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Home My WebLink AboutLEWIS & CLARK SD FILESOnsite File Lewis & Clark #S12519 E N G I N E E R I N G, LLC GRANT W. MATHEWS CE 135444R E GI STEREDPROFES S I O N A LENGINEER9-22-20 Lewis & Clark Subdivision Groundwater Monitoring Lot No. Boring/ Test Pit No. Depth High Groundwater Reading Date Notes 1 TH 27 (NE) 14'-0" 11'-0" 10/2/18 Onsite system installed and as -built shown on site plan 2 TH 15A (GEG) 15'-0" Dry 10/17/14 Groundwater was observed at 6.5 ft below grade by Steve Eng and MOA Onsite personnel in TH 26 (NE) in May of 2018 3 TH 24 (GEG) 16'-0" 15'-4" (TOC) 10/21/16 4 TH 23 (GEG) 14'-6" Dry 10/21/16 Existing well will need to be abandoned, or advanced treatment system will need to be installed at time of lot development 5 TH 22 (GEG) 16'-0" Dry 10/21[1(1 Existing well will need to be abandoned, or advanced treatment system will need to be installed at time of lot development 6 TH 1 (NE) 15'-0" Dry 10/14/16 Groundwater was observed at 6.0 ft below grade by Steve Eng and MOA Onsite personnel in TH 1 (NE) in May of 2018 7 TH 8 (NE) 14'-0" Dry 10/14/16 8 TH 32 (GEG) 16'-0" Dry 10/21/16 9 TH (N E) 14'-0" 9'-0" 10/24/16 10 TH 16 (GEG) 16'-0" 16'-1" (TOC) 10/21/16 11 TH 11A (GEG) 16'-0" 12'-4" (TOC) 10/21/16 12 TH 22 (NE) 14'-0" Dry 10/24/16 Groundwater was observed at 9.0 ft below grade by Steve Eng and MOA Onsite personnel in TH 22 (NE) in May of 2018 13 TH 17 (NE) 14'-0" 11'-0" 10/14/16 14 TH 6 (GEG) 16'-0" Dry 10/16/14 15 TH 9 (NE) 14'-0" Dry 10/14/16 16 TH 8 (GEG) 16'-0" Dry 10/16/14 Groundwater was observed at 4.0 ft below grade by Steve Eng and MOA Onsite personnel in TH 8 (GEG) in May of 2018 17 TH 12 (GEG) 16'-0" Dry 10/21/16 18 TH 13 (GEG) 16'-0" Dry 10/21/16 FRIM I INEERING GEOTECHNICAL SOILS REPORT IM LEWIS & CLARK SUBDIVISION FOR S4 GROUP Submitted by: NorthRim Engineering P.O. Box 770724 Eagle River, AK 99577-0724 (907) 694-7028 ANCHORAGE, ALASKA Steve Eng, PE, PH SteveEng.com September, 2019 CIVIL ENVIRONMENTAL HYDROLOGY TH12 M _ Ff�INEERING SteveEng.com �•i`r J Lewis & Clark Subdivision, August, 2019 SOILS SUMMARY Lewis & Clark Subdivision is planned for the Upper De An -noun area. The proposed subdivision is surrounded by developed subdivisions. These surrounding subdivisions utilize on-site water wells and septic systems. Lewis and Clark Subdivision will also utilize on-site systems. At least four major Quaternary glaciations are recognized in the Upper Cook Inlet area. The bordering mountains still retain extensive icecaps and alpine glaciers. The proposed Lewis & Clark Subdivision soil was derived from these glacial moraines. The soil for this general area was deposited by these glacial events. The surrounding subdivisions have similar soil. The Lewis & Clark Subdivision will have the largest lots in the area; the least density. A large number of test holes have been completed the past several years within the proposed subdivision. Test holes were completed in the fall of 2016. Recent test hole logs are included in this soils report, as well as previous test holes. A location map for these test holes is included at the end of the report. The soils in Lewis & Clark Subdivision have generally been found to be consistent with the soils in the surrounding subdivisions. The soils were placed as glacial till, and are predominately sand, silty sand, silts, and gravel. Bedrock was not encountered in the test holes. Groundwater is not an issue; all the test holes have adequate separation to groundwater. Most test holes exhibited no groundwater. Drainages have been mapped for the subdivision. Drainages consist of small rills and seeps, associated with riparian vegetation. Several test holes required relocation after interference from these surface seeps. The soils logs in this report have been found to be consistent with MOA requirements for on-site systems. We are prepared to complete additional drawings demonstrating that each lot has the prescribed area for on-site systems. it Of I I3 15� I and I L m In order to satisfy the requirements set forth in MOA 21.04.b, a soil boring or tests pit has been provided to a minimum depth of 16 feet for each lot. A summary is provided in the table below. Lot No. Boring j Test Pit No. Depth Depth to Bedrock 1 B-2 (NGE) 16'-0" Not Encountered 2 TH-25 (GEG) 16'-0" Not Encountered 3 TH-24 (GEG) 16'-0" Not Encountered 4 W-3 (MWD) 233'-0" 100 ft BGS 5 W-2 (MWD) 257'-0" 55 ft BGS (Fractured) 6 W-1(MWD) 407'-0" 60 ft BGS (Fractured) 7 TH-27 (GEG) 16'-0" Not Encountered 8 TH-32 (GEG) 161-0" Not Encountered 9 TH-17 (GEG) 16'-0" Not Encountered 10 B-4 (NGE) 16'-6" Not Encountered 11 TH-16 (GEG) 16'-0" Not Encountered 12 B-8 (NGE) 30'-9" Not Encountered 13 B-7 (NGE) 31'-3" Not Encountered 14 TH-5 (GEG) 16'-0" Not Encountered 15 TH-6 (GEG) 16'-0" Not Encountered 16 B-6 (NGE) 16'-0" Not Encountered 17 TH-9 (NE) 16'-0" Not Encountered 18 TH-12 (GEG) 161-0" Not Encountered 19 TH-13 (GEG) 16'-0" Not Encountered 2 lol o I 2 Y'ce2 1 v N89754'13'W 2644.64'(R) R9 N99'53'S6'W 2844.38'(C) N' ` I I I Onyubd��• Existing Pavr_emen I °n N69'S4'13'661.21'(R) — _._.--------' N89'53'56'W 660.6W(M) -_��__ I` _- — --- � I --�Set by Bearing-�Beorin0n ::..�.. "1.. DPPcr Dc°rmoun Rd. rg �.1 _. .. .. ..... .... .._...- 8,6,1 �_ 0' PUE E°:ement er BK2000 PG641 r T ( T TH10o // Lot 1 1 Lot i TH11 4 aw5a2 H O Lot 15 // 4 30'130' O des Lot 16 a4,1a7 e1 / R6 TH13Yo a sa�l�8 43706 of 14 5 K /GEG TH12 3- � °c i /O O GEG THS `II sl °TH12 Lot 2 sO K" �o TH 3130 30 04,071 .f o / % 0!6t0 et Lot 12 j 2 ne pl \ °a rh`P / /^ / 6°.210 If 10 I R6 z gl S&S H3 r HIM bs // GEG TH9 Nal °'5°: 1k— I � O 1 F d We M774 1 I I �� s:.' R8 TH240 tLot al3.r Lot 11 t, Cox Dr. / "W M C1� / TH22 I °TH14 TH15o 3 ----� +�/ / S4ea Lot 10 1 R 9 Lot 4 / f 70.437 d ; 1ea,em.t / / Tot( , i� Lot 5 / / TH17 ,aa 1 OL,4&5 of / / Lot 6 O Fane 3 %" Nun Ow� 71,210 .1 Men. o.T Otl4r Qand 16 / / Lc 111 lV'°Iba^ 1 / Lo.iet :r oTH21 % Lot 8 01,002 if j r 117 on o; c; �m Z8 1 zz R� O i hp - Tract C Our Own Lone R8 .L S89'56'43~'E'2841: S89'54'34'E 2641.. OPNbd�ded 'Ro° �° N OR THR/M�— am fxm «,Ns ENGINEERING :.. I�S7 CAM Wain ct> 07101 P.O. Box 770724 0W com�clw w KulnoUnr Eagle Rlvw.. Alaska 991577 ,fit -40e0 r/ c*s' rpm 907.694.7028 I 1 1 1 1 2 R6 G 7 1/4 6 N89'54'13'Yt 19133.63'(R Existina Curb N89'5V56-W 1983.72'(C� R6 R8 •t---- -------- ........ ..................................... _r. e a a . ................ . 30' RAW DedlCated thl- Plot klU'Y-20' CEA Ezmt per 8KI640 PG122 R8 Lot 12 �\, 64,624 0 Lot 13 Lot 2 0 115,776 of 30 30 U.570 Lot 11 -13 TH13 of THS9GEG TH21 :. 1 \ GEG TH14 0Lot 10 4479 of Lot 3 0 THS Lot 9 "'613 of GEG TH15A 'TH2 MU5 of 2 La 4 of THIO Lot a R8 a7n of Lot 5 0.05- f TH2 'GEG TH19 P. TH23 -a 0 14.400 of m z 11 j'Oz ------ — 3V Existing Gravel 'TH7 THS 1 NSpendloya 0rlve Lot 6 i 0 in 412004 of 1 Lot 7 1. t27.M of R8 Trott B I 2 65,Y2 if 3W N89 -48-21-W 30.00'(R2) Nw5rWw 30.16.(C) X j 11 1/16th Cor pointt .. R Sect kn corner and In Association With 1" = 2DO' TEST HOLE LOCATIONS S4 GROUP LEWIS & CLARK SUBDIVISION FOR SOILS REPORT BIG COUNTRY ENTERPRISES, LLC ANCHORAGE, ALASKA 3640 E 65th Ave Anchorage AK 99507 DATE: 2/23/17 ISHFET-' SOILS LOG - PERCOLATION TEST T� Date Performed: 9/14/16 bENGIN�ERING Perf ormed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot (o DEPTH (FEET) 1 - 2 3 4 5 6 7 9 10 12 13 14 15 16 17 18 19 20 - 21 - TH Location: See Location Map Organic SM/ML Silty Sand & Silt w/Gravet Groundwater? No Depth Denser Water Depth I After Monitorino.None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/14 0 -- 2& 2 9/14 30 30 min. 4.5' 2.5' 3 9/14 32 -- 2# -- 4 9/14 62 30 min, 4.5' 2,5" 5 9/14 65 -- 21' -- 6 9/14 95 30 min, 4,5" 2,51' Percolation Rate 12 min,/inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Prp-,nakpd, Per -Formed By NorthRim F g, I Performed in Accordance with A ON THIS DATE, DATE: 10/22/16 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect 0 OF r k NORTHRIM 4� - '44 TESTHOLE LOG ENGINEERING f ........ ....... GEOTECHNICAL PO Box 770724 en Eagle RlveiAlaska 99577 9OZ694.7028 0 % 16 LEWIS & CLARK S/D LOT 9 NORTH TH1 EET' I of 26*, Nh, T HIR I M ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed; 9/14/16 Performed For; Todd Brownson Legal Description: Lewis & Clark S/D, Lot DEPTH (FEET) 1 - 2 3 4 5 6 7 10 11 - 12 . .... 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - TH Location; See Location Map Organic SM/ML Silty Sand & Silt w/Gravet Groundwater? No Depth Denser Water Depth I After Monitorino.None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/14 0 -- 2" -- 2 9/14 30 30 min, Y 311 3 9/14 32 -- 2" -- 4 9/14 62 30 min. 5- 3# 5 9/14 65 -- 2- -- 6 19/14 95 30 min. 5# 3" Percolation Rate 10 min,/inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments; Presoaked. Per -Formed ByNorthR'm Eng, I Per -Formed in Accordance with ON THIS DATE, DATEilO/22/16 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect �-:Zti OF Ac 144 ' I TESTHOLE LEIF, NOR THRIM Ar . OF, ENGINEERING ... ... . I ..... .... GEOTECHNICAL .... ... PO Box 770-7214 . ..SN" 0V Eagle River, Alaska 99577 CE -4= 907.694.7028LEWIS CLARK S/D LOT 9 NORTH TH2 10/22/10 F2 o* -F 26 SOILS LOG - PERCOLATION TEST Date Performed: 9/14/16 tGINEERING Performed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot DEPTH (FEET) I - 2 3 4 5 7 9 10 12 13 14 15 16 17 18 19 20 - 21 - TH Location: See Location Map Organic SM/ML Silty Sand & Silt w/Grave( Groundwater? No Depth Denser Water Depth I After Monitoring,None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 10/14 0 -- 3# -- 2 10/14 30 30 min. 4,50 1.5' 3 10/14 32 -- Y -- 4 10/14 62 30 min, 4.50 1.50 5 10/14 65 -- Y -- 6 10/14 95 30 min, 4.50 1.5" Percolation Rate 20 min./inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments; Presoaked. Per -Formed By NorthRim Eng, I Performed in Accordance with ON THIS DATE, DATE: 10/22/16 NOR THRIM ENGINEERING PO Box 770724 Eagle River. Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL LEWIS & CLARK S/D LOT 10 NORTH TH3 10/22/10 13 of 26 SOILS LOG - PERCOLATION TEST ENGINEERING Date Performed) 9/14/16 Perf ormed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot Lj 1 - 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 DEPTH (FEET) ZVOM SM/ML Silty Sand & Silt w/GraveL Denser TA Location; See Location Map Groundwater? No Depth Water Depth After Monitorino.None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/14 0 -- 2.5' 2 9/14 30 30 min. 4.50 20 3 9/14 32 -- 2.5' -- 4 9/14 62 30 min. 4.5' 2" 5 9/14 65 -- 2.50 -- 6 9/14 95 30 min, 4.50 20 Percolation Rate 15 min./inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Prpsoal-<Pd. Per -Formed ByNorthRim Eng, I— Performed in Accordance with fi ON THIS DATE, DATE: 10/22/16 NOR THRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 Sb,. En CE -em 1�10Z22/'*1 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL LEWIS & CLARK S/D LOT 11 - NORTH TH4 10/ 4 of 26 Ci ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed: 9/16/16 Performed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot '- e � DEPTH (FEET) I - 2 3 5 6 7 8 10 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - TA Location; See Location Map Organic SM/ML Silty Sand & Silt w/Gravel Groundwater? No Depth Denser Water Depth I After Monitorino.None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/16 0 -- 2.5' -- 2 9/16 30 30 min, 8.5' 61, 3 9/16 32 -- 2,5' -- 4 9/16 62 30 min. 8.5" 6// 5 9/16 65 -- 2,50 -- 6 9/16 95 30 min. 8.5" 6/1 Percolation Rate 5 min,/inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Pre-,nakpd. Per -Formed By NnrthR!m Eng, I Performed in Accordance with ON THIS DATE, DATE; 10/22/16 NOR THRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect '� f UA� ..t..... '"4++ TESTHOLE LOG I -.1*X1 GEOTECHNICAL LEWIS & CLARK S/D .LOT 6 - NORTH INUM 10/22/107 of 26 SOILS LOG — PERCOLATION TEST �CIRT HR ISM Date Perf ormed; 9/16/16 ENGINEERING Performed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot 7---N-5�5I� r DEPTH (FEET) 1 - 2 3 4 5 6 7 9 10 11 - 13 14 - 15 - 16 - 17 - 18 19 20 21 SM/ML Silty Sand & Silt w/Gravet Denser TH Location: See Location Map Groundwater? No Depth Water Depth After Monitorino,None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/16 0 -- 2.5' -- 2 9/16 30 30 min, 6,50 4" 3 9/16 32 -- 2.5' -- 4 9/16 62 30 min. 6,5" 41' 5 9/16 65 -- 2,5" -- 6 9/16 95 30 min, 6,5" 4" Percolation Rate 7,5 min./inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments Prp,;oakeol, Performed ByNorthRim F g, I— Performed in Accordance with I ON THIS DATE, DATE; 10/22/16 NORTHRIM ENGINEERING PO Sox 770724 Eagle River, Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect OF Ac hk TESTHOLE LOG ...... GEOTECHNICAL ... .... ... S. En Jo �-0255F LEWIS & CLARK S/D 61- LOT 7 — NORTH WIN 10/22/10 8 8 of 26 Il SOILS LOG — PERCOLATION TEST �Th' f M nIGINEERING Date Performed: 9/16/16 Performed For; Todd Brownson Legal Description; Lewis & Clark S/D, Revised To Lot 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - DEPTH (FEET) Organic SM/ML Silty Sand & Silt w/Gravel Denser T.H. Location: See Location Map Groundwater? No Depth -- Water Depth Percolation Rate 8,6 min./inch Perc Hole Diameter Test Run Between 3' and 4' Comments M Performed By_NQrthRim En, I CERTIFY THAT THIS TEST WAS Performed in Accordance with State/Municipal Guidelines in Effect ON THIS DATE. DATE: 10/22/16 =�P�� °F',V'44 0 TESTHOLE LOG NOR THRIM ,4 ENGINEERING = s � :t. GEOTECHNICAL PO Box 770724 f " � • .. Ea910 R/Hsr, Alaska 99577 i L E W I S & CLARK v i 907.694.7028 p %22 j I6" LOT 17 TH9 MEET: __ __. 9 of 2 Northern Geotechnical Engineering Inc. d.b.a. Terra Firma Testing 11301 Olive Lane Anchorage, AK 99515 Telephone: 907-344-5934 Fax 907-344-5993 NGE-TFT PROJECT NAME: Lewis 8, Clark Subdivision PROJECT LOCATION: Anchorage, AK EXPLORATION EQUIPMENT: Track -mounted CME 75 SAMPLING METHOD: Modified Split -spoon w/ 3401b autohammer DATEITIME STARTED: 11/2/2017 0 3.15.00 PM EXPLORATION LOCATION -- EXPLORATION B-6 g-10 Lz)-r % PAGE 1 nr: a NGE-TFT PROJECT NUMBER 4865-17 EXPLORATION CONTRACTOR..Discove Drillin Jnc. EXPLORATION METHOD: Hollow Stem Auger w/ NWJ Rods LOGGED BY: A Smith DATEITIME COMPLETED: 11/2/2017 4:40:00 PM GROUND ELEVATION: QGROUNDWATER (ATD): None rox 1088 ft above msl observed ZGROUNDWATERll: 15.0 ft s EXPLORATION COMPLETION: See comments below WEATHER CONDITIONS: Clear calm 36°F • c� o: S Lz OJ MATERIAL DESCRIPTION Z w z 0 -1 J J 1 O O Z LU LU 'g M W m 0 SURFICIAL ORGANIC DEPOSITS, consist of a mixture of grasses, leaf litter, root masses, Peat, and organic silt S1 16 0 3 COLLUVIAL DEPOSITS, SILTY SAND (SM), very loose, reddish brown to tannish gray, damp, gravel up to 2" in diameter 1 MC 522.9% 51.2% gravel, 33.70/c sand, GLACIAL TILL DEPOSITS, SANDY SILT WITH GRAVEL (SM), stiff to hard, tannish gray, damp, gravel up to 3" in diameter S2 11 3 15.1 %silt 41 11 82 14 MC = 14.2% 22.0% gravel, 31.3% sand, 46.7% silt S3 17 7 13 PO.02 = 41.6% FC=F3 8 8 S3 MC = 9.5% S4 18 10 29 GLACIAL OUTWASH DEPOSITS, POORLY GRADED SAND WITH SILT AND GRAVEL (SP -SM), dense, olive brown, damp, 14 11 S4 MC = 3.8% gravel up to 2" in diameter S5 16 12 �9 f2 S5 17 MC = 6.2% 33.5% gravel, 55.3% sand, 11.2% silt GLACIAL TILL DEPOSITS, SILTY SAND WITH GRAVEL (SM), dense, olive gray, damp to wet, gravel up to 2" In diameter . 1 S6 14 23 N/A 50 S6 Bottom of borehole at 16.0 ft bgs. Set 1" PVC casing to BON. Hand slotted casing from 11-16 It bgs. Backfilled annulus MC = 7.0% with pea gravel from 11-16 ft bgs, cuttings to 3.5 ft bgs, then bentonite chips to ground surface. Hydrated chips to form seat. Always refer to our complete geotechnical report for this project for a more detailed explanation of the subsurface conditions at the project site and how they may affect any existing and/or prospect(ve project site development. (Continued Next Page) �CSTP. I M ENGINEERING SOILS LOG — PERCOLATION TEST Date Performed: 9/16/16 Per -Formed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot J9 1(o'. DEPTH (FEET) 1 - 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 19 20 - 21 - TR Location: See Location Map Organic SM/ML Silty Sand & Silt w/Gravel. Groundwater? No Depth Denser Water Depth I After Monitorino.None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/16 0 -- 2# 2 9/16 30 30 min. 4.50 2,5" 3 19/16 32 -- 2# 1 -- 4 9/16 62 30 min. 4,5' 2.50 5 9/16 65 -- 2// -- 6 9/16 95 30 min, 4.50 2.5" Percolation Rate 12 min,/Inch Perc Hole Diameter 6" Test Run Between 4' and 5' Comments: Presoaked. Performed By NorthRim Eng, I Per -Formed in Accordance with ON THIS DATE. DATE: 10/22/16 NORTHRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH10 LEWIS & CLARK S/D LOT 15 Date: EET: 1 ic r1c, of 26 SOILS LOG - PERCOLATION TEST ' M Ri7� IGINCERING Date Performed: 9/16/16 Per -Formed For: Todd Brownson Legal Description: Vq-c�o—scn-Juc\-cs L.1 DEPTH (FEET) 1 - 2 3 4 5 7 C) 10 11 - 12 13 14 15 - 16 - 17 - 18 - 19 - 20 - 21 - SM/ML Silty Sand & Silt w/Gravet Denser TA Location; See Location Map Groundwater'?, No Depth Water Depth After Monitorina,None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/16 0 -- 2' -- 2 9/16 30 30 min, 5# 3" 3 19/16 32 -- 2# -- 4 9/16 62 30 min, 5" 3- 5 9/16 65 -- 20 -- 6 9/16 95 30 min. 5# 3" Percolation Rate 10 min./inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Prpsnakpd. Performed By NorthRim Eng. 1 Per -Formed in Accordance with ON THIS DATE. DATE:. 10/22/16 NOR THRIM ENGINEERING PO Box 770724 Eagle Riven Alaska 99577 907694.7028 sttft en N CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH11 LEWIS & CLARK S/D Data: LOT 16 i 1 10/22/10 111 of 26: SOILS LOG - PERCOLATION TEST �CRT HIIR I M Date Performed9/17/16 ENGINEERING Per -Formed For: Todd Brownson Legal Description: V � 32, So n - JOv'% e i A DEPTH (FEET) 1 - 2 3 4 5 6 7 9 11 - 12 . ....�4� 13 14 15 16 17 18 19 - 20 - 21 - TH Location: See Location Map Organic SM/ML Silty Sand & Silt w/Grave( Groundwater? No Depth Denser Water Depth I After Monitorina, None Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/17 0 -- 2.5' -- 2 9/17 30 30 min, 5# 2.5' 3 9/17 32 -- 2.50 -- 4 9/17 62 30 min. 5& 2.5" 5 9/17 65 -- 2.5' 6 9/17 95 30 min, 5// 2,5" Percolation Rate 12 min,/Inch Perc Hole Diameter -6" Test Run Between 3' and 4' Comments: Prp-,nakpd. Per -Formed ByNorthRim Eng, I— Performed in Accordance with A ON THIS DATE, DATE 10/22/16 NOR THf?IM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 90Z 694.7028 Stfm Ehg CE -SM CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH12 LEWIS & CLARK S/Date LOT 2 - WEST 10/22/10 12 of 26 OGINEERING SOILS LOG - PERCOLATION TEST Date Performed: 9/17/16 Performed For: Todd Brownson Legal Description DEPTH (FEET) I - 2 3 4 5 6 7 9 10 11 - 12 13 14 - 15 - 16 - 17 - 18 19 20 21 TA Location: See Location Map Organic SM/ML Silty Sand & Silt w/Grave( Groundwater? No Depth Denser Water Depth I After Monitorino,None Date; 10/14/16 o"Sc) o - 1- VA es LA # Date Gross Time Net Time Depth Net Drop 1 9/17 0 -- 2.5' -- 2 9/17 30 30 min, 5' 2,5" 3 9/17 32 -- 2,Y -- 4 9/17 62 30 min. 5- 2.5" 5 9/17 65 -- 2.5' -- 6 9/17 95 30 min. 5& 2,5" 1 T Percolation Rate 12 min,/inch Perc Hole Diameter 6' Test Run Between 3' and 4' Comments: PrP-,nakpol. Performed ByNc)rthR'm Eng, I Per -Formed in Accordance with ON THIS DATE, DATE:-10/22/16— NOR THRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 SU" En CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH13 LEWIS & CLARK S/D LOT 1 - WEST ;10/22/10 113 o -F 2E �CRTH��I M SOILS LOG - PERCOLATION TEST ENGINEERING Date Performed: 9/17/16 Performed For; Todd Brownson Legal Description; \j n - o VV DEPTH L 2 (FEET) o77*T,H. Location; See Location Map 1 - Date Gross Time 2 - - 3 - 0 -- 2.5" -- 2 9/17 30 5 4u 1.50 3 9/17 32 7 - 8- 9/17 62 9 4° 1.5" 5 9/17 65 10 2.50 -- 11 - 9/17 95 12 -, 4/ 1.5" 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - Organic SM/ML Silty Sand & Silt w/Gravel Denser Groundwater? No Depth -- Water Depth After Moni-brrino. 11' Date; 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/17 0 -- 2.5" -- 2 9/17 30 30 min. 4u 1.50 3 9/17 32 -- 2.5- 4 9/17 62 30 min. 4° 1.5" 5 9/17 65 -- 2.50 -- 6 9/17 95 30 min. 4/ 1.5" Percolation Rate 20 min./inch Perc Hole Diameter 6" Test Run Between 4' and 5' Comments Presoaked, Performed By NorthRim Eng, I Performed in Accordance with ON THIS DATE, DATE; 10/22/16 NORTHRIM _ ENGINEERING PO Box 770724 Eagle River. Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect E 4� TESTHOLE LEG 49 .......... GEOTECHNICAL s� enAr ... �f LEWIS & CLARK S/D X10/22%16' LOT 4 - WEST T k� ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed: 9/19/16 Performed Por; Todd Brownson Legal Description: Lewis & Clark S/D, Lot y -- DEPTH (FEET) 3 4 5 6 9 10 11 - 12 - 13 - 14 15 - 16 - 17 - 18 19 20 - 21 - TR Location: See Location Map SM/ML Silty Sand & Silt w/Gro,vet Groundwater? No Depth Denser Water Depth I After Monitorinq, 11' Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/19 0 -- 21/ -- 2 9/19 30 30 min. 4.50 2.5" 3 9/19 32 -- 2# -- 4 9/19 62 30 min, 4.50 2.50 5 9/19 65 -- 2" -- 6 9/19 95 30 min, 4.5" 2.50 Percolation Rate 12 min,/inch Perc Hote Diameter 6' Test Run Between 4' and 5" Comments! Presoaked. Per -Formed ByNorthRim Eng, I— Performed in Accordance with fi ON THIS DATE, DATE .10/22/16 NORTHRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 *. NN j ....... C7. - - - .V CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH15 LEWIS & CLARK S/D LOT 5 - SOUTH 10/22/10 115 of 2E. SOILS LOG - PERCOLATION TEST Date Performed: 9/19/16 ENGINEERING ri- I M G.INEERING Performed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot�e DEPTH (FEET) 1 - 2 3 4 5 6 7 9 10 11 - 12 - 13 - 14 15 - 16 - 17 - 18 19 20 - 21 - SM/ML Silty Sand & Silt w/Gravel Denser TA Location: See Location Map Groundwater? No Depth Water Depth After Monitoring, Dry Date: 10/14/16 #— Date Gross Time Net Time Depth Net Drop 1 9/19 0 2& 2 9/19 30 30 min. 8# 6# 3 9/19 32 -- 2" -- 4 9/19 62 30 min, 81 6" 5 9/19 65 -- 2# -- 6 9/19 95 30 min, 8# 6 Percolation Rate 5 min./inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments; Prp,-,ncLkpcl, Performed ByNorthRim Eng. I— Performed in Accordance with 4 ON THIS DATE, DATE: 10/22/16 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect OF A� hk TESTHOLE LOG NORTHRIM 0 9 ENGINEERING ....... ....... . GEOTECHNICAL ...... ..... PO Box 770724 V� Eng Eagle River, Alaska 99577 cc -4= 907.694.7028 LEWIS CLARK S/D LOT G SOUTH TH16 10/22/10 116 of 2 J�CRT H,1ZM ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed; 9/19/16 Perf ormed For: Todd Brownson Legal. Description: Lewis & Clark S/D, Lot DEPTH (FEET) 2 3 4 5 7 8 9 10 12 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - TA Location: See Location Map Organic SM/ML Silty Sand & Silt w/Gravei, Groundwater? No Depth Denser Water Depth I After Monitoring, 11' Date: 10/14/16 # Date Gross Time Net Time Depth Net Drop 1 9/19 0 -- 2" -- 2 9/19 30 30 min. 5" 3" 3 9/19 32 -- 2" -- 4 9/19 62 30 min. 5- 3" 5 9/19 65 -- 2" -- 6 9/19 95 30 min, 5# 31' Percolation Rate 10 min,/inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Pre-,nakpol. Performed By NorthR'm Eng, I Performed in Accordance with ON THIS DATE. DATE 10/22/16 NORTHRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipai, Guidelines in Effect TESTHOLE LOG GEOTECHNICAL LEWIS & CLARK S/D LOT 7 SOUTH TH17 10/22/10 117 of 2E. �CRT S❑ILS LOG — PERCOLATION TEST ENGINEERING Date Performed: 10/14/16 ENGINEERING Performed For: Todd Brownson Legal Descriptions Lewis & Clark S/D, le DEPTH (FEET) 1 - 2 - 3 - 5 7 - 8 9 _ 4 10 -` Q` 11 - 12 _ 13 - 'Q 14 - :U . 15 - 16 - 17 - 18 - 19 - 20 - 21 - T,H. Location: See Location Map Organic SM/ML Silty Sand & Silt w/Gravel Groundwater? No Depth -- Denser Water Depth After Monitoring, Dry Date: 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2" -- 2 10/19 30 30 min. 4N 2" 3 10/19 32 -- 2" -- 4 10/19 62 30 min. 4N 2" 5 10/19 65 -- 2" -- 6 10/19 95 30 min, 4n 2" Percolation Rate 15 min./inch Perc Hole Diameter 6" Test Run Between 3' and 4' Comments: PrP�,oakpcl, Performed By NOrthRlm Eng, I _ Performed in Accordance with fi ON THIS DATE. DATE: 10/22/16 dark NORTHRIM��Ps ENGINEERING i ....... ....... ....... � PO Box 770724 Eagle999577 07.694.7028 4+44#® ' O'Z2 16± CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTH❑LE LOG GE❑TECHNICAL TH21 LEWIS & CLARK S/D LOT 8 — SOUTH �t10/22/10 121 Tof 26 Ci TH ENINEERING SOILS LOG - PERCOLATION TEST Date Performed; 10/14/16 Performed For: Todd Brownson Legal Description; Lewis & Clark S/D, Lot ''--�e7t-A' 4i 1'0, 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - DEPTH (FEET) T.H, Location: See Location Map SM/ML Silty Sand & Silt w/Gravel Groundwater? No Depth -- Denser Water Depth After Monitoring, Dry Date: 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2" -- 2 10/19 30 30 min. 5" 3° 3 10/19 32 -- 2" -- 4 10/19 62 30 min. 5" 3" 5 10/19 65 -- 2" -- 6 10/19 95 30 min. 5" 3° Percolation Rate 10 min./inch Perc Hole Diameter 6" Test Run Between 3' and 4' Comments: Presoaked. Performed By NorthRim Eng, I Performed in Accordance with ON THIS DATE, DATE 10/22/16 NOR THRIM ENGINEERING PO Box 770724 Eagle Rlvesr, Alaska 99577 907.694.7026 10/22%1 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL TH22 LEWIS & CLARK S/ D LOT 10 - SOUTH 110/22/10 ET. 2 oP 26 hT f I M ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed: 10/14/16 Perf ormed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot DEPTH (FEET) 2 3 4 5 6 7 9 10 12 13 14 15 16 17 18 19 - 20 - 21 - Organic SM/ML Silty Sand & Silt w/Gravel. Denser TA Location; See Location Map Groundwater? No Depth Water Depth After Monitorin.q. Dry Date: 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2' -- 2 10/19 30 30 min. 4.50 2.5" 3 110/19 32 -- 2' -- 4 10/19 62 30 min. 4.5" 2.5' 5 10/19 65 -- 2# -- 6 10/19 95 30 min. 4.5' 2.5" Percolation Rate 12 min./inch Perc Hole Diameter 6' Test Run Between 3' and 4' Comments Prp,-,ncLkpcl. Per -Formed By NorthRim Eng, I Per -Formed in Accordance with ON THIS DATE, DATE: 10/22/16 NOR THRIM ENGINEERING Ti ..... ....... PO Box 770724 Dq EagleRiver. Alaska 99577 CE -4= 907.694.7028 6z i CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL LEWIS & CLARK S/D LOT 9 - SOUTH TH23 10/22/10 L23 of 26 T �Rt� ENGINEERING SOILS LOG - PERCOLATION TEST Date Performed: 10/19/16 Perf ormed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot -44:--�-�.--�' � DEPTH (FEET) 2 3 4 5 6 7 9 10 12 13 14 15 - 16 - 17 - 18 19 20 21 Organic SM/ML Silty Sand & Silt w/Gravel. Denser TH Location: See Location Map Groundwater'?. No Depth Water Depth After Monitorinq, Dry Date; 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2. -- 2 10/19 30 30 min. 8# 61 3 110/19 32 -- 2& -- 4 10/19 62 30 min, 80 6" 5 10/19 65 -- 2& -- 6 10/19 95 30 min. 8# 60 Percolation Rate 5 min,/inch Perc Hole Diameter 6' Test Run Between 4' and 5' Comments: Pra-maked. Per -Formed By NorthRim Eng, I Per -Formed in Accordance with ON THIS DATE, DATE. 10/22/16 NORTHRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7024 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GEOTECHNICAL LEWIS & CLARK S/D LOT 11 SOUTH TH24 10/22/10124 of 26 SOILS LOG — PERCOLATION TEST �CRTH,1 � IM _ ENGINEERING Date Performed; 10/19/16 Performed For; Todd Brownson Legal Description; Lewis & Clark S/D, Lot - -Prier-1--fie 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - DEPTH (FEET) Comments; T,H, Location; See Location Map Organic SM/ML Silty Sand & Silt w/Gravel Groundwater? Yes Depth 9' Denser Water Depth After Monitoring, 9' Date; 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2" -- 2 10/19 30 30 min, 4# 2" 3 10/19 32 -- 2" -- 4 10/19 62 30 rein. 4° 2" 5 10/19 65 -- 2" -- 6 10/19 95 30 rein, 4H 2" Percolation Rate 15 min./inch Perc Hole Diameter 6" Test Run Between 3' and 4' Performed By NorthRim Eng, I _ _ CERTIFY THAT THIS TEST WAS Performed in Accordance with _ State/Municipal Guidelines in Effect ON THIS DATE. DATE; 10/22/16 44+ TESTHOLE LOG A � NORTHRIM �P's '+ ITH25 ENGINEERING f GEOTECHNICAL PO Box 770724 ft "f EagleRiver.99577 4, a - 907.694.7028 'L E W I S CLARK S / D � L O T 5 — NORTH :eta: 10/ /10125 of 26 C�TI��! I M ENGINKRING S❑ILS LOG — PERCOLATI❑N TEST Date Performed; 10/19/16 Perf ormed For; Todd Brownson Legal Description; Lewis & Clark S/D, Lot 1- 2 DEPTH (FEET) 1 - 2 - - - 3 - 5 7 - 10 - r 11 - 12 - 13 -,; 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - T,H, Location; See Location Map SM/ML Silty Sand & Silt w/Gravel Groundwater? Yes Depth 9' Denser Water Depth After Monitoring, 9' Date; 10/24/16 # Date Gross Time Net Time Depth Net Drop 1 10/19 0 -- 2" -- 2 10/19 30 30 min. 4m 2" 3 10/19 32 -- 2" -- 4 10/19 62 30 min. 4' 2" 5 10/19 65 -- 2" -- 6 10/19 95 30 min. 4' 2" Percolation Rate 15 min,/inch Perc Hole Diameter 6" Test Run Between 3' and 4' Comments; PrPsoakPd. Performed By NnrthRlm Eng, I _ Performed in Accordance with ON THIS DATE, DATE; 10/22/16 NORTHRIM ENGINEERING PO Box 770724 Eagle River, Alaska 99577 907.694.7028 . to—esss .• 0/22/lE CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTHOLE LOG GE❑TECHNICAL TH26 LEWIS & CLARK S/ D e LOT 12 — NORTHEAST 1"0,1:0/22/10126 of 26 t �I M �TH ENGINEERING S❑ILS LOG — PERC❑LATI❑N TEST Date Performed: 8/10/18 Performed For: Todd Brownson Legal Description: Lewis & Clark S/D, Lot T.H. Location; See Location Map Organic SM/ML DEPTH Gross Time (FEET) Silt 1 - w/Gravel 2 0 Depth -- 3 - Water Depth Denser After Monitoring, 11' Date; 9/6/18 5 After Monitoring, 11' Date: 10/2/18 32 6 2# -- 4 7 62 8 -' 6" 4" 5 8/19 1 65 10 2" 11 6 .�,,�5 12 = 30 min. 13 4" 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - T.H. Location; See Location Map Organic SM/ML Date Gross Time Silty Sand & Silt Net Drop w/Gravel Groundwater? No 0 Depth -- -- Water Depth Denser After Monitoring, 11' Date; 9/6/18 1 After Monitoring, 11' Date: 10/2/18 # Date Gross Time Net Time Depth Net Drop 1 8/19 0 -- 2' -- 2 8/19 30 30 rein. 6# 4" 3 8/19 32 -- 2# -- 4 8/19 62 30 min. 6" 4" 5 8/19 1 65 -- 2" -- 6 8/19 95 30 min. 6" 4" Percolation Rate 7.5 min./inch Perc Hole Diameter 6" Test Run Between 2' and 3' omments: PrP -;naked. erformed By NorthRim Fng. I erformed in Accordance with V THIS DATE, DATE: 8/19/18 NOF?THRIM ENGINEERING PO Box 770724 ogle River. Alaska 99577 907.694.7028 CERTIFY THAT THIS TEST WAS tate/Municipal Guidelines in Effect TESTH❑LE LOG G i s i GE❑TECHNICAL TH27 Flo/ 8'LEWIS & CLARK S/D i L❑ T 1 1 9/6/18 T"�:• Northern Geotechnical Engineering Inc. d.b.a. Terra Firma Testing 11301 Olive Lane ''tai �,�°` Anchorage, AK 99515 �' Telephone: 907-344-5934 `L�.t04 Fax 907-344-5993 lb EXPLORATION J / �v % PAGE 1 B-2 OF 4 NGE-TFT PROJECT NAME: Lewis & Clark Subdivision NGE-TFT PROJECT NUMBER: 4865-17 PROJECT LOCATION: Anchorage, AK EXPLORATION CONTRACTOR: Discovery Drilling, Inc. MC = 9.0% EXPLORATION EQUIPMENT: Track -mounted CME 75 EXPLORATION METHOD: Hollow Stem Auger w/ NWJ Rods SAMPLING METHOD: Modified Split -spoon w1340lb autohammer LOGGED BY: A. Smith DATE/TIME STARTED: 11/1/2017 (a)1:15:00 PM DATE/TIME COMPLETED: 11/1/2017 (a� 2:45:00 PM EXPLORATION LOCATION: NIA GROUND ELEVATION: Approx 1126 ft above msl a GROUNDWATER (ATD): None observed ZGROUNDWATER (111312017): 15.1 ft bgs (May not be representative) EXPLORATION COMPLETION: See comments below WEATHER CONDITIONS: Sunny, calm, 36°F bel w m w S4 L _ C O MATERIAL DESCRIPTION m w y > ~ Z w -J m 16 p w z w REMARKSINOTES w 0 0 � w m a it LL g n S5 11 SURFICIAL ORGANIC DEPOSITS, consist of a mixture of grasses,S1 20 1 17 leaf litter, root masses, peat, and organic silt 4 COLLUVIAL DEPOSITS, SILTY SAND WITH GRAVEL (SM), 6 loose, tannish gray, damp, gravel up to 2" in diameter GLACIAL TILL DEPOSITS, SILTY GRAVEL WITH SAND (GM), S2 15 1 4 1 111 very stiff, tannish gray, damp 6 7 Bottom of borehole at 16.0 ft bgs. Set 1" PVC casing to BOH. Hand slotted casing from 11-16 ft bgs. Backfilled annulus with pea gravel from 11-16 ft bgs, cuttings to 3 ft bgs, then bentonite chips to ground surface. Hydrated chips to form seal. S1 MC = 11.9% 22.2% gravel, 42.1% sand, 35.7% silt S2 MC = 10.7% Jo lb 4 10 16 S3 9 MC = 9.0% 41.0% gravel, 28.5% sand, 30.8% silt P0.02 = 25.4% FC=F3 S4 16 4 9 10 16 S4 MC = 19.5% S5 11 9 NIA 50 S5 3" MC = 20.9% S6 I 16 1 566 NIA Always refer to our complete geotechnical report for this project for a more detailed explanation of the subsurface conditions at the project site and how they may affect any existing and/or prospective project site development. S6 =P Sampler refusal on cobble boulder at approx 10.75 ft bgs. Increased drill chatter from approx 10.75-11.5 ft bgs. Sampler refusal on cobble boulder at (Continued Next Page) fi Northern Geotechnical Engineering Inc. d.b.a. Terra Firma Testing 11301 Olive Lane Anchorage, AK 99515 v� Telephone: 907-344-5934 rti°s Fax 907-344-5993 NGE-TFT PROJECT NAME: Lewis & Clark Subdivision PROJECT LOCATION: Anchorage, AK EXPLORATION EQUIPMENT: Track -mounted CME 75 SAMPLING METHOD: �Iodlfled 5 lit -s oon w/ 3401b autohammer DATE/TIME STARTED: 11/1/2017 (o) 4.50.00 PM EXPLORATION LOCATION: N/A EXPLORATION E3.4 PAGE 1 OF ------------- NGE-TFT PROJECT NUMBER: 4865-17 EXPLORATION CONTRACTOR Discove Drillin Inc. EXPLORATION METHOD: Hollow Stem Auper w/ NWJ Rods LOGGED BY; A. Smith DATE/TIME COMPLETED: 11/1/2017 (o) 6.00.00 PM GROUNDWATER (ATD): None observed GROUND ELEVATION: Aoprox, 1130 ft above ms] EXPLORATION COMPLETION: See cnmmanfe K.1--ZGROUNDWATER (111312017): 14.1 ft bps (May not be representative) MATERIAL DESCRIPTION SURFICIAL ORGANIC DEPOSITS, consist of a mixture of grasses, leaf litter, root masses, peat, and organic silt COLLUVIAL DEPOSITS, SILTY SAND WITH GRAVEL (SM), loose to medium dense, olive brown, damp, gravel up to 2" in diameter GLACIAL TILL DEPOSITS, SANDY SILT WITH GRAVEL (ML), stiff to very stiff, tannish gray, damp, varying gravel content Bottom of borehole at 16.5 ft bgs. Set 1" PVC casing to BOH. Hand slotted casing from 11.5-16.5 It bgs. Backfilled annulus with pea gravel from 11.5-16.5 ft bgs, cuttings to 3.5 ft bgs, then bentonite chips to ground surface. Hydrated chips to form seal. WEATHER CONDITIONS: Clear, calm 31 X W Z % O0 J d ? Q 0 LU ui LL mQ l S1 11 0 3 1 1 N/A S2 16 6 20 5 S2 7 MC = 8.3% S3 18 5 24 8 S3 9 MC = 9.4% 24.8% gravel, 38.1 % sand, 37.1 % silt S4 18 6 16 P0.02 = 30.9% 8 FC = F3 11 S4 MC = 10.0% S5 18 3 i0 7 S5 5 MC = 20.5% 7 122 I S6 16 MC = 19.4% REMARKS/NOTES 3"+ gravel at end of sampler. Always refer to our complete geotechnical report for this project for a more detailed explanation of the subsurface conditions at the project site and how they may affect any existing and/or prospective project site development. (Continued Next Page) J WQ Northern Geotechnical Engineering Inc. d.b.a. Terra Firma Testing 11301 Olive Lane Anchorage, AK 99515 Say Telephone: 907-3445934 Fax 907-344-5993 NGE-TFT PROJECT NAME: Lewis & Clark Subdivision PROJECT LOCATION: Anchorage, AK EXPLORATION EQUIPMENT: Track -mounted CME 75 SAMPLING METHOD: Modified 5 lit -s oon w/ 3401b autohammer DATE/TIME STARTED: 11/3/2017 (0) 9.45.00 AM EXPLORATION LOCATION: N/A EXPLORATION B®7 P, -10 Lor f3 NGE-TFT PROJECT NUMBER 4865-17 PAGE 1 OF 3 EXPLORATION CONTRACTOR: Discovery Drilling Inc EXPLORATION METHOD: Hollow Stem Auger wi NWJ Rods LOGGED BY. A. Smith DATE/TIME COMPLETED: 11/3/2017 0 11:45:00 AM SZGROUfVDWATER (ATD): A prox. 2S.0 ft bgs GROUND ELEVATION: Aoprox 1022 ft above msl GROUNDWATER (): 24.1 ft bgs EXPLORATION COMPLETION: See rnmmante tioi,,,.. MATERIAL DESCRIPTION SURFICIAL ORGANIC DEPOSITS, consist of a mixture of grasses, leaf litter, root masses, peat, and organic silt COLLUVIAL DEPOSITS, SANDY SILT (ML), trace gravel, stiff, tannish gray, damp GLACIAL OU SH DEPOSITS, GRAVEL WITH SILT AND SAND (GP -GM), dense, Olive brown, damp, gravel up to 2" in diameter GLACIAL TILL DEPOSITS, SILTY SAND WITH GRAVEL (SM), dense, olive brown, damp, gravel up to 3" in diameter GLACIAL OUTWASH DEPOSITS, GRAVEL WITH SAND(( dense, olive brown to dark gray, saturated, gravel up to 2" in diameter 130ttom of borehole at 31.25 ft b Set 1" PVC casing to BOH. Hand slotted casing from 21.25-31.25 ft bgs. Backfilled., ... �aulus with cuttings to 3.5 ft bgs, then bentonite rhino t., nn...._.., WEATHER CONDITIONS: Foggy, calm 30°F W LU M co } 3 z 0 e D 25 w W O m Z UJ REMARKSlNOTES Ls O LL g o S1 15 4 12 5 S1 10 MC = 22.1 1�38 N/A S2 50 MC = 6 29 1 N/A 50 7 N!A 17 50 S3 MC = 7.1% 21.8% gravel, 55.7% sand, $4 =u Increased drilling resistance at approx 16 ft bgs. Always refer to our complete geotechnical report for this project for a more detailed explanation of the subsurface conditions at the project site and how they may affect any existing and/or prospective project site development. (Continued Next Page) 0 tNorthern Geotechnical Engineering Inc. d.b.a. Terra Firma Testing 11301 Olive Lane Anchorage, AK 99515 Telephone: 907-344-5934 Fax 907-344-5993 EXPLORATION B-8 12-'10 Z.07" /-2 NGE TPAGE 1 OF 4 FT PROJECT NAME: Lewis &Clark Subdivision NGE-TFT PROJECT NUMBER 4865-17 PROJECT LOCATION: Anchorage, AK EXPLORATION CONTRACTOR: Discovery Drilling Inc EXPLORATION EQUIPMENT: Track -mounted CME 75 EXPLORATION METHOD: Hollow Stem Auger w/ NWJ Rods SAMPLING METHOD: Modified Spilt -spoon w/ 3401b autohammer LOGGED BY: A. Smith DATE/TIME STARTED: 1112/2017 10:00:00 AM DATEITIME COMPLETED: 11/2/2017 Col 12:40:00 PM EXPLORATION LOCATION: N/A GROUND ELEVATION: Aoprox. 1066 ft above msl EGROUNDWATER (ATD): None observed ZGROUNDWATER N/A EXPLORATION COMPLETION: Backfilled with cuttings WEATHER CONDITIONS: Foggy, calm, 30°F U LLI v co m cc o MATERIAL DESCRIPTION Z W m J o o z Lw REMARKSINOTES Ui Q a LL g I N SURFICIAL ORGANIC DEPOSITS, consist of a mixture of grasses, leaf litter, root masses, peat, and organic silt COLLUVIAL DEPOSITS, SILTY GRAVEL WITH SAND (GM), medium dense to very dense, tannish gray, damp, gravel up to 1" In diameter S1 17 20 7 S1 716 Mr. =n S2 21 1040 19 S2 18 MC=7 18 10 31 18 S3 rfl MC = 7.0% 49.0% gravel, 18.4% sand, 9 40 S4 7A Mr = F 55 1 16 1 19 N/A 49 S5 (ML), incresed silt content 47 MC = 4 of borehole at 30.75 ft bgs. 50 S6 1 1 Mr:c9� Varying silt content throughout with thin silt layers approx. i" in thickness. Significantly increased drilling resistance in dense till at approx. 22 ft bgs. Some fractured rock in sampler from approx. 25.5-26 ft bgs. Always refer to our complete geotechnical report for this project for a more detailed explanation of the subsurface conditions at the project site and how they may affect any existing and/or prospective project site development. (Continued Next Page) GARNESS ENGINEERING GROUP CIVIL & ENVIRONMENTAL ENGINEERS -- --- -- April 29, 2015 (Revised) S4 Group 124 E. 71 Ave. Anchorage, AK. 99501 Phone: 907-306-8104 Attention: Tom Dreyer !W, Subject: Soils Investigation Report and Well/Septic Reserve Area for Lewis and Clark Subdivision (proposed) Located off (Upper Dearmoun Road in Anchorage, Alaska Mr. Dreyer, Lewis and Clark Subdivision (proposed) is located on the south side of Upper Dearmoun Road in Anchorage, Alaska. Based on the preliminary plat drawing provided to us, this development is proposed to consist of thirty-two (32) lots and two (2) large tracts. The two (2) large tracts are classified as wetlands. Improvements will include street improvements and storm drainage, all within publicly dedicated right of way. Per your request we excavated and logged test holes and performed percolation testis for each lot. This information will be used to establish septic reserve areas or platted drainfield sites for each lot in the subdivision. PROPOSED WELL AND SEPTIC RESERVE AREAS Soil logs have been prepared for all test holes excavated on the property (see Tab 4). We have also prepared a site map showing the proposed well locations with 100 foot protective radii and proposed septic reserve areas or platted drainfield sites (see Tab 2). In regards to the septic reserve areas, MOA wastewater ordinance AMC 15.65.180 requires that a site map be provided showing the septic reserve area for each lot or identify three (3) platted drainfield sites. In regards to the septic reserve area, the total reserve area must meet the requirements set forth in Table 2 of AMC 15.65.180 (see below). TABLE 2 TART R iN4RT- Percolation Rate ininutes6mclt Total Reserved Area (square feet 1--5 ]0,400 5-42 12,000 12--24 14,000 24-60 16,000 In regards to platted drainfields, the platted drainfield sites must meet the requirements set forth in AMC 15.65.180 (see below). 3701 East Tudor Road, Suite 101 * Anchorage, Alaska 99507-1259 Phone: (907) 337-6179 * Fax: (907) 338-3246 * Website: www.gamessengineel ng.com Page 2 of 4 2 The lot must contain sufficient area to provide for structures, and a well or other water source, and sufficient area for an original on-site wastewater disposal system and two replacement subsurface disposal fields designed in accordance with the standards and procedures of Sections 15.65.040, 15.65.050 and 15.65.060. The plat must designate the maximum number of bedrooms allowed on each lot. The area to be used for wastewater disposal system and replacement subsurface disposal fields must be designated on the plat for each lot as being unavailable for use for driveways, parking areas or structures. Based upon the soils conditions on the property we have provided a combination of septic reserve areas and platted drainfield sites. The platted Drainfields have been sized for four (4) bedrooms and will require a plat note limiting the number of bedrooms to this size for each lot. The following is a summary of our findings of the topography, soil conditions, groundwater conditions, etc., across the property. SOILS REPORT SUMMARY Based upon the topography information provided to us by your firm, the average slopes across the majority of this parcel range from 5 to 20 percent running generally from northwest to southeast (see attached site plan). Prior to excavation of the test holes, your firm provide us with a proposed subdivision drawing with the layout of the planned subdivision of the which includes the location of delineated wetlands, drainageway/s, and a stream channel. Based on the topography information, the proposed lot configurations, the location of delineated wetlands, drainageway/s, stream channel, etc., test hole locations were chosen and these locations were staked by your firm. All test hole locations were excavated at the stakedt lagged location. A total of thirty-eight (38) test holes have been excavated on the property and percolation tests have been performed in separate benches in undisturbed, native material. Attached are all the soil logs (see Tab 4) which indicates the soils classification, groundwater monitoring data, and percolation test information. In addition to the soil logs, we prepared a spreadsheet summarizing all the test hole percolation data, the highest groundwater readings, and the depth of impermeable soils (see Tab 3). This spreadsheet notes If a septic reserve area or a platted drainfield is proposed for each particular lot. The following is a brief overall description of the soil conditions across the parcel: We performed test holes on the southeast quarter of the property for proposed Lots 1 through 4 (TH#1, TH#2, TI -193, and TH#4). Based upon our findings, these proposed lots appear to be unsuitable for onsite septic systems due to impermeable soil and/or high groundwater. Additionally, two (2) test holes (TH#11 and TH#11A (old Th#6)) were performed on proposed Lot 11 and found that the lot will not meet the requirement for septic reserve area or platted drainfields. In short, this lot appears unsuitable for an onsite septic system. The majority of the of the proposed subdivision has marginal to impermeable soils (soils that have a percolation rate of >120 minutes/inch) at a depth of four (4) feet. Each test hole in this portion of property generally has one (1) to two (2) feet of organic/peat material. Between the organic layer and the impermeable layer, generally there is a two (2) to three (3) foot layer of gravel, silt mixture (GM) that had percolation rates that ranged from 3.3 to 48 minutes/inch. Given the impermeable soils (at four feet and/or shallow groundwater) and based our experience with the MOA Onsite Department on other subdivisions with similar conditions, these proposed lots will most likely require the use of platted drainfield sites served by advanced wastewater treatment systems. We have prepared a conceptual cross-section detail drawing which shows a profile view of a proposed Platted drainfield (see Tab 5). In 3701 East Tudor Road, Suite 101 -Anchorage, Alaska 99507-1259 Phone: (907) 337-6179 * Fax: (907) 338-3246 * Website: www. gamessengineering.com Page 3 of 4 the cross-section drawing, we are showing the limits of excavation to be the same (2 feet) and the installation of 4+ feet of MOA approved sand filter. This will put the bottom of the proposed drainfields at 2 feet above original grade and provide the required 6 foot separation distances to impermeable soils. All the platted drainfield sites are "mounded" and require 3 to 1 slopes that are vegetated. Since these are all mounded drainfields, we have shown on the site plan that all platted drainfields are at least 35 feet away from any lot line that is below/downhill from the lowest platted site. This will insure no cutbanks or slopes that exceed 25 percent will exist 50 feet downhill from the proposed drainfields. It is extremely important that the proposed roadways, driveways and house locations are planned for these properties to insure that no cutbanks are created 50 feet below the platted drainfields. We are also recommending that the most upper platted drainfield site be used as the first installation preference. There were several test holes that did not have impermeable soils and had percolation tests that would appear to support conventional onsite septic systems and qualify for septic reserve areas. These tots include proposed Lots 6, 8, 9, 10, and 19 (TF#t6 (old TFI #2), TM#8 (old Th#1), TRW, TFl#10, and TH#19). Al of these test holes were performed between October of 2014 and January of 2015. During this time frame during (multiple site visits), we did not see any running water in any of the drainageways or the stream channel that were shown on your drawing. The only standing water visibly seen on the lot was in the designated wetlands on proposed Trad A On April 17, 2015, we performed spring groundwater monitoring on all the test holes. This is approximately a month earlier than the normal spring groundwater timeframe (May), but due to the early spring conditions and the lack of snow conditions in the area, it is our opinion that the AMI groundwater reading would be adequate for high groundwater conditions. Prior to performing spring groundwater readings, we contacted Deb Wockenfuss with the MOA Onsite Department and confirmed that she would accept these readings as the high groundwater levels. During our site visit on April 17, 2015, we inspected all the drainageways and stream channels and found them to be dry except for the drainageway at the South end of Canyon Road, where there was a small flow of water running through the channel. This water appeared to be from runoff travelling down the Eastside ditch line of Canyon Road, flowing through a culvert under Canyon Road, and daylightirg in the drainageway located in the Southeast caner of this parcel. This will most likely dry -up after spring "break-up". In short, based upon our observations, there was no issues with surface waters on the property except those noted as designated wetlands or the small amount of water in the aforementioned drainageway. including well depths, casing depths, static water level, well production, and water quality. On si • 1 • . • ••1 K Y • `, •<• • • 1 1 • For the properties to the west and northwest of this parcel, the well depths ranged from 54 feet to 315 feet deep, the casing depths ranged from >40 feet to 230 feet, the static water levels (SWL) ranged from 23 feet to 160 feet, well production ranged from 5 to 12.5 gallons per minute (gpm), and nitrate levels ranged from 2.22 to 7.31 mg/L. Based upon this inforrnation, the wells to the west/northwest of this parcel appear to meet MOA AMC 15.55 Water Well Ordinance. 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 For the properties to the north of this parcel, the well depths ranged from 115 feet to 247 feet deep, the casing depths ranged from >40 feet to 76 feet, the static water levels (SWL) ranged from 17 feet to 87 feet, well production ranged from 0.81 to 4 gallons per minute (gpm), and nitrate levels ranged from 2.5 to 4.73 mg/L. Based upon this information, the wells to the north of this parcel appear to meet MOA AMC 15.55 Water Well Ordinance. For the properties to the east of this parcel, the well depths ranged from 106 feet to 325 feet deep, the casing depths ranged from 27 feet (bedrock) to 61 feet, the static water levels (SWL) ranged from 0 feet to 40 feet, well production ranged from 1.31 to 5 gallons per minute (gpm), and nitrate levels ranged from 0.5 to 4.35 mg/L. Based upon this information, the wells to the east of this parcel appear to meet MOA AMC 15.55 Water Well Ordinance The property to the south (downhill) of the parcel is undeveloped. Based upon the neighboring well information, it initially appears that there should be no issues with drilling wells for this subdivision; however, moderately elevated nitrate levels could be an issue. CONCLUSION Based upon the well/septic reserve site map, the soils reports and the surrounding well information; the proposed subdivis'ion appears to meet the MOA subdivision standards for most of the parcel. If you have any que9tio please contact us at 907-337-6179. .S. 3701 East Tudor Road, Suite 101 * Anchorage, Alaska 99507-1259 Phone: (907) 337-6179 * Fax: (907) 338-3246 * Website: mm. gamessengineering.com 1\NGINEERING GROUP, Ltd, CIVIL & ENVIRONMENTAL ENGINEERS LEWIS AND CLARK SOILS INVESTIGATION AND WELL/SEPTIC RESERVE AREA REPORT Tab 2 * Site Plan for Septic Reserve Areas/Platted Drainfield Sites and Surrounding Well Information 3701 East Tudor Road, Suite 101 ' Anchorage, AK 99507 - Ph: (907) 337-6179 * Fax: (907) 338-3246 * Website: gamessengineedng.com SITE PLAN SHOWING ORIGINALLY PROPOSED LOT LAYOUT AND TEST HOLE LOCATIONS IS IN ON‐SITE HARD FILE – SIZE OF DRAWING IS TOO LARGE TO SCAN GARNESS ENGINTEAERENG GRO, UP', Ltd CIVIL & ENVIRONMENTAL ENGINEERS S4 GROUP AND BIG COUNTRY ENTERPRISES, LLC. LEWIS AND CLARK SOILS INVESTIGATION AND WELL/SEPTIC RESERVE AREA REPORT Tab 3 0 Spreadsheet of Test Hole/ Percolation Information Including Septic Reserve Areas or Platted Drainfield Requirements 3701 East Tudor Road, Suite 101 * Anchorage, AK 99507 Ph: (907) 337-6179' Fax: (907) 338-3246 * Website: garnessengineering,00rn Z O p CQ NGN 1.f. O LL Z W Z O H Q J O U W a w O 2 C C « E « d m « m d « m m « m « m « a « « d m « « w v « m « « d w a a a o s o m a a E a a a a E E a E a E a a a a a 0 a a 0 0 O v >> 0 0 « 0 0 0 0 d d0 d 0« 0 0 0 0 •'c c c c c d E m 0 E E '^ E m E E E E 0 m E m E N E E E E « E « E E « « d E d d a a d a a « N « N « N « ?i N « « N N « N N T (n (n « N (n « (n N « « N N « N N N N N O O O O O T C T T C T p (n T T to (n T U)d C C T d C O d T C (O0 T T (n (/1 T T U) U) T O f/1 T T fn (/1 d m C E C C E s C C C C c E E C N E C E C C C C N C C C d N d 7 d d d i0 y� d A O d d d d d i0 A d i0 d i0 d d d d d d d E E E E E E E :! 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N O IO iO iO N iO N iO .1 IO R [V N N N [V N N C-4 O [V IO O fV V )O fV N N [V tV iV V N N tV v v v v v v v M a a 0 u u N p M --tIO 9 h "O Of O D ` N M V N II '- v N r� 0-6 ryO v O Q YY � N N N N N N M M M GARNESS E-WGIN E-4ERINTG, GROUP', Ltd CIVIL & ENVIRONMENTAL ENGINEERS S4 GROUP AND BIG COUNTRY ENTERPRISES, I.I.C. LEWIS AND CLARK SOILS INVESTIGATION AND WELL/SEPTIC RESERVE AREA REPORT Tab 4 0 Soil Logs 3701 East Tudor Road, Suite 101 *Anchorage, AK 99507 Ph: (907) 337-6179 * Fax: (907) 338-3246 * Website: gamessengineefing.com Gk, RNTESS E NGINTEERING GRA UP5 Ejtd CIVIL & ENVIRONMENTAL ENGINEERS 3701E TUDOR ROAD. SUITE 101'A4'G1fORAGE.AKSM7` PHONE (07) 337-617C' FAX (807) 3383i'CG'Nc9SIlE: V/s'N.8ome9xng"vrocrmg Wm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES LLC I S4 GROUP DATE: 1!712015 DEP (fee 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 )RGANICS TEST HOLE #1 SEEPS ML 111XED W/ M AND CL SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE 5.5' ( SEEPS) 11712015 1� Itt�f� K�N�� 3.5' 4/17/2015 1:50 • 6" - 2 2:20 30 5-3/4' 114" g 2:20 - �l•-t`t.�li - DEPTH TO GROUNDWATER DATE 5.5' ( SEEPS) 11712015 2' 1/16/2015 3.5' 4/17/2015 1:50 _ X4® PC' Coe; N SCALE: I'= 100` DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/9/2015 1 1:50 _ 6" - 2 2:20 30 5-3/4' 114" g 2:20 - 6" - 4 2:50 30 5-718" 1/B" STOPPED READINGS PERCOLATION RATE 240 (MIN./INCH) PERC. HOLE DIA. b kINt-ht:J) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOWPED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 22, 1• — GAR E S ENGINEERING GROUP, Lt CIVIL & ENVIRONMENTAL ENGINEERS 5701E. TUDOR ROAD. SURE 101-ANCHORAGE,AKOW-PHONE (S07) 337L778'FAX (207)3M46*Y&8S1TE:-_g.vjPlxmg. SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1172015 DEPTH teeQ li: ORGANICS TEST HOLE #2 E 7 8 9 10 11 12 13 14 15 16 17 18 `9L/GM N/ SOME - LENSES SEEPS DEPTH TO GROUNDWATER DATE 10' ( HEAVY SEEPS) 1/7/2015 6' 1/16/2015 - 111111111 . IIIIIIItI DEPTH TO GROUNDWATER DATE 10' ( HEAVY SEEPS) 1/7/2015 6' 1/16/2015 DRY TO 12' 4/17/2015 �e 5� 10 CGS N SCALE: DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 1/9/2015 1 2:01 - 6" - 2 2:31 30 5-718" 1/8" STOPPED READINGS 19 PERCOLATION RATE 240 (MIN./INCH) PERC. HOLE DIA. TEST RUN BETWEEN 4 FT. AND 5 FT. 6 (INCHES) 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: CIVIL & ENVIRONMENTAL ENGINEERS --- - - 3701ETUDORROAD,SU.M 1C1'MaHORAOE.AX99507' PHONE 4C07) 3376170' FAX (607)3383248'%%TMTE:—,pammapMMYq— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/64 GROUP DATE: 10/16/2014 DEPTH (feel)ORGANICS TEST HOLE #2A 1 LOAM (SM) OLD TH#3 PERCOLATION RATE >120 (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: 0 YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH RECOMMEND FURTHER INVESTIGATION OF THIS AREA.. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERF(?RME9 IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: SOIL CLASSIFICATIONS SITE PLAN 2 GW ORG 3 GP ML GM CL GC OL 4 °o opo o SW MH �e 5 •: SP CH SM OH 6 0� SC PGS 7 DEPTH DATE ML GROUNDWATER �� N 8 DRY 10/16/2014 6.7' 10/27/2014 scALE: 9 8.5' 1/16/2015 1^=1o0' '10.5' 4/17/2015 10 *WATER IN BENCH AT 3' PROBABLY FROM SNOWMEL WATERNET TIME LEVEL NET CT 11 DATE READING READING (INCHES) MEQ (MINUTES) 10/17/2014 1 2:55 - 6" - 12 2 3:25 30 5-718" 1/8" 13 3 00:00 - 6" - 4 00:00 30 5-7/8" 1/8" 14 TEST STOPPED >120 MINANCH 15 16 B.O.H. 17 18 PERCOLATION RATE >120 (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: 0 YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH RECOMMEND FURTHER INVESTIGATION OF THIS AREA.. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERF(?RME9 IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: NESS Eq NG 1EE OUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 37C'E TUDORROAD.SUITE 101-ANCHORAGE.AXP,'D7-PHONE(00)3376179•FAX (CM 3383246'WMSrrF-wyw.gamecs Ng,. q4 SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID - PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/8/2015 DEPTH ( feet) _ 1 2 3 4 5 6 7 Iyy�yyy�l ly`!y !II 13 14 15 I�i�y!yl �yy�yyy�� 16 17 18 ORGANICS ITEST HOLE #3 SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE 1111(1111 1/8/2015 110,1111 ,111 1/16/2015 MORd 4/17/2015 30 5-15/16" 1/16" NNE • ', IIIII1111 DEPTH TO GROUNDWATER DATE DRY 1/8/2015 DRY 1/16/2015 DRY 4/17/2015 30 5-15/16" 1/16" STOPPED READINGS 5� �o G� `l \ N SCALE: 1"=1w DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 1/9/2015 1 2:06 - 6" - 2 2:36 30 5-15/16" 1/16" STOPPED READINGS 19 PERCOLATION RATE 240+ (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: W YES ❑ NO SOILS LOGGED BY: ROB CAMPBELL PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEVORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GARNES-`q NIGINEERING GROUPS Ltd. CIVIL & ENVIRONMENTAL ENGINEERS 3701E. TUDOR ROAD, SUrrE101'AHC140RAGE.AK99507' PHONE (907) 337 -079 -FAX (907) 33E32C5'Vr.9SrrE.-,C.-II-n;h-M0- SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/8/2015 DEPTH (feet; �::� ORGANICS Tl=�qT F -N F M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ RANDOM GM AND CL LENSES SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER • 111111111. 1/812015 fl 1.1111 1/16/2015 11' 4/17/2015 1�I�NR � ,;'. Illltlllf RAR( }} Fit~.•�f.�L DEPTH TO GROUNDWATER DATE DRY 1/812015 DRY 1/16/2015 11' 4/17/2015 �e 5� �G N SCAM: V = 100' DATE READING CLOCK NET TIME WATER LEVEL NET DROP TIME (MINUTES) READING (INCHES) 1/912015 LIQUID LEVEL DID NOT DROP DURING PRE-SOAK PERCOLATION RATE >120 (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: ROB CAMPBELL PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: J44 1 Z z /i` G,k,RNESS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS . c701 E. TUDOR ROAD, SUITE 101'ANCHORAGE.AKe9507-PHONE (907) 337-6179- FAX (907) 3383246'WE83.TE:mvw.9jm nghearol0 SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LENS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/712015 DEPTH (feeo ORGANICS TEST HOLE ##5 GM WITH SOME ML 3 4 (SMEARING) 5 6- 7- 8 s DATE DRY 117/2015 DRY ML TO GM 10 4/17/2015 11 w 12 O 13 14 15 16 B.O.H. 17 18 DEPTH TO GROUNDWATER DATE DRY 117/2015 DRY 1/15/2015 DRY 4/17/2015 W [0 �e PG N SCALE: 1' = 100' 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES,' 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 DAVID GARNESS C0111MENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEffORKPID IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Ltl Z.Z.- / DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL NET DROP READING (INCHES) 1/8/2015 LIQUID LEVEL DID NOT DROP DURING PRE-SOAK U Z W [0 w O 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES,' 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 DAVID GARNESS C0111MENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEffORKPID IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Ltl Z.Z.- / f CIVIL & ENVIRONMENTAL ENGINEERS 5701 E. TMOR ROAD. SUATE 101 -ANCHORAGE. AK P9507' PHONE (9971997.8179 - FAX Fa2eb' 15E&SITE: vwH.gamcae"9h°orh9.�" ... .. SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #5 1 PAGE20F2 U 7— L- 8 0 9 � O 10 U) w 11 0 LL e%j 12 U- 0 13 W 0 14 a LU 15 LU 07 16 17 18 2 c Z W 00 W a a DEPTH TO DATE GROUNDWATER E *�WL%X®t o e t �® o ........... .. ... i ,.s., • . .• .............I......;. . effrey . amess �! E-7953 _AV Fp ....... �® i FESSN i Pc' N SCALE: 1° =100 DATE READING CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS 2— 2.12 6" GW ORG 2 3 30 43/4" ®: GP ML GM CL 4 - 6" - GC OL SW MH 5 0 4-3/4" °: •ot SP CH SM OH 6 Q 6" - SC 3:42 30 4-3/4" 1-1/4" U 7— L- 8 0 9 � O 10 U) w 11 0 LL e%j 12 U- 0 13 W 0 14 a LU 15 LU 07 16 17 18 2 c Z W 00 W a a DEPTH TO DATE GROUNDWATER E *�WL%X®t o e t �® o ........... .. ... i ,.s., • . .• .............I......;. . effrey . amess �! E-7953 _AV Fp ....... �® i FESSN i Pc' N SCALE: 1° =100 DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1612015 1. 2.12 6" - 2 2:42 30 43/4" 1-1/4" 3 2:42 - 6" - 4 3:12 30 4-3/4" 1-1/4" 5 3:12 - 6" - 6 3:42 30 4-3/4" 1-1/4" PERCOLATION RATE 24 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K� YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P RFCIMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: V,ZI5— arm ss wa s��— GARNESS ENGINEERING OUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 37C1 E. TUDOR ROAD, SUITE 101'ANCHORACE.AK9950/'PHONE ISM 337-6170* FAX (907) 3363246'WEBSITE:—.g..4. e.gk,— ..— SOIL LOG - PERCOLATION TEST (�—A �L� LEGAL DESCRIPTION: PROPOSED LEWIS AND CLARK SID - 70 ACRE PARCEL OFF UPPER DEARMOUN RD. PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/16/2014 D(feeO — ORGANICS TEST HOLE #6 1 LOAM (SM) IOLD TH#2 7 8 s 10 11 12 13 14 15 16 17 18 SM/ML W/ SOME GRAVEL AND POCKETS OF GM THROUGHOUT (HARDPAN) DEPTH TO GROUNDWATER DATE DRY 10/1612014 SOIL CLASSIFICATIONS 10/27/2014 '. 1/152015 DRY 4/17/2015 2 3:20 30 3-1/4" GW 3 3:20 - 6" - 4 3:50 30 3-1/2" 2-1/2" 5 3:50 - 6" GM CL 6 ,%l 30 3-1/2" • SW MH :uYYSSP://�iCH SM OH ►i+SC 7 8 s 10 11 12 13 14 15 16 17 18 SM/ML W/ SOME GRAVEL AND POCKETS OF GM THROUGHOUT (HARDPAN) DEPTH TO GROUNDWATER DATE DRY 10/1612014 DRY 10/27/2014 DRY 1/152015 DRY 4/17/2015 V� 5� P ce N SCALE: 1"= 10U DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10/17/2014 1 2:50 - 6" - 2 3:20 30 3-1/4" 2-3/4" 3 3:20 - 6" - 4 3:50 30 3-1/2" 2-1/2" 5 3:50 - 6" - 6 4:20 30 3-1/2" 2-1/2" 19 PERCOLATION RATE 12 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: Z, YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFO ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: ZZ / l GA,RNCA SS ENGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E.TUDOAROAD. SUITE 01- ANCKRAGE.AI(99507' PHONE (90) 397.8179'FAX (90T1 398 to'WEPSITE: wwS>•mw�-i0'v,ecni..ecm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/7/2015 DEPTH ORGANICS TEST HOLE #7 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 'M TO ML DEPTH TO GROUNDWATER DATE DRY 1/7/2015 CLASSIFICATIONSSOIL 1/16/2015 DRY 4117/2015 6" GW RG 2 2:23 30 5-1/2" - I�ItttML 3 t• - . - 4 2:53 30 5-112" (t�ltt:.tf N�CL 4 2:53 - 6" • GC/* 6 3:23 30 5-1/2" lt!MH !!tltl f//,CH % SM'ly.6rB. • J +T 7 8 9 10 11 12 13 14 15 16 17 18 'M TO ML DEPTH TO GROUNDWATER DATE DRY 1/7/2015 12' 1/16/2015 DRY 4117/2015 6" - PLAN e� Qy o� N 5 SCALE: 1" = 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 11812015 1 1:53 - 6" - 2 2:23 30 5-1/2" 112' 3 2:23 - 6" - 4 2:53 30 5-112" 112" 5 2:53 - 6" - 6 3:23 30 5-1/2" 1/2" PERCOLATION RATE 60 (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: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE ;FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z /� ARNESS ENGINEERING GROUP, Ltd t CIVIL & ENVIRONMENTAL ENGINEERS- 3701 E TUDOR RQAD, SUf7E 101 • ANCHORAr—, AN f -SM' FHOKc (S07) 337E170 • FAX (007) 33&3246' YfcB517E: wvw.�sm¢ozmOhecifng.¢vn - SOIL LOG - PERCOLATION TEST d� LEGAL DESCRIPTION: LEWIS AND CLARK SID , PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #% 1 PAGE 2 OF 2 U 7 V' 8 U) U 9 U) _J 10 f) w 11 0 04 12 L- 0 O r 13 W 14 CL W 15 W 16 17 18 Z C Z LL cc a LL a a DEPTH TO DATE GROUNDWATER 1 E �VMUQ®t OF/Ai I �~ fireY A—Ga ess •• e i j E-79 3 ��®41 5� QG y�tts� N SCALE: 1" = 1w DATE READING CLOCK TIME SOIL CLASSIFICATIONS WATER LEVEL READING NET DROP (INCHES) 1/1612015 1 2:16 - GW •. - 2 GP ML 30 1-3/4" 4-114" 3 2:46 11111 J GM 6" ' [EN11 • 3:16 30 IllltttilMH 4114" 5 -.//CH • �Ilt�fitt�• 6 3A6 �sSC 1-3/4" 4-1/4" U 7 V' 8 U) U 9 U) _J 10 f) w 11 0 04 12 L- 0 O r 13 W 14 CL W 15 W 16 17 18 Z C Z LL cc a LL a a DEPTH TO DATE GROUNDWATER 1 E �VMUQ®t OF/Ai I �~ fireY A—Ga ess •• e i j E-79 3 ��®41 5� QG y�tts� N SCALE: 1" = 1w DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1612015 1 2:16 - 6" - 2 2:46 30 1-3/4" 4-114" 3 2:46 - 6" ' 4 3:16 30 1-3/4" 4114" 5 3:16 6- - 6 3A6 30 1-3/4" 4-1/4" 19 PERCOLATION RATE 7.1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K, YES NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS RERF0,RMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: .Ab CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD, SUrTE 101 ' RNCI-RA.OE. NK 0507' PHONE 1 S1 337.6179- FAX (907) 3583248' WEBSITE: NR:n.O. --:t+*y. hi -.— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT 9) } � PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/16/2014 DEPTH ORGANICS feet) HOLE ##8 ( "" 1 OLD TH#'1 L OA M 8 9 10 11 12 13 14 15 16 17 18 GM/SM (LOOSE) DEPTH TO DATE NET TIME (MINUTES) WATER LEVEL READING M (S ) SOIL CLASSIFICATIONS 6" ` 2 3:15 30 5-1/8" 118" 3 3:15 - 6- GP ML 3 5-3/8" 5/8" 5 345 6" - 6 1 4:15 30 5-3/8" 518" GM CL 4 GC OL 0 00 0 000.6 SW MH 591. °: SP CH SM ' ,' OH SM/ML SC 6 W/ SOME 7 GRAVEL (HARDPAN) 8 9 10 11 12 13 14 15 16 17 18 GM/SM (LOOSE) DEPTH TO DATE NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10/17/2014 1 2:45 6" ` ................ y ............., i�.:.......... ............. ..- 3ffr ess 4/ a C 795 %FESSO�' III % 111A rlak 410 ci PAALF- 1, 5 SQ = 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10/17/2014 1 2:45 6" ` 2 3:15 30 5-1/8" 118" 3 3:15 - 6- 4 3:45 30 5-3/8" 5/8" 5 345 6" - 6 1 4:15 30 5-3/8" 518" PERCOLATION RATE 48 (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: ME YES ❑ NO SOLS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PER ORM D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: GA�RNTESS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD, SUITE 101 'AKCKORACF-AK 94507 • PHONE (907) 337-6179' FAX (907) 3983266 - WEESRE: w-.pemg.,Wh., "g.— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/7/2015 DEPTH (te2Q ORGANICS::::] I TEST HOLE #9 a E a 9 10 11 12 13 14 15 16 17 18 GM WITH OCCASIONAL LENSES OF ML DEPTH TO GROUNDWATER . DRY 1/7/2015 •- 1/16/2015 DRY Iltlillll 2 2:17 30 4-114" 1-3/4" RNI! • - 6" IIIIIIIII 4 2:47 30 • V//% 5 2:47 - 6" - 6 3:17 30 DEPTH TO GROUNDWATER DATE DRY 1/7/2015 DRY 1/16/2015 DRY 4/17/2015 e N C SCALE: 1•= 100 DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES.) 1/6/2015 1 1:47 2 2:17 30 4-114" 1-3/4" 3 2:17 - 6" - 4 2:47 30 4-112" 1-112" 5 2:47 - 6" - 6 3:17 30 4-112" 1-1/2" 19 PERCOLATION RATE 20 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOLS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS %ERFQ ED IN ACCORDANCE WITH ALLSTATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: L 1277-//S GAINRINESS,ENGE NEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701E. TUDOR ROAD,SU:TE 107• ANCHORAGE, AK 99507' PHONE (907) 337-8179' FAX (6071 3363Z40'WEBSRE:uwe{WrtvamWmtt SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1[7/2015 DEPTH (feeU'ME- 2 ORGANICS TEST HOLE #10 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 GM WITH OCCASIONAL LENSES OF ML SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE DRY 117/2015 �t ttt t� 1/16/2015 MOO f 6" NNE 2 2:15 fllttltil 0" - /fo kk - 6" T��`.�(((.T``��T��.+♦l♦+ 4 2:45 DEPTH TO GROUNDWATER DATE DRY 117/2015 DRY 1/16/2015 DRY 4/17/2015 6" - DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 118/2015 1 1:45 - 6" - 2 2:15 30 0" 6" 3 2:15 - 6" - 4 2:45 30 0" 6- 5 2:45 - 6" - 6 3:15 30 0" 6" PERCOLATION RATE 5 (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: K� YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERF RM D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: / kRN, ESS ENGINEERE,N, G GROUPS Ltd CIVIL & ENVIRONMENTAL ENGINEERS 2701E. TUDOR ROAD. SUITE IDI'AN^_FORAGE.AKSM7' PHONE (90n 3373179'FAX (W) 33632<6'WE&S1TE:w ,gnrtKyyE.gire¢rilp com SOIL LOG - PERCOLATION TEST / LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT 11) PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/2/2015 DEPTH (feel) 6 7 8 9 10 11 12 13 14 15 16 17 18 TEST HOLE #F11 PEAT/ORGANICS ML W/ SOME GM AND CL THROUGHOUT SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE IIIIIItII 1/212015 II�tl1!tl 1/15/2015 DRY 4/17/2015 6" N/�N, ,�' 4:50 I11:1lItll 5-5/8" 3/8" 3 01111C - VIM, - 4 5:20 DEPTH TO GROUNDWATER DATE DRY 1/212015 DRY 1/15/2015 DRY 4/17/2015 6" - DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/212015 1 4:20 - 6" - 2 1 4:50 30 5-5/8" 3/8" 3 4:50 - 6" - 4 5:20 30 5-5/8" 3/8" 5 5:20 - 6" - 6 5:50 30 5-5/8" 3/8" 19 PERCOLATION RATE 80 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND. 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 2 GARNESS ENGENTEERINTG GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E TUDOR ROAD, SUITE 101'AiCKORAGE,AK9SW7'PHONE IWj 337-15179' FAX (W7) 3,W0'WESSTEawr.pnmcaten9.nK'h^, SOiL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID ( PROPOSED - LOT 11) f PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/16/2014 DEPTH TEST HOLE #11A (feel PEAT 1 OLD TH#6 SOIL CLASSIFICATIONS S 2 d. ;:o GW _ ORG GP ML 3 GM CL 4Y GC OL °o o°o SW MH ' • s' SP CH 5 SM OH®�\ GML M &ICL e' 6 LENSES SC THROUGHOUTP W LLro DATE zz GROUNDWATER D �� Ci N 8LL � SEEPS @ 4' 10/16/2014 zW '1.7' 10/27/2014 SOALe: 9 mm DRY 1/16/2015 V- 1w QO B.O.H. z 4/17/2015 10 '"WATER IN BENCH AT 1.5' PROBABLYFROM SNO M L CLOCK NET TIME WATER LEVEL NET DROP 11 DATE READING TIME (MINUTES) READING (INCHES) 101172014 1 2:00 - 6" - 12 2 2:30 30 3-7/8" 2-1/8" 3 2:30 - 6" - 13 4 3:00 30 4-1/8" 1-718" 14 5 3:00 - 6" 6 3:30 30 4-1/8" 1-718" 15 16 17 18 PERCOLATION RATE 16 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: IN YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE ORM Q IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: - CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD. SUITE 101 • ANCHORAGE, AX 03507 • PHONE (8071 337.617®• FAX (007) 3383746 • WEBSITE:.w .9om enghe &g.com SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSE[) - LOT X) irl PERFORMED FOR: DEPTH (feeO1 BIG COUNTRY ENTERPRISES, LLC / $4 GROUP ML TO GM 10 (HARDPAN) 11 12 13 14 15 1s B.O.H. 17 18 DATE: 1/22015 DATE ORGANICS 1/2/2015 • 1/15/2015 2 4 /1 712 01 5 IN 3 HOURS - DID NOT PERK ( RC) U z GM TO SM 3 - W/ SOME SILT 4 Ilrllhll�/�/�, (SMEARING) 5- J r%/_% 6789 6- mum 7- l/l�llll�ill 8- 9 '31.fifill ML TO GM 10 (HARDPAN) 11 12 13 14 15 1s B.O.H. 17 18 DATE: 1/22015 DEPTH TO GROUNDWATER DATE DRY 1/2/2015 • 1/15/2015 DRY 4 /1 712 01 5 IN 3 HOURS - DID NOT PERK ( RC) U z - Illllill( ttJ Ilrllhll�/�/�, O J r%/_% mum l/l�llll�ill '31.fifill Y�� r T. PlINf4a DEPTH TO GROUNDWATER DATE DRY 1/2/2015 DRY 1/15/2015 DRY 4 /1 712 01 5 IN 3 HOURS - DID NOT PERK ( RC) �e PC) N Zia scaLE: V = 100` 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5/6.5 FT. AND 5.5/7.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: E YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL/DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �� J DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) = 1/2/2015 1/4" DROP IN 3 HOURS - DID NOT PERK ( RC) U z M 1/5/2015 DEEPENED BENCH - RESET PERK -118" DROP AFTER PRE-SOAK (DG) ttJ O J 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5/6.5 FT. AND 5.5/7.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: E YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL/DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �� J GARNESS ENGINEERINGU9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROM SUfTE 101 ' ANCHORAGE. AK 93507 - PHOA_ W)3374170- FAX (90713M"46 -KEH9TE: w. 4--s-eNv a" = SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION.. LEWIS AND CLARK S/D (PROPOSED - LOT PERFORMED FOR: BIG COUNTRY LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH TEST HOLE ##12 (feet) 1 PAGE 20F2 2 3 4 5 Z 0 6- 0 7 LL Q 8- 0 9 O 10 (n 11 O LL fV 12 0 13 L11 14 Da W 15 W 16 17 18 2 c 2 LL dr LL CL a a CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 11141201E 1 �l�l�hll 6" - N�RN� 3:08 8 Iltt(�111 6- 3 3:08 - 6- 4 3:17 9 0" DEPTH TO DATE GROUNDWATER 1 ®��P��o •° •••''' I��ffrey . ' mess •.e 1> ��J,�;• CE -7953 • � � t�,p''•..f• y,g ...... ' PROFE se��'��®� Pe' N SCALE: 1•=1oa DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 11141201E 1 3:00 6" - 2 3:08 8 0" 6- 3 3:08 - 6- 4 3:17 9 0" 6" 5 3:17 6. - 6 3:36 19 0. 6" 7 3:36 - 6- 8 3:56 20 0" 6- 9 3:56 6- 10 4:16 20 0" 6" PERCOLATION RATE 3.3 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: IN YES ONO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I L' / GARNEA SS ENGINEERINTG GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS .701 E. TUDOR ROAD, SUITE 101 - ANGIORAGE, AR 04507 • PHONE (807) 3376170 • FAN (907) 332;1246' WEBSITE: w .OGmeaeergir—Mg— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT.K) Ob PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/2/2015 DEPe o=,: --- TEST HOLE #13 1 -ORGANICS/PEAT PAGE 1 OF21 10 ML TO GM (HARDPAN) 91 12- 13 14 15 16 111 B.O.H. 17 18 DEPTH TO GROUNDWATER DATE DRY SOIL CLASSIFICATIONS DRY 1/15/2015 DRY GM RG • . • U z • utrlllliMIL m 1/5/2015 DEEPENED BENCH - RESET PERK - NO DROP DURING PRE-SOAK (DG) W IlwlittlGMoff.%CIL O (SMEARING) r//GCNi#11 • i MH • ilii.CH Sm OH SC 10 ML TO GM (HARDPAN) 91 12- 13 14 15 16 111 B.O.H. 17 18 DEPTH TO GROUNDWATER DATE DRY 102015 DRY 1/15/2015 DRY 4117/2015 U z �e 5s �o XAY ��/P N SCALE: 1' - 1w 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5/6.5 FT. AND 5.5/7.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: f YES F-1 NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEPFORh4ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 DATE READING CLOCK TIME I NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/2/2015 114" DROP IN 3 HOURS -DID NOT PERK (RC) U z m 1/5/2015 DEEPENED BENCH - RESET PERK - NO DROP DURING PRE-SOAK (DG) W O 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5/6.5 FT. AND 5.5/7.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: f YES F-1 NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEPFORh4ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 ARNESS ENGINEERING ISO `z-' 9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701C WDOR ROAD. SURE 101 • AnC140RAGE. AKS9W7 - PHONE (907) SPAM -FAX WcB3fTe: xsw.p+mcc ry:ce�2 asT SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSED - LOT ,13f 1`6 PERFORMED FOR: BIG COUNTRY LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH TEST HOLE #13 (feet) �1 1 2 3 4 5 Z O 6 V 7 LL (A 8 U 9 J O 10 07 w 11 0 N 12 LL O T_13 W 0 14 CL W 15 W fn 16 17 18 L Z LL a LL Q d • DEPTH TO DATE GROUNDWATER E G� P N 5 SCALE: DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1114/2015 1 3:05 6" - 2 3:35 30 1-3/4" 4-1/4" 3 3:35 6" 4 4:05 30 1-7/8" 4-1/8" DEPTH TO DATE GROUNDWATER E G� P N 5 SCALE: DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1114/2015 1 3:05 6" - 2 3:35 30 1-3/4" 4-1/4" 3 3:35 6" 4 4:05 30 1-7/8" 4-1/8" 5 4:05 6" 6 4:35 30 1-718" 4-118" PERCOLATION RATE 7.3 (MIN./INCH) PERC. HOLE DIA. t UNCHt51 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR. HOUR PRESOAK WAS PERFORMED: W, YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASPRFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: -2- f5- (kRN q SS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 5701E.TUOOR ROAD SUITE 101'ANCHOR40E. AK 09507• F{ONE (9370 397-0178'FAX (907 3383N5'N'E6SfiE. ww.games ohs-tg. SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/212015 DEPTH ( feet) TEST HOLE #14 ORGANICS PAGE 1 OF 2 1 7 8 9 10 11 12 13 14 15 16 17 18 ML TO GM (HARDPAN) DEPTH TO GROUNDWATER -SOIL DRY CLASSIFICATIONS DRY M DRY 4/17/2015 m GM • SM GW •- LU O • SILT GPI�IltllilMIL J �trttt .t�GMCL (SMEARING) rirfGCNI/N . t :. n Sk 5 MH • %////.CH t SM % • N .�'..Sc 7 8 9 10 11 12 13 14 15 16 17 18 ML TO GM (HARDPAN) DEPTH TO GROUNDWATER DATE DRY 1/212015 DRY 1/15/2015 DRY 4/17/2015 SITE �e 5� O N SCALE: 1" = 100' 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.516.5 FT. AND 5.517.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELUDAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORK ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: -,' I 5 DATE READING CLOCK NET TIME WATER LEVEL TIME (MINUTES) READING NET DROP (INCHES) Z 1/2120115 NO DROP DURING PRE-SOAK (RC) U Z m 1/5/2015 DEEPENED BENCH - RESET PERK - NO DROP DURING PRE-SOAK (DG) LU O J 19 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.516.5 FT. AND 5.517.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELUDAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORK ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: -,' I 5 GARN SS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD, SUITE 101 - ANCHORAGE. AK 99507 - PHONE (5.77)3378179' FAX (907133&:446' WE9Si7E: u11r+.W mtos�n0�fi9-� SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #14 1 1PAGE 2OF2 U 7 u.. 8 U s J O 10 N IY 11 0 N 12 LL. O 13 LU 14 CL W 15 LLI 16 17 18 S z LL ff a LL a a DEPTH TO DATE GROUNDWATER h E ® .`g ....................... .. E-795 P� N 5 SCALE: ,• =100• DATE READING CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS 1/1412015 1 - G W 2 6" 2 ORG ,o 4-518" 1-318° 3 G ML 6- 3 4 4:10 HIM GM CL 5 4:10 - 6- GC OL 4 30 5-1/4" 314" SW MH n •; :: SP CH 5 O SM OH Q SC 6 U 7 u.. 8 U s J O 10 N IY 11 0 N 12 LL. O 13 LU 14 CL W 15 LLI 16 17 18 S z LL ff a LL a a DEPTH TO DATE GROUNDWATER h E ® .`g ....................... .. E-795 P� N 5 SCALE: ,• =100• DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1412015 1 3:10 6" 2 3:40 30 4-518" 1-318° 3 3.40 6- 4 4:10 30 5-1/4" 3/4" 5 4:10 - 6- 6 4:40 30 5-1/4" 314" PERCOLATION RATE 40 (MIN./INCH) PERC. HOLE DIA. s UNCHLS) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ANDREW GRAY —=c-. PGRr.nI ATION RFADINGS ARE WITHIN 1/16 OF INCH. l..VI-II-ILIV 1 v. _--- PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEFORMFED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 2'4� 15— kRNTES ENINEERE G GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS - 9701E TUDOR ROAD, SUITE 101'AN.-HORA F-AN99&D7'PHONE (907) 9578176 -FAX (907) 338324&.NEB&7E: aw".95mamh" m*g SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID A 5) PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/2/2015 DEPTH TEST MOLE #15 ORGANICS PAGE 9 OF?j 1 7 8 9 10 11 12 13 14 15 16 17 18 19 ML TO GM (HARDPAN) a c 2 LL LL C DEPTH TO GROUNDWATER DATE. DRY i/2/2015 DRY SOIL DRY 4/17/2015 6" - 2 2:55 30 5-3/4" 1/4" 3 GM TOSM GW OR 6" r 4 3:25 • MIL 1/4" 5 3:25 - 6" IIN111.I GM CL 6 K 30 5-3/4" 1/4" r I!% G CSINN • j :'� [IlllllilMH /T//.CH SM OH ►.,�Sc 7 8 9 10 11 12 13 14 15 16 17 18 19 ML TO GM (HARDPAN) a c 2 LL LL C DEPTH TO GROUNDWATER DATE. DRY i/2/2015 DRY 1/15/2015 DRY 4/17/2015 6" - �e O �G GJ�!✓�P N SCALE: r- 1w DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/6120.15 1 2:25 - 6" - 2 2:55 30 5-3/4" 1/4" 3 2:55 - 6" - 4 3:25 30 5-3/4" 1/4" 5 3:25 - 6" - 6 3:55 30 5-3/4" 1/4" PERCOLATION RATE 120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN. BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS (-17MMFNT0,: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P ZRFOR ED IN ACCORDANCE WITH ALLSTATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z'z/s F Au GAS NESS ENGINEERING GROUPS Ltd � � • T ............. 4 � ....:....... . •. ... CIVIL & ENVIRONMENTAL ENGINEERS 3701 E.RIDORROAD. SUITE 10 AN.HORAGE,AHeSM7-PHOtr--(907)337-6179-FAX1907197B,i2.6'1VEBStTE: w,w.4}'^� wm ®Dwi:•.• ...... •••......••ffre• ,• .•.•..•... . CrJ� fi Jey . amess SOIL LOG - PERCOLATION TEST . E-7993 =m LEGAL DESCRIPTION:'��c`r'—"'S'F� T•••• !••�. �� LEWIS AND CLARK SID ��...�..��. ��, Cf,Q '•.. I � i�, •''••(coo PERFORMED FOR: BIG COUNTRY LLC f S4 GROUP DATE: SEE PAGE 1 OF 2 ®e0�q© Pj�Q DEPTH (feet) TEST HOLE #15 1 2 3 4 5 Z 0 6- 0 7 LL G5 B 8- 0 9 N 75 10 (1) w 11 O LLN 12 LL. O 13 LU 0 14 CL W 15 W 16 17 18 2 U z LL Ir a LL a a DEPTH TO DATE GROUNDWATER 1 E Q�2 �r&.P N `V SCALE: 1'= too' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1412015 1 3:27 6- 2 3:57 30 2-15116" 3-1116° 3 3:57 - 6" - 4 4:27 30 3" 3- 5 4:27 - 6" 6 4:57 30 3" 3" PERCOLATION RATE 10 (MIN../INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROD CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 2-'� h 5— FARNESS ENGENEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS . 3701 E TUDOR ROAD, SUTE 101 • ANDHORACE, AK 93.507 • PHONE (90T, 3378179' FAX (907) 33B32e6 • NESSITE wim.p"mc�nytrbrM9.mm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( LCA Z PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 10/17/2014 DEPTH ( feel) PEAT 1 2- 3- 4- 5- 6- 7— 345s 7 HEMMER ML WITH 10/17/2014 DRY GM&CL a 1/15/2015 LENSES 4/17/2015 2 THROUGHOUT 30 111111111 (HARDPAN) 9 3:19 l//f/. 10 - 4 11 ! 4-3/4" 12 lllllllll 3:49 13 6" - 14 4:19 30 15 B.O.H. 16 17 18 DEPTH TO GROUNDWATER HEMMER DRY 10/17/2014 DRY 10/27/2014 DRY 1/15/2015 DRY 4/17/2015 2 3:19 30 111111111 1-1/4" II�III�11 3:19 l//f/. 6" - 4 3:49 ! 4-3/4" 1-1/4" lllllllll 3:49 - 6" - 6 1 4:19 30 4-3/4" 1-1/4" DEPTH TO GROUNDWATER DATE DRY 10/17/2014 DRY 10/27/2014 DRY 1/15/2015 DRY 4/17/2015 o ci G.J�`f /P N SCALE: 1' - 100` DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1012712014 1 2:49 6." - 2 3:19 30 4-3/4" 1-1/4" 3 3:19 6" - 4 3:49 30 4-3/4" 1-1/4" 5 3:49 - 6" - 6 1 4:19 30 4-3/4" 1-1/4" 19 PERCOLATION RATE 24 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 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: PIERCE BLEWETT 81 DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: ENGINEERING OROUP9 Ltd. CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD. SUITE 101 'ANCHORAGE. AK 99507' PHONE (DO?) 3376179' FAX ( 907) 5593246' lAS5W E: —.gzmesee 9 --kQ — SOIL LOG - PERCOLATION TEST I 11 LEGAL DESCRIPTION: LEWIS AND CLARK SID ( �^ DoT �F; L oT 2 - PERFORMED PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/17/2014 DEPTH ---- EPT — TEST HOLE #15A 1 PEAT OLD TH#5 7 DATE ML WITH CLASSIFICATIONSSOIL 2 GM&CL a 1/15/2015 LENSES " 2 GW 30 •. (HARDPAN) 9 3:19 - 10 - 4 11 IllllilllML 4-3/4" 12 5 3:49 13 6" - IfIIIWI GMCL 30 15 B.O.H. 16 17 18 19 1111ff fllMH %//%CH ►fff�ff�SM�'.�.eP. • .'+.SC 7 DATE ML WITH 10/17/2014 DRY GM&CL a 1/15/2015 LENSES " 2 THROUGHOUT 30 4-3/4" (HARDPAN) 9 3:19 - 10 - 4 11 30 4-3/4" 12 5 3:49 13 6" - 14 4:19 30 15 B.O.H. 16 17 18 19 DEPTH TO GROUNDWATER DATE DRY 10/17/2014 DRY 10/27/2014 DRY 1/15/2015 6" " o ..................... ................® YyuY41 �. u.•. `•u• .uuu�...� ' Jeffrey A. Ga 'ess ®p . CE -795 :��'� DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10127/2014 1 2:49 6" " 2 3:19 30 4-3/4" 1-1/4" 3 3:19 - 6" - 4 3:49 30 4-3/4" 1-1/4" 5 3:49 - 6" - 6 1 4:19 30 4-314" 1-1/4" PERCOLATION RATE 24 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: It YES ONO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: PIERCE BLEWETT & DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASPRFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: `3 / r ARNI ENGINEERING G G.OUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701E. TUDOR ROAD. SUITE 101'ANCHORAOE,AK9W7' PHONE (907) 3376178' FAX (907) 3383246'W.8SITr.!—.gamaacag —Mn.m SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D (PROPOSED- LOTS is PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/2/2015 DEPTH ((f eo TEST HOLE #16 ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML TO GM (HARDPAN) 2 L Z LL LL 3 C DEPTH TO GROUNDWATER MGM DRY TO SOIL CLASSIFICATIONS GW •. DRY 4/17/2015 6" - SOME I�1111111ML 30 5-7/8" 1/8" 3 3:15 - 6" - 4 3:45 30 (Il�lhl� CL STOPPED READINGS (SMEARING) //i.GC11N1# • IllllllffMH /f//. SM OHSc 7 8 9 10 11 12 13 14 15 16 17 18 ML TO GM (HARDPAN) 2 L Z LL LL 3 C DEPTH TO GROUNDWATER DATE DRY 1/2/2015 DRY 1/1 612 01 5 DRY 4/17/2015 6" - �e 5� N SCALE: V-100, DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 165/2015 1 2:45 - 6" - 2 1 3:15 30 5-7/8" 1/8" 3 3:15 - 6" - 4 3:45 30 >5-7/8" <1/8" STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) i9 TEST RUN. BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: ROB CAMPBELUJODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 4127-1.5 41 ARNESS ENGINEERING GROUPS Ltd g �® CIVIL & ENVIRONMENTAL ENGINEERS- 3701 NGINEERSr3701 E. TUDOR ROAD. SLATE 101 -ANCHORAGE, AK 53507 • PHONE (907{ 3376178' FAX M7)338-3246 • WEMTE: �PDin6/1A119hBo1419tUm �+' J ffreyA. mess (ALuir� SOIL LOG - PERCOLATION TEST �'� �' CE -7953 LOTPOSED LEWIS AND CLARK SID (PRO - 1Z� �® �(� '• ; �� LEGAL DESCRIPTION: @1® ��cD •�,� a;�,�/.��, �®4' PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2� ®S��O�®�� DEPTH (feet) TEST HOLE #16 1 1PAGE 2OF2 U 7 U - G7 Q a � U 9 � O 10 (n It 11 0 12 LL O 13 L! 14 Il W 15 W G7 16 17 18 S z LL a LL a a DEPTH TO DATE GROUNDWATER 1 E @O N SCALE: 1"= 100` DATE READING CLOCK TIME. NET TIME (MINUTES) SOIL CLASSIFICATIONS NET DROP (INCHES) 111412015 1 3:34 - o GW 2 ORG 30 0" 6" 3 7i_ - 6' MLGP3 4 4:34 30 0" 6" GM 4:34 CL 6" - 6 5:04 30 GC 6" OL 4 SW MH ee e®e`% SP CH 5 O SM ' �'.' OH Sc 6 U 7 U - G7 Q a � U 9 � O 10 (n It 11 0 12 LL O 13 L! 14 Il W 15 W G7 16 17 18 S z LL a LL a a DEPTH TO DATE GROUNDWATER 1 E @O N SCALE: 1"= 100` DATE READING CLOCK TIME. NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 111412015 1 3:34 - 6° - 2 4:04 30 0" 6" 3 4:04 - 6' 4 4:34 30 0" 6" 5 4:34 - 6" - 6 5:04 30 01. 6" PERCOLATION RATE 5 (MIN.ANCH) PERC. HOLE DIA. 6 (INCHES) 19 -lII--JII TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: n YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROD CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FOR D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I i'c`',. GARNESS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 370, ETUDOR ROAD. SURE 101•AN--KORAGE.AK025D7• PHONE 0071 337-6170- FAX (977) 33 MA •%ZSSITE:-pmrsalgi,ce aron1 SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID ( f e - Lo+ q PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/2/2015 DEPTH — (feeq ORGANICS TEST HOLE #17 1 PAGE 1 OF 2 E 9 10 11 12 13 14 15 16 17 18 19 1L TO GM HARDPAN) DEPTH TO GROUNDWATER DATE DRY 1/2/2015 SOIL CLASSIFICATIONS 2-1 DRY 4117f2015 GM TO SM GW O. 3 — W/ SOME SILT GPIllllllllML 1111111 CL 4 (SMEARING) GC OL SWIIIMH II1111 Wmn • %//%.CH • I .J ►+SC E 9 10 11 12 13 14 15 16 17 18 19 1L TO GM HARDPAN) DEPTH TO GROUNDWATER DATE DRY 1/2/2015 14' 1/16/2015 DRY 4117f2015 N SCALE: 1."= 1w DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 11512015 1 2:50 - 6- - 2 3:20 30 6- 0 - STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: E YES ❑ NO SOILS LOGGED BY: ROB CAMPBELUJODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEffORNIED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: _412, 4 _ sW.WA"Ax.»r AR ESS ENGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS -- 3701 E. TUDOR ROAD. SURE 101 ' MCHORAGE. AK 99507' PHONE (907) 337-6179' FAX (907) 33&W46' V?US1TE: anvvy�+�xawg'vreaAnS wm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC /S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH TEST HOLE #17 (feet) 1 1PAGE 2OF2 2 CLOCK TIME SOIL �:o; .. .... .o.:� CLASSIFICATIONS ORG - GW 339 6" GP ML 3 30 2' GM CL 4:09 OZe GC OL 4 30 2" 4' 5 4:39 - 6" SW MH 5:09 30 •* ° i i SP CH 5 O SM '.,'OH Q SC 6 _U 7— LL. 8 U 9 J_ O 10 n_ 11 0 LL CV 12 0 13 W 0 14 Q IZ W 15 LU 16 17 18 2 V Z LL U7 it LL CL R DEPTH TO DATE GROUNDWATER 1 E �'e®®'muxmx% kk .r 49 ....... ..................... .....:-pz. 1�ua A. Ess L/ E-795$ ®gym m�� I G� N 5 SCALE: 1' =100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/14/2015 1 339 6" 2 4:09 30 2' 4' 3 4:09 6' - 4 4:39 30 2" 4' 5 4:39 - 6" 6 5:09 30 2" 4" PERCOLATION RATE 7.5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: f YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROD CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: // va moi. "J,' ES, ENGINEERING -ROUP, Lt CIVIL & ENVIRONMENTAL ENGINEERS 3701E. TUDOR ROAD. SUITE 101- ANCHORAGE, AK 90507-PKONE (407) 337-6170*FAX (007) 3363245-N'E=TE:nm.gcmnsscngtrceerng— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/16/2014 DEPTH (feet} TEST HOLE #17A PEAT OLD TH#8 i 7 8 9 10 11 12 13 14 15 16 17 18 1L WITH M&CL _ENSES ROUGHOUT DEPTH TO GROUNDWATER DATE SEEP @ 8.5' 10/16/2014 CLASSIFICATIONSSOIL 10/27/2014 12.6' 1/16/2015 DRY 4/17/2015 2 2:35 30 4" GW •R 3 2:35 - 6" 7"7 GPIittttttlML 4 3:35 60 2-3/4" IMIM CL 5 3:35 - 6" %12V, GCf111N • 6 4:05 30 4-1/4" 0, SWItllllltlMH 7 4:05 - 6" lot - %//CH % 8 4:35 30 4-1/4" sm OH ..+sc 7 8 9 10 11 12 13 14 15 16 17 18 1L WITH M&CL _ENSES ROUGHOUT DEPTH TO GROUNDWATER DATE SEEP @ 8.5' 10/16/2014 5.95' 10/27/2014 12.6' 1/16/2015 DRY 4/17/2015 5� �0 C) PAAP N 5 SCALE: DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10/1772014 1 2:05 - 6" - 2 2:35 30 4" 2- 3 2:35 - 6" - 4 3:35 60 2-3/4" 3-1/4" 5 3:35 - 6" ` 6 4:05 30 4-1/4" 1-374" 7 4:05 - 6" - 8 4:35 30 4-1/4" 1-3/4" 19 PERCOLATION RATE 17.1 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FORM 'D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Zlz i"— —►��lsx.�as- �r+r..�;� �� ate. �- - -- — kI N ) E NIGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 5701 E TUDOR ROAD. SUITE 101'ANCHORAGE.AK09507' PHONE(007) 3:7-6779'FAX (M 378.9246'WEDSITE:uYm9---,"k-Mu.- SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( C H OA it — �C f PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC /S4 GROUP DATE: 1/5/2015 DEPTH fee9 ORGANICS TEST HOLE #18 ( PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML WITH SOME GRAVEL DEPTH TO GROUNDWATER lSOIL DRY 1/512015 DRY 1/15/2015 CLASSIFICATIONS 4/17/2016 GW STOPPED READINGS WITH OR .GM - IIIlillllML 111111 GM X41111CL GC OL 11111111[MH - CH SM • SC 7 8 9 10 11 12 13 14 15 16 17 18 ML WITH SOME GRAVEL DEPTH TO GROUNDWATER DATE DRY 1/512015 DRY 1/15/2015 DRY 4/17/2016 30 6" 0" STOPPED 5` G� N SCALE: 1"= 100' DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 1/5/2015 1 2:55 - 6" 2 3:25 30 6" 0" STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. o MINI titJ) 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: M, YES ❑ NO SODS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z Z / �......... . ®�® GROUP, ® 4 •.�o ............ ....................::..... � •--_ � x » x� � - CIVIL & ENVIRONMENTAL ENGINEERS�� 3701E. TUDOR R3A0,6NTE 101'ANCfWRA6E.AK03307-PHOWM7)3374/70- FAX (O/73363N6'M/E�9TE:r�w. en.m raigmn : •.• •...... •.... ......y...� SOIL LOG - PERCOLATION TEST `�C, . E_7 5a ess•'; .r LEGAL DESCRIPTION: LEWIS AND CLARK S/D LP 10.+ 4,--A ` Lo 1 9) ®0®�F °••., j �� 75•; °•� ®� PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 4®Ot®�pEss®�®�®® DEPTH ®as (feet) TEST HOLE #18 1 PAGE 2 OF 2 7 u - t1) co8- 0 9 i 10 cf) w 11 0 N 12 Il - 0 13 LLLJ 0 14 D¢. W 15 W 16 17 18 DATE READING CLOCK TIME SOIL CLASSIFICATIONS 2 NET DROP (INCHES) GW ORG 3A2 6" " 2 GM CL 4 5-3/8" GC OL 3 4:12 SW MH 5 ®s •®e : SP CH 4:42 O SM OH 518" 5 SC 6 6" " 7 u - t1) co8- 0 9 i 10 cf) w 11 0 N 12 Il - 0 13 LLLJ 0 14 D¢. W 15 W 16 17 18 DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/14/2015 1 3A2 6" " 2 4:12 30 5-3/8" 5/8" 3 4:12 6" 4 4:42 30 5-3/8" 518" 5 4.42 6" " 6 5:12 1 30 5-3/6" 5/8" PERCOLATION RATE 48 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: 11 YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROD CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z 6ItS- GkRNESS ENGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS VC! E. TUDOR ROAD. SUITE 101' ANCHORAGE, AK 99507-PHONE(407) 337.6178 -FAX (907) 3383266•WEBSITE:aw.4nnkiasen4Memv,D— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID •kPR6 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/5/2015 DEPTH —^-- (feet) ORGANICS TFGT Pni F:UlQ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 I TO ML LOOSE) LARGE fOULDER SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE DRY 115/2015 DRY 1/15/2015 DRY KAMM, ■t mm - 2 4:00 10 �Y�rCu I 5" 3 4:00 - 6" - 4 4:10 DEPTH TO GROUNDWATER DATE DRY 115/2015 DRY 1/15/2015 DRY 4/1712015 6" - PLAN N SCALE: V=100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/5/2015 1 3:50 - 6" - 2 4:00 10 1" 5" 3 4:00 - 6" - 4 4:10 10 1" 5" 5 4:10 - 6" - 6 4:20 10 1" 5" 7 4:20 - 6" - 8 4:30 10 1" 5" 9 4:30 - 6" - 10 4:40 1 10 11. 5' 11 4:40 1 - 6" - 12 4:50 1 10 1" 5' PERCOLATION RATE 2 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 6 FT. AND 7 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED. K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COP IMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A- GARNESS, CERTIFY THAT THIS WAS PE FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: iZ / tG,1ARN E SS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 370: E TUDOR ROAD. SUM 101 • ANCHORAGE AK 92507 • PHONE ( 007) 337-8179 • FAY. (907. 3383246 • YlEBSRE: wuw.gamesungheemg mm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT X PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/5/2015 DEPTH ,;::� (feet) ORGANICS I TEST HOLE #20 7 s 9 10 11 B.O.H. 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE 8' 1/5/2015 SOIL GW OR 6.51 4/17/2015 6" - 2 1 GP ML 30 1" 5" 3 3:11 - %/%%CL - 4 3:41 30 2' GC OLSP 5 3:41 - 6' k1t C) all SW MH 411 30 2" 4° SOME SILT ESC sm OH 7 s 9 10 11 B.O.H. 12 13 14 15 16 17 18 DEPTH TO GROUNDWATER DATE 8' 1/5/2015 6' 1/16/2015 6.51 4/17/2015 6" - SITE 41p i C��Ci� N SCALE: V = 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/6/2015 1 2:41 - 6" - 2 1 3:11 30 1" 5" 3 3:11 - 6" - 4 3:41 30 2' 4" 5 3:41 - 6' - 6 411 30 2" 4° 19 PERCOLATION RATE 7.5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 3.5 FT. AND 4.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: G-ARNCA SS E NGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E TUDOR ROAD. SUITE 101' ANCHORAGE. A1C 59507' PHONE (007) 337-6170' FAX (907) 3:83146' WEBSfTE' a 9.--9Wroe V — SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES LLC / S4 GROUP DATE: 1/5/2015 DEPTH (feel) ORGANICS TEST HOLE #x`21 1 2 3 4 5 s GM W/ SOME SILT 7 8 9 10 11 12 B.O.H. 13 14 15 16 17 18 SOIL CLASSIFICATIONS DEPTH TO GROUNDWATER DATE 10' 1/5/2015 8' 1/16/2015 I{1111111 4/1712015 II�111!ll - H/NN. 3:08 30 2" 4- � 3:08 - 111{11111 4 3:38 30 2" 4- 5 3:38 - 6" 6 4:08 DEPTH TO GROUNDWATER DATE 10' 1/5/2015 8' 1/16/2015 P::8.5' 4/1712015 6." - S DATE READING CLOCK TIME. NET TIME (MI.NUTES) WATER LEVEL READING NET DROP (INCHES) 1/6/2016 1 2:38 - 6." - 2 3:08 30 2" 4- 3 3:08 - 6" 4 3:38 30 2" 4- 5 3:38 - 6" 6 4:08 30 2" 4" PERCOLATION RATE 7.5 (MIN./INCH) PERC. HOLE DIA. ro. UNl,HtS) 19 TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: R YES ❑ NO 501". LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z"i ILI GkRNELQ-9 ENGMERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS '701 E TUDOR ROAD, SUITE 101' AN,FJRAGE, AX 99597' PHONE (207) 337$172' FAX 12071 33E -V48' "SI3SITE'vnw.9�m=>sFr9r�9 � SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT X) 5 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/5/2015 DEPTH _ TEST HOLE 022 ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 19 ML WITH SOME GRAVEL L z LL cc a W C J DEPTH TO GROUNDWATER DATE DRY 1/5/2015 SOIL CLASSIFICATIONS DRY 4/17/2015 GM WITH GW •- INIM GM/fff/.CL y1 y (SMEARING) GC OL 000 0 )00,090 b—Do-a. SWIllllllllMH ties 0 0 SP CH • SIC 7 8 9 10 11 12 13 14 15 16 17 18 19 ML WITH SOME GRAVEL L z LL cc a W C J DEPTH TO GROUNDWATER DATE DRY 1/5/2015 DRY 1/15/2015 DRY 4/17/2015 PLAN Gi P co(`�CIP N SCALE: 1' = 100' DATE READING CLOCK I NET TIME I TIME (MINUTES) WATER LEVEL NET DROP READING (INCHES) 116/2015 LIQUID LEVEL DID NOT DROP DURING PRE-SOAK PERCOLATION RATE >120 (MW./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: Z' YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COI.11�ENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORM -D IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: t GARNESS ENGINEE RING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD. SUITE tot -ANCHORAGE. AK 6=507' PKOn_ (807)337-6179' PAX (80713363246' V.'EBSRE:—.p+rtmaa -Llh 'hg— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D (PROPOSED - LOT X ,r5 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC I S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #22 1 1 PAGE 2OF2 U 7 u' tl) 8 U 9 J O 10 (n it 11 0 N 12 0 T_ 13 W 0 14 Q CL LLI 15 LV 16 17 18 2 L Z LL tr ix LL a a DEPTH TO DATE GROUNDWATER ms1 E OF tt. . . .. y6ffrey A`Gamess . �r i795 i Z e- �e N 5 SCALE: a• _ Baa DATE READING CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS NET DROP (INCHES) o' GW - 2; 6" - ORG 4:00 30 0. . _ 4:00 6" - GP ML 30 3 6" 5 4:30 GM CL - 6 5:00 30 GC OL 4 SW MH Z '::0.: SP CH 5 O SM OH d SC 6 U 7 u' tl) 8 U 9 J O 10 (n it 11 0 N 12 0 T_ 13 W 0 14 Q CL LLI 15 LV 16 17 18 2 L Z LL tr ix LL a a DEPTH TO DATE GROUNDWATER ms1 E OF tt. . . .. y6ffrey A`Gamess . �r i795 i Z e- �e N 5 SCALE: a• _ Baa DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 111512015 1 3:30 - 6" - 2 4:00 30 0. 6' 3 4:00 6" - 4 4:30 30 0. 6" 5 4:30 6" - 6 5:00 30 0. 6' PERCOLATION RATE 5 (MIN./INCH) PERC. HOLE DIA. ° Ulm htal 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF PERCOLATION TEST PERFORMED BY: ANDREW GRAY COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: vA / ERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD, SUITE 101' ANCHORAGE, AK GM7 -PHONE (907) 337-8178' FAX (en 3363240' WEBSITE: wm.ga ngmo: g=m SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/16/2014 DEPTH (feed _ PEAT TEST HOLE #22A 1 OLD TH#7 DEPTH TO GROUNDWATER DATE SEEPS @ 7.5'-9.5' ML WITH 10 SOIL CLASSIFICATIONS GW •R GM&CL DRY 4/17/2015 2 LENSES 30 IIIIIIl11ML 3-1/2" THROUGHOUT 11 - 6" - Iillt!iiGM%/l/%CL 3:40 60 2-1/4" 13 5. 3:40 - GC OL - 6 4:10 30 B.O.H. 0001000 o"on000, SWI�IIlI`IIIIMH 15 - 6" - 16 4:40 SP CH iyy/�J�%iJ/ 4" 17 18 7I/fF� • 19 X7 Sc DEPTH TO GROUNDWATER DATE SEEPS @ 7.5'-9.5' ML WITH 10 10/27/2014 9' GM&CL DRY 4/17/2015 2 LENSES 30 2-1/2" 3-1/2" THROUGHOUT 11 - 6" - 12 3:40 60 2-1/4" 13 5. 3:40 - 14 - 6 4:10 30 B.O.H. 2" 7 15 - 6" - 16 4:40 30 4" 17 18 19 DEPTH TO GROUNDWATER DATE SEEPS @ 7.5'-9.5' 10/16/2014 5.9' 10/27/2014 9' 1/16/2015 DRY 4/17/2015 �e @G V P N SCALE: r=10a DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 10/17/2014 1 2::10 - 6" - 2 2:40 30 2-1/2" 3-1/2" 3 2:40 - 6" - 4 3:40 60 2-1/4" 3-3/4" 5. 3:40 - 6" - 6 4:10 30 4" 2" 7 4:10 - 6" - 8 4:40 30 4" 2" PERCOLATION RATE 15 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ®NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERJORMEP IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: G 1 NE SS CA NEINEEKING GROUP5 Ltd CIVIL & ENVIRONMENTAL ENGINEERS Bx701 E. TUDOR ROAD. SU(TE 101 ' ANC—HORAGE. AK 99507' PHONE (807) 337.6179' FAY. (907) 336-3246'"ESSITE: ar+rcgnmesaelB� B SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/5/2015 DEPTH Efee PT ORGANICS TEST HOLE #23 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 GM W/ iME SILT LARGE iOULDER SOIL CLASSIFICATIONS omm DATE DRY 1/5/2015 DRY l0"I'MA DRY 4 6" - 2 itlflflll 30 NY %// l 3 3:05 - 6- 4 3:35 DEPTH TO GROUNDWATER DATE DRY 1/5/2015 DRY 1/15/20 DRY 4 6" - 5 5` �G ��.� N scALt:: r =100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES:) 1/612015 1 2:35 - 6" - 2 3:05 30 2-3/4" 3-114° 3 3:05 - 6- 4 3:35 30 3" 3" 5 3:35 - 6" 6 4:05 30 3" 3" PERCOLATION RATE 10 (MIN./INCH) PERC. HOLE DIA. 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 6 (INCHES) 20 A FOUR HOUR PRESOAK WAS PERFORMED: Z YES ❑ NO Y. DAVID GARNESS SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED B . COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR -D IN ACCORDANCE WITH ALLSTATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z. CIVIL & ENVIRONMENTAL ENGINEERS - 3701E TUDOR R.OAD.SU17E 101'AhtRORAGE.AK99507-PHONE 007) 377-6179' FAX(S07) WM46-WESSITEu oaM.._uicftV=m SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID ( PROPOSED - LOT ',%< 3 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/5/2015 DEPTH TEST HOLE #st24 (feed ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 M TO ML 1ARDPAN) DEPTH TO GROUNDWATER DATE DRY 1/5/2015 SOIL CLASSIFICATIONS 11' 1/16/2015 6" GM WITH GW O. 30 5-1/2" 1/2" 3 SOME SILT GP ML 6" - 4 3:33 liwi GM CL 1/2" 5 3:33 - ft.. GC OL 6 4:03 30 5.-1/2" . loollo 0 Sw MH SP CH Sm OHSC 7 8 9 10 11 12 13 14 15 16 17 18 M TO ML 1ARDPAN) DEPTH TO GROUNDWATER DATE DRY 1/5/2015 10, 1/16/2015 11' 1/16/2015 6" GJ� N SCALE: "=1w DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 16612015 1 2:33 - 6" 2 1 3:03 30 5-1/2" 1/2" 3 3:03 - 6" - 4 3:33 30 5-1/2" 1/2" 5 3:33 - 6° - 6 4:03 30 5.-1/2" 112" PERCOLATION RATE 60 (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: ROB CAMPBELL/JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FORM, D, IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �J GARNESS ENGINEERINGG OUP9 Ltd - CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD. SUITE 101 -ANCHORAGE. AK 09507 • PHONE (M)337-0176 -FAX P713363240' 1AUSRE: xuw.gemensamJsweMg— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSED - LOT�`W 3 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC I S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) 1- 2- 3- 4- 5 Z 0 6 Q 0 u`.- 8 0 s co i 0 10 0 w 11 0 N 12 0 13 LLJ 0 14 W 15 1 W U) 16 17 18 Z LL cc a LL d EL DEPTH TO DATE GROUNDWATER E �o P�� P� N `v SCALE: 1"= 100' DATE. READING CLOCK TIME • WATER LEVEL READING NET DROP ONCHES) 1.r15r2a15 1 3:25 611 2 3:55 30 0" 6" 3 3:55 6" 4 4:25 DEPTH TO DATE GROUNDWATER E �o P�� P� N `v SCALE: 1"= 100' DATE. READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP ONCHES) 1.r15r2a15 1 3:25 611 2 3:55 30 0" 6" 3 3:55 6" 4 4:25 30 0" 6' 5 4:25 - 6" 6 4:55 30 0" 6" PERCOLATION RATE 5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF PERCOLATION TEST PERFORMED BY: ANDREW GRAY HIN 1 COMMENTS: PERCOLATION READINGS ARE WIT/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PIRFORryiED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 1 2 fa_ GARNESS ENGINEERING GROUP, Ltd --. - •--- . - . - CIVIL & ENVIRONMENTAL ENGINEERS 5701 E. TUDOR ROAD. SUITE 101' ANCHORAGE. AX 89507' PHONE (9071 1.7-6176' FAX (9071 '�' 032<b' Nc&.ITE: nun.pemzaxeiry,Onernn6mm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT >,� 3 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: 1/5%2015 DEPT(feQH I TEST HOLE #25-1 _ ORGANICS 1 PAGE 1 OF 2 7 a s 10 11 12 13 14 15 16 17 18 LTOGM IARDPAN) Z c 2 LL Ix ar LL 3 C DEPTH TO GROUNDWATER DATE DRY 1/512015 SOIL CLASSIFICATIONS 11' 4/17/2015 6" - 2 3:00 30 5-3/4" 1/4" 3 3:00 - GM WITH GW ORG 3:30 30 5-3/4" 1/4" 5 3:30 - 6" - 6 4:00 30 m CL (SMEARING) C NNNMH OL y • .CH • SC 7 a s 10 11 12 13 14 15 16 17 18 LTOGM IARDPAN) Z c 2 LL Ix ar LL 3 C DEPTH TO GROUNDWATER DATE DRY 1/512015 6.5' 1/16/2015 11' 4/17/2015 6" - DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 116/2015 1 2:30 - 6" - 2 3:00 30 5-3/4" 1/4" 3 3:00 - 6" - 4 3:30 30 5-3/4" 1/4" 5 3:30 - 6" - 6 4:00 30 5:-3/4" 1/4" 19 PERCOLATION RATE 120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 4.5 FT. AND 5.5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED. R YES ❑ NO SOILS LOGGED BY: ROB CAMPBELLMODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS C0MMFNTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE ORM IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Ltd CIVIL& ENVIRONMENTAL ENGINEERS LEGAL DESCRIPTION: PERFORMED FOR: BIG COUNTRY ENTERPRISES, p .^._ OF DEPTH DEPTH TO GROUNDWATER mpop- DATE IREADING1 CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) SOIL CLASSIFICATIONS 3 3:50 GW GP ML GM CL GC OL s MH oil it a Sp CH SM OH SC DEPTH TO GROUNDWATER mpop- DATE IREADING1 CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 18 -----� (MIN./INCH) P�R� M�L�Dh� u PERC0L�T|0NR4J��n . . 1* TEST RUN BETWEEN 2 FT. AND 3 FT. o» AFOUR HOUR PRESOAK WAS PERFORMED: 11 YES LJNO SOILS LOGGED BY: SEE PAGE I OF 2 PERCOLATION TEST PERFORMED BY: 3 3:50 18 -----� (MIN./INCH) P�R� M�L�Dh� u PERC0L�T|0NR4J��n . . 1* TEST RUN BETWEEN 2 FT. AND 3 FT. o» AFOUR HOUR PRESOAK WAS PERFORMED: 11 YES LJNO SOILS LOGGED BY: SEE PAGE I OF 2 PERCOLATION TEST PERFORMED BY: t�T 1 y Gk,,, RIN ES S E NGINE E`4 RING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3'01 E. TUDOR ROAD. SUITE 101' A,CHORAGE. AK 09507 • F•li-INE (807) 337 -6179 -FAX (90T 3_-M-3246, • KEBSlTEglmra pbre mQ car. SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID O�ReReGEB60:F 26) PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/6/2015 (EP TEST HOLE #266 ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL Z U Z W m ix W O J DEPTH TO GROUNDWATER DATE DRY NSOIL CLASSIFICATIONS 1/15/2015 DRY 4/17/2015 6" - 2 2:58 30 5-3/4" GM WITH GW •. 3 2:58 - 6" SOME 111111111ML 4 3:28 30 5-3/4" IlHIM 5 3:28 - 6" .. N�NN� .CIL 6 1 3:58 30 5-3/4" G 'SWIIIIIIIIIMH - CH• llll� SM SC 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL Z U Z W m ix W O J DEPTH TO GROUNDWATER DATE DRY 1/6/2015 DRY 1/15/2015 DRY 4/17/2015 6" - 410 ci 41�CiP QN SCALE: 1". 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/7/2015 1 2:28 - 6" - 2 2:58 30 5-3/4" 114" 3 2:58 - 6" - 4 3:28 30 5-3/4" 1/4" 5 3:28 - 6" - 6 1 3:58 30 5-3/4" 1/4" PERCOLATION RATE 120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 5 FT. AND 6. FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: ROB CAMPBELL/JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEY FO ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: �72 / GARNESS, ENGINEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS- 3701 E. TUDOR ROAD. SURE 101' AhOt RAGE. AK M07- Riot& (807)3374178' FAX (8071396J�b' �YF95RE: wnw.4awnasarptxe1k14om+ SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH TEST HOLE #26 (feet) 1 PAGE 2OF2 7 U- cQo 8 J U 9 i 55 10 to ix 11 O N 12 U- 0 13 LU 0 14 a W 15 W 07 16 17 18 D N't10 01 s M -f VE�® �e 5� 1O G� �Q r�CjP N 5 SCALE: DATE READING CLOCK TIME SOIL CLASSIFICATIONS WATER LEVEL READING NET DROP (INCHES) GW •- 3:40 - GP ML 3 2 iCL 30 0" �ii� NHN • 3 4:10 .� MH 6" �q�/y/i CH 4.40 • L77** lfif[i 'i/�P • 610 5 +�`s! SC 6" 7 U- cQo 8 J U 9 i 55 10 to ix 11 O N 12 U- 0 13 LU 0 14 a W 15 W 07 16 17 18 D N't10 01 s M -f VE�® �e 5� 1O G� �Q r�CjP N 5 SCALE: DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1512015 1 3:40 - 6- 2 4:10 30 0" 6- 3 4:10 - 6" 4 4.40 30 0" 6- 5 4:40 6" 6 5:10 30 0" 6" PERCOLATION RATE 5 (MIN./INCH) PERC. HOLE DIA. b (1Nl HtJ) 19 TEST RUN BETWEEN 2 FT. AND _3F T. 20 ij A FOUR HOUR PRESOAK WAS PERFORMED: E YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PIERFOIJMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I IZ 43 k.TAT ENGINEERING IN GROUP, Eta. -: CIVIL & ENVIRONMENTAL ENGINEERS 3701 E.TUDOR ROAD, SURE 101'AN HORAGE,AX99507' PHONE (90) 337-6179- FAX 0071 3363245'MrBS1TE.merv.9amG'rP-9.c SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOT= I PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/6/2015 DEPTH _ TEST HOLE #27 (feeq ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL Z U Z W cc IX W C J DEPTH TO GROUNDWATER DATE DRY 1/6/2015 GM • ML SOIL CLASSIFICATIONS •- 4/1712015 6" - 2 2:55 30 5-3/4" GPfllittll(ML 3 2:55 - 6" 4 3:25 30 >5-314° <1/4" STOPPED READINGS GMCL (SME. - IN 1�1�NN� • • %//l/.CH SM OHfSC 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL Z U Z W cc IX W C J DEPTH TO GROUNDWATER DATE DRY 1/6/2015 DRY 1/15/2015 DRY 4/1712015 6" - SITE PLAN I DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) V712015 1 2:25 - 6" - 2 2:55 30 5-3/4" 1/4" 3 2:55 - 6" 4 3:25 30 >5-314° <1/4" STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 6 (INCHES) 20 A FOUR HOUR PRESOAK WAS PERFORMED: Z YES ❑ NO PBEI UJODY MADS TEST PERFORMED BY' DAVID GARNESS SOILS LOGGED BY: ROB CAM PERCOLATION COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Ar G� NESS ENGINEERING U t . 9 �........................ ..................v __ CIVIL & ENVIRONMENTAL ENGINEERS �.� � �� ,. _,r1 � � ' ° � �� • 3701 E TUDOR ROAD. SLATE 101-ANCHORAGE.AK9850%'PHONE (907)3371178• FN((9W)338V46•ME9SITE:~4.. °°^ -.r• ...r. .• ........•� SOIL LOG -PERCOLATION TEST E -79 S J' LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSED - LOT$ j'•. / S'•�C� '® PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2 �� It PROF®54��®®�� DEPTH (feet) TEST HOLE #27 1 1 PAGE 2 OF 2 2 CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS ORG 1/15/2015 1 GW y 6" GP ML `o.. 3 3-1/4" 3 4:14 GM CL - 4 4:44 30 GC OL 4 4:44 - °. •°. o SW MH 5 Z 2-3/4" e •®e .•.. SP CH O SM ,' OH Q SC 6 _U 7 LL FD cri8 J U 9 i O 10 (!) w 11 O u - C14 12 U- 13 w 0 14 Q a W 15 0 16 17 18 19 20 L Z W it a LL a a 5� 40, PC' P� N `V SCAM: 1' = 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/15/2015 1 3:44 6" 2 4:14 30 2-3/4" 3-1/4" 3 4:14 6" - 4 4:44 30 2-3/4" 3-1/4" 5 4:44 - 6" - 6 5:14 30 2-3/4" 3-1/4" PERCOLATION RATE 9.2 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 2 FT. AND 3 FT. A FOUR HOUR PRESOAK WAS PERFORMED: IS YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEFFOR14ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z 43 f S GARNE ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS --- 3701 E. TUDOR POAD. SUITE 101 'ANCHORSGE. AK 99607 *PHONE (907) 337-8179'FAX (907) 3363246' WEBSITE:—.gamrve.Vx-M9— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( PROPOSED - LOTS 1 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/64 GROUP DATE: 1/6/2015 DEPTH TEST HOLE #28 (feed ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL DEPTH TO GROUNDWATER DATE DRY 1/6/2015 SOIL CLASSIFICATIONS 1/15/2015 DRY 4/17/2015 30. >5-3/4" <1/4" STOPPED READINGS GM TO ML GW •- III111111ML 1111111 .. H�NN�CL • coo% IIIIII111 - • �4l►SC 7 8 9 10 11 12 13 14 15 16 17 18 ML W/ SOME GRAVEL DEPTH TO GROUNDWATER DATE DRY 1/6/2015 DRY 1/15/2015 DRY 4/17/2015 30. >5-3/4" <1/4" STOPPED READINGS PLAN �e ci �Ay N SCALE: DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 1!7/2015 1 2:20 - 6° 2 2:50 30. >5-3/4" <1/4" STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 —{ JII _SII TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K1 YES ❑ NO SOILS LOGGED BY: ROB CAMPBELL/JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FORMFD IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: ® i ®®�'® OF.. o , �r fir'. �_ �'` ,.•• "" .. l\,T S ENGINEERING BJ � G O , Ltd ..... �� r4� ... ..............'�. CIVIL & ENVIRONMENTAL ENGINEERS 5701 E. TUDOR ROAD. SLATE 101 AKCHORAGE.AX S6507' rt tl-(607)3976176'FA%1607)3363746'WEBSRE'. wasv.6:mm:.�6Mx�,fc.a0.'n .... rr, rr r,,,r,r.,.r, `.. .� f� . •• Gamess SOIL LOG -PERCOLATION TEST C) LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSED - LOT,-eaj j � �' •�,,,a�^`'� �'® PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: SEE PAGE 1 OF 2`�Qf DEPTH —1 TEST HOLE #213 (feet) 1 2 3 4 5 Z O 6- 7— 7 U- (D U) 8 U 9 � J_ 10 (D n_ 11 0 QN 12 O 13 W ID 14 Q it W 15 W f� 16 17 18 z LL Cc a LL I? a • CLOCK TIME NET TIME (MINUTES) W READ EEL • 1115/2015 1 3:47 - 6" //f SINN • 3-112" illl(tifl 3 4:17 - 6- 4 4:47 I r�T 3-1/2" 2-112" DEPTH TO DATE GROUNDWATER 1 E� 10 (81 P� N SCALE: 1' =10c' DATE READING CLOCK TIME NET TIME (MINUTES) W READ EEL ET DRO) 1115/2015 1 3:47 - 6" 2 417 30 3-112" 2-112" 3 4:17 - 6- 4 4:47 30 3-1/2" 2-112" 5 i 4:47 6 5:17 30 3-112" 2-112' PERCOLATION RATE 12 (MIN./INCH) FLEX. HULL ULA. L11\R-n�D/ 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K, YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS P • RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z / S ,_- CIVIL & ENVIRONMENTAL ENGINEERS 3701 E. TUDOR ROAD, SUITE 101 • ANCHORAGE, AK GSW7 - PRONE ( 907) 337 -6179 -FAX (907) 3383746' MMTE:-.O.-r.9, tr ---9 wm SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID WROF"" -^' '°` PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/6/2015 DEPTH TEST HOLE #29 (feet) ORGANICS 1 PAGE 1 OF 2 7 8 9 10 11 12 13 14 15 16 17 18 ML W1 SOME GRAVEL S L Z W m a= W C DEPTH TO GROUNDWATER DATE DRY 1/6/2015 CLASSIFICATIONSSOIL 1/15/2015 DRY 4/17/2015 6." GM • _ GW 30 •. 1/2" 3 3:35 N 6" - ■ 30 5-5/8" 3/8" 5 4:05 - IIMIII'tl - ///f. 4:35 30 5-5/8" 3/8" NNI# • :CL ' I%l�lt/l%1111 SP �lttt�!CH • 6 Sc 7 8 9 10 11 12 13 14 15 16 17 18 ML W1 SOME GRAVEL S L Z W m a= W C DEPTH TO GROUNDWATER DATE DRY 1/6/2015 DRY 1/15/2015 DRY 4/17/2015 6." - 5� C\)" C N SCALE: 1' = 100' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1 [7/2015 1 3:05 - 6." - 2 3:35 30 5-112" 1/2" 3 3:35 - 6" - 4 4:05 30 5-5/8" 3/8" 5 4:05 - 6" - 6 4:35 30 5-5/8" 3/8" PERCOLATION RATE 80 (MIN./INCH) PERC.. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: R YES ❑ NO SOILS LOGGED BY: ROB CAMPBELUJODYMAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEjRFOFWED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: — ►i ..........................+ — CIVIL & ENVIRONMENTAL ENGINEERS". � _.3701E. TUDOR ROAD. SUf7E 101-ANa4WAGE.AX99507- PHONE (907)337-8179- FAX (901)3"46*WEBSRE:wwwVMwtaq"nn➢�^ •.• : ..••..••.•.. • •.•••••.••.�.�.F•1 F : • mess : 4,C A SOIL LOG - PERCOLATION TEST E-79 3 LEWIS AND CLARK S/D ®®® �t�; •• ��•Z/ �'�� m LEGAL DESCRIPTION: X00 PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC /S4 GROUP DATE: SEE PAGE 1 OF 2 "tit •AR�ESS��p�®�� DEPTH (feet) TEST HOLE #29 PAGE2OF2 LL a U 9 i 0 10 (1) w 11 0 N 12 U- 0 0 13 LLJJ 0 14 < n W 15 LLJ 16 17 18 2 U Z LL Q a • �A Mm P-,Pdldl,- M-1 DATE READING CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS NET DROP (INCHES) GW •- 325 6- GP 111111111ML 3:55 30 41/2" imil1� CL 3:55 6" /f� 4 4:25 30 41/2" ro-6 coo 40 M= S W111111111MH 4:25 6" - %//%CH 4:55 30 41/2" ��111t1�Sm�i�l/.� • Sc LL a U 9 i 0 10 (1) w 11 0 N 12 U- 0 0 13 LLJJ 0 14 < n W 15 LLJ 16 17 18 2 U Z LL Q a • �A Mm P-,Pdldl,- M-1 DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/15/2015 1 325 6- 2 3:55 30 41/2" 1-1/2" 3 3:55 6" - 4 4:25 30 41/2" 5 4:25 6" 6 4:55 30 41/2" PERCOLATION RATE 20 (MIN./INCH) PERC. HOLE UTA. o uivk-nr-al 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 L A FOUR HOUR PRESOAK WAS PERFORMED: IS YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. 1, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PqRFOPJAED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: I Z-3 / S �� °r irk-:.... ,.�._ � c a, k,'Y ` .: t..,,. ® •• kRNENGI�� R �T OUP, Ltd ....... ES ... ................ CIVIL & ENVIRONMENTAL ENGINEERS ``` 3701 TUDOR(YJAD.SUiTE 101•ANCF+DRAGE. AIC 88507'PfSONE (807)337o17E'FAX (P07)3383346•&.ITE: rwu•.Oanveem„'e,eert`O.exn p\ue,,.5i• .. ... .................� �/� fFrey A. Gamess . 'kr SOIL LOG - PERCOLATION TEST®c� LEGAL DESCRIPTION: LEWIS AND CLARK S/D ( �Q� �,�'•,�Ag,, r,r��V® PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 10/17/2014 •d••�®®�.�.�..e..�.' k,% SSO�•••�!V DEPTH (feep TEST HOLE #29A ® PEAT OLD TH#9 1 SOIL CLASSIFICATIONS SITE PLAN 2 GW ORG 3 ® GP ML GM CL 4 GC OL °o o°o a SW MH �Q 5 °o •®o a SP CH\� SM ,° OH �® 6 SC 7 DEPTH TO DATE GROUNDWATER � N a DRY 10/17/2014 DRY 10/27/2014 ML SCALE_ DRY 1115/2015 'DRY 4/1712015 9 r= toa 10 *WATER IN BENCH AT 2.5' PROBABLY FROM SNOWMEL DATE READING CLOCK NET DROP 11 TIME (MINUTES) READING ONCHES) 12 10/27/201.4 PRE-SOAK STARTED AT 10:30 A.M. WITH 7' OF WATER. AT 2:30 P.M., THE LIQUID LEVEL WAS 6-3/4'. PERK MAY BE INFLUENCED BY 13 SNOWMELT AND/OR FROZEN SOILS. RECOMMEND ADDITONAL INVESTIGATION OF THIS AREA. 14 15 16 B.O.H. 17 18 PERCOLATION RATE N/A (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 4 FT. AND 5 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: [IYES E]NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: DAVID GARNESS COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEVIFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: 2-7, SS, .,, TE RM >` OUP5 Ltd CIVIL & ENVIRONMENTAL ENGINEERS , E. TUDOR. ROAD. SUfTE 101 -ANCHORAGE. AH 99507 -PHONE 19O7) 337i179'PAX t90Tj 3383248'M03fTE:wxa.9emaue 0--g.— SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID (pR6P69E-B�L'6i367� PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/6/2015 DEPTH (seep ORGANICS 1 2 GM TO ML 3 4I II FI 11 (SMEARING) 5 6 7- 8 9 DATE DRY 1/612015 ML 1/15/2015 DRY 4/17/2015 W/ SOME 10 GRAVEL 11 12 C= Z LL 13 Ix LL 14 15 16 17 18 DEPTH TO GROUNDWATER DATE DRY 1/612015 DRY 1/15/2015 DRY 4/17/2015 DATE READING CLOCK TIME NET TIME WATER LEVEL NET DROP (MINUTES) READING (INCHES) 1012015 1 3:08 - 6" " 2 3:38 30 5-7/6" 118" STOPPED READINGS PERCOLATION RATE 24.0 (MIN./INCH) PERC. HULt UTA. 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K, YES ❑ NO SOILS LOGGED BY: ROB CAMPBELUJODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: ®gyp®ffi.ffi®ffi GARNESS ENGINEERING GROUP, Ltd CIVIL & ENVIRONMENTAL ENGINEERS '701 E. TUDOR ROAD, SUITE 101' ANCHORAGE, AK 49307 • PHONE (907)3]7-0179' FAX (90713]9-]266' WEBSITE: avM.g sng'tc: k+gcom SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D. PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #30 1 PAGE 2OF2 2 CLOCK TIME SOIL CLASSIFICATIONS ORG GW_ y 319. _ e `: GP ML 3 30 4-1/2" GM CL 4 - 6- GC OL 4:29 30 °n o°o o SW MH 5 Z •: : SP CH 4:59 O 4-112" SM s .' OH 6 Q SC U 7 LL to 8— L) 9 � _J 10 (n w 11 O LL_ 04 12 U- O 13 w 0 14 d W 15 W U) 16 17 18 s C� z LL m tx LL a m: DEPTH TO DATE GROUNDWATER �IItL'ItI�S�� • u !w • • Ot f4rey A.Garness... o CE -795 �� FSP •''••• Z G �.`'� ••��..:01 �Ca N SCALE_ DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/1512015 1 319. _ 6" ` 2 3:59 30 4-1/2" 1-10 3 3:59 - 6- 4 4:29 30 4-112" 1-1/2" 5 4:29 - 6" 6 4:59 30 4-112" 1-112" PERCOLATION RATE 20 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1116 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WASP RFOR ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: Z �3 / GkRNESS CA NIGENEERING GROUP9 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 5701 E. NDOF ROAD. SUITE 107 • AHOHCRAGE AK 99507 • PHOI:£ (407) 337{179 • FAX (907) 9363246. N'ESSITE'. Mgw.OnmGser Om -"Q Cam SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK S/D PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/7/2015 DEPTH (feet ORGANICS 1 2 GM TO ML 3 9 ML W/ SOME: 1 GRAVEL 11 12 13 14 15 1s B.O.H. 17 DEPTH TO GROUNDWATER • DRY 1(7/2015 DRY 1/15/2015 DRY 4/17/2015 = U Z W m LLt O DEPTH TO GROUNDWATER DATE DRY 1(7/2015 DRY 1/15/2015 DRY 4/17/2015 = U Z kie 5� N 5 SCALE: V- 100' 18 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ff YES. ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEFfORME F. IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL NET DROP READING (INCHES) 16/2015 LIQUID LEVEL DID NOT DROP DURING PRE-SOAK = U Z W m LLt O 18 PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: ff YES. ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PEFfORME F. IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: —.lPl ff AF t J. 1-1�.o . RNESS ENGINEERING GROUP, Ltd i. CIVIL & ENVIRONMENTAL ENGINEERS 3701 E TUDOR ROAD, SURE 101 'ANCHORAGE, AK 99507' PHONE (S07) 337-G179 - FAX (90))3383148 • WEg$ITE rexw,gnmmyprtggwefiy.eam SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC/S4 GROUP DATE: SEE PAGE 1 OF 2 DEPTH (feet) TEST HOLE #31 1 1 PAGE20F2 U 7 Q 8 J U 9 (n _i O 10 0 w 11 0 cv 12 LL O 13 W 0 14 a- LLI 15 W U) 16 17 18 S L LL B: a LL C. LL DEPTH TO DATE GROUNDWATER E� ®0'"I ILtali 144 OF .j� oliffiff � Js A.G ess ..fie E-795 ............ t�RCFESS SITE G� P 54�P N SCALE: mmmwmmw r = tom DATE READING CLOCK TIME SOIL CLASSIFICATIONS NET DROP (INCHES) 1115/2015 1 3:33 - 6". - •- 4:03 30 2-3/4" GP ML 4:03 6- 4 4:33 30 2-3/4" G CNNN • 4:33. - 6- MH 5:03 30 2-3/4" -SM CH OH SC U 7 Q 8 J U 9 (n _i O 10 0 w 11 0 cv 12 LL O 13 W 0 14 a- LLI 15 W U) 16 17 18 S L LL B: a LL C. LL DEPTH TO DATE GROUNDWATER E� ®0'"I ILtali 144 OF .j� oliffiff � Js A.G ess ..fie E-795 ............ t�RCFESS SITE G� P 54�P N SCALE: mmmwmmw r = tom DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1115/2015 1 3:33 - 6". - 2 4:03 30 2-3/4" 3-V4" 3 4:03 6- 4 4:33 30 2-3/4" 3-1/4" 5 4:33. - 6- 6 5:03 30 2-3/4" 3-1/4" 19 PERCOLATION RATE 9.2 (MW./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16, OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE ORA ED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: ,Z 6 Itr J '.c .Z GARNES-S ENGINEERING GROUP5 Ltd CIVIL & ENVIRONMENTAL ENGINEERS 3X! E TUDOR ROAD. SUITE 101 ' ANCHORAGE. AK 89507 'PHONE (R07, 337-179. FAX (907) 338-32.6' WEBSITE: -.pe -SG gh-,k g - SOIL LOG - PERCOLATION TEST LEGAL DESCRIPTION: LEWIS AND CLARK SID ( PROPOSED - LOT S PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: 1/7/2015 DEPTH TEST HOLE #32 (feep ORGANICS 1 1PAGE 1 OF21 7 8 9 10 11 12 13 14 15 16 17 18 Ill- W/ lLW/ SOME GRAVEL DEPTH TO GROUNDWATER DATE DRY 1/7/2015 CLASSIFICATIONSSOIL 1/15/2015 DRY 4/17/2015 2 3:45 30 5-15/16" 1116' STOPPED READINGS GW •' GM TO ML I�111ti11 t II 111.:11/NH• GM CL � �,A//,Q?OW OL SWIllltllllMH mostolow //%CH SM�'�.�OH �..SC 7 8 9 10 11 12 13 14 15 16 17 18 Ill- W/ lLW/ SOME GRAVEL DEPTH TO GROUNDWATER DATE DRY 1/7/2015 DRY 1/15/2015 DRY 4/17/2015 2 3:45 30 5-15/16" 1116' ��tCiP N SCALE: r=1w DATE READING CLOCK NET TIME WATER LEVEL TIME (MI.NUTES) READING NET DROP (INCHES) 117/2015 1 3:15 - 6` - 2 3:45 30 5-15/16" 1116' STOPPED READINGS PERCOLATION RATE >120 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 5 FT. AND 6 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: YES ❑ NO SOILS LOGGED BY: JODY MAUS PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COI.11-CENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFjORMEp IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: `'- z Ir 'u:v3' dOd .RNESS- ENGINEERING GROUP, Ltd *' � ..... ........ * ..... CIVIL & ENVIRONMENTAL ENGINEERS= 3701 E. TUDOR ROAD. WrrE 105 ' ANCROP aGE, AK 89'07 • PHONE (907) 337-6178' FAY. M7) 33F V4E' WEBSITE: W,wl.gani¢sronlneo.'Ngtan •. •... • ....... . @7 SOIL LOG - PERCOLATION TEST 4� :• ey ess LEGAL DESCRIPTION: LEWIS AND CLARK SID (PROPOSED - LOT SS � ��'•.y� '�I s� PERFORMED FOR: BIG COUNTRY ENTERPRISES, LLC / S4 GROUP DATE: SEE PAGE 1 OF 2� £� p.......•�yP� Q� Q�QQROFS� DEPTH (feet) TEST HOLE #32 1 PAGE 2OF2 U 7 IL 8 U 9 � J 05 0 10 C/3 Ix 11 0 N 12 LL O 13 11J 0 14 d W 15 W G7 16 17 18 DEPTH TO DATE GROUNDWATER Ix as1 5� �P N `V SCALE: V= 1o' DATE READING CLOCK TIME NET TIME (MINUTES) SOIL CLASSIFICATIONS 2 1/45!2015 1 3:36 6" - 2 4:06 30 GW - ORG 4:06 6" - 4 GP 30 ML 3 5 4:36 - 6. " 6 5:06 30 0" 6" GM CL GC OL 4 SW MH se • : SP CH 5 O SM OH Q SC 6 U 7 IL 8 U 9 � J 05 0 10 C/3 Ix 11 0 N 12 LL O 13 11J 0 14 d W 15 W G7 16 17 18 DEPTH TO DATE GROUNDWATER Ix as1 5� �P N `V SCALE: V= 1o' DATE READING CLOCK TIME NET TIME (MINUTES) WATER LEVEL READING NET DROP (INCHES) 1/45!2015 1 3:36 6" - 2 4:06 30 0. 6- 3 4:06 6" - 4 4:36 30 0" 6- 5 4:36 - 6. " 6 5:06 30 0" 6" PERCOLATION RATE 5 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) 19 TEST RUN BETWEEN 2 FT. AND 3 FT. 20 A FOUR HOUR PRESOAK WAS PERFORMED: K YES ❑ NO SOILS LOGGED BY: SEE PAGE 1 OF 2 PERCOLATION TEST PERFORMED BY: ROB CAMPBELL COMMENTS: PERCOLATION READINGS ARE WITHIN 1/16 OF INCH. PERFORMED BY GEG, Ltd. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PE FOR7[) IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE: U / GA-RNE S -S- CA NGINE E RING GROUP5 Ltd CIVIL & ENVIRONMENTAL ENGINEERS B[G (ceOUNTRY Er TERPRISES5 LLCr LEWIS AND CLARK SOILS INVESTIGATION AND YUELUSEPTIC RESERVE AREA REPORI Tab 5 Cross -Section Detail Drawing for Example Platted Drainfield Sites 3701 East Tudor Road, Suite 1.01 * Anchorage, AK 99507 Ph: (907) 337-6179 * Fax: (907) 338-3246 * Web -site: garnessengineering-cm 91OZ/VZ/4 O3SIA3N SEWS 0131dNIVNO 0311V1d 31SISSOd NOd ONIMVNO 11V130 NOUO3S SSONO e0 ]dOMd03dH W'1'f (03SOdONd) NOISIAIOBfISNNV100NVSIM31 :Aa NMVHC1 :NOLwws3c1 wO31 •�' L d0 l Wn ^"'""°""""""' 31r'czH. s. cv u xve.s�ir<a a> .n.,o, �u,s orona�ru wa rz iiBN • Z139Wf1N 30Vd SN9N31V1N3 W 02i lAN3'811A1� vNis E N 6969 ,dUov) PAZ `dl30?I� 33M�I�II2I3�I�II�I�I ►3 SS�I�R V9 -L 8W0N 3NOHd Q W 011'S3SINdN31N3 �j�•�i � AN1NfI00 `JI8 ! 6- �oda3avd3ad #1:�(i•••..- 2 o WQ N w U N m Ix w Z LL c ry o0 00 N o z 4 w 2 K a' zm0 a "moi=> C7 w u. o iiia cmc 0 W 0 m 0 — 0. LL z O -Q LIJ N wQwO 0} Q H W W U ❑ w m W O O Q Q Ix Z K ❑= LL Win .. LL w O Z 9 O W W W o 0 o LL 0 a i...00< LL 0 LL�aW Q Ix 0 Z 7�xQrCoJ m OJ UO 72Z 2F- UQ J 0_0_Z fp LL _OZ 0LLF' Q W a— W- LL U zc�LLQ�. ❑ i3iw< Z 0 0 } Z W 2 w J Q w W m W N Q m ~� O w OF w w 119 w t' m m S z d ~ m p K j M m CO wLLw— 2 Q W N J Z 0 Fw W rrW V) = Z U U0w OJ a � Er J 0)x wo WQ w� ma Ow Zo za Q2) mLL :Z' qac LL0 p�°'FOw2 w� wzMW w W >= 9 h =,-i r- z �t W= F= -F -O B IW—i—i.0 z 0m0 U)zW LL 0NZW[gwUW J�Om w�O-wowH z��Oz0�0Ir in (n V—r U J U Q w 0) MZ OOxmzv�igQOZ~O Z. -(V z6 NQ.0 F -Q Lda. 3NI1 A1N3dONd M 01 a7d' I j I hin w 0( U,a llll llll till J...� illl� Z w O ill, LU J Lill N till 0 lull I�.11 � J O 0 57 LU J CO a LU z of W J z � J O W LL w Z ,J in IX C) W 02 w W LU H 0- Z> Z> J �O LL I-- 0 z --Oz ,j O Q� w 0 Q za OU) 00 'w^O 0 VJ CQCO CO T w CU 3: TERRASAT, INC. 4203 Iowa Drive, Anchorage, Alaska 99517 (907) 344-9370 Fax: (907) 243-7870 Geological ConsultingEnvironmental RestorationRegulatory Compliance August 31, 2020 Todd Brownson Paul Gionet Big Country Enterprises, LLC 3640 E 65th Ave. Anchorage, Alaska 99507 RE: Nitrate Fate and Transport Addendum for Lewis and Clark Subdivision Dear Sirs, TERRASAT submitted a nitrate study and fate and transport analysis of nitrate transport in groundwater to S4 Group on April 8, 2016. The report was transmitted to the Municipality On-Site Services as part of a preliminary plat application. We found that nitrate concentrations from an advanced septic treatment system would be 0.18 milligrams per liter at the creek with steady state conditions. The model was based on a lot configuration where the nearest lot to the creek was 430 feet away. The current plat shows that the nearest leach field to the creek is 600 feet. We are appending a new analysis of nitrate transport based on septic treatment with a conventional system. Nitrate concentrations from a conventional system at the creek would be equal to or lower than 0.47 mg/l. This assumes no denitrification during transport. Out experience is that denitrification is an important process, reducing nitrates within 75 feet of a municipal use leach fields. TERRASAT conducted a separate analysis for nitrates from a conventional septic treatment system from one lot to the nearest downgradient well. The resulting concentration would be 1.7 mg/l, again ignoring the denitrification process. The attached calculations show that nitrate concentrations from conventional septic systems in the Lewis and Clark Subdivision will be extremely low and have no significant impact on the nearby creek. Considering the denitrifying process, nitrates are not expected to reach Rabbit Creek. Please contact us if you have questions or require further information regarding our investigations. Dan Young, President, Professional Hydrogeologist TERRASAT, Inc Lewis and Clark Subdivision--Nitrogen Migration in Water Table from a Sanitary Leach Field that is Designed to Serve a Single Family House -- Single Lot to Nearest Creek Three Dimentional Mass Solute Analytical Solution Introduction Mass solute can be modeled with 1-.2-. and 3-dimensional analytical groundwater models, as well as with a mass balance equation. Numerical models are much more complex and are used when multiple sources, multiple sinks and variable site conditions exist. Numerical models are appropriate when much more information is available, such as the horizontal and vertical distribution of hydraulic conductivities and porosity. This information is seldom known across the domain of a leach field to a down gradient receptor in Alaska. We choose a 3-dimensional analytical model because it provides a good understanding of what occurs down gradient of a leach field. Analytical models have proven to be powerful tools to evaluate solute transport and are abundant in the hydrogeological literature. The 3-D model considers longitudinal dispersion, transverse dispersion and vertical dispersion, three important transport process that are only approximately accounted for in a mass balance model. This 3-dimensional analytical model ignores molecular diffusion because diffusion is so small compared with mechanical dispersion in a flowing aquifer that diffusion becomes trivial. This 3-D model ignores precipitation entering the aquifer. Precipitation in South Central Alaska is small enough, over the model domain (<8% of recharge), that it will not significantly influence the final concentration at the compliance point. This 3-D model considers aquifer thickness and appropriately restricts vertical dispersion to the maximum depth of the aquifer. Nitrate is biodegradeble as it migrates down gradient from its source. Biodegradation rates are not available so the process is eliminated from this model. The results are likely biased high at the compliance point, meaning the actual results will be lower than shown. Assumptions The aquifer is uniform thickness. This is a limitation of the analytical model. We therefore assume that the aquifer is uniformly 11.5 feet thick, based on the average of 19 local water well logs. The aquifer could be as thick as 24 feet in places, which means significant dilution will likely occur before water reaches the compliance point. We selected 11.5 feet thick because the mean is likely the most representative value to represent site conditions, based on available water well logs from adjacent subdivisions. We assume that the aquifer is infinite laterally and down gradient. This is likely true, within the domain of the model. Water well logs from surrounding subdivisions support this assumption. TERRASAT, Inc.Groundwater Solutions Page 1 of 5 Inputs TERRASAT, Inc.Groundwater Solutions Page 2 of 5 Function Definitions TERRASAT, Inc.Groundwater Solutions Page 3 of 5 Analysis Results Conclusions Sources: Domenico. P., and Schwartz, F., 1990, Physical and Chemical Hydrogeology, John Wiley and Sons, Inc. 504 pps. Domenico, P.A., and Robbins, G.A., 1985, A New Method of Contaminant Plume Analysis, Ground Water, Vol 23. Alvarez, J.J. and Illman, W.A., 2006. Bioremediation and Natural Attenuation, John Wiley and Sons, Inc., p. 177. TERRASAT, Inc.Groundwater Solutions Page 4 of 5 Mass Transport Conceptual Model Additional resources: Devlin, J.F., et. al., 2012, Using the Domenico Solution to Teach Contaminant Transport Modeling, Journal of Geoscience Education, vol 690, pps 123-132. "The Domenico solution is a heuristically derived equation that closely approximates rigorous solutions to the advection dispersion equation under conditions that are representative of real world plumes" (page 132 in conclusions). Gelhar, L.W. et al., 1992, A Critical Review of Data on Field-scale Dispersion in Aquifers. Water Resources Research 28(7):1955-1974. Dispersivity values are calculated with Gelhar et al. methods. Tong, W. and Rong, Y., 1999, Domenico Spreadsheet Analytical Model Manual, Underground Storage Tank Section California Regional Water Quality Control Board - Los Angeles Region, 17p. Pennsylvania Deapartment of Environmental Protection, 2014, User's Manual for the Quick Domenico Groundwater Fate-and-Transport Model. 30 p. TERRASAT, Inc.Groundwater Solutions Page 5 of 5 Lewis and Clark Subdivision--Nitrogen Migration in Water Table from a Sanitary Leach Field that is Designed to Serve a Single Family House -- Single Lot to Nearest Neighboring Water Well Three Dimentional Mass Solute Analytical Solution Introduction Mass solute can be modeled with 1-.2-. and 3-dimensional analytical groundwater models, as well as with a mass balance equation. Numerical models are much more complex and are used when multiple sources, multiple sinks and variable site conditions exist. Numerical models are appropriate when much more information is available, such as the horizontal and vertical distribution of hydraulic conductivities and porosity. This information is seldom known across the domain of a leach field to a down gradient receptor in Alaska. We choose a 3-dimensional analytical model because it provides a good understanding of what occurs down gradient of a leach field. Analytical models have proven to be powerful tools to evaluate solute transport and are abundant in the hydrogeological literature. The 3-D model considers longitudinal dispersion, transverse dispersion and vertical dispersion, three important transport process that are only approximately accounted for in a mass balance model. This 3-dimensional analytical model ignores molecular diffusion because diffusion is so small compared with mechanical dispersion in a flowing aquifer that diffusion becomes trivial. This 3-D model ignores precipitation entering the aquifer. Precipitation in South Central Alaska is small enough, over the model domain (<8% of recharge), that it will not significantly influence the final concentration at the compliance point. This 3-D model considers aquifer thickness and appropriately restricts vertical dispersion to the maximum depth of the aquifer. Nitrate is biodegradeble as it migrates down gradient from its source. Biodegradation rates are not available so the process is eliminated from this model. The results are likely biased high at the compliance point, meaning the actual results will be lower than shown. Assumptions The aquifer is uniform thickness. This is a limitation of the analytical model. We therefore assume that the aquifer is uniformly 11.5 feet thick, based on the average of 19 local water well logs. The aquifer could be as thick as 24 feet in places, which means significant dilution will likely occur before water reaches the compliance point. We selected 11.5 feet thick because the mean is likely the most representative value to represent site conditions, based on available water well logs from adjacent subdivisions. We assume that the aquifer is infinite laterally and down gradient. This is likely true, within the domain of the model. Water well logs from surrounding subdivisions support this assumption. TERRASAT, Inc.Groundwater Solutions Page 1 of 5 Inputs TERRASAT, Inc.Groundwater Solutions Page 2 of 5 Function Definitions TERRASAT, Inc.Groundwater Solutions Page 3 of 5 Analysis Results Conclusions Sources: Domenico. P., and Schwartz, F., 1990, Physical and Chemical Hydrogeology, John Wiley and Sons, Inc. 504 pps. Domenico, P.A., and Robbins, G.A., 1985, A New Method of Contaminant Plume Analysis, Ground Water, Vol 23. Alvarez, J.J. and Illman, W.A., 2006. Bioremediation and Natural Attenuation, John Wiley and Sons, Inc., p. 177. TERRASAT, Inc.Groundwater Solutions Page 4 of 5 Mass Transport Conceptual Model Additional resources: Devlin, J.F., et. al., 2012, Using the Domenico Solution to Teach Contaminant Transport Modeling, Journal of Geoscience Education, vol 690, pps 123-132. "The Domenico solution is a heuristically derived equation that closely approximates rigorous solutions to the advection dispersion equation under conditions that are representative of real world plumes" (page 132 in conclusions). Gelhar, L.W. et al., 1992, A Critical Review of Data on Field-scale Dispersion in Aquifers. Water Resources Research 28(7):1955-1974. Dispersivity values are calculated with Gelhar et al. methods. Tong, W. and Rong, Y., 1999, Domenico Spreadsheet Analytical Model Manual, Underground Storage Tank Section California Regional Water Quality Control Board - Los Angeles Region, 17p. Pennsylvania Deapartment of Environmental Protection, 2014, User's Manual for the Quick Domenico Groundwater Fate-and-Transport Model. 30 p. TERRASAT, Inc.Groundwater Solutions Page 5 of 5 ■ 4203 Iowa Drive, Anchorage, Alaska 99517 (907) 344-9370 Fax: (907) 243-7870 Geological Consulting 0 Environmental Restoration Regulatory Compliance April 8, 2016 Tom Dreyer 1427 W. 8th Ave. Anchorage, Alaska 99501 RE: Findings of Groundwater and Nitrate Fate and Transport Investigations in the Area of the Lewis & Clark Subdivision Mr. Dreyer, TERRASAT Inc. is a professional hydrogeological consulting firm. We have been providing expert opinions about hydrogeology in Alaska since 1983. Dan Young, the principal hydrogeologist, is licensed by the State of Alaska and has been qualified as an expert by the Alaska Superior Court on many occasions since 1984. This report provides expert opinions based on facts and extensive experience working in the Anchorage basin as hydrogeologists. TERRASAT conducted a comprehensive groundwater investigation of the area in and around the proposed Lewis & Clark Subdivision using well logs from the MOA and from the ADNR WELTS databases that were between 1/2 to 3/4 miles from the property of interest. Twenty-five well were evaluated and we reviewed and compared percolation rates and other data, previously obtained by S4 for the property of interest. Attached are three figures that depict relevant findings of the groundwater investigation. Specific concerns are addressed as follows: Concern: A general concern that off-site groundwater quality will be affected by development of Lewis & Clark subdivision. 1. Of the twenty-five area water wells surrounding the development, twenty- two are bedrock wells and three are unconsolidated, as seen in Figure 1. The data clearly shows that the upper unconsolidated aquifer, in which septic systems are installed, does not produce sufficient water and therefore is not being utilized for drinking water in the area between 1/2 to 3/4 miles distance from the property of interest. 2. The static water level elevations of most of the surrounding water wells are higher than the water table within the property of interest (Figure 2). The elevated static water levels of the surrounding wells means that the primary recharge to the bedrock aquifers is from farther up in the Chugach Mountains. Thus, development of the Lewis and Clark subdivision will not impact water quality of the surrounding water users. 3. Figure 2 shows four distinct bedrock aquifers surrounding the proposed Lewis and Clark subdivision. Septic systems and leach fields within the Lewis and Clark subdivision will be installed above a shallow unconsolidated water table aquifer. The shallow water table aquifer is distinctly different from the four bedrock aquifers. The shallow water table aquifer is likely recharged in part from bedrock fractures. The shallow water table is not a source of potable water for the surrounding community. Because the water table aquifer is recharged from bedrock, the water quality in the water table will have no effect on the four bedrock aquifers. Concern: Groundwater extracted for use in the Lewis & Clark subdivision will reduce the available drinking water of off-site for adjacent land users. 4. Figure 3 shows that most of the wells in the study area produce greater than 3 gpm of water with some producing up to 20 gpm. The volume of water expected to be extracted for use in the Lewis & Clark development is unlikely to have a significant impact to existing water quantity production. Most homes use approximately 450 gallons per day and the bedrock aquifer wells are capable of producing up to 28,000 gallons per day (20 gallons per minute). Concern: Does adequate separation existfrom septic systems to potential receptors? Nitrogen and Nitrates TERRASAT evaluated existing percolation test results, surface topography, water well logs, and distances to property boundaries and distances to active drainages. Sixteen well logs from surrounding subdivisions provided the basis to determine the thickness of the shallow water table aquifer. We created two appropriate mathematical models to evaluate the fate and transport of nitrogen from the proposed advanced nitrate reducing septic systems. We modeled total nitrogen, which includes nitrates. We found that nitrogen, at the local creek, 430 feet away from the nearest lot, would be less than 0.2 mg / liter. The ADEC drinking water standard is to mg/ liter. ADEC requires nitrogen concentrations from septic systems to be less than 5 mg per liter at the nearest receptor, either the property boundary or a point designated by the Agency, like a creek. We also modeled concentrations at a downgradient property boundary 200 feet from a proposed leach field. The result was 0.3 mg per liter. In conclusion, nitrates and nitrogen levels from a single family advanced septic system will comply with current regulations and will protect down gradient receptors. Our calculations, results and references are appended to this report. Bacteria TERRASAT considered the potential migration of five different pathogenic bacteria from a proposed leach field. The bacteria are: ® E. Coli bacteria ® Enterococci bacteria ® Fecal streptococci bacteria ® Salmonella bacteria ® Shingella bacteria We found that E. coli is the most persistent of these five bacteria. We calculated that the maximum distance the E. coli could travel before achieving 99.99% deactivation is 110 feet from the source. Our calculations and references are appended to this report. Please note, 110 feet is extremely conservative because these bacteria travel as colonies and colonies travel slowly. We calculated as if the bacteria colonies travel at the seepage velocity, even though they travel much slower. The other bacteria will travel much less before 99.99% deactivation. In conclusion, the MOA separation distance of loo feet from a leach field to domestic water well is adequate in this subdivision and the local stream is also protected. Most lots are at least 1,00o feet from the stream and the closest lot is more than 430 feet (leach field) to the stream. Summary and Conclusions ® Four distinct bedrock aquifers and one unconsolidated aquifer provide drinking water to the surrounding subdivisions. ® Static water elevations in most of the surrounding subdivisions are higher than the surface topography in the proposed Lewis and Clark Subdivision. That means development of this subdivision will have no impact to drinking water quality for the surrounding subdivisions. ® Water well logs from the surrounding subdivisions show that most of the wells produce more than 3 gallons per minute and up to 20 gallons per minute. Therefore, adequate to abundant groundwater quantiles are likely to exist in the Lewis and Clark Subdivision. ® Fate and transport modeling show that nitrogen from advanced nitrate reducing septic systems will comply with MOA and ADEC regulations. ® Fate and transport modeling for pathogenic bacterial show that the most persistent pathogenic bacteria will travel less than 110 feet before 99.99% deactivation. In reality, none of the bacteria are expected to travel more than 30 feet from the leach fields. Please contact us if you have questions or require further information regarding our investigations. � EpFPRUffSs'o , 7811. "u AiPG ° 0 ��•giPt � y �'me O � 000 O r� V o0 'JFK r?�n Alaska State License GEOG233 Dan Young Senior Geologist TER.RASAT, Inc. Dan.Young Pterrasatenvironmental. com 907-344-9370 Attachments: Steven Smith Project Hydrogeologist TERRASAT, Inc. steve P terras atenvironmental. com Figure 1: Aquifer Types for Water Wells in the Project Area Figure 2: Static Water Elevations of Area Water Wells and Aquifers Figure 3: Well Yields in GPM for Area Water Wells Appendices: 1- Three Dimensional Mass Solute Analytical Solution (5 pages) 1—Deactivation of Pathogenic Organisms (1 page) 1- Maximum Travel Distance to Achieve 99.99% Deactivation of Coliform Bacteria Lewis and Clark Subdivision— Nitrogen Migration in Groundwater from • that is Designedo Serve a Single Family • Three Dimentional Mass Solute Analytical Solution Introduction Mass'' solute can be modeled with 1-.2-. and 3-dimensional analytical groundwater models, as well as with a mass balance equation. Numerical models are much more complex and are used when multiple sources, multiple sinks and variable site conditions exist. Numerical' models are appropriate when much more information is available, such as the horizontal and vertical distributation of hydraulic conductivities and porosity. This information is seldom known across the domain of'a leach field to a down gradient receptor in Alaska. We choose a 3-dimensional analytical model beause it provides a good understanding of what occurs down gradient of a leach field. Analytical models have proven to be powerfull tools to evaluate solute transport and are abundant in the hydrogeological literature. The 3-D model considers longitudinal dispersion, transverse dispersion and vertical dispersion, three important transport process that are only approximately accounted for in a mass balance model. This 3-dimensional analytical model ignores molecular difusion because diffusion is so small compared with mechanical dispersion in a flowing aquifer that diffusion becomes trivial. The 3-1) model ignores precipitation entering the aquifer. Based on a sensivity analysis with the mass balance model, precipitation in South Central Alaska is small enough, over the model domain, that it will not influence the final concentration at the complience point. This 3-1) model considers aquifer thickness and appropriately restricts vertical dispersion to the maximum depth of the aquifer. Nitrate is biodegradeble as it migrates down gradient from its source. Biodegredation rates are not available so the process is eliminated from this model. The results are likely biased high at the compliance point. Assumptions The aquifer is uniform thickness. This is a limitation of the analytical model. We therefore assume that the aquifer is uniformity 8 feet thick, based on soil bornings and water well logs. The average aquifer thickness, from available water well logs, is 14 feet. The aquifer could be as thick as 24 feet in places, which means significant dillution will likely occur before water reaches the compliance point. We selected 14 feet thick as a minimum, based on available water well logs from adjacent subdivisions. _ We assume that the aquifer is infinite laterally and down gradient. This is likely true, within the domain of the model. Water well logs from surrounding subdivisions support this assumption. TERRASAT, Inc. Groundwater Solutions Page 1 of 5 We assume that mechanical dispersion is much greater than molecular diffusion. We assume molecular diffusion is trivial in this model and is therefore omitted. This is a safe assumption when hydraulic conductivities are rrioderate or higher. If molecular diffusion was significant, the final concentration at the compliance point would be decreased. We assume that nitrogen, as it migrates, does not react with minerals or elements in the aquifer. This assumption is likely valid for nitrogen, as most models with nitrogen assume nitrogen travels at the same rate of groundwater flow. We assume sorption does not occur for nitrogen. Nitrogen is generally known as a conservative solute, traveling at the same velocity as groundwater. If conditions exist where nitrogen does adsorb to soil particles, these models would predict higher concentrations at the compliance point than are actually likely to occur. We assume that we have a continuous flow of both groundwater and nitrogen input from the source. Even though nitrogen is episodically discharged throughtout a day, an average value is sufficient to evaluate the hydrogeologic model. Source conditions Co:=15.6• MgL R:= 1. Y:=30 • ft Z:=1 • ft Receptor x:=430 -ft t:=0.5•yr Aquifer conditions i:=0.15 k:=0.003• CM=8.5 S �e 0.3 b:=11.5 -ft TERRASAT, Inc. Concentration at the source Retardation, 1 for no retarditation Width of leach field above aquifer Depth of leachate penetration into top of aquifer, likely <1 Distance to receptor, lot closest to creek Time since source began leaching into aquifer hydraulic gradient (measured MOA 10 -foot contour data of land surface) ft hydraulic conductivity (based on percolation tests results) day Effective porosity (assumed, text book range for sand) aquifer thickness (minimum, based on existing water well logs Groundwater Solutions Page 2 of 5 v:= k—z =4.252 ft Aquifer velocity 77e day 2.414 CY-j).83 • (log ( fall • ft Longitudinal dispersivity, parallel to x=axis ay:=.1 • ax= 0.816 ftl Transverse dispersivity, perpendicular to x-axis, typically 10% of longitudinal'dispersivity a,:=.1 • ay= 0.09 ft Verticlal dispersivity, typically 10% of transverse dispersivity Function Y:=1•ft z:=1 • ft nitions offset from x axis at downgradient compliance point vertical offset from x axis at downgradient compliance point 2 X,:= (b–Z) x' is used in the Z component to limit vertical dispersion to the az thickness of the aquifer Y Y Y+— 2 y– 2 Vcomponent'= erf oa – erf 0.5 4• (ay•x) 4. (ay•x) z+Z z–Z Zcomponent:= erf 1 1 o.s – erf o.s 2 • (az • x') 2 • (az • x) t:=10 • yr This is a guess value for time to reach steady state ,(3:=-2 when 8=-2 concentration is at steady state conditions v•t x ,8 = R os 2.(ax. Rt) Solve for time to reach steady state concentrations at distance from source x=430 ft v•t x– R –2.121 2 • (ay • Rt 1 o.s When 0 <-2, aquifer is at steady state conditions at x=430 ft from source steadystate_time:=find (t) = 0.48 yr TERRASAT, Inc. Groundwater Solutions Page 3 of 5 Analysis x:=430. ft Y=1 ft z=1 ft t := steadystate time = 0.48 yr Co x—v•t Cyyyt := 8 erfc o.s ' ycomponent' Zcomponent 2•(I -V -t) Results c,'=0.18 l9 Maximum nitrogen concentration in aquifer at x=430 ft from source and aquifer has reached steaty state concentrations. Conclusions This three-dimentional analytical mass transport equation is an appropraite model to evaluate leachate in a septic system drainfield with essentially continuous source release. The model is widely used and accepted throughout the groundwater industry. The model assumes groundwater velocity in one direction with mechanical dispersion downgradient, transverse to the gradient, and vertical to the flow direction. Results from these evaluations show that after the flow field reaches steady state, the highest concentration directly downgradient at x=430 ft will be Cxv,t=0.18 . . source: Domenico. P., and Schwartz, F., 1990, Physical and Chemical Hydrogeology, John Wiley and Sons, Inc. 504 pps. Domenico, P.A., and Robbins, G.A., 1985, A New Method of Contaminant Plume Analysis, Ground Water, Vol 23. Alvarez, J.J. and Illman, W.A., 2006. Bioremediation and Natural Attenuation, John Wiley and Sons, Inc., p. 177. TERRASAT, Inc. Groundwater Solutions Page 4 of 5 Mass Transport Conceptual Model 2 Q 0 0 TERRASAT, Inc. Groundwater Solutions Page 5 of 5 Deactiviation of Pathogenic .Organisms Nl :=1 N2:= 10000 �N2 l0greduction:=109 N =4 1 t T - rN�j log t = T • 109reduction Average days to achieve 90% deactivation for groundwater less than 59 degrees F. TColiform_bacteria 6.6 • day TEnterocci bacteria:= 3.5 • day 7-Fecal–streptococci := 3.5 • day TSalmonella := 2.0 • day TShigella:= 3.5 • day Number. of colonies or viruses at well location Number of initial colonies or viruses log reduction in bacteria or viruses T. is the inactivation rate, t is time to deactivate with lOgreduction — 4 Rearrange and solve for t = time to deactivate Time to achieve deactivitation for 10greduction=4 t:=TColifom bacteria'109reduction=26.4 day t'=7-Enterocci_bacteria'109reduction=14 day t :=TFecal_streptococci' 1o9reduction= l4 day t'=7-Sa1mone11a'l09reduction=8 day t:= TShigella' 10greduction= 14 day Pyne,David, 2005, Aquifer Storage Recovery, 2nd Ed., p 272, ASR Systems, LLC. and Maliva, R., and Missimer, T., 2010, Aquifer Storage and Recovery and managed Aquifer Recharge Using Wells: Planning, Hydro -geology, Design and Operation, Pg. 385. Published by Schlumberger Marketing Communications. Maximum travel distance to achieve 99.99% deactivation of coliform bacteria Darcy Velocity V= K i i is gradient Seepage Velocity is Vs=K*i / � K is hydraulic conductivity 0:=.30 Porosity is � is=0.15 gradient measured from source to creek K:= 1 in —g 33 ft Hydraulic conductivity 14.4 min day Distance :=110 • ft Distance from source to 99.99% deactivation of coliform bacteria V:=K•i Vft Seepage Velocity V":=—= 4.2 day Distance timeSeep:= =26.4 day Seepage time Vs TERRASAT, INC. 4203 Iowa Drive Ave. Anchorage, AK 99517 (907) 344-9370 fax (907) 344-1490 Geological Consultinq Environmental Restoration Requlatory Compliance Ground1 Evaluation 1 the Proposed 1 Clark Subdivisiol Prepared for: Big Country Enterprises, LLC. Prepared by: TERRASAT, Inc. 4203 Iowa Drive Anchorage, AK 99517 February 16, 2017 ©Copyright TERRASAT, Inc. 2017 Contents FIGURES 2 1.o SUMMARY 3 2. o METHODS 3 3-o GEOLOGY 4 3.1 Background Information.................................................................4 3.2 Subsurface Investigations................................................................ 6 3.2.1 Pre -Drilling Evaluations........................................................................................ 6 3.2.2 Post Well -Drilling Geological Results................................................................. 7 7 4.1 Subsurface and Previous Investigations ........................................... 7 4.1.1 Local Aquifers and Availability of Water............................................................ 8 4.2 Well Installation and Aquifer Test Results at Lewis & Clark ...........10 12 5.1 Existing Contaminants................................................................... 12 5.1.1 Water Quality at Lewis and Clark........................................................................... 13 5.2 Potential Contaminants................................................................. 13 5.2.1 Pesticides and Herbicides...................................................................................13 5.2.2 Automotive Wastes.............................................................................................. 14 5.2.3 De -Icing Chemicals.............................................................................................. 14 5.2.4 Nutrients................................................................................................................14 5.2.4.1 Septic Systems.............................................................................................. 14 5.2.4.2 Lawn Fertilizer............................................................................................. 15 5.2.5 Effect of Surface Contaminants on Water Supply Aquifers ........................... 16 5.3 Nitrate Fate and Transport Modeling ............................................. 16 5.3.1 ATS Systems.......................................................................................................... 16 5.3.2 Nitrate Fate and Transport ................................................................................ 17 5.4 Bacteria, Virus and Pathogen Removal Modeling ............................17 6.o AERIAL PHOTOGRAPHIC EVALUATION OF TERRAIN................................18 6.1 Surface Drainage...........................................................................18 6.2 Site Topography.............................................................................18 7.o CONCLUSIONS 19 Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 UI =11M, ' Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Appendix H General Site Location Specific Site Location Location of Area Wells Used in Groundwater Evaluation Surficial Geology of Study Area Topography of Project Site Likely Bedrock Depths of Study Area Current and Ancient Stream Channels of Rabbit Creek Area of USGS Open File Report 75-105 Study Area Diagram of Water Budget for Study Area Static Water Elevations of Area Wells Aquifer Types of Area Wells Well Yields for Area Wells Location of Three Wells at Lewis and Clark Location of Percolation Test Holes Spreadsheet of Data for Area Residential Wells Model Calculations for Nitrate Fate and Transport & Bacteria and Virus Deactivation Rates Table of Site High -Water Level Measurements Well Logs Aquifer Test Curve Fit Results MOA On-site Services Well Permit Approval Documents DNR Temporary Water Use Permit Documents Water Sampling Laboratory Test Results P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 2 (Big Country Enterprises, LLC. (Big Country) contracted TERRASAT, Inc. (TERRASAT) to conduct an investigation of hydrogeological conditions at the proposed Lewis and Clark Subdivision (see Figures 1 & 2). In addition, TERRASAT supervised the installation of three new wells and conducted aquifer testing and evaluation as part of the overall study objectives. The proposed Lewis and Clark subdivision is comprised of approximately 8o acres of undeveloped land on the Hillside area of Anchorage, Alaska. Ten acres of the land in the northwest corner of the parcel may be not included in the final plat for the development. The parcel is bordered on the north by Upper DeArmoun Road, on the east by Canyon Road, on the west by Messinia Street on the south by undeveloped land that lies 500 to l000 feet up gradient of a segment of Rabbit Creek. Figure 1 shows the site general location and Figure 2 shows the specific site location. Our investigation of the area water budget concluded that sufficient sustainable ground water is available to supply the proposed Lewis and Clark subdivision land development. An evaluation of area well data suggests at least five separate aquifers exist in the local area. TERRASAT proposes that at least two aquifers will likely be used to extract groundwater for the various lots in the Lewis and Clark development. Average yield per well for 124 residential wells in an approximate 1/2 mile area around Lewis and Clark subdivision that were evaluated in this study is 5.09 gallons/minute. Aquifer test results suggest that the average well in the Lewis and Clark subdivision may produce between 7 to as much as 135 gallons/minute. Hydrogeological modeling of the new wells show that the largest impact to a property 200 feet away ranges between o.o and 3.o8 feet when a well is pumped for up to three hours at 2 gallons per minute, a typical rate. Most of the neighboring wells have more than 200 feet of available static water level in their wells. Therefore, the neighboring wells will continue to function without a significant impact. 2.o METHODS TERRASAT conducted a comprehensive groundwater investigation of the area in and around the proposed Lewis & Clark Subdivision using available well logs from the MOA and from the ADNR WELTS databases that were within 1/2 to 3/4 miles from the property of interest. Figure 3 shows the locations of 124 private residential wells whose records were analyzed during the site evaluation conducted by TERRASAT for the proposed Lewis and Clark subdivision. P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 3 3.1 Background Information Several State and Federal reports have documented the generalized geology of the area around and including the proposed Lewis and Clark subdivision. Much of the Upper Hillside area of Anchorage is part of the Chugach State Park and the boundary lies one mile east of the eastern boundary of the Lewis and Clark subdivision. A USGS map report "Generalized Geologic Map of Anchorage and Vicinity, Alaska" by Henry R. Schmoll and Ernest Dobrovolny 1972, shows the surficial geology types, not including a thin layer of organics that is found in many areas, include the following: ® Colluvium (c): Slope deposits on mountain sides and valley walls in lowlands. Consisting of diamicton and poorly sorted to well sorted gravel with some sand, silt or clay. Usually, and in this location, it is found downslope of bedrock. ® Lake and Pond Sediment (1): Near mountains it is chiefly silt and clay with some fine sand, and sand and gravel: it is accumulated in former ice - dammed lakes. In this case, from ice -dammed water flowing down the modern Rabbit Creek channel as seen in Figure 4 south of the property of interest. ® Alluvial Fan Deposits (af): Deposits in alluvial fans or alluvial cones. In this case they are likely from alluvial fan or cone deposits that came down from mountain sides in the area. Consisting dominantly of gravel and may contain some silt and clay. Often, as here, they are found next to and grade into colluvium (c). ® Morainal Deposits (m): Deposits found generally in long ridges marking the merging of former glaciers. Chiefly till. While beneath the surface, any of the above type deposits may also be found, ultimately at some depth bedrock will be located: 0 Bedrock (b): Metamorphic rock, principally McHugh Complex metamorphosed siltstone, greywacke, arkose, conglomerate sandstone, and greenstone. Chert and argillite are often associated with these deposits. This type rock is surely to be found at the Lewis and Clark site, likely at depths no greater than 250 feet bgs. Figure 4 is a map display of the information contained in the USGS geology map of the area. Figure 5 shows the topographic location of the site and includes the location of a drainage basin divide in the area. Figure 6 below, from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in cooperation with the Greater Anchorage Area Borough shows likely bedrock depths of the Hillside area including the Lewis and Clark site. P:\2o16 Projects\21607- Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 4 G r.a•.r . ac• ]r rr .r 6]a mom Orr 4 1., 4 I A e t t? i� _�.- � !t/. ';�i `/ /. er• of 11 iA' i9 w f_ r ' ?.;-S•"'�� . .,.., i�f •� � t - LL � � v.tx� � . l 24% - `+^a . 6� N \ x. /sVIFFMAH � q - /k Ku • . � lte /" , e� } 1 3�.;�a,at 3' 26 C t em 1. I I s N _ _ I. ` I 3 r - T•I /Ara la i Lass tree u.s.eaelen cai su..0 Anen°r, a..Arasu 1[t. °°°. net ua e7a a3' r lr,ulU U. lllll6lut5 L)UUIUUA UU. LI.L'). �rrom nyarofogy ror lana -use YIammng: lne 1i1llSlQe area,. Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in Cooperation with the Greater Anchorage Area Borough) P:\2016 Projects\21607- Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 5 EXFLAN�110N •;a lj SS tacos] in Fatl(crlrae) 1n1; Lbia,e]c is Fcat(nelrca) MI �. 1 •• lalrea st s�rtnae / L+la trod sahsar(ua Isett ian °t dm�_^d, / Enit Fa011 tua (C 131X. 1917). F-11 te7s than 50 (15) ® 150-200 (46-61) lire aI ] .tIv, (tiy a) Q50-100 (15-30) ?0';-230 (6I-79) 6t0 k. .'hal i drealal ge:a tar ]riaatatl°n a1 s,,,kl ]nd F31 100-150 (30-46) Yore lh]+ 250 t15) S+ttMe clar sf aL heit7:k a3' r lr,ulU U. lllll6lut5 L)UUIUUA UU. LI.L'). �rrom nyarofogy ror lana -use YIammng: lne 1i1llSlQe area,. Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in Cooperation with the Greater Anchorage Area Borough) P:\2016 Projects\21607- Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 5 Note in Figure 6 that bedrock depths across the Lewis and Clark site range from 50 to 200 feet (below ground surface) bgs. This compares favorably to a statistical modeling evaluation by TERRASAT, based on well log data from area wells, that showed depths to bedrock likely will range from between o to 158 feet bgs for the up -gradient 2/3 of the property, with greater depths downgradient in a southwestern direction. Insufficient data was available to model the lower 1/3 of the Lewis and Clark site. Subsequent data collected from the installation of the three new wells (see following sections) in December 2016 has compared favorable to the TERRASAT and USGS bedrock modeling of that specific area of the Lewis and Clark subdivision and confirms the actual bedrock depth at those locations ranges from 43 to 92 feet below ground surface. 3.2 Subsurface Investigations 3.2.1 Pre -Drilling Evaluations Figure 4 shows the geology of in the area of interest consists of colluvium in the south and in the north, lake and pond sediments that run in the center of the property, and alluvial fan deposits on the east of the property. Percolation test hole logs show peat in the upper 1 to 2 feet, with silty or gravelly fine sands (colluvium or lake and pond sediments) predominant for several feet beneath the upper layers. Wells in the area are known to be in bedrock in most locations, however to the west of Lewis and Clark several private wells in the Grecian Hills Subdivision are installed in unconsolidated material as is a private well (within the project area) located on the east side of Messina Street. These wells are likely located in the alluvial fan or morainal deposits that are shown in Figure 4, indicating that either or both of those type of deposits may extend further south than the generalized USGS map indicates. This is inferred from the fact that the residential wells directly north of the Lewis and Clark subdivision, which are located in colluvium, are bedrock wells according to well logs, while wells directly west of the Lewis and Clark subdivision are located in unconsolidated material. As one moves from higher to lower elevations in the Hillside area, bedrock is generally found deeper and the percentage of wells in unconsolidated material becomes greater. This effect may become evident within the Lewis and Clark parcel because the land there grades gently downward toward the Rabbit Creek valley which lies south of it. TERRASAT reviewed the water well data from 124 local wells and reviewed static water levels and elevations, lithology, depths to bedrock, well aquifer type, and other available information including water quality. Appendix A contains much of that information. P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 6 3.2.2 Post Well -Drilling Geological Results Three drinking water well boreholes were drilled in December 2016 through January 2017 . Well logs (Appendix D) show that fractures in bedrock aquifers exist at several depths in the Lewis and Clark Subdivision at those specific locations. These water bearing fractures -zone aquifers are protected from surface activities by at least loo feet of bedrock aquitardt Bedrock was initially encountered at depths of 43, 51 and 92 feet below ground surface in the three exploratory wells. Those wells were drilled to depths of 398, 256, and 236 feet below ground surface respectively. All three wells were completed in bedrock with water producing fracture zones encountered at several depth intervals. The bedrock was predominately greywacke with numerous hydrothermal veins of quartz and other minerals at various depths. Section 4.2 describes the results of aquifer testing at the three wells. 4.1 Subsurface and Previous Investigations Several prior studies describe various aspects of the geology and hydrogeology of the area. TERRASAT used "Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105" in cooperation with the Greater Anchorage Area Borough, to help define the water budget for the area. Another study that was referenced was "Emanuel and Cowing, USGS Open File Report 82-86, Hydrogeology for land -use planning; the Potter Creek Area, 1982, Anchorage, Alaska" in cooperation with the Greater Anchorage Area Borough. Static water levels at the time of drilling from available well logs were converted to static water elevations above sea level for the area well logs used in TERRASAT's investigation. The static water elevations were then statistically evaluated to differentiate aquifers in the communities surrounding the Lewis and Clark subdivision. Five separate aquifers were delineated for the area. The western area of the Lewis and Clark subdivision likely contains a thicker section of unconsolidated material above bedrock. At least one confined aquifer likely exists in this unconsolidated material that either does not exist further to the east, or if it exists, is too thin to produce sustainable water supplies. The one water well that currently exists in that area confirms this likelihood. TERRASAT's investigation found that ancient channels of Rabbit Creek once crossed two locations within or very near the property of interest. Figure 7 shows the locations of these former stream channels. These ancient channels will have altered the subsurface and surface geology in those specific areas, likely creating deposits of alluvium that still exist. These will likely be encountered during development of the area and have a potential to serve as a high yield aquifer. P:\2016 Projects\21607 - Lewis & Clark Subd Aydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 7 4.1.1 Local Aquifers and Availability of Water According to the report; Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105, the groundwater budget for the Anchorage Upper Hillside area containing the Lewis and Clark project area is approximately io-16 Mgal/day. Figure 8, below depicts the general study area of that Hillside report which closely correlates with the 99516 area code area. Figure 9 shows the water budget in that area. CHUGH Approximate Location of Lewis and Clark Subdivision FLAT TOP FO 3620 ftt1070m) �,/ •.. t 3 -c �%�� rim j "loop 1:'t'..':It,- - 'fuR -'Z=i HtC °tg�-III tl tl_.. / K•I ei�\�'\.- .. � � _� d� pl OV r.-- 4 x Il ISA�61r111t1 .,° wi. .~'. 76,EN°.!,.-�' pWILE F(•k ttt c - SIS �110I h1Eµ� 0 i F.ILOYEiRE y6 F� 1 pav gev... �A\kjC RiEp I ,` t(Ei"r41D ,f AROIfRANY 80UNDAAY SFPANAS INu UPPEa 00� •. - 50,. ,/ ANO LOrtE& NI LLSIOE AREA. FOR THE PORPOSES OF IRIS REPOAt ONLY. Figure 8. Upper Hillside Area (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in Cooperation with the Greater Anchorage Area Borough.) An average home in Anchorage uses approximately 450 gallons per day of water. The MOA census data from 2013 for the Upper Hillside, the area code 995i6 area, lists a population of 20,781. If we are to assume that an average house contains four people, then we can assume that the area contains approximately 5195 houses. If 5195 homes use 450 gallons per day then the Upper Hillside area would use 2,337,750 gallons per days of the available 10-16 million gallons. This shows that availability of groundwater is not, at this time, an issue for the Upper Hillside area. The Lewis and Clark subdivision will have approximately 3o houses P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 8 or less. The daily water consumption for 3o houses at 450 gallons per house equals 13,500 gallons per day. This is a fraction of the 10-16 million gallons per day of available groundwater shown in Figure 9. We conclude that groundwater recharge is abundant for the Lewis and Clark subdivision and surrounding subdivisions. One -hundred seventeen wells had available data regarding aquifer type for each well. Figure 10 shows the most current static water elevations measured for each well. Some are the measurement taken at the time of drilling and some are taken at a later date, often when the property ownership was being transferred. The results show that five separate aquifers likely exist in the area. Figure 9. Water Budget of the Upper Hillside area containing the Lewis and Clark project site. (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105) Available well logs show 92 water wells are completed in consolidated rock (bedrock) and twenty-five are competed in unconsolidated (sand and gravel) aquifers. Figure 11 shows static water elevations at the time of drilling. These water levels differentiate aquifers. P:\2oi6 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 9 Well yields for the 124 area wells show that 92 wells completed in bedrock have a mean yield of 2.7 gpm (see Figure 12). More than 97.5% of the consolidated rock wells produced more than 0.33 gallons per minute at the time of drilling. Figure 12 shows the well yield of all 124 wells, including the wells completed in unconsolidated material. Average yield per well for 124 residential wells in an approximate 1/2 mile area around Lewis and Clark subdivision that were evaluated in this study is 5.1 gallons/minute. A four bedroom house requires about a third of a gallon per minute without the need for a holding tank. We conclude that adequate groundwater resources are available for the Lewis and Clark Subdivision with a planned density of R-6 lots. Most homes use less than 450 gallons per day, or 0.3 gallons per minute, while most area wells produce more than 3 gallons per minute and, as Figure 12 shows, the area bedrock aquifer is capable of producing as much as 20 gallons per minute. 4.2 Well Installation and Aquifer Test Results at Lewis & Clark Three wells were drilled on three contiguous lots in December of 2016 and January of 2017. The contiguous lots were selected so that aquifer tests could determine likely impacts to nearby wells. Well were spaced approximately 18o feet apart. These lots are typical of lots within the subdivision. Wells were drilled to depths of 393, 256, and 236 feet below ground surface. These wells were completed in bedrock. Figure 13 shows the locations of three wells installed at Lewis and Clark. Initially, step tests were performed at each well to determine the maximum rate at which each could be pumped for the 24 or 6 hour tests, without causing rapid or significant drawdown to the observations wells. These observation wells acted as proxy wells for neighboring wells. The wells were also monitored for diurnal -antecedent water level fluctuations. Well LCW-1 is an artesian flowing well and was constantly flowing during manual observations taken several times during the January to February well drilling and aquifer testing program. Only during pump testing of LCW-2 did the water level fall temporarily below the top of the casing. Wells LCW-2 and LCW-3 were instrumented with pressure transducers for one 24 hour period. Well LCW-2 showed 0.137 ft. (1.64 inches) of water level fluctuation while well LCW-3 showed o.8 ft. (9.6 inches) of fluctuation. From past experience, these results were not deemed great enough to affect the AgteSoly data evaluation of the aquifer pump testing, and the dataset was therefore not modified before evaluating the results. Aquifers were tested following ASTM standards. Two wells were tested with a 24- hour continuous discharge test and one well was tested with a 6 -hour continuous discharge test. Each well was allowed to recover for the same duration as the drawdown testing. Aquifer test results show that each well is capable of providing adequate water supplies and that the impact to wells on adjacent lots will be P:\2016 Projects\21607 - Lewis & Clark Subd Aydrogeology - Big Country Ent\REP0RTS\141A1N REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 10 insignificant. The basic well and aquifer test results and information for each well are listed below. LCW-1 • Total Depth (ft. top of casing) : 393 • Depth of Casing (ft. bgs) : 65 • Depth to Bedrock (ft. bgs) :43 fractured/weathered — 62 fully consolidated • Static Water Level (ft. top of casing) : Flowing • Static Water Level Elevation (ft AMSL) : • Diurnal Antecedent Water Fluctuation (ft.): 0 • Casing Height Above Ground Surface (ft.) : 2.0 • Maximum Potential Yield (gpm) : 135 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) • Recovery After 6 Hours (ft.): 100% LCW-2 • Total Depth (ft. top of casing) : 256 • Depth of Casing (ft. bgs) : 53 • Depth to Bedrock (ft. bgs): 52 • Static Water Level (ft. top of casing): 18.5 • Static Water Level Elevation (ft. AMSL) : • Diurnal Antecedent Water Fluctuation (ft.) : 0.137 • Casing Height Above Ground Surface (ft.) : 2.6 • Maximum Potential Yield (gpm) : 34 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) : 5.1 • Recovery After 24 Hours (ft.): 100% LCW-3 • Total Depth (ft. top of casing) : 236 • Depth of Casing (ft. bgs) :100 • Depth to Bedrock (ft. bgs) : 92 • Static Water Level (ft. top of casing) : 55 • Static Water Level Elevation (ft. AMSL) • Diurnal Antecedent Water Fluctuation (ft.) : 0.8 • Casing Height Above Ground Surface (ft.) : 2.0 • Maximum Potential Yield (gpm) : 9.5 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) : 0 • Recovery After 24 Hours (ft.) : 96% The maximum potential yields listed above refers to the rate at which the well could be continuously pumped before l00% of the available drawdown would be reached. These test data show that abundant water is available for planned wells in the Lewis and Clark subdivision. The average Anchorage household well would need to be pumped at a rate of 0.31 gpm continuously, when equilibrating this rate to the average daily household usage of 450 gallons/day. The maximum rates listed for the wells above are therefore far above the range of expected normal rates. They indicate that much more water is available than will ever normally be used. P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\BLAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 11 For the Lewis and Clark subdivision, 200 lateral feet is the approximate distance between planned wells on separate lots. That hydrogeological modeling of the new wells show that the largest drawdown impact to a property 200 feet away ranges between o and 3.08 feet when a well is pumped for up to three hours at 2 gallons per minute, a typical rate. The individual well data are listed below: • Based on the aquifer test data for well LCW-1, pumping at 3 gpm for 2 hours will result in drawdown of o.o feet at a distance of 200 ft. ® Based on the aquifer test data for well LCW-2 pumping at 3 gpm for 2 hours will results in drawdown 3.08 ft. at a distance of 200 feet. ® Based on the aquifer test data for well LCW-3 pumping at 3 gpm for 2 hours will results in drawdown of o.o ft. at a distance of 200 feet. Most wells in the Lewis and Clark Hillside area contain at least 200 feet of available drawdown. A well 200 feet away from well LCW-2 would draw down 3.08 feet, which leaves 98.46% of the available water. The drawdown is temporary and recharge begins as soon as pumping is discontinued. Pumping of the other two wells would have no drawdown effect for wells 200 feet away. Recharge rates as listed above show that all three wells attain 96% to l00% recharge in the same amount of time or less time than they were pumped during aquifer testing. Well LCW-3 (96%) is the only well that did not achieve l00% recharge in the same time period as the pump test, and it is also the well with the highest (0.8 feet) amount of normal daily water level fluctuation. Based on static water level elevations of the three new wells and laboratory water chemistry results (see Table 1), we conclude that at least two bedrock aquifers exist beneath the Lewis and Clark subdivision. Further, based on observations made during the aquifer testing procedures we conclude that partial connectivity exists between all three wells. Wells LCW-2 and LCW-3 exhibit a higher degree of connectivity than does LCW-1 to either of the other two wells. 5.1 Existing Contaminants The proposed Lewis and Clark subdivision is an undeveloped forested parcel. Site inspections by TERRASAT have found no potential contaminants or environmental concerns that currently exist on the property. Potential contaminants and environmental considerations that are commonly associated with development are discussed below. A discussion of the potential for the Lewis and Clark development to affect adjoining or nearby properties is included for each topic of concern. The potential effect of potential contaminants on aquifers that supply drinking water is discussed in section 5.2.5• P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 12 5.1.1 Water Quality at Lewis and Clark Water samples were collected from the three new wells drilled in January of 2017. The samples were analyzed for Calcium, Iron, Manganese, Total Dissolved Solids (TDS), and total Nitrogen by Nitrate -Nitrite. Table 1 lists the results of the water sampling. Water quality from the three wells complies with primary drinking water standards for the parameters tested. Iron and manganese exceeds the secondary drinking water standards in some wells, based on desirability of drinking water. Iron or manganese treatment could be employed to reduce these metals from the water supply. Table 1. Results of Water Sampling in January 2017 5.2 Potential Contaminants TERRASAT, Inc. considered potential contaminants that could be introduced to the property as a result of development. Contaminants typically associated with residential development include pesticides and herbicides, automotive wastes, de-icing chemicals, nutrients, and bacteria and viruses. 5.2.1 Pesticides and Herbicides Pesticides and herbicides are likely to be used in small quantities in residential developments. Pesticide use in Anchorage is even less than other parts of the country because we have fewer pests and a short growing season. Both pesticides and herbicides have an affinity for carbon and, therefore, are not mobile in carbon -rich environments. This reduces their capability for overland flow and soil infiltration. This means that pesticides and herbicides will likely remain in root mass, leaf mass, or within the root zone, where they will be trapped and naturally degraded. In the Lewis and Clark development, large lawns or garden areas are not likely to be created by the new owners as the large lot concept that is planned retains most of the currently existing vegetation and trees. This will P:\2oi6 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 13 Sample Calcium Iron Manganese TDS Nitrate -Nitrite -N Collection (ug/L) (ug/L) (ug/L) (mg/L) (mg/L) Date Drinking Water NA NA NA NA 10 Standard 'Secondary Drinking Water NA 300 50 500 NA Standard Well ID LCW-1 1/31/17 27000 1330 57.3 246 1.12 LCW-2 1/25/17 54900 ND (DL=78.0) 4.67 286 1.83 LCW-3 1/30/17 43300 ND (DL=78.0) 59.0 291 0.0378 NA refers to non -applicable items. ND refers to an analyte that was analyzed for but was not detected at a level above the detection limit. Calcium is not a regulated or secondary parameter of water quality in Alaska. Secondary Standards are not regulated by law but are used to suggest good or desirable water quality. DL=Detection Limit 5.2 Potential Contaminants TERRASAT, Inc. considered potential contaminants that could be introduced to the property as a result of development. Contaminants typically associated with residential development include pesticides and herbicides, automotive wastes, de-icing chemicals, nutrients, and bacteria and viruses. 5.2.1 Pesticides and Herbicides Pesticides and herbicides are likely to be used in small quantities in residential developments. Pesticide use in Anchorage is even less than other parts of the country because we have fewer pests and a short growing season. Both pesticides and herbicides have an affinity for carbon and, therefore, are not mobile in carbon -rich environments. This reduces their capability for overland flow and soil infiltration. This means that pesticides and herbicides will likely remain in root mass, leaf mass, or within the root zone, where they will be trapped and naturally degraded. In the Lewis and Clark development, large lawns or garden areas are not likely to be created by the new owners as the large lot concept that is planned retains most of the currently existing vegetation and trees. This will P:\2oi6 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 13 result in even lower amounts of pesticides and herbicides than an average Anchorage home that is located in the bowl area. 5.2.2 Automotive Wastes Several types of contaminants are commonly associated with automotive waste. These include hydrocarbons (gasoline or diesel fuels, oils, grease etc.), metals (lead, copper zinc, and cadmium), and antifreeze. These contaminants are typically released to driveways and roadways and are transported in storm water. Storm water in this development will be treated using grassy swales and bio - filtering, will follow Best Management Practices, and will follow the Municipality of Anchorage Storm Water Treatment Plan Review Guidance Manual. This type of treatment is common in other Upper Hillside subdivisions, where the Municipality of Anchorage's Municipal Separate Storm Sewer System (MS4) does not reach at this time. The treated storm water will then be discharged into Rabbit Creek and eventually to Cook Inlet as does all of Anchorage's storm water. Stormwater monitoring in other, higher -density subdivisions within the Municipality of Anchorage show that contaminants from automotive waste seldom if ever reach major conveyances. The amount of automotive waste transported in storm water is expected to be minimal and insignificant. 5.2.3 De -Icing Chemicals The Municipality of Anchorage uses Magnesium Chloride as an anti -icing and de- icing agent on some roadways in Anchorage. Common de-icing chemicals used by residents on walkways and driveways are sodium chloride and calcium chloride. These chemicals may be applied in small quantities and would be significantly diluted by melting snow and rainwater prior to entering the storm water outflow. Low concentrations of de-icing chemicals will be removed with bio filtration. 5.2.4 Nutrients Based on the ADEC Guidance Manual for Class A Public Water Systems and the development plan for Lewis and Clark, we determined that the most likely sources for nutrients would be leaking septic systems, lawn fertilizer, and animal waste. The nutrients that could have the greatest impact on water quality are nitrogen and phosphorus. The fate and transport of nitrogen is described in section 5.3.2 below. Phosphorus, and phosphates, complex with calcium in soil and become insoluble, thus they are less mobile than nitrates. Likewise, nutrients will be filtered by soil or used by the lawns and will be taken up by plants or immobilized within the root zone. 5.2.4.1 Septic Systems Although there is little evidence of the water table aquifer being used to supply drinking water in the general area, one does exist throughout the area. Septic P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 14 systems and leach fields within the Lewis and Clark subdivision will be installed above the shallow unconsolidated water table aquifer that exists there. The shallow water table aquifer is distinctly different from the confined unconsolidated or confined bedrock aquifers. The shallow water table aquifer is likely recharged in part from bedrock fractures. The shallow water table is not a known source of potable water for the surrounding community. Septic systems within the Lewis and Clark subdivision will use advanced treatment systems. The results are discussed in section 5.3. In summary, the shallow water table will be protected from microorganisms and nitrates. 5.2.4.2 Lawn Fertilizer The Lewis and Clark development includes large lots that are likely to remain mostly forested with the original vegetation and small lawn space. Because of this, we expect that the nitrate loading to the water table aquifer due to leachate from lawn fertilizer and animal waste will be below laboratory detection limits. The process of fertilizer fate and transport in soil explains why ground water in the Upper Hillside area is not susceptible to nitrate contamination from lawn fertilizer. The lawn fertilizer often contains a soluble form of nitrogen known urea. Urea is composed of carbon, oxygen, nitrogen and hydrogen. The urea is converted to ammonia and carbon dioxide. Some of the ammonia is lost as gas to the atmosphere. The remaining ammonia is converted to positively charged ions that attach to negatively charges soil grains. Soil bacteria then convert the ions into nitrate through a process called nitrification. The nitrogen, as nitrate, is now a in a form that is useable by plants and soil microbes. Four main processes remove nitrogen from the soil. Most nitrogen is bound in organic matter, is used by plants, or is used by bacteria and released to the atmosphere as nitrogen gas. The remaining nitrogen, as nitrate, that escapes the root and humic zones is available to leach through the soil. The amount of nitrate available to leach through the soil is reduced further as some of it is immobilized by organic sources below the root zone. Tight soils that slow or prevent the infiltrations of water also prevent the vertical migration of nitrate to the aquifer. The minimum uptake of nitrogen by nine common grass species is 125 pounds/acre/year (Croste, 1997). The minimum uptake of nitrogen by the most popular grass seed mix sold by Alaska Mill and Feed (Fescue and bluegrass) has a minimum uptake of 158 pounds/acre/year and an average uptake rate of 211 pounds/acre/year. According to several university extension services, typical nitrate application rates for urban lawn range from 43 to 174 pounds/acre/year. Hillside Lawn and Snow, an Anchorage lawn maintenance company, reported their normal nitrate application rate to be less than 70 pounds/acre/year. Alaska Mill and Feed recommends applying nitrogen at a rate of 194 pounds/acre/year. The average uptake rate is greater than the expected application rate of nitrate in lawn fertilizer for a typical Anchorage lawn. Furthermore, some nitrate will be immobilized by organic matter and some will be denitrified. This suggests that no P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 15 nitrate added during lawn fertilization will be able to reach the water table aquifer by leaching through soil in the root zone. Several researchers have looked at nitrate leaching beneath urban lawns under various conditions. Gold et al (1990) looked at nitrate leaching from residential and agricultural land uses. He found that with an application rate of 218 pounds/acre/year only 4% of the applied nitrate leached in the first year of the study. The second year of the study less than 1% leached through the top 8 inches of the soil profile. Geron et al. (1993) looked at nitrogen leaching from seeded and sodded turf -grass under different a fertilizer programs. Using an application rate of 194.5 Pounds/acre/year, he found that in the first year after establishment 26% and 28% leaches from seeded and sodded plots respectively. By the second year of the study, leaching decreased to 3.5% and 11% respectively. He concluded that "the results for the second year are more representative of a stable turf -grass environment". These studies demonstrate that even exceeding the recommended/average application rate, nitrate leaching from lawn fertilizer decreases rapidly as the sod/roots develop. A judiciously managed phased approach to fertilization during lawn establishment will greatly reduce first year nitrogen leaching. 5.2.5 Effect of Surface Contaminants on Water Supply Aquifers The above descriptions of surface contaminant fate and transport show that most contaminants will not reach the water table. Lawns and the use of fertilizers are minimal on Anchorage R-6 zoned lots on most of the Upper Hillside. Pesticide and herbicide use on R-6 zoned lots will likely be minimal and completely insignificant. Thus, the limited use of these types of contaminants reduces the risks of water table contamination to nearly zero. Natural vegetation and soil microbes will further protect the upper water table aquifer. Available well logs and data show that 92 water wells are completed in consolidated rock (bedrock) and twenty-five are competed in unconsolidated (sand and gravel) aquifers. Based on well static water elevations, at least five separate aquifers are being used to supply water to area wells. These do not include the water table aquifer. High static water levels in the surrounding subdivisions suggest the dominant recharge of the water table aquifer is from water migrating upward from rock fractures. 5.3 Nitrate Fate and Transport Modeling 5.3.1 ATS Systems The Lewis and Clark development plans to use Advanced Treatment Systems (ATS) for the septic systems on all lots. These systems significantly reduce nitrate effluent using a filter media and biodegradation processes. The filter media reduces virus and bacteria outflow by 99% more than conventional systems. The likelihood of leachate migrating offsite is extremely low to non-existent. The P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\%AIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 16 more relevant concern is migration within the Lewis and Clark development, specifically to water well aquifers on downgradient lots. Nitrates from septic systems, as with other compounds, have distinct migration characteristics depending on the media and physical conditions through which it passes. TERRASAT used analytical mathematical modeling techniques to determine the distances and rates at which nitrates are likely to move through the soils at the proposed sites. Of particular concern are water well distances from nitrate sources. Surface water, such as Rabbit Creek, were also considered in the modeling process. 5.3.2 Nitrate Fate and Transport TERRASAT evaluated existing percolation test results, surface topography, water well logs, distances to property boundaries, and distances to active drainages. Sixteen water well logs from surrounding subdivisions provided the basis to determine the thickness of the shallow water table aquifer. We created two appropriate mathematical models to evaluate the fate and transport of nitrogen from the proposed advanced nitrate reducing septic systems. We modeled total nitrogen, which includes nitrates. We found that nitrogen, at the local creek, 430 feet away from the nearest lot, would be less than 0.07 mg / liter. This model assumes that no biological processes denitrify the nitrate between the source and the receptor, in this case Rabbit Creek. Denitrification does occur in aquifers, breaking down the nitrate molecule into nitrogen gas and oxygen. Denitrification by heterotrophic bacteria will occur, with published removal rates in excess of 0.01 mg per liter per day and as much as 0.44 m/1 per day. Travel time from the nearest leach field to Rabbit Creek is over 112 days. That means at least I milligram/liter of nitrogen will be denitrified, converted to nitrogen gas, before it reached the creek. Therefore, we conclude that measurable nitrates will not reach Rabbit Creek from septic systems within the Lewis and Clark subdivision. Appendix B contains the worksheets and results of the nitrate fate and transport model. TERRASAT concludes that septic nitrate migration to other properties or to Rabbit Creek is highly unlikely, based on modeling results, the use of ATS systems, and taking into consideration the topographic slopes of the Lewis and Clark property. 5.4 Bacteria and Pathogen Removal Modeling TERRASAT considered the potential migration of five different pathogenic bacteria from a proposed leach field. The bacteria are: ® E. Coli bacteria ® Enterococci bacteria ® Fecal streptococci bacteria 0 Salmonella bacteria P:\2ot6 Projects\21607 - Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 17 ® Shingella bacteria Bacteria and viruses are primarily removed from ground water by the process of attachment and deactivation, where attachment (think straining) is the dominant process. The Manual of Design for Slow Sand Filtration (1999) states that 97% of coliform bacteria are removed within the first meter (approximately 3 feet) of sand filtration beneath a leach field. More recent studies (Morales, et al, 2014) found removal rates of 99.99% removal of bacteria and 99.99% removal of viruses for drinking water (Predicting Attenuation of Viruses During Percolation in Soils, August, 2002) These studies suggest that more than 99.99% pathogenic organism are removed from septic leachate before the effluent reaches groundwater. Ignoring the primary attachment process, we calculate that 99% E. Coli bacteria that could reach groundwater will be deactivated within 51 feet of the leach field. We conclude that the MOA separation distance of loo feet from a leach field to a domestic water well is much more than adequate. We also conclude that pathogenic organisms will be deactivated before they can reach a lot boundary. In conclusion, the MOA separation distance of loo feet from a leach field to domestic water well is adequate in this subdivision and the local stream is also protected. Most lots are at least i,000 feet from the stream and the closest lot is more than 430 feet (leach field) to the stream. Appendix B contains the deactivation models for bacteria and pathogens. TERRASAT evaluated aerial photographs of the area to interpret site drainage and topography. 6.1 Surface Drainage Surface drainage of the Lewis and Clark parcel is currently overland in an approximate southwestern direction as is moves downgradient toward one of the branches of Rabbit Creek. This was also verified by onsite inspections. A historic segment of Rabbit Creek was discovered that existed along the eastern border area of the parcel. Figure 7 shows this segment. This was verified by investigating older maps and documents and TERRASAT found that this segment was likely changed when Canyon Road was constructed. 6.2 Site Topography Lewis and Clark subdivision is situated in a low point topographically compared to properties northeast and east of it. Some properties to the northwest lie cross gradient (on the approximate same elevations) as portions of Lewis and Clark. A very small portions of land to the southwest lies downgradient of the property of interest. Finally, while no land is developed in that area, the land directly south of P:\2oi6 Projects\Z607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 18 Lewis and Clark is downgradient of the development. Rabbit Creek prevents surface flow from moving south beyond Rabbit Creek as is accepts any runoff from up -gradient areas. Figure 5 shows this relationship. 7.0 CONCLUSIONS TERRASAT was concerned about the sufficiency of groundwater to support the Lewis and Clark subdivision. We were also concerned about what impact water wells would have on the new subdivision and on the surrounding neighboring water wells. We found that more than to million gallons per day of groundwater flows through this area of the south Anchorage hillside, far in excess of what the existing community uses. We found that groundwater recharge is from several watersheds south and east of this proposed development. TERRASAT concludes that recharge is expected to remain abundant and far in excess of the demands of residential use. Available water well logs and a statistical analysis show that the community within a half mile of the Lewis and Clark subdivision exploits groundwater from at least five different aquifers. Recharge for these aquifers are up -gradient from the Lewis and Clark subdivision. Therefore, TERRASAT also concludes that, drinking water quality is expected to remain unaffected by the new land development. Based on static water level elevations of the three new wells and water chemistry laboratory results we conclude that at least two bedrock aquifers exist beneath the Lewis and Clark subdivision. Further, based on observations made during the aquifer testing procedures we conclude that partial connectivity exists between the three wells. Wells LCW-2 and LCW-3 exhibit a higher degree of connectivity than does LCW-1 to either of the other two wells. Test data shows that maximum well yield is in the range of 7.4 gpm to 135 gpm for the three water wells recently completed. Wells in this subdivision are expected to use an average of 0.31 gallons per minute. We predict that the drawdown 200 feet away will be up to 3.o8 feet, an insufficient amount to impact the neighboring lots. Recharge is expected to be complete within minutes to several hours after the pumps are off, meaning the small, insignificant impact. will only last for several minutes. Therefore, we conclude that impact to wells on adjacent lots will be insignificant. TERRASAT evaluated the concern that other nearby subdivisions have a significant nitrate problem in their aquifers. Two reports about nitrates exist for this area. Both reports state that nitrate levels are low and are not concerning. TERRASAT evaluated newer data from the Municipality of Anchorage. We found low levels of nitrate exist and conclude that the newer data is consistent with the previous reports. We found that nitrate concentrations increased in some P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 19 subdivisions and decreased in others. We further conclude that rates of increase are low and consistent with past information. TERRASAT also evaluated the vulnerability of Rabbit Creek from development of the subdivision. Several community members expressed concern that nitrates from septic systems could have a negative impact to the water quality of the creek. We conducted mathematical modeling to evaluate the fate and transport of nitrates from proposed septic systems. Specifically, we modeled the septic system that would be closest to the creek. The results show that in a worst-case scenario, nitrate would reach the creek at a concentration of 0.07 milligrams per liter. However, this assumes that no denitrification occurs. Denitrification by heterotrophic bacteria will occur, with published removal rates]- in excess of o.ol mg per liter per day and as much as 0.44 mg/l. Travel time from the nearest leach field to Rabbit Creek is over 112 days. That means at least 1 milligram/liter of nitrogen will be denitrified, converted to nitrogen gas, before it reaches the creek. Therefore, we conclude that measurable nitrates will not reach Rabbit Creek from septic systems within the Lewis and Clark subdivision. TERRASAT investigated the concern of several community members that nitrates from the Lewis and Clark subdivision could impact their water supply. Soils within the Lewis and Clark subdivision will, for the most part, support conventional septic systems. However, as good citizens and protectors of the environment, the developers are proposing to use advanced nitrate reducing septic treatment systems, reducing nitrate output by a factor of three from conventional systems. The ultimate fate of the nitrates after leaving the leach field is that they will ultimately reach the upper water table. In the upper water table, heterotrophic bacteria will denitrify the nitrates into nitrogen gas and nitrous oxide gas. We modeled nitrate migration to the nearest lot line in the water table. Nitrate concentrations will be less than o.1 mg per liter at the lot boundary, minus the amount removed by denitrification, which could easily be 0.5 mg per liter. TERRASAT concludes therefore that nitrates will not likely reach an adjacent lot. TERRASAT examined other potential impacts to the environment, such as stormwater runoff towards Rabbit Creek, pesticide use and the existence of wetlands. This low-density land development is expected to protect the natural resources and surrounding communities. We conclude that the preservation of the existing wetlands will allow the distinct existing biological communities to continue their function of treating stormwater and protecting Rabbit Creek water quality. 'Morales Parra, Ivan, "Modeling Onsite Wastewater Treatment System Contaminants in Current and Climate Changing Conditions" (2015). Open Access Dissertations. Paper 376. pgl 18. P:\2o16 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 20 Please contact us at (907) 344-9370 if you have any questions or would like further information. Prepared By: Approved By: 'J ra"t l% v r� Cali Swatlowski (for Steven Smith) Dan Young Project Environmental Scientist Principal, CPG, #7811 P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology- Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 21 TERRASAT, INC, 4203 Iowa Drive Ave. Anchorage, AK 99517 (907) 344-9370 fax (907) 344-1490 Geological Consulting Environmental Restoration Regulatory Compliance Evaluation of the Distribution of Nitrates in Local Water Wells Surrounding the Lewis and Clark Subdivision Prepared for: Big Country Enterprises, LLC. Prepared by: TERRASAT, Inc. 4203 Iowa Drive Anchorage, AK 99517 January 12, 2017 ©Copyright TERRASAT, Inc. 201' Contents 1.o INTRODUCTION.......................................................................................................... 4 2.0 METHODS AND DATABASES................................................................................. 4 2.1 MOA On -Site Services (COSA).................................................................................... 4 2.2 Previous Studies............................................................................................................ 4 2.3 ADEC Drinking Water Program.................................................................................. 5 2.4 GIS................................................................................................................................... 5 3.0 WATER QUALITY AND CONDITIONS IN THE LOCAL AREA ................... 5 3.1 Results of Previous Studies.......................................................................................... 5 3.2 Nitrate Trends of Private Wells................................................................................... 7 3.3 Nitrate Trends of Public Wells..................................................................................... 8 4.0 SITE TOPOGRAPHY.................................................................................................... 9 5.o CONCLUSIONS........................................................................................................... 10 Evaluation of the Distribution of Nitrates in Local Water Wel]sV2 Page 2 Figures Figure i Site Location Figure 2 Private Wells Within One -Half Mile of Lewis and Clark Figure 3 Nitrate Averages for Private Wells Figure 4 Plots of Trends of Nitrate Results for Area Subdivisions Figure 6 Nitrate Averages for Area Subdivisions Figure 6 Public Wells Used in Study Figure 7 Plots of Trends of Public Well Nitrate Results Figure 8 Nitrate Averages for Public Wells Figure 9 Topography and Gradient of the Lewis and Clark Site. Tables Table z Nitrate Trends and Average for Subdivisions Appendix Appendix A Table of Private Well Data Used in Study Evaluation of the Distribution of Nitrates in Local Water WelIsV2 Page 3 1.o INTRODUCTION TERRASAT evaluated the concern that nearby subdivisions have significant nitrate problems in their aquifers. Two reports about nitrates exist for this area. Both reports state that nitrate levels are low and are not concerning. TERRASAT evaluated newer data from the Municipality of Anchorage. We found low levels of nitrate exist and that the newer data is consistent with the previous reports. We found that nitrate concentrations increased in some subdivisions and decreased in others. The rates of increase are low and consistent with past information. The proposed Lewis and Clark subdivision, Figure 1, will use nitrate reducing systems. A fate and transport evaluation was completed with the results presented in the TERRASAT report "Ground Water Resource Evaluation for the Proposed Lewis and Clark Subdivision". The results suggest nitrates will be below the detection level at the subdivision boundary. 2.o METHODS AND DATABASES Nitrate data was sometimes segregated into the subdivision level to create averages or trends for water quality. Figure 2 shows the approximate one-half mile distance marker outward from the Lewis and Clark site boundaries. Figure 2 shows the 124 water well locations used in the study. TERRASAT used data from previous studies of the same area to compare nitrate trends by adding and comparing new data from the salve locations to create up to date trend lines. Unfortunately, the most comprehensive study, "Status of Anchorage Hillside Well Water: Nitrates Study" (Moore et al., 2011), had snap locations that were different than their graphs. TERRASAT compiled MOA data to determine long-term trends. Therefore, we were able to obtain meaningful results despite the inaccurate well locations of the Moore et al., 2011 report. 2.1 MOA On -Site Services (COSA) TERRASAT compiled water quality data from the Municipality's COSA database. The data was evaluated and interpreted with geospatial techniques and statistical procedures to determine long-term trends. 2.2 Previous Studies Two previous nitrate studies were evaluated to determine if long term trends of nitrate concentrations remained constant or were different. Specifically, the papers 'Montgomery Watson, 200o and Moore et al., 2011 were reviewed for nitrate trends. After ' Local Wellhead and Aquifer Protection Study Phase 11, June 2000, Montgomery Watson Evaluation of the Distribution of Nitrates in Local Water WellsV2 Page 4 review, it was found that the Moore et al., 2011 study data was limited in its usability due to errors in mapping some of the data locations. Nonetheless, TERRASAT used available data, up 'to the most current, to analyze trends and averages of nitrates for private and public wells in the study area, some of which were also included in the previous studies mentioned above. 2.3 ADEC Drinking Water Program The ADEC Drinking Water Program include a database and snaps of well locations, and through its Drinking Water Watch program it provides water quality information for public water wells in the State. TERRASAT used this web accessed database to review water quality for public wells Within one -mile of the Lewis and Clark subdivision. 2.4 GIS Elevations shapefiles, data conversions, proportional displays, and other mapping were all created in ESRI GIS mapping software. This software allowed interpretations and displays of pertinent data to be presented in a graphical display that portrays the pertinent information contained in tabulated spreadsheets. Nearly all of the major findings of this report are displayed in some form in GIS format. Microsoft Excel and SPSS software were used to interpret trends. 3.0 WATER QUALITY AND CONDITI®NS IN THE LOCAL AREA The water quality and aquifer conditions of neighboring properties were used to evaluate water quality trends (for nitrates) where possible in subbasins surrounding the Lewis and Clark Subdivision. 3.1 Results of Previous Studies Montgomery Watson, 2000, investigated the occurrence of nitrates in an area across the Anchorage Hillside. They found that "fewer than 2% of the records in the database exceeded the State of Alaska Drinking Water Standard of io mg/liter nitrate -nitrogen" (Montgomery Watson, 2000, pg. ES -2). They also calculated nitrate trends for various areas of the Hillside. Montgomery Watson 2000, pg. ES -3, selected an area of 118 acres near the intersection of DeArmoun and Hillside Drive to conduct a pilot study. They found a poor statistical correlation between levels of nitrates and: ® Well depth ® Casing depth ® Distance between well and septic field within a lot ® Well yield Evaluation of the Distribution of Nitrates in Local Water WellsV2 Page 5 ® Lot bedroom count ® Soil absorption rating ® Sum of bedrooms within a 1,00o foot radius of a well ® Bedrock depth o Static eater level a Terrain units Montgomery Watson, 2000, pg. ES -3 evaluated a conceptual model of - 0 Bedrock slope ® Bedrock aspect ® Water table depth ® Well depth Their evaluation of the above criteria found no insight for the cause(s) of nitrate occurrences in the DeArmoun area. Moore et a1., 2011, analyzed nitrate data "from single family and public -supply wells on the Anchorage Hillside" (pg. 1). Their report "concludes that the long-term Aability of on- site wastewater systems on the Anchorage Hillside is not significantly diminished on the basis of existing nitrate trends and concentrations". They also concluded that a simple correlation does not appear to exist between septic systems usage and the occurrence of nitrates on the Anchorage Hillside. Moore et al., 2011, pp. 23-24, compared nitrate concentrations in wells drilled before MOA grouting standards were implemented with wells constructed after grouting standards were implemented. They found the median nitrate concentration of wells pre - grouting was 1.5 mg/liter vs. 0.1 mg/liter for wells drilled post -grouting standard. They also plotted nitrate concentrations by year from 1997 to 2008 for wells drilled before grouting standards and wells drilled after the grouting requirements. The trend of nitrate concentrations in the wells drilled before grouting standards shows an increase since 2008. Wells constructed after grouting standards showed a neutral (flat) trend without increasing. The graph below depicts the trends of nitrate concentrations of non -grouted and grouted wells as reported in the Moore et al., 2011 report. Evaluation of the Distribution of Nitrates in Local Water vlrellSV2 Page 6 Grouted vs. Non -grouted Well Nitrate Concentrations 2.5 2 ob 1.5 � / \--C—grout =' — no�rout 1 \ Z / \ / — Linear (grout) o.s d—Linear(no_ffrout) 0 l0 r` CO T O .-i N M V v1 tb n W Cl ci c� m a, 0 0 0 0 0 Cl 0 0 0 0 c� m ci M 0 0 0 0 0 0 0 0 0 0 ei N N N N N N N N N N Year 3.2 Nitrate Trends of Private Wells TERRASAT analyzed nitrate averages and trends for 124 private residential water wells in the area surrounding the Lewis and Clark subdivision. The data for some wells in the study area was not accessible or searchable by subdivisions or other criteria in the available web databases used in this study and therefore some wells that likely do exist within one-half mile of Lewis and Clark are not included. Thirty-eight individual wells had sufficient data to plot trends while 88 wells had at least one nitrate test result. An average was also calculated from 38 of the 88 wells, those with two or more test results. Appendix A contains spreadsheets of the data for the 124 wells used in this study. TERRASAT found that: • Nitrate trends showed increases for most wells that lie directly west of Lewis and Clark, while • nitrate trends decreased or remained stable (flat) for most wells north and east of the project area. The area directly south of Lewis and Clark is undeveloped and only a few wells southwest of Lewis and Clark were used in the study. Figure 3 shows the average or one-time nitrate test results for 88 of the 124 individual wells. Where the results were averaged, data may have been from the same decade. The average or one time only nitrate test results ranged from o.o1 mg/L (not detected above the detection limit) to 9.7 mg/L. The Alaska Department of Environmental Conservation, Drinking Water Program, considers nitrate levels of 10.o mg/L or above to be potentially harmful to human health. Evaluation of the Distribution of Nitrates in Local Water WellsV2 Page 7 Trends or averages were more accurately calculated or plotted for subdivisions than for individual wells, as the amount of data was greater when combining all wells within a subdivision. Both nitrate trends and nitrate averages were calculated after combining the results into four decades: the ig8o's, 1990's, 20oo's, and 2010's, and averaging each decade if more than one test was conducted in any decade. The overall average included information from all decades where it was available. This was not possible for most of the individual wells as insufficient data were available. Trends for the ten subdivisions where the analyses were able to be conducted are shown in Figure 4, which contains ten separate graphs with trendlines. Table i lists the relationship between the trend and average level of nitrates for the ten area subdivisions with data for both criteria. Of particular relevance to the Lewis and Clark development are the Grecian Hills and Terrace Hts. Subdivisions, both having an upward trend, but both with very low (1.o Ing/L — Grecian Hills) or low (2.4 mg/L Terrace Hts.) average nitrate results. Other examples are Sunshine Acres with an upward trend and a very low average of o.6 mg/L and Mountain Shadows with a downward trend but with a relatively high nitrates average of 5.9 mg/L. Table I Trend and Average Nitrate of Ten Subdivisions Subdivision Trend Average (m /L) Aspen Highlands #i Downward 2.6 Bonnie View Flat 2.5 Grecian Hills Upward 1.0 Kemp. Downward 1.9 Mountain Park Estates #2 - Upward ' -3.4 Mountain Shadows Downward 5.9 S endlove View H.ts. --i Downward 2.0 S endlove View Hts. #3 Downward o.6 Sunshine Acres Upward o.6 Terrace Hts. Upward - 2.4 The Figure 4 graphs are scatter charts, with the salve scale. Figure 5 shows nitrate averages for 16 of the subdivisions that had at least one decade of test results with two or more nitrate test results. As with the individual wells, not all subdivisions had sufficient data to create trends or averages. The average nitrate levels ranged from a low of 0.30 mg/L for the South Hills and Blue Skies #3 subdivisions to a high of 5.90 Ing/L for the Mountain Shadow subdivision. 3.3 Nitrate Trends of Public Wells TERRASAT reviewed nitrate test results of the following four public wells within one mile of Lewis and Clark: Chapel of the Cross, Greenbrook S/D, Sun Valley Hts. North, and Sun Valley Hts. South. Figure 6 shows the location of these four public wells used in this study. Figure 7 shows the plots of trend of nitrate levels with the available data that is up-to- date. Note that these results are for Nitrate only. Test for Nitrite and for Nitrate/Nitrite Evaluation of the Distribution of Nitrates in Local water wellsV2 Page 8 were also conducted at non-specific times for each of the wells, however since test methods are not the same for all three tests, only Nitrate data was used. In particular, Nitrates data for Sun Valley Hts. North and Sun Valley Hts. South was available only up to 2009, while there were some Nitrite or Nitrate/Nitrite tests done after that. The trends for nitrates in these wells show gentle to moderate upward trends for all except Sun Valley Hts. North. Those well results were not only lower on average, but also had a slightly upward trending but nearly flat trendline. The Sun Valley Hts. North trendline was based on only seven test results, while the other three public well trendlines contained from 20 to 30 test results. Figure 8 shows the average nitrates levels for the four public wells. The average nitrate levels ranged from a low of 1.18 mg/L for the Sun Valley Heights North locations to a high of 5.17 mg/L for the Chapel of the Cross location. 4.0 SITE TOPOGRAPHY Figure 9 shows the topography of the Lewis and Clark site area. • Note that the average surface gradient for the entire site is 0.13 • with a downgradient general direction of southwest. Water table gradients generally follow surface topography. As wells are completed at the site, the water table and the potentiometric surface of the static water level from confined aquifers will likely be measured. The main conclusions that can be made after viewing Figure 9 are: • Much of the total area of Lewis and Clark is situated down -gradient from adjoining subdivisions hi the area. This means that concerns of nitrates or contaminants migrating from Lewis and Clark onto adjoining properties is extremely unlikely regarding those up gradient properties. There are some properties that lie in a cross -gradient attitude in relation to Lewis and Clark. Those, as seen in Figure 5, are Foreland View, Engle, Terrace Heights, and Grecian Hills. Based solely on its topographical profile relative to the other subdivisions, and the properties of surface and ground water movement, the migration of nitrate and other contaminants from Lewis and Clark to other properties is highly unlikely. • The only adjoining subdivisions situated down -gradient of Lewis and Clark are portions of Grecian Hills and South Hills subdivisions. Because of this, it is possible that they might receive surface or groundwater migrating from Lewis and Clark. • Fortunately, however, no contaminants of concern have the ability to move the distances required to migrate to downgradient or cross -gradient properties before they are either stopped by attaching to soil particles or their concentration levels are far below those considered harmful to human or aquatic life. Evaluation of the Distribution of Nitrates in Local Water WellsV2 Page 9 before they are either stopped by attaching to soil particles or their concentration levels are far below those considered harmful to human or aquatic life. 5.o CONCLUSIONS :Montgomery Watson, 20oo, evaluated nitrate concentrations on the Anchorage Hillside. They found nitrate concentrations decreased in some areas and had a slight increase in other areas. They were unable to find a statistical correlation with the occurrence of nitrate and features that thev evaluated. Moore et al. 2o11, concluded that the long-term viability of septic systems is not diminished by the occurrence of nitrate in water wells on the Anchorage Hillside. They also found that increasing trends in nitrate concentration were low rates, consistent with the Montgomery Watson 2000 investigation. Moore et al. 2011, page 24, found that wells constructed in bedrock after grouting standards were implemented had one tenth the concentration of wells drilled before grouting standards (o.1 mg/L). They also found that the newer wells showed no increase in concentration over time. TERRASAT concludes that properly grouted wells in the Lewis and Clark Subdivision will protect groundwater supplies both in this subdivision and the surrounding subdivisions. TERRASAT evaluated the concern that nearby subdivisions have a significant nitrate problem in their aquifers. Two reports about nitrates exist for this area. Both reports state that nitrate levels are generally low and are generally not concerning. TERRASAT evaluated newer data from the Municipality of Anchorage. We found low levels of nitrate exist and that the newer data is consistent with the previous reports. We found that nitrate concentrations increased in some subdivisions and decreased in others. The rates of increase are low and consistent with past reported information. The proposed Lewis and Clark subdivision is unlikely to add to existing conditions because the subdivision will use nitrate reducing systems, because groundwater recharge is from areas east and south of this subdivision, and because new water wells will be grouted according to the MOA requirements. Prepared By: Approved By: i Steven Smith Dan Young Project Environmental Scientist Principal, CPG, #7811 Evaluation of the Distribution of Nitrates in Local Water Wel1sV2 Page 10 i 7 ti '�l� ,tjt ✓ �` fit. l' , ca t r•� Q'� 'r � mCL cVIN � o 0 SPON LAk SL�•t. + _ ,�6+��'• 1 Psis Uy lei m v ua)isoH LM r Q�7 4 •r-. � ,eta„ < C• ar `� Q �y�`- t i Bohr s Guas 01LILUQ2 +� , auidi-V N � sIIIAN J � �yaar8,' K= eC o, PAST CL N �, cA J r: ,ter► '66a!^ ,J ; Shelbur`ne s 'w �uios a q� eisopoaZI 4. co LO Y c U. Gr } � •��.�� _yam. _r `� ...�0 _ : � � . c' aao_,; ci r :Z� 4�aaout13 r o'm 0 IU EJ c af3ue0.tM aau6'sM, f F �a►� l� ��. � ax , ' d - aapu� esc i�S '00ame_ SI}®. 03jLj 1 WPi l i - POOM ��r--•nraY..t tit-._ .i .. � _ - cq� Z cn 0 E 0 co Ci 0CD 0 CJO C-4 04 aAO U Iq Jc 04� ,9 5 00 0GpC gr Cl) CR kS�rd�f 0 0tD C14 �CW4: >dr .2 'a I 0 d) 0 M Aa co 0 C14 CL Toilsome Hil D C6 :!we]ulEg):� WO 6 1-Z - _ C5 E e e2 �,e E rn N 0 U) C lel N. ( ,q Cc, N 04 Ci �,C3 Ic DN 0 cc,"i LO Eco IN(D i 00 CD 0 C Lq2) IC5 m E )ID 'led 0 �l - C4 ( 8 CL 0 esliel CL D R. ujn.L s4in-L 0 C. APUIAA co Ic LO 0 0 0 I!eluol4o:) eAu 0 ni raweuun4 R "i Z_ 0Cl CD 00 0 C4 qLue-1 cr BP!sll!H in C) 404 E m B E siopuneS e_ E cc 0 O 0 z .191soj n Figure 4. Nitrate Trend Plots of Area Subdivisions Aspen Highlands #1 lo.00 9.00 _,D N v 7.30 6.03 ? SAO 4.00 W • 3.00 - - y, ; O;OD32x+9.OD79 2.00 +................. •........... Rz - 0.0047 ......... r 100 OAO 1975 1980 1985 1990 1995 2030 20-15 2010 2015 Decade of Tests Bonnie View 10.00 J 3 9.ua 8A0 H ° 7.00 5.00 C 3.00 y=0.0072x-11.983 2.00 • R = 0.0078 - p C 0.00 1975 1980 1985 1990 1995 2000 2035 2010 2015 Decade of Tests Grecian Hills lD u3 800 N 6.00 Z 400 IEw <' 2.00 J................�..... • u0.00 _.__. -_ --....... _ u " O 1975 1980 1985 1990 1995 2000 2005 2010 2015 2.Q'I Decade of Tests Kemp 10.00 8.00 s.00 A3 403 z `-' 2.00 0.00 - _._._.___. ._....... 1975 1980 1985, 1990 1995 .2000 2005'••..2010 2015 m -2.00 n -4.0] Decade of Tests MIOU1?taln Park Estates "2 _ 10.00 9.00 �.� A M 5.00 Z S (il 19:4 1950 1955 i990 1435 2COJ 20.)5 2010 2015 Decade of Tests Mountain Shadow 10.00 J 9.00 8.00 N ! 7.00 r6.00 ....:.,, _ z s 00 4.00 Y__oazz6x+Ia9;e7:. 3.00 R' = 0.2358 _ 2.00 1.00 c 00o _. 1975 1930 1935 11990 1995 2000 2005 2010 2015 Decade of Tests Spendlove View Heights 41 i 0 C9 ,.vi1 E SPA U 700 G 00 .J ............. a 3.D'0 J® ..................... � 2.00 y=-b.U5s9x�-inia3... 1.00 R==0.4866 o.DD - 1975 1980 1985 1990 1995 2M 2005 2010 2015 Decade of Tests Spendlove View Heights 413 _ 10.00 9.00 c 800 cJ 7.D0 n GAD Z ;.00 r CC - 2.&V I Dv Y' -0.0323x t 65.267 ..... p ....... ......... c .......�:._ 0.48G7........ A 2-.__ _16 7�1i5 Decade of Tc -s,, Sunshine Acres 10.00 � fro 8.00 ami 7.00 b 6.00 w 5.00 v 4.00 < 3.00 u 2.00 V 1.00 0.00 1975 1980 1935 1990 1935 2000 2005 2010 2015 Decade of Tests Terrace Heights 10.00 J S.00 m 6.00 Z 00 Y --0.153x-303.53 Rz = 0.98�2.:..' 00 .. 0.00 c 1975 1980 1985 1990 1995 2000 2005 2010 2015 00 Decade of Tests 1Z�N ��VV77 w f 'I H c -3 - w I Z, e x16..G) +7 l w,p: m ❑ J Z"CJ cn z O , N C 'a m7&7 ca O c : _ J 7E MO ID �O ;jaw �� ui a :. a i oulO LL m LU y a . < 0 Q. O (0 ( 02 LL �.. LV cu 0)O Z E •C Q1'U iN - N _p� _•, L W M' < U)a p 3.LL :m , a c r S Q. 0 !� Z- N C ' � _ U @ O E o. 0 O �ao 0 fm U Nui X CD Q O Q LU �e O = CL cn co N 2 'a TTS z U) uj O J U) W N m N w J a O Y Q �— LU you > «i Wco LO CL Q� =.N i LL Z . Figure 7. Plots of Nitrate Trends for Four Public Wells Chapel of the Cross 8.00 7.00 0.0002x - 6.00 o 3n 76 �j E 5.00�.00....Rj;=fl:1Z95 '-G. 4.00 0.. O m 3.00 O O L Z 2.00 1.00 G 0.00 1/31/93 7/24/98 1/14/04 7/6/09 12/27/14 Sample Collection Date Greenbrook S/D 8.00 7.00- 0.0005x -12.101 Q OR' =!):664•........ 6.00 �. �...... 5.00 n n 4.00 3.00 2.00 1.00 0.00 1/31/93 7/24/98 1/14/04 7/6/09 12/27/14 Sample Collection Date Sun Valley Hts. North 8.00 - zoo 6.00 v 4.D0 3.00 z 2.00 p y=5E05x-0. 914 1.00 e......m......®............ �t2=0313 0.00 1/31/93 7/24/98 1/14/04 7/6/09 12/27/14 Sample Collection Date Sun Valley Hts. South 9.00 _ - 7.00 . y = 0.0007x - 21.18 6.00. ---6+ .00 4.00 3.00 -�.. • p•� - - - - ` 2.00 0.00- 1/31/93 7/24/98 1/14/04 7/6/09 -12/27/14 Sample Collection Date C 0 No CI N cn /1 `V L 24 A F ) ®� X111®1' 0 m o Q CLL U � r mW 2 0 y _ LL 7 N �-- N a J C O co a _ 1 r— f N c ft ri W Q � o — a) o � O (� L 0- 22 L xs /1 Q� o � C LO 0) CD O n TERRASAT P 4203 Iowa Drive Ave. Anchorage, AK 99517 (907) 344-9370 fax (907) 344-1490 Geological Consulting Environmental Restoration Regulatory Compliance ProposedGround Water Resource Evaluation for the rr Prepared for: Big Country Enterprises, LLC. Prepared by: TERRASAT, Inc. 4203 Iowa Drive Anchorage, AK 99517 February 16, 2017 ©Copyright TERRASAT, Inc. 20i7 Contents FIGURES 2 1.o SUMMARY 3 2.0 METHODS 3 3-o GEOLOGY 4 3.1 Background Information................................................................. 4 3.2 Subsurface Investigations................................................................ 6 3.2.1 Pre -Drilling Evaluations........................................................................................ 6 3.2.2 Post Well -Drilling Geological Results................................................................. 7 4-o HYDROGEOLOGY 7 4.1 Subsurface and Previous Investigations ........................................... 7 4.1.1 Local Aquifers and Availability of Water............................................................ 8 4.2 Well Installation and Aquifer Test Results at Lewis & Clark ........... io 5. o ENVIRONMENTAL CONSIDERATIONS 12 5.1 Existing Contaminants................................................................... 12 5. 1.1 Water Quality at Lewis and Clark........................................................................... 13 5.2 Potential Contaminants................................................................. 13 5.2.1 Pesticides and Herbicides................................................................................... 13 5.2.2 Automotive Wastes.............................................................................................. 14 5.2.3 De -Icing Chemicals.............................................................................................. 14 5.2.4 Nutrients................................................................................................................14 5.2.¢.1 Septic Systems.............................................................................................. 14 5.2.4.2 Lawn Fertilizer............................................................................................. 15 5.2.5 Effect of Surface Contaminants on Water Supply Aquifers ........................... 16 5.3 Nitrate Fate and Transport Modeling ............................................. 16 5.3.1 ATS Systems.......................................................................................................... 16 5.3.2 Nitrate Fate and Transport ................................................................................ 17 5.4 Bacteria, Virus and Pathogen Removal Modeling ............................1-7 6.o AERIAL PHOTOGRAPHIC EVALUATION OF TERRAIN ................................ 18 6.1 Surface Drainage...........................................................................18 6.2 Site Topography.............................................................................18 7.o CONCLUSIONS 19 Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 General Site Location Specific Site Location Location of Area Wells Used in Groundwater Evaluation Surficial Geology of Study Area Topography of Project Site Likely Bedrock Depths of Study Area Current and Ancient Stream Channels of Rabbit Creek Area of USGS Open File Report 75-105 Study Area Diagram of Water Budget for Study Area Static Water Elevations of Area Wells Aquifer Types of .Area Wells Well Yields for Area Wells Location of Three Wells at Lewis and Clark Location of Percolation Test Holes Appendix A Spreadsheet of Data for Area Residential Wells Appendix B Model Calculations for Nitrate Fate and Transport & Bacteria and Virus Deactivation Rates Appendix C Table of Site High -Water Level Measurements Appendix D Well Logs Appendix E Aquifer Test Curve Fit Results Appendix F MOA On-site Services Well Permit Approval Documents Appendix G DNR Temporary Water Use Permit Documents Appendix H Water Sampling Laboratory Test Results P:\xo16Projects\x1607-LeMs&ClarkSubdHydrogeology-Big Country Ent\REPORIS\TIAINREPORT\Report\Ground Nater Resource Evaluation CortheProposed U is and Clark Subdhislon.doc Page 2 (Big Country Enterprises, LLC. (Big Country) contracted TERRASAT, Inc. (TERRASAT) to conduct .an investigation of hydrogeological conditions at the proposed Lewis and Clark Subdivision (see Figures 1 & 2). In addition, TERRASAT supervised the installation of three new wells and conducted aquifer testing and evaluation as part of the overall study objectives. The proposed Lewis and Clark subdivision is comprised of approximately 80 acres of undeveloped land on the Hillside area of Anchorage, Alaska. Ten acres of the land in the northwest corner of the parcel may be not included in the final plat for the development. The parcel is bordered on the north by Upper DeArmoun Road, on the east by Canyon Road, on the west by Messinia Street on the south by undeveloped land that lies 500 to i000 feet up gradient of a segment of Rabbit Creek. Figure 1 shows the site general location and Figure 2 shows the specific site location. Our investigation of the area water budget concluded that sufficient sustainable ground water is available to supply the proposed Lewis and Clark subdivision land development. 'An evaluation of area well data suggests at least five separate aquifers exist in the local area. TERRASAT proposes that at least two aquifers will likely be used to extract groundwater for the various lots in the Lewis and Clark development. Average yield per well for 124 residential wells in an approximate 1/2 mile area around Legis and Clark subdivision that were evaluated in this study is 5.09 gallons/minute. Aquifer test results suggest that the average well in the Lewis and Clark subdivision may produce between 7 to as much as 135 gallons/minute. Hydrogeological modeling of the new wells show that the largest impact to a property 200 feet away ranges between o.o and 3.08 feet when a well is pumped for up to three hours at 2 gallons per minute, a typical rate. Most of the neighboring wells have more than Zoo feet of available static water level in their wells. Therefore, the neighboring wells will continue to function without a significant impact. 2.0 METHODS TERRASAT conducted a comprehensive groundwater investigation of the area in and around the proposed Lewis & Clark Subdivision using available well logs from the MOA and from the ADNR WELTS databases that were within 1/2 to 3/4 miles from the property of interest. Figure 3 shows the locations of 124 private residential wells whose records were analyzed during the site evaluation conducted by TERRASAT for the proposed Lewis and Clark subdivision. P:\2o16 Projects\21607 - Lewis S Clark Subd Hpdrogeology -Big Country Ent\REP0R15\A1AIN REPORT\Report\Ground Water Resource E%nivation for the Proposed Le1.is and Clark Subdivision.doc Page 3 3.o GEOLOGY 3.1 Background Information Several State and Federal reports have documented the generalized geology of the area around and including the proposed Lewis and Clark subdivision. Much of the Upper Hillside area of Anchorage is part of the Chugach State Park and the boundary lies one mile east of the eastern boundary of the Lewis and Clark subdivision. A USGS map report "Generalized Geologic Map of Anchorage and Vicinity, Alaska" by Henry R. Schmoll and Ernest Dobrovolny 1972, shows the surficial geology types, not including a thin layer of organics that is found in many areas, include the following: 0 Collu-Oum (c): Slope deposits on mountain sides and valley walls in lowlands. Consisting of diamicton and poorly sorted to well sorted gravel with some sand, silt or clay. Usually, and in this location, it is found downslope of bedrock. ® Lake and Pond Sediment (1): Near mountains it is chiefly silt and clay with some fine sand, and sand and gravel: it is accumulated in former ice - dammed lakes. In this case, from ice -dammed water flowing down the modern Rabbit Creek channel as seen in Figure 4 south of the property of interest. ® Alluvial Fan Deposits (af): Deposits in alluvial fans or alluvial cones. In this case they are likely from alluvial fan or cone deposits that came down from mountain sides in the area. Consisting dominantly of gravel and may contain some silt and clay. Often, as here, they are found next to and grade into colluvium (c). ® Morainal Deposits (m): Deposits found generally in long ridges marking the merging of former glaciers. Chiefly till. While beneath the surface, any of the above type deposits may also be found, ultimately at some depth bedrock will be located: 0 Bedrock (b): Metamorphic rock, principally McHugh Complex metamorphosed siltstone, greykvacke, arkose, conglomerate sandstone, and greenstone. Chert and argillite are often associated with these deposits. This type rock is surely to be found at the Lewis and Clark site, likely at depths no greater than 250 feet bgs. Figure 4 is a map display of the information contained in the USGS geology map of the area. Figure 5 shows the topographic location of the site and includes the location of a drainage basin divide in the area. Figure 6 below, from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in cooperation with the Greater Anchorage Area Borough shows likely bedrock depths of the Hillside area including the Lewis and Clark site. P:\2o16 Projects\21607 - U%Iis & Clark Subd Hydrogeology -Big Country Ent\RLPOR7S\NIMH RLPORT\Report\Ground Water Resource Evaluation for the Proposed Lmis and Clark Subdi%ision.doe Page 4 e 0 3 A 2 C C Ij X.ik F.;IT Isu iE72r2, 513 71 A 4 5 6 4 3 A 2 C C Figure 6. Hillside bedrock depths- (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, LarryL. Dearborn and William N? Barnwell, USGS Open File Report 75-io5 in Cooperation mith the Greater Anchorage Area Borough) P.X2o16 Proi!&s\216o7- lztcis & (InkSubi 1b*uZw1DV -Big Country- Eht\RMRTS\,MArN REPORTNReputt\Ground Watff ResDurce Emdluatim for the Propomd 1c is and CLmk SubdMsian.doe Page 5 X.ik F.;IT Isu iE72r2, 513 !ks .0 Figure 6. Hillside bedrock depths- (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, LarryL. Dearborn and William N? Barnwell, USGS Open File Report 75-io5 in Cooperation mith the Greater Anchorage Area Borough) P.X2o16 Proi!&s\216o7- lztcis & (InkSubi 1b*uZw1DV -Big Country- Eht\RMRTS\,MArN REPORTNReputt\Ground Watff ResDurce Emdluatim for the Propomd 1c is and CLmk SubdMsian.doe Page 5 Note in Figure 6 that bedrock depths across the Lewis and Clark site range from 50 to 200 feet (below ground surface) bgs. This compares favorably to a statistical modeling evaluation by TERRASAT, based on well log data from area wells, that showed depths to bedrock likely will range from between o to 158 feet bgs for the up -gradient 2/3 of the property, with greater depths downgradient in a southwestern direction. Insufficient data was available to model the lower 1/3 of the Lewis and Clark site. Subsequent data collected from the installation of the three new wells (see following sections) in December 2016 has compared favorable to the TERRASAT and USGS bedrock modeling of that specific area of the Lewis and Clark subdivision and confirms the actual bedrock depth at those locations ranges from 43 to 92 feet below ground surface. 3.2 Subsurface Investigations 3.2.1 Pre -Drilling Evaluations Figure 4 shows the geology of in the area of interest consists of colluvium in the south and in the north, lake and pond sediments that run in the center of the property, and alluvial fan deposits on the east of the property. Percolation test hole logs show peat in the upper 1 to 2 feet, with silty or gravelly fine sands (colluvium or lake and pond sediments) predominant for several feet beneath the upper layers. Wells in the area are known to be in bedrock in most locations, however to the west of Lewis and Clark several private wells in the Grecian Hills Subdivision are installed in unconsolidated material as is a private well (within the project area) located on the east side of Messina Street. These wells are likely located in the alluvial fan or morainal deposits that are shown in Figure 4, indicating that either or both of those type of deposits may extend further south than the generalized USGS map indicates. This is inferred from the fact that the residential wells directly north of the Lewis and Clark subdivision, which are located in colluvium, are bedrock wells according to well logs, while wells directly west of the Lewis and Clark subdivision are located in unconsolidated material. As one moves from higher to lower elevations in the Hillside area, bedrock is generally found deeper and the percentage of wells in unconsolidated material becomes greater. This effect may become evident within the Lewis and Clark parcel because the land there grades gently downward toward the Rabbit Creek valley which lies south of it. TERRASAT reviewed the water well data from 124 local wells and reviewed static water levels and elevations, lithology, depths to bedrock, well aquifer type, and other available information including water quality. Appendix A contains much of that information. P:\2.oi6 Projects\216O7 - Leais & Clark Subd Hydrogeology -Big Country Ent\REPORTS\h1rV\ REPOR7'\Report\Ground Nater Resource Evaluation for the Proposed Lewis and Clark Subdi�ision.doc Page 6 3.2.2 Post Well -Drilling Geological Results Three drinking water well boreholes were drilled in December 2016 through January 2017 . Well logs (Appendix D) show that factures in bedrock aquifers exist at several depths in the Lewis and Clark Subdivision at those specific locations. These water bearing factures -zone aquifers are protected from surface activities by at least ioo feet of bedrock aquitard. Bedrock was initially encountered at depths of 43, 51 and 92 feet below ground surface in the three exploratory wells. Those wells were drilled to depths of 398, 256, and 236 feet below ground surface respectively. All three wells were completed in bedrock with water producing fracture zones encountered at several depth intervals. The bedrock was predominately greyxvacke with numerous hydrothermal veins of quartz and other minerals at various depths. Section 4.2 describes the results of aquifer testing at the three wells. 4.0 HYDROGEOLOGY 4.1 Subsurface and Previous Investigations Several prior studies describe various aspects of the geology and hydrogeology of the area. TERRASAT used "Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105" in cooperation with the Greater Anchorage Area Borough, to help define the grater budget for the area. Another study that was referenced was "Emanuel and Cowing, USGS Open File Report 82-86, Hydrogeology for land -use planning; the Potter Creek Area, 1982, Anchorage, Alaska" in cooperation with the Greater Anchorage Area Borough. Static water levels at the time of drilling from available well logs were converted to static water elevations above sea level for the area well logs used in TERRASAT's investigation. The static water elevations were then statistically evaluated to differentiate aquifers in the communities surrounding the Lewis and Clark subdivision. Five separate aquifers were delineated for the area. The western area of the Lewis and Clark subdivision likely contains a thicker section of unconsolidated material above bedrock. At least one confined aquifer likely exists in this unconsolidated material that either does not exist further to the east, or if it exists, is too thin to produce sustainable water supplies. The one water well that currently exists in that area confirms this likelihood. TERRASAT's investigation found that ancient channels of Rabbit Creek once crossed two locations within or very near the property of interest. Figure 7 shows the locations of these former stream channels. These ancient channels will have altered the subsurface and surface geology in those specific areas, likely creating deposits of alluvium that still exist. These will likely be encountered during development of the area and have a potential to serve as a high yield aquifer. P:\2o,6 Projects\21607 - Lewis & Clark Subi Hydrogeology -Big County Ent\REPORTS\bi.Al\ REPORT\Report\Ground Water Resource E.alua lion for the Proposed LeMs and Clark Subdivision.doc Page 7 4.1.1 Local Aquifers and Availability of Water According to the report; Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105, the groundwater budget for the Anchorage Upper Hillside area containing the Lewis and Clark project area is approximately 10-16 Mgal/day. Figure 8, below depicts the general study area of that Hillside report which closely correlates with the 99516 area code area. Figure 9 shows the water budget in that area. f yr Y 3t;20 If (1070 ) " Ir 4!'C. Approximate Location of Lewis and Clark Subdivision ! £ rr C� kllE // AFlIS lftt G:C4ARt fFAFAT IH: UPPER rto CIES 41U."CE MA. F .: IME FORD'Es tF TMi: .FLAT 04E . Figure 8. Upper Hillside Area (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open File Report 75-105 in Cooperation with the Greater Anchorage Area Borough.) An average home in Anchorage uses approximately 450 gallons per day of water. The MOA census data from 2013 for the Upper Hillside, the area code 99516 area, lists a population of 20,781. If we are to assume that an average house contains four people, then we can assume that the area contains approximately 5195 houses. If 5195 homes use 450 gallons per day then the Upper Hillside area would use 2,337,750 gallons per days of the available io-16 million gallons. This shows that availability of groundwater is not, at this time, an issue for the Upper Hillside area. The Lewis and Clark subdivision will have approximately 3o houses P:\2016 Projects\21607 - Lettis S Clark Subd Hydrogeology - Big Country Ent\REPORTS\DSAIN REPORT\Report\Ground water Resource Evaluation for the Proposed Levis and Clark Subdhision.doc Page 8 or less. The daily water consumption for 3o houses at 450 gallons per house equals 13,500 gallons per day. This is a fraction of the io-16 million gallons per day of available groundwater shown in Figure 9. We conclude that groundwater recharge is abundant for the Lewis and Clark subdivision and surrounding subdivisions. One -hundred seventeen wells had available data regarding aquifer type for each well. Figure 10 shows the most current static water elevations measured for each well. Some are the measurement taken at the time of drilling and some are taken at a later date, often when the property ownership was being transferred. The results show that five separate aquifers likely exist in the area. Figure 9. Water Budget of the Upper Hillside area containing the Lewis and Clark project site. (from Hydrology For Land -Use Planning: The Hillside Area, Anchorage, Alaska, Larry L. Dearborn and William W. Barnwell, USGS Open Pile Report 75-105) Available well logs show 92 water wells are completed in consolidated rock (bedrock) and twenty-five are competed in unconsolidated (sand and gravel) aquifers. Figure 11 shows static water elevations at the time of drilling. These water levels differentiate aquifers. P:\2016 Projects\21607 - U%,is & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Water Resource Evaluation for the Proposed LeMs and Clark Subdirision.doe Page 9 Well yields for the 124 area wells show that 92 wells completed in bedrock have a mean yield of 2.7 gpm (see Figure 12). More than 97.5% of the consolidated rock wells produced more than 0.33 gallons per minute at the time of drilling. Figure 12 shows the well yield of all 124 wells, including the wells completed in unconsolidated material. Average yield per well for 124 residential wells in an approximate 1/2 mile area around Lewis and Clark subdivision that v,,ere evaluated in this study is 5.1 gallons/minute. A four bedroom house requires about a third of a gallon per minute without the need for a holding tank. We conclude that adequate groundwater resources are available for the Lewis and Clark Subdivision with a planned density of R-6 lots. Most homes use less than 450 gallons per day, or 0.3 gallons per minute, while most area wells produce more than 3 gallons per minute and, as Figure 12 shows, the area bedrock aquifer is capable of producing as much as 20 gallons per minute. 4.2 Well Installation and Aquifer Test Results at Lewis & Clark Three wells were drilled on three contiguous lots in December of 2o16 and January of 2017. The contiguous lots were selected so that aquifer tests could determine likely impacts to nearby wells. Well were spaced approximately 18o feet apart. These lots are typical of lots within the subdivision. Wells were drilled to depths of 393, 256, and 236 feet below ground surface. These wells were completed in bedrock. Figure 13 shows the locations of three wells installed at Lewis and Clark. Initially, step tests were performed at each well to determine the maximum rate at which each could be pumped for the 24 or 6 hour tests, without causing rapid or significant drawdown to the observations wells. These observation wells acted as proxy wells for neighboring wells. The wells were also monitored for diurnal -antecedent water level fluctuations. Well LCW-1 is an artesian flowing well and was constantly flowing during manual observations taken several tunes during the January to February well drilling and aquifer testing program. Only during pump testing of LCW-2 did the water level fall temporarily below the top of the casing. Wells LCW-2 and LCW-3 were instrumented with pressure transducers for one 24 hour period. Well LCW-2 showed 0.137 ft. (1.64 inches) of water level fluctuation while well LCW-3 showed o.8 ft. (9.6 inches) of fluctuation. From past experience, these results were not deemed great enough to affect the AgteSoly data evaluation of the aquifer pump testing; and the dataset was therefore not modified before evaluating the results. Aquifers were tested following ASTM standards. Two wells were tested with a 24- hour continuous discharge test and one well was tested with a 6 -hour continuous discharge test. Each well was allowed to recover for the same duration as the drawdown testing. Aquifer test results show that each well is capable of providing adequate water supplies and that the impact to wells on adjacent lots will be P:\2o16 Projects\21607 - Leais S Clark Subd Hydrogeolo,,, -Big Country Ent\REP0RTS\b1eUN REPORT\Report\Ground Water Resource E%aluation for the Proposed Le11is and Clark Subdivision.doc Page 10 insignificant. The basic well and aquifer test results and information for each well are listed below. LCW-1 • Total Depth (ft. top of casing) : 393 • Depth of Casing (ft. bgs) : 65 • Depth to Bedrock (ft. bgs) :43 fractured/weathered — 62 fully consolidated • Static Water Level (ft. top of casing) : Flowing • Static Water Level Elevation (ft AMSL) : • Diurnal Antecedent Water Fluctuation (ft.): 0 • Casing Height Above Ground Surface (ft.) : 2.0 • Maximum Potential Yield (gpm) : 135 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) : 0 • . Recovery After 6 Hours (ft.): 100% LCW-2 • Total Depth (ft. top of casing) : 256 • Depth of Casing (ft. bgs) : 53 • Depth to Bedrock (ft. bgs): 52 • Static Water Level (ft. top of casing): 18.5 • Static Water Level Elevation (ft. AMSL) : • Diurnal Antecedent Water Fluctuation (ft.) : 0.137 • Casing Height Above Ground Surface (ft.) : 2.6 • Maximum Potential Yield (gpm) :34 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) : 5.1 • Recovery After 24 Hours (ft.): 100% LCW-3 • Total Depth (ft. top of casing) : 236 • Depth of Casing (ft. bgs) :100 • Depth to Bedrock (ft. bgs) : 92 • Static Water Level (ft. top of casing) : 55 • Static Water Level Elevation (ft. AMSL) • Diurnal Antecedent Water Fluctuation (ft.) : 0.8 • Casing Height Above Ground Surface (ft.) : 2.0 • Maximum Potential Yield (gpm) : 9.5 • Drawdown at 200 Radial Feet (@3gpm/2Hrs.) (ft.) • Recovery After 24 Hours (ft.) : 96% The maximum potential yields listed above refers to the rate at which the well could be continuously pumped before l00% of the available drawdown would be reached. These test data show that abundant water is available for planned wells in the Lewis and Clark subdivision. The average Anchorage household well would need to be pumped at a rate of 0.31 gpm continuously, when equilibrating this rate to the average daily household usage of 450 gallons/day. The maximum rates listed for the wells above are therefore far above the range of expected normal rates. They indicate that much more water is available than will ever normally be used. P:\2o16 Projects\21607 - Le1.is & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAT\ REPORT\Report\Ground Water Resource Evaluation for the Proposed Levis and Clark Subdivision.doc Page 11 For the Levis and Clark subdivision, 200 lateral feet is the approximate distance between planned wells on separate lots. That hydrogeological modeling of the new wells show that the largest drawdown impact to a property 200 feet away ranges between o and 3.o8 feet when a well is pumped for up to three hours at 2 gallons per minute, a typical rate. The individual well data are listed below: Based on the aquifer test data for well LCW-1, pumping at 3 gpm for 2 hours will result in drawdown of o.o feet at a distance of 200 ft. Based on the aquifer test data for well LCW-2 pumping at 3 gpm for 2 hours will results in drawdown 3.o8 ft. at a distance of 200 feet. Based on the aquifer test data for well LCW-3 pumping at 3 gpm for 2 hours will results in drawdown of o.o ft. at a distance of 200 feet. Most wells in the Lewis and Clark Hillside area contain at least 200 feet of available drawdown. A well 200 feet away from well LCW-2 would draw down 3.o8 feet, which leaves 98.46% of the available water. The drawdown is temporary and recharge begins as soon as pumping is discontinued. Pumping of the other bvo wells would have no drawdown effect for wells 200 feet away. Recharge rates as listed above show that all three wells attain 96% to l00% recharge in the same amount of time or less time than they were pumped during aquifer testing. Well LCW-3 (96%) is the only well that did not achieve l00% recharge in the same time period as the pump test, and it is also the well with the highest (o.8 feet) amount of normal daily water level fluctuation. Based on static water level elevations of the three new wells and laboratory water chemistry results (see Table 1), we conclude that at least two bedrock aquifers exist beneath the Lewis and Clark subdivision. Further, based on observations made during the aquifer testing procedures we conclude that partial connectivity exists between all three wells. Wells LCW-2 and LCW-3 exhibit a higher degree of connectivity than does LCW-1 to either of the other two wells. 5-0 ENVIRONMENTAL CONSIDERATIONS 5.1 Existing Contaminants The proposed Lewis and Clark subdivision is an undeveloped forested parcel. Site inspections by TERRASAT have found no potential contaminants or environmental concerns that currently exist on the property. Potential contaminants and environmental considerations that are commonly associated with development are discussed below. A discussion of the potential for the Lewis and Clark development to affect adjoining or nearby properties is included for each topic of concern. The potential effect of potential contaminants on aquifers that supply drinking water is discussed in section 5.2.5. P:\2o16 Projects\216o7 - Lewis & Clark Subd Hydrogeology -Big Country Ent\REP0R1S\7,1ellN REPORT\Report\Ground Nater Resource E aluation for the Proposed Lewis and Clark Subdhision.doc Page 12 C 5.1.1 Water Quality at Lewis and Clark Water samples were collected from the three new wells drilled in January of 2017. The samples were analyzed for Calcium, Iron, Manganese, Total Dissolved Solids (TDS), and total Nitrogen by Nitrate -Nitrite. Table 1 lists the results of the water sampling. Water quality from the three wells complies with primary drinking water standards for the parameters tested. Iron and manganese exceeds the secondary drinking water standards in some wells, based on desirability of drinking water. Iron or manganese treatment could be employed to reduce these metals from the water supply. Table 1. Results of Water Sampling in January 2017 5.2 Potential Contaminants TERRASAT, Inc. considered potential contaminants that could be introduced to the property as a result of development. Contaminants typically associated with residential development include pesticides and herbicides, automotive wastes, de-icing chemicals, nutrients, and bacteria and viruses. 5.2.1 Pesticides and Herbicides Pesticides and herbicides are likely to be used in small quantities in residential developments. Pesticide use in Anchorage is even less than other parts of the country because we have fewer pests and a short growing season. Both pesticides and herbicides have an affinity for carbon and, therefore, are not mobile in carbon -rich environments. This reduces their capability for overland flow and soil infiltration. This means that pesticides and herbicides will likely remain in root mass, leaf mass, or within the root zone, where they will be trapped and naturally degraded. In the Lewis and Clark development, large lawns or garden areas are not likely to be created by the new owners as the large lot concept that is planned retains most of the currently existing vegetation and trees. This will P:\2o16 Projects\2r607 - Leais & Clark Subd Hydrogeology - Big Country Ent\REPORTS\NLM\ REPORT\Report\Ground water Resounxe Evaluation for the Proposed Legis and Clark Subdisision.doe Page 13 Sample Calcium Iron Manganese TDS Nitrate -Nitrite -N Collection (ug/L) (ug/L) (ug/L) (mg/L) (mg/L) Date Drinking Water NA NA NA NA 10 Standard 'Secondary Drinking Water NA 300 50 500 NA Standard Well ID LCW-1 1/31/17 27000 1330 57.3 246 1.12 LCW-2 1/25/17 54900 ND (oy=78.0) 4.67 286 1.83 LCW-3 1/30/17 43300 ND toy=78.01 59.0 291 0.0378 NA refers to non -applicable items. ND refers to an analyte that was analyzed for but was not detected at a level above the detection limit. Calcium is not a regulated or secondary parameter of water quality in Alaska. Secondary Standards are not regulated by law but are used to suggest good or desirable water quality. DL=Detection Limit 5.2 Potential Contaminants TERRASAT, Inc. considered potential contaminants that could be introduced to the property as a result of development. Contaminants typically associated with residential development include pesticides and herbicides, automotive wastes, de-icing chemicals, nutrients, and bacteria and viruses. 5.2.1 Pesticides and Herbicides Pesticides and herbicides are likely to be used in small quantities in residential developments. Pesticide use in Anchorage is even less than other parts of the country because we have fewer pests and a short growing season. Both pesticides and herbicides have an affinity for carbon and, therefore, are not mobile in carbon -rich environments. This reduces their capability for overland flow and soil infiltration. This means that pesticides and herbicides will likely remain in root mass, leaf mass, or within the root zone, where they will be trapped and naturally degraded. In the Lewis and Clark development, large lawns or garden areas are not likely to be created by the new owners as the large lot concept that is planned retains most of the currently existing vegetation and trees. This will P:\2o16 Projects\2r607 - Leais & Clark Subd Hydrogeology - Big Country Ent\REPORTS\NLM\ REPORT\Report\Ground water Resounxe Evaluation for the Proposed Legis and Clark Subdisision.doe Page 13 result in even lower amounts of pesticides and herbicides than an average Anchorage home that is located in the bowl area. 5.2.2 Automotive Wastes Several types of contaminants are commonly associated with automotive waste. These include hydrocarbons (gasoline or diesel fuels, oils, grease etc.), metals (lead, copper zinc, and cadmium), and antifreeze. These contaminants are typically released to driveways and roadways and are transported in storm water. Storm water in this development will be treated using grassy swales and bio - filtering, will follow Best Management Practices, and will follow the Municipality of Anchorage Storm Water Treatment Plan Review Guidance Manual. This type of treatment is common in other Upper Hillside subdivisions, where the Municipality of Anchorage's Municipal Separate Storm Sewer System (MS4) does not reach at this time. The treated storm water will then be discharged into Rabbit Creek and eventually to Cook Inlet as does all of Anchorage's storm water. Stormwater monitoring in other, higher -density subdivisions within the Municipality of Anchorage show that contaminants from automotive waste seldom if ever reach major conveyances. The amount of automotive waste transported in storm water is expected to be minimal and insignificant. 5.2.3 De -Icing Chemicals The Municipality of Anchorage uses Magnesium Chloride as an anti -icing and de- icing agent on some roadways in Anchorage. Common de-icing chemicals used by residents on walkways and driveways are sodium chloride and calcium chloride. These chemicals may be applied in small quantities and would be significantly diluted by melting snow and rainwater prior to entering the storm water outflow. Low concentrations of de-icing chemicals will be removed with bio filtration. 5.2.4 Nutrients Based on the ADEC Guidance Manual for Class A Public Water Systems and the development plan for Lewis and Clark, we determined that the most likely sources for nutrients would be leaking septic systems, lawn fertilizer, and animal waste. The nutrients that could have the greatest impact on water quality are nitrogen and phosphorus. The fate and transport of nitrogen is described in section 5.3.2 below. Phosphorus, and phosphates, complex with calcium in soil and become insoluble, thus they are less mobile than nitrates. Likewise, nutrients will be filtered by soil or used by the lawns and will be taken up by plants or immobilized within the root zone. 5.2.4.1 Septic Systems Although there is little evidence of the eater table aquifer being used to supply drinking water in the general area, one does exist throughout the area. Septic P:\2ot6 ProjeCtS\21607 - Lewis & Clark Subd Hydrogeology- Big Country Fill\REPORTS\,AAlN REPORT\Report\Ground Water Resource EMlualion for the Proposed Lewis and Clark Subditision.doe Page 14 systems and leach fields within the Lewis and Clark subdivision will be installed above the shallow unconsolidated water table aquifer that exists there. The shallow water table aquifer is distinctly different from the confined unconsolidated or confined bedrock aquifers. The shallow water table aquifer is likely recharged in part from bedrock fractures. The shallow water table is not a known source of potable water for the surrounding community. Septic systems within the Lewis and Clark subdivision will use advanced treatment systems. The results are discussed in section 5.3. In summary, the shallow water table will be protected from microorganisms and nitrates. 5.2.4.2 Lawn Fertilizer The Lees and Clark development includes large lots that are likely to remain mostly forested with the original vegetation and small lawn space. Because of this, we expect that the nitrate loading to the water table aquifer due to leachate from lawn fertilizer and animal waste will be below laboratory detection limits. The process of fertilizer fate and transport in soil explains why ground water in the Upper Hillside area is not susceptible to nitrate contamination from lawn fertilizer. The lawn fertilizer often contains a soluble form of nitrogen known urea. Urea is composed of carbon, oxygen, nitrogen and hydrogen. The urea is converted to ammonia and carbon dioxide. Some of the ammonia is lost as gas to the atmosphere. The remaining ammonia is converted to positively charged ions that attach to negatively charges soil grains. Soil bacteria then convert the ions into nitrate through a process called nitrification. The nitrogen, as nitrate, is now a in a form that is useable by plants and soil microbes. Four main processes remove nitrogen from the soil. Most nitrogen is bound in organic matter, is used by plants, or is used by bacteria and released to the atmosphere as nitrogen gas. The remaining nitrogen, as nitrate, that escapes the root and humic zones is available to leach through the soil. The amount of nitrate available to leach through the soil is reduced further as some of it is immobilized by organic sources below the root zone. Tight soils that slow or prevent the infiltrations of water also prevent the vertical migration of nitrate to the aquifer. The minimum uptake of nitrogen by nine common grass species is 125 pounds/acre/year (Croste, 1997). The minimum uptake of nitrogen by the most popular grass seed mix sold by Alaska Mill and Feed (Fescue and bluegrass) has a minimum uptake of 158 pounds/acre/year and an average uptake rate of 211 pounds/acre/year. According to several university extension services, typical nitrate application rates for urban lawn range from 43 to 174 pounds/acre/year. Hillside Lawn and Snow, an Anchorage lawn maintenance company, reported their normal nitrate application rate to be less than 70 pounds/acre/year. Alaska Mill and Feed recommends applying nitrogen at a rate of 194 pounds/acre/year. The average uptake rate is greater than the expected application rate of nitrate in lawn fertilizer for a typical Anchorage lawn. Furthermore, some nitrate will be immobilized by organic matter and some will be denitrified. This suggests that no P:\2o16 Projects\21607 - LeMs fi Clark Subd l iydrogeologv -Big Country Ent\REP0R75\b1.UN REPORT\Report\Ground Nater Resource E�alualion for the Proposed Levis and Clark Subdi�ision.doc Page 15 nitrate added during lawn fertilization will be able to reach the water table aquifer by leaching through soil in the root zone. Several researchers have looked at nitrate leaching beneath urban lawns under various conditions. Gold et al (199o) looked at nitrate leaching from residential and agricultural land uses. He found that with an application rate of 218 pounds/acre/year only 4% of the applied nitrate leached in the first year of the study. The second year of the study less than 1% leached through the top 8 inches of the -soil profile. Geron et al. (1993) looked at nitrogen leaching from seeded and sodded turf -grass under different a fertilizer programs. Using an application rate of 194.5 pounds/acre/year, he found that in the first year after establishment 26% and 28% leaches from seeded and sodded plots respectively. By the second year of the study, leaching decreased to 3.5% and 11% respectively. He concluded that "the results for the second year are more representative of a stable turf -grass environment". These studies demonstrate that even exceeding the recommended/average application rate, nitrate leaching from lawn fertilizer decreases rapidly as the sod/roots develop. A judiciously managed phased approach to fertilization during lawn establishment will greatly reduce first year nitrogen leaching. 5.2.5 Effect of Surface Contaminants on Water Supply Aquifers The above descriptions of surface contaminant fate and transport show that most contaminants will not reach the water table. Lawns and the use of fertilizers are minimal on Anchorage R-6 zoned lots on most of the Upper Hillside. Pesticide and herbicide use on R-6 zoned lots will likely be minimal and completely insignificant. Thus, the limited use of these types of contaminants reduces the risks of water table contamination to nearly zero. Natural vegetation and soil microbes will further protect the upper water table aquifer. Available well logs and data show that 92 water wells are completed in consolidated rock (bedrock) and twenty-five are competed in unconsolidated (sand and gravel) aquifers. Based on well static water elevations, at least five separate aquifers are being used to supply water to area wells. These do not include the water table aquifer. High static tauter levels in the surrounding subdivisions suggest the dominant recharge of the water table aquifer is from water migrating upward from rock fractures. 5.3 Nitrate Fate and Transport Modeling 5.3.1 ATS Systems The Lewis and Clark development plans to use Advanced Treatment Systems (ATS) for the septic systems on all lots. These systems significantly reduce nitrate effluent using a filter media and biodegradation processes. The filter media reduces virus and bacteria outflow by 99% more than conventional systems. The likelihood of leachate migrating offsite is extremely low to non-existent. The P:\2o16 Projects\21607 - Ic«is & Clark Subd Ilydrogeoloa• -Big Country Ent\REPORTS\14AIN REPORT\Report\Ground Nater Resource Evaluation for the Proposed Uuis and Clark Subdi%ision.doc Page 16 more relevant concern is migration within the Lewis and Clark development, specifically to water well aquifers on downgradient lots. Nitrates from septic systems, as with other compounds, have distinct migration characteristics depending on the media and physical conditions through which it passes. TERRASAT used analytical mathematical modeling techniques to determine the distances and rates at which nitrates are likely to move through the soils at the proposed sites. Of particular concern are water well distances from nitrate sources. Surface water, such as Rabbit Creek, were also considered in the modeling process. 5.3.2 Nitrate Fate and Transport TERRASAT evaluated existing percolation test results, surface topography, water well logs, distances to property boundaries, and distances to active drainages. Sixteen water well logs from surrounding subdivisions provided the basis to determine the thickness of the shallow water table aquifer. We created two appropriate mathematical models to evaluate the fate and transport of nitrogen from the proposed advanced nitrate reducing septic systems. We modeled total nitrogen, which includes nitrates. We found that nitrogen, at the local creek, 430 feet away from the nearest lot, would be less than 0.07 mg / liter. This model assumes that no biological processes denitrify the nitrate between the source and the receptor, in this case Rabbit Creek. Denitrification does occur in aquifers, breaking down the nitrate molecule into nitrogen gas and oxygen. Denitrification by heterotrophic bacteria will occur, with published removal rates in excess of o.oi mg per liter per day and as much as 0.44 m/1 per day. Travel time from the nearest leach field to Rabbit Creek is over 112 days. That means at least I milligram/liter of nitrogen will be denitrified, converted to nitrogen gas, before it reached the creek. Therefore, we conclude that measurable nitrates will not reach Rabbit Creek from septic systems within the Lewis and Clark subdivision. Appendix B contains the worksheets and results of the nitrate fate and transport model. TERRASAT concludes that septic nitrate migration to other properties or to Rabbit Creek is highly unlikely, based on modeling results, the use of ATS systems, and taking into consideration the topographic slopes of the Lewis and Clark property. 5.4 Bacteria and Pathogen Removal Modeling TERRASAT considered the potential migration of five different pathogenic bacteria from a proposed leach field. The bacteria are: ® E. Coli bacteria ® Enterococci bacteria ® Fecal streptococci bacteria • Salmonella bacteria P:\2or6 Projects\216o7 - Le,.Ss & Clark Subd I-lydrogeology -Big Country Ent\REPOM7 MAIN REPORT\Report\Ground Water Resource Enluation (or the Proposed Leuic and Clark Subdivision.doc Page 17 0 Shingella bacteria Bacteria and viruses are primarily removed from ground water by the process of attachment and deactivation, where attachment (think straining) is the dominant process. The Manual of Design for Slow Sand Filtration (1999) states that 97% of coliform bacteria are removed within the first meter (approximately 3 feet) of sand filtration beneath a leach field. More recent studies (Morales, et al, 2014) found removal rates of 99.99% removal of bacteria and 99.99% removal of viruses for drinking water (Predicting Attenuation of Viruses During Percolation in Soils, August, 2002) These studies suggest that more than 99.99% pathogenic organism are removed from septic leachate before the effluent reaches groundwater. Ignoring the primary attachment process, we calculate that 99% E. Coli bacteria that could reach groundwater will be deactivated within 51 feet of the leach field. We conclude that the MOA separation distance of loo feet from a leach field to a domestic water well is much more than adequate. We also conclude that pathogenic organisms will be deactivated before they can reach a lot boundary. In conclusion, the MOA separation distance of loo feet from a leach field to domestic water well is adequate in this subdivision and the local stream is also protected. Most lots are at least 1,000 feet from the stream and the closest lot is more than 430 feet (leach field) to the stream. Appendix B contains the deactivation models for bacteria and pathogens. 6.o AERIAL PHOTOGRAPHIC EVALUATION OF TERRAIN TERRASAT evaluated aerial photographs of the area to interpret site drainage and topography. 6.1 Surface Drainage Surface drainage of the Lewis and Clark parcel is currently overland in an approximate southwestern direction as is moves downgradient toward one of the branches of Rabbit Creek. This was also verified by onsite inspections. A historic segment of Rabbit Creek was discovered that existed along the eastern border area of the parcel. Figure 7 shows this segment. This was verified by investigating older maps and documents and TERRASAT found that this segment was likely changed when Canyon Road was constructed. 6.2 Site Topography Lewis and Clark subdivision is situated in a low point topographically compared to properties northeast and east of it. Some properties to the northwest lie cross gradient (on the approximate same elevations) as portions of Lewis and Clark. A very small portions of land to the southwest lies downgradient of the property of interest. Finally, while no land is developed in that area, the land directly south of P:\2o16 Projects\21607 - Legis fi Clark Subd Hydrogeology -Big Country Ent\REP0RTS\b1AI1Q REPORT\Report\Ground Water Resource E nlua tion for the Proposed Lewis and Clark Subdhision.doc Page IS Lewis and Clark is downgradient of the development. Rabbit Creek prevents surface flow from moving south beyond Rabbit Creek as is accepts any runoff from up -gradient areas. Figure 5 shows this relationship. 7. o CONCLUSIONS TERRASAT was concerned about the sufficiency of groundwater to support the Lewis and Clark subdivision. We were also concerned about what impact water wells would have on the new subdivision and on the surrounding neighboring water wells. We found that more than 10 million gallons per day of groundwater flows through this area of the south Anchorage hillside, far in excess of what the existing community uses. We found that groundwater recharge is from several watersheds south and east of this proposed development. TERRASAT concludes that recharge is expected to remain abundant and far in excess of the demands of residential use. Available eater well logs and a statistical analysis show that the community within a half mile of the Lewis and Clark subdivision exploits groundwater from at least five different aquifers. Recharge for these aquifers are up -gradient from the Lewis and Clark subdivision. Therefore, TERRASAT also concludes that, drinking water qualify is expected to remain unaffected by the new land development. Based on static water level elevations of the three new wells and water chemistry laboratory results we conclude that at least two bedrock aquifers exist beneath the Lewis and Clark subdivision. Further, based on observations made during the aquifer testing procedures we conclude that partial connectivity exists between the three wells. Wells LCW-2 and LCW-3 exhibit a higher degree of connectivity than does LCW-1 to either of the other two wells. Test data shows that maximum well yield is in the range of 7.4 gpm to 135 gpm for the three water wells recently completed. Wells in this subdivision are expected to use an average of 0.31 gallons per minute. We predict that the drawdown 200 feet away will be up to 3.08 feet, an insufficient amount to impact the neighboring lots. Recharge is expected to be complete within minutes to several hours after the pumps are off, meaning the small, insignificant impact will only last for several minutes. Therefore, we conclude that impact to wells on adjacent lots will be insignificant. TERRASAT evaluated the concern that other nearby subdivisions have a significant nitrate problem in their aquifers. Two reports about nitrates exist for this area. Both reports state that nitrate levels are low and are not concerning. TERRASAT evaluated newer data from the Municipality of Anchorage. We found low levels of nitrate exist and conclude that the newer data is consistent with the previous reports. We found that nitrate concentrations increased in some P:\2o16 Projects\216o7 - Lewis & Ciark Subd Hydrogeology, -Big Country Ent\REP0RTS\TL1H. REPORT\Report\Ground Wa ter Resource Evaluation for the Proposed Leis and Clark Subdi%ision.doc Page 19 subdivisions and decreased in others. We further conclude that rates of increase are low and consistent with past information. TERRASAT also evaluated the vulnerability of Rabbit Creek from development of the subdivision. Several community members expressed concern that nitrates from septic systems could have a negative impact to the water quality of the creek. We conducted mathematical modeling to evaluate the fate and transport of nitrates from proposed septic systems. Specifically, we modeled the septic system that would be closest to the creek. The results show that in a worst-case scenario, nitrate would reach the creek at a concentration of 0.07 milligrams per liter. However, this assumes that no denitrification occurs. Denitrification by heterotrophic bacteria will occur, with published removal rates, in excess of o.01 mg per liter per day and as much as 0.44 mg/l. Travel time from the nearest leach field to Rabbit Creek is over 112 days. That means at least 1 milligram/liter of nitrogen will be denitrified, converted to nitrogen gas, before it reaches the creek. Therefore, we conclude that measurable nitrates will not reach Rabbit Creek from septic systems within the Lewis and Clark subdivision. TERRASAT investigated the concern of several community members that nitrates from the Legis and Clark subdivision could impact their water supply. Soils within the Lewis and Clark subdivision will, for the most part, support conventional septic systems. However, as good citizens and protectors of the environment, the developers are proposing to use advanced nitrate reducing septic treatment systems, reducing nitrate output by a factor of three from conventional systems. The ultimate fate of the nitrates after leaving the leach field is that they will ultimately reach the upper water table. In the upper water table, heterotrophic bacteria veil, denitrify the nitrates into nitrogen gas and nitrous oxide gas. We modeled nitrate migration to the nearest lot line in the water table. Nitrate concentrations will be less than o.1 mg per liter at the lot boundary, minus the amount removed by denitrification, which could easily be 0.5 mg per liter. TERRASAT concludes therefore that nitrates will not likely reach an adjacent lot. TERRASAT examined other potential impacts to the environment, such as stormwater runoff towards Rabbit Creek, pesticide use and the existence of wetlands. This low-density land development is expected to protect the natural resources and surrounding communities. We conclude that the preservation of the existing wetlands will allow the distinct existing biological communities to continue their function of treating stormwater and protecting Rabbit Creek water quality. ' Morales Parra, Ivan, "Modeling Onsite Wastewater Treatment System Contaminants in Current and Climate Changing Conditions" (2015). Open Access Dissertations. Paper 376. pgl 18. P:\2o16 Projects\2i6o7 - Let-& & Clark Subd Hydrogeologp -Big Country Lnt\REPORTS M.VN REPORT\Report\Ground Nater Resource Evaluation for the Proposed Lewis and Clark Subdhision.doc Page 20 Please contact us at (907) 344-9370 if you have any questions or would like further information. Prepared By: Approved By: Cali Swatlowslu (for Steven Smith) Dan Young Project Environmental Scientist Principal, CPG, #7811 P:\2o16 Projects\21607 - Leivis & Clark Subd Hydrogeology -Big Country Ent\REPORTS\MAIN REPORT\Report\Ground Nater Resource Evaluation for the Proposed Lewis and Clark Subdivision.doc Page 21 ley r o ;iJ tf knf i -i t yyt^�ii7 5 S> l.T _ ___ 3 fn f ley r o ;iJ tf knf i -i l.T _ ___ 3 fn f rt,7_ - zh O. • Mn O L + 1� � O L f�? C7a J J CD O U W L LL M ''W^^ r Vi O .� CL N nO �> 4— c CO O LU J � F (� Q) . LL n -i may. ;iJ tf knf i -i - �., �' 1'"• _ z,, a A' _ ___ zh O. O L J J CD O U W L LL M ''W^^ r Vi O .� CL N nO �> 4— c CO O LU J � F (� Q) . 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W • c.l 1 c �=�SQ L LL j J T T • J j w d 00 -^ _ A J - O • r � 0 n- O \ � J o a_ A A m O U J I� lo r^ 'Ln iL�U 1 ai �O 1 _ �sg r 3 N u'S =O i.VL _ �I {� co I til r o coo ,1 C O LD\ _ OC 9 IMP J Ii ® Ol, m 0 I o F0` 3 z 7 n _.... ti 2�0 a cu � u7 O N z `A T:Lti ora" •L O Q :3 Iap� rY/' -Q LL I � is 11 f •,8. _ _ �1 �-"�( ai �O 1 _ �sg I til o coo ,1 C _ J 3 z 7 cu � N O O Co FAM [ Is a m 1011 M..A Residential Well Data =11111111111 1 =11101111110111 111111 11110111111111111111111111111 HIM .10 1111111111111111111111 1111 M11111111111111111111 M11111111111111111111111111111111111111111111111111 I H,111111111111111111 111111111 1111111111111111111111111111 M1111111111111111111 I 1111111 111111111111111111111111111 U1111111111 111111111 11 11 oil . . . . . . . . . . . ...... .... . loll �r eo Nitrogen and Bacteria Fate and Transport Models Lewis and Clark Subdivision— Nitrogen Migration in Water Table from a Sanitary Leach Field that is Designed to Serve a Single Family House Three Dimentional Mass Solute Analytical Solution Introduction Mass solute can be modeled with 1-.2-. and 3-dimensional analytical groundwater models, as well as with a mass balance equation. Numerical models are much more complex and are used when multiple sources, multiple sinks and variable site conditions exist. Numerical models are appropriate when much more information is available, such as the horizontal and vertical distribution of hydraulic conductivities and porosity. This information is seldom known across the domain of a leach field to a down gradient receptor in Alaska. We choose a 3-dimensional analytical model because it provides a good understanding of what occurs down gradient of a leach field. Analytical models have proven to be powerful tools to evaluate solute transport and are abundant in the hydrogeological literature. The 3-D model considers longitudinal dispersion, transverse dispersion and vertical dispersion, three important transport process that are only approximately accounted for in a mass balance model. This 3-dimensional analytical model ignores molecular diffusion because diffusion is so small compared with mechanical dispersion in a flowing aquifer that diffusion becomes trivial. This 3-D model ignores precipitation entering the aquifer. Precipitation in South Central Alaska is small enough, over the model domain (<8% of recharge), that it will not significantly influence the final concentration at the compliance point. This 3-D model considersaquiferthickness andappropriatelyrestricts vertical dispersion to the maximum depth of the aquifer. Nitrate is biodegradeble as it migrates down gradient from its source. _Biodegradation rates are not available so the process is eliminated from this model. The results are likely biased high at the compliance point, meaning the actual results will be lower than shown. Assumptions The aquifer is uniform thickness. This is a limitation of the analytical model. We therefore assume that the aquifer is uniformly 12.7 feet thick, based on the average of 19 local water well logs. The aquifer could be as thick as 24 feet in places, which means significant dilution will likely occur before water reaches the compliance point. We selected 12.7 feet thick because the mean is likely the most representative value to represent site conditions, based on available water well logs from adjacent subdivisions. We assume that the aquifer is infinite laterally and down gradient. This is likely true, within the domain of the model. Water well logs from surrounding subdivisions support this assumption. TERRASAT, Inc. Groundwater Solutions Page 1 of 5 We assume that mechanical dispersion is much greater than molecular diffusion. We assume molecular diffusion is trivial in this model and is therefore omitted. This is a safe assumption when hydraulic conductivities are moderate or higher. If molecular diffusion was significant, the final concentration at the compliance point would be decreased. We assume that nitrogen, as it migrates, does not react with minerals or elements in the aquifer.This assumption is likely valid for nitrogen, as most models with nitrogen assume nitrogen travels at the same rate of groundwater flow. We assume sorption does not occur for nitrogen. Nitrogen is generally known as a conservative solute, traveling at the same velocity as groundwater. If conditions exist where nitrogen does adsorb to soil particles, these models would predict higher concentrations at the compliance point than are actually likely to occur. We assume that we have a continuous flow of both groundwater and nitrogen input from the source. Even though nitrogen is episodically discharged throughout a day, an average value is sufficient to evaluate the hydrogeologic model. Lastly, for the Lewis and Clark Subdivision, we assume nitrates and septic effluent will likely not reach the water table, because most of the 30 plus test pits show an aquitard exists above the water table, causing effluent to remained perched. Inputs Source 'conditions Nitrogen concentration beneath septic adsorption bed, effluent. C,,:= 15.6 • mg This is a weighted average from 117 advantex sites independently L tested and reported in the Advantex literature. R:=1. Retardation, 1_for no retarditation Y:=30 -ft Width of leach field above aquifer Z:=1 • ft Depth of leachate penetration into top of aquifer, likely <1 foot Receptor x -.=430 -ft Distance to receptor, lot closest to creek t:=1.1 • yr Time since source began leaching into aquifer Aquifer_ conditions hydraulic gradient (measured from MOA 10 -foot contour data of _ is=0.13 land surface, the average slope of 23 lots) k:=0.003• cm =8.5 ft hydraulic conductivity (based on percolation tests results) S day TERRASAT, Inc. Groundwater Solutions Page 2 of 5 7%e==0.3 Ettective porosity (assumed, text book range for sand) b:=12.7 • ft aquifer thickness (minimum, based on existing water well logs) v:= `i =3.685 ft Aquifer velocity 77e day ax:=0.1 -x Longitudinal dispersivity, parallel to x-axis, Gelhar eta/. 1992 ce :=.1 •ax=4.3 ft Transverse dispersivity, perpendicular to x-axis, typically 10% of longitudinal dispersivity a,:= .025 -a 1. 08 ft Verticlal dispersivity, typically 10% of transverse dispersivity Function Definitions V:= I • ft offset from x axis at downgradient compliance point z:= I , ft vertical offset from x axis at downgradient compliance point 2 ':= �b—Z) X x' is used in the Z component to limit vertical dispersion to the az thickness of the aquifer Y Y Y+— y-- ?%connpone�tt:=erf _ 2 —erf 20.5 os 4• (a,•x) 4 - (a,•x) z+Z z—Z Lcomponent := erf — erf 5 2 • (az • x') �2- (az . x') t:=10 • yr This is a guess value for time ': Solve for time to reach steady state to reach steady state concentrations at distance from source 0:= —2 when j3=-2 concentration x=430 ft is at steady state conditions _ v • t v•t x R X— R /3:= _ —2.082 t) I v'tl 2 - (21.t 2 - ax• J ax• R J When p <-2, aquifer is at steady state steadyscate_thne:=find (t)=1.05 yr conditions at x=430 ft from source TERRASAT, Inc. Groundwater Solutions Page 3 of 5 Analysis x:=430• ft Y=1 ft Z=1 ft t:= steady,,t,,t,_jj,,,, = 1. 05 yr CoX—V-t C.YZt:=_ erfc Ycomponent ZC07711)OTIe7d 8 2. (ax. V. t) 0.5 Results --- ------- . ............. .... ...... mg, Maximum nitrogen concentration in aquifer at x=430 ft from source and aquifer has reached steaty state concentrations. II Conclusions ----------- --- - ---- .... ........ ..... ..... ----- --- -111 ........ ... This three-dimensional analytical mass transport equation is an appropriate model to evaluate leachate in a septic system drainfield with essentially continuous source release. The model is widely used and accepted throughout the groundwater industry. The model assumes groundwater velocity in one direction with mechanical dispersion down gradient, transverse to the gradient, and vertical to the flow direction. Results from these evaluations show that after the flow field reaches steady state, the highest concentration directly down gradient at x=430 ft will be I Cx, 0. 1 mg OT�. Sources: Domenico. P., and Schwartz, F., 1990, Physical and Chemical Hydrogeology, John Wiley and Sons, Inc. 504 pps. Domenico, P.A., and Robbins, G.A., 1985, A New Method of Contaminant Plume Analysis, Ground Water, Vol 23. Alvarez, J.J. and Illman, W.A., 2006. Bioremediation and Natural Attenuation, John Wiley and Sons, Inc., p. 177. TERRASAT, Inc. Groundwater Solutions Page 4 of 5 Mass Transport Conceptual Model Additional resources: N a {D C7 O Devlin, J.F., et. al, 2012, Using the Domenico Solution to Teach Contaminant Transport Modeling, Journal of Geoscience Education, vol 690, pps 123-132. 'The Domenico solution is a heuristically derived equation that closely approximates rigorous solutions to the advection dispersion equation under conditions that are representative of real world plumes" (page 132 in conclusions). Gelhar, L.W. of al., 1992, A Critical Review of Data on Field -scale Dispersion in Aquifers. Water Resources Research 28(7):1955-1974. Dispersivity values are calculated with Gelhar et al. methods. Tong, W. and Rong, Y., 1999, Domenico Spreadsheet Analytical Model Manual, Underground Storage Tank Section California Regional Water Quality Control Board - Los Angeles Region, 17p. Pennsylvania Deapartment of Environmental Protection, 2014, User's Manual for the Quick Domenico Groundwater Fate -and -Transport Model. 30 p. TERRASAT, Inc. Groundwater Solutions Page 5 of 5 ®eactiviation of Pathogenic Organisms Nl :=1 Final number of colonies or viruses at specified distance from leach field N2:=10000 Number of initial colonies or viruses N2 logreduction:=log =4 1 t T = rN _log 2 l ) t = T • 1097eduction Average days to achieve 90% deactivation for groundwater less than 59 degrees F. TColiforna_Lacteria:= 6.6 • day r TEnterocci_bucte7za°=3.v• day TFccal_streptococci'= 3.5 - day log reduction in bacteria or viruses T is the inactivation rate, t is time to deactivate with logreduction = 4 Rearrange and solve for t = time to deactivate Time to achieve deactivitation for logreduction=4 tcoliform-=TCollform_bacteria'logreduction=26.4 day t:= 7--r-rderocci-buderia • 10greduction= 14 day t :=TFecal_streptococci' logreduction = 14 _day TSahnonella:= 2.0 •Clay t=TSalmonala' logreduction = 8 day TShigella:= 3.5 • day t :=TShigella' logreduction =14 day Seepage Velocity is Vs=k*i / k is hydraulic conductivity 0:=.28 Porosity k:= 8.3• d t Hydraulic conductivity y is=0.13 gradient measured from source to receptor k i ft 3.9 Seepage velocity day Distance from leachfield to inactivation, assuming that teoliform'vs=102 ft bacteria travels as fast as the seepage velocity. Coliform bacteria form slime colonies and can only travel as fast as the colony can grow downgradient. Pyne,David, 2005, Aquifer Storage Recovery, 2nd Ed., p 272, ASR Systems, LLC. Maliva, R., and Missimer, T., 2010, Aquifer Storage and Recovery and managed Aquifer Recharge Using Wells: Planning, Hydrogeology, Design and Operation, Pg. 385. Published by Schlumberger Marketing Communications. APPENDIX C High Water Site Measurements o u) o CD 0 to to 0 0 m o v) 0 1n o o Lt) 0 0 1, to to 0 0 0 0 1n o o to M o d. 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Ln Ln ko Q Ln in p 0 0 0 0 0 p 0 0 0 p rnp p p p p p p N 00 N to W O Ln to Z 00 H H H H lD n in N H to in M 1` tHo p p p vi p \ 06 H H 00 rn H tri W ti L N Y O H N M CF to w h W m O H N M Ct lD r- W m O H N Z Y H N M CY to W I� 00 61 H H H H H H H H H H N N N N N S N N N N fn M M Q m S S S S== S 2= S S S S S S S S S S S S S S S S S S S S S S S Q F- I- !- F- F- F- F- i- M _ P Ln Ln O O LO n O O Z 0 m O O LD O O N to O N In w 1` CD N c -i N a a Q to 01 H H m th M 00 0 0 W w n cr Ln 6 zt O O Z Z Z - to V' O O d' v1 d- to try to 4 4 O O N 4 Q e-1 ri ri ri r1 N N N H e -i H ri ri r1 ri rl rl r1 H H e -I H i -I m ri N z 0 0 m D D D O Z Z Z o 0 I� 0 rt1 000000-10000 C h t0 e -i to N Z 0� O m 0 O M 0 0 Z Z Z 0 0 O '? 0 0 0 0 0 0 O C? 0 0 0 0 m H H CD rl tp z 0 00 m O O M D O Z Z Z tl1 0� t!1 I'? D a 0 0 0 0 0KZt� t\ 0 0 0 0 ryj H H ri N ei t0 ` z D D D D O Z z Z t0 O N N M N In CL 0 0 0 0 0 0 0 O r1 Q> ori ri e -i 0 6 to rl tD z 0 N 0 0 0 0 z Z Z m to00 'I D Ln Ln o- 0 0 0 0 0� mO 0 0 e -i ri Lr) r-1 rn rl 66 r�-1 tD N z 0 O00 O rn Z Z 0 0 _ Z _ Z _ Z 0 0 0 0 to 0 0 0 z 0 0 Z Z Z 0) to rl �¢ 0 Ln -+ O � a¢ o o z z z ¢ a a a¢ a a a a¢ a s z � 0 Z z z z z z z z z z z z z z \ cn z N N 1D a to In to rl \ Z N N O\l tD N a a a a N z z z z to Lq r` ri N � 00 rl N M cY to Y Y Y Y ri N m z z z z 3 3 3 N O O S S O r1 N M tt to l0 I� 00 0) O r1 N N w S S S S N M d' to tD 1� 00 Q1 ri rl c -i ri ri ri ri ri ri ri N N Z Z z 0 DID 0 0 0 DID 0 0 0 0 0 O O 0 D. 0 0 Well Logs PROJECT: BORING ID: 21607 LCW-1 LOCATION: WELL ID: Anchorage, Alaska i LCW-1 TERRASAT, INC. DRILLING CONTRACTOR: 'NORTHING: EASTING: 4203 Iowa Drive Anchorage, AK M -W Drilling for TERRASAT, Inc. j 2594227 1690709 DRILLING EQUIPMENT: !GROUND SURFACE ELEV.: TOC ELEVATION: Acker 1172 1174 i DRILLING METHOD: !TOTAL DEPTH: DEPTH TO WATER: Air Rotary 375 21 LOGGED BY: _l SAMPLING METHOD: PATE STARTED: DATE COMPLETED: SCS semi -continuous via bluey tube ( 12/16/16 1/10/17 Description Well Construction 0 svd � Peat, organics, wood Gravelly sand, silty, brown -dry 20 sswN sw-cw i , . • • � Inorganic clay lens, grey Water - likely water table - thin 1-2 foot - < 1 gal/min 40 GW �— ....—.... Higher percentage gravel Gravelly sand, silty, brown; some organics i 60 I :-'.... r silly, sandy gravel BEDROCK 43 FT BGS- Weathered - greywackee BEDROCK CONSOLIDATED - greywacke 80 ...... ::_—� — • - CASING CASING ENDS AT 65 FT BGS • BEDROCK - greywacke 100 — :: ; BEDROCK - shale BEDROCK - greywacke -120 :—...... , w 140 r' :-•' j i6,0 180 200 Water - very thin fracture zone - 0.5 gal/minute water 220 BEDROCK - greywacke ; '_- Water - several very thin fractures - total water production { — • 1-1.5 gal/minute 240 -- ..BEDROCK - greywacke with quartz and other hydrothermal ... • • • •J mineralization _ 260 280 I 7. 300 320 �'-........r 340 360 '- •'• : • -' Water - additional 0.5 gallminute water - total 2 gallminute BEDROCK with small fracture zones - total water 3 gal/minute 380 TD at 393 FT BGS - Producing 3 gal/minutes NOTES: Notes here More notes here PROJECT: ( BORING ID: 21607 ; LCW-2 _ LOCATION: ; WELL ID: Anchorage, Alaska _ LCW-2 TE RRASAT, INC, TEIowa DRILLING CONTRACTOR: NORTHING: EASTING: Drive i Anchorage, AK M-W Drilling for TERRASAT, Inc. i 2594343 1690507 DRILLING EQUIPMENT: (GROUND SURFACE ELEV.: TOC ELEVATION: Acker 1164 1166 DRILLING METHOD: (TOTAL DEPTH: DEPTH TO WATER: Air Rotary 256 51 LOGGED BY: SAMPLING METHOD: DATE STARTED: DATE COMPLETED: SCS 5-foot continuous sampler12/1' 3/16 I 12/14/16 N U � i j _ Description I Well Construction ZL o f I I I 0 PT — — Peat, organics, wood SW Gravelly sand, silty, greenish brown �0 iSW-SM •--•-••••.I very silty sand, some coarse gravel Gravelly, sitly sand - well graded sand - dry SW 40 :} §W-§M Gravelly, sitly sand, more gravel 60 — :i WATER - very thin layer < 1 gal/min i _' i BEDROCK- Not completely consolidated - greywacke matrix- ! •••j CASING ENDS _ BEDROCK - Alternating between brown and grey - —� I Consolidated - moist at 92 ft.So 1 ----I BEDROCK - dry after 95 ft. 1,70 _ i J —........ — •... i BEDROCK -SHALE BEDROCK - Alternating between shale and greywacke i 120 -..... — —---- � WATER - 3-5 gall/min - Fracture zone likely 3-4 ft thick BEDROCK - greywacke 140 - :::: _- j 160 - —':.- Water - additional 1-2 gal/minute - thin fracture zone _„•,—i BEDROCK - greywacke with quartz hydrothermal veining ' 180 I .—_... _• -- i Water - additional 1-2 gal/minute - total of 6 gal/minute ” Additional water in several very small fractures -total 8-10 i - — ` —1! gal/minute 200 .. 220 ....... 240 .. ::� BEDROCK -greywacke with green and white mineralization �_ — .... 256 - Producing 10 gallminute j 200 NOTES: Notes here More notes here PROJECT: !BORING ID: 21607 LCW-3 LOCATION: !WELL ID: Anchorage, Alaska LCW-3 TERRASAT, INC. DRILLING CONTRACTOR: NORTHING: FEASTING: Iowa Drive Anchorage, AK Anchorage, M-W Drilling for TERRASAT Inc. 2594335 g � � 1690362 DRILLING EQUIPMENT: !GROUND SURFACE ELEV.: TOC ELEVATION: Acker i 1155.5 1166 DRILLING METHOD: TOTAL DEPTH: DEPTH TO WATER: Air Rotary 236 30 to Water Table LOGGED BY: (SAMPLING METHOD: DATE STARTED: DATE COMPLETED: SCS 5-foot continuous sampler 12/6/16 ! 12/8/16 � t U CL 0 ! U Description Well Construction O I 1 0 j PT Peat, organics, wood SW Gravelly sand, silty, brown - dry SW-G Gravel content 45%, silty sand 20 a � �- Gravelly sand, silty, brown; some organics SW : Inorganic clay lens, grey i Silty sand, little gravel, fine sand WATER TABLE - 1 foot thick - little water 40 -SC SC-SMF ::-,.... t.'. CLAYEY sand - likely confining layer Clayey-Silty Sand, fine gravel Clayey Sand - Sand-Clay Mixture, some fine gravel SW rl•:•:...... Gravelly, sitly sands 60 SW-SCI=-.• L "—""" Clayey, gravelly, Silly Sand j SW-SC Clayey, gravelly, silly sand - WATER, very little, either thin ! SW lI' ' ' ' ' ' 1-2 ft layer or from snow in drill pipe j Gravelly sand, fine gravel, silt 80 jsW-smL .... : Silty, gravelly, sand - brown I ! SM Silty sand, little or no gravel I 1 I BEDROCK - Weathered/fractured ; red iron colored- mixed ; i00 -j i • •— ' —..,...•1 with silt and fine sand I ' -1 jI becomes more consolidated 120 ..... " ..-- j Fully Consolidated Bedrock - greywacke r 140 :— . _' ; ;: shale 160 i _..... — WATER -Small fracture zone < 1 gal/min • • • • • — shale consolidated 180 — 200 a.... ', WATER Large fracture 4-6 . • - zone - gal/min BEDROCK 220 240 . • • • • • • TD at 236 FT BGS Producing 6 gal/minutes NOTES: Notes here More notes here m•• AgteSoly Aquifer Test Results AQTESOLV for Windows Data Set: P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPOR Date: 02/07/17 Time: 13:06:42 PROJECT INFORMATION Company: TERRASAT Client: Big Country Enterprisesl-C Project: 21607 Location: Anchorage, Alaska Test Date: 1/31/1T Test Well: LCW-1 AQUIFER DATA Saturated Thickness: 70. ft Anisotropy Ratio (Kz/Kr): 0.93 Slab Block Thickness: 1. ft Spherical Block Diameter: 1. ft Fracture Length: 1. ft Fracture Radius: 1.658 ft PUMPING WELL DATA No. of pumping wells: 1 Pumping Well No. 1: LCW-1 X Location: 0. ft Y Location: 0. ft Casing Radius: 0.25 ft Well Radius: 0.25 ft Fully Penetrating Well No. of pumping periods: 4 Time (min) (Y 360. Pumping Period Data Rate {ggaf�ii7 -(min 2. _-36• . 2. 1440. OBSERVATION WELL DATA No. of observation wells: 1 Observation Well No. 1: LCW-1 X Location: 0. ft Y Location: 0. ft Radial distance from LCW-1: 0. ft Fully Penetrating Well No. of Observations: 963 Rate al/nein 0. Displacement ft 3:728 3.728 3.68 3.993 3.731 3.468 3.206 2.971 2.732 2.494 2.279 02/07/17 1 13:06:42 Observation Data Time min) Dis lacp ement , I ---TiA (min) 1. 0.052 242. 1.5 0.218 242.5 2. 0.29 372. 2.5 0.409 372.5 3. 0.552 373. 3.5 0.648 373.5 4. 1.006 374. 4.5 1.363 374.5 5. 1.626 375, 5.5 1.769 375.5 Rate al/nein 0. Displacement ft 3:728 3.728 3.68 3.993 3.731 3.468 3.206 2.971 2.732 2.494 2.279 02/07/17 1 13:06:42 AQTESOLV for Wi Timemin _-6: Dis lacement (ft) -84--`"`. Time (min) -378. Displacement R -�2 6.5 1.936 376.5 Ub4 1.826 7. 1.983 377. 1.635 7.5 2.055 377.5 1.444 8. 2.127 378. 1.25 8.5 2.198 378.5 1.063 9. 2.222 379. 0.869 9.5 2.508 379.5 0.702 10. 2.866 380. 0.538 10.5 3.295 380.5 0.371 11. 3.629 381. 0.204 11.5 3.939 381.5 0.034 12. 4.13 382. -0.106 12.5 4.225 382.5 -0.249 13. 4.392 383. -0.395 13.5 4.488 383.5 -0.538 14. 4.607 384. -0.657 14.5 4.753 384.5 -0.801 15. 4.893 385. -0.92 15.5 4.989 385.5 -1.063 16. 5.06 386. -1.182 16.5 5.182 386.5 -1.301 17. 5.278 387. -1.421 17.5 5.349 387.5 -1.516 18. 5.466 388. -1.635 18.5 5.54 388.5 -1.731 19. 5.564 389. -1.826 19.5 5.588 389.5 -1.945 20. 5.683 390. -2.017 20.5 5.731 390.5 -2.112 21. 5.779 391. -2.208 21.5 5.826 391.5 -2.303 22. 5.871 392. -2.375 22.5 5.922 392.5 -2.47 23. 5.946 393. -2.545 23.5 5.993 393.5 -2.616 24. 6.041 394. -2.712 24.5 6.065 394.5 -2.783 25. 6.136 395. -2.828 25.5 6.184 395.5 -2.926 26. 6.232 396. -2.998 26.5 6.256 396.5 -3.069 27. 6.327 397. -3.117 27.5 6.351 397.5 -3.189 28. 6.399 398. -3.26 28.5 6.399 398.5 -3.308 29. 6.446 399. -3.379 29.5 6.47 399.5 -3.427 30. 6.59 400. -3.475 30.5 6.542 400.5 -3.546 31. 6.613 401. -3.594 31.5 6.613 401.5 -3.642 32. 6.613 402. -3.689 32.5 6.685 402.5 -3.764 33. 6.685 403. -3.812 33.5 6.709 403.5 -3.859 34. 6.709 404. -3.907 34.5 6.733 404.5 -3.931 35. 6.78 405. -3.979 35.5 6.78 405.5 -4.026 36. 6.78 406. -4.074 36.5 6.804 406.5 -4.122 37. 6.831 407. -4.146 37.5 6.828 407.5 -4.193 38. 6.876 408. -4.241 38.5 6.876 408.5 -4.268 39. 6.923 409. -4.312 39.5 6.923 409.5 -4.363 40. 6.971 410. -4.387 40.5 6.947 410.5 -4.435 02/07/17 2 13:06:42 AQTESOLV for Windows Time min Displacement (ft) Time min Dis lap cement ft ----471. 1 41.5 7.019 411.5 4.44852 42. 7.022 412. -4.53 42.5 7.022 412.5 -4.554 43. 7.09 413. -4.578 43.5 7.093 413.5 -4.629 44. 7.141 414. -4.649 44.5 7.141 414.5 -4.673 45. 7.117 415. -4.7 45.5 7.165 415.5 -4.724 46. 7.189 416. -4.772 46.5 7.165 416.5 -4.796 47. 7.213 417. -4.796 47.5 7.237 417.5 -4.843 48. 7.237 418. -4.867 48.5 7.284 418.5 -4.891 49. 7.284 419. -4.915 49.5 7.284 419.5 -4.939 50. 7.308 420. -4.962 50.5 7.332 420.5 -4.986 51. 7.383 421. -5.01 51.5 7.359 421.5 -5.01 52. 7.359 422. -5.058 52.5 7.407 422.5 -5.058 53. 7.43 423. -5.106 53.5 7.43 423.5 -5.106 54. 7.454 424. -5.129 54.5 7.454 424.5 -5.153 55. 7.454 425. -5.177 55.5 7.454 425.5 -5.177 56. 7.478 426. -5.201 56.5 7.502 426.5 -5.225 57. 7.502 427. -5.249 57.5 7.526 427.5 -5.273 58. 7.502 428. -5.296 58.5 7.526 428.5 -5.32 59. 7.55 429. -5.32 59.5 7.55 429.5 -5.344 60. 7.573 430. -5.344 60.5 7.597 430.5 -5.368 61. 7.597 431. -5.392 61.5 7.624 431.5 -5.416 62. 7.597 432. -5.416 62.5 7.645 432.5 -5.439 63. 7.645 433. -5.463 63.5 7.648 433.5 -5.463 64. 7.672 434. -5.487 64.5 7.696 434.5 -5.508 65. 7.693 435. -5.511 65.5 7.696 435.5 -5.535 66. 7.72 436. -5.535 66.5 7.72 436.5 -5.559 67. 7.72 437. -5.559 67.5 7.696 437.5 -5.583 68. 7.624 438. -5.583 68.5 7.624 438.5 -5.606 69. 7.672 439. -5.606 69.5 7.648 439.5 -5.63 70. 7.696 440. -5.654 70.5 7.743 440.5 -5.654 71. 7.746 441. -5.678 71.5 7.72 441.5 -5.678 72. 7.743 442. -5.702 72.5 7.743 442.5 -5.702 73. 7.746 443. -5.702 73.5 7.743 443.5 -5.726 74. 7.77 444. -5.726 74.5 7.77 444.5 -5.75 75. 7.746 445. -5.75 75.5 7.77 445.5 -5.773 02/07/17 3 13:06:42 AQTESOLV for Windows Time min Displacement Lj p 1.746- Time (minj �-`_ Displaceent (ft) m - -5.77-"_ 76.5 7.77 446.5 -5.773 77. 7.77 447. -5.797 77.5 7.77 447.5 -5.797 78. 7.77 448. -5.797 78.5 7.77 448.5 -5.821 79. 7.746 449. -5.845 79.5 7.77 449.5 -5.845 80. 7.77 450. -5.845 80.5 7.77 450.5 -5.869 81. 7.77 451. -5.893 81.5 7.723 451.5 -5.893 82. 7.651 452. -5.893 82.5 7.603 452.5 -5.916 83. 7.606 453. -5.916 83.5 7.532 453.5 -5.916 84. 7.508 454. -5.94 84.5 7.484 454.5 -5.94 85. 7.46 455. -5.94 85.5 7.389 455.5 -5.964 86. 7.365 456. -5.964 86.5 7.317 456.5 -5.988 87. 7.341 457. -5.988 87.5 7.293 457.5 -6.012 88. 7.246 458. -6.012 88.5 7.246 458.5 -6.012 89. 7.198 459. -6.036 89.5 7.174 459.5 -6.036 90. 7.15 460. -6.036 90.5 7.126 460.5 -6.06 91. 7.126 461. -6.06 91.5 7.079 461.5 -6.06 92. 7.031 462. -6.083 92.5 6.959 462.5 -6.083 93. 6.888 463. -6.083 93.5 6.792 463.5 -6.107 94. 6.745 464. -6.107 94.5 6.673 464.5 -6.11 95. 6.625 465. -6.107 95.5 6.578 465.5 -6.131 96. 6.53 466. -6.131 96.5 6.458 466.5 -6.131 97. 6.411 467. -6.155 97.5 6.339 467.5 -6.158 98. 6.268 468. -6.158 98.5 6.22 468.5 -6.158 99. 6.172 469. -6.182 99.5 6.148 469.5 -6.182 100. 6.101 470. -6.182 100.5 6.029 470.5 -6.182 101. 5.958 471. -6.206 101.5 5.958 471.5 -6.206 102. 5.886 472. -6.206 102.5 5.862 472.5 -6.206 103. 5.838 473. -6.206 103.5 5.767 473.5 -6.23 104. 5.743 474. -6.23 104.5 5.698 474.5 -6.23 105. 5.651 475. -6.23 105.5 5.6 475.5 -6.253 106. 5.6 476. -6.253 106.5 5.552 476.5 -6.253 107. 5.528 477. -6.253 107.5 5.531 477.5 -6.253 108. 5.457 478. -6.277 108.5 5.433 478.5 -6.277 109. 5.409 479. -6.277 109.5 5.385 479.5 -6.277 110. 5.341 480. -6.301 110.5 5.341 480.5 -6.301 02/07/17 4 13:06:42 AQTESOLV for Windows Time min Displacement (ft) .341301- Time min Displacement (ft) 111.5 5.293 481.5 -6.301 112. 5.242 482. -6.301 112.5 5.242 482.5 -6.325 113. 5.221 483. -6.325 113.5 5.197 483.5 -6.325 114. 5.197 484. -6.325 114.5 5.197 484.5 -6.325 115. 5.15 485. -6.349 115.5 5.126 485.5 -6.349 116. 5.102 486. -6.349 116.5 5.102 486.5 -6.349 117. 5.031 487. -6.349 117.5 5.031 487.5 -6.373 118. 5.031 488. -6.349 118.5 5.031 488.5 -6.373 119. 5.007 489. -6.373 119.5 5.007 489.5 -6.397 120. 5.007 490. -6.397 120.5 4.983 490.5 -6.397 121. 4.935 491. -6.397 121.5 4.959 491.5 -6.397 122. 4.959 492. -6.397 122.5 4.959 492.5 -6.42 123. 4.959 493. -6.42 123.5 4.959 493.5 -6.42 124. 4.959 494. -6.42 124.5 4.959 494.5 -6.42 125. 4.983 495. -6.444 125.5 4.983 495.5 -6.444 126. 4.959 496. -6.444 126.5 4.959 496.5 -6.444 127. 4.935 497. -6.444 127.5 4.959 497.5 -6.444 128. 4.935 498. -6.444 128.5 4.935 498.5 -6.468 129. 4.911 499. -6.468 129.5 4.887 499.5 -6.468 130. 4.911 500. -6.468 130.5 4.911 500.5 -6.468 131. 4.911 501. -6.492 131.5 4.911 501.5 -6.492 132. 4.887 502. -6.492 132.5 4.887 502.5 -6.492 133. 4.887 503. -6.492 133.5 4.887 503.5 -6.492 134. 4.864 504. -6.495 134.5 4.864 504.5 -6.495 135. 4.84 505. -6.516 135.5 4.84 505.5 -6.516 136. 4.84 506. -6.516 136.5 4.84 506.5 -6.516 137. 4.816 507. -6.516 137.5 4.816 507.5 -6.516 138. 4.816 508. -6.54 138.5 4.792 508.5 -6.543 139. 4.792 509. -6.543 139.5 4.816 509.5 -6.543 140. 4.816 510. -6.543 140.5 4.792 510.5 -6.543 141. 4.768 511. -6.543 141.5 4.768 511.5 -6.543 142. 4.771 512. -6.567 142.5 4.747 512.5 -6.567 143. 4.792 513. -6.567 143.5 4.744 513.5 -6.567 144. 4.72 514. -6.567 144.5 4.771 514.5 -6.563 145. 4.747 515. -6.567 145.5 4.744 515.5 -6.59 02/07/17 5 13:06:42 AQTESOLV for Windows T min Displacement146. eft) min Displacement ��--5 146.5 4.768 6. 516.5 -6.59 147. 4.747 517. -6.587 147.5 4.768 517.5 -6.59 148. 4.744 518. -6.59 148.5 4.744 518.5 -6.59 149. 4.747 519. -6.611 149.5 4.747 519.5 -6.614 150. 4.723 520. -6.614 150.5 4.771 520.5 -6.614 151. 4.747 521. -6.614 151.5 4.723 521.5 -6.614 152. 4.747 522. -6.614 152.5 4.723 522.5 -6.614 153. 4.771 523. -6.614 153.5 4.747 523.5 -6.614 154. 4.747 524. -6.614 154.5 4.747 524.5 -6.638 155. 4.747 525. -6.614 155.5 4.747 525.5 -6.638 156. 4.747 526. -6.638 156.5 4.723 526.5 -6.638 157. 4.723 527. -6.638 157.5 4.747 527.5 -6.638 158. 4.747 528. -6.638 158.5 4.747 528.5 -6.662 159. 4.747 529. -6.662 159.5 4.723 529.5 -6.662 160. 4.747 530. -6.662 160.5 4.723 530.5 -6.662 161. 4.723 531. -6.662 161.5 4.747 531.5 -6.662 162. 4.723 532. -6.662 162.5 4.723 532.5 -6.662 163. 4.726 533. -6.662 163.5 4.723 533.5 -6.686 164. 4.75 534. -6.686 164.5 4.747 534.5 -6.686 165. 4.7 535. -6.662 165.5 4.723 535.5 -6.686 166. 4.726 536. -6.686 166.5 4.723 536.5 -6.686 167. 4.723 537. -6.686 167.5 4.703 537.5 -6.686 168. 4.723 538. -6.686 168.5 4.703 538.5 -6.686 169. 4.703 539. -6.71 169.5 4.723 539.5 -6.71 170. 4.726 540. -6.71 170.5 4.726 540.5 -6.71 171. 4.726 541. -6.71 171.5 4.723 541.5 -6.71 172. 4.7 542. -6.71 172.5 4.703 542.5 -6.71 173. 4.7 543. -6.734 173.5 4.7 543.5 -6.71 174. 4.723 544. -6.71 174.5 4.703 544.5 -6.734 175. 4.726 545. -6.734 175.5 4.703 545.5 -6.734 176. 4.726 546. -6.734 176.5 4.703 546.5 -6.734 177. 4.679 547. -6.734 177.5 4.703 547.5 -6.734 178. 4.75 548. -6.734 178.5 4.703 548.5 -6.734 179. 4.703 549. -6.734 179.5 4.679 549.5 -6.757 180. 4.703 550. -6.734 180.5 4.703 550.5 -6.737 02/07/17 6 13:06:42 AQTESOLV for Windows Time (minj Dis lacement ft Time min Displacement p �5 . -b. to t 181.5 4.726 551.5 -6.757 182. 4.679 552. -6.757 182.5 4.679 552.5 -6.757 183. 4.679 553. -6.757 183.5 4.679 553.5 -6.757 184. 4.679 554. -6.757 184.5 4.679 554.5 -6.757 185. 4.679 555. -6.757 185.5 4.679 555.5 -6.784 186. 4.726 556. -6.757 186.5 4.726 556.5 -6.781 187. 4.703 557. -6.781 187.5 4.703 557.5 -6.781 188. 4.726 558. -6.781 188.5 4.703 558.5 -6.781 189. 4.679 559. -6.781 189.5 4.703 559.5 -6.781 190. 4.726 560. -6.781 190.5 4.703 560.5 -6.781 191. 4.703 561. -6.805 191.5 4.679 561.5 -6.805 192. 4.679 562. -6.805 192.5 4.679 562.5 -6.808 193. 4.679 563. -6.805 193.5 4.703 563.5 -6.805 194. 4.679 564. -6.805 194.5 4.726 564.5 -6.805 195. 4.703 565. -6.805 195.5 4.703 565.5 -6.829 196. 4.679 566. -6.805 196.5 4.655 566.5 -6.805 197. 4.703 567. -6.805 197.5 4.703 567.5 -6.808 198. 4.703 568. -6.805 198.5 4.726 568.5 -6.829 199. 4.706 569. -6.829 199.5 4.706 569.5 -6.829 200. 4.703 570. -6.829 200.5 4.703 570.5 -6.829 201. 4.703 571. -6.829 201.5 4.703 571.5 -6.829 202. 4.729 572. -6.829 202.5 4.75 572.5 -6.829 203. 4.703 573. -6.829 203.5 4.726 573.5 -6.829 204. 4.726 574. -6.829 204.5 4.703 574.5 -6.829 205. 4.729 575. -6.853 205.5 4.703 575.5 -6.853 206. 4.753 576. -6.829 206.5 4.679 576.5 -6.853 207. 4.682 577. -6.853 207.5 4.726 577.5 -6.829 208. 4.703 578. -6.853 208.5 4.703 578.5 -6.829 209. 4.706 579. -6.853 209.5 4.703 579.5 -6.853 210. 4.729 580. -6.853 210.5 4.726 580.5 -6.853 211. 4.706 581. -6.856 211.5 4.703 581.5 -6.853 212. 4.726 582. -6.856 212.5 4.726 582.5 -6.856 213. 4.706 583. -6.856 213.5 4.706 583.5 -6.856 214. 4.729 584. -6.853 214.5 4.729 584.5 -6.877 215. 4.729 585. -6.877 215.5 4.706 585.5 -6.877 02/07/17 7 13:06:42 AQTESOLV for Windows Time (min) - 21-6-` Dislacement (ft) -�-- Time (min) Displacement (ft) 216.5 216.5 4.706 586.5 bb -6.877 217. 4.726 587. -6.88 217.5 4.706 587.5 -6.877 218. 4.682 588. -6.88 218.5 4.682 588.5 -6.877 219. 4.634 589. -6.88 219.5 4.634 589.5 -6.877 220. 4.634 590. -6.88 220.5 4.61 590.5 -6.877 221. 4.562 591. -6.877 221.5 4.539 591.5 -6.88 222. 4.515 592. -6.9 222.5 4.467 592.5 -6.877 223. 4.491 593. -6.9 223.5 4.443 593.5 -6.9 224. 4.467 594. -6.877 224.5 4.443 594.5 -6.9 225. 4.419 595. -6.904 225.5 4.419 595.5 -6.9 226. 4.396 596. -6.9 226.5 4.348 596.5 -6.9 227. 4.345 597. -6.9 227.5 4.348 597.5 -6.9 228. 4.345 598. -6.9 228.5 4.324 598.5 -6.9 229. 4.276 599. -6.924 229.5 4.252 599.5 -6.9 230. 4.276 600. -6.924 230.5 4.226 600.5 -6.9 231. 4.226 601. -6.904 231.5 4.181 601.5 -6.9 232. 4.157 602. -6.9 232.5 4.106 602.5 -6.9 233. 4.083 603. -6.9 233.5 4.059 603.5 -6.9 234. 4.035 604. -6.904 234.5 4.014 604.5 -6.904 235. 3.987 605. -6.9 235.5 3.963 605.5 -6.904 236. 3.916 606. -6.9 236.5 3.916 606.5 -6.904 237. 3.844 607. -6.88 237.5 3.871 607.5 -6.9 238. 3.847 608. -6.9 238.5 3.799 608.5 -6.9 239. 3.799 609. -6.9 239.5 3.796 609.5 -6.904 240. 3.775 610. -6.9 240.5 3.728 610.5 -6.904 241. 3.752 6Y074l11Is] iI, Pumping Test Aquifer Model: Fractured Solution Method: Gringarten-Ramey w/horizontal fracture VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate --Kr 0-.UG97 3 ft in Ss 0.0006773 ft' Kz/Kr 0.93 Rf 1.658 ft K = 0.004939 cm/sec T = K*b = 0.6806 ft2/min (10.54 sq. cm/sec) 02/07/17 8 13:06:42 AQTESOLV for Windows AUTOMATIC ESTIMATION RESULTS Estimated Parameters Parameter Estimate Std. Error Ap rox. C.I. —Kr 0-0U9723 -O:tt5437- +I- .. - 6T Ss 0.0006773 0.01279 +1-0.02509 Kz/Kr 0.93 not estimated Rf 1.658 9.308 +/-18.26 C.I. is approximate 95% confidence interval for parameter t -ratio = estimate/std. error No estimation window K = 0.004939 cm/sec T = K*b = 0.6806 ftZ/min (10.54 sq. cm/sec) Parameter Correlations Kr Ss Rf Kr 1 -CYO 0"916 -1.00 Ss 0.96 1.00 -0.96 Rf -1.00 -0.96 1.00 Residual Statistics 963 for weighted residuals Sum of Squares ...... 1.803E- 4 ft/ - Variance ............ 18.78 ft Std. Deviation ........ 4.334 ft Mean ............... -2.782 ft No. of Residuals...... 963 No. of Estimates...... 3 0188 0.05297 0.1781 ft/ r�in ft - ft 02/07/17 9 13:06:42 F- w 0.1 »«d 01 1. 10. 180. 1008. Time (min) WELL Date: 02/07/17 Time: 13:00:06 PROJECT INFORMATION Company:TERRA8AT Client: Big Country Enterprisesl-C Project: 21807 Location: Anchoraqe,Alaska Test Well: LCVV-1 Test Date: 1/31/17 Saturated Thickness: 70. ft AQUIFER DATA Fracture Radius: 1.658 ft Observation Wells T—C—W-L YEE Aquifer Model: Fractured Kr =0 ft/min Kz/Kr=U.83 Solution Method: Gringarten (Horizontal) Su =DOOO ft-' Rf =1O68� AQTESOLV for Windows Data Set: P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPOR Date: 02/06/17 Time: 13:48:06 PROJECT INFORMATION Company: TERRASAT Client: Big Country Enterprisesl-C Project: 21607 Location: Anchorage, Alaska Test Date: 1/24/17 Test Well: LCW-2 AQUIFER DATA Saturated Thickness: 60. ft Anisotropy Ratio (Kz/Kr): 0.93 Slab Block Thickness: 1. ft Spherical Block Diameter: 1. ft Fracture Length: 1. ft Fracture Radius: 7.003 ft PUMPING WELL DATA No. of pumping wells: 1 Pumr)ina Well No. 1: LCW-2 X Location: 0. ft Y Location: 0. ft Casing Radius: 0.25 ft Well Radius: 0.25 ft Fully Penetrating Well No. of pumping periods: 4 Pum in Period Data Time0 min) Rate (ga mm Time (min) Rate (gal/min) 1441:__ 0 1440. 10. 2880. 0. OBSERVATION WELL DATA No. of observation wells: 1 Observation Well No. 1: LCW-2 X Location: 0. ft Y Location: 0. ft Radial distance from LCW-2: 0. ft Fully Penetrating Well No. of Observations: 4077 Observation Data Time min Displacemen lime (min) Displacement 187 :5 6.275- 1. 5.486 1873. 6.275 1.5 5.987 1873.5 6.251 2. 6.678 1874. 6.251 2.5 7.752 1874.5 6.251 3. 9.014 1875. 6.227 3.5 10.04 1875.5 6.227 4. 10.97 1876. 6.227 4.5 11.78 1876.5 6.203 5. 12.47 1877. 6.203 5.5 13.14 1877.5 6.203 02/06/17 1 13:48:06 AQTESOLV for Windows Time min Displacement ft Time min Displacement ft_ b.-- 13-69 X179 6.5 14.19 1878.5 6.179 7. 14.67 1879. 6.179 7.5 15.07 1879.5 6.156 8. 15.5 1880. 6.156 8.5 15.89 1880.5 6.156 9. 16.24 1881. 6.156 9.5 16.58 1881.5 6.156 10. 16.89 1882. 6.156 10.5 17.17 1882.5 6.132 11, 17.46 1883. 6.132 11.5 17.75 1883.5 6.108 12. 17.98 1884, 6.108 12.5 18.22 1884.5 6.108 13. 18.46 1885. 6.108 13.5 18.65 1885.5 6.084 14. 18.86 1886. 6.084 14.5 19.06 1886.5 6.084 15. 19.25 1887. 6.06 15.5 19.46 1887.5 6.06 16. 19.65 1888. 6.036 16.5 19.84 1888.5 6.036 17. 20.01 1889. 6.034 17.5 20.18 1889.5 6.036 18. 20.37 1890. 6.034 18.5 20.54 1890.5 6.012 19. 20.73 1891. 6.012 19.5 20.89 1891.5 6.012 20. 21.08 1892. 6.012 20.5 21.23 1892.5 5.989 21. 21.39 1893. 5.989 21.5 21.56 1893.5 5.989 22. 21.73 1894. 5.965 22.5 21.9 1894.5 5.965 23. 22.04 1895. 5.965 23.5 22.2 1895.5 5.941 24. 22.35 1896. 5.941 24.5 22.49 1896.5 5.941 25. 22.64 1897. 5.941 25.5 22.78 1897.5 5.915 26. 22.95 1898. 5.917 26.5 23.09 1898.5 5.915 27. 23.21 1899. 5.893 27.5 23.35 1899.5 5.893 28. 23.47 1900. 5.893 28.5 23.61 1900.5 5.893 29. 23.73 1901. 5.867 29.5 23.85 1901.5 5.867 30. 23.97 1902. 5.869 30.5 24.07 1902.5 5.843 31. 24.18 1903. 5.845 31.5 24.3 1903.5 5.843 32. 24.4 1904. 5.82 32.5 24.54 1904.5 5.82 33. 24.66 1905. 5.82 33.5 24.78 1905.5 5.82 34. 24.88 1906. 5.822 34.5 25. 1906.5 5.798 35. 25.11 1907. 5.798 35.5 25.21 1907.5 5.798 36. 25.31 1908. 5.772 36.5 25.43 1908.5 5.774 37. 25.52 1909. 5.774 37.5 25.64 1909.5 5.772 38. 25.76 1910. 5.774 38.5 25.86 1910.5 5.75 39. 25.95 1911. 5.75 39.5 26.07 1911.5 5.75 40. 26.16 1912. 5.748 40.5 26.26 1912.5 5.726 02/06/17 2 13:48:06 AQTESOLV for Windows Time min Displaceme-nts Time (min) Displacement (f)( 26:38 3� -5726-` 41.5 26.45 1913.5 5.7 42. 26.55 1914. 5.726 42.5 26.67 1914.5 5.702 43. 26.76 1915. 5.702 43.5 26.86 1915.5 5.678 44. 26.95 1916. 5.678 44.5 27.05 1916.5 5.678 45. 27.14 1917. 5.678 45.5 27.24 1917.5 5.678 46. 27.33 1918. 5.655 46.5 27.43 1918.5 5.655 47. 27.52 1919. 5.653 47.5 27.62 1919.5 5.653 48. 27.69 1920. 5.653 48.5 27.79 1920.5 5.655 49. 27.88 1921. 5.631 49.5 27.98 1921.5 5.629 50. 28.05 1922. 5.607 50.5 28.12 1922.5 5.605 51. 28.22 1923. 5.607 51.5 28.31 1923.5 5.607 52. 28.41 1924. 5.583 52.5 28.53 1924.5 5.583 53. 28.6 1925. 5.581 53.5 28.69 1925.5 5.583 54. 28.79 1926. 5.583 54.5 28.86 1926.5 5.557 55. 28.95 1927. 5.557 55.5 29.05 1927.5 5.559 56. 29.12 1928. 5.559 56.5 29.22 1928.5 5.535 57 29.29 1929, 5.535 57.5 29.39 1929.5 5.535 58. 29.46 1930. 5.533 58.5 29.55 1930.5 5.512 59. 29.62 1931. 5.51 59.5 29.72 1931.5 5.512 60. 29.79 1932. 5.488 60.5 29.86 1932.5 5.488 61. 29.93 1933. 5.486 61.5 30. 1933.5 5.486 62. 30.1 1934. 5.488 62.5 30.17 1934.5 5.464 63. 30.24 1935, 5.464 63.5 30.32 1935.5 5.464 64. 30.39 1936. 5.44 64.5 30.48 1936.5 5.438 65. 30.55 1937. 5.44 65.5 30.6 1937.5 5.44 66. 30.7 1938. 5.438 66.5 30.74 1938.5 5.438 67. 30.82 1939. 5.416 67.5 30.86 1939.5 5.44 68. 30.93 1940. 5.416 68.5 30.98 1940.5 5.416 69. 31.05 1941. 5.416 69.5 31.1 1941.5 5.392 70. 31.17 1942. 5.392 70.5 31.22 1942.5 5.392 71. 31.29 1943. 5.368 71.5 31.34 1943.5 5.368 72. 31.41 1944. 5.366 72.5 31.46 1944.5 5.368 73. 31.53 1945. 5.345 73.5 31.58 1945.5 5.345 74. 31.63 1946. 5.345 74.5 31.7 1946.5 5.345 75. 31.77 1947. 5.343 75.5 31.82 1947.5 5.321 02/06/17 3 13:48:06 AQTESOLV for Windows Time min Displacement ft Time (min Displacement U 3 . f948. -5:32 76.5 31.94 1948.5 5.321 77. 31.98 1949. 5.321 77.5 32.03 1949.5 5.297 78. 32.1 1950. 5.295 78.5 32.15 1950.5 5.295 79. 32.2 1951. 5.297 79.5 32.25 1951.5 5.297 80. 32.32 1952. 5.273 80.5 32.39 1952.5 5.297 81. 32.46 1953. 5.271 81.5 32.51 1953.5 5.273 82. 32.56 1954, 5.247 82.5 32.6 1954.5 5.249 83. 32.65 1955. 5.249 83.5 32.72 1955.5 5.247 84. 32.77 1956. 5.225 84.5 32.84 1956.5 5.225 85. 32.89 1957. 5.225 85.5 32.94 1957.5 5.223 86. 32.99 1958. 5.225 86.5 33.06 1958.5 5.225 87. 33.1 1959. 5.199 87.5 33.18 1959.5 5.199 88. 33.23 1960. 5.201 88.5 33.27 1960.5 5.201 89. 33.34 1961. 5.178 89.5 33.41 1961.5 5.176 90. 33.46 1962. 5.178 90.5 33.51 1962.5 5.176 91. 33.58 1963. 5.154 91.5 33.63 1963.5 5.154 92. 33.68 1964. 5.154 92.5 33.75 1964.5 5.154 93. 33.8 1965. 5.154 93.5 33.84 1965.5 5.154 94. 33.89 1966. 5.154 94.5 33.94 1966.5 5.13 95. 34.01 1967. 5.128 95.5 34.06 1967.5 5.128 96. 34.11 1968. 5.128 96.5 34.16 1968.5 5.104 97. 34.18 1969. 5.104 97.5 34.2 1969.5 5.104 98. 34.25 1970. 5.106 98.5 34.35 1970.5 5.08 99. 34.39 1971. 5.082 99.5 34.49 1971.5 5.08 100. 34.54 1972. 5.082 100.5 34.61 1972.5 5.082 101. 34.66 1973. 5.082 101.5 34.7 1973.5 5.058 102. 34.8 1974. 5.056 102.5 34.85 1974.5 5.058 103. 34.92 1975. 5.056 103.5 34.97 1975.5 5.032 104. 35.01 1976. 5.034 104.5 35.06 1976.5 5.034 105. 35.11 1977. 5.034 105.5 35.18 1977.5 5.032 106. 35.59 1978. 5.034 106.5 35.94 1978.5 5.034 107. 36.25 1979. 5.011 107.5 36.49 1979.5 5.009 108. 36.71 1980. 5.009 108.5 36.92 1980.5 4.987 109. 37.11 1981. 4.987 109.5 37.28 1981.5 4.987 110. 37.4 1982. 4.987 110.5 37.54 1982.5 4.987 02/06/17 4 13:48:06 AQTESOLV for Windows Time min Displacement ft Time (min Displacement (ft) 1- - --37� 1-983. 4.9-6 111.5 37.73 1983.5 4.961 112. 37.85 1984. 4.963 112.5 37.92 1984.5 4.963 113. 37.99 1985. 4.963 113.5 38.04 1985.5 4.937 114. 38.14 1986. 4.961 114.5 38.19 1986.5 4.937 115. 38.28 1987. 4.937 115.5 38.33 1987.5 4.939 116. 38.4 1988. 4.939 116.5 38.47 1988.5 4.937 117. 38.52 1989. 4.915 117.5 38.57 1989.5 4.913 118. 38.59 1990. 4.913 118.5 38.64 1990.5 4.889 119. 38.66 1991. 4.891 119.5 38.71 1991.5 4.891 120. 38.76 1992. 4.889 120.5 38.78 1992.5 4.889 121. 38.85 1993. 4.891 121.5 38.9 1993.5 4.868 122. 38.95 1994. 4.889 122.5 39. 1994.5 4.866 123. 39.02 1995. 4.868 123.5 39.09 1995.5 4.868 124. 39.14 1996. 4.866 124.5 39.16 1996.5 4.844 125. 39.23 1997. 4.844 125.5 39:28 1997.5 4.82 126. 39.31 1998. 4.844 126.5 39.38 1998.5 4.82 127. 39.4 1999. 4.818 127.5 39.47 1999.5 4.82 128. 39.5 2000. 4.82 128.5 39.57 2000.5 4.818 129. 39.62 2001. 4.796 129.5 39.66 2001.5 4.794 130. 39.71 2002. 4.794 130.5 39.76 2002.5 4.794 131. 39.81 2003. 4.794 131.5 39.85 2003.5 4.796 132. 39.93 2004. 4.772 132.5 39.95 2004.5 4.77 133. 40. 2005. 4.77 133.5 40.05 2005.5 4.77 134. 40.12 2006. 4.772 134.5 40.19 2006.5 4.748 135. 40.24 2007. 4.746 135.5 40.28 2007.5 4.748 136. 40.31 2008. 4.748 136.5 40.36 2008.5 4.748 137. 40.43 2009. 4.746 137.5 40.45 2009.5 4.724 138. 40.52 2010. 4.722 138.5 40.59 2010.5 4.724 139. 40.62 2011. 4.724 139.5 40.64 2011.5 4.722 140. 40.71 2012. 4.724 140.5 40.74 2012.5 4.724 141. 40.79 2013, 4.701 141.5 40.86 2013.5 4.701 142. 40.91 2014. 4.699 142.5 40.93 2014.5 4.701 143. 40.98 2015. 4.675 143.5 41.02 2015.5 4.675 144. 41.1 2016. 4.675 144.5 41.12 2016.5 4.677 145. 41.14 2017. 4.675 145.5 41.22 2017.5 4.675 02/06/17 5 13:48:06 TESOLV for Windows Time min Displacement (ft) Time min Displacement ft 41. 4-- 20" 146.5 41.29 2018.5 4.651 147. 41.33 2019. 4.653 147.5 41.38 2019.5 4.651 148. 41.43 2020. 4.651 148.5 41.48 2020.5 4.651 149. 41.5 2021. 4.653 149.5 41.55 2021.5 4.629 150. 41.57 2022. 4.627 150.5 41.64 2022.5 4.629 151. 41.67 2023. 4.627 151.5 41.72 2023.5 4.603 152. 41.74 2024. 4.603 152.5 41.79 2024.5 4.605 153. 41.84 2025. 4.605 153.5 41.88 2025.5 4.605 154. 41.91 2026. 4.605 154.5 41.95 2026.5 4.605 155. 42. 2027. 4.579 155.5 42.03 2027.5 4.581 156. 42.07 2028. 4.579 156.5 42.1 2028.5 4.579 157. 42.15 2029. 4.579 157.5 42.19 2029.5 4.579 158. 42.17 2030. 4.557 158.5 42.19 2030.5 4.557 159. 42.22 2031. 4.555 159.5 42.24 2031.5 4.555 160. 42.26 2032. 4.555 160.5 42.29 2032.5 4.532 161. 42.31 2033. 4.532 161.5 42.36 2033.5 4.534 162. 42.38 2034. 4.532 162.5 42.43 2034.5 4.534 163. 42.45 2035. 4.508 163.5 42.48 2035.5 4.51 164. 42.53 2036. 4.51 164.5 42.53 2036.5 4.508 165. 42.6 2037. 4.508 165.5 42.62 2037.5 4.508 166. 42.62 2038. 4.508 166.5 42.69 2038.5 4.51 167. 42.72 2039. 4.484 167.5 42.74 2039.5 4.484 168. 42.77 2040. 4.484 168.5 42.81 2040.5 4.484 169. 42.84 2041. 4.46 169.5 42.86 2041.5 4.46 170. 42.91 2042. 4.46 170.5 42.93 2042.5 4.46 171. 42.93 2043. 4.46 171.5 42.98 2043.5 4.438 172. 43.05 2044. 4.438 172.5 43.05 2044.5 4.438 173. 43.08 2045. 4.438 173.5 43.1 2045.5 4.46 174. 43.15 2046. 4.436 174.5 43.17 2046.5 4.436 175. 43.22 2047. 4.412 175.5 43.27 2047.5 4.412 176. 43.27 2048. 4.412 176.5 43.29 2048.5 4.414 177. 43.29 2049. 4.412 177.5 43.29 2049.5 4.414 178. 43.29 2050. 4.412 178.5 43.31 2050.5 4.414 179. 43.34 2051. 4.412 179.5 43.34 2051.5 4.389 180. 43.34 2052. 4.389 180.5 43.38 2052.5 4.389 02/06/17 6 13:48:06 AQTESOLV for Windows Time min Displacement ft 43.38-U53.-` Time (min) � Displacement ft 4:36-5-� 181.5 43.41 2053.5 4.367 182. 43.46 2054. 4.365 182.5 43.48 2054.5 4.365 183. 43.48 2055. 4,365 183.5 43.53 2055.5 4.367 184. 43.53 2056. 4.365 184.5 43.6 2056.5 4.343 185. 43.65 2057. 4.341 185.5 43.7 2057.5 4.341 186. 43.72 2058. 4.341 186.5 43.77 2058.5 4.317 187. 43.79 2059. 4.317 187.5 43.84 2059.5 4.319 188. 43.89 2060. 4.317 188.5 43.91 2060.5 4.317 189. 43.93 2061. 4.341 189.5 43.98 2061.5 4.317 190. 44.01 2062. 4.319 190.5 44.03 2062.5 4.317 191. 44.08 2063. 4.293 191.5 44.08 2063.5 4.319 192. 44.1 2064. 4.293 192.5 44.13 2064.5 4.295 193. 44.17 2065. 4.293 193.5 44.2 2065.5 4.293 194. 44.22 2066. 4.295 194.5 44.27 2066.5 4.293 195. 44.27 2067. 4.293 195.5 44.29 2067.5 4.271 196. 44.34 2068. 4.271 196.5 44.36 2068.5 4.271 197. 44.41 2069, 4.269 197.5 44.44 2069.5 4.247 198. 44.44 2070. 4.271 198.5 44.51 2070.5 4.245 199. 44.48 2071. 4.247 199.5 44.53 2071.5 4.245 200. 44.55 2072. 4.245 200.5 44.58 2072.5 4.247 201. 44.63 2073. 4.245 201.5 44.65 2073.5 4.224 202. 44.67 2074. 4.222 202.5 44.7 2074.5 4.224 203. 44.72 2075. 4.222 203.5 44.74 2075.5 4.222 204. 44.74 2076. 4.222 204.5 44.77 2076.5 4.222 205. 44.82 2077. 4.2 205.5 44.84 2077.5 4.222 206. 44.86 2078. 4.198 206.5 44.89 2078.5 4.198 207. 44.89 2079. 4.198 207.5 44.94 2079.5 4.198 208. 44.96 2080. 4.174 208.5 44.96 2080.5 4.174 209. 44.96 2081. 4.176 209.5 44.96 2081.5 4.176 210. 44.96 2082. 4.174 210.5 45.01 2082.5 4.15 211. 45.06 2083. 4.15 211.5 45.08 2083.5 4.15 212. 45.1 2084. 4.152 212.5 45.1 2084.5 4.15 213. 45.1 2085. 4.15 213.5 45.1 2085.5 4.152 214. 45.15 2086. 4.15 214.5 45.13 2086.5 4.15 215. 45.13 2087. 4.15 215.5 45.15 2087.5 4.128 02/06/17 7 13:48:06 AQTESOLV for Windows Time (min) Displacement (ft) Time (min) Dis)lacement (ft) -216 4b.1b -20-88- 4.1 Zb 216.5 45.2 2088.5 4.126 217. 45.2 2089. 4.128 217.5 45.22 2089.5 4.126 218. 45.25 2090. 4.128 218.5 45.25 2090.5 4.102 219. 45.29 2091. 4.102 219.5 45.29 2091.5 4.102 220. 45.32 2092. 4.102 220.5 45.34 2092.5 4.104 221. 45.32 2093. 4.102 221.5 45.37 2093.5 4.102 222. 45.37 2094. 4.078 222.5 45.39 2094.5 4.078 223. 45.39 2095. 4.078 223.5 45.39 2095.5 4.078 224. 45.41 2096. 4.08 224.5 45.44 2096.5 4.078 225. 45.46 2097. 4.078 225.5 45.48 2097.5 4.078 226. 45.46 2098. 4.078 226.5 45.51 2098.5 4.055 227. 45.51 2099. 4.08 227.5 45.48 2099.5 4.055 228. 45.48 2100. 4.055 228.5 45.51 2100.5 4.055 229. 45.51 2101. 4.055 229.5 45.56 2101.5 4.055 230. 45.56 2102. 4.031 230.5 45.58 2102.5 4.031 231. 45.56 2103. 4.031 231.5 45.63 2103.5 4.031 232. 45.6 2104. 4.007 232.5 45.6 2104.5 4.031 233. 45.65 2105. 4.031 233.5 45.67 2105.5 4.007 234. 45.67 2106. 4.031 234.5 45.67 2106.5 4.007 235. 45.7 2107. 4.007 235.5 45.7 2107.5 4.007 236. 45.72 2108. 3.983 236.5 45.72 2108.5 3.983 1089.5 59.32 2109. 4.007 1090. 59.46 2109.5 3.983 1090.5 59.58 2110. 3.985 1091. 59.68 2110.5 3.983 1091.5 59.77 2111. 3.985 1092. 59.89 2111.5 3.983 1092.5 59.96 2112. 3.959 1093. 60.08 2112.5 3.983 1093.5 60.18 2113. 3.959 1094. 60.27 2113.5 3.961 1094.5 60.37 2114. 3.961 1095. 60.44 2114.5 3.959 1095.5 60.51 2115. 3.959 1096, 60.63 2115.5 3.959 1096.5 60.68 2116. 3.937 1097. 60.75 2116.5 3.961 1097.5 60.84 2117. 3.937 1098. 60.89 2117.5 3.935 1098.5 60.94 2118. 3.935 1099. 61.01 2118.5 3.935 1099.5 61.08 2119. 3.935 1100. 61.13 2119.5 3.935 1100.5 61.2 2120. 3.913 1101. 61.25 2120.5 3.911 1101.5 61.32 2121. 3.911 1102. 61.37 2121.5 3.911 1102.5 61.42 2122. 3.911 _._ 1103. 61.47 2122.5 3.911 02/06/17 8 13:48:06 AQTESOLV for Windows Time (min) 1103 5 Dis acement ft 1. Time min Displacement � - 1104. 61.49 2123.5 3.911 1104.5 61.51 2124. 3.913 1105. 61.54 2124.5 3.888 1105.5 61.61 2125. 3.888 1106. 61.68 2125.5 3.888 1106.5 61.75 2126. 3.89 1107. 61.8 2126.5 3.89 1107.5 61.82 2127. 3.888 1108. 61.87 2127.5 3.866 1108.5 61.89 2128. 3.888 1109. 61.94 2128.5 3.864 1109.5 61.99 2129. 3.864 1110. 62.01 2129.5 3.864 1110.5 62.06 2130. 3.864 1111. 62.09 2130.5 3.864 1111.5 62.11 2131. 3.864 1112. 62.16 2131.5 3.842 1112.5 62.18 2132. 3.84 1113. 62.18 2132.5 3.84 1113.5 62.18 2133. 3.84 1114. 62.13 2133.5 3.864 1114.5 62.16 2134. 3.84 1115. 62.16 2134.5 3.84 1115.5 62.16 2135. 3.84 1116. 62.18 2135.5 3.84 1116.5 62.18 2136. 3.816 1117. 62.2 2136.5 3.816 1117.5 62.2 2137. 3.816 1118. 62.23 2137.5 3.818 1118.5 62.27 2138. 3.816 1119. 62.27 2138.5 3.816 1119.5 62.3 2139. 3.792 1120. 62.32 2139.5 3.816 1120.5 62.35 2140. 3.792 1121. 62.4 2140.5 3.792 1121.5 62.42 2141. 3.816 1122. 62.44 2141.5 3.792 1122.5 62.47 2142. 3.792 1123. 62.49 2142.5 3.792 1123.5 62.49 2143. 3.792 1124. 62.52 2143.5 3.792 1124.5 62.54 2144. 3.792 1125. 62.51 2144.5 3.792 1125.5 62.56 2145. 3.792 1126. 62.56 2145.5 3.768 1126.5 62.56 2146. 3.768 1127. 62.63 2146.5 3.768 1127.5 62.61 2147. 3.768 1128. 62.66 2147.5 3.77 1128.5 62.68 2148. 3.745 1129. 62.7 2148.5 3.745 1129.5 62.71 2149. 3.745 1130. 62.75 2149.5 3.745 1130.5 62.75 2150. 3.747 1131. 62.78 2150.5 3.747 1131.5 62.8 2151. 3.747 1132. 62.85 2151.5 3.745 1132.5 62.85 2152. 3.721 1133. 62.87 2152.5 3.721 1133.5 62.9 2153. 3.721 1134. 62.92 2153.5 3.721 1134.5 62.97 2154. 3.721 1135. 62.99 2154.5 3.721 1135.5 62.99 2155. 3.721 1136. 62.99 2155.5 3.721 1136.5 63.02 2156. 3.721 1137. 63.04 2156.5 3.721 1137.5 63.11 2157. 3.697 1138. 63.13 2157.5 3.721 02/06/17 9 13:48:06 AQTESOLV for Windows Time (min) �T38. isplacement ft Time (min ---ZT58. Displacement ft 63-1 3.6-99 1139. 63.21 2158.5 3.697 1139.5 63.28 2159. 3.697 1140. 63.33 2159.5 3.697 1140.5 63.35 2160. 3.697 1141. 63.4 2160.5 3.697 1141.5 63.42 2161. 3.673 1142. 63.47 2161.5 3.673 1142.5 63.49 2162. 3.673 1143. 63.52 2162.5 3.673 1143.5 63.56 2163. 3.673 1144. 63.59 2163.5 3.673 1144.5 63.61 2164. 3.673 1145. 63.63 2164.5 3.673 1145.5 63.66 2165. 3.675 1146. 63.68 2165.5 3.649 1146.5 63.71 2166. 3.649 1147. 63.75 2166.5 3.649 1147.5 63.8 2167. 3.649 1148. 63.8 2167.5 3.649 1148.5 63.75 2168. 3.649 1149. 63.68 2168.5 3.649 1149.5 63.54 2169. 3.649 1150. 63.33 2169.5 3.625 1150.5 63.16 2170. 3.649 1151. 62.94 2170.5 3.625 1151.5 62.82 2171. 3.625 1152. 62.66 2171.5 3.625 1152.5 62.54 2172. 3.625 1153. 62.47 2172.5 3.625 1153.5 62.4 2173. 3.625 1154. 62.27 2173.5 3.625 1154.5 62.09 2174. 3.601 1155. 61.92 2174.5 3.601 1155.5 61.94 2175. 3.601 1156. 62.04 2175.5 3.601 1156.5 62.11 2176. 3.601 1157. 62.09 2176.5 3.603 1157.5 62.06 2177. 3.601 1158. 62.01 2177.5 3.601 1158.5 61.99 2178. 3.578 1159. 61.99 2178.5 3.578 1159.5 61.94 2179. 3.578 1160. 61.94 2179.5 3.578 1160.5 61.97 2180. 3.578 1161. 61.99 2180.5 3.578 1161.5 62.01 2181, 3.58 1162. 62.04 2181.5 3.58 1162.5 62.04 2182. 3.554 1163. 62.06 2182.5 3.554 1163.5 62.06 2183. 3.554 1164. 62.06 2183.5 3.578 1164.5 62.06 2184. 3.554 1165. 62.06 2184.5 3.556 1165.5 62.09 2185. 3.554 1166. 62.09 2185.5 3.554 1166.5 62.11 2186. 3.554 1167. 62.11 2186.5 3.554 1167.5 62.13 2187. 3.53 1168. 62.16 2187.5 3.532 1168.5 62.18 2188. 3.53 1169. 62.2 2188.5 3.53 1169.5 62.2 2189. 3.556 1170. 62.2 2189.5 3.53 1170.5 62.23 2190. 3.53 1171. 62.23 2190.5 3.53 1171.5 62.23 2191. 3.53 1172. 62.23 2191.5 3.53 1172.5 62.23 2192. 3.53 1173. 62.23 2192.5 3.53 02/06/17 10 13:48:06 AQTESOLV for Windows Time (min) - Displacement ft -627. Time min Displacement (ft) 1174. 62.2 2193.5 3.53 1174.5 62.2 2194. 3.506 1175. 62.18 2194.5 3.506 1175.5 62.16 2195. 3.506 1176. 62.16 2195.5 3.506 1176.5 62.13 2196. 3.506 1177. 62.11 2196.5 3.506 1177.5 62.11 2197. 3.506 1178. 62.11 2197.5 3.506 1178.5 62.11 2198. 3.482 1179. 62.11 2198.5 3.482 1179.5 62.09 2199. 3.506 1180. 62.11 2199.5 3.482 1180.5 62.11 2200. 3.482 1181. 62.09 2200.5 3.484 1181.5 62.09 2201. 3.482 1182. 62.09 2201.5 3.482 1182.5 62.09 2202. 3.458 1183. 62.09 2202.5 3.458 1183.5 62.09 2203. 3.458 1184. 62.09 2203.5 3.458 1184.5 62.09 2204. 3.458 1185. 62.09 2204.5 3.458 1185.5 62.11 2205. 3.458 1186. 62.09 2205.5 3.458 1186.5 62.11 2206. 3.458 1187. 62.11 2206.5 3.458 1187.5 62.11 2207. 3.458 1188. 62.09 2207.5 3.434 1188.5 62.09 2208. 3.434 1189, 62.09 2208.5 3.434 1189.5 62.09 2209. 3.434 1190. 62.06 2209.5 3.434 1190.5 62.06 2210. 3.434 1191. 62.06 2210.5 3.434 1191.5 62.06 2211. 3.411 1192. 62.06 2211.5 3.411 1192.5 62.06 2212. 3.411 1193. 62.06 2212.5 3.411 1193.5 62.06 2213. 3.411 1194. 62.06 2213.5 3.411 1194.5 62.06 2214. 3.411 1195. 62.06 2214.5 3.411 1195.5 62.06 2215. 3.411 1196. 62.06 2215.5 3.411 1196.5 62.04 2216. 3.411 1197. 62.04 2216.5 3.411 1197.5 62.04 2217. 3.387 1198. 62.04 2217.5 3.387 1198.5 62.04 2218. 3.387 1199. 62.04 2218.5 3.387 1199.5 62.04 2219. 3.387 1200. 62.04 2219.5 3.387 1200.5 62.04 2220. 3.387 1201. 62.06 2220.5 3.387 1201.5 62.04 2221. 3.387 1202. 62.04 2221.5 3.387 1202.5 62.04 2222. 3.387 1203. 62.04 2222.5 3.387 1203.5 62.01 2223. 3.363 1204. 62.01 2223.5 3.363 1204.5 62.02 2224. 3.363 1205. 62.04 2224.5 3.363 1205.5 62.04 2225. 3.363 1206. 62.04 2225.5 3.363 1206.5 62.04 2226. 3.363 1207. 62.04 2226.5 3.363 1207.5 62.06 2227. 3.363 1208. 62.06 2227.5 3.363 _ 02/06/17 11 13:48:06 AQTESOLV for Windows Time min T208.52: Displacement ft Time min -222 Displacement - nt -3.363 1209. 62.06 2228.5 3.341 1209.5 62.06 2229. 3.339 1210. 62.06 2229.5 3.341 1210.5 62.09 2230. 3.339 1211. 62.09 2230.5 3.339 1211.5 62.06 2231. 3.339 1212. 62.06 2231.5 3.339 1212.5 62.06 2232. 3.315 1213. 62.09 2232.5 3.315 1213.5 62.09 2233. 3.315 1214. 62.09 2233.5 3.315 1214.5 62.09 2234. 3.315 1215. 62.09 2234.5 3.315 1215.5 62.11 2235. 3.315 1216. 62.11 2235.5 3.315 1216.5 62.11 2236. 3.315 1217. 62.11 2236.5 3.315 1217.5 62.11 2237. 3.315 1218. 62.13 2237.5 3.315 1218.5 62.13 2238. 3.291 1219. 62.13 2238.5 3.315 1219.5 62.11 2239. 3.291 1220. 62.13 2239.5 3.291 1220.5 62.11 2240. 3.293 1221. 62.11 2240.5 3.291 1221.5 62.11 2241. 3.291 1222. 62.09 2241.5 3.268 1222.5 62.06 2242. 3.268 1223. 62.06 2242.5 3.268 1223.5 62.06 2243. 3.291 1224. 62.06 2243.5 3.268 1224.5 62.04 2244. 3.268 1225. 62.04 2244.5 3.268 1225.5 62.06 2245. 3.268 1226. 62.04 2245.5 3.268 1226.5 62.04 2246. 3.268 1227. 62.06 2246.5 3.268 1227.5 62.06 2247. 3.244 1228. 62.06 2247.5 3.244 1228.5 62.06 2248. 3.268 1229, 62.06 2248.5 3.244 1229.5 62.06 2249. 3.244 1230. 62.09 2249.5 3.244 1230.5 62.06 2250. 3.244 1231. 62.09 2250.5 3.244 1231.5 62.09 2251. 3.244 1232. 62.09 2251.5 3.244 1232.5 62.09 2252. 3.244 1233. 62.09 2252.5 3.22 1233.5 62.11 2253. 3.22 1234. 62.11 2253.5 3.22 1234.5 62.11 2254. 3.22 1235. 62.13 2254.5 3.22 1235.5 62.11 2255. 3.22 1236. 62.11 2255.5 3.22 1236.5 62.11 2256. 3.22 1237. 62.13 2256.5 3.22 1237.5 62.13 2257. 3.22 1238. 62.13 2257.5 3.22 1238.5 62.13 2258. 3.22 1239. 62.13 2258.5 3.22 1239.5 62.13 2259. 3.22 1240. 62.13 2259.5 3.196 1240.5 62.13 2260. 3.196 1241. 62.16 2260.5 3.196 1241.5 62.16 2261. 3.196 1242. 62.16 2261.5 3.198 1242.5 62.16 2262. 3.196 1243. 62.16 2262.5 3.196 02/06/17 12 13:48:06 AQTESOLV for Windows Time min 1243.b Displacement ft 62-. G Time min Displacement ft i� 1 Ub 1244. 62.16 2263.5 3.172 1244.5 62.18 2264. 3.172 1245. 62.18 2264.5 3.172 1245.5 62.18 2265. 3.172 1246. 62.18 2265.5 3.172 1246.5 62.18 2266. 3.172 1247. 62.21 2266.5 3.172 1247.5 62.18 2267. 3.172 1248. 62.18 2267.5 3.172 1248.5 62.18 2268. 3.174 1249. 62.18 2268.5 3.172 1249.5 62.2 2269. 3.148 1250. 62.2 2269.5 3.15 1250.5 62.23 2270, 3.172 1251. 62.2 2270.5 3.148 1251.5 62.23 2271. 3.148 1252. 62.23 2271.5 3.148 1252.5 62.23 2272. 3.172 1253. 62.25 2272.5 3.148 1253.5 62.25 2273. 3.148 1254. 62.23 2273.5 3.148 1254.5 62.25 2274. 3.148 1255. 62.25 2274.5 3.124 1255.5 62.25 2275. 3.148 1256. 62.25 2275.5 3.124 1256.5 62.25 2276. 3.124 1257. 62.27 2276.5 3.126 1257.5 62.27 2277. 3.124 1258. 62.27 2277.5 3.124 1258.5 62.27 2278. 3.124 1259. 62.27 2278.5 3.124 1259.5 62.27 2279. 3.124 1260. 62.27 2279.5 3.124 1260.5 62.27 2280. 3.124 1261. 62.27 2280.5 3.124 1261.5 62.3 2281. 3.101 1262. 62.3 2281.5 3.124 1262.5 62.3 2282. 3.124 1263. 62.3 2282.5 3.124 1263.5 62.3 2283. 3.101 1264. 62.32 2283.5 3.101 1264.5 62.3 2284. 3.101 1265. 62.32 2284.5 3.101 1265.5 62.32 2285. 3.101 1266. 62.33 2285.5 3.101 1266.5 62.32 2286. 3.101 1267. 62.35 2286.5 3.103 1267.5 62.35 2287. 3.101 1268. 62.35 2287.5 3.077 1268.5 62.35 2288. 3.077 1269. 62.35 2288.5 3.077 1269.5 62.37 2289, 3.077 1270. 62.37 2289.5 3.077 1270.5 62.37 2290. 3.079 1271. 62.37 2290.5 3.077 1271.5 62.37 2291. 3.077 1272. 62.37 2291.5 3.079 1272.5 62.35 2292. 3.077 1273. 62.35 2292.5 3.079 1273.5 62.32 2293. 3.077 1274. 62.33 2293.5 3.077 1274.5 62.32 2294. 3.077 1275. 62.3 2294.5 3.053 1275.5 62.3 2295. 3.053 1276. 62.3 2295.5 3.077 1276.5 62.32 2296. 3.053 1277. 62.32 2296.5 3.053 1277.5 62.32 2297. 3.053 1278. 62.32 2297.5 3.053 02/06/17 13 13:48:06 AQTESOLV for Windows Time min Displacement -�� Time (min) Z, Dispacem.9e_nt -(f� 1279. 62.32 2298.5 3.053 1279.5 62.32 2299. 3.029 1280. 62.32 2299.5 3.029 1280.5 62.32 2300. 3.053 1281. 62.32 2300.5 3.029 1281.5 62.32 2301. 3.053 1282. 62.32 2301.5 3.053 1282.5 62.32 2302. 3.029 1283. 62.35 2302.5 3.029 1283.5 62.35 2303. 3.029 1284. 62.35 2303.5 3.031 1284.5 62.35 2304. 3.029 1285. 62.35 2304.5 3.029 1285.5 62.35 2305. 3.029 1286. 62.35 2305.5 3.005 1286.5 62.37 2306. 3.005 1287. 62.3 2306.5 3.005 1287.5 62.25 2307. 3.005 1288. 62.2 2307.5 3.005 1288.5 62.13 2308. 3.005 1289. 62.11 2308.5 3.029 1289.5 62.06 2309. 3.029 1290. 62.04 2309.5 3.005 1290.5 62.01 2310. 3.005 1291. 61.99 2310.5 3.005 1291.5 61.97 2311. 3.005 1292. 61.94 2311.5 3.005 1292.5 61.92 2312. 3.005 1293. 61.89 2312.5 2.981 1293.5 61.89 2313. 2.981 1294. 61.87 2313.5 2.981 1294.5 61.87 2314. 2.981 1295. 61.85 2314.5 2.981 1295.5 61.85 2315. 2.981 1296. 61.82 2315.5 2.981 1296.5 61.82 2316. 2.981 1297. 61.8 2316.5 3.005 1297.5 61.8 2317. 2.981 1298. 61.77 2317.5 2.981 1298.5 61.77 2318. 2.981 1299. 61.77 2318.5 2.957 1299.5 61.77 2319. 2.957 1300. 61.75 2319.5 2.957 1300.5 61.75 2320, 2.957 1301. 61.73 2320.5 2.957 1301.5 61.73 2321. 2.957 1302. 61.73 2321.5 2.957 1302.5 61.7 2322. 2.957 1303. 61.7 2322.5 2.957 1303.5 61.7 2323. 2.957 1304. 61.7 2323.5 2.957 1304.5 61.68 2324. 2.957 1305. 61.68 2324.5 2.957 1305.5 61.68 2325. 2.957 1306. 61.68 2325.5 2.934 1306.5 61.66 2326. 2.957 1307. 61.63 2326.5 2.957 1307.5 61.63 2327. 2.934 1308. 61.63 2327.5 2.934 1308.5 61.61 2328. 2.957 1309. 61.61 2328.5 2.957 1309.5 61.58 2329. 2.936 1310. 61.56 2329.5 2.934 1310.5 61.56 2330. 2.934 1311. 61.54 2330.5 2.91 1311.5 61.54 2331. 2.91 1312. 61.51 2331.5 2.934 1312.5 61.51 2332. 2.91 1313. 61.51 2332.5 2.91 02/06/17 14 13:48:06 AQTESOLV for Windows Time (m5� Dis (acerae Time min Displacement 1314. 61.49 2333.5 2.91 1314.5 61.49 2334. 2.91 1315. 61.49 2334.5 2.91 1315.5 61.47 2335. 2.91 1316. 61.49 2335.5 2.91 1316.5 61.49 2336. 2.91 1317. 61.49 2336.5 2.91 1317.5 61.49 2337. 2.91 1318. 61.49 2337.5 2.91 1318.5 61.49 2338. 2.886 1319. 61.49 2338.5 2.886 1319.5 61.47 2339. 2.886 1320. 61.47 2339.5 2.886 1320.5 61.47 2340. 2.91 1321. 61.47 2340.5 2.886 1321.5 61.47 2341. 2.886 1322. 61.47 2341.5 2.886 1322.5 61.47 2342. 2.886 1323. 61.47 2342.5 2.886 1323.5 61.47 2343. 2.886 1324. 61.47 2343.5 2.886 1324.5 61.47 2344. 2.886 1325. 61.47 2344.5 2.886 1325.5 61.47 2345. 2.886 1326. 61.44 2345.5 2.886 1326.5 61.44 2346. 2.886 1327. 61.44 2346.5 2.886 1327.5 61.44 2347. 2.886 1328. 61.44 2347.5 2.862 1328.5 61.44 2348. 2.862 1329. 61.44 2348.5 2.862 1329.5 61.42 2349. 2.862 1330. 61.44 2349.5 2.862 1330.5 61.44 2350. 2.862 1331. 61.44 2350.5 2.862 1331.5 61.42 2351. 2.862 1332. 61.42 2351.5 2.838 1332.5 61.42 2352. 2.838 1333. 61.42 2352.5 2.862 1333.5 61.42 2353. 2.838 1334. 61.42 2353.5 2.862 1334.5 61.42 2354. 2.862 1335. 61.42 2354.5 2.838 1335.5 61.42 2355. 2.838 1336. 61.42 2355.5 2.838 1336.5 61.42 2356. 2.838 1337. 61.42 2356.5 2.838 1337.5 61.39 2357. 2.838 1338. 61.42 2357.5 2.838 1338.5 61.42 2358. 2.838 1339. 61.42 2358.5 2.838 1339.5 61.42 2359. 2.838 1340. 61.42 2359.5 2.838 1340.5 61.42 2360. 2.838 1341. 61.42 2360.5 2.814 1341.5 61.44 2361. 2.814 1342. 61.44 2361.5 2.814 1342.5 61.44 2362. 2.814 1343. 61.44 2362.5 2.814 1343.5 61.44 2363. 2.814 1344. 61.44 2363.5 2.814 1344.5 61.44 2364. 2.814 1345. 61.42 2364.5 2.814 1345.5 61.42 2365. 2.814 1346. 61.42 2365.5 2.814 1346.5 61.39 2366. 2.814 1347. 61.39 2366.5 2.816 1347.5 61.39 2367. 2.814 1348. 61.39 2367.5 2.79 02/06/17 15 13:48:06 AQTESOLV for Windows Time (min) Displacement (ftp Time (min) 36 -28. Displacement ft 1349. 61.39 2368.5 2.79 1349.5 61.39 2369. 2.79 1350. 61.39 2369.5 2.79 1350.5 61.42 2370. 2.79 1351. 61.42 2370.5 2.79 1351.5 61.39 2371. 2.79 1352. 61.42 2371.5 2.79 1352.5 61.39 2372. 2.79 1353. 61.42 2372.5 2.79 1353.5 61.39 2373. 2.79 1354. 61.39 2373.5 2.79 1354.5 61.42 2374. 2.767 1355. 61.42 2374.5 2.767 1355.5 61.44 2375. 2.79 1356. 61.42 2375.5 2.767 1356.5 61.42 2376. 2.767 1357. 61.42 2376.5 2.767 1357.5 61.42 2377. 2.767 1358, 61.42 2377.5 2.767 1358.5 61.42 2378. 2.767 1359. 61.42 2378.5 2.767 1359.5 61.42 2379. 2.767 1360. 61.39 2379.5 2.767 1360.5 61.39 2380. 2.767 1361. 61.42 2380.5 2.767 1361.5 61.42 2381. 2.767 1362. 61.42 2381.5 2.743 1362.5 61.42 2382. 2.743 1363. 61.42 2382.5 2.743 1363.5 61.42 2383. 2.743 1364. 61.42 2383.5 2.743 1364.5 61.42 2384. 2.743 1365. 61.39 2384.5 2.743 1365.5 61.42 2385. 2.743 1366. 61.42 2385.5 2.743 1366.5 61.42 2386. 2.743 1367. 61.39 2386.5 2.743 1367.5 61.39 2387. 2.743 1368. 61.4 2387.5 2.743 1368.5 61.39 2388. 2.743 1369. 61.39 2388.5 2.743 1369.5 61.39 2389. 2.719 1370. 61.39 2389.5 2.719 1370.5 61.39 2390. 2.719 1371. 61.39 2390.5 2.719 1371.5 61.39 2391. 2.719 1372. 61.39 2391.5 2.719 1372.5 61.39 2392. 2.719 1373. 61.42 2392.5 2.719 1373.5 61.39 2393. 2.719 1374. 61.42 2393.5 2.695 1374.5 61.39 2394. 2.719 1375. 61.39 2394.5 2.719 1375.5 61.39 2395. 2.719 1376. 61.42 2395.5 2.719 1376.5 61.42 2396. 2.719 1377. 61.42 2396.5 2.695 1377.5 61.42 2397. 2.695 1378. 61.44 2397.5 2.695 1378.5 61.44 2398. 2.695 1379. 61.47 2398.5 2.695 1379.5 61.44 2399, 2.695 1380. 61.47 2399.5 2.695 1380.5 61.49 2400. 2.695 1381. 61.49 2400.5 2.695 1381.5 61.49 2401. 2.671 1382. 61.49 2401.5 2.695 1382.5 61.49 2402. 2.695 1383. 61.49 2402.5 2.695 02/06/17 16 13:48:06 AQTESOLV for Windows Time min -13bi.b Displacement (ft) -01.0 Time (min) X403. Displacement (ft) 1384. 61.51 2403.5 2 bub 2.695 1384.5 61.51 2404. 2.695 1385. 61.49 2404.5 2.695 1385.5 61.51 2405. 2.671 1386. 61.51 2405.5 2.671 1386.5 61.49 2406. 2.671 1387. 61.51 2406.5 2.671 1387.5 61.51 2407. 2.671 1388. 61.51 2407.5 2.671 1388.5 61.49 2408. 2.671 1389. 61.51 2408.5 2.671 1389.5 61.49 2409. 2.647 1390. 61.49 2409.5 2.671 1390.5 61.49 2410. 2.671 1391. 61.49 2410.5 2.671 1391.5 61.49 2411. 2.671 1392. 61.49 2411.5 2.647 1392.5 61.49 2412. 2.647 1393. 61.49 2412.5 2.649 1393.5 61.49 2413. 2.647 1394. 61.47 2413.5 2.647 1394.5 61.49 2414. 2.647 1395. 61.49 2414.5 2.647 1395.5 61.49 2415. 2.647 1396. 61.49 2415.5 2.647 1396.5 61.49 2416. 2.647 1397. 61.49 2416.5 2.647 1397.5 61.49 2417. 2.624 1398. 61.49 2417.5 2.647 1398.5 61.49 2418. 2.624 1399. 61.47 2418.5 2.624 1399.5 61.49 2419. 2.624 1400. 61.49 2419.5 2.624 1400.5 61.47 2420. 2.624 1401. 61.47 2420.5 2.624 1401.5 61.47 2421. 2.624 1402. 61.47 2421.5 2.624 1402.5 61.47 2422. 2.624 1403. 61.49 2422.5 2.624 1403.5 61.47 2423. 2.624 1404. 61.47 2423.5 2.624 1404.5 61.47 2424. 2.624 1405. 61.47 2424.5 2.624 1405.5 61.47 2425. 2.624 1406. 61.47 2425.5 2.624 1406.5 61.47 2426. 2.624 1407. 61.47 2426.5 2.624 1407.5 61.49 2427. 2.624 1408. 61.47 2427.5 2.624 1408.5 61.47 2428. 2.6 1409. 61.44 2428.5 2.6 1409.5 61.47 2429, 2.6 1410. 61.49 2429.5 2.6 1410.5 61.51 2430. 2.624 1411. 61.54 2430.5 2.6 1411.5 61.56 2431. 2.6 1412. 61.56 2431.5 2.6 1412.5 61.56 2432. 2.6 1413. 61.54 2432.5 2.6 1413.5 61.54 2433. 2.6 1414. 61.54 2433.5 2.576 1414.5 61.51 2434. 2.576 1415. 61.51 2434.5 2.6 1415.5 61.49 2435. 2.6 1416. 61.49 2435.5 2.576 1416.5 61.47 2436. 2.6 1417. 61.47 2436.5 2.576 1417.5 61.44 2437. 2.576 1418. 61.44 2437.5 2.576 02/06/17 17 13:48:06 AQTESOLV for Wind Time 1-8 i5 pis lace 4 ,_I T-2419- ime min Displacement ft 141889. 61.44 2438.5 2.576 1419.5 61.44 2439. 2.576 1420. 61.44 2439.5 2.576 1420.5 61.42 2440. 2.576 1421. 61.42 2440.5 2.576 1421.5 61.39 2441. 2.576 1422. 61.39 2441.5 2.576 1422.5 61.4 2442. 2.552 1423. 61.37 2442.5 2.576 1423.5 61.34 2443. 2.552 1424. 61.32 2443.5 2.552 1424.5 61.32 2444. 2.552 1425. 61.3 2444.5 2.552 1425.5 61.27 2445. 2.552 1426. 61.25 2445.5 2.576 1426.5 61.23 2446. 2.552 1427. 61.2 2446.5 2.552 1427.5 61.18 2447. 2.552 1428. 61.15 2447.5 2.552 1428.5 61.16 2448. 2.552 1429. 61.13 2448.5 2.552 1429.5 61.11 2449. 2.552 1430. 61.08 2449.5 2.552 1430.5 61.09 2450. 2.528 1431. 61.08 2450.5 2.528 1431.5 61.06 2451. 2.528 1432. 61.06 2451.5 2.528 1432.5 61.03 2452. 2.552 1433. 61.03 2452.5 2.528 1433.5 61.03 2453. 2.528 1434. 61.01 2453.5 2.528 1434.5 61.01 2454. 2.528 1435. 60.99 2454.5 2.528 1435.5 60.99 2455. 2.528 1436. 60.99 2455.5 2.528 1436.5 60.96 2456. 2.528 1437. 60.96 2456.5 2.528 1437.5 60.94 2457. 2.528 1438. 60.94 2457.5 2.504 1438.5 60.94 2458. 2.504 1439. 60.92 2458.5 2.528 1439.5 60.92 2459. 2.528 1440. 60.92 2459.5 2.528 1440.5 60.92 2460. 2.504 1441. 60.89 2460.5 2.504 1441.5 60.92 2461. 2.504 1442. 60.89 2461.5 2.528 1442.5 60.89 2462. 2.504 1443. 60.87 2462.5 2.504 1443.5 60.87 2463. 2.504 1444. 60.84 2463.5 2.504 1444.5 60.84 2464. 2.504 1445. 60.84 2464.5 2.504 1445.5 60.84 2465. 2.504 1446. 60.84 2465.5 2.504 1446.5 60.82 2466. 2.504 1447. 60.84 2466.5 2.504 1447.5 60.84 2467. 2.48 1448. 60.84 2467.5 2.504 1448.5 60.84 2468. 2.504 1449. 60.84 2468.5 2.504 1449.5 60.85 2469. 2.504 1450. 60.84 2469.5 2.48 1450.5 60.87 2470. 2.48 1451. 60.87 2470.5 2.48 1451.5 60.84 2471. 2.48 1452. 60.06 2471.5 2.48 1452.5 56.31 2472. 2.48 1453. 54.41 2472.5 2.48 02/06/17 18 13:48:06 AQTESOLV for Windows Time min Displacement ft _�74_ Time in !2 Displacement ft -2. 1454. 51.38 2473.5 2.48 1454.5 50.14 2474. 2.48 1455. 48.99 2474.5 2.48 1455.5 47.99 2475. 2.48 1456. 47.11 2475.5 2.48 1456.5 46.3 2476. 2.48 1457, 45.59 2476.5 2.48 1457.5 44.92 2477. 2.457 1458. 44.32 2477.5 2.457 1458.5 43.78 2478. 2.457 1459. 43.25 2478.5 2.457 1459.5 42.75 2479. 2.457 1460. 42.3 2479.5 2.48 1460.5 41.85 2480. 2.457 1461. 41.44 2480.5 2.457 1461.5 41.06 2481. 2.457 1462. 40.68 2481.5 2.457 1462.5 40.34 2482. 2.457 1463. 39.98 2482.5 2.457 1463.5 39.67 2483. 2.457 1464. 39.39 2483.5 2.457 1464.5 39.1 2484. 2.457 1465. 38.82 2484.5 2.457 1465.5 38.58 2485. 2.457 1466. 38.32 2485.5 2.457 1466.5 38.05 2486. 2.457 1467. 37.81 2486.5 2.457 1467.5 37.55 2487. 2.457 1468. 37.29 2487.5 2.433 1468.5 37.05 2488. 2.433 1469. 36.84 2488.5 2.433 1469.5 36.6 2489. 2.433 1470. 36.38 2489.5 2.433 1470.5 36.17 2490. 2.433 1471. 35.95 2490.5 2.433 1471.5 35.74 2491. 2.433 1472. 35.55 2491.5 2.433 1472.5 35.36 2492. 2.433 1473. 35.14 2492.5 2.433 1473.5 34.95 2493. 2.433 1474. 34.76 2493.5 2.433 1474.5 34.57 2494. 2.433 1475. 34.4 2494.5 2.409 1475.5 34.24 2495. 2.433 1476. 34.05 2495.5 2.433 1476.5 33.88 2496. 2.433 1477. 33.69 2496.5 2.409 1477.5 33.52 2497. 2.433 1478. 33.35 2497.5 2.409 1478.5 33.19 2498. 2.409 1479. 33.05 2498.5 2.409 1479.5 32.88 2499. 2.409 1480. 32.73 2499.5 2.409 1480.5 32.57 2500, 2.409 1481. 32.4 2500.5 2.409 1481.5 32.26 2501. 2.409 1482. 32.11 2501.5 2.409 1482.5 31.97 2502. 2.409 1483. 31.8 2502.5 2.409 1483.5 31.66 2503. 2.409 1484. 31.52 2503.5 2.385 1484.5 31.37 2504. 2.409 1485. 31.23 2504.5 2.409 1485.5 31.11 2505. 2.409 1486. 30.97 2505.5 2.385 1486.5 30.82 2506. 2.385 1487. 30.68 2506.5 2.409 1487.5 30.56 2507. 2.409 1488. 30.44 2507.5 2.385 02/06/17 19 13:48:06 RQTESOLV for Windows Time min Dis lacement (ft) Time (min) Displacement ft 1489. 30.18 2508.5 2.385 1489.5 30.04 2509. 2.385 1490. 29.92 2509.5 2.385 1490.5 29.8 2510. 2.361 1491. 29.68 2510.5 2.385 1491.5 29.56 2511. 2.385 1492. 29.44 2511.5 2.385 1492.5 29.3 2512. 2.385 1493. 29.2 2512.5 2.385 1493.5 29.06 2513. 2.385 1494. 28.96 2513.5 2.361 1494.5 28.84 2514. 2.385 1495. 28.72 2514.5 2.361 1495.5 28.63 2515. 2.385 1496. 28.51 2515.5 2.361 1496.5 28.39 2516. 2.385 1497. 28.27 2516.5 2.361 1497.5 28.15 2517. 2.361 1498. 28.06 2517.5 2.361 1498.5 27.94 2518. 2.361 1499. 27.84 2518.5 2.385 1499.5 27.72 2519. 2.361 1500. 27.63 2519.5 2.361 1500.5 27.51 2520. 2.361 1501. 27.41 2520.5 2.361 1501.5 27.29 2521. 2.361 1502. 27.2 2521.5 2.361 1502.5 27.1 2522. 2.361 1503. 26.98 2522.5 2.361 1503.5 26.89 2523. 2.337 1504. 26.79 2523.5 2.361 1504.5 26.7 2524. 2.361 '1505. 26.6 2524.5 2.361 1505.5 26.5 2525. 2.337 1506. 26.41 2525.5 2.337 1506.5 26.32 2526. 2.337 1507. 26.22 2526.5 2.361 1507.5 26.12 2527. 2.337 1508. 26.03 2527.5 2.361 1508.5 25.96 2528. 2.337 1509. 25.84 2528.5 2.337 1509.5 25.74 2529. 2.337 1510. 25.65 2529.5 2.337 1510.5 25.55 2530. 2.337 1511. 25.48 2530.5 2.337 1511.5 25.38 2531. 2.337 1512. 25.29 2531.5 2.337 1512.5 25.19 2532. 2.337 1513. 25.1 2532.5 2.337 1513.5 25.02 2533. 2.337 1514. 24.95 2533.5 2.337 1514.5 24.86 2534. 2.313 1515. 24.76 2534.5 2.313 1515.5 24.67 2535. 2.337 1516. 24.6 2535.5 2.337 1516.5 24.52 2536. 2.337 1517. 24.43 2536.5 2.337 1517.5 24.33 2537. 2.337 1518. 24.26 2537.5 2.313 1518.5 24.17 2538. 2.313 1519. 24.09 2538.5 2.313 1519.5 24.02 2539. 2.313 1520. 23.95 2539.5 2.313 1520.5 23.86 2540. 2.313 1521. 23.79 2540.5 2.313 1521.5 23.71 2541. 2.313 1522. 23.64 2541.5 2.313 1522.5 23.55 2542. 2.313 1523. 23.45 2542.5 2.313 02/06/17 _`----- -- 20 _- 13:48:06 SOLV for Windows Time min is ment ft Ti_.150 �b46. Displacement. ft 1524. 15 23.31 2543.5 22.313 1524.5 23.24 2544. 2.313 1525. 23.16 2544.5 2.313 1525.5 23.09 2545. 2.313 1526. 23.02 2545.5 2.313 1526.5 22.95 2546. 2.313 1527. 22.88 2546.5 2.313 1527.5 22.81 2547. 2.313 1528. 22.71 2547.5 2.29 1528.5 22.66 2548. 2.29 1529. 22.57 2548.5 2.313 1529.5 22.5 2549. 2.313 1530. 22.45 2549.5 2.29 1530.5 22.38 2550. 2.29 1531. 22.28 2550.5 2.29 1531.5 22.23 2551. 2.29 1532. 22.16 2551.5 2.29 1532.5 22.09 2552. 2.29 1533. 22.02 2552.5 2.29 1533.5 21.95 2553. 2.29 1534. 21.9 2553.5 2.29 1534.5 21.83 2554. 2.29 1535. 21.76 2554.5 2.29 1535.5 21.69 2555. 2.29 1536. 21.61 2555.5 2.29 1536.5 21.57 2556. 2.29 1537. 21.47 2556.5 2.29 1537.5 21.42 2557. 2.29 1538. 21.35 2557.5 2.266 1538.5 21.28 2558. 2.29 '1539. 21.23 2558.5 2.29 1539.5 21.16 2559. 2.266 1540. 21.09 2559.5 2.29 1540.5 21.04 2560. 2.266 1541, 20.97 2560.5 2.266 1541.5 20.9 2561. 2.266 1542, 20.85 2561.5 2.266 1542.5 20.78 2562. 2.266 1543. 20.71 2562.5 2.266 1543.5 20.68 2563. 2.266 1544. 20.59 2563.5 2.266 1544.5 20.52 2564. 2.266 1545. 20.47 2564.5 2.266 1545.5 20.42 2565. 2.266 1546. 20.37 2565.5 2.266 1546.5 20.3 2566. 2.266 1547. 20.23 2566.5 2.266 1547.5 20.18 2567. 2.242 1548. 20.11 2567.5 2.242 1548.5 20.06 2568. 2.266 1549. 20.02 2568.5 2.266 1549.5 19.95 2569. 2.242 1550. 19.9 2569.5 2.266 1550.5 19.85 2570. 2.242 1551. 19.78 2570.5 2.242 1551.5 19.73 2571. 2.242 1552. 19.66 2571.5 2.242 1552.5 19.61 2572. 2.242 1553. 19.56 2572.5 2.242 1553.5 19.52 2573. 2.242 1554. 19.44 2573.5 2.242 1554.5 19.4 2574. 2.242 1555. 19.35 2574.5 2.218 1555.5 19.3 2575. 2.242 1556. 19.23 2575.5 2.242 1556.5 19.18 2576. 2.242 1557. 19.13 2576.5 2.242 1557.5 19.09 2577. 2.242 1558. 19.04 2577.5 2.242 02/06/17 21 13:48:06 AQTESOLV for Windows Time min Dpla is� ement ft Time ( -2-57min B. Displacement ft -2:242 1559. 18.92 2578.5 2.242 1559.5 18.87 2579. 2.242 1560. 18.82 2579.5 2.218 1560.5 18.75 2580. 2.242 1561. 18.73 2580.5 2.242 1561.5 18.66 2581. 2.242 1562. 18.63 2581.5 2.242 1562.5 18.56 2582. 2.218 1563. 18.51 2582.5 2.242 1563.5 18.47 2583. 2.218 1564. 18.42 2583.5 2.218 1564.5 18.37 2584. 2.218 1565. 18.32 2584.5 2.218 1565.5 18.25 2585. 2.218 1566. 18.23 2585.5 2.218 1566.5 18.18 2586. 2.218 1567. 18.13 2586.5 2.218 1567.5 18.08 2587. 2.218 1568. 18.01 2587.5 2.218 1568.5 17.99 2588. 2.218 1569. 17.94 2588.5 2.218 1569.5 17.89 2589. 2.218 1570. 17.82 2589.5 2.218 1570.5 17.8 2590. 2.218 1571. 17.75 2590.5 2.218 1571.5 17.7 2591. 2.218 1572. 17.65 2591.5 2.218 1572.5 17.61 2592. 2,218 1573. 17.56 2592.5 2.194 1573.5 17.51 2593. 2.218 1574. 17.46 2593.5 2.194 1574.5 17.41 2594. 2.194 1575. 17.39 2594.5 2.194 1575.5 17.34 2595. 2.194 1576. 17.3 2595.5 2.194 1576.5 17.25 2596. 2.194 1577. 17.2 2596.5 2.194 1577.5 17.15 2597. 2.194 1578. 17.11 2597.5 2.194 1578.5 17.08 2598. 2.194 1579. 17.03 2598.5 2.194 1579.5 16.99 2599. 2.194 1580. 16.94 2599.5 2.194 1580.5 16.89 2600. 2.194 1581. 16.87 2600.5 2.194 1581.5 16.82 2601. 2.194 1582. 16.77 2601.5 2.194 1582.5 16.72 2602. 2.194 1583. 16.7 2602.5 2.194 1583.5 16.65 2603. 2.194 1584. 16.6 2603.5 2.194 1584.5 16.58 2604. 2.194 1585. 16.53 2604.5 2.194 1585.5 16.48 2605. 2.17 1586. 16.44 2605.5 2.17 1586.5 16.39 2606. 2.194 1587. 16.37 2606.5 2.194 1587.5 16.32 2607. 2.194 1588. 16.27 2607.5 2.17 1588.5 16.25 2608. 2.17 1589. 16.2 2608.5 2.194 1589.5 16.18 2609. 2.17 1590. 16.13 2609.5 2.17 1590.5 16.08 2610. 2.17 1591. 16.03 2610.5 2.17 1591.5 16.01 2611. 2.17 1592. 15.96 2611.5 2.17 1592.5 15.91 2612. 2.17 1593. 15.91 2612.5 2.17 02/06/17 22 13:48:07 AQTESOLV for Windows Time (min �_&1 Time _ Displacement �I � 159334. 15.82 2613.5 2.17 1594.5 15.77 2614. 2.17 1595. 15.75 2614.5 2.17 1595.5 15.7 2615. 2.17 1596. 15.67 2615.5 2.17 1596.5 15.63 2616. 2.146 1597. 15.6 2616.5 2.146 1597.5 15.56 2617. 2.146 1598. 15.53 2617.5 2.17 1598.5 15.48 2618. 2.17 1599. 15.46 2618.5 2.17 1599.5 15.41 2619. 2.146 1600. 15.36 2619.5 2.17 1600.5 15.34 2620. 2.146 1601. 15.29 2620.5 2.146 1601.5 15.27 2621. 2.146 1602. 15.24 2621.5 2.146 1602.5 15.2 2622. 2.17 1603. 15.17 2622.5 2.146 1603.5 15.12 2623. 2.146 1604. 15.08 2623.5 2.146 1604.5 15.05 2624. 2.146 1605. 15.03 2624.5 2.146 1605.5 15. 2625. 2.146 1606. 14.96 2625.5 2.146 1606.5 14.93 2626. 2.146 1607. 14.89 2626.5 2.146 1607.5 14.86 2627. 2.146 1608. 14.81 2627.5 2.146 1608.5 14.79 2628. 2.146 1609. 14.74 2628.5 2.146 1609.5 14.72 2629. 2.146 1610. 14.67 2629.5 2.146 1610.5 14.65 2630. 2.146 1611. 14.62 2630.5 2.146 1611.5 14.57 2631. 2.146 1612. '14.55 2631.5 2.146 1612.5 14.53 2632. 2.146 1613. 14.48 2632.5 2.146 1613.5 14.46 2633. 2.123 1614. 14.41 2633.5 2.123 1614.5 14.38 2634. 2.123 1615. 14.36 2634.5 2.146 1615.5 14.31 2635. 2.123 1616. 14.29 2635.5 2.123 1616.5 14.27 2636. 2.123 1617. 14.24 2636.5 2.123 1617.5 14.19 2637. 2.123 1618. 14.15 2637.5 2.123 1618.5 14.15 2638. 2.123 1619. 14.1 2638.5 2.123 1619.5 14.07 2639. 2.123 1620. 14.03 2639.5 2.123 1620.5 14. 2640. 2.123 1621. 13.98 2640.5 2.123 1621.5 13.96 2641. 2.099 1622. 13.93 2641.5 2.123 1622.5 13.88 2642. 2.123 1623. 13.86 2642.5 2.123 1623.5 13.84 2643. 2.099 1624. 13.81 2643.5 2.099 1624.5 13.76 2644. 2.123 1625. 13.74 2644.5 2.099 1625.5 13.72 2645. 2.123 1626. 13.69 2645.5 2.099 1626.5 13.65 2646. 2.123 1627. 13.62 2646.5 2.123 1627.5 13.6 2647. 2.099 1628. 13.57 2647.5 2.099 02/06/17 23 13:48:07 AQTESOLV for Windows Time min Displacement ft - Time (min) X6'4 Displacement (ftp --2.G9J- 1629. 13.5 2648.5 2.099 1629.5 13.48 2649. 2.099 1630. 13.45 2649.5 2.099 1630.5 13.43 2650. 2.099 1631. 13.41 2650.5 2.099 1631.5 13.36 2651. 2.099 1632. 13.34 2651.5 2.099 1632.5 13.31 2652. 2.099 1633. 13.29 2652.5 2.099 1633.5 13.26 2653. 2.099 1634. 13.24 2653.5 2.099 1634.5 13.19 2654. 2.099 1635. 13.17 2654.5 2.099 1635.5 13.14 2655. 2.099 1636. 13.12 2655.5 2.075 1636.5 13.1 2656. 2.099 1637. 13.05 2656.5 2.075 1637.5 13.03 2657. 2.099 1638. 13. 2657.5 2.099 1638.5 12.98 2658. 2.099 1639. 12.95 2658.5 2.099 1639.5 12.93 2659. 2.075 1640. 12.9 2659.5 2.075 1640.5 12.88 2660. 2.075 1641. 12.86 2660.5 2.099 1641.5 12.83 2661. 2.099 1642. 12.81 2661.5 2.075 1642.5 12.79 2662. 2.075 1643. 12.76 2662.5 2.099 1643.5 12.72 2663. 2.075 1644. 12.69 2663.5 2.075 1644.5 12.67 2664. 2.075 1645. 12.64 26,64.5 2 n75 '1645.5 12.62 2665. 2.075 1646. 12.6 2665.5 2.075 1646.5 12.57 2666. 2.075 1647. 12.55 2666.5 2.075 1647.5 12.52 2667. 2.075 1648. 12.48 2667.5 2.075 1648.5 12.48 2668. 2.075 1649. 12.43 2668.5 2.075 1649.5 12.43 2669. 2.075 1650. 12.38 2669.5 2.075 1650.5 12.36 2670. 2.075 1651. 12.33 2670.5 2.051 1651.5 12.31 2671. 2.075 1652. 12.29 2671.5 2.075 1652.5 12.26 2672. 2.051 1653. 12.26 2672.5 2.075 1653.5 12.21 2673. 2.075 1654. 12.19 2673.5 2.075 1654.5 12.17 2674. 2.051 1655. 12.14 2674.5 2.051 1655.5 12.14 2675. 2.051 1656. 12.09 2675.5 2.051 1656.5 12.07 2676. 2.051 1657. 12.05 2676.5 2.051 1657.5 12.02 2677. 2.051 1658. 12. 2677.5 2.051 1658.5 11.98 2678. 2.051 1659. 11.95 2678.5 2.051 1659.5 11.93 2679. 2.051 1660. 11.9 2679.5 2.051 1660.5 11.88 2680. 2.051 1661. 11.86 2680.5 2.051 1661.5 11.83 2681. 2.051 1662. 11.83 2681.5 2.051 1662.5 11.81 2682. 2.051 1663. 11.76 2682.5 2.051 02/06/17 24 13:48:07 SOLV for Windows Time min -166 Displacement ft fi76 Time (min -268 Displacement (fq -- 1664. 11.71 2683.5 27. 0571- 2.051 1664.5 11.71 2684. 2.051 1665. 11.69 2684.5 2.051 1665.5 11.66 2685. 2.051 1666. 11.64 2685.5 2.027 1666.5 11.62 2686. 2.051 1667. 11.59 2686.5 2.051 1667.5 11.59 2687. 2.051 1668. 11.55 2687.5 2.027 1668.5 11.52 2688. 2.027 1669. 11.5 2688.5 2.027 1669.5 11.5 2689. 2.051 1670. 11.47 2689.5 2.027 1670.5 11.45 2690. 2.027 1671, 11.43 2690.5 2.027 1671.5 11.4 2691. 2.027 1672. 11.38 2691.5 2.027 1672.5 11.36 2692. 2.027 1673. 11.33 2692.5 2.027 1673.5 11.31 2693. 2.027 1674. 11.31 2693.5 2.027 1674.5 11.28 2694. 2.027 1675. 11.26 2694.5 2.027 1675.5 11.24 2695. 2.027 1676. 11.21 2695.5 2.027 1676.5 11.19 2696, 2.027 1677. 11.16 2696.5 2.027 1677.5 11.14 2697. 2.027 1678. 11.12 2697.5 2.027 1678.5 11.12 2698. 2.027 1679. 11.09 2698.5 2.027 1679.5 11.07 2699. 2.027 1680. 11.05 2699.5 2.027 1680.5 11.02 2700. 2.027 1681. 11. 2700.5 2.027 1681.5 10.97 2701. 2.003 1682. 10.97 2701.5 2.027 1682.5 10.95 2702. 2.027 1683. 10.93 2702.5 2.027 1683.5 10.9 2703. 2.027 1684. 10.88 2703.5 2.003 1684.5 10.85 2704. 2.027 1685. 10.85 2704.5 2.027 1685.5 10.81 2705. 2.027 1686. 10.81 2705.5 2.003 1686.5 10.78 2706. 2.003 1687. 10.78 2706.5 2.003 1687.5 10.76 2707. 2.003 1688. 10.73 2707.5 2.003 1688.5 10.71 2708. 2.003 1689. 10.69 2708.5 2.003 1689.5 10.66 2709. 2.003 1690. 10.64 2709.5 2.003 1690.5 10.64 2710. 2.003 1691. 10.62 2710.5 2.003 1691.5 10.59 2711. 2.003 1692. 10.57 2711.5 2.003 1692.5 10.57 2712. 2.003 1693. 10.54 2712.5 2.003 1693.5 10.52 2713. 2.003 1694. 10.5 2713.5 2.003 1694.5 10.5 2714. 2.003 1695. 10.47 2714.5 1.98 1695.5 10.45 2715. 2.003 1696. 10.43 2715.5 1.98 1696.5 10.4 2716. 2.003 1697. 10.38 2716.5 2.003 1697.5 10.38 2717. 2.003 1698. 10.35 2717.5 2.003 02/06/17 25 13:48:07 AQTESOLV for Windows Time (min) ----18 �9:5J Displacement ft -10.0a Time (min) -27-1'8-" Displacement2.0(� 1699. 10.31 2718.5 2.003 1699.5 10.31 2719. 2.003 1700. 10.28 2719.5 2.003 1700.5 10.26 2720. 2.003 1701. 10.26 2720.5 1.98 1701.5 10.23 2721. 2.003 1702. 10.21 2721.5 1.98 1702.5 10.19 2722. 1.98 1703. 10.19 2722.5 2.003 1703.5 10.16 2723. 1.98 1704. 10.14 2723.5 2.003 1704.5 10.12 2724. 1.98 1705. 10.09 2724.5 1.98 1705.5 10.09 2725. 1.98 1706. 10.07 2725.5 1.98 1706.5 10.07 2726. 1.98 1707. 10.04 2726.5 1.98 1707.5 10.02 2727. 1.98 1708. 9.996 2727.5 1.98 1708.5 9.972 2728. 1.98 1709. 9.948 2728.5 1.98 1709.5 9.948 2729. 1.98 1710. 9.924 2729.5 1.98 1710.5 9.924 2730. 1.98 1711. 9.9 2730.5 1.98 1711.5 9.876 2731. 1.98 1712. 9.852 2731.5 1.98 1712.5 9.852 2732. 1.98 1713. 9.829 2732.5 1.956 1713.5 9.805 2733. 1.98 1714. 9.805 2733.5 1.98 1714.5 9.781 2734. 1.98 1715. 9.757 2734.5 1.98 1715.5 9.757 2735. 1.98 1716. 9.733 2735.5 1.98 1716.5 9.709 2736. 1.98 1717. 9.709 2736.5 1.98 1717.5 9.685 2737. 1.956 1718. 9.662 2737.5 1.98 1718.5 9.662 2738. 1.98 1719. 9.638 2738.5 1.98 1719.5 9.614 2739. 1.98 1720. 9.614 2739.5 1.956 1720.5 9.59 2740. 1.956 1721. 9.566 2740.5 1.956 1721.5 9.566 2741. 1.956 1722. 9.519 2741.5 1.956 1722.5 9.519 2742. 1.956 1723. 9.495 2742.5 1.98 1723.5 9.495 2743. 1.956 1724. 9.471 2743.5 1.956 1724.5 9.447 2744. 1.956 1725. 9.423 2744.5 1.956 1725.5 9.423 2745. 1.956 1726. 9.423 2745.5 1.956 1726.5 9.399 2746. 1.956 1727. 9.375 2746.5 1.956 1727.5 9.375 2747. 1.956 1728. 9.352 2747.5 1.956 1728.5 9.328 2748. 1.956 1729. 9.304 2748.5 1.956 1729.5 9.304 2749. 1.956 1730. 9.28 2749.5 1.932 1730.5 9.28 2750. 1.956 1731. 9.256 2750.5 1.956 1731.5 9.232 2751. 1.956 1732. 9.232 2751.5 1.956 1732.5 9.208 2752. 1.932 1733. 9.185 2752.5 1.956 02/06/17 26 13:48:07 AQTESOLV for Wi Time min Displacement (ff 97-8 - Time (min) -2753-.-1:956 Displacement ft 1734. 9.161 2753.5 1.956 1734.5 9.161 2754. 1.956 1735. 9.137 2754.5 1.932 1735.5 9.113 2755. 1.932 1736. 9.113 2755.5 1.932 1736.5 9.089 2756. 1.956 1737. 9.065 2756.5 1.956 1737.5 9.065 2757. 1.956 1738. 9.041 2757.5 1.956 1738.5 9.041 2758. 1.956 1739. 9.018 2758.5 1.932 1739.5 9.018 2759. 1.932 1740. 8.994 2759.5 1.956 1740.5 8.994 2760. 1.932 1741. 8.97 2760.5 1.932 1741.5 8.946 2761. 1.932 1742. 8.946 2761.5 1.932 1742.5 8.922 2762. 1.932 1743. 8.922 2762.5 1.932 1743.5 8.898 2763. 1.932 1744. 8.875 2763.5 1.932 1744.5 8.875 2764. 1.932 1745. 8.875 2764.5 1.932 1745.5 8.851 2765. 1.932 1746. 8.851 2765.5 1.932 1746.5 8.827 2766. 1.908 1747. 8.827 2766.5 1.908 1747.5 8.803 2767. 1.932 1748. 8.779 2767.5 1.932 1748.5 8.755 2768. 1.908 1749. 8.755 2768.5 1.908 1749.5 8.755 2769. 1.932 1750. 8.731 2769.5 1.932 1750.5 8.708 2770. 1.932 1751. 8.708 2770.5 1.932 1751.5 8.684 2771. 1.932 1752. 8.66 2771.5 1.908 1752.5 8.66 2772. 1.908 1753. 8.636 2772.5 1.932 1753.5 8.612 2773. 1.932 1754. 8.612 2773.5 1.932 1754.5 8.612 2774. 1.908 1755. 8.588 2774.5 1.932 1755.5 8.564 2775. 1.908 1756. 8.564 2775.5 1.932 1756.5 8.541 2776. 1.908 1757. 8.541 2776.5 1.932 1757.5 8.517 2777. 1.908 1758. 8.517 2777.5 1.908 1758.5 8.493 2778. 1.908 1759. 8.493 2778.5 1.908 1759.5 8.493 2779. 1.908 1760. 8.445 2779.5 1.908 1760.5 8.445 2780. 1.908 1761. 8.445 2780.5 1.908 1761.5 8.421 2781. 1.908 1762. 8.421 2781.5 1.932 1762.5 8.398 2782. 1.908 1763. 8.374 2782.5 1.908 1763.5 8.374 2783. 1.908 1764. 8.374 2783.5 1.908 1764.5 8.35 2784. 1.908 1765. 8.326 2784.5 1.908 1765.5 8.326 2785. 1.908 1766. 8.302 2785.5 1.908 1766.5 8.278 2786. 1.908 1767. 8.278 2786.5 1.908 1767.5 8.278 2787. 1.908 1768. 8.254 2787.5 1.908 02/06/17 27 13:48:07 AQTESOLV for Windows Time(min) Displaces Z�4 Time 8 in Displa�cem$ nt176t-.5(ftp 1769. 8.231 2788.5 1.908 1769.5 8.231 2789. 1.908 1770. 8.207 2789.5 1.908 1770.5 8.207 2790. 1.908 1771. 8.183 2790.5 1.884 1771.5 8.159 2791. 1.884 1772. 8.159 2791.5 1.908 1772.5 8.159 2792. 1.884 1773. 8.135 2792.5 1.908 1773.5 8.135 2793. 1.908 1774. 8.135 2793.5 1.908 1774.5 8.111 2794. 1.908 1775. 8.087 2794.5 1.908 1775.5 8.087 2795. 1.908 1776. 8.064 2795.5 1.908 1776.5 8.062 2796. 1.908 1777. 8.04 2796.5 1.884 1777.5 8.04 2797. 1.884 1778. 8.04 2797.5 1.908 1778.5 8.016 2798. 1.884 1779. 8.016 2798.5 1.908 1779.5 7.992 2799. 1.884 1780. 7.968 2799.5 1.884 1780.5 7.968 2800. 1.884 1781. 7.968 2800.5 1.884 1781.5 7.944 2801. 1.884 1782. 7.92 2801.5 1.884 1782.5 7.92 2802. 1.884 1783. 7.92 2802.5 1.884 1783.5 7.897 2803. 1.884 1784. 7.897 2803.5 1.884 1784.5 7.873 2804. 1.884 1785. 7.849 2804.5 1.884 1 785.5 7.873 2805. 1.884 1786. 7.849 2805.5 1.908 1786.5 7.849 2806. 1.884 1787. 7.825 2806.5 1.884 1787.5 7.801 2807. 1.884 1788. 7.801 2807.5 1.884 1788.5 7.777 2808. 1.884 1789. 7.777 2808.5 1.884 1789.5 7.777 2809. 1.884 1790. 7.754 2809.5 1.884 1790.5 7.73 2810. 1.884 1791. 7.73 2810.5 1.884 1791.5 7.706 2811. 1.884 1792. 7.706 2811.5 1.884 1792.5 7.706 2812. 1.884 1793. 7.682 2812.5 1.884 1793.5 7.682 2813. 1.884 1794. 7.658 2813.5 1.884 1794.5 7.658 2814. 1.884 1795. 7.658 2814.5 1.884 1795.5 7.634 2815. 1.884 1796. 7.634 2815.5 1.884 1796.5 7.634 2816. 1.884 1797. 7.61 2816.5 1.884 1797.5 7.61 2817. 1.884 1798. 7.587 2817.5 1.86 1798.5 7.563 2818. 1.884 1799. 7.563 2818.5 1.884 1799.5 7.539 2819. 1.884 1800. 7.539 2819.5 1.884 1800.5 7.539 2820. 1.884 1801. 7.515 2820.5 1.86 1801.5 7.515 2821. 1.884 1802. 7.491 2821.5 1.86 1802.5 7.491 2822. 1.86 1803. 7.491 2822.5 1.884 2/06/17 28 13:48:07 TESOLV for Windows Ti180 min Displacement.4bI(ft) Time �min Displacement ft 1804. 7.443 2823.5 1.86 1804.5 7.443 2824. 1.884 1805. 7.443 2824.5 1.86 1805.5 7.443 2825. 1.86 1806. 7.42 2825.5 1.86 1806.5 7.396 2826. 1.884 1807. 7.396 2826.5 1.884 1807.5 7.396 2827. 1.86 1808. 7.372 2827.5 1.86 1808.5 7.372 2828. 1.86 1809. 7.372 2828.5 1.86 1809.5 7.348 2829. 1.884 1810. 7.348 2829.5 1.86 1810.5 7.348 2830. 1.86 1811. 7.324 2830.5 1.86 1811.5 7.3 2831. 1.86 1812. 7.3 2831.5 1.86 1812.5 7.3 2832. 1.86 1813. 7.277 2832.5 1.86 1813.5 7.277 2833. 1.86 1814. 7.253 2833.5 1.884 1814.5 7.253 2834. 1.86 1815. 7.253 2834.5 1.86 1815.5 7.229 2835. 1.86 1816. 7.229 2835.5 1.86 1816.5 7.205 2836. 1.86 1817. 7.205 2836.5 1.86 1817.5 7.181 2837. 1.86 1818. 7.181 2837.5 1.86 1818.5 7.181 2838. 1.86 1819. 7.157 2838.5 1.86 1819.5 7.157 2839. 1.86 1820. 7.157 2839.5 1.86 '1820.5 7.133 2840. 1.86 1821. 7.133 2840.5 1.86 1821.5 7.11 2841. 1.86 1822. 7.11 2841.5 1.86 1822.5 7.11 2842. 1.86 1823. 7.11 2842.5 1.86 1823.5 7.086 2843. 1.86 1824. 7.062 2843.5 1.86 1824.5 7.062 2844. 1.86 1825. 7.062 2844.5 1.86 1825.5 7.038 2845. 1.86 1826. 7.038 2845.5 1.86 1826.5 7.014 2846. 1.86 1827. 7.038 2846.5 1.86 1827.5 7.014 2847. 1.86 1828. 6.99 2847.5 1.86 1828.5 6.99 2848. 1.836 1829. 6.99 2848.5 1.86 1829.5 6.99 2849. 1.86 1830. 6.966 2849.5 1.836 1830.5 6.966 2850. 1.86 1831. 6.943 2850.5 1.86 1831.5 6.943 2851. 1.86 1832. 6.943 2851.5 1.836 1832.5 6.919 2852. 1.836 1833. 6.919 2852.5 1.836 1833.5 6.895 2853. 1.86 1834. 6.895 2853.5 1.836 1834.5 6.893 2854. 1.836 1835. 6.871 2854.5 1.836 1835.5 6.847 2855. 1.836 1836. 6.847 2855.5 1.836 1836.5 6.847 2856. 1.836 1837. 6.847 2856.5 1.836 1837.5 6.823 2857. 1.836 1838. 6.823 2857.5 1.836 02/06/17 29 13:48:07 AQTESOLV for Windows Time (min Disp lacement Time (min) Displacement ft p 1835 6:823-- -2858-"- 1:836-� 1839. 6.799 2858.5 1.836 1839.5 6.799 2859. 1.86 1840. 6.799 2859.5 1.836 1840.5 6.776 2860. 1.836 1841. 6.776 2860.5 1.836 1841.5 6.776 2861. 1.86 1842. 6.752 2861.5 1.836 1842.5 6.752 2862. 1.836 1843. 6.728 2862.5 1.836 1843.5 6.726 2863. 1.836 1844. 6.728 2863.5 1.836 1844.5 6.704 2864. 1.836 1845. 6.702 2864.5 1.836 1845.5 6.704 2865. 1.836 1846. 6.68 2865.5 1.836 1846.5 6.678 2866. 1.836 1847. 6.68 2866.5 1.836 1847.5 6.654 2867. 1.836 1848. 6.656 2867.5 1.836 1848.5 6.656 2868. 1.836 1849. 6.633 2868.5 1.836 1849.5 6.633 2869. 1.836 1850, 6.609 2869.5 1.836 1850.5 6.609 2870. 1.836 1851. 6.609 2870.5 1.836 1851.5 6.607 2871. 1.836 1852. 6.585 2871.5 1.836 1852.5 6.585 2872, 1.836 1853. 6.585 2872.5 1.836 1853.5 6.561 2873. 1.813 1854. 6.561 2873.5 1.813 1854.5 6.537 2874. 1.836 1855. 6.537 2874.5 1.813 -1855.5 6.535 2875. 1.813 1856. 6.511 2875.5 1.813 1856.5 6.513 2876. 1.836 1857. 6.513 2876.5 1.813 1857.5 6.489 2877. 1.836 1858. 6.489 2877.5 1.836 1858.5 6.489 2878. 1.813 1859. 6.489 2878.5 1.813 1859.5 6.466 2879. 1.813 1860. 6.466 2879.5 1.813 1860.5 6.466 2880. 1.813 1861. 6.442 2880.5 1.813 1861.5 6.442 2881. 1.813 1862. 6.442 2881.5 1.813 1862.5 6.418 2882. 1.813 1863. 6.418 2882.5 1.813 1863.5 6.394 2883. 1.813 1864. 6.394 2883.5 1.813 1864.5 6.394 2884. 1.813 1865. 6.37 2884.5 1.813 1865.5 6.394 2885. 1.813 1866. 6.37 2885.5 1.813 1866.5 6.37 2886. 1.813 1867. 6.346 2886.5 1.813 1867.5 6.346 2887. 1.813 1868. 6.346 2887.5 1.813 1868.5 6.322 2888. 1.789 1869. 6.322 2888.5 1.813 1869.5 6.299 2889. 1.813 1870. 6.299 2889.5 1.793 1870.5 6.299 2890. 1.815 1871. 6.299 2890.5 1.789 1871.5 6.275 2891. 1.813 1872. 6.275 SOLUTION 02/06/17 30 13:48:07 AQTESOLV for Windows Pumping Test Aquifer Model: Fractured Solution Method: Gringarten-Ramey w/horizontal fracture VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate Kr O -WO -18-1-9 ft/ in Ss 0.0147 ft' Kz/Kr 0.93 Rf 1. ft K = 9.242E-5 cm/sec 1.471E+4 ft2 T = K*b = 0.01092 ft2/min (0.169 sq. cm/sec) AUTOMATIC ESTIMATION RESULTS Estimated Parameters Parameter Estimate Std. Error Approx. C.I. -Kr 0-0UO-903-9 O:IIUO480 Ss 0.00536 0.008619 +/-0.01689 Kz/Kr 0.93 not estimated Rf 7.003 3.791 +/-7.43 C.I. is approximate 95% confidence interval for parameter t -ratio = estimate/std. error No estimation window K = 0.0004592 cm/sec T = K*b = 0.05423 ft2/min (0.8398 sq. cm/sec) Parameter Correlations Kr Ss Rf Kr 1790 1..00 -1.00 Ss 1.00 1.00 -1.00 Rf -1.00 -1.00 1.00 Residual Statistics for weighted residuals Sum of Squares ...... 1.471E+4 ft2 Variance ............ 3.61 ft Std. Deviation ........ 1.9 ft Mean ............... -0.8359 ft No. of Residuals...... 4077 No. of Estimates...... 3 t -Ratio 1-8-47- ft/ in 0.6219 ft' 1.847 ft 02/06/17 31 13:48:07 70. 56. rt 14. Cil 0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3 Time (min) WELL TEST ANALYSIS Data Set: P:\...\We112 Only 10gpm.agt Date: 02/06/17 Time: 13:46:39 PROJECT INFORMATION Company: TERRASAT Client: Big CountryEnter risesLC Project: 21607 Location: Anchorage, Alaska Test Well: LCW-2 Test Date: 1/24/17 AQUIFER DATA Saturated Thickness: 60. ft Fracture Radius: 7.003 ft WELL DATA Pumping Wells Observation_ Wells Well Name X (ft) Y (ft) Well Name X (f Y ft i LCW-2_ 0_ 0 i LCW-2 0 I - SOLUTION Aquifer Model: Fractured Solution Method: Gringarten (Horizontal) Kr = 0.0009039 ft/min Ss = 0.00536 ft -1 Kz/Kr = 0.93 Rf = 7.003 ft AQTESOLV for Windows LCW-3 Pump & Recovery Test Data Set: P:\2016 Projects\21607 - Lewis & Clark Subd Hydrogeology - Big Country Ent\REPORTS\MAIN REPOR Title: LCW 3 Pump & Recovery Test Date: 02/14/17 Time: 11:02:08 PROJECT INFORMATION Company: TERRASAT Client: Big Country Enterprisesl-C Project: 21607 Location: Anchorage, Alaska Test Date: 1/28/17 Test Well: LCW-3 AQUIFER DATA Saturated Thickness: 25. ft Anisotropy Ratio (Kz/Kr): 0.93 Slab Block Thickness: 1. ft Spherical Block Diameter: 1. ft Fracture Length: 1.743 ft Fracture Radius: 5.775 ft PUMPING WELL DATA No. of pumping wells: 1 Pumpinq Well No. 1: LCW-3 X Location: 0. ft Y Location: 0. ft Casing Radius: 0.25 ft Well Radius: 0.25 ft Fully Penetrating Well No. of pumping periods: 4 Num in Period rata Time (min) Rate aC min - -Time (mini 1440. 5. 2880. OBSERVATION WELL DATA No. of observation wells: 1 Observation Well No. 1: LCW-3 X Location: 0. ft Y Location: 0. ft Radial distance from LCW-3: 0. ft Fully Penetrating Well No. of Observations: 122 Rate gal/min U. 0. Displacement (ft) 84.96 84.17 83.41 82.72 82.03 81.33 80.69 80.09 79.52 02/14/17 1 11:02:08 Observation Data Time min) Displlacemenf ftp --time (min) f441.b 1.5 2.982 1442. 2. 3.411 1442.5 2.5 3.743 1443, 3. 4.293 1443.5 3.5 5.39 1444. 4. 6.009 1444.5 4.5 6.511 1445. 5. 7.012 1445.5 5.5 7.678 1446. Rate gal/min U. 0. Displacement (ft) 84.96 84.17 83.41 82.72 82.03 81.33 80.69 80.09 79.52 02/14/17 1 11:02:08 AQTESOLV for Windows _ LCW-3 Pump & Recovery Test Time (min) b. Dis lacement (ftp - Time min Displacement (ft) -7b.ti -` Ss 275- 1 446 l 6.5 9.229 1447. 78.43 7. 10.35 1447.5 77.93 7.5 11.49 1448. 77.45 8. 12.74 1448.5 76.97 8.5 13.43 1449. 76.52 9. 13.86 1449.5 76.05 9.5 14.05 1450. 75.6 10. 14.31 1450.5 75.17 11. 14.74 1451. 74.81 12. 15.62 1451.5 74.48 13. 16.36 1452.5 73.86 14. 16.96 1453.5 73.22 15. 17.5 1454.5 72.5 16. 17.96 1455.5 71.65 21. 20.06 1456.5 70.79 26. 20.89 1461.5 67.14 31. 21.42 1466.5 64.04 36. 22.02 1471.5 61.2 41. 30.12 1476.5 58.78 46. 33.75 1481.5 56.28 51. 36.68 1486.5 54.06 56. 39.02 1491.5 52.05 61. 41.1 1496.5 50.17 91. 52.28 1501.5 48.42 121. 59.29 1531.5 40.07 151. 63.4 1561.5 33.99 181. 71.27 1591.5 29.53 211. 76.75 1621.5 25.97 241. 80.19 1651.5 23.21 271. 82. 1681.5 21.04 301. 83.5 1711.5 19.25 361. 85.13 1741.5 17.7 421. 84.48 1801.5 15.5 481. 84.84 1861.5 14.07 541. 85.44 1921.5 12.66 601. 86.63 1981.5 11.71 661. 87.7 2041.5 10.97 721. 88.27 2101.5 10.3 781. 87.75 2161.5 9.706 841. 86.89 2221.5 9.157 901. 86.8 2281.5 8.68 961. 86.91 2341.5 8.275 1021. 87.11 2401.5 7.869 1081. 87.3 2461.5 7.917 1141. 87.51 2521.5 7.631 1201. 87.7 2581.5 7.344 1261. 87.84 2641.5 7.368 1321. 88.01 2701.5 7.297 1381. 88.15 2761.5 7.201 1441. 88.73 2821.5 7.082 SOLUTION Pumping Test Aquifer Model: Fractured Solution Method: Gringarten-Ramey w/horizontal fracture VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K -r (TUOU3473 ft/Tin Ss 0.005101 ft- Kz/Kr 0.93 Rf 5.775 ft K = 0.0001764 cm/sec T = K*b = 0.008683 ftz/min (0.1344 sq. cm/sec) 02/14/17 2 11:02:08 � N N 1 C "PG I G Q % GGG / G G 7 LG � ° a � q r ° ° G � G / G / I I i 0.1 1. 10. 100. 1000. 1.0E+4 Time (min) LCW-3 PUMP &RECOVERY TEST Data Set: P:\...\We113 Only 59_pMagt Date: 02/07/17 Time: 09:21:24 Company: TERRASAT Client: Big CountryEnterprisesLC Project: 21607 Location: Anchorage, Alaska_ Test Well: LCW-3 Test Date: 1/28/17 Saturated Thickness: 25. ft PROJECT INFORMATION AQUIFER DATA Fracture Radius: 5.775 ft WELL DATA Pumping Wells Observation Wells Well Name +--nft) 1 Y (ft)Well Name ( X (ft) ` Y (ft)_ LCW-3 0 0 ° LCW-3 0 i 0 SOLUTION Aquifer Model: Fractured Solution Method: Gringarten (Horizontal) Kr = 0.0003473 ft/min Ss = 0.005101 ft -1 Kz/Kr = 0.93 Rf = 5.775 ft APPENDIX G ADNR Temporary Water -Use Permit Approval Documents DIVISION OF MINING, LAND AND WATER Alaska Department of WATER RESOURCES SECTION NATURAL wcvw.dnr.slate.ak uti mhv/waterlindca.htm RESOURCES Anchorage Office Juneau Office Fairbanks Office For ADNR Use 0/ 550 West 7h Avenue, Suite 1020 PO Box 111020 3700 Airport Way Date/Time Stamp Anchorage, AK 99501-3562 400 Willoughby Avenue Fairbanks, AK 99709-4699 (907) 269-8600 Juneau, AK 99811-1020 (907) 451-2790 Fax: (907) 269-8947 (907)465-3400 Fax: (907) 451-2703 Fax: 90 7) 586-2954 j�orADNTWUP # R Use Only ( Fon ADNR Use Only For ADNR Use Only INSTRUCTIONS i. uompiete one application for each project including up to five water sources (incomplete applications will not be accepted). 2. Attach legible map that includes meridian, township, range, and section lines such as a USGS topographical quadrangle or subdivision plat. Indicate water withdrawal point(s), location(s) of water use, and point(s) of return flow or discharge (if applicable). 3. Attach sketch, photos, plans of water system, or project description (if applicable). 4. Attach driller's well log for drilled wells (if available). 5. Attach copy of ADNR fish habitat permit (if applicable). 6. Submit non-refundable fee (see page 4). APPLICANT INFORMA Proposed Lewis and Clark Subdivision Well Installation Project Name Big Country Enterprises, LLC, Organization Name (if applicable) Todd Brownson Individual Name (if applicable) 4203 Iowa Dr. Mailing Address 907-344-3970 Daytime Phone Number Fax 102-4048 (Rev. 2/06) Page 1 of 4 TERRASAT, Inc. Agent or Consultant Name (if applicable) Jeremy Stariwat Individual Co -applicant Name (if applicable) Anchorage City AK 99517 State Zip Code Alternate Phone Number (optional) jeremy@terrasatenvironmental.com F -Mail Aririracc Inn+innol\ PROPERTY DESCRIPTIONS Location of Water Use Project Area (e -g. milepost range, place name, survey M dre ,an' Township Range Section Quarter Sections number) Corner of Upper De Armoun Rd. and Canyon Rd. �i Seward 12N 3W Hours/Da Y Pump output 5-15 GPM 25 NW y4 SE , Inches Location of Water Source Y4 - �4 Geographic Name of Water Body or Well Depth Meridian Township Range Section Ditch Quarter Sections Well 1 Groundwater (Well Depth Unknown) Well 2 Groundwater (Well Depth Unknown) Well 3 Groundwater (Well Depth Unknown) j -- - --- i Seward �--- Seward Seward 12N 12N 12N 3W 3W 3W 25 25 25 NWSE NW % NW '/4 SE ,/4 SE , /4 Location of Water Return Flow or Discharge if a licable Water Storage Acre-feet Dam L H W Feet '/4 '/4_ Geographic Name of Water Body or Well Depth Meridian Township i Range�Section Quarter Sections South and down gradient of wells into forested area j Seward 12N — 3h! 25 NW ,A i SE y4 METHOD OF TAKING WATER Pump Pump Intake Unknown Inches Hours Working 24 Hours Hours/Da Y Pump output 5-15 GPM Length of Pipe Unknown Feet (from pump to point of use) Gravity Pipe Diameter P Inches Length of Pipe Feet (take point to point of use) Head Feet Ditch L H W Reservoir Feet Diversion Rate © GPM or CFS L H W Feet Water Storage Acre-feet Dam L H W Feet Water Storage Acre-feet 102-4048 (Rev. 2/06) Page 2 of 4 )UNT OF WATER Purpose of Water Use Aquifer Pump Test Well 1 Aquifer Pump Test Well 2 Aquifer Pump Test Well 3 Quantity of Water Maximum Withdrawal Rate Total _D ily Amount r Total Seasonal k- Amount 15 GPM 21,600 121,600 t 15 GPM 21,600 21,600 15 GPM 21,600 21,600T Project Totals 64,800 64,800 Season of Use Work Will Date Work Will Start Completed To Be Determined I To Be Determined To Be Determined To Be Determined Total years needed: 3 days What alternative water sources are available to your project should a portion of your requested diversion be excluded because of water shortage or public interest concerns? NIA. Three wells, currently being drilled as of 12/14/16, will be pump tested to determine if an adequate water supply exists for lots within a proposed subdivision. Are there any surface water bodies or water wells at or near your site(s) that could be affected by the proposed activity? If yes, list any ground water monitoring programs going on at or near the sites, any water shortages or water quality problems in the area, and any information about the water table, if known. No. The most proximal stream is a tributary to Rabbit Creek approximately 1300 it south of the three well locations. There are no down gradient water wells. Briefly describe the type and size of equipment used to ns withdraw and traport water, including the amount of water the equipment uses or holds. A typical water yell pump, npable of pumping at least 15 GPA7.+vi;1 be used. This will pump water up from the well and through a discharge hose draining down gradient (south) of the throe well locations. Briefly describe what changes at the project slte and surrounding area will occur or are likely to occur because of construction or operation of your project (e.g. public access, streambed alteration, trenching, grading, excavation). LiFclynone. The area of disdiargo, south from tho wolls, is highly vegelated and undislurted No waterwals mo dir fly soulh and most proximal stream is approxlmatn;y 1300 h away. host 51,01Y the -tor will infiRmle into the grouts as it lbws south thm,gh lho vegctaled hutfcr Briefly describe land use around the water take, use, and return flow points (e -g. national park, recreational site, residential). The land is currently vegetated and undisturbed. Will project be worked in phases? State reason for completion date. The project will be in three phases. As there are three water wells, each will be pumped for 24 hours and allowed to recover for 24 hours. Briefly describe your entire project: The project is a proposed subdivision. Three water wells are to be installed on-site and tested to determine if there is adequate groundwater to supply residences. h extra page if 102-4048 (Rev. 2/06) Page 3 of 4 11 AAC 93.220 sets out the required information on the application and authorizes the department to consider any other information needed to process an application for a temporary use of water. This information is made a part of the state public water records and becomes public information under AS 40.25.110 and 40.25.120. Public information is open to inspection by you or any member of the public. A person who is the subject of the information may challenge its accuracy or completeness under AS 44.99.310, by giving a written description of the challenged information, the changes needed to correct it, and a name and address where the person can be reached. False statements made in an application for a benefit are punishable under AS 11.56.210. The information presented in this application is true and correct to the best of my knowledge. I understand that no water right or priority is established per 11 AAC 93.210-220, that the water used remains subject to appropriation by others, and that a temporary water use authorization may be revoked if necessary to protect the water rights of other persons or the public interest. Signa re— J emy Stariwat -- Measurement Units i GPD = gallons per day CFS = cubic feet per second GPM = gallons per minute AF = acre-feet AFY = acre-feet per year (325,851 gallons/year) AFD = acre-feet per day (325,851 gallons/day) MGD = million gallons per day conversion Table — 5.000 GPD= 30.000 GPD= 100.000 GPD= 50 000 GPD= 1,000.000 GPD, 0.01 CFS 0.05 CFS 0.2 CFS 0.8 CFS 1.5 CFS 3.47 GPM 5.60 AFY 20.83 GPM 33.60 AFY 69.4 GPM 347.2 GPM 694.4 GPM 0.2 AFD 0.09 AFD 112.0 AFY 0.3 AFD 560.1 AFY 1120.1 AFY 0.01 MGD 0.03 MGD 0.1 MGD 1.5 AFD 3.1 AFD 0.5 MGD 1.0 MGD Fee required by regulation 11 AAC 05.010(a)(8) 4 $350 for all uses of water from up to five water sources Make checks payable to "Department of Natural Resources". Project Geologist Coastal Zone - If this appropriation is within the Coastal Zone, and you are planning to use more than 1,000 GPD from a surface water source or 5,000 GPD from a subsurface water source, you need to submit a completed Coastal Project Questionnaire with this application. For more information on the Coastal Zone, contact the Office of Project Management and Permitting; Anchorage 269-7470, Juneau 465-3562, N. �ww.dnr.state ak us/acme/. 102-4048 (Rev. 2/06) Page 4 of 4 �/ a Canyon Roa 3=_ ALASKA DEPARTMENT OF NATURAL RESOURCES Division of Mining, Land, and Water Water Resources Section 550 West 71 Avenue, Suite 1020, Anchorage, AK 99501-3562 TEMPORARY WATER USE AUTHORIZATION TWUA A2016-123 Pursuant to AS 46.15, as amended and the rules and regulations promulgated thereunder, permission is hereby granted to TERRASAT, INC (authorization holder), 4203 Iowa Drive, Anchorage, AK 99517, and their contractors, to withdraw up to 64,800 gallons of water per season (with a maximum limit of 21,600 gallons of water per day), from the below described source of water. The water will be used for well tests at the planned Lewis & Clark Subdivision. The subdivision is in Anchorage, directly south/west of the corner of Upper De Armoun Road and Canyon Road. Water will be discharged onto the adjacent ground, which flows in a southwest direction. SOURCES OF WATER 1. Well LCW-1, drilled 375 feet, located within SW'/4, Section 25, Township 12 North, Range 3 West, Seward Meridian. 2. Well LCW-2, drilled 256 feet, located within SW'/4, Section 25, Township 12 North, Range 3 West, Seward Meridian. 3. Well LCW-3, drilled 236 feet, located within SW'/, Section 25, Township 12 North, Range 3 West, Seward Meridian. ADVISORY The following prior appropriators (with addresses) are located within a'/4 mile of TWUA A2016-123: 1. ADL 42917/LAS 5793: 13351 View Heights Way, Anchorage, AK 99516 I. LAS 8862: 13440 View Heights Way, Anchorage, AK 99516 3. LAS 4314: 13391 Canyon Road, Anchorage, AK 99516 4. ADL 51668: 13215 Spendlove Dr, Anchorage, AK 99516 5. LAS 2225: 13481 Spendlove Dr, Anchorage, AK 99516 6. LAS 12531: 13641 Bonnielaine Rd, Anchorage, AK 99516 7. ADL 200347: 13341 Canyon Road, Anchorage, AK 99516 8. LAS 3922: 13035 Jeanne Rd, Anchorage, AK 99516 9. LAS 13449: 8601 Spendlove Dr, Anchorage, AK 99516 10. ADL 200565: 8701 Spendlove Dr, Anchorage, AK 99516 11. ADL 215139: 8740 Spendlove Dr, Anchorage, AK 99516 12. LAS 5725: 8901 Spendlove Dr, Anchorage, AK 99516 13. ADL 201716: 8731 Upper De Armoun Rd, Anchorage, AK 99516 14. LAS 30967: 8801 Upper De Armoun Rd, Anchorage, AK 99516 15. LAS 3587: 8831 Upper De Armoun Rd, Anchorage, AK 99516 Please see Condition 11 & Conditions 17, 18 and 19 regarding prior appropriators and the public interest. STRUCTURES TO BE CONSTRUCTED AND USED Pumps, pipes, and other water distribution equipment. Temporary Water Use Authorization TWUA A2016-123 Page 1 of 4 Changes in the natural state of water are to be made as stated herein and for the purposes indicated. During the effective period of this authorization, the authorization holder shall comply with the following conditions: CONDITIONS I. This authorization does not authorize the authorization holder to enter upon any lands until proper rights-of-way, easements, or permission documents from the appropriate landowner have been obtained. 2. Follow acceptable engineering standards in exercising the privilege granted herein. 3. Comply with all applicable laws, and any rules and/or regulations issued thereunder. 4. Except for claims or losses arising from negligence of the State, defend and indemnify the State, the State's agents, and the State's employees against and hold each of them harmless from any and all claims, demands, suits, loss, liability and expense for injury to or death of persons and damages to or loss of property arising out of or connected with the exercise of the privileges covered by this authorization. 5. Notify the Water Resources Section upon change of address. 6. The authorization holder is responsible for obtaining and complying with other permits/approvals (state, federal, or local) that may be required prior to beginning water withdrawal pursuant to this authorization. 7. Failure to respond to a request for additional information during the term of the authorization may result in the termination of this authorization. 8. The authorization holder shall allow an authorized representative of the Water Resources Section to inspect, at reasonable times, any facilities, equipment, practices, or operations regulated or required under this authorization. 9. This authorization, or a copy thereof, shall be kept at the site of the authorized project described herein. The authorization holder is responsible for the actions of contractors, agents or other persons who perform work to accomplish the approved project, and shall ensure that workers are familiar with the requirements of this authorization. For any activity that significantly deviates from the approved project during its siting, construction, or operation, the authorization holder is required to contact the Water Resources Section and obtain approval before beginning the activity. 10. The Water Resources Section may modify this authorization to include different limitations, expand monitoring requirements, evaluate impacts, or require restoration at the site. 11. Pursuant to 1 I AAC 93.220 (f), this authorization may be suspended by the Department of Natural Resources to protect the water rights of other persons or the public interest. 12. Any false statements or representations in any application, record, report, plan or other document filed or required to be maintained under this authorization may result in the termination of this authorization. 13. The authorization holder may not discharge water with petroleum, solvent, or any other contaminates into any surface or ground water. If contamination is encountered while exercising Temporary Water Use Authorization T WUA A2016-123 Page 2 of 4 this authorization, the authorization holder must notify Alaska Department of Environmental Conservation (ADEC) and Alaska Department of Natural Resources (DNR). Authorization holder shall cooperate with lawful prohibitions, restrictions, instructions or work plan requirements issued by ADEC Contaminated Sites/Response for authorization holder's projects. 14. Deviations from the project description submitted with the application which affect capacity, flow, operation or point of discharge must be approved by DNR in writing prior to implementation. 15. A well that is permanently decommissioned by the owner of the well must be in compliance with the requirements of 18 AAC 80.015(e). An abandonment report shall be submitted to this office and to the ADEC within 45 days of well decommissioning. As an alternative to permanent decommissioning, the authorization holder is encouraged to consider using the well to participate in the voluntary DNR, Alaska Hydrologic Survey, groundwater monitoring program. For further information on this program, contact melissa.hiIl@alaska.gov. 16. Monitoring and reporting of water withdrawal shall begin when the water withdrawal starts. Upon completion of the tests, raw data including: instrument calibration and/or manual verification checks, work plan (if available), baseline data, step test data, pumping data, recovery data, monitoring well identifications and coordinates, well lithologic logs and geophysical logs (if available) shall be submitted to the Alaska Department of Natural Resources, Water Resources Section within 45 days. Upon completion of the test, a final written report that includes the raw and processed data, including the analysis(es) shall be submitted to the Alaska Department of Natural Resources, Water Resources Section within 6 months. Reports may be submitted by mail to DNR -Water Resources Section or via email to: dnr.water.reports@alaska.gov 17. To insure that withdrawals do not unduly affect the rights of prior appropriators or the public interest, the authorization holder shall coordinate water withdrawals with all other authorized water users listed in the Advisory section, and with any additional immediate neighboring property owners. 18. A communication plan with prior appropriators and neighboring well owners will be submitted to DNR prior beginning pumping operations. 19. If any well owner notes interference during any pumping associated with TWUA A2016-123, work is to immediately cease and DNR -Water contacted. Pumping is not to resume until authorized by DNR- Water. NRWater. 20. If rapid drawdown is noted in any pumping well or observation well, the test will immediately stop. 21. Record and report to this office all complaints relating to groundwater and surface discharge, including requests for information on groundwater data from local residents, should the situation occur. 22. Discharged water shall not create erosion, sedimentation or other hazards within adjacent or nearby properties, road rights-of-way, storm sewer systems or water bodies. 23. An application for a water right and/or authorization for these wells will be submitted to DNR at least 60 days prior to the wells being placed into production. This Temporary Water Use Authorization is issued pursuant to 11 AAC 93.220. No water right or priority is established by a temporary water use authorization issued pursuant to 11 AAC 93.220. Water so used is subject to appropriation by others. Temporary Water Use Authorization TWUA A2016-123 Page 3 of4 Pursuant to 11 AAC 93.210 (b), authorized temporary water use is subject to amendment, modification, or revocation by the Department of Natural Resources if the Department of Natural Resources determines that amendment, modification, or revocation is necessary to supply water to lawful appropriators of record or to protect the public interest. This authorization shall expire on May 31, 2017. Date issued: j a 13 )? Approved: (lw ManageMouth-'Central Region, Water Management Unit Water Resources Section, ADNR/DMLW Temporary Water Use Authorization TWUA A2016-123 Page 4 of 4 APPENDIX H Water Sample Laboratory Test Results Laboratory Report of Analysis To: Terrasat, Inc. 4203 Iowa Drive Anchorage, AK 99517 (907)344-9370 Report Number: 1170452 Client Project: Lewis & Clark Dear Steve Smith, Enclosed are the results of the analytical services performed under the referenced project for the received samples and associated QC as applicable. The samples are certified to meet the requirements of the National Environmental Laboratory Accreditation Conference Standards. Copies of this report and supporting data will be retained in our files for a period of ten years in the event they are required for future reference. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. Any samples submitted to our laboratory will be retained for a maximum of fourteen (14) days from the date of this report unless other archiving requirements were included in the quote. If there are any questions about the report or services performed during this project, please call Victoria at (907) 562-2343. We will be happy to answer any questions or concerns which you may have. Thank you for using SGS North America Inc. for your analytical services. We look forward to working with you again on any additional analytical needs. Sincerely, SGS North America Inc. Victoria Pennick Date Project Manager Victoria.Pennick@sgs.com rdi 200 West Potter Drive, Anchorage, AK 99518 jt 907.562.2343 f 907.561.5301 www.us.sgs.com _ Member of SGS Group 1 of 20 Case Narrative SGS Client: Terrasat, Inc. SGS Project: 1170452 Project Name/Site: Lewis & Clark Project Contact: Steve Smith Refer to sample receipt form for information on sample condition. *QC comments may be associated with the field samples found in this report. When applicable, comments will be applied to associated field samples. hi —Maite 02110201,7 71 PO West Potter Drive, Anchorage, AK 99518 !t 907.562.2343 f 907.561.5301 of SGS Grc 2 of 20 Laboratory Qualifiers Enclosed are the analytical results associated with the above work order. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. This document is issued by the Company under its General Conditions of Service accessible at <httr)://www.sgs.com/en/Terms-and-Conditions.aspx>. Attention is drawn to the limitation of liability, indenmification and jurisdiction issues defined therein. Any holder of this document is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. Any unauthorized alteration, forgery or falsification of the context or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. SGS maintains a formal Quality Assurance/Quality Control (QA/QC) program. A copy of our Quality Assurance Plan (QAP), which outlines this program, is available at your request. The laboratory certification numbers are AK00971 (DW Chemistry & Microbiology) for which SGS North America Inc. is Provisionally Certified as of 2/8/2017 & UST -005 (CS) for ADEC and 2944.01 for DOD ELAP/ISO17025 (RCRA methods: 1020B, 1311, 3010A, 3050B, 3520C, 3550C, 50308, 5035A, 6020A, 7470A, 7471 B, 8015C, 8021 B, 8082A, 8260C, 8270D, 8270D -SIM, 9040C, 9045D, 9056A, 9060A, AK101 and AK102/103). Except as specifically noted, all statements and data in this report are in conformance to the provisions set forth by the SGS QAP and, when applicable, other regulatory authorities. The following descriptors or qualifiers may be found in your report: t B CCV/CVA/CVB CCCV/CVC/CVCA/CVCB CL DF DL E GT IB ICV J LCS(D) LLQC/LLIQC LOD LOQ LT MB MS(D) ND RPD U The analyte has exceeded allowable regulatory or control limits. Surrogate out of control limits. Indicates the analyte is found in a blank associated with the sample. Continuing Calibration Verification Closing Continuing Calibration Verification Control Limit Dilution Factor Detection Limit (i.e., maximum method detection limit) The analyte result is above the calibrated range. Greater Than Instrument Blank Initial Calibration Verification The quantitation is an estimation. Laboratory Control Spike (Duplicate) Low Level Quantitation Check Limit of Detection (i.e., 1/2 of the LOQ) Limit of Quantitation (i.e., reporting or practical quantitation limit) Less Than Method Blank Matrix Spike (Duplicate) indicates the analyte is not detected. Relative Percent Difference Indicates the analyte was analyzed for but not detected. Note: Sample summaries which include a result for "Total Solids" have already been adjusted for moisture content. All DRO/RRO analyses are integrated per SOP. ;r'h r,,,; ;n,;a I200 West Potter Drive, Anchorage, AK 99518 1t 907.562.2343 f 907.561.5301 www.us.sas.com 3 of 20 Sample Summary Client Sample ID Lab Sample I D Collected Received LCW-1 1170452001 01/31/2017 02/01/2017 Method Method Description | SM21 1500w03 -F NitromxvitritoFlow injection Pres. ' aM212540C Total Dissolved Solids 8M1ocs4oC Matrix ` � Water (Surface, Bt.Ground) � ( � ( | ^ � | ! . ` \ � ( � , ' | ` ( � | i200 West Potter Drive, Anchorage, AK 99518 nasw:m`an��/oc Member of SGS Group 4muu Ell Detectable Results Summary Client Sample ID: LCW-1 Lab Sample ID: 1170452001 Parameter Dissolved Metals by ICP/MS Calcium Iron Manganese Waters Department Total Dissolved Solids Total Nitrate/Nitrite-N s Result Units 27000 ug/L 1330 ug/L 57.3 ug/L 246 mg/L 1.12 mg/L Fr nt Date,.. .e_ 0.N0� ..12. cot, ._..._ __........: 1200 West Potter Drive, Anchorage, AK 99518 t 907.562.2343 f 907.561.5301 www,us.sgs.com Member of SGS Group 5 of 20 Results of LCW-1 Client Sample ID:, LIMA Collection Date: 01/31/17 12:35 Client Project ID: Lewis & Clark Received Date: 02/01/17 16:21 Lab,,Sample ID: 1170452001 Matrix: Water (Surface, Eff.,'Ground) LabProjectID: 1170452 Solids Results by Dissolved Metals by ICPIMS Allowable Paramete Result Qual LQQ/QL DIL Units DF Limits Date Analyzed Calcium 27000 500 150 ug/L 1 02/10/17 10:07 Iron 1330 250 78.0 ug/L 1 02110/17 10:07 Manganese i or� � 1/m omo u�� uo�unrmzn � | ------------ '^Batch Information-----'-------------'—'-- ---'---'--------------'---- � � �nalytica Batch: mmnoa» pienaa�oo. yux30478 ' mw4mral Mietxw. sP20.o Pfr E200 � ^mx/v,f: VD prevua!e/Time 02s91709:�,2 � /mabAico oatc-!Time. 02110! 17 '10:07. pmn/nua m:xm: 2n^t- � Jflagging isactivated 1200 West Potter Drive Anchorage, AK 95518 /~' nsswmmxve�a/�� . Member mSGS Group 6muo i ii f ----------- e Results of LCW 1 Y _. _,.._ ..... Client Sample ID: LCW-1 _ Collection Date: 01/31/17 12:35 Client Project ID: Lewis & Clark Received Date: 02/01/17 16:21 Lab Sample ID: 1170452001 Matrix: Water (Surface, Eff., Ground) Lab Project ID: 1170452 Solids (%): k Location: Results by Waters Department Allowable Parameter Result Qual ' LOQ/CL DL Units DF Limits Date Analyzed Total Dissolved Solids 246 10.0 3.10 mg/L 1 02/03/17 16:43 :Batch Information _ Analytical Batch:�S1S5355 Anamical Method- S(:121 2540C Analyst: AYC Analytical Dale/Tinie: 02/03/17 16:43 ContaineFID, 1,1:0452001-P? Allowable Parameter Result Qual LOQ/CL DL Units DF Limits Date Analyzed Total Nitrate/Nitrite-N 1.12 0.100 0.0300 mg/L 2 02/06/17 17:32 Batch Information r al tical Bach: 'trJ ,25'37 Analytical Method: Siv121 450ONO3-r' Analyst, A"Y", Analyiicai DateiTirne: 02/06!17 1:32 ContainerlD ii704520^'I-f; Pr(n. C. ..2 i Of2r)".2.1.3.. rPni J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 ,t 907.562.2343 f 907.561.5301 www.ussgsucom _ Member of SGS Group 7 of 20 ,-.Method Blank Parameter Results LOQ/CL DL Units Calcium 25OU 500 150 ug/L Iron 125U 250 78.0 ug/L Manganese 0.5000 1.00 0.310 ug/L Batch Information Analytical Baidi: Analytical Method. EP200.& Prep [%;1C,.Wod. E2'00.2 InsOurnent: Perkin Elmer NexIon P5 Piep Dafe,'Time: 21fjj2t') i 7 9:52 5 Analyst: VDD '-'rep inifla", 0 n .nalytical Data!Tirne: 211012017 9.49:40DANII F1'eP EE)C411'�1d VOI: 50 n -,L Print Datz!: D21il 01,120117 2 13 62PM 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 vrww_ussgs.com Member of SGS GroupeY^il 8 of 20 Batch Information -n-Ilytic-al Batch: INUOS9690 Analytical tvleffiod: EP200.8 Instrument Perkin Elmer NLxIon P5 Analyst: VDL ate 021'0120":-'; PI e;) Ba4dh: 'NEXX30478 1"Oelhod: E200,2 Prep Uatell*;nne: 0V09/2017 09:52 10000LiqiL 50 mL. Dupe init'V"YLiVoi.: Extract Vol: 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 Member of SGS Group 9 of 20 Parameter Spike Rics t Ill Rec CL Calcium 10000 10100 101 Iron 5000 5320 106 i 805-115 1 Manganese 500 F201 104 85-1151 Batch Information -n-Ilytic-al Batch: INUOS9690 Analytical tvleffiod: EP200.8 Instrument Perkin Elmer NLxIon P5 Analyst: VDL ate 021'0120":-'; PI e;) Ba4dh: 'NEXX30478 1"Oelhod: E200,2 Prep Uatell*;nne: 0V09/2017 09:52 10000LiqiL 50 mL. Dupe init'V"YLiVoi.: Extract Vol: 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 Member of SGS Group 9 of 20 .. .......... ----------- C Matrix Spike Summary ------ Original Sample I'D: 13725159Analysis Date: 02110/2017 10:07 MS Sample ID: 1372560 MS Analysis Date: 02/10/2017 10:10 MSD Sample ID: Analysis Date: Matrix: Drinking -Water, QC for Samples: 1170452001 Results by EP200.8 Calcium 27000 10000 35700 86 70-130 Iron 1330 5000 6530 104 Manganese 57.3 500 5183 105 70-130 !Batch Information Analyst: VDL Analytical Dwel"Firne: 2,110,12017 10:10:37ANI pevaxmz�xxun�o pevwemo . owoigeufor seuls'm/oP-wa i ,.ovo?.Ip1T/'ne:zuooiro!sc:1sNm p*p/nifia/wu^*/' 20.00mL. ) �amWest poue on�xn�o�ueAnmam oaamom`mnm�a/rz ' ,..P,...t Data:011,110i201-7 2 !o d5PA 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 wm.us.sgs.ccom 11 of 20 NAME Original Duplicate Total Dissolved Solids 291 290 '.Batch Information Analvtical Batch: STS5355 Analytical Method: SM21 2540C Instrument: Analyst: AYC Print Date,. 6 0)2Q"1- { 5 tPIA, Units RPD mg/L 0.34 RPD CL (<5) 200 West Potter Drive Anchorage, AK 95518 t 907 562.2343 f 907.561.5301 w" w.uss s.com _ �_.._ _ _ _a __ _.____9_. — M Member of SGS Group 12 of 20 Parameter Soike Total Dissolved Solids 330 .."Batch Information �- -- Anaivtical Batch: s'rs5355 Ana!ytical Method: SM21 2540C Insirumeni: Analyst: AYC Blank Spike (mg/L) Result Rec 319 97 Spike Duplicate (mg/L) Scik` Result Rec % 330 331 100 1200 West Potter Drive Anchorage, AK 95518 I t 907.562.2343 f 907.561.5301 vAm.us.sgs. RPD (°/a) RPC} CL t 75-125 ; 3.70 (< 5 ) 13 of 20 | ! > ' � � � ,---------------'------'--------~—~---------.-----�---------- p,In,o"te 021110,120,72:13-1�Gpm onsmo�o�mem�mr |�mv�npm�ronv xmoxmuu�»x�a10 nk Spike Summary w _-•-- - Blank Spike (mg/L) Parameter spike Result Rec % CL Nitrate -N 2.5 2.60 104 70-130 i Nitrite -N 2.5 2.50 100 1190-110 ? Total Nitrate/Nitrite-N 5 5.10 102 ( 90-110 ) Batch Information Analytical Batch IJVF12537 Analytical Nleihod: Std21 4500NO3-F Instrument: Astoria segmented flow Analyst: AYC 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 wway.uss s com __ Member of SGS Group 15 of 20 .Matrix Spike Summary Parameter Sample Total Nitrate/Nitrite-N 3.52 Batch Information Analytical Batch: VVF12537 Analytical ivlethod: SN121 4500NO3-F ItSStrunlent: Astoria segmented Flow ,nal st: AYC Analytical Dater lime: 2/612011, 5:39:09PNI ? nt Date. _ G? "01201, 2:1 :,03PrA (mg/L) Spike Duplicate (mg/L) Spike Rcsult Rec % Spike Result Rec % CI_ RPD (%1 RPDA L 5.00 8.33 96 5.00 8.36 97 90-110 0.40 (< 25.) 'SGC^_;.,t;i ; ,r;r ri j 200 West Potter Drive Anchorage, AK 95518 n c. 1 _i t 907.562.2343 f 907.561.5301 A .us.sgs. 16 of 20 .-4 'O T do a 3 � E N a 3 sry w l7f\-e Wo � N Z vi N c co M 0 c cl 1 s® O .N o M do 04.a Ic sry l7f\-e Wo cl 1 s® tn 0 o lmo <~ v Cn .m V ZLLO Namamda�0 M do 04.a 'C(j sry l7f\-e Wo cl 1 s® o lmo <~ v Cn a 00 V ZLLO Namamda�0 is ,q X U a vUOTc.V� rn a z O Lu IL a as _ x L" Y n• n C U I S W LU c m a .4 U Z,- __ U a Z Q M Wo ' 1 O lmo Namamda�0 vUOTc.V� ZT, y L" Y n• n c m a o `D E Q ` i = c3 O L 'oat)uw'a4'eoSala $ 3 a Ul U d �i ir � aEi V N so 'said DIMINlaleJUN O z F<— z w¢ N N o F -11-111c, V' c mco j 0 L y O o O c t= Q 5 c U t ° z uj ` i O %, c i y ul a c c c _m -WW 1\% 1 m L y 4 V Q `cr u 0 G �'\. C N W p cc G z UogoaS 9 Uo±coag 0 O N � O •o � 21 i O O Y m _ C - 4 � J � v 8 8 § C o � n O U z o Q � `o a .Z 5 e - n ° •� �' of � u p O 0 e s UV U0 O ®C3 ® N U uc b > a `n O 0 u O � i a h y d •¢ a � o � u O � F -:.: r < F g� 0 O ❑❑❑ 0 O a O s ID I 0 O N � O •o � 21 i O O Y m _ C - 4 � J � v 8 8 § e o � n O U z o Q � `o a .Z 5 e - n ° •� �' of � u p O � T U0 O U b a `n 0 u O � i a h y •¢ a � o 8 c O -:.: r < F g� 0 O ❑❑❑ 0 O a O s ID V � a a 0 x 0 x 0 x < a _ •}j 0 L z FFC C 5 y 3 3 3 a - U -. El n. a 0 O N � O •o � 21 i O O Y m _ C - 4 � J � v 8 8 § e o � n O U z o Q � `o a 5 e - n ° •� �' of � u p O � T U0 O U 0 i - � � v a o § off, U z � - C p O � O v b a `n 0 u O � i a h y •¢ a � o 8 c O r < F 0 O ❑❑❑ 0 O a O s ID I -- 6 e -Sample Receipt Form I k . SGS Workorder #: 1170452 1 1 7 0 4 5 2 Review Criteria °"dilf°n(Yes,No, N/ Exceptions Noted below Chain of Custody/ Temperature Requirements IMIExemption permitted if sampler hand carries/delivers. Were Custody Seals intact? Note # & location IMBSENT COC accompanied samples? N%A Exemption permitted if chilled &collected <8 hours ago, or for samples where chilling is not required Cooler ID: 1 @ Therm. ID: D20 n/a Cooler ID: @ 11; _._ , Therm. ID: Temperature blank compliant* (i.e., 0-6 °C after CF)? NJA Cooler ID: @ r '_ Therm. ID: RM - Cooler ID: @ _ s_ r 'C Therm. ID: Cooler IN @ Therm. ID: V >6°C, were samples collected <8 hours ago? Proceed with analyses per the client. If <0°C, were sample containers ice free? If samples received without a temperature blank, the "cooler temperature" will be documented in lieu of the temperature blank & "COOLER TEMP" will be noted to the right. In cases where neither a temp blank nor cooler temp can be obtained, note "ambient" or '.chilled". Note: Identify containers received at non-compliant temperature . Use form FS -0029 if more space is needed. Holdin Time Documentation Sam Ie Condition Re uirements Note: Refer to form F-083 "Sample Guide" forspecific holdin times. Were samples received within holding time? Do samples match COC** (i.e.,sample IDs,dates/times collected)? **Note: If times differ <1 hr, record details & login per COC. Were analyses requested unambiguous? (i.e., method is specified forli analyses with >1 option for analysis) rj(a Exem tion ermitted for metals e. 200.8/6020A . Were proper containers (type/mass/volume/preservative***)used? Volatile / LL -Hg Requirements Were Trip Blanks (i.e., VOAs, LL -Hg) in cooler with samples? M Were all water VOA vials free of headspace (i.e., bubbles <_ 6mm)? " - Were all soil VOAs field extracted with McOH+BFB? Arita Note to Client: An "No", answer above indicates non-com liance with standard procedures and may impact data quality. Additional notes if applicable): F102b 180?1�n_20170131 x � t Container Id 1170452001-A 1170452001-B 1170452001-C 1170452001-D Sample Containers and Preservatives Preservative H2SO4 to pH < 2 No Preservative Required No Preservative Required HNO3 to pH < 2 Container Container Id Preservative Condition OK OK OK PA Container Condition Glossary Containers for bacteriological, low level mercury and VOA vials are not opened prior to analysis and will be assigned condition code OK unless evidence indicates than an inappropriate container was submitted. OK - The container was received at an acceptable pH for the analysis requested. BU - The container was received with headspace greater than 6mm. DM- The container was received damaged. FR- The container was received frozen and not usable for Bacteria or BOD analyses. PA - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt and the container is now at the correct pH. See the Sample Receipt Form for details on the amount and lot # of the preservative added. PH - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt, but was insufficient to bring the container to the correct pH for the analysis requested. See the Sample Receipt Form for details on the amount and lot # of the preservative added. Container Condition 2/1/2017 20 of 20 E Laboratory Report of Analysis To: Terrasat, Inc. 4203 Iowa Drive Anchorage, AK 99517 (907)344-9370 Report Number: 1170368 Client Project: Lewis & Clark Dear Steve Smith, Enclosed are the results of the analytical services performed under the referenced project for the received samples and associated QC as applicable. The samples are certified to meet the requirements of the National Environmental Laboratory Accreditation Conference Standards. Copies of this report and supporting data will be retained in our files for a period of ten years in the event they are required for future reference. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. Any samples submitted to our laboratory will be retained for a maximum of fourteen (14) days from the date of this report unless other archiving requirements were included in the quote. If there are any questions about the report or services performed during this project, please call Victoria at (907) 562-2343. We will be happy to answer any questions or concerns which you may have. Thank you for using SGS North America Inc. for your analytical services. We look forward to working with you again on any additional analytical needs. Sincerely, SGS North America Inc. Victoria Pennick Date Project Manager Victoria. Pennick@sgs.com PrintDite. 0 09!20117 9:09:01A%', ;�.^-..,; ;;;i, ;;t -n 200 West Potter Drive, Anchorage, AK 99518 it 907.562.2343 f 907.561.5301 www.us_sgs.com I �� Member of SGS Group 1 of 22 Case Narrative SGS Client: Terrasat, Inc. SGS Project: 1170368 Project Name/Site: Lewis & Clark Project Contact: Steve Smith Refer to sample receipt form for information on sample condition. 1170404001 MS (1372050) IVIS 4500NO3F - Nitrate/Nitrite - IVIS recovery for Total N021NO3 (11110) does not meet QC criteria. Refer to LCS for accuracy requirements. 1170404001 MSD (1372051) MSD 4500NO3F - Nitrate/Nitrite - MSD recovery for Total NO2/NO3 (112%) does not meet QC criteria. Refer to LCS for accuracy requirements. *QC comments may be associated with the field samples found in this report. When applicable, comments will be applied to associated field samples. 1200 West Potter Drive, Anchorage, AK 99518 Noill, "%mrica ific" It 907,562.2343 f 907.561.5301 www.us.sgs.com Member of SGS Group 2 of 22 a "1 Ia 0.0 Laboratory Qualifiers Enclosed are the analytical results associated with the above work order. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. This document is issued by the Company under its General Conditions of Service accessible at <htto://www.sgs.com/en/Terms-and-Conditions.asox>. Attention is drawn to the limitation of liability, indenmification and jurisdiction issues defined therein. Any holder of this document is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. Any unauthorized alteration, forgery or falsification of the context or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. SGS maintains a formal Quality Assurance/Quality Control (QA/QC) program. A copy of our Quality Assurance Plan (QAP), which outlines this program, is available at your request. The laboratory certification numbers are AK00971 (DW Chemistry & Microbiology) & UST -005 (CS) for ADEC and 2944.01 for DOD ELAP/ISO17025 (RCRA methods: 10206, 1311, 3010A, 3050B, 3520C, 3550C, 5030B, 5035A, 6020A, 7470A, 7471 B, 8015C, 8021 B. 8082A, 8260C, 8270D, 8270D -SIM, 9040C, 9045D, 9056A, 9060A, AK101 and AK102/103). Except as specifically noted, all statements and data in this report, are in conflorrnance to the provisions set forth by the SGS QAP and, when applicable, other regulatory authorities. The following descriptors or qualifiers may be found in your report: i B CCV/CVA/CVB CCCV/CVC/CVCA/CVCB CL DF DL E GT IB ICV J LCS(D) LLQC/LLIQC LOD LOQ LT MB MS(D) ND RPD U The analyte has exceeded allowable regulatory or control limits. Surrogate out of control limits. Indicates the analyte is found in a blank associated with the sample. Continuing Calibration Verification Closing Continuing Calibration Verification Control Limit Dilution Factor Detection Limit (i.e., maximum method detection limit) The analyte result is above the calibrated range. Greater Than Instrument Blank Initial Calibration Verification The quantitation is an estimation. Laboratory Control Spike (Duplicate) Low Level Quantitation Check Limit of Detection (i.e., 1/2 of the LOQ) Limit of Quantitation (i.e., reporting or practical quantitation limit) Less Than Method Blank Matrix Spike (Duplicate) Indicates the analyte is not detected. Relative Percent Difference Indicates the analyte was analyzed for but not detected. Note: Sample summaries which include a result for "Total Solids" have already been adjusted for moisture content. All DRO/RRO analyses are integrated per SOP. Print Pate: 0...,. _01 7 9:09:04Afv1, SGS ao it ;',t eri a iri 1200 West Potter Drive, Anchorage, AK 99518 It 907 562 2343 f 907.561.5301 www.us.sgs.com Memoer of 3 of 22 Sample Summary Client Sample ID Lab Sample ID Collected Received Matrix LCW-2 1170368001 01/25/2017 01/25/2017 Water (Surface, Eff., Ground) Method EP200.8 SM21 450ONO3-F SM21 2540C PNnt Data 02109,'2017 9:09:06A,14 Method Description Metals in Drinking Water by ICP -MS DISSO Nitrate/Nitrite Flow injection Pres. Total Dissolved Solids SM1 8 2540C IncAa 11 1200 West Potter Drive, Anchorage, AK 99518 — i"m In l. It 907.562.2343 f 907.561.5301 www.u§.,§g.§. orn, Member of SGS Group 4 of 22 EMI Client Sample ID: LCW-2 Lab Sample ID: 1170368001 Dissolved Metals by ICP/MS Waters Department Pry t Cate..0c 09i20'1-1` r< 05A,VI ...-. C= `:orf? ;;In„ ri:;8 in^. Detectable Results Summary Parameter Result Units Calcium 54900 ug/L Manganese 4.67 ug/L Total Dissolved Solids 286 mg/L Total Nitrate/Nitrite-N 1.83 mg/L 200 West Potter Drive, Anchorage, AK 99518 t 907.562.2343 f 907.561.5301 www.us.sgs.com Member of SGS Group 5 of 22 /-;Results of LCW-2 P,int Date 02109t2017 9:09:07AM J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 it 907.562.2343 f 907.561.5301 www.us.sqs.com 6 of 22 f Client Sample ID: LCW,;2 Collection Date: 01/25/17 11:12 Client Project ID: Lewis & Clark Received Date: 01/25/17 16:07 Lab Sample ID: 1170368001 Matrix: Water (Surface, Eff., Ground) Lab Project ID: 11-70368 Solids Location: :M-ei-a'I's -Results by Dissolved b'y'IC'P/MS Allowable Parameter Result Qual LO ICL QLz Units DF Limits — — — Date Analyzed Calcium 54900 500 150 ug/L 1 _ed 02/06/1714:03 Iron 125 U 250 78.0 ug/L 1 02106/17 14:03 Manganese 4.67 1.00 0.310 ug/L 1 02/06/1714:03 --'Batch Information A nalyti cal Batch: MMS9685 Prep Batch: MXX30470 Analytical tvlethod. EP200.8 P,en '.Aethod: P200 2 Analyst: VDL Prep Date! I irr 'e: 02101,117 12:30 AnalOcal Date,Titrie. 02,'06117 4103P rep at -ft.!ol:20 mi_ Cantainer[Di 1170368001-D Prep Extract Vol, 50 mL P,int Date 02109t2017 9:09:07AM J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 it 907.562.2343 f 907.561.5301 www.us.sqs.com 6 of 22 Results of LCW-2 Client Sample ID: LCW-2, Collection Date: 01125117 11:12 Client Project ID: Lewis & Clark Received Date: 01125/17 16:07 Lab Sample ID: 1170368001 Matrix: Water (Surface, Eff., Ground) Lab Project ID: 1170368, Solids Location: \,,.Results by Waters Department Allowable Parameter Result Qual LOQ/CL DL Units DF Limits Date Analyzed Total Dissolved Solids 286 10.0 3.10 mg/L 1 01/26/17 16:22 -,Batch Information Analytical Batch: STS5348 Analytical N'lethod, SN1.21 25400 Analyst: AYC Analytical Date!Tirne: 01126117 16:22 Container !D: '1170368001-B Allowable Parameter Result Qual LOQ/CL DL Units DF Limits Date Analyzed Total Nitrate/Nitrite-N 1.83 0.100 0,0300 mg/L 2 01130/17 16:33 -- ----- ------- Batch Information Batch: VV 1253 Anaiviical Nielhod: SN1121 4500NO3-F AYC Analytical DaierTirne: 16:33 Contaiinerll',: 117036810101-A in. Date J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 it 907.562.2343 f 907.5 1.5301 WWW.US.SqS.COM Member of SGS Group 7 of 22 �—%Method Blank Parameter Results LOO/CL Calcium 250U 500 Iron 125U 250 Manganese 0.5000 1,00 :Batch Information Analytical Batch: NIN489685 Analytical Method: EP200.8 Instrument: Perkin Elmer Nexion P5 Analyst: VDL 21ai2017 1:57:16Pc,4 Print Date: 02.1D9i2----17 9 0191 06AN. DL Units 150 ug/L 78.0 ug/L 0.310 ug/L Prep Batch: Al :X30470 Prep Method: E200.2 F'rec-1 Dater Fime: 211.2017 121:3,0: 13PM Prep Initial VA.Nol.: 20 rnl- Prep ;Extract Vol: ISO nil - 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 www.us.scls. 8 of 22 Blank Spike (ug/L) Parameter Spike Result Rec % %L. Calcium 10000 10400 104 { 85-115 ; Iron 5000 547.0 108 85-115 i Manganese 500 542 108 :• 55-115 } -:Batch Information Analytical Batch: Pt1Rg595R5 Analytical Method: EP200.8 Instrument: Perkin Elmer Nexion P5 Analyst: SVDL °rco Balch: ;SAX}:30470 Prep I.fethod: E200.2 ;=rep Date/Time: 02/01/2017 12:30 Spike Init Wt.!Vol.; 10000u-911- Extras Vol 50 mL Dupe Inii V UVd.: Exlract Vol: S ^!eI .i, , rxi:;a ir;;:. 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 www.us.sas- 9 of 22 Ali! 1", v Matrix Spike Summary Original Sample ID: 1372201 Analysis Date: 02/06/2017 14:03 IVIS Sample ID:1 137,2202 IVIS Analysis Date: 02/06/2017 14:06 MSD Zample ID: Analysis Date: Matrix: Drinking Water QC for Samples: 1170368001 Results by EP200.8 Matrix Spike (ug/L) Spike Duplicate (ug/L) Parameter Sample Spike Result Rec �S �i L,,c- Result Rec CL RPD RPD CLL Calcium 54900 10000 65300 104 70-130 Iron 125U 5000 5060 107 70-130 Manganese 4.67 500 5 6 108 70-1310 :fBatch Information Anaytical Balch: MIMS968C Analytical Method: EP200.8 insinurne-Int: Perkin E!rrr-fH1e--Ior,.P5 Analyst: IDL Analytical Datei'lime: 216,,'2017 2:06:141"M P r eo batch: N.1 X X 3 0 4 7 0 Pre;) Method. CAN Digest for Nletals on ICP >9S 2,11,20— 12:31013PNII Prep initial !A;UVol.. 20.00n,.L. Prep Extmd Vol: 50.00ml- 200 West Potter Drive Anchorage, AK 95518 SGS Nlof-h Aj-.qe:-i,, �- , in- I 1_907.562.2343 f 907.561.5301. wwvi.us.s9i. merriner or bu6 Group 10 of 22 Parameter Results LOQ/CL DL Units Total Dissolved Solids 5.000 10.0 3.10 mg/L atch Information Analytical Batch: STS5348 Analytical Method: SM21 2540C Instrument. Analvsl: AYC Analytical Date/rime: 1126.120'17 4:22:23Pf-.A Pnr�t �w-3: ;0210910,117 9 09 16AM 1200 West Potter Drive Anchorage, AK 95518 Sr,' NoFih Amer"o. ln` I I t 907.562.2343 f 907.561.5301 www.us.sas. 11 of 22 ,,Duplicate Sample Summary -Original Sample ID: 1170349001 Analysis Date: 01/2612017 16:22 Duplicate Sample ID: 1371679 Matrix: Water (Surface, Eff., Ground) QC.for Samples: 1176368001 Results by SM21 2540C NAME Original Duplicate Units RPD RPD CL Total Dissolved Solids 64.0 66.0 mg/L 3.10 (< 5) ;Batch Information Analytical Batch; STS5348 Analytical j�Jlethod: Sh,121 25400 Analvst: %,YC Print Date: 02f0912017 0:09:19AM 1200 West Potter Drive Anchorage, AK 95518 11:907.562.2343f907.561.5301 Member of SGS Group 12 of 22 ,Blank Spike SummaryBlank,Spike ID: LCS for HBN 1170368 [STS5348] Spike Duplicate ID: LCSD for HBN 1170368Blank Spike Lab ID: 1371677,Date Analyzed: 01/26/2017 16:22 Spike Duplicate Lab ID: 1371678Matrix: Water (Surface, Eff., Gro und)i QC for Samples: 1170368001Results by SM21 2540CBlank Spike (mg/L) Spike Duplicate (mg/L)Parameter SResult RecTotal Dissolved Solids 330 321 97 330 3V 96 75-12� 1.30 os�w�m`mn*�mmc |umv�opuucun�xn�omoo.»xmmm 13muu Method Blank Parameter Results LOQ/CL Nitrate -N 0.05000 0.100 Nitrite -N 0.05000 0.100 Total Nitrate/Nitrite-N 0.05000 0.100 �,--_Batch Information Analytical Batch: 'VVF12536 Analytical Nlethod: SM21 45001,4103-F Instiurnent: Astoria searnented flow An?lvsi: AYC Analytical Date!Tinne: 113012017 4:05:39P[,:1 nt Da z: 02109jN17 9 G?'22N-A DL Units 0.0300 mg1L 0.0300 mg/L 0.0300 mg/L 200 West Potter Drive Anchorage, AK 95518 SGS '!o-rh Anlefica !n- t 907.562.2343 f 907.561.5301 www.us.sas.com 14 of 22 y &K Parameter Results LO ICL DL Units Nitrate -N 0.05000 0.100 0.0300 mg/L Nitrite -N 0.05000 0.100 0.0300 mg/L Total Nitrate/Nitrite-N 0.05000 0.100 0.0300 mg/L ;,.,.,Batch Information Analytical Batch: ',NFJ2536 Analytical i'vleihod: Sivii21 45001,,103-F histwinew. Asteria searnented N)w Analyst: AYC Analytical Datc/Tirne. V30,12017 55:10:25NA Print Dat-=: 10LOW2017 9:OG-22ANI SE Nor h Alnt�! ipa inc 200 West Potter Drive Anchorage, AK 95518 j t 907.562.2343 f 907.561,5301 I Member of SGS Group 15 of 22 Batch Information Analytical Batch. VVF12536 Analytical Nlethad: SM21 4500NO3-F Instrument: Astoria segn,,Lnted flow Analyst: AYC 6t'd-W',e- 'd2i y.2a�1� 9. Cl - i 70-13-0 ( 90-110 ) '90-110') 1200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f - 907.561.5301 www.us.sqs.com -Group Member of SGS 16 ot'22 Blank Spike (mg/L) Parameter Rec (%) Nitrate -N 2,5 2, r5 98 Nitrite -N 2.5 2.58 103 Total Nitrate/Nitrite-N 5 5.03 101 Batch Information Analytical Batch. VVF12536 Analytical Nlethad: SM21 4500NO3-F Instrument: Astoria segn,,Lnted flow Analyst: AYC 6t'd-W',e- 'd2i y.2a�1� 9. Cl - i 70-13-0 ( 90-110 ) '90-110') 1200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f - 907.561.5301 www.us.sqs.com -Group Member of SGS 16 ot'22 E Wg r - AM el 17 of 22 Blank Spike (mg/L) Parameter S lk t Result Rec % Ci. Nitrate -N 2.5 2.55 102 170-130) Nitrite -N 2.5 2.62 105 ( 90-110 Total Nitrate/Nitrite-N 5 5.17 103 90-110 j Batch Information ;inaly ical Batch. 'VVF12536 /Analytical kilethod: S0021 4500NO3-F instrument: Astoria segmented flow Analyst: fiYC j 200 West Potter Drive Anchorage, AK 95518 t 907,562.2343 f 907.561.5301 www_us.sgs.com 17 of 22 -S- G-- S-- L ,-,'Matrix Spike Summary Original, Sample ID: 11704040011, 1 1 Analysis Date: 01/30/2017 17:03 MS Sample ,ID: , 1372050 MS Analysis Date: 01/30/2017 17:05 MSD Sample ID: 1372051, MSD Analysis Date: 01/30/2017 17:06 Matrix:, Drinking Water QC for Samples: 1176368001 --,Results by SM21 450ONO3-F ------- Parameter Total Nitrate/Nitrite-N Matrix Spike (mg/L) Spike Duplicate (mg/L) Sample anjlse Result Rec Spike, LR, -ezuft Rec Cl. RPD 0.1000 5.00 5.53 111 x 5.00 561 112 x 90-110 140 (< 251 7.-- Batch Information Arialytical Batch: 5AJF12536 Analytical Method: St -,4121 4500NO3-F Instrument: Astoria segmented riow Analyst: PN -.0 Analytical Datefl-iine: 1130/2017 5:05:10PIM J200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 LA .Y-S-..sg�§-.,qo—T. 18 of 22 `off l m as - y n Luo W -= u 0 ! � G E a o a (9,002) uw'a-q'e0 os!d as - de 30 y 2 °3w a` a s 3 > a Uj m ul �. ~ a O O q O, G E y N i -said a31111Waie.tllN W c m Q O o v a w U o �I � M O a •mom Q a U N a x I !!; U O ZF¢ —z W mu) A U 2V O c L u R I X W LL Q m r� U. aU v O U v y O u Y C O. h W E W A { ° +LIJ O CP O` w N v y w IriN p I E m E Q J W Oz CL de 30 y 2 °3w a` a s 3 > a Uj m ul �. ~ a O O q O, G E y N LL O W u co m Q O o v a w U o �I � M n' 'mp •mom Q a A a x I u U A U 2V O c L u R I W 11 LL Q m r� U. aU v O N v y O u Y W d ° +LIJ cJ N w N CL w IriN p I E m E Q J J A Q V y $Ny RE Q� S V F toa ZZ .cl Ill y rMm rQ- ui a0 o w g 0.9 L �. a a J v z o N CD y N LL d W u co m Q O o v a w U o �I � M n' 'mp •mom a � a A a x I to •Ny U A U 2V O c L u R I W 11 Q m r� U. aU v O a v y O u e om d 'D d AL a w N w IriN p I E E o m A Q V y $Ny RE Q� S O u CCA CL i a a ZZ .cl W !t, � M 'mp •mom a U U SD v a ¢ a W 11 r� U. f� \ 1 v O e om w IriN m0 Y2 Q� rMm to c 0.9 L �. a a J v v yL o`c N T ((meq S7 O 0.N_ L wm L m L 3m 0 S t C C 00 oto w ms Q _ d r N 1 W t S 1 a 4 � r•+ E• v G C a � ,yCi c W L 3 O � E C _ cg' Jt c`n x U 10 ❑ ❑ S , ,v = sL. a i A •gip a $ ^ � •�? V V ° � Y Y C. a C ❑ c2 .S N 4 O oX{ co k ti a iv C4 Q O ❑p 4 E•• vOj i h J U i� �� 9 y — a 5 �z '1 ms Q _ y SE 1 a 4 � a i L 3 _ cg' Jt c`n x U 10 ❑ ❑ ❑ ^ u L' 3 a C ❑ c2 .S N 4 O oX{ m ., k a iv C4 c q : F a 4 E•• vOj i h J U i� �� U tV/I N r4i'n- �i �z 3 fan �wz Aum u °J o G A 0. J 0'1 ob 1 a 4 � U L _ cg' Jt c`n x U 10 ❑ ❑ ❑ ^ u L' 3 a C ❑ c2 .S N 4 O oX{ m ., a iv c q : F a 4 E•• vOj i h J U i� �� U tV/I N r4i'n- �i ?RijF C I :Fid - _�� "= C r Si �'i�•e v _r' c o - c€tom J 0'1 ob 1 a 4 � U L Jt c`n x U 10 ❑ ❑ ❑ ^ u L' 3 a C ❑ c2 .S 4 O oX{ m ., a iv c q : F a 4 E•• vOj i h J U i� �� U tV/I N e -SAMPLE RECEIPT FORM -- Ni_ 1170368 1a u)uiili Review Criteria Y/N (yes/no) Exceptions Noted below �Y xemption permitted if sampler hand carries/delivers. Were Custody Seals intact? Note q & location [71 ABSENT COC accompanied samples? 123 ILY—ji—exemption permitted if chilled & collected <8hrs ago or chlling not required (i.e., waste, oil) y Cooler ID:1 @ '.4.1 'C Therm ID: 238 Cooler ID: @ 'C Therm to: Temperature blank compliant' (i.e., 0.6'C after CF). o Cooler ID: @ 'C Therm ID: Cooler ID: - @ 'C Therm ID: n Cooler to: @ ,-'C Therm ID: *lj>6'C, were samples collected <8 hours ago? u If <0'C, were sample containers ice free? o if samples received without a temperature blank, the "cooler temperature" will be documented in lieu of the temperature blank & "COOLER TEMP" will be noted to the right. In cases where neither a temp blank nor cooler temp can be obtained, note "ambient" or "chilled". Note: Identify containers received at non-compliant temperature . Use form FS -0029 if more space is needed. Refer to forth F•083 "Sample Guide" for hold times. Were samples received within hold Do samples match COC't (i.e.,sampie l0s,dates%times collected)rhe container labels were switched between the TDS and Metals contamersper "Note: If times differ <Shr, record details & login per COC. the client. They will be logged in and labelled correctly. Were analyses requested unambiguous? Were Proper containers (type/mass/volume,/.preservative"')used? u Lab filter for dissolved metals. IFAPPLICABLE Were Trip Blanks (i.e., VOAs, LL -Hg) in cooler with samples. Were all VOA vials free of headspace (i.e., bubbles 56mm) Were all soil VOAs field extracted with McOH+BFB? = Note to Client: An "no" answer above indicates non-compliance with standard procedures and may impact data quality. Additional notes (if applicable): 1`10261VFj rn_20160601 Container Id 1170368001-A 1170368001-B 1170368001-C 1170368001-D Sample Containers and Preservatives Preservative H2SO4 to pH < 2 No Preservative Required No Preservative Required HNO3 to pH < 2 Container Container Id Preservative Condition OK OK OK PA Container Condition Glossary Containers for bacteriological, low level mercury and VOA vials are not opened prior to analysis and will be assigned condition code OK unless evidence indicates than an inappropriate container was submitted. OK - The container was received at an acceptable pH for the analysis requested. BU - The container was received with headspace greater than 6mm. DM- The container was received damaged. FR- The container was received frozen and not usable for Bacteria or BOD analyses. PA - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt and the container is now at the correct pH. See the Sample Receipt Form for details on the amount and lot # of the preservative added. PH - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt, but was insufficient to bring the container to the correct pH for the analysis requested. See the Sample Receipt Form for details on the amount and lot # of the preservative added. Container Condition 1/25/2017 22 of 22 Laboratory Report of Analysis To: Terrasat, Inc. 4203 Iowa Drive Anchorage, AK 99517 (907)344-9370 Report Number: 1170417 Client Project: Lewis & Clark Dear Steve Smith, Enclosed are the results of the analytical services performed under the referenced project for the received samples and associated CC as applicable. The samples are certified to meet the requirements of the National Environmental Laboratory Accreditation Conference Standards. Copies of this report and supporting data will be retained in our files for a period of ten years in the event they are required for future reference. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. Any samples submitted to our laboratory will be retained for a maximum of fourteen (14) days from the date of this report unless other archiving requirements were included in the quote. If there are any questions about the report or services performed during this project, please call Victoria at (907) 562-2343. We will be happy to answer any questions or concerns which you may have. Thank you for using SGS North America Inc. for your analytical services. We look forward to working with you again on any additional analytical needs. Sincerely, SGS North America Inc. Victoria Pennick Project Manager Victoria. Pennick@sgs.com i Cate. 0 Q9 u .7 i 10 r8APA Date West Potter Drive, Anchorage, AK 99518 MemDer ci 1 of 20 � | Refer msample receipt form for information onsample condition. \ *QC comments may »oassociated with the field samples found mthis report. When applicable, comments will ooapplied m � associated field samples. ! PrintDlate. 02M9�2017 9:10:08Am |amveo pouo Drive, Anchorage, Axuou o soaxv:xAn-�czmc� uum,00u.zwx,90n.sm.ao1,wwvs-yox""m mSGS Group 2ofm Laboratory Qualifiers Enclosed are the analytical results associated with the above work order. All results are intended to be used in their entirety and SGS is not responsible for use of less than the complete report. This document is issued by the Company under its General Conditions of Service accessible at <http://www.sgs.com/en[Terms-and-Conditions.aspx>. Attention is drawn to the limitation of liability, indenmification and jurisdiction issues defined therein. Any holder of this document is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. Any unauthorized alteration, forgery or falsification of the context or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. SGS maintains a formal Quality Assurance/Quality Control (QA/QC) program. A copy of our Quality Assurance Plan (QAP), which outlines this program, is available at your request. The laboratory certification numbers are AK00971 (DW Chemistry & Microbiology) & UST -005 (CS) for ADEC and 2944.01 for DOD ELAP/ISO17025 (RCRA methods: 10206, 1311, 3010A, 3050B, 3520C, 3550C, 5030B, 5035A, 6020A, 7470A, 74716, 8015C, 80218, 8082A, 8260C, 8270D, 8270D -SIM, 9040C, 9045D, 9056A, 9060A, AK101 and AK1021103). Except as specifically noted, all statements and data in this report are in conformance to the provisions set forth by the SGS QAP and, when applicable, other regulatory authorities. The following descriptors or qualifiers may be found in your report: The analyte has exceeded allowable regulatory or control limits. ! Surrogate out of control limits. B Indicates the analyte is found in a blank associated with the sample. CCV/CVA/CVB Continuing Calibration Verification CCCV/CVC/CVCA/CVCB Closing Continuing Calibration Verification CL Control Limit DF Dilution Factor DL Detection Limit (i.e., maximum method detection limit) E The analyte result is above the calibrated range. GT Greater Than IB Instrument Blank ICV Initial Calibration Verification J The qUantitation is an estimation. LCS(D) Laboratory Control Spike (Duplicate) LLQC/LLIQC Low Level Quantitation Check LOD Limit of Detection (i.e., 1/2 of the LOQ) LOQ Limit of Quantitation (i.e., reporting or practical quantitation limit) LT Less Than MB Method Blank MS(D) Matrix Spike (Duplicate) ND Indicates the analyte is not detected. RPD Relative Percent Difference U Indicates the analyte was analyzed for but not detected. Note: Sample summaries which include a result for "Total Solids" have already been adjusted for moisture content. All DRO/RRO analyses are integrated per SOP. .-.......- N`Ori, i ; ;i i; 1200 West Potter Drive, Anchorage, AK 99518 It 907.562.2343 f 907.561.5301 www.us.sos.com 3 of 20 Sample Summary Client Sample ID Lab Sample ID Collected Received Matrix LCW-3 1170417001 01/30/2017 01/30/2017 Water (Surface, Eff., Ground) Method Method Description EP200.8 Metals in Drinking Water by ICP -MS DISSO SM21 4500NO3-F Nitrate/Nitrite Flow injection Pres. SM21 2540C Total Dissolved Solids SM18 2540C 1'200 West Potter Drive, Anchorage, AK 99518 t 907.562 . 2343 f 907.561.5301 www.us.sas-( 4 of 20 ! ` / | ! / ! ( ' � � ! � ' i � | | ! \ ^ ! ` | prin,o°teoxeszmr9:,u`2^w nasAinenn"i 200 West Potter Drive, Anchorage, AK 99518 1: 907.562.2343 f 907.561.5301 www.us.sgs.com Member of SGS Group 5mm Detectable Results Summary Client Sample ID: LCW-3 Lab Sample ID: 1170417001 Paramete Result Units Dissolved Metals by ICP/MS Calcium 43300 ug/L Manganese 59.0 ug/L Waters Department Total Dissolved Solids 291 mg/L Total Nitrate/Nitrite-N 0.0378J mg/L ! ` / | ! / ! ( ' � � ! � ' i � | | ! \ ^ ! ` | prin,o°teoxeszmr9:,u`2^w nasAinenn"i 200 West Potter Drive, Anchorage, AK 99518 1: 907.562.2343 f 907.561.5301 www.us.sgs.com Member of SGS Group 5mm ............ - - - - - - - - - - - Parameter Calcium Iron Manganese -:Batch Information Analytical Batch: tvIMS9685 Analytical Method. EP200.8 Analyst: VDL Analytica! Datefftinei 02106117 14:48 Container ID: 1170417001-1) Prep Batch: i*,JXX31473 Prep i'vilethodi E200.2 Pyre Date Time: 02.101117 12:30 Prep Initial 40," No! : 20 n -,L PreP Extract Vol- 50 mL J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 it 907.562.2343 f 907.561.5301 wv/w_us.-o_-.r.nm 6 of 20 Allowable Result Qual LO /CL IDL Units DF Limits Date Analyzed 43300 500 150 ug/L 1 02/06/1714:48 125 U 250 78.0 ug/L 1 02/06/17 14:48 59.0 1.00 0.310 ug/L 1 02/06/1714:48 Prep Batch: i*,JXX31473 Prep i'vilethodi E200.2 Pyre Date Time: 02.101117 12:30 Prep Initial 40," No! : 20 n -,L PreP Extract Vol- 50 mL J flagging is activated 1200 West Potter Drive Anchorage, AK 95518 it 907.562.2343 f 907.561.5301 wv/w_us.-o_-.r.nm 6 of 20 Results of LCW-3 Client,Sample,ID: LCW-13 Collection Date: 01/30/17 10:17 Client, Pro ect ID;: Lewis & Clark Received Date: 01/30117 15:55 ,Lab Sample ID: 1170417001 Matrix: Water (Surface, Eff., Ground) Lab, Project ID: 1170417 Solids Location: Results by Waters Department Parameter Total Dissolved Solids Batch Information - Analytical Batch: STS5355 Analytical IvIelhod" SM21 2540C Analyst: AYC Analytical Date/Time: 02103"17 '16:43 Container ID: 11704170101-13 Parameter Total Nitrate/Nitrite-N 'Batch Information r Analytit.,:a! f0eft& SM21 41150ONO3-F Analyst: AYC Ana Oica --,aie; Firne: 02106117 17:26 J 704 1 7GC, 1 -A ResuitQqq1 LOQiQL DL 0.0378 J 0A00 0.0300 SGS 1200 West Potter Drive Anchorage, AK 95518 It 907.562.2343 f 907.561.5301 www-us.sas- of SGS Groul 7 of 20 ... ........ ,,---,Method Blank Parameter Results LOQ/CL DL Units Calcium 25OU 500 150 ug/L Iron 125U 250 78.0 ug/L Manganese 0.5000 1.00 0.310 ug/L Batch Information Analytical Batch: IAINOS9685 Analytical N'T t i, elhodi: EP200.8 instrument: Perkin Elmer Ncxlon P5 Analyst: VDL AnaiyUcai1)a1eiTirne: 2`6/2CM7 2:42:O6PM1 Prat Cain 02.MA/2017 S 10-16AIM Prep Batch: N4XX30473 Pier) Daieilinie: 211/2017 12:30:3SPI--.4i Prep Initial 20 n,.L PrepStradVol: 5011-,L link; 1 '200 West Potter Drive Anchorage, AK 95518 lt907.562.2343f9O7.561.5301 www.u�.sg�.�or� Member of SGS ��-ro--u—p- 8 of 20 Parameter Spike Calcium 100010 Iron 5000 Manganese 500 Batch Information Analytical Batch: MMS9686 Analytical Method: EP200.8 Instrument: Perkin Elmer Nexion PS Analyst: VEL 9:10:16AM Blank Spike (ug/L) RC'SUR, Rec 10400 104 85-115 5290 106 85-115 525 105 85-115 j Prep Batch: MXX30473 pfep 1,j1eihod: E200.2 Prep Datell'inne: 02/0112017 12:30 SI)4e lnit,Alt /Vol., 10000 ug/i- Extract Vol 50 niL Dupe Inil 'r^Ji.;`Vol.: Extract Vol: SGS 200 West Potter Drive Anchorage, AK 95518 t 907.562.2343 f 907.561.5301 wvAv.us.sas. 9 of 20 Parameter Sample Calcium 43300 CL RPD M Pp CL Iron 125U 5000 Manganese 59.0 500 i,Batch Information Aalyti- ri� ,,)I Batch: i 4.`•159685 Analytical iN.Alethod: EP200.8 -urnen' Inst! Perkin Elmer Nexion P5 Analyst: VDL Analytical Date!-Firnc: 21612017 2:51:03PIA Pr'nt Cate: O -WOW -NO 7 910: 1 -AN', x Spike (ug/L) Spike Duplicate (ug/L) Result Rec M Spike Result Rec (%) CL RPD M Pp CL 53900 106 70-130 55410 110 70-130 590 106 70-130 Prep Batch: N-IXX30473 Prep iviethod. DW Digest for Metals on !CP -,MS Proo Daterl'ime: 2,11120,17 12;30:38PM Prep initial 20.00ni1- Prei) Exic act Vol: 50.000L 2 Am— ""I Inc. 200 West Potter Drive Anchorage, AK 95518 5-G Q i i t 907.562.2343 f 907.561.5301 www.us.sas. Member of 10 of 20 P!intData: 02092017 9:50:19ANI i 200 West Potter Drive Anchorage, AK 95518 ?:erif� �me�ic� inC i t 907.562.2343 f 907.561.5301 www.us.sas. 11 of 20 / ( NAMEi OriQinal Duplicate Units RPD (%) RPD CL | Total Dissolved Solids 291 om mo/L ow* (<s> � co�~atio.�=~� --T i Analytical Batch: nnasza } ` Analylicalvileffiod: SM21 2540o ' |^mmoie.^ analymmm -----'------....... .... -----------------------------------------~-- -nn� D ate., 07'�09!201,9:10:20^ 1200 West Potter Drive Anchorage, Axoomn ueswomAine*wMc. I'l 4 A SO_12 M. , -;Blank Spike Summary Parameter Total Dissolved Solids --;Batch Information Analylicai Batch: STS5355 Analytical Method: SN121 25400 Instrurnent: Analyst: AYC Blank Spike (mg/L) Spike Duplicate (mg/L) Result Rec %Spike Result Rec CI_ RPD RPD CL 330 319 97 7130 331 100 (75-125) 3.70 ('5 ........ .. Print r-i'e. 1021091"0'.7 9:10:28iVO "C"S N, I ; 1 1200 West Potter Drive Anchorage, AK 95518 SGC !oft Alyle i'_a m'c' I t: 907.562.2343 f 13 of 20 14 of 20 Batch Information Analytical Batch VIF12537 Analytical tvicthod: SM21 4500NO3-F Instrument: Astoria segmented flour Analyst: AYC __.. 'U'lUlPt 021 S!2017 9:10:31ANI 200 West Potter Drive Anchorage, AK 95518 S =S `!or *i :irr e> i;;a !t?c. I__IL907.562.2343 f 907.561.5301 vrvrw.uss s. _ ---__ 9 _ 15 of 20 Blank Spike (mg/L) Parameter Sake Result Rec Nitrate -N 2.5 2.60 104 Nitrite -N 2.5 2.50 100 Total Nitrate/Nitrite-N 5. i0 102 Batch Information Analytical Batch VIF12537 Analytical tvicthod: SM21 4500NO3-F Instrument: Astoria segmented flour Analyst: AYC __.. 'U'lUlPt 021 S!2017 9:10:31ANI 200 West Potter Drive Anchorage, AK 95518 S =S `!or *i :irr e> i;;a !t?c. I__IL907.562.2343 f 907.561.5301 vrvrw.uss s. _ ---__ 9 _ 15 of 20 Matrix Spike Summary Original Sample ID: 1170487001 Analysis Date: 02/06/2017 17:37 MS Sample ID: 1372563 MS Analysis Date: 02/06/2017 17:39 MSD Sample ID: 11372564 MSD Analysis Date: 02106/2017 17:40 Matrix: Drinking Water QC for Samples: 1170417001 —,Results by SM21 450ONO3-F Matrix Spike (mg/L) Spike Duplicate (mg/L) Parameter Sample sr)ike Result Rec anihIL Result Rec (%) CIL RPD Total Nitrate/Nitrite-N 3.52 5.00 8.33 96 5.00 8.36 97 90-1,10 0.40 c< 25) Batch Information Analytical Batch: kr (-125'37 Analytiril M7_ihod: Sci121 450ONO3-F Insirument: Astoria seginented flow Analyst: AYC Analytical Dateffime: 2/6!2017 5:39:09Pt-vil Print Date. C!-,109170 17 9:10.32..+1 200 West Potter Drive Anchorage, AK 95518 No;th "'`;ncrica I ! t 907.562.2343 f 907.561.5301 www.us.sqs.com 16 of 20 s c sry ' U dIdc 3 n m a c E m c�E Z G Y qo C O N .� q7. •said ai!�i!Wa1g�31P1 N z V 7 y c 3 c o p T . O O � $ Su m V> O U O z t -— x w z to 5 V LU u, 0 f >>Q�y m \ u, z w Q O � .S c� om c- p 4 U d R (i l!J Gi N cc O =W U C t` � E V� m N aci L o EO f} z .T� :44 i m m a so e��y Q1> (8'OUZ) UW'ad'eo sry ' m xy, C q7. •said ai!�i!Wa1g�31P1 O O E U ❑ U O z t -— x w z to 5 V LU u, 0 rN v, >>Q�y m \ u, z w Q O � .S c� om c- p 4 U d R (i yj l 0 RLL U C t` £ 1 E V� m U �{ aci L o w QS e ❑`� C Q 5 Q'`� z cl '�.... m QMf � � y m c d ¢_ LU Z ! N1 O C o' _ € O O � i a� 7 i a w �� ¢ pSL = CL 0 3 w a n. a a d til w O C C Q O, z a v 4 3 v� y •� 'a O 5 c cr S cr c o,n ^+ ^ Q n U x z w � t`^• M m o , E E m a J 3 d m d V V J cu y m Y cn O Y O W y Z Q O Q o w o a s a z ¢0 w > w m — - m C ` O M E v 5 V °C u, 0 rN v, >>Q�y m \ u, z w N CL } c� om o p E d R (i yj l rn RLL LL C', M 6"1 £ 1 E V� m U �{ O }•' '� QS ❑`� C Q 5 Q'`� z cl '�.... m ` i m c d ¢_ d8 �rn Z ! N1 O C o' _ € O O � i a� 7 i a fA CD •N \ tlj � d a v 4 3 v� y •� 'a O O 5 c cr S cr c o,n ^+ ^ N n 1.,182 inN3 m O u, 0 m CD ti � m m } 3 om It @ RLL LL C', M 6"1 £ 1 E Ems' mn Q'`� ❑q cl '�.... N ` i N rn U �dz ¢_ d8 �rn C o' .,y t E � i a� 7 i fA CD •N \ tlj � d a v 4 3 ��Ny y •� 'a O O 5 c cr S cr c o,n ^+ ^ 0 U U 0 r C � N Y ^ b i y � • c❑n ❑ D 0 U y 6� o O o ° az •ha p V 7-- 6i a 0. 75 5 o a e�C ❑❑ D 0❑❑ ❑ 0 ri D D D O D ED � c •¢ a �' c � ai _ o V ti O ❑❑ _m t C e x 0 U U Lq LL ti Y ^ u o c❑n ❑ D 0 U y o c U o ° az 7-- ❑❑ D 0❑❑ ❑ 0 ri D D D O D ED Lq LL i e -SAMPLE RECEIPT FORM <�.�.' s' 1170417 nevlew Lrltena y/N (yes/no) Exceptions Noted below Ezemption permitted if sampler hand carries/delivers. Were Custody Seals intact? Note k & location ABSENT COC accompanied samples? O—exemption permitted if chilled & collected <8hrs ago or chlling not required (i.e., waste, oil) Were samples received within hold DD samples match COC' (i.e.,sarnple i0s,d'ates/times coliected)?II Y jl "Note: If times differ <1hr, record details & login per COC. Were analyses requested unambiguous? F7,1 Were proper containers Were Trip Blanks (i.e., VOAs, LL -Hg) in cooler with sa Were all VOA vials free of headspace (i.e., bubbles 5 Were all soil VOAs field extracted with McOl Refer to form F-083 "Sample Guide" for hold times. Metals. N _ Note to Client: Any "no" answer above indicates non-compliance with standard procedures and may impact data nuality. I Additional notes (if applicable): F102b� 9APOM_20160601 Cooler @ =.100 -:°C Therm 10: D20 Cooler ID: @ -�°C Therm I0: Temperature blank compliant` (i.e., 0-6'C after CF). Cooler ID: @ °C Therm ID: Cooler ID: @ -°C Therm ID: Cooler ID: @ .- '. °C Therm ID: +Ij>6`C, mere samples collected <8 hours ago? y If <0°C, were sample containers ice free? If samples received without a temperature blank, the "cooler temperature" will be documented in lieu of the temperature blank & "COOLER TEMP" will be noted to the right. In cases where neither a temp blank nor cooler temp can be obtained, note "ambient" or "chilled". Note: Identify containers received at non-compliant temperature . Use form FS -0029 if more space is needed. Were samples received within hold DD samples match COC' (i.e.,sarnple i0s,d'ates/times coliected)?II Y jl "Note: If times differ <1hr, record details & login per COC. Were analyses requested unambiguous? F7,1 Were proper containers Were Trip Blanks (i.e., VOAs, LL -Hg) in cooler with sa Were all VOA vials free of headspace (i.e., bubbles 5 Were all soil VOAs field extracted with McOl Refer to form F-083 "Sample Guide" for hold times. Metals. N _ Note to Client: Any "no" answer above indicates non-compliance with standard procedures and may impact data nuality. I Additional notes (if applicable): F102b� 9APOM_20160601 f Container Id 1170417001-A 1170417001-B 1170417001-C 1170417001-D Sample Containers and Preservatives Preservative H2SO4 to pH < 2 No Preservative Required No Preservative Required HNO3 to pH < 2 Container Container Id Preservative Condition OK OK OK PA Container Condition Glossary Containers for bacteriological, low level mercury and VOA vials are not opened prior to analysis and will be assigned condition code OK unless evidence indicates than an inappropriate container was submitted. OK - The container was received at an acceptable pH for the analysis requested. BU - The container was received with headspace greater than 6mm. DM- The container was received damaged. FR- The container was received frozen and not usable for Bacteria or BOD analyses. PA - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt and the container is now at the correct pH. See the Sample Receipt Form for details on the amount and lot # of the preservative added. PH - The container was received outside of the acceptable pH for the analysis requested. Preservative was added upon receipt, but was insufficient to bring the container to the correct pH for the analysis requested. See the Sample Receipt Form for details on the amount and lot # of the preservative added. Container Condition 1/30/2017 20 of 20 ENGINEERING SteveEng.com Steve Eng, PE, PH 907-694-7028 SteveEngPE@gmail.com To: Francis McLaughlin, MOA PIanning & Zoning Date: 6/7/1.7 Subject: Case 2017-0072 Lewis & Clark Rezone, Our File No,: 11558.001 Reply To "Flattop Technical Services" 5/24/17 Letter I previously served as the District Engineer for the State Department of Environmental Conservation (DEC), during my 35 years of engineering in Alaska. Duties included reviewing hundreds of engineering designs by numerous engineers across the state, including Ted Moore (Flattop Technical Services). I was also tasked with subdivision review. Periodically I would review MOA engineers to ensure they were complying with state regulations. The 5/24/17 letter from Ted Moore appears to target a competitor engineering firm: 1. Ted Moore finds fault with the soils report for reporting similar soils. This is a ridiculous notion. The unconsolidated soil strata was placed by a glacier and is typical glacial till. This is the soil type that is reported in most of the surrounding subdivisions, by many different engineers. Geologists routinely report similar soils in certain areas, dependent upon geomorphology. Most well drillers have a good guess of the water -bearing strata due to similar geology in an area. Ted Moore disingenuously reports some soil tests were unsuitable for septic systems; It is common procedure to locate superior test holes to those that do not meet requirements. 2. Once again, Ted Moore displays his personal experience as the preeminent model to aspire to. After the pre-soak period, the time interval drops in the percolation test should be equal. This is predicted by Darcy's Law. 3. Terrasat Inc. utilized GPS and surveys to produce test hole mapping. This may not duplicate a stroll through the subdivision by Ted Moore. 4. A couple soils test logs are being added in the latest revisions. The soils report is being continuously updated. Recent seasonal high groundwater data is being added to the soils report 5. The date performed for each test hole log is at the top of the sheet. The 10/22/10 date is a typo. Ted Moore's letter is more a question of his personal motivation. The MOA has been in the field several times monitoring the progress of the subdivision studies. We recently accompanied MOA personnel as they conducted seasonal high water readings at all the test hole sites (trip report @ SteveEng.com). CIVIL & ENVIRONMENTAL ENGINEERING * ENERGY CONSERVATION & ANALYSIS TED MOORE, P.E. 14530 ECHO CANYON ROAD PH./FAX: (907)345-1355 ANCHORAGE, AK 99516 E -Mail: tgmoore@gci.net May 24, 2017 Francis McLaughlin M.O.A Planning Department 4700 Elmore Road — P.O. Box 196650 Anchorage, AK 99519-6650 Re: Lewis and Clark Subdivision Application — File # 2017-0072 Dear Mr. McLaughlin: I have reviewed the information pertaining to soils suitability for septic systems that was provided by the developer of the proposed Lewis and Clark Subdivision, and wish to offer the following comments. By way of background, I am a registered professional civil engineer with over 25 years of experience conducting soils tests for septic systems, focused primarily on the Anchorage Hillside area. A careful review.of the report and 2016 soils data-submitted:bythe developer's consultant reveals: , numerous errors, inconsistencies and improbable.data, which raise red flags regarding the overall validity of .this analysis. - Several -of these discrepancies are itemized as follows:: (1) Each of the 2016 test hole soils logs shows virtually identical soil stratification, with exactly the same silty sand and silt with gravel material underlying the surface organic layer. In my experience, the soil stratification in most test holes dug anywhere on the Hillside tends to vary significantly within a short distance, so the chance that nearly identical soils would be encountered in 21 consecutive test holes dug on this parcel seems highly unlikely, to say the least. In fact, the soils test logs included in this report which were prepared by other engineers reveal significantly different soil stratifications including several instances of soils unsuitable for septic systems. . (2) The percolation test data reported for every test hole states that the observed percolation rate was identical for each of the three required measurement intervals. In my experience this rarely happens; the apparent percolation rate usually tends to vary somewhat over each measurement interval. (3) In numerous instances, the description of the location of the test hole on the lot does not correspond with the location plotted on the site plan. (4) Soils data for 5 of the apparent 26 test holes is not included in the report. (5) It appears that the reported date of 10/22/10 shown in the lower right corner of each test hole log is probably incorrect. The foregoing discrepancies are troubling in that they cast.doubt on the overall professionalism of the petitioner's soils analysis:- In my opinion; it would be appropriate. for the Municipality to require P party verification. of the accuracy:of these findings: Itwould also be appr6priate for the. Municipality to insist upon independent determination of this spring's seasonal high water table measurements in each of the test'hole monitortubes. Sincerely, Ted Moore, P.E. 2 01-7 -C)D -) 2 .'--' -- - ----� ------- - '---' - ------|- - -- - { � ,Janet Roberts .notoak%�gmaiicom 9O7-240-9331 � 5/25/2U171O�S5�44A�� ' '--'-------- ------- -- -'-`'------ ---1 4OZ065ThAve .��yhusband and Iare life 'long Alaskans and love Anchorage and the i |Anchorage,A&995O7 ambiance itportrays with both rural and smaller sub -divisions throughout. | | iUpon arriving in1968and going toschool atService and East there was lots | .of room for everyone tospread upwards and outwards, but asI have had ! � �children and grandchildren graduate, those choices are limiting. The next generation is looking for acre size dreams not so often being able to afford . ' 'four p)us'aceagalike afew ofusyears ago. Ihave tolet you know that l � ! have looked otthis proposal and clearly see that having anice community :'for 30 families makes a lot more sense than a exclusive 4-5 acre parcel neighborhood for 15. We could never afford the large parcels on Upper ',Dearmoun, but with this new plan, my children and grandchildren actually Fhave a chance at an Anchorage Hillside dream. ' EC E IV, ED ' | k��y�1/ � -'-. / PLANNING DEPARTMENT G)O O d m ➢ O —� N M X fl. N O NCL O fQ D� m =� o d O, 3 �N �N O_ 0 m 03 p fl CD m CL U) 9 9 cz CD w D >D 3 o cn o m m E) CD m m m m In3 CD XN =. Q. 4 < N O -p OO .a o O 3'a o eti r = CO) CD n M rt � O ci O N N N O O m c o �0 3° CD = a. CDC c � m o rn CD Q) �N i '. .. 7Tf' "` o.�-t�tl..?.rub �"N�`n l� t �' '� �* � K , x ,sr�.7 • YY+ 71 d } c CD 0 m CD a m n O v CL 0 CD CD a `G �1 N tz ;t1 O v Q