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Home My WebLink AboutBIRCHWOOD LOOP S12343 Onsite File Birchwood Loop #512343 _ 4, t IVCs GARNESS ENGINEERING GROUP, Ltd AG'"a..,C'Yir CJ�/)1C/li y:'tCa' CIVIL&ENVIRONMENTAL ENGINEERS Dealer November 1, 2017 (REVISED) S4 Group, LLC 124 East 7th Avenue Anchorage, Alaska 99501 Phone: (907) 306-8104 Ref: Well and Septic Reserve Areas for T15N, R1 W, Section 19, Lot 4 (Birchwood Loop Subdivision, Case# S12343) The following is a list of the test hole numbers, total depths, the groundwater levels, the percolation rate, and the minimum square footage for septic reserve areas for the proposed subdivision: Pro- Test Total 5/11/2017 G.W.M. **Depth to Percolation Minimum Septic posed Hole # Depth (unless noted Impermeabl Rate Reserve Area Lot # otherwise) e Soils LOT 1 GEG-TH#1 13' 5' 10' - 120 min./inch ATS only LOT 1 *C.W.-TH#1 16' 6' 7' ***26.7 min./inch 16,000 sq.ft. • LOT 1 GEG-TH#2 12' 3.75' 10' 10.9 min./inch 12,000 sq.ft. LOT 1 *C.W.-TH#2A 15' 12' (11/20/07) 7' >120 min./inch Not suitable LOT 1 *C.W.-TH#2B 14' 6.5' 8' ***34.3 min./inch 16,000 sq.ft. - LOT 2 *C.W.-TH#3 15' 8' 4' _ ***30 min./inch 16,000 sq.ft. LOT 2 GEG-TH#3 12' 2' 6'-7' >120 min./inch Not suitable • LOT 2 GEG-TH#4 13.5' 7.5' N/A 4 min./inch 10,000 sq.ft • LOT 2 *C.W.-TH#4B 14' DRY 13' <1 min./inch 10,000 sq.ft. LOT 2 *C.W.-TH#4C ****N.L. 5.5' ****N.L. ****N.L. ****N.L. LOT 2 *C.W.-TH#4D 14' 10.75' 13' <1 min./inch 10,000 sq.ft. LOT 3 TH#1 (2002) 13' DRY(10/11/00) N/A 20 min./inch 14,000 sq.ft. LOT 3 TH#2 (2002) 14' 12.5'(10/11/00) N/A _• 26 min./inch 16,000 sq.ft. LOT 3 *****D.D.-TH#1 17' 11'(5/10/1992) N/A No Perk N/A LOT 3 *****D.D.-TH#2 17' 14'(5/10/1992) N/A 44 min./inch 16,000 sq.ft LOT 4 *C.W.-TH#4 16' 12' N/A 40 min./inch 16,000 sq.ft. LOT 4 GEG-TH#5 13' 11' N/A 9.2 min/inch 12,000 sq.ft. LOT 5 *C.W.-TH#5 5' 2'(11/20/07) 2' No Perk Not suitable LOT 5 GEG-TH#6 12.5' 3' 7' ▪ 48 min/inch 16,000 sq.ft. LOT 6 *C.W.-TH#6 12' 3'(11/20/07) 4' No Perk Not suitable LOT 6 GEG-TH#7 12.5' 1.5' 10' • 34.3 min/inch 16,000 sq.ft. LOT 6 *C.W.-TH#7 11' No record 6' 21.8 min/inch 14,000 sq.ft. LOT 6 GEG-TH#8 12' 2' _ 7' 20 min./inch 14,000 sq.ft. *C.W. = Christopher Wood, P.E. — See soil logs **To visually rated impermeable soils (soil>120 minutes/inch) ***Re-benched Christopher Wood, P.E. test holes to confirm percolation rates. C.W. initially had >120 minute/inch percolation rates on these holes. It is possible these perk benches were improperly set-up or may have been influenced by heavy precipitation and/or freezing conditions. GEG found suitable percolation rates next to these test holes. In short, soil may vary significantly throughout area. ****N.L. = No Log — Soil log could not be found for this test hole. GWM tube was found by GEG in the general test hole location identified by C.W. and assumed to be C.W.-TH#4C. 3701 East Tudor Road, Suite 101 *Anchorage,Alaska 99507-1259 Phone: (907)337-6179*Fax: (907)338-3246*Website: www.garnessengineering.com Page 2 of 4 """D.D. — David Dayton. P.E. — See soils logs. Locations of the test hole per 2000 David Dayton design and 2002 GEG record drawings GEG = Garness Engineering Group, Ltd. Well and Septic Reserve Site Plan: The owner is proposing to subdivide the eighteen (18) acre tract of land into six (6) lots. Attached is a site plan which shows the proposed lot lines for subdividing the property, as well as the proposed/existing wells on the subject property, and the proposed septic reserve areas. In 2007, Christopher Woods (C.W.). P.E. performed multiple test holes for the owner for the purpose of subdividing the parcel. Mr. Woods provided the owner a copy of the signed soils logs which can no longer be located. The owner has made several attempts to get signed original soils logs from Mr. Woods, but has not been able to reach him. C.W.'s soils logs show the percolation rate, however, they do not show 7-day groundwater monitoring. We have provided a copy of these test holes for informational purposes only. C.W. also provided a sketch drawing (see Exhibit A) of the test hole locations which is attached. In December of 2016, the owner hired Garness Engineering Group, Ltd (GEG) to perform additional test holes on the property for the purpose of subdividing the parcel. Prior to excavating these test holes, S4 Group, Ltd. staked all the new GEG proposed test hole locations and surveyed in all C.W.'s test holes that were shown on his sketch drawing, except for C.W.-TH#5 & C.W.-TH#8. GEG performed eight (8) new test holes and also re-benched three (3) of C.W.'s test holes (C.W.-TH#1, C.W.-TH#2B, & C.W.-TH#3) and performed new percolation tests. In addition to this, GEG performed 7-day groundwater monitoring (gwm) on all new test holes and all C.W. monitoring tubes except for CW-TH#5, CW-TH#6, & CW-TH#7 which could not be found. In addition to these test holes, there are four(4) other test holes on the property. Two (2) test holes were performed by GEG in 2002 and two (2) test holes were performed by David Dayton, P.E. (D.D.) in 2000. These test hole locations are shown on the attached site plan and the locations are based upon a design done by D.D. and a record drawing done by GEG. The following is a brief explanation of the soils and groundwater conditions for each proposed lot: Proposed Lot 1 A total of five (5) test holes have been excavated within the proposed Lot 1 boundary. As can been seen on the attached site plan, there are two (2)test holes within the proposed septic reserve area (GEG-TH#2 and C.W.-TH#1). The percolation rate for the GEG test hole (GEG-TH#2) was 10.9 minutes/inch and the percolation rate for C.W.-TH#1 was 26.7 minutes/inch. We are proposing to use the average percolation rate for these two test holes of 18.8 minutes/inch, which dictates a minimum septic reserve area of 14,000 sq.ft. As can been seen from the topography on the site plan, the average slope within the septic reserve area ranges from 7 to 10 percent, running approximately south to north. A proposed well has been shown on the site plan. Proposed Lot 2 A total of six (5) test holes have been excavated within the proposed lot boundary. As can been seen on the attached site plan, there are four(4) test holes within the proposed septic reserve area or immediately adjacent to it(GEG-TH#3; C.W.- TH#4B; C.W.-TH#4C; and C.W.-TH#4D). The percolation rates for these four test holes ranged from <1 to 4 minutes/inch, which dictates a minimum septic reserve area of 10,000 sq.ft. As can been seen from the topography on the site, the average slope within the septic reserve area ranges from 5 to 7 percent, running approximately south/southeast to north/northwest. A proposed well has been shown on the site plan. Proposed Lot 3 A total of four(4)test holes have been excavated within the proposed lot boundary. As can been seen on the attached site plan, there is one (1)test hole within the proposed septic reserve area, TH#2 (logged by GEG in 2002). The percolation rate for this test hole was 26 minutes/inch, which dictates a minimum septic reserve area of 16,000 sq.ft. As can been seen from the topography on the site plan, the average slope within the septic reserve area ranges from 10 to 15 percent, running approximately southeast to northwest. There is an existing septic tank and drainfield on the property, but it is not approved. The owner of the property does not want to use this septic system and plans on completely abandoning the system. There is an existing private well located on this property that will be used to serve a future residence. 3701 East Tudor Road, Suite 101 *Anchorage,Alaska 99507-1259 Phone: (907)337-6179*Fax: (907)338-3246*Website:www.garnessengineering.com Page 3 of 4 Proposed Lot 4 A total of two (2) test holes have been excavated within the proposed lot boundary. As can been seen on the attached site plan, there are two (2) test holes within the proposed septic reserve area, GEG-TH#5 & C.W.-TH#4. The percolation rate for the GEG test hole was 9.2 minutes/inch and Christopher Wood's percolation rate was 40 minutes/inch. We are proposing to use the average percolation rate for these two test holes of 24.5 minutes/inch, which dictates a minimum septic reserve area of 16,000 sq.ft. As can been seen from the topography on the site plan, the average slope within the septic reserve area ranges from 15 to 20 percent, running approximately southeast to northwest. There is an old Quonset hut type structure on this lot that is proposed (by the owner) to be removed. A proposed well has been shown on the site plan. Proposed Lot 5 A total two (2) test holes have been excavated within the proposed lot boundary. As can been seen on the attached site plan, GEG-TH#6 is within the proposed septic reserve area. The percolation rate for this test hole was 34.3 minutes/inch, which dictates a minimum septic reserve area of 16,000 sq.ft. As can been seen from the topography on the site plan, the average slope within the septic reserve area ranges from 15 to 20 percent, running approximately southeast to northwest. There is an old Quonset hut type structure on this lot that is proposed (by the owner) to be removed. A proposed well has been shown on the site plan. Proposed Lot 6 A total of four(4) test holes have been excavated within the proposed lot boundary. As can been seen on the attached site plan, there are two (2) test holes within the proposed septic reserve area (GEG-TH#8 & C.W.-TH#7). The percolation rate for the GEG test hole was 20 minutes/inch and Christopher Wood's percolation rate was 21.8 minutes/inch. Based upon these percolation rates, the minimum septic reserve area is 14,000 sq.ft. As can been seen from the topography on the site plan, the average slope within the septic reserve area ranges from 10 to 15 percent, running approximately southeast to northwest. A proposed well has been shown on the site plan. Due to high spring groundwater levels, an ERS system will be required for this property. We have requested a septic permit be issued for the property in the area of this proposed lot. With the issuance of a septic permit, this will insure that this lot is developable prior to the completion of the subdivision process. Conclusion for Septic Reserve Areas Based upon the aforementioned conditions, it is reasonable to believe that the proposed lots will support onsite septic systems; however, due to the presence of some impermeable soils (C.W. percolation tests) and shallow groundwater, many (if not all) of the proposed lots will likely require a Cat II (or higher) advanced wastewater treatment system and an ERS system will be required for Lot 6. Water Availability We have performed records research on some of the surrounding properties and have attached the well logs and other well information. The attached is a site plan shows the approximate location of the existing wells on adjacent properties. The following is a summary of our findings regarding these wells: • There is a well located on Birchwood S/D; Lot 3 which serves Grace Brethren Church. Based upon the well log, the well is 124 feet deep, had a static water level at 20 feet, and is cased to 54 feet. Based upon the well log, the well flow production was found to be 5 gpm (300 gph) in April of 1985. • There is a well located on Birchwood S/D; Tract A which serves a private residence. Based upon the 1990 Health Authority Approval (HAA), the well was drilled in 7/1987, is 140 feet deep, had a static water level at 4 feet, and is cased to 33 feet(to bedrock). The well production was found to be 1.6 gpm on 2/10/1990 and the water sample results for Nitrate and Total Coliform Bacteria were found to be satisfactory. • There is a well located on T15N. R1W, Section 19, Lot 24 which serves a private residence. Based upon the 2005 Health Authority Approval (HAA), there is no well log for this well, but the well is 94+ feet deep, had a static water 3701 East Tudor Road. Suite 101 *Anchorage,Alaska 99507-1259 Phone:(907)337-6179*Fax: (907)338-3246*Website:www.garnessengineering.com Page 4 of 4 level at 32 feet, and is cased to 40+ feet. The well production was found to be 1.1 gpm on 2/7/2005 and the water sample results on 12/3/2004 for Nitrate was <0.1 mg/L and 0 colonies/100 mL for Total Coliform Bacteria. • There is a well located on T15N, R1W, Section 19, Lot 23 and serves a private residence. Based upon the 2010 COSA, the well is 111 feet deep, had a static water level at 27.8 feet, and is cased to 82 feet. The well production was found to be 1.5 gpm on 5/8/2010 and the water sample results on 5/3/2010 for Nitrate was ND mg/L and 0 colonies/100 mL for Total Coliform Bacteria. • There is a well located on Thibault S/D, Lot 1, but no well log or information could be found for this well. • There is a well located on Thibault, Lot 2 which serves a private residence. Based upon the 2013 COSA, the well is 102 feet deep. had a static water level at 36 feet, and is cased to 102 feet. The well production was found to be 5.2 gpm on 7/30/2013 and the water sample results on 8/22/2013 for Nitrate was ND mg/L and negative for Total Coliform Bacteria. • There is a well located on T15N, R1W, Section 18, Lot 205-A which serves a private residence. Based upon the 2012 COSA, the well is 75 feet deep. had a static water level at 8 feet, and is cased to 71 feet. The well production was found to be >2.2 gpm on 9/10/2012 and the water sample results on 10/12/2012 for Nitrate was ND mg/L and negative for Total Coliform Bacteria. • There is a well located on T15N, R1W, Section 18, Lot 203 which serves a private residence. Based upon the 2009 COSA, the well is 200 feet deep, had a static water level at 41 feet, and is cased to 86 feet. The well production was found to be 0.97 gpm on 8/11/2009 and the water sample results on 8/12/2009 for Nitrate was ND mg/L and 0 colonies/100 mL for Total Coliform Bacteria. • There is a well located on T15N, R1W, Section 18, Lot 201, but no well log or information could be found for this well. • There is an existing well located on property within this subdivision; however, no information could be found for the well. On August 2, 2017, Wheaton Water Well, Inc. performed a partial video documentation (see attached Inspection Report). On October 10, 2017, Wheaton Water Well, Inc. returned to the property and performed further documentation on the well and also performed a 24 hour well test. Attached is a letter from them stating their findings. In short, the 24 hour well production was 0.99 gpm. Based upon the aforementioned well records, it appears that water availability is reasonable for this subdivision and water quality (in regards to nitrates and bacteria) is good. We are recommending a note be placed on the plat in regards to well production. The following is the recommended note: 1. It should be anticipated that water wells within this subdivision may have low production. Water storage systems may be required to develop an adequate water supply. If needed,we can provide you with a copy of the supporting documentation referenced above. CONCLUSION: Based upon the test holes, records research for water availability, and the well/septic reserve site map, the proposed subdivision appears to meets MOA subdivision standards and appears to be viable in regards to onsite water and wastewater. If you have any questions, please contact us at 337-6179. Sinc rely, . 1 Jeff•. r -r es P., ., M.S. Presid- t 3701 East Tudor Road, Suite 101 *Anchorage,Alaska 99507-1259 Phone: (907)337-6179*Fax: (907)338-3246*Website:www.garnessengineering.com 44c OF A/441 1G .a•... �: V. •• • GARNESS ENGINEERING GROUP, Ltd : ... .. CIVIL&ENVIRONMENTAL ENGINEERS 0. .. J ff A. Garness / 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99307•PHONE(907)337-8179•FAX(907)338-3248•WEBSITE'v onv pvress npnee,Yg corn • •• •••• •••• , • cn SOIL LOG - PERCOLATION TEST • 0 "- - Y • 1, • CE-79 3 .**,- ; LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION ..1 F f-4,.1•-;:*�:. jOp p\- . PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 11 ROFESS\� 84 LICENSE �•1vi„`s.,4* DEPTH -�� ORGANICS #AECC884 (feet) __ TEST HOLE #1 1 �I�::: LOAM (SM) . SOIL CLASSIFICATIONS SITE PLAN 2 da!• GW :� = ORG • s `:::.:: GP ^ ML 3 �',} GM Jjj CL 4 •I SM & ML � / GC I OL X— •• WITH SOME 0000-606 SW 1 MH e •I GRAVEL ;;:;OP;: 5 — I a • • SP �� CH ., 'I SM / / /jOH �Q SC I 6 I G SI P 7 ••• DEPTH TO • GROUNDWATER DATE ��Q' (,,,), o 8 - • DRY 12/6/2016 • GM S M._ 10' 12/13/2016SCALE: I I ' 9 5' 5/11/2017 1"=100' • - 10 • pr CLOCK NET TIME WATER LEVEL NET DROP 11 DATE READING CL OR ML TIME (MINUTES) READING (INCHES) VISUALLY RATED 12/6/2016 1 4:08 6" 12 IMPERMEABLE 2 4:38 30 5-3/4" 1/4" 13 //' 3 4:38 - 6" B.0.11. 4 5:08 30 5-3/4" 1/4" 14 - 5 5:08 - 6" 6 5:38 30 5-3/4" 1/4" 15 "PERCOLATION TEST PREFORMED IN ML LENSE.BASED UPON PERCOLATION RATE, 16 ADVANCED TREATMENT SYSTEM REQUIRED FOR THIS TEST HOLE. 17 , . 18 - PERCOLATION RAIL '120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 3 FT. AND 4 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: U YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: JODY MAUS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I,JEFFREY A.GARNESS, CERTIFY THAT THIS WAS PTRF ` RMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: -f�j /9- 410,\\\\1,1 44 • 41,4(1 --......... ..7'... ... tit, _...4002,44U11 ...20.___,„ GARNESS ENGINEERING GROUP, Ltd • - . i - •• CIVIL&ENVIRONMENTAL ENGINEERS 1.... . /fir • 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907)337-8179•FAX(907)338-3248•WEBSITE-www9em"saervi,ee.Y+g.00m i ♦fn• J- re A.6a Hess ;°w� SOIL LOG - PERCOLATION TEST ♦ ° : r •; 4/ CE 79 �� • LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION �.♦��`�'•.,, 41 1 '..‹.. C PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 ��4t PROFESS\�P ♦♦♦ li%%ass *♦ DEPTH �� ORGANICS #AECC88E4 , ' ---- (feet) _ TEST HOLE #2 1 �I~: :: LOAM (SM) ! t SOIL CLASSIFICATIONS SITE PLAN 2 . ',o-',^ GW i.---: = ORG 3 `:,..�4 GP I ML GM 11 CL 4 4 {/ G C � OL 9oa'0690c SW 11( MH �Q • SC SM ' ,/ �' OH Q GM & ML • �� 6 G P )k 7 DEPTH TO GROUNDWATER DATE ��Q' n 8 SEEPS @ 11' 12/6/2016 8' 12/13/2016 SCALE: 9 3.75' 5/11/2017 1•=100• 10 i� CL OR ML DATE READING CLOCK NET TIME WATER LEVEL NET DROP 11 VISUALLY RATED TIME (MINUTES) READING (INCHES) 12 IMPERMEABLE 12/6/2016 1 4:12 - 6" - B.O.11. 2 4:42 30 3-1/4" 2-3/4" 13 — 3 4:42 - 6" - 4 5:12 30 3-1/4" 2-3/4" 14 5 5:12 - 6" - 6 5:42 30 3-1/4" 2-3/4" 15 16 — 17 — 18 — PERCOLATION RATE 10.9 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 3 FT. AND 4 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: U YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: JODY MAUS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WA�RFf�RMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �-®/3- J iismiiii 4.• I....'' / .. .. •• GARNESS ENGINEERING GROUP, Ltd 4 : .1...!7.4 ..- .. CIVIL&ENVIRONMENTAL ENGINEERS _ . l`0 0 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907)337.8179•FAX(907)33&3748•WE MITE:wxmwM w.gaugnhg corn \/ ••• • / SOIL LOG - PERCOLATION TEST I• J ff ey 6a ess ♦ : CF-79p3 LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION �• �`• � PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 X44 pROFESS\� •4 1 ■p`ik* * DEPTH 1#AECC884 I, (feet) ---::::�� ORGANICS TEST HOLE #3 1 , -- ; :6 LOAM (SM) 1 •"•. SOIL CLASSIFICATIONS SITE PLAN 2 — • • :`.,''. ro. GW : __: ORG 4_ r 3 I �r .. :i+ GP - ML • 4 GM �� CL 4 I GM & ML GC �f OL �� 9 -70a SW MH Q I ?:;.V.°19:: ji)) 5 ■ v6. . ; SP CH �� • SM M OH 6 — • +• k . . .1) SC �� • PG 7-7 DEPTH TO � DATE GROUNDWATER <</ 8 J/ 11' 12/6/2016 4' 12/13/2016 SCALE: 9 % CL OR ML11 2' 5/11/2017 r=100' VISUALLY RATED 10 % IMPERMEABLE DATE READING CLOCK NET TIME WATER LEVEL' NET DROP 11 TIME (MINUTES) READING (INCHES) 12 12/6/2016 1 4:00 - 6" - B.O.H. j 2 4:30 30 6" 0" 13 — ABSORBED ONLY 1/4"- 1/2"DURING PRESOAK PERIOD.BENCH HAD TIGHT SILTY/CLAY 14 — SOILS. PERK HOLE WAS SCARIFIED PRIOR TO ADDING PERK SLEEVE AND GRAVEL. 15 16 — 17 18 — PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2.5 FT. AND 3.5 FT. 20 -- A FOUR HOUR PRESOAK WAS PERFORMED: El YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I,JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P]RFO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �/ 4�/7 ffff �' Pr............. ail'., �. GARNESS ENGINEERING GROUP, Ltd ,r : i 4,.:- . CIVIL&ENVIRONMENTAL ENGINEERS ! 1 V • • .. D. 3701 E.TUDOR ROASUITE 101.ANCHORAGE.AX 99507.RHONE(907)3374179•FAX 1907)3 110363748'WEBSITE, g erpkieeAng.com , SOIL LOG - PERCOLATION TEST 0•�,' e A,-_�. ess LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION . �` - // *' PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 .•� P FESS\CP84� LICENSE 1wi1�""iiik DEPTH #AECC884 (feet) ORGANICS - . TEST HOLE #4 1 111/111 LOAM (SM) SOIL CLASSIFICATIONS SITE PLAN .ate -, :d GW :=:::: ORG 3 '›: _._:.:•:. GP 1 I ~I ML 4 '�; 6 GC OL ..iii: o°a o°o, SW �� MH �e 5 GP-GM •:••" 5p �� CH ''" A a. : t 0 SM / ,,M OH O5 6 �. ➢ SC (• le 7 • '� DEPTH TO :+° GROUNDWATER DATE ��Q' N 8 �^?• _ DRY 12/6/2016 • 10' 12/13/2016 SCALE: • 9 7.5 5/11/2017 1'_log 10 • ■ 11 ' GM & ML DATE READING CLOCK NET TIME WATER LEVEL NET DROP TIME (MINUTES) READING (INCHES) 12 • 12/6/2016 1 11:48 - 6" - • 2 11:58 10 3-1/2" 2-1/2" • 13 3 11:58 - 6" - • B.O.fI. 4 12:08 10 3-1/2" 2-1/2" 14 5 12:08 - 6" - 6 12:18 10 3-1/2" 2-1/2" 15 7 12:18 - 6" - 16 8 12:28 10 3-1/2" 2-1/2" 9 12:28 - 6" - 17 10 12:38 10 3-1/2" 2-1/2" 11 12:38 - 6" 18 12 12:48 10 3-1/2" 2-1/2" 19 PERCOLATION RATE 4 (MIN./INCH) PERC. HOLE DIA. 6 (INCHLS) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: E YES El NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: JODY MAUS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I,JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PFO MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 - /4 111 JJJ 1 ►■ii ,'44 OF • GARNESS ENGINEERING GROUP, Ltd fl 49 ''' u ::.* •/ CIVIL&ENVIRONMENTAL ENGINEERS - j „�•• 0 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907)3376179•FAX(907)3383n••^ 248•WEBSITE-www 9""r ^n'r�^ mm 9 ^9 • •• } •o i e ey A. ar►e�s SOIL LOG - PERCOLATION TEST •c-% '' CE 795 '•r LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION ♦ ! '•<(. ♦♦� •Fo° •••P� •• PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 �� ROFESS,I444 LICENSE .1►" m** DEPTH — : ORGANICS #AECC884 (feet) - �. TEST HOLE #5 1 SOIL CLASSIFICATIONS SITE PLAN 2 — -:y, Y G W ::::= ::: ORG 3 — s GP I I I ML GM i � CL 4 — ji .:'I o O CH 5 — 1,11IM Gj.k'• SM '� ,,/ OH �O 6 - e . SC GM & ML e0 7 DEPTH TO GROUNDWATER DATE �l�,Q' 8 DRY 12/6/2016 DRY 12/13/2016 SCALE: ' 9 11' 5/11/2017 1•=1o0' 10 — 11 DATE READING CLOCK NET TIME WATER LEVEL NET DROP TIME (MINUTES) READING (INCHES) 12 12/7/2016 1 2:43 - 6" - 2 3:13 30 2-3/4" 3-1/4" 13 3 3:13 6" - B.O.H. — 4 3:43 30 2-3/4" 3-1/4" 14 — 5 3:43 - 6" - 6 4:13 30 2-3/4" 3-1/4" 15 16 17 — 18 PERCOLATION RATE 9.2 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 3 FT. AND 4 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: U YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I,JEFFREY A.GARNESS,CERTIFY THAT THIS WAS PEORrED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 4/ ( ' 7 111 I .,+44 OF a 40.,e \?,......... .....,iii,1� . t• ..A........„..„....„ .-6,\. GARNESS ENGINEERING GROUP LtdI..*...:........... "-* • -- • -- CIVIL&ENVIRONMENTAL ENGINEERS - 0 •,(v 3701 F.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907)337-6179•FAX(907)338-3M 0•WEBSITE:www.ga"ne. .,QIronkg.corn %• •• : j r • SOIL LOG - PERCOLATION TEST 0.�, ffr .79 3 ess':�� LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION •.♦�� .,• ., �:� • PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 444 .e0• 2 •.-44 .t.(3.\,. LICENSE �1li„`iik* DEPTH ---- ORGANICS #AECC884 (feet) �� TEST HOLE #6 1 SOIL CLASSIFICATIONS SITE PLAN 2 ;::V. GW i:::::::::: ORG ` r+ 3 GP j I I ML 4 GM8ML 4', GGCM �� < OL Q°�°o 0, SW Jr)) MH �Q� ':•'••Ift SP CH � 5 GJ r SM �� ,/M OH �O 6 vs SC �` P�' )\ 7 DEPTH TO GROUNDWATER DACE ��P N 8 DRY 12/6/2016 j 8' 12/13/2016 SCALE: 9 CL 3' 5/11/2017 1'=100. VISUALLYLY RATED 10 IMPERMEABLE 11 DATE READING CLOCK NET TIME WATER LEVEL NET DROP TIME (MINUTES) READING (INCHES) 12 12/7/2016 1 2:40 6" 2 3:10 30 5-3/8" 5/8" B.O.I1. 13 — 3 3:10 - 6" - 4 3:40 30 5-3/8" 5/8" 14 5 3:40 - 6" - 6 4:10 30 5-3/8" 5/8" 15 16 17 18 — 19 PERCOLATION RATE 48 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 3 FT. AND 4 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: II. YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I,JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEfFORjvIED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 9. lI �\ ; * °, GARNESS ENGINEERING GROUP, L •tdti- 9 ':..; • CIVIL&ENVIRONMENTAL ENGINEERS , . , .,�' • • 3701 E.TUDOR ROAD,SUITE 101•A'.CNORAGE.AK 99507•PHONE(907)337-6179•FAX(907)33&3246•WEBSITE:AvAvgrnasseegl"eal"9 com ♦ crA arness:: SOIL LOG - PERCOLATION TEST ��6 '•�' C 795 ;= �� LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION �� `�'•.,• �� PERFORMED FOR: RYAN MATHIAS DATE: 12/7/2016 ♦�1 P/�• �� 1P�� LICENSE ,�IIivi„S``o��• DEPTH #AECC884 (feet) ^ ORGANICS TEST HOLE #7 1 —' -- SOIL CLASSIFICATIONS SITE PLAN 2 ''s '_::o:,• GW :,::= ORG 3 � . �i_ GP ML r GM CL 4 GC OL \P� 0 0 0 C SW 1 j MH �Q o � ogo //}I •••• % // 5 GM/SM/ML • •• •• •. SP CH �\ t SM ,' ,/ �i OH �O rat SC 6 PG ik 7 DEPTH TO GROUNDWATER DATE <</4,P N 8 WEEP @ 10' 12/7/2016 6' 12/13/2016 SCALE. I 9 6' 12/14/2016 1"=100 1.5' 5/11/2017 10 CL OR ML DATE READING CLOCK NET TIME WATER LEVEL NET DROP 11 VISUALLY RATED TIME (MINUTES) READING (INCHES) IMPERMEABLE ' 12/7/2016 1 2:35 - 6" - 12 /„ 2 3:05 30 5-1/8" 7/8" B.O.H. 13 — 3 3:05 - 6" - 4 _ 3:35 30 5-1/8" 7/8" 14 — 5 3:35 - 6" - 6 4:05 30 5-1/8" 7/8" 15 — 16 — 17 18 — PERCOLATION RATE 34.3 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 — TEST RUN BETWEEN_ 3.5 FT. AND 4.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: El YES ❑ NO SOILS LOGGED BY: JODY MADS PERCOLATION TEST PERFORMED BY: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG,Ltd. I,JEFFREY A. GARNESS,CERTIFY THAT THIS WAS PE OR D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: * ' 9 /g J GARNESS ENGINEERING GROUP, Ltd • *i� 49 �'* • • CIVIL&ENVIRONMENTAL ENGINEERS 1 00 , 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907(337-0wwwm 179•FAX(907)338-3240•WEBSITE: .psessenpNoe.k �.g_corn �. • , ••, : 9. ♦ (n a e ' • • ess •:�n t1/ SOIL LOG - PERCOLATION TEST • 0 `• CE 795 LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION �•� •• -f''• •PERFORMED FOR: RYAN MATHIAS DATE: 12/7/2016 •*et6'PROFESS\10\4 - . DEPTH #LLECCSE84 ,,IIlisssik10• (feet) ORGANICS TEST HOLE #8 1 —� SOIL CLASSIFICATIONS SITE PLAN 2 d ?': GW :,=:::::::::: ORG 3 — .:': GP ML e CL 4 — / 4GM �IOLGM & ML 0°00°0° °c SW 11�� MH Q ••'•: / ■1.� 1 �..•.\ OF 4*.. • • GARNESS ENGINEERING GROUP, Ltd =• ; 41'. 6 • CIVIL&ENVIRONMENTAL ENGINEERS • � __�_ re 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AN 99507•PHONE(907)337.8179.7A%(907)330-3248•WEBSITE'wxw.gamr<xngi rAn9.cnm . ..��• i• • • • . ♦r J; rey A. a ess : • SOIL LOG - PERCOLATION TEST �� 79 _� ri LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION �..�`N'•.,� 1 g.��: PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 •�,�IPRpFE ;�::.LICENSE �. DEPTH CHRISTOPHER WOODS, #AECC884 I,��• (feet) ��- ORGANICS 1 TEST HOLE #1 P.E.d • •;•.• LOAM (SM) SITE PLAN [''a SOIL CLASSIFICATIONS2GW - ORG ML GM J1 . CL *SM 8 ML I OL 4 — WITH SOME Do°a os, 1 GRAVEL o°a°o° °a SW MH Q •S• • •• SP CH -<<•�(' 5 — r t • SM ,' .'1i OH �O GEG 4... k. 6 — B.O.H. p Sc PG� .,I— DEPTH TO 7 — W GROUNDWATER DATE fie. N —1— 5 8 — _ PER C.W. • - DRY 11/20/2007 ~w PER GEG - - 10' 12/13/2016SCALE: 9 I , Z PER GEG - 6' 5/11/2017 1.=too' D_ 10 0 LL O 0 Et � DATE READING CLOCK NET TIME WATER LEVEL NET DROP 11 — wa TIME (MINUTES) READING (INCHES) 12 — I 12/6/2016 1 4:10 - 6" 1-j 2 4:40 30 4-7/8" 1-1/8" c/)0 13 — Q'Z 3 4:40 - 6" - = LU CO 4 5:10 30 4-7/8" 1-1/8" U 14 — LWLU r 5 5:10 - 6" - 00 6 5:40 30 4-7/8" 1-1/8" Lu 15 0 "CONFIRMATION PERCOLATION TEST ONLY. NOTE:SOIL IMPERMEABLE 16C.W. AT DEPTH OF 7 FEET PER CHRIS WOOD,P.E.TEST HOLE B.O.H. • 17 18 PERCOLATION RATE '26.7 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: • YES ❑ NO SOILS LOGGED BY: "JODY MAUS PERCOLATION TEST PERFORMED BY: JODY MAUS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. C.W.=CHRISTOPHER WOOD,P.E. PERFORMED BY GEG, Ltd. I,JEFFREY A. GARNESS, CERTIFY THAT THIS WASF�FOF�MED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: f/i'f!/q ` .�_.......,,i_ GARNESS ENGINEERING GROUP, Ltd 5 CIVIL&ENVIRONMENTAL ENGINEERS % • 1 0 3701 E.TUDOR ROAD.SUITE 101•ANCHORAGE.AK 99507•PHONE(907)337-8179•FAX(907)338.3248•WEBSITF�www ryvnesvm71Mv8Ing corn . 0V-1 : Je ey �" -ss : SOIL LOG - PERCOLATION TEST ♦ 6-�:, '2 LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION •�• 77953 . jD.*PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 � SS��•.• DEPTH CHRISTOPHER WOODS,P.E. #AECC884 LICENSE 11��, ' (feet) ORGANICS ""--". TEST HOLE #2B 1 . .' . LOAM (SM) �� • SOIL CLASSIFICATIONS SITE PLAN •2 a;�:o-'.'1 G W ORG *SM & ML : ""r;-r..,.e 3 — WITH SOME ,(�jr)& r`- GP ML GRAVEL GM GC ./ / CL OL 4 �T GEG o0 000 o c S VV I)) MH Q B.O.H. i.L•. ., SP / CH \4� 5— Gj H aSC SM / ,,M OH �O R91-12 `Z` s 41 �PG 7— _ i, Lu DEPTH TO DATE LLi GROUNDWATER ��Q' N 8 — wO PER C.W. • SEEP @ 10' 11/20/2007 5 p0 Li_ PER GEG 9.5' 12/13/2016 SCALE: 9 a- PER GEG • -- 6.5' 5/11/2017 1"=100' D_O 10 - W I- =p �= DATE READING CLOCK NET TIME WATER LEVEL NET DROP 11 — I-z TIME (MINUTES) READING (INCHES) 12 — =m 12/6/2016 1 4:05 - 6" - Uw UJ 2 4:35 30 5-1/8" 7/8" 13 — w 3 4:35 6" U 4 5:05 30 5-1/8" 7/8" 14 5 5:05 - 6" C.W. , B.O.H. 6 5:35 30 5-1/8" 7/8" 15 `CONFIRMATION PERCOLATION TEST ONLY. NOTE:CHRIS WOOD P.E. SOIL LOG SHOWED 16 I IMPERMEABLE SOILS ON HIS SOIL LOG BUT DOES NOT SHOW PERCOLATION DEPTH. 17 — 18 — PERCOLATION RATE "34.3 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 — 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: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. C.W.=CHRISTOPHER WOOD,P.E. PERFORMED BY GEG, Ltd. I,JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERTOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: q ' oissusILitmi krl tel\ •c I ��• I 4� , ♦♦ GARNESS ENGINEERING GROUP, Ltd ' ° ' 9 r. CIVIL&ENVIRONMENTAL ENGINEERS • 3701 E.TUDOR ROM.SUITE 101•ANCHORAGE.AK 95507•PHONE(907)3378179•FAX(907)338-3248•WEBSITE:xwx.gamnz fir M9 cnm !• 'Y•••• •• : = SOIL LOG - PERCOLATION TEST ♦♦�,��, ff R:Garrless LEGAL DESCRIPTION: T15N,R1 W,SECTION 19,LOT 4-PROPOSED MATHIAS SUBDIVISION •♦♦.4,4...,, . 13."��:. PERFORMED FOR: RYAN MATHIAS DATE: 12/6/2016 •/a'at.P FE S��Q...4 LICENSE 1 j"`�� DEPTH --; ORGANICS CHRISTOPHER WOODS,P.E. #AECC884 (feet) TEST HOLE #3 1 ;• •;i • LOAM (SM) t • •• • 2 SOIL CLASSIFICATIONS SITE PLAN • ' : ,'.o' GW - : ORG 3 —; *SM ML .,,, GP j ) ML 4— WITH SOME 4j GM J//� CL ;• • GRAVEL GC 1 1 OL \,' oo°�� c SW 1 oi MH Q GEG . 5— B.O H. •• • • SP CH � . :!; t ' SM �i OHO 6— I- .. t., SC G��, v;UJ P 7— =Y DEPTH TO DATE �P 1---c GROUNDWATER w 8 — PER C.W. -SEEP @ 14' 11/20/2007 o CC PER GEG - - 9.5' 12/13/2016 SCALE: Iii 9 — 01.1- PER GEG - 8.0' 5/11/2017 1"=too' O D_ 10 — D'O w I— i o DATE READING CLOCK NET TIME WATER LEVEL NET DROP 11 — Ow TIME (MINUTES) READING (INCHES) C O 12/6/2016 1 4:04 - 6" - 12 — D'w U m 2 4:34 30 5" 1" 13 — w LLIJ 3 4:34 - 6" o c 4 5:04 30 5" 1" 14 UJ O 5 5:04 6" 6 5:34 30 5" 1" 15 C.W. B.O.11. `CONFIRMATION PERCOLATION TEST ONLY.NOTE:CHRIS WOOD P.E.TEST 16 — I I I I 1 HOLE#3 SHOWS IMPERMEABLE SOILS BETWEEN 4 FEET AND 5 FEET. 17 — 18 PERCOLATION RATE '30 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 — - TEST RUN BETWEEN 3.5 FT. AND 4.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: • YES ❑ NO SOILS LOGGED BY: 5JODY MAUS PERCOLATION TEST PERFORMED BY: ERIK WIDGER/J.L.M. COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. C.W.=CHRISTOPHER WOOD,P.E. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEORI4ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 7 9 / ' f. A1 !! !� M�\%!t'! T.�ATf'�TATF:etIrl6v-wr.-•. m'�c o' A/ �N►. ..: v a r = ..:t 1 4:s l E.s t �� LZ % U,," - `'y r`'$#. A. 10421 WW RD, SUITE 201 F GJ` I<t 37 EAGLE RIVER, AK. 99577T1~ �J�al .tet'. (907) 694-5195 FAX (907) 694-7')(17 /• • . .'. .%`,..- -/.%i% • /7 f SOILS LOG — 0• • 6.• '. .. ..L: PERCOLATION TEST 1, /h'.c�tRISCE,o E7. ..... 0 '4',.":0 �� X 4.1 PERFORMED FOR: RYAN MATHIAS DATE PERFORMED {I _ <',._%:?. ' Ikka orESSI0t1�\ +1�' LEGAL DESCRIPTION: T'SN, RIW SEC. 19 LOT ^ TEST HOLE # - — TOWNSHIP RANGE SECTION T 15N R1 W SEC. 19 DEPiH SITE PLAN(Nf)T TO Cf At rl krct.1 I I— -. a i I --l.%' / vs" I.r it , a.,, 1 5" ATTACHED nn nED SKETCH I ._JI ,r. 1L. _ t H r n SIS_-- - III is_ ,..,, ,. I !!, 91 4 S1f ALC ?' r ,� f 'I In'!:'I `' - i -fV1.1-7A--1—ER 1"A nnre—, El TERLEl I ^ 14 i 15 '�I 4• 16 PERC TEST RESULTS Rcr+uiNt.i DATE GROSS TIME NET TIME DEPTH 1'--I TO WATER NET DROP u�7; r «: i.----:.ma _ 18--I • �:4;'� 11 1111111111111111111111111111111111....1 1111111111.1 2. z p—I I------I I. 22 RERCOLA-now RATE= i f, , (mewiNCH! FERC HOLE DIANE-S2=6" TEST RUN BETIAEN ..7 FT ANr1 ¢i 4-7- ____ • 'WhzENTS• `—� S01L ,0•G,Ggg EIXj CHRISTIIPHrp omen ,,. — — - •i:: ;� PiRCOLATION TEST BY: CHRISTOPHE r 11��1`�''�/%�rn� s�i'. CERTIFY R Y;00;; THAT THIS TEST WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON TI-tig DATE DATE: 1n , 1 / EAGLE RIVER ENGINEERING .a�P's ' • • • �,,.�� 10421 VFW RD, SUITE 201 / E Yt+ EAGLE RIVER, AK. 99577 �r * L�C� — / •I, +! (907) 694-5195 FAX: (907) 694-3297 s' ' tit om SOILS LOG - PERCOLATION TEST .`"RISME;o R. W000.4 PERFORMED FOR: RYAN MATHIAS _DATE PERFORMED �I/� ��p �� \r E5s1oN r ♦+ rM��+ LEGAL DESCRIPTION: T15N, R1 W, SEC. 19 LOT 4 TOWNSHIP RANGE SECTION T15N. Rt W, SEC. 19 TEST HOLE # DEPTHSITE PLAN(NOT TO SCALE) (FEET) 0 VVVVV 1 f BRq wN 2 -10eca L- 3 S /M SEE ATTACHED SKETCH 4IMO vJ IJ 5 rt S1'rLK`� 6 s • a L SNAL6 001)510 P Tr inDATE WATER TABLE DATA 11 WATER LEVEL 12 �. • VERY"ac,tir 13 14 15 PERC TEST RESULTS 16 READING DATE GROSS TIME NET TIME DEPTH TO WATER NET DROP 17 18 19 20 21 22 FBRCOLATION RA i(MWNVChI) FERC HOLE DIAMETER " MST F A D FT :OMMENTSL ""r" :(> SOILS I�.Q✓ CHRISTOPHER WOOD PERCOLATION TEST BY:_ CHRISTOPHER WOOD I c.7---/ !//�" " CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: e71l20/j .. AEAGLE RIVER ENGINEERING `-PSE of 1..0 10421 VFW RD, SUITE " 1 EAGLE RIVER, AK. 995771 s,k H N):;•70 • (907) 694-5195 FAX: (907) 694-3297 ,j * // f �� r r SOILS LOG -- PERCOLATION TEST '#`9 ..CHRISTOPHER CHRtS 10 87"0°. ,,, " PERFORMED FOR: RYAN MATHIAS DATE PERFORMED II/2c)/o t1,�ZM ESS10N��♦� LEGAL DESCRIPTION: T15N, R1W, SEC. 19 LOT 4 TOWNSHIP RANGE SECTION T15N, R1W, SEC. 19 TEST HOLE # Sr SITE PLAN(NOT TO SCALE) DErt}1 _ (FEET) 0 1 SILTY l'PSo%L 1, 2 V/ VO 3 e J' J /%'' TAN SMkML SEE ATTACHED SKETCH 4 r - ,• 5_, 1T . f /; 6 Si T' ML /SM 8 r •', wtsMALe• • 9 /A , 10 WATER TABLE DATA DATE WATER LEVEL 11iii 12 C13414 14 Si 15 4 PERC TEST RESULTS 16 READING DATE GROSS TIME NET TIME DEPTH TO WATER NET DROP ,� I 11(7/4.27 //: 0 y L $ ' //6 Z / 17.:v( 3o y'-, 344 '/4 18 3 12.:01, Q 114-'3 IYZi• 19 I _3 L 20 S 12:0 0 `t•-e6 's/L G 1 : o7 10 4`--9 744 3//4 21 22 PERCOLATION RATE*."(VIN/IFERC HOLE Dt41uE = ' .LAST RUN BETWEEN / F•T_AND c FT :OMMENTS• 5.1 vaaryr cep•' , SOIL y") E1 CHRIST PHER WOOD �� IS° PERCOLATION TEST BY: CHRISTOPHER WOOD CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE WITH ALL STATE A D MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 9/20/045 4,...‘.,:r.„:4*4.1!.••••,•;..,qt.. „,, < OFAi k 44. EAGLE RIVER ENG-"17`-,TERP Mr! ',.‹. - V.:1,1:4' 1-1—k-- , ik 104.21 ww an cl./Iry 2r.” LAGLE RIVER, AK. 99577 :71/47J/200.141 " (907) 694-5195 FAX: (907) 694-3297 e 1 .",./417/".e.e., , 1 •.1' ••• 1.o.10.1%4'e i,r V ' ' ' . SOILS LOG - PERCOLATION TESTr•--., .04FlisTorHER R. WOOD: Z'AII f'CI • * 41 .5... . C1-io3B7 • 47.!" 'C.42) • • • . •-,..-Ai 4, if '4 lk PlitrE 13' -*e. ilk• 55191A ..,'••• PETZFORME.ii FOk: IAN,1,4A'MIAS DATE PERFORMED ik 170 I r,:i. 14.,tota,ixs ....._ __________ 1 FnA.I 01:-CrClicu -el e . "..... ...-- . • • ..._,..•...„.,,,...2:,.i.-..f.,_,:,,_,C!...,...t..1 LV I 4 . _ TO94PANC.:..c: S.FCTIC:;...7:FN R;:7 3EC. la If:SI HOLE # 4 :,! LIK Pi./IN /4M -I _ (FEET) 1 _ i I 1 1-40Ji4P A isi'llY 7oP54)7 1... I I I - fr_-,.....,+______....____.._.. - i 1 1 -!I 1 —11 ci l' • % '. • ii -• ' . ---11 i i 1 I 5.11 i' fA,..1!)-i t I 7 r H I - 7-11 t II / i i ----------:::-----------------‘.'"N 1 DI .1 I I WA-TER -A r 1------------------ ----) .„ : q •1 ! DATF-1'-17n7,T7R,---.7i-E77F--i . 1 -1 4 1 1 t___________I_____________„.1 1130 1 -11 1 ----. /2 i /- i l! / 1 I i..s i.„ , .11 1411 ill ! b., :- 11 %Nit .. PERC TEST RESULTS 18 _____ READm wF----lj--7---E GRosR ,r---Tuf.a.rwr .4.' CCM-II TO WA'jar( I. ORt3P I i 7—f a M.:-/ 41 P. C.? 1. -------.-- , - •' "- - 1/.•-'• .. •t., : I // fin a• I :0 I ME= . .0 • 4 "1: 4.:: 184 1 /.,„ E.,,,c,ccx. ,i-.. 2 • ,••••• 1 1 . ' 1 I :i - 4 '..'• I • LtI---1 1 ; • i_ iL__. __ _ ___J_ _•_.•.. ,_:::•.,,:. • 7 i/ ki•iliViv:..;rii FeRCI131.ErlArrEng4=T ( LIINIBEKL_I.iFT Am? I. FT rwatico.rrc-- _ .. .... _.. _ .... . __ ._ • --•----------—• --- .------- - - --- — - JviL. LOGGED 14,0 (1-11;11.,rOPHEWO0()._ ___ PrqCOL.4710:4 1F-cT R'.' rt.tolr•••••••%,,..-,-. ...-. - ,..: •1 ' e.14 ''-''''-e...rIrPTiv 1-4.'''3. 7 '. 7L-51 ri.•:%:-.. ;',/..!-,:t:ORMED H.! A(,.'.1-4-1nD6..NcE %.,. ALL s TA TE AND 4;UNICIFAkt_ uult)ELINES IN EFFECT ON THIS DATC. CAW: ' ?//:•),/,........,„•:: AEAGLE RIVER ENGINEERING ...„ OF. „V ‘44 10421 VFW RD SUITE 201 ;;c.) . ,(.- fj EAGLE RIVER, AK. 99577 0 * r9iTH /., r # (907) 694-5195 FAX: (907) 694-3297 ' ' • ; SOILS LOG - P + %CHRISTow1ER R. .'• f ERCOLATION TEST T J, •. CE-10387 ' �Wt PERFORMED FOR: RYAN MATHIAS DATE PERFORMED 12/d 3/ �+,4%y SSION PL�44IP LEGAL DESCRIPTION: T15N. R1W, SEC. 19 LOT 4 TOWNSHIP RANGE SECTION TI5N, R1W SEC. 19 TEST HOLE # 4,-8 OEP7H — SITE PLAN(NOT TO SCALE) (FEET) 0 13 2vw4k) ToNc 2 •• L 3 13�ow6oJ `j Ni S (A) SEE ATTACHED SKETCH 4 5 6 - . Sw GO 7 J_t> e -, 00. y . a - 10 0 WATER TABLE DATA DATE WATER LEVEL 11 C- 12 U 6 13 Y 14 15 FERC TEST RESULTS Its READING DATE GROSS TIME NET TIME DEPTH TO WATER NET DROP 17 18 rr M i�� N - 20 IIIIIIIIIIII -_-_�� 22 21 -__ S L 1 - LAT)N RAT (^' H) FERC HOLEDAIMIER-s• TEST RUN 131..MN_t-ELAN r )MMENTS SOILS < CI IVlIST ER WOAD PERCOLATION TEST BY:___CHRISTOPHER WOOD CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: L/(2c)/0 ci EAGLE RIVER ENGINEERING =;\ 9•F: s'#. 10421 VFW RD, SUITE 201 Com)•• i ��.- • �+ EAGLE RIVER. AK. 99577 i * �.1 .. +0, (907) 694-5195 FAX: (907) 694-3297 ' ' ' ' ' ' SOILS LOG - PERCOLATION TEST `+,`s *CHRISTOPHER R. W000.., c.� PERFORMED FOR: RYAN MATHIAS DATE PERFORMED Zf(?�?/(�-1_ *r ssIoN ♦+' LEGAL DESCRIPTION: T15NR1 W, SEC. 19 LOT 4 TOWNSHIP RANGE SECTION 115N, R1 W, SEC. 19 TEST HOLE # 4-p SITE PLAN(NOT TO SCALE) DEPTH (FEET) 0 �� 13R04.nrN 1DPsv?` 2 S M w/�,h.AUiL 3 SEE ATTACHED SKETCH 4 5 - 4 6 -�''' S�} W/ ,WaL SMALL Stela vQ a "v a- 0 10 0 , WATER TABLE DATA 11 ,0 u DATE WATER LEVEL 12 V =- 13 14 M Q L'A G L == 15 'ERC TEST RESULTS 16 READIN11 GROSS TIME NET TIME DEPTH TO WATER NET DROP 17 A RiZETNIIIMElriPM11111 16 19 20 21 22. I:IMOlA-DON RATE=< / (MIWNCFO PERC HOLE DIAL ETH-g� _T_E.5RT UN BETYVEFnt S FT ANND k, FT ;OMMENTS: SOIL •GGE• CHf�IST PHER WQQD PERCOLATION TEST BY: CHRISTOPHER WOOD I � ' �� -r-ICER71FY THAT THIS TEST WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDEUNES IN EFFECT ON THIS DATE. DATE: of ,/0�j IJ:•ct vTW RU, SUITE 201 ^ - 7. _ -'C. ".:L_ ,.....CT. :..x577 .. (9:-)7) da .rig F.A.. (907) 604-1297 .�, S('1LS LOG - P RC/LAT! '; ,. Tt-. __ i `. • _. . PFqFOR1.1FD ;-np. n iri�i Tf'l1/tlJ 'e'i `.4 . ,Ah - ._ -- —DATE PERFORMEC i! t "77 •tom q ��ems` ► LEGAL 4ESCRIPT!ON: 1.15N Ply/ ccr +r. g....7.7- —— ...... TOWNSHIP RANGE SECTION 1154. R1W. SEC. 1g c- I DEPTH (FEET) __ _ 5 li: saL�NtN(3T TO SOALI� 1 1 1 1 I if.a r — °-1 is .'s,;' r 0 ... I;r....;Ii....‘ill a : :. i i _.. 1 . ..; ,::..1 -,:—It.•,' '1..u.,r , ./-1.," i r ! I f H:! f 1 40— I 1_ .ii:.C.. ,SELL-0/41A 1 _._.. __ --- ......_... t 1s--1 I ! I ��- FERC TEST RFc a Tc i ` In_L=iiifiiVu DATE 1GF O. 'i1i ETaiEl x�."."r_ • 1 ,r^Tl l ^�.Ell: "� _ _ .. Ia -t 1 -- !I 1 I i--r—�--. i-'--_. - i___ __ a - i--- . �— -• — . _ Ii I ;_�� I_... ! 1 -I- •I-- i { ! , I 1--_-_I._ 1 ._ 1 -I .— • _. .-1 1 — --- _ PERGOLA TON RATE= rArmytron.A — I _ __i r'W.-A C.v.n.r.+r a4iLytF4ki — I A N'1 ._ 'n1.{f.fEA1TC• SOI. 1,47.,13:..::. ; .4 • .r CHrif QPHF-RJ/Qn0 _ L /4' ES. CI•IRISTr?ruF.R wenn THAT THIS 1T:ST WAY P!r-n' r En bNl. uirnlfrlAA` �.`.I„r.. - � , +�••,-,� i.•i .•',C;t;(}FsUAtdC;t WITH .411 �:I'a7C Eur•IE3 IN LI-Hier ON THIS DR 1E, 11Tr ' ___ _,ice . • , ,41 , J If: V.4' _18 • fla EAGLE: -IT"'‘1I4IR ENGIN-PI:P.PING- „...-r..s:" . • " • : -••'Y ri'4", .. .• ., 71.4 A..: .A. V .F.-.1 • ...1.•..,1 .1. F':r.,;' • •• i.: -. .1- 4•- •.:•z,.:-:;- i cik “..14.2 1 "Ft. RD. UI1T 201 :4-a..- iii"....J.i" I ;.;;•..1- : --. 1 r../1:..a.L Colit.i;. Ak. 977 •, " .y .1"/:17.. / (.407) f.:94-51.95 FAY: (907) 69,1--3297 -,. - .. -. -•-• •i. ' ‘--. ' i SOILS LOG — pF (-) i-,-i-. —1 LIT'ON . • _ — . • • I 1 . TEST .. 1 CizE,r- T) 357 Fr •-..F"= ..,.. ..„ '4/0.;.'-' ..r• ••• ^.1:11FMNIED FOR: .. 1 :.:Ail i 1 ,:ilAS DA IF_ rEnrc,RvED_,, : ,H.?- '''4v., '...i'...-,-,.,,,.,t,o, ..,-4-.• ‘IAA:T,--;..-c.''4,-.• ----- I EGAL OrSCIZIPTIAN. rl cht c.,44, e•-••-. • ...- -. . _ ._..,..7,_!....e ..........,_... ...1_ . _ I OWN SHI P RANGE SECTION...MN, R1 V,/ SF-c. n TEST kOLL #4111_ SI TE PI AIJ(NOT To c•--$1. DEPTH ..-. rs (FEET) • - —• ; 1 i 1 : i I I 13 87.e-)...)....,) 17...pc,,..;:e.".r) ' I I I 1-• I t A3 uqt.0A t)I-) i .... 1 • --- ..-•, ••-•••:.:-.,-; .,,,r.i tai I . I 4.i . • i -.• . : I • 1 4 T-A1,-,' cl L A Vi• y I 1 I.: 1 I i I f- 4 I ! I I I • . . — ,.... i i __ _—...f.:. I ——_-___ _..._ _ ! i ‘A"....•‘1-77.-P.T—"*..T.11:E. DATi-7-1 • , t _ ..! - • A L....U.*. .4"/4:::i!!1,:iv.... -......'''..."''."'.7. .-.---..... -... .-'-'.4 • . - -. ..--.•., , . _______. _.• _____ • I RE*C TEST RESULTS / I 17--1 I I mcm 1-111%!(..: !DATE IGADEtiiiiitiF7=1-itur inPD TY 7577-•,: .;.:." TIT:*Z- ...' . ____ ..... . Kti.11.1 "H 1 L ._...... I P h-i- t.'i(' 7r , 1 i 1 1 i — i I i i 1 — -F. --— — • ----- -—...__t_____________I______-_ _ ... • —..I _ ._ I_____________I _._._____I i&—1 1 - - I ---------la-----;--------— ..--._ II .__ .. i I_ 1 ---"T" '— -----------'.. -- .----! I ____,......_ I. 1 . .. 1 .. . 1 — ____ _________i____ —I .i ------ -I--. __ ________ _ .... _ _____. PFRCOI.ATTIM PATF-: mv.,...!.. J.. 7.7._. _j fts..414_WETW_E.EN . FT AND 71- Outart.:Tt. .. — — . . - .. . , AlliiIIIL.._,4- 77 . _ :,-,41-1--:: : : . -. ----. --- — • • — — ...— . • -....— ..— -- . __ SOIL 1...tiGGE.1) al: ul' J.-)Pli En WOOD__ _ PERCOI A TION TEST s /////? / ., i .. WA 3 PEI-6:0:04. ED IN ACCORO ANPF ‘11!TI-I ALL STA TE • "LCFRTIFy "'HA 1- A LIUNICiT;AL G WO h1.1141::S IN P•FrErl- ON 114r.. DATE. DATE. �"...!'-`,.'t � NN 1�' { ( u. � LI.J M. Y L EN G + ry1 r.— ty ^tl c EE ,•iY "ii ^i;�2i i'I W ItL) SUITE 20114. Ar r_.-,' . --71!"-, . tF. EAGLE RIVER, AK. 9950 J `. (907 4--5195 FAX: (907) Fi94-3297 t. .". ( r •..,, %. . i. ...s SOILS LOG — , . . PERCOLATION ~ TEST s zsmriz:: Fi *OM ;y CL-10367 °'r +4 �',� PERFORATED FOR: RYAN MATHIAS • + v; -- . .._ DATE PERFORMED II/20/0?Z. �4-X>A,.t�...**--tea LEGAL DFSCRIP/1OP!: T!5ts1,21.,V, !K.^ 19 ::,- . TOWNSHIP RANGE SECTION T15N, R1W SEC. 19 TEST HOLE # 7 -, DEPTH - — SHE PLAN(NOT TO SCALE) o- 2 -- 3 i SFF ATTACHED =X:1Y1: CAA.,h 1 r `t 1.1 j1''1 :ij a. ./...- Com' b/+r►'h•Q 9 / C L WATER TABLE DATA DATE WATER LEVEL lo n /.// ,z Kyo 142.0 . 1N.-., -,:,---..." 1 14- 15- { PERC TEST RESULTS ti 16 READING DATE GROSSTIME ��..�� DEPTH TO WATER NET DROP+7 Z Wag 72 30 Pm 0 - 6 MM.16 :00 SO -s- $ . t 3 " S.L$�r� 3+.b � 19 aillili LI 20 mriiiire.imi ..... z1 MEM= zz IIIIMMUMINIMIIMUM1111 PERCOLATION RATE tris s. • PERC BOLE DWMETER R V.a 6 _Pfls!aY,FT Anln Ll FT :OMMENTS` 1 SX-9,27 - 2 9 Y: CNRISTOP�{ER WOOD /j� PERCOLATION TEST BY: CHRISTOPHER W000 CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE MTH ALL STATE AND MUNICIPAL GUIDEUNES IN EFFECT ON THIS DATE. DATE: Z_ .• 401:I.ERS'SEAt s • '• o :4 _ . .1*i �� Munlctpattty of Anchorage • le4�••��e•44�44�44 DEPARTMENT OF HEALTH&HUMAN SERVICES • ��i1;1Ne`"r.:. / • . ..: 825`L"Street, Anchorage,Alaska 99502-0650 I�% DovW R. Dayton t 4;' SOILS LOG�— PERCOLATION-FEST �9�s��•••4 Hao• 2205-E:,. . 7 9;•- . i PERFORMED FOR: ,13C.4 ,49 /Y4 J?2, -eT 71-- DATE PERFORMED: IN.kl. LEGAL DESCRIPTION: T 4 r 5^' Township, Range,Section:S,/g Tj,,S-jLl X.,/it.) DEPTH SLOPE SITE PLAN (FEET/ Q$d/C- I 4244/1iJ/G$ N • 2 ,,.f 3 - '? '1 4 - . • g. 5/4-Tri 40AYEG .. 7 - - . 8 .. • 9 - . 10- WAS GROUND WATER _ .. ENCOUNTERED? Yes //° t Y S , • '�sf/0,jlr IF YES,AT WHAT - i :_ .Q 12- • DEPTH ?1 P _ , E /33 Depth MIN Alter � b •Wa . .. W 1K t�L Monitoring? fl0 Dila S// 9Z - 14- �6P Gross Net Depth to Not Reading Date Time Time Water Drop . 15- • • 16- 17 arrc++".CP 1-1t.eer - - 18- 19- 20- PERCOLATION RATE (minutesiinch)PERC HOLE DIAMETER • TEST RUN BETWEEN FT AND FT ` COMMENTS - •LG'ti 004s-7u/et " 6/0,"4,c /4/ /d"/3,/Lch� 4o 5•E. 0/ %/r1. Z nn s‘,.,ya•n Fie v /0 _ PERFORMED BY: .1).F— . 1 , •� , - CERTIFY THAT THIS TEST WAS PERFORMED IN A.'. IUr1UHt w NL. I t HALL b IA It ANL)MUNIUI NAL UU1UtL1NtS IN thW l- I UN !HIS VA IE. VAI t: ��l/C/.• — 72-008(Rev.0851 ' • ir4 INEER'SSEAL)..+ v%� • .._.. .. ..._. . - . . . .•. .y lig • "ter ;'•,, tr„ IS-7 l L •-T.( J:• -4 14 * td, Municipality of Anchorage 0 i. v or DEPARTMENT OF HEALTH E.HUMAN SERVICES , e,—.....•.....4" ' 625'L'Street,Anchorage.Alaska 99502-0650 y ; David R. Dayton 1•t s % NO.2205•E ••.Z.' SOILS LOG — PERCOLATION-TEST e ,��,•• ` sr . . • 4 d,40FL510",�' PERFORMED FOR: £C/M/i /f 0 A �iz/„7_ -37r..„-37r..„r ' DATE PERFORMED: Z LEGAL DESCRIPTION:6;5✓T /or". ¢ Township,Range.Suction: /9j 77.57V, 2/iv L9 — DEPTH SLOPE SITE PLAN (FEET) --TCP Sult.. jt C9.04ita.VC.s 1 1 _ • N 3 -- aV'>r,- 6./7er eiZF 6 - 7 ` Si LT`� CKhtllist. 8 — 9. . :: .. - . - 10- ... . . WAS GROUND WATER;', ii,2.e .. ... • • . .. ENCOUNTERED? / 11 - ....._.• : •._ _..:_._;_ S . . . . .. . . IF YES,AT WHAT • /5` ' • . .• . • ..O . . 12- DEPTH? P E Depth to Watu After' ,•/'o "" '•,,.: -' - 13 1 - Monitoring? . '17~"" Nit e - - — ./e _ L _' / - 14 ��O'�� Reading Date Gross Nit Depth to Net ' Time Time Water Drop IT L . 15. 'it. t„rA-tZ»'L 5."c302 S7/o L /Z 'Z O 7+ iv/L. 30 0 42i. . . 16- /3-'/)1 . O 9 3'� . /3.141 34) e 'Vet. 4 _ • . 1T- • , 18- / Y o 6 • 19- • 201 PERCOLATION RATE (mirwtcs/ineh)PERC ItOLE DIAMETER .4' TEST RUN BETWEEN FT AND FT COMMENTS' //raj. Sr ,,L(,rr '7/2cSDi9,'a-1J 01/C%0.f//l/fir /947/d/L J ) /1757"' • PERFORMED BY: l✓•re -aA) ir I / ' A ...Ea. CERTIFY THAT THIS TEST WAS PERFORMED IN AOOO(OA 40C WITI I ALL ATATC AtID MUI•IOIrAL OUIC LII EJ IIV Errec,T veil Tr•W VATC. DATC. e��.4._ 72-008(Rev.U85) C I I I' 1 I 198A I 197B I 197A I I 2 I /,/ / // B c0 WI L-- --H- H- i_ I / O / 0 H .W1 1- 1 1 yi I N 1/2 OF LOT 202 1 6I / O / i I ce �1\Q�iO I I <I I I I 1 Q� 2 / �7 205-C i I N O w 0‘.4 ��p\ I I g I I '� I I.0 00 /\ I �, it .� o / I I — w I I c I dir) ---- --- 203 $ x_:25 —� / / / I -----If-----4t--- m trI I NI I I I � � g�, / G� / •, U I I I I I S 1/2 OF LOT 202 1 I / /� / ' �� I w 0, p _�{ PROPOSED PROPOSED SEPTIC LI / 1 / �\ 205-A I / I I 0_ W I I I 201 I �►CJ, 1 8 BEDROOM SYSTEM SEE SEPTIC I m `/ // / I u 205-8 1 I 0 -1 CO p Section Comer La • 4 I I DUPLEX PERMIT REQUEST I , / w U 0 Z i erPon.. I 1 ' I I I -•= —/ / L � _L •--J-- 1 ----/ \r --- °i 0 Q Seo 24 1 / �� cTWIT" ISPRUCE CRESTZI—. ��d��`��, �.. • ', L C.W. — I �SE�. , � � z0� Z'7 / TM�r 1 Q CO a w it, tiwt �,/ :: "'!, <, ; � / I Ii� P. xg /,' \ ..4‘ ,Ik.---41P/se,4,4t.,. . ... J ;`� �� '��►� of I 1 0..-1 W o o w 100i NW / 40 I o . STREAM SETBACK / I / Ill �` _ 1 25**- -74k4fA/ 4 -r �-- 1 22 I- ---1 '(- ''7ti 1 '% / 18.000•rsa.FT. N W N / i ��- ,4: /// 18000+-.-FT-. ' SEPTIC RESERVE AREA ( w - x \ �EPTIC AVE AREA ,/ 100'STREA SETBACK 1 I = O Q r / W SCALE: // 4/ i� / �� IS, t...6_# / \ I 0 . -, 01 / c.w.TH•4D y ` oay to 'q �� / \ \ 25 26 27C 27B o z g c N 1"=100' c.w.TIA4= `\ /�SQ•JQ��O /O /� \ SERVED BY ww i w // , Offillhl 'm 1 „ `a 0E pc o�` �/� . 0� \ I � PRIVATE WELL I a f a o 0 / / ` 1 t t* 1.. / 'CZ // 1 1 AND SEPTIC // SEPTIC RESERVEAREA / 111,01k .1. �` 4 / 1:� , OO // 3 I I / // / p � I / Df 4 2 ey - ++- / /OOv • //v GRACE BRETFEN I 'I I I S // // / .„ + y `RILkeStrtJ/GEG TMs4 4fr' 5 'i1A 'iik.-.:. '''.' (..�2• Q- ./ -� i"_ I��- ,/ c.w.THr4c . f / �, �� M. It'/" - �., w. _ I� / 111* 1U II A' �;a ;: r --'" I C IA I .."::;-.21:1: c. 0-4i IP% / ,5=6, ,,,.._ .....,. ,„ / �� , �1 / / % 17.!..!-3,;::,.!..11:71 I W I / Z W - / -1 49 GEG THOM �� ` ', �r/ / \\ I II . /- / nO\v\ C.W.TH/2A •� eiNi��/�j✓ S / \ ::•••".!%, I I U)1 C I 1,-; `G�V // 78.000+SO.Ff. \ - �' W 1W1 Wv / ..J GEG THC2 ��,��/ / SEPTIC RESERVE AREA N. 9` "/ C `4 Q I r + • W Z� / / r . e` / I os '��• �/ 100'STREAM SETBACK VC:y6,`A l id =1 I , ALL GEG AND CHRIS WOOD,P.E.TEST, id `• c.w.nun / 1 / FO ep`4`5� I I �M w HOLES WERE PHYSICALLY LOCATED IN , // `\ � � / DD I -—� g �p�———-� 44 45 4-1' THE FIELD BY GEG AND THE LOCATIONS ' .w.TH/2 \\ / 5 I I — MAPPED BY A PROFESSIONAL LAND r SURVEYOR(S4 GROUP,LLC) // TRACT �\ � � I (if ,::- I Gw'""" 416 / 14.000+SOFT � � \ / I L K AND R STREET J W GEG TH•1 SEPTIC RESERVE AREA 1 / - - - - - -—-—-—- — — — / , / DRAWING NOTES: / T1� • PER S4 GROUP, LTD.,THE SLOPE CONTOURS / / �C.c SHOWN ARE 2 FOOT INTERVALS. I / / / O�Q �Q\J ( �. •,�•,•.�.�• • GEG=GARNESS ENGINEERING GROUP,LTD. I / / OJ\ �cv �'��$N-.."""'"•" ••�� • D.D.=DAVID DAYTON,p• C.W.=CHRISTOPHER E. P.E. I / / NS�� m 9r.i • D.D.TEST HOLES AND GEG(2002)TEST HOLE I/ / J %• �SEE22 N.M1:: • i FOR$.GYEJ OR •.il. j ey A LOCATIONS ARE SHOWN BASED UPON D.D.'S V / / • em CE-$53 r�: ♦...... CE-7953 � 2000 DESIGN AND GEG'S 2002 RECORD DRAWING. A / / LICE•.• iit.... e.Eaes' ••►...N� USAsses � FC . e10 Preliminary Jurisdictional Determination Form Nov n This preliminary JD find that there"may be"waters of the United States on the subject project site that could e affected by th41l&oposed activity based on the following information: G �o District Office Alaska District Office File/ORM# POA-2015-545 PJD Date Oct , State AK City/County Chuglak Name and Nearest Waterbody Fire Creek Address of Ryan Mathias Project Person Post Office Box 110818 Location Section(s) 19 Township 15 S Requesting Anchorage,AK 99511 PJD Meridian Seward Range 1 W USGS Quad Map AK-Anchorage B-7 Latitude 61.3815 N Longitude 149.5374 W Subdivision Name,Block,Lot, Directions to Project Site Municipality of Anchorage Identify(Estimate)Amount of Waters In the Review Area Stream Flow Name of Any Non-Wetland Waters; Water Bodies on Tidal: the Site Identified 1,255 Linear ft Width L Acres Ephemeral as Section 10 Non-Tidal: Waters: Wetlands Office(Desk)Determination Date of 2.569 Acres Cowardin Class: Palustrine,emergent ❑ Field Determination Site Visit: SUPPORTING DATA:Data Review for Preliminary JD(check all that apply-checked items should be included in case file and,where checked and requested,appropriately reference sources below) • Maps,plans,plots or plat submitted by or on behalf of the applicant/consultant: Wetland determination,Hemlock Scientific,9/26/2015 CI Data sheets prepared/submitted by or on behalf of the applicant/consultant. Office concurs with data sheets/delineation report. ❑ Office does not concur with data sheets/delineation report. ❑ Data Sheet prepared by the Corps ❑ Corps navigable waters'study: ❑ USGS NHD Data. ❑ USGS 8 and 12 digit HUC maps. ❑ U.S.Geological Survey map(s)Cite quad name: ❑X USDA Natural Resources Conservation Service Soil Survey.Citation: unit 409,Deception-Disappear complex,10/26/2015 ❑X National Wetlands Inventory map(s): IPF04B,Palustrine forested wetland,10/26/2015 ❑ State/Local Wetland Inventory map(s): ❑ FEMA/FIRM map(s): ❑ 100-year Floodplain Elevation: • Photographs: ❑X Aerial(Name&Date) Google Earth,10/26/2015 ❑ Other(Name&Date) ❑ Previous determination(s).File#and date of response letter: ❑ Other Information: Page 2 of 2 IMPORTANT NOTE:The information recorded on this form hal not necessarily been verified by the Corps and should not be relied upon for Jater jurisdictional determinations. • • -_ Zo t Sign5tike and Date of Regulatory Project Manager Sig ature and Date of Person Reques g Preliminary JD (REQ i RED) (REQUIRED,unless obtaining the signature is impracticable) EXPLANATION OF PRELIMINARY AND APPROVED JURISDICTIONAL DETERMINATIONS: 1.The Corps of Engineers believes that there may be jurisdictional waters of the United States on the subject site,and the permit applicant or other affected party who requested this preliminary JD is hereby advised of his or her option to request and obtain an approved jurisdictional determination(JD)for that site.Nevertheless,the permit applicant or other person who requested this preliminary JD has declined to exercise the option to obtain an approved JD in this instance and at this time.2.In any circumstance where a permit applicant obtains an individual permit,or a Nationwide General Permit(NWP)or other general permit verification requiring"preconstruction notification"(PCN),or requests verification for a non- reporting NWP or other general permit,and the permit applicant has not requested an approved JO for the activity,the permit applicant is hereby made aware of the toilowing:(l)the permit applicant has elected to seek a permit authorization based on a preliminary JO,which does not make an official determination of jurisdictional waters;(2)that the applicant has the option to request an approved JD before accepting the terms and conditions of the permit authorization,and that basing a permit authorization on an approved JO could possibly result in less compensatory mitigation being required or different special conditions;(3)that the applicant has the right to request an individual permit rather than accepting the terms and conditions of the NWP or other general permit authorization;(4)that the applicant can accept a permit authorization and thereby agree to comply with all the terms and conditions of that permit,including whatever mitigation requirements the Corps has determined to be necessary;(5)that undertaking any activity in reliance upon the subject permit authorization without requesting an approved JD constitutes the applicant's acceptance of the use of the preliminary JO,but that either form of JD will be processed as soon as is practicable;(6)accepting a permit authorization(e.g.,signing a proffered individual permit)or undertaking any activity in reliance on any form of Corps permit authorization based on a preliminary JD constitutes agreement that all wetlands and other water bodies on the site affected in any way by that activity are jurisdictional waters of the United States,and precludes any challenge to such jurisdiction in any administrative or judicial compliance or enforcement action,or in any administrative appeal or in any Federal court;and(7)whether the applicant elects to use either an approved JD or a preliminary JD,that JD will be processed as soon as is practicable.Further,an approved JD, a proffered individual permit(and all terms and conditions contained therein),or individual permit denial can be administratively appealed pursuant to 33 C.F.R.Part 331,and that in any administrative appeal,jurisdictional issues can be raised(see 33 C.F.R.331.5(a)(2)).If,during that administrative appeal,it becomes necessary to make an official determination whether"CWA jurisdiction exists over a site,or to provide an official delineation.of jurisdictional waters on the site,the Corps will provide an approved JD to accomplish that result,as soon as is practicable. • N yt mi • • /' • i , DEPARTMENT OF THE ARMY M1) ALASKA DISTRICT,U.S.ARMY CORPS OF ENGINEERS 515. REGULATORY DIVISION P.O.BOX 6898 JBER,ALASKA 99506-0898 Regulatory Division POA-2015-545 Mr. Ryan Mathias Post Office Box 110818 Anchorage, Alaska 99511 Dear Mr. Mathias: This letter is in response to your September 28, 2015, request for a Department of the Army (DA) jurisdictional determination for a parcel of land identified as #05124309000. The property is located within Section 19, T. 15 N. R. 1 W., Seward Meridian, USGS Map AK-ANCHORAGE B-7; at Latitude 61.3815° N., Longitude 149.5374°W.; Lot 4; Municipality of Anchorage, in Chugiak, Alaska. Your project has been assigned number POA-2015-545, Fire Creek, which should be referred to in all correspondence with us. Based on our review of the information you provided and available to our office we have preliminarily determined the subject property contains waters of the U.S., and/or wetlands, under the Corps' regulatory jurisdiction. See the attached Preliminary Jurisdictional Determination (PJD) Form. Please sign and return the form to our office. A PJD is nct appealable. At any time you have the right to request and obtain an Approved Jurisdictional Determination, which can be appealed. If it is your intent to request an Approved JD, do not begin work until one is obtained. Department of the Army authorization is required if you propose to place dredged and/or fill material into waters of the U.S., including wetlands. You can find a copy of the DA permit application online at www.poa.usace.army.mil/Missions/Regulatory.aspx. You can refer to the sample drawing on our website at www.poa.usace.army.mil/ Portals/34/docs/regulatory/guidetodrawings2012.pdf. Clean Water Act requires that a DA permit be obtained for the Section 404 of the placement or discharge of dredged and/or fill material into waters of the U.S., including jurisdictional wetlands (33 U.S.C. 1344). The Corps defines wetlands as those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. -2- Nothing in this letter excuses you from compliance with other Federal, State, or local statutes, ordinances, or regulations. If you have questions or to request a paper copy of the DA permit application, please contact me via email at Julie.C.Ruth@usace.army.mil, by mail at the address above, by phone at (907) 753-2735, or toll free from within Alaska at (800) 478-2712. Sincerely, 1 Julie Ruth Regulatory Specialist Enclosures CONCUR /kt."), ',MCCOYRD t`,,51�15 tOSNS RUTH/jae/3-2712 Cr 3 November 2015/(1145) JCR/2015-545_PJD_Letter 11 CF/BCF: cunninghamkb@muni.org LacsinaPH@muni.org { Mathiashomes.ryan@gmail.com till 'i f> r rj i • it' 'r j • t t f" J. A. MUNTER CONSULTING, INC. January 19, 2018 Mr. Ryan Mathias Mathias Construction P.O. Box 110818 Anchorage AK 99511 Re: Evaluation of aquifers in the vicinity of Birchwood Loop Subdivision, Anchorage, Alaska. Dear Mr. Birchwood Loop: This letter report is to provide the findings of recent aquifer testing and evaluation of aquifer conditions in the vicinity of the proposed Birchwood Loop Subdivision in the South Birchwood area of Anchorage, Alaska. Birchwood Loop Subdivision has received preliminary plat approval for 6 lots on approximately 18 acres. The purpose of the evaluation is to determine if there is enough water to support on-site wells and to determine whether any surrounding well owners would be adversely affected. Hydrogeologic Setting A detailed geologic map of the area by Yehle and Schmoll (1987) shows that the predominant surficial geologic unit at the site is comprised of glacial deposits from the Elmendorf glaciation. The deposits are primarily ground moraine with some kame deposits. The ground moraine deposits are "chiefly diamicton consisting of massive, unsorted to poorly sorted mixtures of gravel, sand, silt,and some clay; includes scattered boulders". The kame deposits are chiefly sand and gravel. Moraine-derived colluvium and minor alluvial deposits associated with a small stream flowing through the site are also present. The Elmendorf glaciation is the youngest of the Quaternary glaciations in this part of Cook Inlet. The regional hydrogeology is described by Kikuchi (2013)who's study area included a large portion of the Matanuska Susitna Borough directly across Knik Arm from this site and only a few miles away. The surficial sediments in the vicinity of Birchwood Loop Subdivision are up to a few tens of feet thick and in general do not constitute a viable source of water to wells. No nearby wells are known to tap these deposits for water supply. Unconsolidated deposits in the area are underlain by Tertiary-age bedrock units of the Kenai Group consisting of interbedded layers of, sandstone, siltstone,claystone, and minor coal. Most or all wells in the general vicinity tap these bedrock units for water supplies. METHODS AND SOURCES OF DATA This report provides a vicinity analysis that includes an evaluation of well data from surrounding properties to evaluate the general conditions in the area. Groundwater recharge information is reviewed to estimate potential sustainable aquifer yields. Test well drilling and aquifer testing was conducted to determine the properties of aquifers present at the site. Aquifer test data were 5701 PENNY CIRCLE,ANCHORAGE,AK,99516 jamunter cr arctic.net PHONE(907)345-0165; FAX(907)348-8592 J. A. MUNTER CONSULTING, INC. analyzed using software by AQTESOLV Pro 4.0. The aquifer characteristics are used to model expected responses in wells from the proposed new pumping and assess the water-supply potential at the proposed Birchwood Loop Subdivision and the potential impacts of the development on surrounding properties. VICINITY ANALYSIS Aquifer Recharge and Water-Supply Potential The bedrock aquifer in this area receives recharge through the overlying glacial deposits. These deposits commonly have a water table perched on top of the bedrock surface that slowly leaks water into the near-surface fractures of the aquifer. Kikuchi (2013, Figure 12)estimates that groundwater recharge across Knik Arm from this site averages 1.5 to 5.8 inches per year across a broad area. A conservative estimate is that groundwater recharge at Matthias Subdivision averages approximately 3 to 4 inches per year. This translates to an average of approximately 670 to 890 gallons per day being recharged on each of the six planned lots on the parcel. This amount of water is considerably more than the Municipal requirement of 450 gpd for a 3-bedroom home. In addition to direct recharge of water onto lots, however,this subdivision also is likely to receive groundwater inflow from upgradient areas. In general, groundwater flows from the Chugach Mountain front to Knik Arm through this area. These data suggest that the potential supply of water is sufficient to sustain aquifers with the quantity of water needed for use by well owners both within the proposed subdivision and also in surrounding developments. Review of Area Well Records The MOA's On-site files were searched for records from adjacent and surrounding properties (http://onsite.ci.anchorage.ak.us/WebLink/Browse.aspx?startid=l). The WELTS well log database (http://www.navmaps.alaska.gov/welts/) maintained by the ADNR was also examined for well logs. Tables 1 presents the results of the data search. Twelve well logs were identified. Following is a table of key data elements from well logs in the vicinity of the proposed development. Transmissivities (T) were estimated using the formula: T=2000 x specific capacity,where specific capacity=reported yield/drawdown (Sterrett, 2007,Appendix 6.N). Full drawdown is assumed where data were lacking, resulting in conservative (i.e. low) estimates of T. Table 1. Summary of data for wells near Birchwood Loop Subdivision. Location Well Reported yield or Estimated Aquifer Static water level in depth flow rate and year of transmis- type feet below land surface (feet) measurement(gpm) sivity and year of (gpd/ft) measurement L2,3,4, Trct 303 1.8 1984 60 Bedrock 103 1984 B Birch Woods Evaluation of aquifers in the vicinity of Page 2 of 9 January 19,2018 Birchwood Loop Subdivision, Anchorage,Alaska J. A. MUNTER CONSULTING, INC. Location Well Reported yield or Estimated Aquifer Static water level in depth flow rate and year of transmis- type feet below land surface (feet) measurement(gpm) sivity and year of (gpd/ft) measurement L24 T15N 94+ 1.1 2005 35 unknown 32 2005 R1 W Sec 19 L205A 7 1986 311 30 1986 T15N R1 W 75 2.2+ 2012 66+ Bedrock 8 2012 Sec 18 L2,Thibault 5 1984 170 42 1984 102 5.2 2013 160 Bedrock 36 2013 L42A Travis unkno 0.7 2010 Not unknown 41.4 2010 Estates wn calculable L42B Travis 265 5 1983 49 Bedrock 60 1983 Estates L23 T15N 111 8 1973 176 20 1973 R1 W Sec 19 1.5 2010 36 Bedrock 27.8 2010 L41 T15N 1 2009 27 126 2009 R1 W Sec 19 200 0.70 2014 16 Bedrock 112 2014 L203 T15N 3 1978 41 55 1978 R 1 W Sec 18 200 0.64+ 2005 8+ Bedrock 42 2005 0.97 2009 12 41 2009 Trct A Birch 2 1983 17 flows 1983 Woods Sub. 240 0.5 1987 4.5 Bedrock 19 1987 L2 Kahn 210 1.5 1986 15 4 1986 Subd. 0.64 2012 7 Bedrock 29 2012 Tract A 140 3.5 1987 51 4 1987 Birch 1.6 1990 24 Bedrock 4 1990 Woods Sub. 1.5 2003 22 4 2003 2.5 2007 37 <4 2007 Note: Estimated transmissivity (T) in gallons/day/ft calculated by T= SC x 2000 where SC (specific capacity)=yield(in gpm)/drawdown(in ft). Summary of Well Record Review Ten wells in the vicinity were found to tap the bedrock aquifer and two other wells likely tap the bedrock aquifer however those data are not reported. No wells are known to tap a sand and gravel alluvial or glacial aquifer. Reported yields range from 0.5 to 8 gpm, and inspection of water-level data collected during different years shows that water levels in the aquifer have remained relatively stable. Using the most recent well-yield data for each well,the median reported well yield is between 1.1 and 1.5 gpm. Reported static water levels range in depth from approximately land surface to 126 ft below land surface. Well depths range from 75 ft to 265 ft below land surface, with a median well depth of 200 ft. Calculated transmissivity values range from 4.5 to 311 gpd/ft. Using the lowest Evaluation of aquifers in the vicinity of Page 3 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. reported value of transmissivity for each well,the median value of transmissivity is 35 gpd/ft. This value is within the range for a fractured sandstone aquifer(Freeze and Cherry, 1979, p. 29). The available well data indicate that wells in the vicinity are capable of supplying sufficient water to single family homes on an on-going basis. While well yields from bedrock wells in this area are low,they are generally adequate for household use. Some wells may benefit from in- home water storage or well-deepening or hydrofracking to increase yields. Dearborn and Barnwell (1975) observe that effective solutions to marginal well yields in bedrock wells include deepening well bores to provide additional water storage within the well bore or adding water storage in the home. Deepening the well may also increase the well yield by tapping previously untapped fractures. Another potential solution to increase yield from the aquifer is to move to another location on the lot and drill a new well. Wells that exhibit declining yields over time should be evaluated by a well professional for plugging. Plugging can be caused by sediment accumulations, iron hydroxide bioaccumulations, or precipitated calcium carbonate, all of which can occur in wells subject to large fluctuations in water levels caused by normal water usage. All of these plugging problems can be treated by commonly available physical or chemical treatment methodologies. Summary of Vicinity Analysis. The proposed subdivision is located in an area where numerous wells already tap the bedrock aquifer. Existing data show that the aquifer is not exhibiting water-level declines from existing development and thus the aquifer appears not to be significantly stressed by existing development. Local aquifer recharge studies suggest that the aquifer has the potential to supply the water required for indefinite sustainable on-site use for the proposed Birchwood Loop Subdivision. SITE EVALUATION Test-Well Drilling Two test wells were drilled on lots 4 and 5 as shown on the attached Figure from Garness Engineering, Group,Ltd (12/13/17 - Revised). Logs of the wells are contained in the Attachments. There is a pre-existing well on Lot 3 of the proposed subdivision for which no log is available, however an inspection revealed that the well is 340 feet deep. For this report, the well located on Lot 3 (340 ft deep) will be called Well 3, the well located on Lot 4 (82 ft deep) will be called Well 4,and the well located on Lot 5 (262 ft deep) will be called Well 5. All of the wells tap the bedrock aquifer. Aquifer Testing Results Testing of Well 3. Before Wells 4 and 5 were drilled, Well 3 was test pumped for 24 hours (Wheaton Water Well, Inc. flow test results, attached). The well is a relatively low-yield well, and upon pumping at a rate of several gallons per minute,the water level was drawn down to the pump intake. The well was intermittently pumped and allowed to recover for the remained of the 24-hour test period. A totalizing meter showed that the well produced 1426 gallons of water, Evaluation of aquifers in the vicinity of Page 4 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. for an average of 0.99 gpm for the 24-hour period. Using the methods described in Table 1 to estimate transmissivity,the estimated aquifer transmissivity at Well 3 is 12 gpd/ft,which is within the range of values of surrounding wells shown in Table 1. Testing of Well 4. After Wells 4 and 5 were drilled, Well 4 was pumped for 24 hours on Dec. 19-20, 2017, while monitoring water levels in Wells 3 and 5. The well was pumped at a constant rate of 17 gpm, which was the maximum flow rate of the pump. The pumped well drew down a total of 18.35 feet, Well 3 drew down a total of 0.05 feet and Well 5 drew down a total of 0.5 feet during the test(Wheaton Water Well, Inc. Well Flow Test, 12-19-2017 -see attached). The minimal drawdown observed in Wells 3 and 5 indicated that they mostly tap different fracture systems in the bedrock aquifer and that they are not suitable for typical aquifer test analysis for aquifer parameters transmissivity and storativity from this test. The drawdown data and aquifer analysis based on data collected in the pumped well using software Aqtesolv Pro 4.0 are shown in an attachment. The calculated transmissivity of the aquifer is 282 ft2/day,or 2,110 gpd/ft. This is significantly higher than all of the calculated transmissivity values from surrounding wells (Table 1), indicated that this well tapped into an unusually productive portion of the bedrock aquifer. Storativity of the aquifer could not be calculated with the drawdown data from only the production well. A responding observation well is required to calculate valid values of storativity. The testing deviated from one of the aquifer test guidelines provided by the Municipality of Anchorage. This guideline calls for achieving 70 percent of available drawdown at the end of the test. Drawdown at the end of the test was only about 30%of available drawdown. This is considered only a minor and inconsequential deviation from the guidance that is not expected to have any significant effect on test results or the conclusions of this report for the following reasons: 1. The calculation for transmissivity of the aquifer at the site of Well 4 are not likely to change significantly even if a higher pumping rate would have been used and more drawdown would have occurred. The mathematics of the Theis(1935) solution apply equally to any pumping rate. Commonly-cited references such as ASTM Standard D 4043-96 (Reapproved in 2004) and Sterrett(2007)make no mention of establishing an arbitrary amount of drawdown that needs to be achieved in order for a test to be considered valid. This may be a result of the difficulty of determining in advance the constant flow rate needed to achieve a certain amount of drawdown. In this case,the creation of more than 18 feet of drawdown over a 24-hr period shows that the aquifer was stressed sufficiently to make a reasonable calculation of transmissivity using commonly accepted methods. The value of transmissivity determined is well within the ranges of other transmissivities determined or cited during this investigation for this vicinity and is considered valid for the purposes of this report. 2. The well test yielded more water than expected with less drawdown. Based on previous drilling and testing results in the vicinity (see Table 1), this well was not expected to yield so much water. The finding of"more water than expected" illustrates the natural variability of a Evaluation of aquifers in the vicinity of Page 5 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. fractured bedrock aquifer of this type and the difficulty of predicting a well's response to pumping in advance. 3. The conclusions of the report are more dependent on the assessment of the lower end of the range of water availability, or threshold values,than the upper end, so that refinement of estimate of the aquifer transmissivity would not have a major impact on the subsequent assessment of the potential effects of new pumping at the site. 4. The overall testing program for the aquifer at this site is quite rigorous, even with the deviation from the guideline described above. The guidelines allow for the completion of only one 24-hr test if the observation wells respond to pumping from the first well tested. The completion of three 24-hr tests provides assurance that the overall results are representative of the site and that the analysis of the effects of pumping from new wells is founded on sound data. Well 5 Testing. Aquifer testing was next performed using Well 5 as the pumped well and Wells 3 and 4 as observation wells. The test was initiated on January 3, 2018 at a flow rate of 2 gpm. the flow rate was reduced to 1.5 gpm after 270 minutes of pumping and was further reduced to 1 gpm after 287 minutes of pumping. Pumping continued at 1 gpm for the remainder of the test (Wheaton Water Well, Inc. Well Flow Test, 1-3-2018 - see attached). The drawdown data and aquifer analysis based on data collected in the pumped well using software Aqtesolv Pro 4.0 are shown in an attachment. The calculated transmissivity of the aquifer is 0.35 ft2/day,or 2.6 gpd/ft. This is just below the low end of the range of transmissivity values from surrounding wells (Table 1). There were no identifiable water-level changes in the monitoring wells in response to the pumping. Summary of Site Evaluation Test drilling and aquifer testing at Birchwood Loop Subdivision yielded estimates of transmissivity of 2.6, 12, and 2,110 gpm/ft from three separate 24-hr aquifer tests at three different wells. These data are similar to the range of values determined from the vicinity analysis, except that Well 4 yielded a significantly higher transmissivity value. It was not possible to estimate aquifer storativity from the test data. No significant water-level responses to pumping were noted in observation wells during any of the tests, suggesting that the fracture zones tapped by the wells were not closely interconnected. POTENTIAL EFFECTS OF NEW PUMPING An analysis of the effects of pumping new wells both on future neighboring wells within Birchwood Loop Subdivision and also on surrounding wells is described below using the method of Theis(1935). The Theis(1935) method requires certain simplifying assumptions. It is assumed that the aquifers are infinite in lateral extent without boundary conditions, are homogeneous and isotropic, and that recharge does not occur within the simulation time period. While these assumptions are simplifications of actual aquifer conditions,the Theis(1935)model Evaluation of aquifers in the vicinity of Page 6 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. is widely used and can provide an initial assessment of the magnitude of the likely effects of pumping on nearby wells. This aquifer analysis assumes that all the wells for this analysis tap the same bedrock aquifer with a transmissivity of 40 ft2/day, which is the geometric mean of the three test well transmissivities. This assumed value is very close to the median calculated transmissivity for surrounding wells,which is 35 gpd/ft(Table 1). The value assumed for aquifer storativity for the model simulations is 0.001. This value intermediate between values typical of a fully confined aquifer and values typical of a fractured-rock water-table aquifer. This value assumes that a small amount of water would likely be available from dewatering fractures in the upper part of the aquifer during pumping. Pumping is assumed to occur for 200 days, which is the approximate duration of wintertime conditions with no or minimal recharge,after which recharge would supply additional water to the aquifer. First, drawdown at a closely spaced well pair is considered. The closest-spaced well pair is on Lots 1 and 2 of the proposed Birchwood Loop Subdivision, where the wells would be 20 feet apart (see Figure). Pumping one well for 200 days at a rate of 450 gpd results in calculated drawdown at the other well of 7.8 feet. Review of the well data in Table 1 shows that this is much less than the expected available drawdown in future wells at the site. Thus,the effects of future pumping on neighboring individual wells within the subdivision is concluded to be insignificant. This is consistent with the results of aquifer testing at Wells 4 and 5 showing minimal or nonexistent well interference in neighboring wells. Next,the neighborhood analysis was conducted by examining the effects of cumulative pumping from all six proposed new wells on neighboring wells. The attached Figure shows that neighboring wells are approximately 300 feet or more from the geographic center of the proposed subdivision. After simulated pumping for 200 days at a total rate of 2700 gpd(450 gpd/lot times 6 lots), 17.8 feet of drawdown is calculated at a distance of 300 feet from the center of pumping. Examination of the well data shown in Table 1 shows that the available drawdown in surrounding wells is far greater than this amount of drawdown, ranging from approximately 60 to more than 200 feet. Thus,the projected drawdown would be only a small portion of the available drawdown and it is concluded that the effects of the proposed pumping on surrounding wells would be minor and that surrounding wells would be able to continue producing water under these circumstances. These calculations contain numerous conservative assumptions and the actual impacts of the development of Birchwood Loop Subdivision are expected to be less than those described above. SUMMARY AND CONCLUSIONS All wells in the Birchwood Loop Subdivision are likely to tap a bedrock aquifer. Separate testing of three test wells shows bedrock aquifer characteristics similar to wells in the vicinity, although one of the wells was more productive than any surrounding wells. All wells tested are Evaluation of aquifers in the vicinity of Page 7 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. adequate to meet Municipality of Anchorage requirements for single family domestic usage and analysis of wells in the vicinity indicates that future drilled wells on the parcel are also highly likely to be adequate for single family domestic usage. Future wells drilled on the property, however, could produce less than 1 gpm and benefit from yield enhancement through deepening or hydrofracking or in-home supplemental water storage to meet peak demands. Monitoring of the wells showed minimal well interference between the wells, suggesting that the wells tested tap fracture systems in the bedrock aquifer that are substantially separate. Historic water-level declines are not evident in the bedrock aquifer and the local hydrologic regime appears to be adequate to support existing and new water demands from wells as proposed. Model calculations indicate that up to approximately 18 ft of drawdown is possible at the closest surrounding wells. These calculations suggest that some amount of water level response will occur in surrounding wells as a result of pumping from new wells at Birchwood Loop Subdivision. A review of well logs shows that wells in the vicinity have adequate available drawdown, indicating that such water-level declines would not adversely affect the performance of those wells. The multiple lines of analysis conducted for this evaluation all provide consistent support to the findings that there is an adequate supply of water for on-site wells to support the proposed Birchwood Loop Subdivision and that the new use of water will not adversely affect the ability of surrounding water users to obtain water. CLOSING Should you have any questions about this report,please feel free to call me at 345-0165 or 727- 6310. Sincerely, J. A. Munter Consulting, Inc. laCt...4--Q-4 a --p6_,___L____, James A. Munter, CPG, CGWP Principal Hydrogeologist Certified Ground Water Professional No. 119481 Alaska Licensed Professional Geologist No. 568 Attachments: Figure Well Logs, Wells 4 and 5 Wheaton Water Well, Inc., Flow test results,Anchorage Parcel # 051-243-09 Wheaton Water Well, Inc. Well Flow Test data, 12-19-2017 Evaluation of aquifers in the vicinity of Page 8 of 9 January 19,20 18 Birchwood Loop Subdivision,Anchorage,Alaska J. A. MUNTER CONSULTING, INC. Wheaton Water Well, Inc. Well Flow Test data, 1-3-2018 AQTESOLV Flow Test Well 4 Results AQTESOLV Flow Test Well 5 Results References Cited ASTM, 2004, Standard guide for selection of aquifer test method in determining hydraulic properties by well techniques, ASTM Designation D 4043 — 96 (reapproved 2004), ASTM, 100 Barr Harbor Drive, Conshohocken PA. 6 p. Dearborn, L. L., and W. W. Barnwell, 1975, Hydrology for Land-use Planning, the Hillside area, Anchorage, Alaska, U.S. Geological Survey Open-file report 75-105. Freeze R. A., and J. A. Cherry, 1979, Groundwater, Prentice Hall, Englewood Cliffs, NJ, 604 p. Kikuchi, Colin P., 2013, Shallow Groundwater in the Matanuska-Susitna Valley, Alaska- Conceptualization and Simulation of Flow. U.S. Geological Survey Scientific Investigations Report 2013-5049. Papadopulos, I. S. and H. H. Cooper, 1967. Drawdown in a well of large diameter, Water Resources Research, vol. 3, no. 1,pp. 241-244. Sterrett, Robert J., ed., 2007, Groundwater and wells, 3`a edition, Johnson Screens, A Weatherford Company,New Brighton, Minnesota, 812 p. plus appendices. Theis, C. V., 1935, The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using groundwater storage. Trans. Amer. Geophys. Union, 2,pp 519-524. Yehle, L. A, and H. R. Schmoll, 1987, Surficial geologic map of the Anchorage B-7 NW quadrangle, Alaska, U. S. Geological Survey Open-File Report 87-168. Evaluation of aquifers in the vicinity of Page 9 of 9 January 19,2018 Birchwood Loop Subdivision,Anchorage,Alaska � I 1 I iMA »n mA 1 1 / /ll: % s o I I r 1 I NIR OF LOT 202 I Qi 1 / / 1060 I I i 8 9 JeQ�y\O�Q i 8I I ��p,• 11I �� 1 I //SPv/ I I CC�VV , I I i � tS I if� LOT 222 I _I //0e / 1lS' • I g 2 1 iemna1se° `'m°we`° • thl I // / I + I I O 9 Q soma^ I I wnu xs•r ica•sr I 1 —• /. G _J_ _J-- w 2 -- 3i Li•/�/ _ 1 L\ tel 'I ��" ,:��.��/I `J _- R�REZE�T — — ___-------z T-------- vim- 4 / iL.,itAdSJ ./.. ..t&,:, // • / i I A ,aeetrw,. / ;y� ,�� SII/I + —I---- T-----+ . , /mow p /fir �1f ...... ►II Ii.Tia / ',;got ` 1` ��i L,�awf �� j, `� i / // ` I vwreu 11 II 1 ! % i �Ll. ANosE WEE ,' ws soh. or/yM��* t j)t% i riCQ /, 1 1 I •T7 rne�ws. .C/ a I y /. #F r��.. I I L L 7 �' , �/ ,�� 11 ��+ �,•,00#1"`+/'`` ' �qj�� " •% KrndTke Street , -1- Ia,^ i \ -,--.J1",;_ci,.. 1 I jlirlp ��R1 !��~�` 4 , / i.'..,:t.:',1•.!...-n.i3'. • J�Q\J aw.mw alaili.`Tam 1'�1..^.1••• /////�4. //•rncwuw•°ne wu�.. �z �.a �os 1 t v� ago ..•ar �'91r .` ,,,�' / p Q WI r ALL CEO AND CHRIS WOOD,P.E.TEST Ci `�/% TMbj/ /I / m I I N 43 I �1 HOLES WERE PHYSICALLY LOCATED IN f� / \ C,�"`) / --- --� L. Z THE FIELD BY GEO AND THE LOCATIONS I' / TRACT A\ \ T 6 I � I W MAPPED BY A PROFESSIONAL LAND ,t V� SURVEYOR(S4 GROUP.LLC) Y!�/ ' / / r•I I :: /� / / / K 1 ! L� - KANDRSTREET___ __ --- I Q DRAWING NOTES: / �Q • PER S4 GROUP,LTD.,THE SLOPE CONTOURS / / SHOWN ARE 2 FOOT INTERVALS. 1 / / Qty\Q / �''• • GEO•GARNESS ENGINEERING GROUP,LTD. I / / J0 4,•-P'-'''''',N.,, • C.W.•CHRISTOPHER WOODS.P.E. I / f/ / g�C V� j_1wn V ! • DA.•DAVID DAYTON,P.E. I / / (TI • • D.O.TEST HOLES AND GEG(2002)TEST HOLE I/ / / ""'u^w; LOCATIONS ARE SHOWN BASED UPON D.O.S 4 / �.._i 2000 DESIGN AND OEO'S 2002 RECORD DRAWING. A / / ' -"-.'.'„4•,0.1 ✓i Wheaton Water Well, Inc. 1190 N. Wasilla-Fishhook Road Wasilla, AK 99654 (907)376-2041 I Name: Ryan Mathias Address: 13120 Lupine Road City: Anchorage State: AK Zip Code: 99516 Well Site: T15N, R1 W, S19 Lot: 4 Block: Additional: Permit# OSP171363 Well Depth: 82 ft. From: To: Formation: 0 14 fill Below Ground: 80 ft. 14 16 wood(pine) Above Ground: 3 ft. 16 17 topsoil Gal/Min: 10 17 23 wet silty gravel Static Level: 15 ft. 23 30 silt 50'of 6" ID Steel 30 47 hard packed silt,sand Casing: 47 48 coal Liner Pipe: 40 ft. 48 66 soft gray rock Screened: none 66 67 coal Perforated: none 67 82 soft gray rock Grouted: Bentonite Depth: 20'+ water is coming from 43 ft.to 45 ft. and 50 ft.to 51 ft. Develop. Method: These measurements are from Use of Well: Residential the top of the casing. Drilling Method: Rotary Misc.: Well disinfected with Liner pipe is set from 42 ft. Misc: chlorine 50 ppm to 82 ft. and perforated. Other: none 'Date Drilled: 12-13-2017 Driller: Seth Moore 1 Wheaton Water Well, Inc. 1190 N. Wasilla-Fishhook Road Wasilla, AK 99654 (907)376-2041 Name: Ryan Mathias Address: 13120 Lupine Road City: Anchorage State: AK Zip Code: 99516 Well Site: T15N, R1 W, S19 Lot: 5 Block: Additional: Permit# OSP171369 Well Depth: 262 ft. From: To: Formation: Below Ground: 260 ft. 0 9 silt,gravel Above Ground: 2 ft• 9 12 wood/muck,silt 12 17 topsoil Gal/Min: 2 17 41 silt,gravel Static Level: top of casing 41 44 hard packed sand, silt Casing: 46' of 6"ID Steel 44 67 sandstone 67 68 coal Liner Pipe: 220 ft. 68 83 sandstone Screened: none 83 84 coal Perforated: none 84 94 sandstone 94 98 damp sandstone(1 gpm) Grouted: Bentonite 98 167 sandstone Depth: 20'+ 167 196 soft brown shale(1 gpm) Develop. Method: Air 196 262 sandstone Use of Well: Residential Drilling Method: Rotary Misc.: Well disinfected with Liner pipe is set from 42 ft. Misc: chlorine 50 ppm to 262 ft. and perforated. Other: none Pate Drilled: 12-15-2017 Driller: Ben Mattson Wheaton Water Well, Inc. 907-376-2041 -Fax:907-376-2030-email:brianw!dwheatonwells.com 1190 N. Wasilla-Fishhook Road Wasilla, AK 99654 To Whom It May Concern: On October 10,2017 a 24 hour flow test was performed at the following property: 17620 S. Birchwood Loop Road T18\, R1 W, 519, Lot 4REM Anchorage Parcel if:051-243-09 The well is approximately 340 feet deep with 90 feet of casing. A pump was installed and encountered an obstruction at 188 feet. The pump intake was set at 170 feet. The test was performed using low water protection. A total of 1,426.09 gallons of water was pumped in the 24 hour period. It was determined that the well is producing.99 gpm. Wheaton Water Well, Inc. 1190 N. Wasilla-Fishhook Road Wasilla,AK 99654 (907)376-2041 WELL FLOW TEST Project: Ryan Mathias Date of Test: 12-19-2017 Well Site: T15N,R 1 W, S19 Lot 4 Casing: 50' of 6"ID Steel Well Depth: 82' Liner Pipe: 40 ft. Static Water Level: 15 ft. Date Level Taken: 12-13-2017 Date Drilled: 12-13-2017 Drilled By: Wheaton Water Wells Time Gallons Per Static Draw Down Draw Down Remarks Minute Level Well#3 Well#5 11:15 am 0 14.01' 21.75' 5.60' Start Pumping 11:16 17 20.49' 11:17 17 23.90' 11:18 17 24.72' 11:19 17 25.28' 11:20 17 25.89' 11:21 17 26.41' 11:22 17 26.70' 11:23 17 27.02' 11:24 17 27.11' 11:25 17 27.22' 11:26 17 27.33' 11:31 17 27.78' 11:36 17 28.06' 11:41 17 28.28' 21.75' 5.60' 11:46 17 28.47' 11:51 17 28.63' 11:56 17 28.78' 12:01 pm 17 28.91' 12:06 17 29.02' 12:11 17 29.12' 12:16 17 29.18' 12:21 17 29.27' 12:26 17 29.38' Page 1 of 3 Time Gallons Per Static Draw Down Draw Down Remarks Minute Level Well#3 Well#5 12:31 17 29.43' 12:41 17 29.59' 12:51 17 29.65' 1:01 17 29.76' 1:11 17 29.83' 1:21 17 29.88' 1:31 17 29.94' 1:41 17 30.01' 1:51 17 30.08' 2:01 17 30.08' 2:11 17 30.14' 2:21 17 30.18' 2:31 17 30.22' 2:41 17 30.26' 2:51 17 30.32' 3:01 17 30.38' 3:11 17 30.43' 21.75' 5.81' 3:21 17 30.47' 3:41 17 30.53' 4:01 17 30.61' 4:21 17 30.65' 4:41 17 30.74' 7:37 17 31.09' 6.08' 8:25 17 31.23' 10:29 17 31.67' 12:00 am 17 31.98' 12:32 17 32.11' 3:00 17 32.16' 6:00 17 31.95' 9:37 17 31.40' 10:27 17 32.36' 11:16 17 32.15' 21.80' 6.10' Stop Pumping Page 2 of 3 RECOVERY Time Static Draw Down Draw Down Remarks Level Well#3 Well#5 11:18 am 27.60' 11:19 24.10' 11:20 22.50' 11:21 19.30' 11:22 19.00' 11:23 18.80' 11:24 18.70' 11:25 18.68' 11:26 18.64' 11:27 18.59' 11:32 18.41' 11:33 18.38' 11:34 18.35' 11:35 18.33' 11:36 18.31' 11:37 18.29' 11:38 18.26' 11:39 18.24' 11:40 18.23' 11:41 18.22' 12:32 pm 17.36' 12:35 21.77' 12:39 6.12' Page 3 of 3 Wheaton Water Well, Inc. 1190 N. Wasilla-Fishhook Road Wasilla,AK 99654 (907)376-2041 WELL FLOW TEST Project: Ryan Mathias Date of Test: 1-3-2018 Well Site: T15N, R1W, S19 Lot 5 Casing: 46' of 6"ID Steel Well Depth: 262' Liner Pipe: 220 ft. Static Water Level: Top of Casing Date Level Taken: 12-15-2017 Date Drilled: 12-15-2017 Drilled By: Wheaton Water Wells Time Gallons Per Static Draw Down Draw Down Remarks Minute Level Well#4 Well #3 10:44am 0 15.25' 13.90' 21.85' Start Pumping 10:45 2.4 17.40' Pump Intake is at 244' 10:46 2.3 18.60' 10:47 2.2 19.90' 10:48 2.1 22.21' 10:49 2.0 23.39' 10:51 2.0 26.72' 10:52 2.0 27.90' 10:53 2.0 28.98' 10:54 2.0 29.99' 10:55 2.0 31.10' 11:00 2.0 36.90' 11:05 2.0 42.50' 11:10 2.0 48.90' 11:15 2.0 54.80' 11:25 2.0 65.90' 11:35 2.0 76.40' 11:45 2.0 86.00' 12:00 pm 2.0 98.80' 13.90' 21.87' 12:15 2.0 110..80' 12:30 2.0 122.40' Page 1 of 3 Time Gallons Per Static Draw Down Draw Down Remarks Minute Level Well#4 Well#3 1:00 2.0 143.40' 13.90' 21.90' 1:30 2.0 163.80' 2:00 2.0 184.50' 3:00 2.0 221.50' 13.90' 21.88' 3:15 1.5 233.90' Throttle down flow rate 3:25 1.5 234.50' 3:30 1.5 237.81' 3:34 1 Throttle down flow rate 3:37 1 240.80' 3:42 1 240.50' 3:47 1 240.30' 3:52 1 240.10' 4:02 1 239.50' 4:12 1 238.90' 4:42 1 237.70' 5:12 1 237.50' 6:12 .8 227.10' 6:36 1 228.30' 7:12 1 228.95' 8:12 1 229.51' 9:14 1 229.45' 13.92' 21.87' 10:16 1 233.81' 10:28 1 234.39' 10:38 1 234.79' 10:52 1 235.43' 11:02 1 235.60' 11:18 1 236.16' 11:28 1 236.40' 11:48 1 236.91' 12:08 am 1 237.79' 13.91' 21.88' 12:28 1 238.45' 12:50 1 238.52' 2:06 1 238.39' 13.92' 2L87' 5:09 1 239.21' 13.91' 21.87' 7:08 1 239.86' 13.91' 21.86' 10:40 1 242.21' 13.91' 21.91' 11:00 1 242.33' 11:05 1 242.32' Stopped Pumping Page 2 of 3 RECOVERY Time Static Draw Down Draw Down Remarks Level Well#4 Well#3 11:05 am 242.32' Stopped Pumping 11:06 236.14' Check valves failed due to 11:07 232.44' sediment in the water. 11:08 229.95' 11:09 228.44' 11:10 227.38' 11:11 226.41' 11:12 225.82' 11:13 225.15' 11:14 224.50' 11:15 223.82' 11:20 220.53' 11:25 217.34' 11:30 213.75' 11:35 210.21' 11:45 204.19' 11:55 197.42' 12:05 pm 191.16' 12:10 188.27' 13.91' 12:18 21.89' 12:30 173.52' 12:40 167.52' 12:50 161.71' 1:30 140.53' 2:00 127.24' 2:30 115.65' 3:00 105.43' 3:30 96.82' 4:00 89.21' 4:30 83.10' 5:00 77.80' 6:00 68.12' 7:00 61.12' 8:00 55.62' 9:00 50.95' 10:00 47.02' Page 3 of 3 1111111.1111111 100. 1 1 1 1 ; 1 !r1 1 I 1 1 1 1 I11 1 1 1 1 Intl 1 1 1 1 1 111 D s - - p I _ - a m 10. — -' e - - n - - t - f t 1. 111.1 1 1 1 1 II -!.__ I. I 1 1 1 111 1. 10. 100. 1000. 1.0E+4 Time (min) FLOW TEST WELL 4 Data Set: Date: 01/11/18 Time: 15:31:54 PROJECT INFORMATION Company: J A Munter Consulting Inc Client: Mathias Subdivision Location: Lot 4 Test Well: Well 4 Test Date: 12/19-20/17 WELL DATA Pumpinr Wells Observation Wells Well Name X(ft) Y(ft) (Well Name X Oft) Y Oft) Well 4 0 0a SOLUTION Aquifer Model: Confined Solution Method: Theis T =281.7 ft2/day S = 1.753E-6 KzlKr= 1. b = 35_ft 300. i- . . Ir , I 1 I i , tiiil I I I lith/ , , r 11111 D 240. — i P n O o O O n a X180. — 0 G — e0 col O O m 0 o - h a, 0 0 t 120. _ ob n _ - fl dh- ( O f ° t 60. — na o o - - 0. --t---1 QiiIIl I 1 1 11111 1 1.111L1_ - 1 Ili 1. 10. 100. 1000. 1.0E+4 Time (min) FLOW TEST WELL 5 Data Set: C:\...\flow test 5.aqt Date: 01/11/18 Time: 16:55:54 PROJECT INFORMATION Company: J A Munter Consulting Inc Client: Mathias Subdivision Location: Lot 5 Test Well: Well 5 Test Date: 1/3-4/18 AQUIFER DATA Saturated Thickness: 218. ft Anisotropy Ratio (Kz/Kr): 1. - WELL DATA PumpingWells Observation Wells LWell Name X(ft) Y(ft) I o Well 5 Well Name X(ft) -Y(ft) Well 5 0 0 SOLUTION Aquifer Model: Confined Solution Method: Papadopulos-Cooper T = 0.3497 ft2/day S = 0.003666 r(w) = 1.ft r(c) = 0.25 ft