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HomeMy WebLinkAboutOVERLOOK ESTATES #2 S12439 Onsite File Overlook Estates # 2 #512439 OVERLOOK ESTATES ADDITION 2 B1 LOTS 1-13 Soils Report Engineer's Soils Report OVERLOOK ESTATES ADDITION 2 LOTS 1-13 BLOCK 1 Municipality of Anchorage Prepared for: S4 Group 124 E 7th Avenue Anchorage, AK 99501 Prepared By: Pannone Engineering Services, LLC P.O. Box 1807 PALMER, AK 99645 P.O. BOX 100217 ANCHORAGE, AK 99510 Submitted By: *:49m• •.* $levee -onnoie CE 8149 Steven R. Pannone, P.E. Principal, Civil Engineer 28 February 2019 OVERLOOK ESTATES ADDITION 2 B1 LOTS 1-13 Soils Report Engineering Report Project Description This soils report is to identify the suitability of the soils on the lot for an on-site septic system. The subject lots are the proposed subdivision of Overlook Estates Addition 2 B1 Lots 1-13.This report will detail the soils encountered during the soils investigation, existing topography, impact to surrounding wells and septic system and the suitability of the soils encountered for the use of an on-site wastewater disposal system and water supply system.The lots range from approximately 1.3 acres to 5.0 acres in size.The lots are currently undeveloped. Soils Investigation Pannone Engineering Services performed a soils investigation on July 17, 2018,July 18, 2017 and on July 20, 2018 throughout the proposed subdivision.The test pits were excavated by Jr's Septic Services and were excavated to the maximum extent of the excavator or until refusal. The test pits revealed a variety of soils as shown on the attached Soils Logs for each of the proposed subdivision lots. On October 24, 2018 an additional test hole was conducted on Lot 13 after the subdivision plan was modified. Water monitoring was conducted on all 13 test holes on October 31, 2018. Topography The proposed subdivision is characterized as sloping terrain. In general the entire area starts sloping down from the northern property line to the southern property line (see attached subdivision site plan). Existing water and wastewater systems The lots are currently undeveloped.There are developed lots to the north of the proposed lots. Lots 1, 3 and 7 also have developed lots to the east.The existing water supply systems are private wells and have a 100-foot protective radius around them (i.e. a new wastewater disposal system may not be located less than 100 feet from these private water wells.)The documented wells are far enough back on the lot that-their protective well radiuses do not affect the proposed subdivision lots. Surface water There is currently an unnamed stream the runs from north to south through lot 10(see attached subdivision site plan). Due to area restraints lot 10 will utilize an Advanced Waste Water Treatment System.All other required separation distance have been observed. There are ephemeral drainage ditches along the existing road (Eagle River Road) and in other areas of the property. Engineering Criteria The soils in this area are typically Hydrologic Soils Group A which contains organics generally underlain by gravel and sand. PES conducted twelve percolation tests on the proposed lots and found a percolation rate varying from less than one minute per inch (<1.0 mpi)to one and one tenth (1.1mpi). The soil composition and percolation rate confirms the soil classification of HSG A. Based upon the soil test results there are several options for systems that could be installed on all of the lots. There are no steep areas within the respective reserve areas. Based on a sieve analysis performed by Crowther Associates the soils range from (GP-GM)to (SP-SM) (see attached sieve analysis). According to 15.65.210D.1.c a two foot sand filter is not required for any proposed subsurface disposal field OVERLOOK ESTATES ADDITION 2 B1 LOTS 1-13 Soils Report The table below has the test hole depths, percolation rates and depth to ground water on each perspective lot in the subdivision. GROUND H2O LOT TH# TH DEPTH PERC RATE LEVEL REQUIRED RES AREA 1 TH-1 14.0 <1.0 N/A 10000.0 2 TH-2 14.0 <1.0 N/A 10000.0 3 TH-3 14.0 1.1 N/A 10000.0 3 TH-3 14.0 <1.0 N/A 10000.0 4 TH-4 14.0 <1.0 N/A 10000.0 5 TH-5 13.0 <1.0 N/A 10000.0 6 TH-6 14.0 <1.0 N/A 10000.0 7 TH-7 15.0 <1.0 N/A 10000.0 8 TH-8 15.0 <1.0 N/A 10000.0 9 TH-9 15.0 <1.0 N/A 10000.0 10 TH-10 15.0 <1.0 N/A 10000.0 11 TH-11 14.0 <1.0 N/A 10000.0 12 TH-12 15.0 <1.0 N/A 10000.0 13 TH-13 16.0 <1.0 N/A 10000.0 Site Information The Municipality of Anchorage (Moa) Regulations (15.65)govern for single-family homes.These regulations require a minimum of four(4)feet vertical separation between the bottom of a soil absorption system and ground water for a conventional wastewater disposal system, six feet(6')to bedrock or other impermeable layers(tight silts and clays) and must be located greater than 100 feet horizontally from any surface water(Creeks and ponds). Additionally, the accepting soils must have a percolation rate of less than 120 minutes per inch. A lot must have room for a primary and reserve soil absorption system. Water Availability Based upon surrounding lots in the subdivision there is availability for a private water system on the proposed lots. A survey of the well data from the surrounding lots is provided on the table below. Data shows ample water availability in the lots surrounding the above referenced lot. A majority of the wells in other sections of the subdivision are bedrock wells with a depth to bedrock ranging from 70-150 feet. Legal Description Well Depth Well Production Static Water Nitrates Level OVERLOOK B4 L3 420' 1.5gpm 180' 8/1990 ND OVERLOOK B4 L1 200' 3.5gpm 100' 6/2007 ND OVERLOOK B1 L3 500' 2gpm 124' 1/1994 0.10 OVERLOOK B1 L4 300' 3gpm 150' 9/2007 4.36 OVERLOOK B1 L6 140' 8gpm 100' 3/2015 1.94 TEST HOLE 1 SOILS LOG — PERCOLATION TEST SLOPE N Vs: I I SITE PCA \ —v, OR TOPSOIL 1 N SP SILTY SAND I ` RESERVE ' --11/1 2 _. I N 3 • SEPTIC 4 ` AREA 5 10,0005- - -_ -_\ 6 GP/ W/ COBBLES \ \ \ �• N • 7 GM SANDY 1`� \ I I TH— 1 E S GRAVEL W/ X TEST T I \. % -- —T 8 SILT HOLE L l \ \ 9 N —_— 10 , / — / 12 ! f I — / — — — 13 --i i I \ \ / 14 • ! SLOPE BOH TH 1 15 X DATE PERFORMED: 13JUL18 NO GROUNDWATER: 31OCT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES, AT WHAT • PERC HOLE DIAMETER 6" DEPTH? —NA— • TEST RUN DETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (VPI) READING 1 18JUL18 5.900" 2 4.17 MIN 11.900" 6" 0.69 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES ---- 3 5.900" PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 4 4.82 MIN 11.900" 6" 0.80 WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 5 5.900" MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. 6 4.82 MIN 11.900" 6" 0.80 NOTES: PANNONE ENG SVC, LLC Date SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 Pyr, 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 &..* _1 Scole *:49ih �,,, .norNTS .......4`` LD.. ... P. NO OVERLOOK ESTATES #2 L1 '"$}even A. -annoRe PERMIT N0. DRAWN I ACP SITE: VANTAGE ROAD :R.. CE 6149? O. SOILS LOGS EAGLEXXX RIVER, AK ,:••,, •o� i �•,y�, 'Sheet `�t�' 1 OF 13 L TEST HOLE 2 SOILS LOG — PERCOLATION TEST SLOPE \ \ SITE ALAN Iy \ OR1 TOPSOIL TH - .J PES , \ 1 j \ N 2 \ N \ \ it. -------- 3 SM/ \ \ I S 4 \ I \ \ 5 )\` \ Ifl \ \ \ - \ \ TEST I \ \ 6 ( HOLE \ 1 \7 \- — N • . \ \ 8 GP/ Silty SAND \ RESERVE l GM & GRAVEL • ` 9 1I \ N . - SEPTIC 10 - AREA 1, N i 0.000SF �� - 12 — .-4............ _:1,-„....._ ._ . _ . _, 13 ` - SLOPE ,4 I BOH TH 2 15HX DATE PERFORMED: 17JUL18 NO GROUNDWATER: 310CT18 WAS GROUND WATER SOIL. TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1 (min/inch) (Hydrologic Soils Group: HSG A) IF YES, AT WHAT • PERC HOLE DIAMETER 6" DEPTH? —NA— • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY_ DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 1 17JUN18 5.900" 2 1.93 MIN 11.900" 6" D.32 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES - - 3 5.900" PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 4 2.30 MIN 11.900" 6" 0.38 WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 5 5.900" MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. 6 2.30 MIN 11.900- 1 6" 0.38 NOTES: PANNONE ENG SVC, LLC Dote SOILS REPORT .,..• ------------- P.O. BOX 1807 PALMER, AK 99645 P4 9 . 4/9/2019 , PHONE (907) 745-8200 FAX (907) 745-8201 (.•'. '•, Scale *149 IL CI •1.* NTS •• •• • •• Pia NO OVERLOOK ESTATES #2 L2 � � ` . - - SITE: VANTAGE ROAD ••k}evei, t2. anrione PERMIT NO. DRAWN I ACP CE 8149 oSPxxxxxx 1,- EAGLE RIVER, AK �1p,• Sheet SOILS LOGS ""''t�"""` 2 OF 13 TEST HOLE 3 SOILS LOG — PERCOLATION TEST SLOPE \ \ \ S1FE\PLAN I i • . 1 OR/PT TOPSOIL/PEAT \ \ \ N 1 \ 1 2 \\ ` \\• ` \ \\ .\ \ \ 3 SM/GM Silty L SAND & • \\\ \ \ \ 1 \ TIH - 3 P S �\ 4 l ` 5 \� \1 \(i X TEST �\ \Ji \ • TI- 7 GM HOLE \ \ w/ _\ \ 8 COBBLES ` \ I• . \\ • \ 9 \ N \ I 1 10 ` 1N ' 11 \\ F \ I \ I 12 N 1 1 .• ,l \L C 13 SLOPE 14 BOH TH 3 DATE PERFORMED: 17JUL18 x NO GROUNDWATER: 310CT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE 1.1 (min/inch) (Hydrologic Soils Group: HSG A) IF YES, AT WHAT • PERC HOLE DIAMETER 6" DEPTH? N/A • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 17JUL18 5.900" 2 6.50 MIN 11.900" 6" 1.08 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICE 3 5.900" 4 6.67 MIN 11.900" 6" 1.11 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 6.68 MIN 11.900•' 6" 1.11 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: � � PANNONE ENG SVC, LLC � Dote SOILS REPORT %:�9� 07/17/2018 P.O. BOX 1807 PALMER, AK 99645 '�•• 'PHONE (907) 745-8200 FAX (907) 745-8201 �P'• Scole *149 i'‘ •••* NTS ••••�•I N• P.I.D. NO OVERLOOK ESTATES #2 L3 "$}even I.k'•anrioRe DRAWN ACP SITE: VANTAGE ROAD CE 8149 PERMIT NO. R•� V:02/28/201 OSPXXXXXX SOILS LOGS EAGLE RIVER, AK o•�� Sheet 3 OF 13 L TEST HOLE 4 SOILS LOG — PERCOLATION TEST OR/PT TOPSOIL/PEAT SLOPE SITE F1 AN \ \ . ' 2 SM/GM Silty SAND & ,• \ 1 \ \ n�� , \ 3--. GRAVEL - TH- 4 PES \ 4 \\ \ � \\\ 1 5 \ _ \ \ \ \• 6 \ I I TEST \ \ \ \ HOLE \ \ \ \ 1 — 8 GP/ w/ \:".. I 1 GM COBBLES N \ 9 /r �� \ l \ \ ;U �\ \ liI \ • 1 12 1 1 • '''N`,.. ..: ..., \.:- ---- ..... 13 SLOPE 14 TH 4 15 BOH X DATE PERFORMED: 17JUL18 NO GROUNDWATER: 3100718 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1 (min/Inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" DEPTH? NI A • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 17JUL18 --- 5.900" 2 2.08 MIN 11.900" 6" 0.34 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 2.20 MIN 11.900" 6" 0.36 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 2.21 MIN 11.900" 6" 0.36 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: _I PANNONE ENG SVC, LLC Dote SOILS REPORT 1 P.O. BOX 1807 PALMER, AK 99645 b„,-v•- 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 4,_%. Scale •' r--- ---- *:49TH \ .* NTS ••••:•1 • P.I.D. NO • OVERLOOK ESTATES #2 L5 .. levee -. -anri4e DRAWN ACP SITE:VANTAGE ROAD CE 814.9 PERMIT N0. EAGLE RIVER, AK 12;x.:02/28/20,10 OSPXXX XXX SOILS LOGS .7, Sheet 4 OF 13 • TEST HOLE 5 SOILS LOG - PERCOLATION TEST OR TOPSOIL SLOPE \ • — SITE i LAft — 1 \ \ \ / GRAVELLY \ 2 -- SAND N \ \ (. I • —_‘ 3– \ \ ���J// \ \ \ 4 I ` __ . `� \ N ) N 5 GP/ I \ GM N TH - 5 PES 6 \ \ X TEST 7 HOLE NN. N N 8 Silty GRAVEL \ � � \RESERVE \. N- . W/COBBLES ///��� 9 „ SEPTIC \� . 10 i ` \ N AR,-1A \ 11 I , ;10,000SF \ 12 N \ I I \., N 13 BOF{ SLOPE TH 5 X DATE PERFORMED: 18JUL18 NO GROUNDWATER: 310CT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6” DEPTH? –NA– • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 –i WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 18JUL18 _______5.900" I 2 0.83 MIN 11.900" 6" 0.13 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 I 5.900" 4 0.90 MIN 11.900" 6" 0.15 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 0.92 MIN 11.900" 5" 0.15 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. _ NOTES: PANNONE ENG SVC, LLC Dote SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 G. 4/9/2019 __ — PHONE (907) 745-8200 FAX (907) 745-8201 e• Scale -- *:q®TH ...1‘ %.* NTS .... ..1 .. P.I.O. NO • OVERLOOK ESTATES #2 L5 "$}even 't•anr e DRAWN ACP SITE: VANTAGE ROAD � CE 8149,- PERMIT NO. EAGLE RIVER, AK ^ � v:oz/ z8/zo OSPXXXXXX SOILS LOGS i ••,� Sheet 5 OF 13 TEST HOLE 6 SOILS LOG — PERCOLATION TEST • OR TOPSOIL SLOPE I / \— S:it NL �' �—WA SM SILTY \ V A \ 1 A, SAND 2 - \ -Pr • .... 4 ----- .... 6 , 5 \ N 1 _ -- ; 6 -"--" GP/ Silty GRAVEL I \ TH - 6 S GM W/COBBLES X TEST 7 HOLE I \ \ r 8 ~ - DESERVE SEPTIC 10 1 : AREA 11 0,000SF ----- ---- --- '-' -- -4--------. " 1 44 2--: -- ---- — —\\ SLOPE 7i4 -- BOH TH 6 I DATE PERFORMED: 18JUL18 x NO GROUNDWATER: 310CT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES, AT WHAT • PERC HOLE DIAMETER 6" DEPTH? –NA– • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER i RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 18JUL18 5.900" 2 1.90 MIN 11.900" 6" 0.31 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 2.50 MIN 11.900" 6" 0.41 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 2.70 MIN 11.900" 6" 0.45 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: PANNONE ENG SVC, LLC Dote SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 �G, 4/9/2019 __ __ PHONE (907) 745-8200 FAX (907) 745-8201 �''� _4-..., Scale -- _�_ — -- *:4A TH AO •.* NTS P.I.D. NO _ OVERLOOK ESTATES #2 L6 DRAWN ACP SITE: VANTAGE ROAD •" jeven 't' annone PERMIT NO. CE 8149 EAGLE RIVER, AK � 'Rv:o2/28/2ptg -Sheet SOILS LOGS •':,�n;`:,;:� Sheet • �+�xt� 6 OF 13 TEST HOLE 7 SOILS LOG — PERCOLATION TEST OR — TOPSOIL SLOPE \ SITE\ ,A , S 1 _ _ — SILTY 2 SM SAND � — —7_ --- : � 3 / (---7----, , ,, _ . 6 GP/ Silty \ - GM I GRAVELLY X HOLE 7 TEST \ I. — I '~ — .._ -- --\ I W/COBBLES 5 ` � .- — TH _ PES 10 i , N 2--- .1 -- �2 `, RESERVE `� \ 13 SLOPE 14 TH 7 15 BOH x DATE PERFORMED: 18JUL18 NO GROUNDWATER: 31OCT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES, AT WHAT • PERC HOLE DIAMETER 6" DEPTH? -NA- • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 3100CT18 WATER RATE READING DATE NET TIME LEVEL. NET DROP (MPI) READING 1 18JUL18 5.900" 2 4.47 MIN 11.900" 6" 0.74 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" --- 4 5.50 MIN 11.900" 6" 0.91 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 5.67 MIN 11.900" 6" 0.94 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: PANNONE ENG SVC, LLC Date _SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P•(�G. 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 4 1,1'•, Scale —... --............. — I *;49 .\ *411 _ NTS _ P.I.D. NO OVERLOOK ESTATES #2 L7 L "$Zeveri -t-annoile DRAWN FACP SITE: VANTAGE ROAD CE 8149 • PERMIT NO. EAGLE RIVER, AK ^'R V:O2/28720l OSPxxxxxx SOILS LOGS '1.7, Sheet 7 OF 13 TEST HOLE a SOILS LOG — PERCOLATION TEST-— -- --... l- SLOPE __ - -- SEPTIC SITE PLAN 1\ I'— OR TOPSOIL _ I\ 1 — AREA 2 GM /3 10 000sF _ \ - ,�,, S'A' = _ \ _ IX TES' - I 7 HOLE TH - 8 PES, GP/ SANDY - 1... , l GM GRAVEL i _ - - 9 w/COBBLES - - _ 10 - - - - 11 _` __ -- 1 12 , _ \ N SLOPE 14 TH 8 15 — X BOH �--- ----- DATE PERFORMED: 20JUL18 NO GROUNDWATER: 310CT'8 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" Os:PTH?_-._-._ -NA- • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH, TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 31 OCT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 20JUL18 5.900" 2 0.40 MIN 11.900" 6•' 0.06 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900 4 0.53 MIN 11.900" 6" 0.08 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH_ALL STATE AND 6 _0_67 MIN 11.900'• 6•' 0.11 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: I PANNONE ENG SVC, LLC Date SOILS REPORT I P.O. BOX 1807 PALMER, AK 99645 •(�G•9t.. Scale --- *;49 TH N.,4' •* NTS i ; '.%.D. NO OVERLOOK ESTATES #2 L8 ••$leveri an qe DRAWN ACP SITE: VANTAGE ROAD CE 8149PERMIT NO. - _ - EAGLE RIVER, AK A .v.D2/28/201) OSPXXXXXX SOLS LOGS °%,� y Sheet 8 OF 13 TEST HOLE 9 SOILS LOG — PERCOLATION TEST OR - TOPSOIL SLOPEI \L_J L I \ v SITE PLAN I 1 SEPTIC 1 SILTY SAND i' ` , AREA _ R E r R V 2 �10, 000SFJ \ SE, TIC 3 � ` AR . A 4 r 10, COS 5 ' — \ l _ , 6 I \ \ _Ji _ 7 4 8SM / iI I GRAVELLY ` J P E S . \c„...._ \ 9 W/COBBLES X TEST - ` __ __ \I.•, HOLE N I '2 [� -- J '3 'Y / I ;- " ` SLOPE 14 TH 9 15 X B0H DATE PERFORMED: 20JUL18 NO GROUNDWATER: 31OCT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" DEPTH? -NA- • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING I 20JUL18 5.900' 2 4.20 MIN 11.900" 6" 0.70 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 ------ 5.900' 4 y — 4.30 MIN 11.900" 6" 0.71 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 4.35 MIN 11.900" 6' 0.72 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: PANNONE ENG SVC, LLCDote SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 ..4..Of. 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 �••••• 4 ••• Scale *:49TH %\ •.* NTS •'� '.I.D. NO OVERLOCK ESTATES #2 L9 ••••• �� ••eleven•a • nnoae DRAWN ACP SITE: VANTAGE ROAD CE 8149 PERMIT NO. - EAGLE RIVER, AK •''•' `x:02/2e/2oti' osPxxxxxx SOILS LOGS ',o1 Sheet I 9 0r 13 • • 'EST HOLE 10 SOILS LOG •- PERCOLATION TEST ---cam — SITE PLAN IR OR TOPSOIL SLOPE I• RESERVE y \ N SM SILTY SAND - — — \t SEPTIC n . . 2 3 1 \- -AR EA \ • 10 000SF I / iI 5 —i ^I M ---� _ f 7 ----- TH - 10 8 —: SP/ GRAVELLY \. c 9 I SM SAND ' — _ ......_ . \I PES W/COBBLES I ' i 0 X TEST \ __ .__ _-. HOLE 1 r , '• \ 11 ! N _ \ .-- 1 13 . SLOPE 14 TH 10 15 X BOH DATE PERFORMED: 20JUL18 I NO GROUNDWATER: 31OCT18 WAS GROUND WATER SOIL. TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" DEPTH? —NA— • TEST RUN BETWEEN_4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 31/OCT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 20JUL18 5.900" 2 0.50 MIN 11.900" 6" 0.08 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 0.55 MIN 11.900" 6" 0.09 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 0.57 MIN 11.900" 6" 0.09 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: PANNONE ENG SVC, LLCDote SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P,�i•OF 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 (••• Scale *149 Di /\ %.* NTS ••••:•t;• P.I.D. NO OVERLOOK ESTATES #2 L10 1 " f $�everi A � "anriorae DRAWN qCP SITE: VANTAGE ROAD CE 8149 • PERMIT NO. EAGLE RIVER, AK • '4 Vv:02/28/2O1.of OSPXXXXXX SOILS LOGS 1 '1J, Sheet 10 OF 13 TEST HOLE 11 _SOILS LOG - PERCOLA-10N TEST OR— TOPSO'L SLOPE \ / i /S/I�TD EA r / / - ` \ 1 I /1-10,000SI� ' 2 OR/ SP )g6 \ SP 3 \ -- \ 4 i_ I• SANDYa GRAVEL / j W/COBBLES — TH 411 �� j TEST X HOLE _ __ , 11 i/, .. --i--I - 12 PES . i , 12 \ ; 13 - SLOPE 14 . BOH TH 11 15 — X DATE PERFORMED: 17JUL18 0 GROUNDWATER: 310CT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCCUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" DEPTH? -NA- • TEST RUN BETWEEN_4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 7/27/2018 310CT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 17JuL18 5.900" 2 3.25 MIN 11.900" 6" 0.54 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 4.00 MIN 11.900" 6" 0.66 PERFORMED BY:Aaron Paradis.I CERTIFY THAT THIS TEST 5_� --- 5.900" WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 4.06 MIN 11.900" 6" 0.67 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. _ NOTES: PANNONE ENG SVC, LLC Dote SOILS REPORT P.O. BOX 1807 PALMER, AK 9645 �'(� 4/9/20 9 PHONE (907) 745-8200 FAX (907) 745-8201 �. ,...1, ••..y Scole ---------- *149 m A\ •,I NTS _.. •••••I,•• P.i.D. NO OVERLOOK ESTATES #2 Li 1 ">pl;even F2.'anri6i6 PERMIT NO DRAWN ACP SITE: VANTAGE ROAD CE 81491 EAGLE RIVER, AK "� v:02/28/2D19 OSPXXXXXX SOILS LOGS •', > sheet . 11 OF 13 TEST HOLE 12 SOILS LOG PERCOLATION TEST OR TOPSOIL I SLOPE `—� ,, �c SITE PLAN` `" N ��TY \"' N \ -- \ 1 YI N / TOPSOIL/ - ` ,s, TH - 12�P E S 2 OR/ SILTY SAND SM 3 4 -Llat / -------6 4 / '' 1:.:"-- i SA (-------- � - 7 SP/ GRADEL .RESERVE ,~\ ` N NI 8 SM W/COBBLES I �f J SEPTIC 9 X TEST "OLE iAREA 10 1 N 10,OOOSF \ _ N 11 I N 12 N1 I - / 13 --- SLOPE 14 TH 12 15 ----- X BOH —_---1_ DATE PERFORMED: 17JUL18 NO GROUNDWATER: 310C T 18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" OEPTH? --NA- • TEST RUN BETWEEN2l FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE:___ 7/22/20'8 31 OCT18 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 17JUL18 5.900" 2 2.17 MIN 11.900" I 6" 0.36 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 2.25 MIN 11.900" 6" 0.37 PERFORMED BY:Aaron Paradis. I CERTIFY THAT THIS TEST 5 —1_5.900" - WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 2.30 MIN 11.900" 6" 0.38 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. C PANNONE ENG SVLLC NOTES: Dote SOILS REPORT P.O. BOX 1807 aALIAER, AK 9 645 '� 4/9/2019 PHONE (907) 745-8200 FAX (907) 745-8201 �P'• `4,'. Scale *:49TH i N %lir NTS -- ••••`•1 N• P.I.D. NO OVERLOOK ESTATES //2 L12 "$1:even -. •anriope DRAWN ACP SITE: VANTAGE ROAD •• •. CE 8149, PERMIT NO. 4 'ecy:o2/28/20 OSPXXXXXX SOILS LOGS EAGLE RIVER, AK o•"• Sheet 12 OF 13 SOILS LOG - PERCOLATION TEST TEST HOLE 13 SLOPE - SITE PLAN — \ \ OR TOPSOIL N 1N.. / ' I - - " \ SM SILTY SAND / -. -1 \ 2 - - / y____ \ 37 _ 1 - \ 4 / \ 5 / ` RESERVE 6 �� EPTIC A 7SANDY \ AREA GM GRAVEL 8W/COBBLES 1 0,000S7 ,000 - AI 9 X HEST TH - 13 PES HOLE 10 • 11 \ 12 13 SLOPE 14 TH 13 15 x 16 BOH DATE PERFORMED: 240CT18 WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS NO GROUNDWATER: 310CT18 ENCOUNTERED? N • PERCOLATION RATE <1.0(min/inch) (Hydrologic Soils Group: HSG A) IF YES. AT WHAT • PERC HOLE DIAMETER 6" DEPTH? -NA- • TEST RUN BETWEEN 4 FT AND 5 FT. • TEST RUN FOR OVER AN HOUR, LAST DEPTH TO WATER AFTER THREE READINGS PROVIDED. MONITORING? DRY DATE: 10/31/2018 WATER RATE READING DATE NET TIME LEVEL NET DROP (MPI) READING 1 24OCT18 5.900" 2 1.5 MIN 11.900" 6" 0.25 COMMENTS:Test hole excavated by JR'S SEPTIC SERVICES 3 5.900" 4 1.5 MIN 11.900" 6" 0.25 PERFORMED BY:JRLAWENDOWSKI I CERTIFY THAT THIS TEST 5 5.900" - WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND 6 1.5 MIN 11.900" 6" 0.25 MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST. NOTES: PANNONE ENG SVC, LLC Dote SOILS REPORT 11/05/2018 P.O. BOX 1807 PALMER, AK 99645 �'�'• " PHONE (907) 745-8200 FAX (907) 745-8201 f� 4� Scole *.•48� j %,* NTS ••••••t,,• P.I.D. NO OVERLOOK ESTATES #2 L13 ••kleven -. •anriore PERMIT NO. DRAWN ACP SITE: VANTAGE ROAD CE 8149 ..; ''••4_v:02/28/20 ,° OSPXXXXXX EAGLE RIVER, AK :,Ao Sheet SOILS LOGS 13 OF 13 L 040.042 Crowther Associates Client: Pannone Engineering Services Project: Overlook Estates Date: August 7,2018 Particle Size Distribution Table (percent passing sieve size) Sample Source Lot 1 Lot 2 Lot 3 Lot 4 Sieve Size Percent Finer Percent Finer Percent Finer Percent Finer 3 inch 100 100 100 1-1/2 inch 82 96 94 3A inch 62 71 69 #4 35 43 38 #10 26 29 25 #40 13 12 11 #100 9 7 6 #200 7 6 5 0.02 mm Sandy Sandy Sandy Classification Gravel Gravel No Sample Gravel With Silt With Silt With Silt (GP-GM) (GP-GM) (GP-GM) 1632 Bellevue Circle/Anchorage,Alaska 99515 Telephone(907)349-2198/E mail.:crowther@alaska.net 040.042 Crowther Associates Client: Pannone Engineering Services Project: Overlook Estates Date: August 7,2018 Particle Size Distribution Table (percent passing sieve size) Sample Source Lot 5 Lot 6 Lot 7 Lot 8 Sieve Size Percent Finer Percent Finer Percent Finer Percent Finer 3 inch 100 100 100 100 1-1/2 inch 97 100 95 79 3/ inch 83 74 77 43 #4 50 42 40 29 #10 33 28 28 10 #40 16 12 12 7 #100 10 7 6 6 #200 8 7 5 5 0.02 mm Sandy Sandy Sandy Sandy Classification Gravel Gravel Gravel Gravel With Silt - With Silt With Silt With Silt (GP-GM) (GP-GM) (GP-GM) (GP-GM) 1632 Bellevue Circle/Anchorage.Alaska 99515 Telephone(907)349-2198/Email:Crowther@alaska.net 040.042 Crow her Associates Client: Pannone Engineering Services Project: Overlook Estates Date: August 7,2018 Particle Size Distribution Table (percent passing sieve size) Sample Source Lot 9 Lot 10 Lot 11 Lot 12 Sieve Size Percent Finer Percent Finer Percent Finer Percent Finer 3 inch 100 100 100 100 1-1/2 inch 100 100 100 100 3/ inch 83 80 83 78 #4 71 73 56 53 #10 58 50 40 36 #40 13 35 22 10 #100 8 15 13 5 #200 6 7 11 4 0.02 mm Gravelly Gravelly Gravelly Gravelly Classification Sand Sand Sand Sand With Silt With Silt With Silt With Silt (SP-SM) (SP-SM) (SP-SM) (SP-SM) 1632 Bellevue Circle/Anchorage,Alaska 99515 Telephone(907)349-2198/E mail:crowther@alaska.net T \ \ / i / I NOTES La, ‘. ,\ \ o.•"°'cam« /.// I Les i i ' Les // \� �\ / I j Lea I Lea I I r r _ I // I I j I - - - -'- -' 4f'I \. / I 1 j 1 j I I I . �' a«: I ;Ii I I / r.� ; j Block 2 , j i l ®' ':� ' • ,1 \s,„/1.• �' =ate c'------;'1:....'::,-_1\ / 1 ti _ I I I I // I .- 8 ,0 %. !\•�?�:, �;.,.,`; `'.,` ' ,a',, i -,,,-.•••••'::-.-----;- ' — — — — - - I l i 1 I �� `/ Lot 3• SFPne •`,`` .` s„,,,.....-_,....„_.,:,,,..:7;------1___ .. -1--_�_� / ' ;-•,_:- `,. 1 nRE�. `\ \,:; ,'`, `_I y 1 / cv r I \ g . _ j w¢u tvlf' I__ 7. ."' \ i I CE-R-10 1 T•N - ` \ t < ,. `,•}.�, j, '`1 '�:, ,'• �'�` ✓_,: •ue.' =.� • _ r w / I 11 \ .i -•� / fn / / 1 0,r < 5 ` % ��♦ `;� 1\ J'✓ sErnC', 1\,!; Lam,`` ``'•,`` -```• f I Lea �_ \• ce \`' ! �,�y�/d, y` A 11 ••„tun ! :� .\`, 11 i w \ �.\ /// - o r^ci, I V13 I 5 j U3 \ ��• �/ cs,mo1.,:\ i \ 'L` _ • I Block 3 ca a `• \ / / .I • 1` me , ♦ , ` •i , ' ,......\ ,.., -. -;: — .,....„,:s. `\\ S"'` _.� .... ..... 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REVISIONS REV':05HOV18 • • • • \ N. \ 146 `fir `.; "I ': &•,,71 \\ `\_``� ,'4 ' SHEET \ \-- \`,EGA,,• - TERRASAT, INC. 1413 West 31st Avenue, Anchorage, AK 99503 (907) 344-9370 Geological Consulting · Environmental Restoration · Regulatory Compliance An Evaluation of Groundwater Resources for the Overlook Estates Addition 2 Subdivision Eagle River, Alaska Prepared for: Eklutna Inc. 16515 Centerfield Dr. Eagle River, AK 99577 By: TERRASAT, INC. 4203 Iowa Drive Anchorage, AK 99517 April 10, 2018 © Copyright TERRASAT, Inc. 2019 Table of Contents 1.0 INTRODUCTION .............................................................. 1 1.1 SITE DESCRIPTION ............................................................................. 1 2.0 OBJECTIVES ................................................................... 2 3.0 DATA SOURCES ............................................................... 2 3.1 GEOLOGIC/HYDROLOGIC MAPS AND RELEVANT PUBLICATIONS ............ 2 3.2 DNR AND MOA WELL LOGS AND ON-SITE SERVICES REPORTS ......... 2 4.0 DATA INTERPRETATION ................................................ 3 4.1 AREA AQUIFERS ................................................................................. 3 4.2 AQUIFER TYPES .............................................................................. 4 4.2.1 Bedrock Aquifers and Wells ..................................................... 5 4.2.2 Unconsolidated Aquifers and Wells ......................................... 5 4.3 AREA GEOLOGY .............................................................................. 5 4.4 EVALUATION OF AVERAGE AQUIFER PROPERTIES .............................. 5 4.3.1 Data Derived from Driller’s Well Tests ................................... 5 4.5 OBSERVED AQUIFER CONDITIONS AND WELL YIELDS ........................ 6 5.0 RECOMMENDATIONS ..................................................... 6 6.0 CONCLUSIONS ................................................................ 7 Figures Figure 1 Well Location Map Figure 2 Bedrock Static Water Level Elevation Map Figure 3 Drillers Well Yields Figure 4 Aquifer Types Appendices Appendix A Table 1 – Well Log Data Appendix B Standardized Yield and Maximum Drawdown Worksheets Appendix C Histogram for Bedrock Aquifer Identification P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 1 of 7 1.0 INTRODUCTION Eklutna, Inc. (Eklutna) contracted TERRASAT, Inc. (TERRASAT) to evaluate ground water quality and resources beneath the Overlook Estates Addition 2 Subdivision and surrounding properties. TERRASAT examined the most current publicly available information for: • Well logs for water wells within a ½ mile radius of the property, including some that are not within the public record; • Municipality of Anchorage On-site Inspection report files (including engineer’s well yield tests) Included as background information in this report is information and analyses from the following: • Available geologic and hydrologic maps and reports compiled by the United States Geological Survey for the area; The results of this investigation consists of data interpretation and correlations that are presented in a geographical information system (GIS) format. Tables and text within the report contain the information and methodology on which the results are based. The data as a whole describe a hydrological model for the investigation area. The model suggests that adequate groundwater exists beneath the subdivision and that the proposed development will likely have minimal or no impact on surrounding well users. 1.1 Site Description The physical location of the property is directly south of existing Overlook Estates Subdivision in Eagle River. Previously, the majority of Blocks 1 through 4 of the Overlook Estates Subdivision have been developed. The Overlook Estates Addition 2 Subdivision is located at approximately eight miles east on Eagle River Road, directly north Eagle River Road. Figure 1 shows the location of the property of interest within the Municipality of Anchorage and is described as follows: The southwestern quarter of the northeastern quarter (SW ¼, NW ¼) and northern quarter of the southeastern quarter (N ¼, SE ¼) of Section 25, Township 14 North, Range 1 West, Seward Meridian. P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 2 of 7 2.0 OBJECTIVES Our objectives for this project are as follows: • Evaluate the available water well, aquifer and groundwater quantity data. • Identify the number and types of aquifers that lie within the investigation area. • Evaluate aquifer conditions and estimate the water production potential of the proposed Overlook Estates Addition 2 Subdivision. • Assess potential impacts of the proposed development to water surrounding well users. • Assess potential impacts of surrounding water well use to the proposed subdivision. • Recommend whether or not additional investigation is warranted, based on our findings. 3.0 DATA SOURCES 3.1 Geologic/Hydrologic Maps and Relevant Publications We examined the United States Geological Survey’s (USGS) Water Resources report entitled “Geology and Ground Water for Land-Use Planning in the Eagle River- Chugiak Area, Alaska” (USGS Water Resources Investigations Open-File Report 74- 57, 1974). This report describes the surficial geology near the Overlook Estates Addition 2 Subdivision. 3.2 DNR and MOA Well Logs and On-Site Services Reports TERRASAT identified 30 water well records for wells located within ½-mile of the property. Well logs were acquired from the Alaska Department of Natural Resources (ADNR) online Well Log Tracking System (WELTS) database at: https://dnr.alaska.gov/welts/#show-welts-intro-template and the Municipality of Anchorage’s On-Site Services Laserfiche Weblink (previously the Water and Wastewater Image Database), which also contained well reports, at: http://onsite.ci.anchorage.ak.us/WebLink/Browse.aspx?cr=1. Information obtained from these well logs is provided in Appendix A. Information provided by the well logs or listed on the On-site Services reports includes well location, well yield, well depth, aquifer type, and static water level. Often, only some of these parameters were available. Using a geographical information system (GIS), TERRASAT plotted the water well locations. In the database, the WELTS well ID number is used when available. When a WELTS number was not available, TERRASAT assigned each well an arbitrary identification number in the 100-117 range. If two or more wells exist on the same lot, the additional wells are listed. The additional well logs may show new depths and aquifer P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 3 of 7 types not accessed by the separate well log if the well is extended to deeper depth to gain access to an additional water source. Figure 1 shows the locations of the available 30 well logs. Well surface elevation was determined for each of the 30 well in the study and well surface elevation was then used to determine elevations of other parameters such as static water level elevations, top and bottom elevation of aquifers, and bottom of well elevations. TERRASAT used driller’s well test data for 3 wells with available data to calculate standardized yields, transmissivity, storativity and available drawdown of the wells. The worksheets are found in Appendix B. TERRASAT hydrogeologists interpreted the thicknesses and depth of aquifers and bedrock when adequate information was available from wells logs or reports. 4.0 DATA INTERPRETATION 4.1 Area Aquifers Figure A below is a conceptual model showing the hydrogeologic conditions present in the study area. The conceptual model is based on interpretation of well logs and published geologic reports. Figure A shows a longitudinal cross section of the river valley and illustrates ground water flow. Static water elevations for bedrock aquifers used in this investigation are shown in Figure 2. One well log did not have water level information. The elevation data for bedrock aquifers and the unconsolidated aquifer were statistically divided based on modal values of the static water elevations, into four categories that likely represent different aquifers. The four aquifers are separated into three bedrock aquifers and one, possibly two, unconsolidated aquifers. Appendix C shows a histogram evaluation of static water elevations for the bedrock aquifers in this investigation. Note that this data shows three distinct aquifers based on static water levels at the time the wells were drilled. Wells in the unconsolidated aquifer have an average static water level elevation of 444.0 feet above mean sea level (AMSL) compared to the three other bedrock aquifers. The bedrock aquifers can be segregated into three static water level elevations: 320-400, 440-560, and 600-640 feet above mean sea level (AMSL). Seventeen well logs within the ½ mile radius of the project area are completed in bedrock aquifers. Thirteen wells in the project area are completed in unconsolidated aquifers. Figure 3 shows the Drillers Well Yields for the ½ mile study area. The average well yield is 6.0 gallons per minute. P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 4 of 7 Figure A: Longitudinal cross section of a river valley. This figure shows how ancient stream channels behave as aquifers and how a confined aquifer behaves in relation to static water level. 4.2 Aquifer Types The four aquifers (based on static water elevations) have wells that are of two types, confined unconsolidated and confined bedrock: • Aquifer 1 – Bedrock (320-400 ft AMSL): 8 wells • Aquifer 2 – Unconsolidated Confined (390-475; 506 ft AMSL): 13 wells • Aquifer 3 – Bedrock (440-560 ft AMSL): 7 wells • Aquifer 4 – Bedrock (600-630 ft AMSL): 2 wells Bedrock aquifers are found in solid, or mostly solid, rock and consist of fractures. Unconsolidated aquifers are found in a variety of non-solid material, usually sand and gravel. Materials such as clay or compact silt are too compact to be good water bearing material. In addition to bedrock or unconsolidated aquifers, aquifers can be confined or unconfined. A confined aquifer is a water-bearing formation where groundwater is isolated from atmospheric conditions at the point of discharge. The isolation is a result of an impermeable layer above the aquifer. Water is under pressure in confined (artesian) aquifers and the static water level rises above the top of the aquifer. The layer of material separating the aquifer from the surface pressure is called an aquitard and clay is a common aquitard material found in the Eagle River valley. Figure A above shows how confined aquifers and static water level are related. Figure 4 shows the aquifer types within the study area. P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 5 of 7 4.2.1 Bedrock Aquifers and Wells Wells completed within the study area that are bedrock aquifers are located north of Eagle River Road. Seventeen of the thirty wells within the ½ mile radius of the subject property are found to obtain their water from bedrock. 4.2.2 Unconsolidated Aquifers and Wells Wells completed within the study area that are unconsolidated aquifers are located north of Eagle River Road. Thirteen of the thirty wells within the ½ mile radius of the subject property are found to obtain their water from unconsolidated aquifer. One well, located near the Eagle River Campground south of Eagle River road, is in unconsolidated material. Most of the recharge for wells in these unconsolidated aquifers originates up the valley. 4.3 Area Geology “Geology for Land-Use Planning in the Eagle River-Chugiak Area, Alaska,” describes the surficial geology of the Eagle River valley. The local geology consists of alluvial channel deposits in terraces, flood plains and small fan-shaped deposits, glacial lake deposits and younger glacial moraine deposits in the Eagle River valley. Valley walls are composed of colluvium (slope deposits). Fractured, low-grade metamorphic bedrock occurs at higher elevations and bounds the valley. Overlook Estates Addition 2 Subdivision is constructed on two unconsolidated surficial deposits, young glacial moraine deposits and colluvial deposits. The moraine deposits are composed of diamicton and poorly sorted gravel which contains only small amounts of silt and clay. Locally, beds of moderately well-sorted gravel, sand, and silt equivalent to glacial alluvium may be present. The deposit may yield small 1- 10 gpm to moderate 10-50 gpm aquifer production. The colluvium is composed of reworked glacial till deposits and exhibits a wide range of grain sizes. 4.4 Evaluation of Average Aquifer Properties Three well logs obtained from the MOA and DNR contained enough drillers information to evaluate aquifer properties within the study area of the Overlook Estates Addition 2 Subdivision. The three well logs are located in bedrock aquifers, designated Aquifer 1 and Aquifer 3. 4.3.1 Data Derived from Driller’s Well Tests Fifty-six percent (56%) of the well logs located within the study area are located in bedrock aquifers. Three of the seventeen bedrock well logs had sufficient data to P:\2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 6 of 7 calculate storitivity, transmissivity, and standardized yields. These average results were as follows: • Storativity = 0.0001387 • Transmissivity = 25.08 gallons per day per square foot • Standardized Yield = 3.12 gallons per minute • Average Available Drawdown = 238 feet These results show that the average well in the proposed new development, completed in a bedrock aquifer, will be able to produce 3 gallons per minute for 24 hours of continuous pumping before drawdown reaches 240 feet (the average maximum available water). This describes a well with a moderately high yield and the ability to pump water for extended periods before drawdown in the well approaches 100%. A typical residential house uses 450 gallons per day or 0.3 gallons per minute. The Standardized Yield and Maximum Drawdown Worksheets for the three wells are shown in Appendix A. 4.5 Observed Aquifer Conditions and Well Yields Most of the wells in the proposed expansion of the Overlook Estates Addition 2 Subdivision are likely to be completed in a bedrock aquifer. TERRASAT evaluated predicted drawdown impacts for the average distance between lots within the new Overlook Estates Addition 2 Subdivision. Calculations were based on average aquifer properties at an average distance of 200 feet between wells for the new subdivision. At a continuous pumping rate for 24 hours, each well for the addition has the available discharge of 0.36 gal/min with a drawdown to the nearest well of 1.14 feet. TERRASAT evaluated available well yields for the average distance between the nearest existing subdivision and the Overlook Estates Addition 2 Subdivision, which includes 13 lots. Calculations were based on average aquifer properties at an average distance of 254 feet distance from the center of the new subdivision to the edge of the nearest existing subdivision. At a continuous pumping rate for 24 hours, the Overlook Estates Addition 2 Subdivision (13 lots) has the available discharge of 4.74 gal/min with a drawdown to the nearest subdivision of 8.75 feet. 5.0 RECOMMENDATIONS Our professional opinion is that additional aquifer testing is unnecessary in the Overlook Estates Addition 2 Subdivision. com approve sp igtarr- - 'e eii ces. pm w per D. 6.o CONCLUSIONS TERRASAT evaluated the occurrence and sufficiency of groundwater to support the Overlook Estates Addition 2 Subdivision. We also evaluated what impact water wells would have on the new subdivision on the surrounding neighboring water wells. We found that groundwater is recharged from the upper Eagle River Valley. TERRASAT concludes that recharge is expected to remain abundant for the demands of residential use. We found that recharge for surrounding bedrock aquifers are likely from snoivmelt and precipitation at higher elevations within the Eagle River valley. Available water JArell logs and our statistical analysis shows that the community within a half -mile of the Overlook Estates Addition 2 Subdivision exploits groundwater from at least four different aquifers. Recharge for these aquifers are up gradient from the subdivision. Therefore, TERRASAT also concludes that, drinking water quality is expected to remain unaffected by the new land development. Aquifer test data on driller's well logs shows that average well yield is approximately 6.07 gallons per minute for the 1/2 mile area (4 gallons per minute for the three well logs used in within the study area). Individual wells in the Overlook Estates Addition 2 Subdivision are expected to use on average of o.36 gallons per minute. We predict that the drawdown 200 feet away will be approximately 1.14 feet, an insufficient amount of impact to neighboring lots. The 13 lots within the Overlook Estates Addition 2 Subdivision, with each well pumping at 4.74 gallons per minute, is expected to have a drawdown 254 feet away of 8.75 feet. Therefore, Are conclude that impact to the surrounding community and adjacent lots will be insignificant. Please contact us at 344-9370 if you have any questions. Sincerely, TERRASAT, Inc. Prepared by: Cali Swatlowski Project Geologist Approved by: 'J �K 01" r1 Dan Young Principal CPG #7811 PA2019 Projects\21904 - Overlook Estates Groundwater Evaluation - Eklutna Inc\Overlook Estates 2 Evaluation of Groundwater Resources.doc Page 7 of 7 Figures 117 116 115114113 112111110 109108107 106105104103102 101 100 1020 23723 25396 43053 13454 11934 22826 850657 E a g l e R i v e r Vantage Roop Unnam e d Unnamed Unname dUn n am e d Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community ³ Legend Wells streets Overlook_Estates_2 subd parcels Figure 1 - Overlook Estates Well Location Map TERRASAT, Inc.Eklutna, Inc.4/2/2019 1,100 0 1,100550 Feet Ea g l e R i v e r Vantage Roop Unnam e d M a g n a v i e w Paramount U n n a m e d Un n a m e d Unn a m e d Unnamed Unname d Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community ³ Legend SWL_El 320.0 - 400.0 400.01 - 560.0 560.01 - 640.0 streets Overlook_Estates_2 subd parcels Figure 2 - Bedrock Static Water Level Elevation Overlook Estates Map TERRASAT, Inc.Eklutna, Inc.4/2/2019 820 0 820410 Feet E a g l e R i v e r Vantage Roop Unnam e d M a g n a v i e w Paramount U n n a m e d Unnamed Unname d Un n a m e d Unn a m e d Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community ³ Legend GPM 0.66 - 5.0 5.01 - 8.0 8.01 - 20.0 streets Overlook_Estates_2 subd parcels Figure 3 - Overlook Estates Drillers Well Yields TERRASAT, Inc.Eklutna, Inc.4/4/2019 1,100 0 1,100550 Feet B B U B B U UBBB UUU BBUU BB B BUB B U UU U B BE a g l e R i v e r Vantage Roop Unnam e d Unname d Un n a m e d Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community ³ Legend Aquifer Type Bedrock, Confined Unconsolidated, Confined streets Overlook_Estates_2 subd parcels Figure 4 - Overlook Estates Aquifer Type TERRASAT, Inc.Eklutna, Inc.4/4/2019 1,100 0 1,100550 Feet B = Confined Bedrock, U = Confined Unconsolidated Appendix A Table 1 – Well Log Data Table 1 - Aquifer Well Data Well ID Land Surface Elevation (ft) Depth to Bedrock (ft) Bedrock Elveation (ft) Depth to Top of Aquifer 1 (ft) Elevation of Top of Aquifer 1 (ft) Depth to Bottom of Aquifer 1 (ft) Elevation of Bottom of Aquifer 1 (ft) Aquifer 1 Thicknes (ft)Aquifer 1 Type Depth to Top of Aquifer 2 (ft) Elevation of Top of Aquifer 2 (ft) Depth to Bottom of Aquifer 2 Elevation of Bottom of Aquifer 2 (ft) Aquifer 2Thicknes (ft) Aquifer 2 Type Static Water Level (ft) Static Water Level Elevation (ft) Total Well Depth (ft) Total Well Depth Elevation (ft) Bedrock or Unconsolidated Material Gallons Per Minute 100*480 70 410 473 7 483 -3 10 Confined 128 352 498 -18 Bedrock 2 22826 495 81 414 476 19 483 13 7 Confined 124 371 498 -3 Bedrock 2 101*510 139 371 128 382 139 371 11 Confined 100 410 198 312 Unconsolidated 3.5 11934 490 115 375 140 350 25 Confined 70 420 140 350 Unconsolidated 5 850657 490 135 355 141 349 6 Confined 100 390 141 349 Unconsolidated 8 9979 530 97 433 95 435 97 433 2 Confined 60 470 225 305 Unconsolidated 1 102*530 96 434 247 283 256 274 9 Confined 436 94 447 83 11 Confined 150 380 447 83 Bedrock 1.3 23613 570 84 486 90 480 98 472 8 Confined 338 232 343 227 5 Confined 44 526 386 184 Bedrock 1 103*570 110 460 101 469 113 457 12 Confined 64 506 298 272 Unconsolidated 1.3 104*580 122 458 86 494 92 488 6 Confined 80 500 148 432 Bedrock 5 24686 620 84 536 240 380 260 360 20 Confined 240 380 258 362 Bedrock 1 105*610 69 541 175 435 179 431 4 Confined 65 545 230 380 Bedrock 74 106*625 78 547 199 421 213 412 14 Confined 323 302 333 292 10 Confined 4 624 339 286 Bedrock 0.66 107*550 112 438 100 450 106 444 6 Confined 97 453 118 432 Unconsolidated 3 108*555 121 434 101 454 108 447 7 Confined 93 462 122 433 Unconsolidated 3 22666 570 114 456 72 498 93 477 21 Unconfined 243 327 248 322 5 Confined 85 485 258 312 Bedrock 1.5 109*580 94 186 373 207 383 197 10 Confined 125 455 398 182 Bedrock 1.2 110*520 103 417 108 412 5 Confined 82 438 108 412 Unconsolidated 5 111*520 89 431 93 427 4 Confined 57 463 93 427 Unconsolidated 5 112*520 77 173 48 472 58 462 10 Confined 180 340 184 336 4 Confined 45 475 198 322 Unconsolidated 4 113*470 152 318 278 192 283 187 5 Confined 150 320 288 182 Bedrock 3 13454 485 103 382 278 207 363 122 85 Confined 110 375 448 37 Bedrock 1.5 114*485 132 353 400 85 408 77 8 Confined 180 467 420 65 Bedrock 1.5 115*490 86 404 45 445 51 439 6 Confined 48 442 158 332 Unconsolidated 2 116*420 105 315 107 313 2 Confined 111 309 128 292 17 Confined 19 401 128 292 Unconsolidated 20 43053 485 83 402 130 355 218 267 88 Confined 104 381 275 210 Bedrock 5 117*440 38.5 401.5 227.5 212.5 282.5 157.5 55 Confined 66 374 282.5 157.5 Bedrock 6 25396 345 235 110 237 108 2 Confined 351 -6 Unconsolidated 6 23723 710 67 643 233 477 361 349 128 Confined 479 231 484 226 5 Confined 92 618 498 212 Bedrock 1.75 1020 670 40 630 181.5 488.5 182 488 0.5 Confined 160 500 200 470 Bedrock 7 * = TERRASAT ID value Orange Cells = Well logs used for Calculations Appendix B Standardized Yield and Maximum Drawdown Worksheet Appendix C Histogram for Bedrock Aquifer Identification In[2]:=bx 352, 371, 380, 526, 500, 380, 545, 624, 485, 455, 320, 375, 467, 381, 374, 618, 500 ; In[4]:=Histogram bx, 17 Out[4]=