu■■��mmD /�■ n 111111111111011111 n11/� �IIII/■� ■��Ilq X1111/� ■��Iql/�■ /�■� X1111/� ■ ��1111/�■ uun■n�min■n�mnn■n�mun■ , nn/1■��uul■■��1111/t■��IIII/t■ m1/�■��I111/�■��1111/�■��I111/�■ MOISTURE -DENSITY ASTM D1557 145.0 140.0 135.0 130.0 0.0 2.0 4.0 6.0 8.0 %GRAVEL: 2.9 %SAND: 63.5 % SILT/CLAY: 33.6 USC: SM FC: F4 .02 mm:F 23.4 ASTM D1557(uncorrected) pef ASTM D4718 (Corrected) PCf OPTIMUMM.C.% (corrected) 1/4- NATURAL M.C. % 6.6 0.01 SILT or CLAY 10.0 12.0 W. No q waft r U 0.001 SIEVE SIEVE TOTAL% SIZE (mm) SIZE (in) PASSING SPEC 152.4 1 6' 12.7 12' 1 99 9.5 318' 1 98 6.3 1/4- 98 4.75 # 4 97 2 #10 93 0.85 #20 87 0.425 940 73 0.25 #60 57 0.15 #100 43 HYDROMETER RESULT ELAPSED DNMETE TOTAL% TIME ("I PASSING 0 8 T-13) kbras -(TO T GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS IronL 1u00N MWO. SUR 101 • Aooga,%.,;L M. "W7 - MOnC (1107)137-41n - Fe 110 7)1311-12411 - lll� SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS sutlumSlUN /1: lfVt l L.&U PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS Z ,, ey A.ness. lo. VIS IBR# 1 B/PTS#E3 N U MY 111111111 U K~ - v �iltlill: VI Z v �n vl ut O= Nz in in ( W a d 3 O 0 11 00 z w W q O .W.. m P= mu 00 0 f/1 Fa 1 4.4 COMMENTS: SEE ATTACHED SITE PLAN • s0 i •- 1 111111111 f *G' ey A.ness. lo. VIS CE/—� 1�3(�' �d'1 s �'/V 13i/tll. �i cpm/ SEE ATTACHED SITE PLAN • • i •- 1 111111111 1111191 MM, r.07001 mmu U MY 111111111 - %////. �iltlill: 4.6� • DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Tasting/ Construction Monitoring terrafinna@alaska.com --CT CLIENT: ECT NAME: -CT NO.: LE LOCATION: LE NO/ DEPTH RIPTION: TESTED: :D BY: WED BY: %GRAVEL: 19.4 % SAND: 56.3 % SILT/CLAY: 24.3 USC: SM FC: F4 .02 mm: 16.1 ASTM D1557(uncorrected) Pd ASTM D4718 corrected d OPTIMUM M.C.% (oorrected) 2 NATURAL M.C. % 4.4 145.0 140.0 135.0 130.0 0.0 2.0 4.0 V • pedmmad W;; 6.0 ;=by. 8.0 10.0 12.0 SIEVE I SIEVE I TOTAL% rs�a�rr��iari TOTAL % TIME mm PASSING 0 0.5 1 0.0475 22.9 2 0.0340 20.4 4 0.0245 17.9 null �+� 111111■�t1�I1111■■��111111■��11111■■�� , nt111■�U1111■��11111■■��111111■��n1111■�� Iu111■t Int■��111111■��111111■��n■11■�� " nuu■��nuHH■n�uua■n�nuu■n�uun■n� 111111■mm111111■�t�111111■��n111■■��n111■■�� " 11111■ � X11111 ■■�t� 111111■�� 111111■ �tt�n1111■�� 111111■��111111■ 11111■■��111111■��11111■■� , 111111■mml1t111■ Ittl11■t■ttt■utt11■t■ttt■uIII 1■t■ttt■ 11111■��111111■��Nt111■��111111■��u1111■�� ' lu111■mmltnll■mttt■f Imu■�ttt■nuu■nttt■mu�l�ttt■unu■nt�unu■�tt� 111■�ttt■1u111■�I�u1111■�� niiiiii�uiiiiii�inii■■�immillmmmuiiiimnm , , uau■n�nuu■n�uuu■�I�IM� I�nuu■�tt� 11111■��11111■■111■111111■�tl�llnll� Inll1■t■tt� . ' unu■�tl�unu■nt�nun■nt�uuu■n�nnn■�ttt■ nun■�t�ullu■�t�nuu■�ttt■uun■�ttt■nuu■�ttt■ , Ilan■�tt�uuu■�ttt■uu11■�I�nuu■�I�uuu■�111■ 145.0 140.0 135.0 130.0 0.0 2.0 4.0 V • pedmmad W;; 6.0 ;=by. 8.0 10.0 12.0 SIEVE I SIEVE I TOTAL% rs�a�rr��iari TOTAL % TIME mm PASSING 0 0.5 1 0.0475 22.9 2 0.0340 20.4 4 0.0245 17.9 GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS 6 GENERAL CONTRACTORS 7111 L 111102 20Aq 4u1R 101 • APID.M L 20 7-4172 • 7Y: 20 -M" • •(D41E: 4er.. + SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1: TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS = .. N W IBR# 19 PTS E2 OMEN ' lom SOIL CLASSIFICATLgg& MEMO 11. 1� ■ENNEN ■.■■■■. �! I .. MOMMEMIN 2 MmMwm;Mlm i IIIIIIIIIML ���■■�� 11 51 11.111!11 CL GCHHH ■■■■■■■ ■■■■■■■ 71 1 8 SEE ATTACHED SITE PLAN COMMENTS: IGROUNDWA DEPTH TO ERI DATE DRY SOIL CLASSIFICATLgg& ■ENNEN �! I .. 2 i IIIIIIIIIML ���■■�� 11 11.111!11 CL GCHHH • ■■■■■■■ '; 1 I�IIIIIII MH I CH ■■■■■■■ '� e' I msm4'.66•1 I SC COMMENTS: IGROUNDWA DEPTH TO ERI DATE DRY (00�' one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 LaboratoryTesbng/Construction Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess En Ineerin PROJECT NAME: HuffmanBirchSub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: EIR #19 SAMPLE NO/ DEPTH Pts 572 5' -6-) DESCRIPTION: Silty sand wf gravel DATE TESTED: 9/6/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. %GRAVEL: 16.5 %SAND: 39.0 % SILT/CLAY: 44.5 USC: SM FC: F4 .02 mm:F 28.5 ASTM D1557 uncorrected d ASTM D4718 corrected d OPTIMUM M.0 *l 1"cled) mass! NATURAL M.C. % 8.2 „, 150.0 145.0 140.0 135.0 1300 SIEVE SIZE (mm)l SIEVE SIZE (in) I TOTAL% I PASSING SPEC 152.4 6' mal mass! on „, 19.05 3/4" 95 12.7 m- am 1 IIII��■��11111�■ W �11111�■��IIIII�1 6.3 1/4' 86 4.75 04 rira real alt. ' nuu■�un■�11•uu�n��lun■�Il.nuun mlu■� ull�■�Il.uun■�� 68 0.425 040 , , Inun■�nuu 58 nu■■�Il.nnm ■��Ww■��uuu■��nuw 52 0.075 0.001 iniiiii�iiiiii�l�iiu■i " iuiiii�uiiiii , , mn■��uvu■�nWu�i luau■�nmuo 11111■�nllll� ■�nllll��■ Ig11�■��11111�■��11111■■� �IIII��■��IIIII�1 ' 11111■��11111�■�n11111■■�nIM1 1q���■��Ig11�1 �n11111�1 11111■■t■�11111�■tWnn111■■�nW11� n11111�1 , ' W11�■��11111�■��u111�n�11111■ n111�1 nuu■��uuu■��nuu■��mun■ naw W11�■�nllln�■�n11111�■��11111�■� 111111 nun , ' 'u1u■�nmu■■��uun■�Ilaum■ q unu■�nn111�■��11111�■��11111�■��11111�1 ��■�nn111�■��11111■■��11111�n�11111�1 qn1�■��Ig11�■��11111t■�n1g11■■�n11111�1 10 IN S11ZE IN MI LIMETERS 0.1 0.01 150.0 145.0 140.0 135.0 1300 0.0 2.0 4.0 6.0 8.0 10.0 12.0 SIEVE SIZE (mm)l SIEVE SIZE (in) I TOTAL% I PASSING SPEC 152.4 6' mal mass! on FEE 19.05 3/4" 95 12.7 m- am 9.5 3/8' rata 6.3 1/4' 86 4.75 04 rira real alt. on ME 0.85 020 0.0 2.0 4.0 6.0 8.0 10.0 12.0 �ry.P.•...,w�,�...T..,,,...,,.m,yv„w„ww,e.aq,.�w.wa,ry su,neraa.,n.eaa wanna•nww. no ouw wenenryumsas. Sraup wgineenq L poaWa uoon wlDam rtaral. 4 B 15 SIEVE SIZE (mm)l SIEVE SIZE (in) I TOTAL% I PASSING SPEC 152.4 6' 76.2 3' 100 38.1 1.5' 99 19.05 3/4" 95 12.7 m- 92 9.5 3/8' 90 6.3 1/4' 86 4.75 04 84 2 1 910 75 0.85 020 68 0.425 040 63 0.25 0 60 58 0.15 0100 52 0.075 0.001 0200 44.5 HYDROMETER RESULT ELAPSED IAMETEN TOTAL% �ry.P.•...,w�,�...T..,,,...,,.m,yv„w„ww,e.aq,.�w.wa,ry su,neraa.,n.eaa wanna•nww. no ouw wenenryumsas. Sraup wgineenq L poaWa uoon wlDam rtaral. 4 B 15 r GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS fil L ROAD, $u lot • AND.WW . w!. SM7 • n!o![: • FA' (W)SM-32" • Wcom-•'•••--- SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDMSION /1; TRACT Ck0 PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LA130RATORY TESTS Z Ll W v BR # 20 PTS E577731 N � NOON■■■ ---___-• DRY 9/2/2005 DRY 9/19/2005 , • _ • •g } f ( . NOON.■■ I�iii�i:f NONE■■■ ■ENEEE■I ■EEEEEEi I . •ML ■ommmmm . NENEEEN i CL SEE ATTACHED SITE PLAN ■mmmmmm i COMMENTS: DEPTH TO GROUNDWATER ---___-• DRY 9/2/2005 DRY 9/19/2005 • _ • •g ■ENEEE■I I . •ML CL NNN • MH SP CH moommmm 1 ��lllill� 4'.�� • 11111111' C!:`! SC ■mmmmmm i COMMENTS: DEPTH TO GROUNDWATER DATE DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: JODY MAUS f 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 TERRA FIRMA TESTING Teleph one: (907) 344-5934 Fax(907)344-5993 Laboratory Testing/ Construcb'on Monitoring terrafirma@alaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO: 1264-05 SAMPLE LOCATION: BR #20 SAMPLE NO/ DEPTH Pts 573 4'.5' DESCRIPTION: Sand silt DATE TESTED: 9'6'05 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. PARTICLE SIZE ANALYSIS ASTM D4221 C136 ern M eao w elm nm %GRAVEL: 6.5 %SAND: 27.4 % SILT/CLAY: 66.1 USC: ML FC: F4 .02mm:F 31.4 ASTM D1557(uncorrected) " ' 11111 d , , ulln■�■� uuu■��n NATURAL M.C. % , , uuu■��u nuu■�■�u nlut■M�n uuu■M�n , , n""moo�n nlu■■��u CEM ' ii■n■.■.0 111■■�■�u ulun■��n m"now u ' nuu■M�u ' "mommll�■�■�n In �II nu��n u111u■�■M�n , , 1■lu■�■�u PARTICLE SIZE ANALYSIS ASTM D4221 C136 ern M eao w elm nm %GRAVEL: 6.5 %SAND: 27.4 % SILT/CLAY: 66.1 USC: ML FC: F4 .02mm:F 31.4 ASTM D1557(uncorrected) pd ASTM D4718 corrected d OPTIMUMM.C.'16 (corrected) NATURAL M.C. % 9.0 COBBLES GRAVEL Coarse Fina SAND SILT or CLAY Cm. I Medium I Fine 150.0 145.0 140.0 135.0 130.0 MOISTURE -DENSITY RELATIONSHIP ASTM D1SS7 psi♦ �� �s■�T �� s■� �� CEM 0.0 2.0 4.0 6.0 8.0 se,wes repmrw Dwan new Dean Vad In rameraiw emus" 5m 111 uwu r 10.0 12.0 Mtw. Na a1Mr wertenN V L SIEVE ANALYSIS SIEVE I SIEVE I TOTAL % ergaeereq 114• 0 1 IH]L4 r GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS >b1 L TUDW PMO. SUR 101 • ML1g11KL. M {SSO) PQK: {0 )�11)-{1){ • tNL ({01)11! -SIN I[151R: pnnrMwY SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBOMSION /1; TRACT ChD PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS z BR 21 PTS 564 N 4 �z \ 1„ z � w Ln z LA N R' Ilillllll OJ in KW w /.i (7 RUN m 4 iU 00 0 illlili! V, DEPTH_ (feet) naaa ORGANICS LOAM 2 3 1111 1 COMMENTS: ZM 5 6 7 8 9 10 11 12 13 14 ..... . ..... . i�� SEE ATTACHED SITE PLAN DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: _ JODY MAUS Ilillllll 11.11191 V//Zi /.i RUN • 111111111 illlili! V, • DEPTH TO DATE GROUNDWATER DRY 9/2/2005 DRY 9/19/2005 SOILS LOGGED BY: _ JODY MAUS tom - 801 East 82nd Avenue, #A-9 Anchorage, AK 99518 f CLIENT: f NAME: f NO.: LOCATION: NO/DEPTH BY: ED BY: r r 1? 100.0 50.0 e0.0 70.0 m 600 LL � 50.0 41 40.0 30.0 70.0 100 0.0 1 one: (907) 344-5934 TERRA FIRMA TESTING TelephFax: (907)344-59 3 Laboratory Testing /ConstructionMonitoring terrafirma@alaskacom %GRAVEL: 17.9 %SAND: 46.0 % SILTICLAY: 36.1 USC: SM -FC: F4 .02 mm: F 23.7 ASTM D1557 uncorrected Cf ASTM D4718 (corrected) pCf OPTIMUM M.C.% (corrected) NATURAL M.C. % 8.6 PARTICLE SIZE ANALYSIS ASTM 04221 C136 910 rm em em Sim r1oD D1 COBBLES GRAVEL Coarse Fine I SAND SILTorCLAY Cre. Medium Fine MOISTURE -DENSITY RELATIONSHIP ASTM 01557 150.0 145.0 140.0 135.0 1300 0.0 2.0 4.0 6.0 8.0 10.0 12.0 wvrea rsoarta0 Mren neva Men oartomrd m nmor w nasal slaw 8. "*3 ueswoa mb0. NO ~ wer "u (SISIEVE SIEVETOTAL" ZE mmIl SIZE fln.1 I PASSING I SPEC 12.7 112' 91 9.5 58 89 6.3 1 114' 1 85 trFb1•ETirlti:)•� m opn TOTAL % GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS i GENERAL CONTRACTORS AI .WD. Ulm 101 • µc"Dft E. M. W •MOL: b) )-61" • up W - N •WEBM Y•"�T••� SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION 11; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTSJE3R22 PTS� 571 N t �� s SEE ATTACHED SITE PLAN OIL CLA3,M001RORE . GW 777=1 ORG 111gi- 1 OMEN MINIMMIN�� IMMIM® ' ' E� � II:111 II ///%CL IMMIMMIN ■MIMMINIM■ 1 MH s SEE ATTACHED SITE PLAN mom==== (�1 COMMENTS: 15 16 17 18 DATE [I7f SOILS LOGGED BY: JODY MAUS OIL CLA3,M001RORE GW 777=1 ORG GP ML � II:111 II ///%CL GCOL MH SIP CH � �il11111; 4.6� • SC mom==== (�1 COMMENTS: 15 16 17 18 DATE [I7f SOILS LOGGED BY: JODY MAUS 100'�— one: (907) 344-5934 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING TelephFax: (907) 344-5993 Anchorage, AK 99518 Laboratory Testing/Construebon Monitoring terrarinnaaalaska.com PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #22 SAMPLE NO/ DEPTH Pts 571 4'•5' DESCRIPTION: Silty sand wl gravel DATE TESTED: 916/2005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 145.0 140.0 135.0 130.0 %GRAVEL: 20.1 %SAND: 59.6 % SILT/CLAY:--2-0.I----1 USC: SM FC: F2 .02mm:r 13.4 ASTM D1557(uncorrected) per ASTM D4718 corrected) PCf OPTIMUM M.C.% (corrected) NATURAL M.C. % 10.0 Hill otwiiillmmmmiiiilmmm11111 nllln■ illlin■m Illn■�nnnllllllnnl��lllll llln■mmIlllln■mmIllll , Illll■■�nn■IIIII�■inn■11111■■�n�11111 , , Wlln■�nn■Illlln■�nn■IIIIII■�nn■IIIII mun■��uuu■ unn■��um �nl null■ Inlll■�nn■IWII■�nn■�nl■�nn■Illll �!• lul l �■ ll l■�11111 Illlll■wnn■Wnn■mm Ill■onn■Illil , , nuu■��Imu■��uw �nn■Inu , mm■�nn■uun■�n�nmii ' nn■luu uuu■��uun■�n�Wun■Sn�uw , , Inu■■�nn■uuu■�nn■nuu■�lauw n'on■�n�unu■�n�nuu■� uw 11 Ill■inn■11111■■�n�inlln■��1 ' qq1 fllnl■�nn■IIIIII■�nn■Inlll■�nn■IIIAL nl lll■ , Wn■■�n�uun■�nn■nuu■�n�u �� II 1111■ inn■ Ill ll n■� �1 11 n n io■mnn■uuu■mn'nllinEm ■u in IN SlIZIE IN WILIMET""S 0.1 MOISTURE-DENS1TY RELATIONSHIP ASTM 01557 145.0 140.0 135.0 130.0 %GRAVEL: 20.1 %SAND: 59.6 % SILT/CLAY:--2-0.I----1 USC: SM FC: F2 .02mm:r 13.4 ASTM D1557(uncorrected) per ASTM D4718 corrected) PCf OPTIMUM M.C.% (corrected) NATURAL M.C. % 10.0 001 SILT or CLAY 0.0 2.0 4.0 6.0 8.0 10.0 12.0 0001 SIEVE SIEVE TOTAL% SIZE(mm) SIZE(In.) PASSING SPEC 152.4 6' w9roewl! s4 TOTAL % i GARNESS ENGINEERING GROUP, Ltd. CONSULTANTS & GENERAL CONTRACTORS n) c vmw—w . WK ioi • wocft. - wax[: a) )-4l» • tµ YO) -YN • .o.rt: pwwq�+.. SOIL LOG LEGAL DESCRIPTION: HERITAGE HILLS SUBDIVISION /1; TRACT C&D PERFORMED FOR: PROFESSIONAL TECHNICAL SERVICES DATE: 9/2/2005 LABORATORY TESTS W _ BR#23/PTS#515 SEE ATTACHED SITE PLAN GW ORG ONE GP IIIIIIIII ■■■■■■■ I 11111!11ISM%//%CIL ME 0 I. i • ���■��� ■ENEM I;//�GCHHN ! I IIIIIIIIIMH MENEM • /////.CH 5 SM OHSC MOMENEM 611 MEMIMMIMIN 7 - SEE ATTACHED SITE PLAN COMMENTS: 15 16 17 18 DATE DRY DRY SOILS LOGGED BY: JODY MAUS GW ORG GP IIIIIIIII ■■■■■■■ I 11111!11ISM%//%CIL i • ���■��� I;//�GCHHN I IIIIIIIIIMH • /////.CH SM OHSC COMMENTS: 15 16 17 18 DATE DRY DRY SOILS LOGGED BY: JODY MAUS 801 East 82nd Avenue, #A-9 TERRA FIRMA TESTING Anchorage, AK 99518 Laboratory Testing/Construction Monitoring PROJECT CLIENT: Gamess Engineering PROJECT NAME: Huffman/Birch Sub'd PROJECT NO.: 1264-05 SAMPLE LOCATION: BR #23 SAMPLE N01 DEPTH Pts 515 4'-5' DESCRIPTION: Silty sand wf qravel DATE TESTED: 9/612005 TESTED BY: DP REVIEWED BY: Ron Caron C.E.T. 150.0 145.0 140.0 135.0 1300 Telephone: (907) 344-5934 Fax: (907) 344-5993 terrafinna@alaska. com %GRAVEL: 28.3 5; SAND: 38.0 % SILTICLAY: 33.7 USC: SM FC: F4 .02 mm: 22.6 ASTM D1557(uncorrected) ct ASTM D4718 (Corrected) c( OPTIMUM M.C.% (corrected) NATURAL M.C. % 7.6 3" 1 100 38.1 1.5" "' I l���lllllq■��11111■■��1111low 12.7 112" 83 9.5 3 8' 11'u qun■�Ill�nuu■��uuONE 75 4.75 44 72 II11�■ IIIII■■mm111 son 0.85 020 In 0.425 #40 mm11OEM 0.25 1160 44 MINES!III�o7■mm11 40 1N1 0.075 , , tlllq■� gllll■��Illllq� mil son �Illllgq MINES! I uu■ nuu■��HIM lllllgl [lisp■��I�I11q■��IOEM Illllq■��nll�q■�� Il���lllllgl 1nu■��u■u■��nwuuw rims! li■u■mmnuu■m�qun■ Ill lgl glllq■mmIlll�q■m�Illln■ oil Illll gllA son �gl�lq■��I ■mm111 llllq■m� I 11o■m�11111 I1111n■mmglll glll■■offglIlq■��Illllq■� ■��111111■��n111�1 Illllgl ■ 11111 1 nlll ■ ■ m m 11111 ■ I I11 t nuiiiimliiiiiii■_i°liiii■i�iiiiiii 150.0 145.0 140.0 135.0 1300 Telephone: (907) 344-5934 Fax: (907) 344-5993 terrafinna@alaska. com %GRAVEL: 28.3 5; SAND: 38.0 % SILTICLAY: 33.7 USC: SM FC: F4 .02 mm: 22.6 ASTM D1557(uncorrected) ct ASTM D4718 (Corrected) c( OPTIMUM M.C.% (corrected) NATURAL M.C. % 7.6 0.01 SILT or CLAY 0.001 HYGROMETER RESULT 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Tia batvq awv,ua nPonW Wren m" Wan PM b racoaruzs0 rMuaW abMarOa. Wast p1WIW,N tided. No ~ wa tr IS 1rooa. 5ruwb wV."nng rlagnbWn ar opa W r•purae. ^\AO proNEe upon wMan repose!. SIEVE sm tmm) SIEVE SIZE Ont TOTAL% PASSING SPEC 152.4 6" 76.2 3" 1 100 38.1 1.5" 93 19.05 314" 88 12.7 112" 83 9.5 3 8' 80 6.3 114" 75 4.75 44 72 2 010 62 0.85 020 55 0.425 #40 49 0.25 1160 44 0.15 0100 40 0.075 1 #200 1 33.7 _ 0.001 HYGROMETER RESULT 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Tia batvq awv,ua nPonW Wren m" Wan PM b racoaruzs0 rMuaW abMarOa. Wast p1WIW,N tided. No ~ wa tr IS 1rooa. 5ruwb wV."nng rlagnbWn ar opa W r•purae. ^\AO proNEe upon wMan repose!.