HomeMy WebLinkAboutCC - Drainage Calculations 20220329 ailey Engineering,Inc.
CIVIL ENGINEERINGIPLANNINGICADD
DRAINAGE CALCULATIONS FOR:
Foxcroft Subdivision No. 2
PROJECT NO: C2019-013
�,�pNAL p
��STFR���
� DATE: 3/29/2022
Q 03'/29/20022
882
�j-9TF OF�
S. CRP\
DEVELOPER:
Trilogy Development, Inc.
9839 W Cable Car St, Suite 101
Boise, ID, 83709
(208) 895-8858
1119 E. State Street, Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013
www.baileyengineers.com
The proposed development consists of approximately 12.7 acres. The site is relatively flat, with a
gradual slope from southeast to northwest,towards the Ten Mile Stub Drain. Site earthwork will consist
primarily of excavating surface soils and material to subgrade for the proposed drive lanes and buildings.
Limited cut/fill operations will take place to provide pads with positive drainage for the buildings.
Four(4)infiltration basins will be constructed to collect stormwater runoff from the drive lanes.Runoff
is directed towards catch basins located across the development site. The subsurface storm drainage
network will flow to one of the site's sand and grease traps and then to a respective drainage basin.
Some, but not all building runoff will drain to grates and then into the subsurface storm drainage
network. The remaining areas will drain to swales located on the backside of the structures.
The Boise City Standard Method was used in calculation, using (1.0) inch of rainfall from a 50-year,
one hour storm to determine the peak volume required. The 25 and 50 year peak flow rates were
determined using Q=CiA,with a time of concentration(Tc)of 10 minutes for drainage areas.
Methodology and Assumptions
1. Geotechnical Report from Site Consulting,LLC is attached(Appendix 4)
a. Prepared by Bob Arnold,dated 03/10/2021
b. Ground water is shallow across the development site. Monitoring is included in
geotechnical report.
2. Calculations for new storm water facilities.
a. Rational Method used for peak flows: Qp =CiA
i. Qp =Peak flow for 50-year design storm at 1 inch of rainfall over 1 hour.
1. C =Runoff coefficient based on land use (Appendix 1)
a. C for roof, asphalt, concrete=0.95
b. C for landscape=0.20
2. i =Rainfall intensity of design storm in inches/hour—Intensity-
Duration-Frequency table (Appendix 1)
-Tc for drainage areas consisting of apartments,parking= 10 min
3. A = Area of drainage basin under consideration — The site is divided
into basins as shown on attached drawing based on final site grading.
(Appendix 2)
11. Runoff Volume Calculation
1. V=CIAT
a. C =Weighted runoff coefficient based on land use
(Appendix 1)
b. I=Rainfall intensity for 50-year, 1 hour storm=1.0 in/hr
c. A=Area of drainage in acres
d. T=Duration of storm of 1 hour= 3600 seconds
2. Calculation can be seen in Appendix 3
b. Infiltration Facility Calculations
i. Infiltration Rate (2 in/hr)—infiltration based on site conditions [BSM has
5 in/hr infiltration rate]
ii. System designed to drain in less than 48 hours
c. Sand and Grease Trap Calculations
i. Size for 50-Year Peak flow
ii. Vault size: 1000 gallon
iii. Baffle Spacing: 20 inches
iv. Throat Width: 48 inches
v. Velocity must be less than 0.5 ft/sec
vi. Calculation can be seen in Appendix 3
List of Appendices:
IDF CURVE,WEIGHTED RUNOFF COEFFICIENTS—Appendix 1
DRAINAGE AREA MAP—Appendix 2
DRAINAGE CALCULATIONS—Appendix 3
GEOTECHNICAL REPORT—Appendix 4
-END OF REPORT-
Hydrologic and Hydraulic Graphs APPENDIX D
10.0
8.0
6.0
4.0
2.o
1.7
RUNOFF EVENT
FREQUENCY IN YEARS
1.0
O 0.8
°C
W O.6
d
Uj
= 0.4 S S0
Z I�
Z
} 0.2
Z *INDICATES MAXIMUM PRECIPITATION
Uj AT BOISE WEATHER STATION
~ BETWEEN 1902 AND 1961
Z
0.] INN
.08
.o6
.o4
.o2
10 12 15 20 30 40 50 60 2 3 4 S 6 8 10 12 18 24
MINUTES 0 1 HOURS
DURATION
FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP
Boise Stormwater Design Manual U"1
TABLE A-1 RECOMMENDED"C"COEFFICIENTS FOR"RATIONAL METHOD EQUATION"
Modified from ASCE(1972)and the Southeaster Wisconsin Regional Planning Commission
Description of Runoff Area Runoff Coefficients"C"
Business
Central business areas 0.70-0.95
District and local areas 0.50-0.70
Residential
Single-family 0.35-0.45
Multi-family,detached 0.40-0.60
Multi-family,attached 0.60-0.75
Residential.5 acre lots or larger 0.25-0.40
Industrial and Commercial
Light areas 0.50-0.80
Heavy areas
Parks,cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
Unimproved areas 0.10-0.30
Landscaped areas 0.20
Gravel parking lots 0.45-0.75
For Impervious Surfaces
Character of Surface Runoff Coefficient
Streets(asphalt,concrete),Drives and Walks,Roofs 0.90-0.95
For Pervious Surfaces
Runoff Coefficient
Slope A soils B soils C soils D soils
Flat 0-2% 0.04 0.07 0.11 0.15
Average 2-6% 0.09 0.12 0.15 0.20
Steep >6% 0.18 0.18 0.23 0.28
2015 Boise Stormwater Design Manual A-3
C� Q oM 1
�
Q 0,
� E
IN •�
N
w
■— Z F co
Z
•- a
N
W z �
cc
W U)
Ww
w
rrrrrrrr■ w
U �
Z w to
� M
-----_-_------------------------- I W w
LU
jVAAL
G\ST
.
//\/ \ 0 0 0 0 e `\� \.\ ♦ ♦ \\\\\ \ I OF O �i
00000000000000 \����� /D A.BP
°o°o°o°o o°oo°o c \
\♦ \ \\�\\
12\/\\ o O o r r r O o o ,\o\�� \\ I CHECKED BY:
1-gRECT O O O O r
o o rrrr o 0 0 0 `````�'�`�,,,` DAVID A. BAILEY P.E.
° °
r r r r r r to o \�\\� ♦ \ DRAWN BY:
♦/ � \ / ' �' •--'°--'°--'°--' �'! r`all� w �`\ \\\\ ♦♦ ���\� � � / I
/ r l•r r r rrrrrr
DA 1-1114
+ + L10-11 REAR I�::a,l: -iild_;ii + ° \\\\� \ ♦♦\ \\\\`
r+ • r rrrrr
+ + + +,�+ C3— c ros AAAV A A
/ DA 1-2N_BLDG ___ O `Ss°O -<\\ \\���-,
I i.O ' + �+ + + +,t + �+ +r +° . `� J r / r r r r r OO O ��tal - ���
/ O O
[' �♦ �._ \\\\ \� �\\\� \`��� i i I
+ ,+ ,+ +r-;£,+ .r•.�r r r v v O
,� � r � C C L10 REAR CEN O
+ + ,+ } + + DA 1-2N O
---------------- - r %+ k� t 4 '+ ,4
O '
r + + +; +1+ + +4 �\ \ \
M
� Y`+�1F *r' + + ' i I� I!, rrr,= , ■-` \�\\\ \
/ O DA 1-15 r r ;+ ";� +
Lg-1
/ O , rrr h J-• ....r.r...rr....rr.-%.r--. ;r +%;+'+i'+ ++'%++;++ F+F + r RI1EI,A Ru _ J a _ I• _
0
A\�\� F
+ + +
d
mp � r� r .--'•--' '•--'{�r +to- ,4 ii + >� -,I_d, I, c�� ,� .� `` \\\\\\\ \\ ��
+•
\ o ...
DA + + \ \\\ \
r r r r.--i + DA 1-4N + +i + ' \
O O O O O J 0
r r rrr \\ \ \ \\\ \
+T \+ + ! r r r r r r O°O° \\\�\\\ \ \\\\ \\ ` w
T; r.--'°--'°--'°--'°--'°--' O \\\\\ � \��� O
+ + r r r r r r r \\ /'
I t + + + + + -DA 1-7N.BLDG
�'i'
r r r rrr / I r+ ,•+ - + �
�7�7�`�T7 r+
`�T DA 1-2S.BLDG _61 /r f r+ �l r .r r r r —' (�` \♦\\ \\ \\
/ .�.�.�.�r r �� � � � x9�`�^\�1 ,DA 1-35> / r �u r r /\�/\ I��� \♦�\\ �\��````
r rrrrrrrr � `�T� `.!•A\�' V� / � + r �\\ /\� ��� \\\\\\may ♦\\� �\ \ ````�`� � � N
.--.rrrr 1'�'( / ' `r,.� ��\\ \\ \\\\\�``\• ♦♦�'�\ �\ \ I
l `� �r .r-.r r rJ.--. ����V�V� V / � / + \\ \�\\ roe\\�\�\\�\♦�\ �\\\�```` j I
/ DA 2 DIRECT �- rrrr i / •���, / / `}� 8/\\ \� \\\\\\\\� \�� �\ \� ,
<=.r. BLOCK 4
rrrDA
r '`/ // + + ++v +r++ + \ \/ a \e\ \ \ \\\\\ i •
rrr r r r r r r r r - - ,�r // / ++�+ t++ ++ +++I + �^� ♦ a.,�-.,` -`` \\\� \ ♦ \\
i / ( + fi + + + Ate: c���-,:'y ��\\\ ♦♦
I I I I r ��, / I III i � � + + + + + r+ /+ , ❑❑❑❑❑❑❑❑❑❑ _ a i� �\\\� \�� �\ I
DA 1-714 + + + +/ - ❑❑❑❑❑❑❑❑❑❑ ❑ 'wl \�\\\ ♦♦ a.�\ \� \ `` I
00
+ 4 + + + 4` _ _ - *- ❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑
- -- DA 2-1 DA a + ' +,r +•r --)<I F+ =_--_------D_A--3__-_1--- ---'---- (
d't❑d.❑ ❑❑❑❑❑ ❑❑❑❑❑❑M❑M❑❑❑❑❑o❑❑❑❑°❑❑ff❑❑❑❑❑❑❑
❑❑❑❑❑❑❑❑❑
❑❑❑❑❑❑❑
vvvvv 17 O + + +
+ + + + ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ g�❑E L�Br�7 R,iE!'-,A R -:,Ir I i.- el �.`"�e.�.. �`` °B\\\\\\\�\\\\\\\\\\\\\\\:\\\♦\\\\\\\�\\\\S-\\\\
\\
A
°
' _ _- - - ❑ °DA 3-2.BLDG_ ° u w Z \ \ \�@ 6 \\ \ I III
rr i i I Q>8 °O°0 rr I - +. __ - _� __ _ �O ° f� ` \\ \� �S♦ \ \\ \ i Ili
-- �� -- _*_- - `J ❑ ❑❑❑ ❑ b ❑ ❑❑❑❑❑ O - �• \\�\\ \\ \ \� \ I Ili
- - O O° DA 1-BN.BLDG• __ -- 1?, � ' ❑ ❑❑❑❑❑❑❑ ❑❑ O O O O /� � .i_.._ --.�. '0�\\\� ♦ \ \\ I II I
I .--. .--. 't'' � 'v' r r r ❑ o❑ ❑❑❑❑❑❑ ❑❑❑❑ O O_O_O- ` � _.:c.:_�-::,,,:,..`. \\\\�\ \�\\ \ \ i T III I
lr I! O 4 ❑❑ ❑❑❑ ❑❑❑ L6 REAR CEN _ \ \\\\ ♦♦
I
-r
a r I I III rl L18 REAR CD .--..--. I 1 r - I O❑ ❑❑ ❑ ❑❑❑ O O O C - - _ - -',.._ - -, \\ \ \ > � II I
- �_._ �P li - DA 1-6N _ I _ DA 3-2 ..,_r,,__..•-., _' \ \ ♦ I
rr i �II I� ° _ ❑❑❑ O O O C - n \�VA�\ � m l
D O O •--'•--'•--' DA 3-1.BLDG ,rr rJ _ _ -I` -fe its• - -�\\ \ �J I� IiII
- -- r r • rr.� I I III I> OO°O rrr I ljn�,(c�; � rr ��.. O° ° OO / , =1,_ , ��� `-- � \ \\ \ Jlr II p�II I �
� r I rNT O ° .--..--..--.
/ -� frrr rrrrr... rOrrrrr O-rrrrr-O--rrrrrr- rrrr•rrrrr rrrrrr-rrrrr---rr.----.rrr.rr--.r.rr--.rrr"rfrrrr rarrrr�-rrrrr- -rrrrrrr- rrrrrrr rrrrr1r--•rrrrrr rrrrrrr- -rrrrr- -rrrrrr�amrrrr��rrr-7r1•-�•!•+� r r r- r-�IIII1�t�.../1�r�/-1 iI +++°+++I1IIII++•+_+�(eI;I`IIIL bI-II.\1'x1I.�I?l.II.:'I_enl.h I L18•*•'�R...._E ARSI_!-i�....-.io.r.r-�r..y_��r.r.rrrrrr.r�----'.r•r.rrrrr.r.--,✓---'.-r•r.rrrrr-----'.-III °°++_-�-++-++"_�+-+{[+++��++ +_+D++A 1�-+
+ v4O �hh�Ir-'+-+-++�-\+--++�I�ri++F��+{{++++i�ry++ t®F�tr`es-+,++-`++�-+�- .3++F .. -.. .. ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑O❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑aI❑p,
°❑❑❑❑❑❑Q❑❑q❑a•❑Y-�❑❑(❑❑❑❑❑ ❑°�r❑ /A ,•��r,�,.e';rrrrr�., .r,�r,�,L.r.,�,��-..•,.., "��rrr,r--.+I';rr,r'•`.�,r r,.rrr-f�rr rr rr '
r rrrrr4-1?rrrrc rr r rerrrr--.,rrrrrrr-.rrrrrf-'i rAr.rrr-,, /-I.Yr„r?a/r
-�r•�am--'
"!e ♦L 6-rREAR
{,E
+
+ i+ + +I + +
+ + ++ 1
t +,\i + + + + 1+ - +
•--
+*- �❑❑❑❑❑❑❑❑
++ +f +r r r r � DA 2-1.BLDG ❑
r r r r r r rrrr rr r r r r r r r r r r r rr ❑
+ rA
+ ❑ ❑❑❑❑❑❑❑❑❑❑❑ 13 3 ❑ ❑❑❑❑❑d+ ❑ 7❑❑ ❑❑❑ ❑❑❑❑ O
01313
❑❑❑O OO + + + + + + + ❑❑❑ ❑❑❑❑
O ❑❑❑❑O + + + + ❑❑ [DA4DIRECT ❑❑❑ ❑ ❑❑❑❑❑*- - f�0��-I(/'_,/rrrI.'n,I//�f'i'II✓.llll!/rI':.I I,I.-,l r�-
DA 1-5S $
m��kjIIIIIIIIlhI
I INIIqIiIIIIqIIIIlIIIIjiIIIIiiI
IWlEGIIiII I
II I
'I rr r r r ram.
L1 + ++ ++++++++++++ + ++ ++++++ ++++++++++ .. ++ ++ + ❑❑❑ ❑❑❑❑o-❑e❑❑❑❑❑❑❑ ❑❑II ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑0❑❑❑ ❑❑❑5❑❑❑O❑❑p❑❑❑
rr�r,
rrr,ry'rrrrrrr'rrrr,rrrr rrrr rrrrrrrr rrr rrrrr.rrr�rrr)-°rr>rr--�yrrr rrr rrrrr r
° +-+ +6REAR OOO 'L20 REAR CEN
+ + + + + + + + rAR W °
r❑ ❑❑❑❑ ❑
❑❑❑❑ ❑-❑❑❑fl-o-etro- Q❑oo ❑❑❑ rrrr
I'j IiI am�Iil II II II „jl
I
I
r r H
- - - - - - - - - - - - - - -
_ ig
-- - --- o—
1 �,ao - --__ �-d --_- w
R - w w w w
81 ^pt I
\/ L/AI x - - - -
p� I / —_ --- ..
EGR EGR 9— EGR EGR —0 _ e �\E vF—, s
— E �GR��EGiZ
i..
14 \ I A ----� /
-
\
/ / y� /� _ _ _ _ _ _
EL OK T I 0��9� - - - - - - - - - - - - - - - - - - - � - - _ - 1 G
o
r
T T-
0
I
50 0 25 50 100
DATE:
3-29-2022
cc
SCALE IN FEET PROJECT:
1"=50' C2019-013
SHEET
Foxcroft Subdivision No.2-Drainage Calculations
Updated: 3/28/2022
C=0.95 C=0.20
0 cfs Swale Cross-
Asohalt/Concrete/Roof Wicient(Runoff Time of Concentration V50 Combined cu Depth atHW Timeth Drain Ihrs1148-
Drainaae Area Area sf Area(acres) Areas Landscape Area Isfl Coefficient)estimated) (min)(estimated) 25 ch SO ch ComT'aedsat SG V50 cu ft Drains to.... � Swale Type Swale Length Iftl Sectional krea Icu Infiltration Area(sfl Infiltration Rate(in/hrl Area at HW Line(sfl L' Iftl Capacity(cu ft) hours mail
ffil
1-1N 3930 0.090 3930 0 0.95 10 0.19 0.22 309
1-2N 10678 0.245 10678 0 0.95 10 0.51 0.61 838
1-2N.BIdg 8301 0.191 5036 3265 0.66 10 0.27 0.32 449
1-3N 7660 0.176 7660 0 0.95 10 0.37 0.43 601
1-4N 7000 0.161 7000 0 0.95 10 0.34 0.40 550
1-4N.BIdg 8301 0.191 5066 1 3235 0.66 10 1 0.28 0.33 451
1-SN 6868 0.158 6868 0 0.95 10 0.33 0.39 5.98 539
1-5N.BIdg 5576 0.128 2888 2688 0.59 10 0.17 0.20 271
1-61N 10139 0.233 10139 0 0.95 10 0.49 0.57 796
1-71N 10797 0.248 10797 0 0.95 10 0.52 0.61 848
1-7N.BIdg 3395 0.078 2424 971 0.74 10 0.13 0.15 206 Pond 12726 Pond N/A-Pond N/A-Pond 3733 2.0 6566 2.50 12874 20.5
1-81N 9894 0.227 9894 0 0.95 10 0.47 0.56 777
1.8N.BIdg 6385 0.147 4131 2254 0.69 10 0.22 0.26 362
1-9N 16266 0.373 16266 0 0.95 10 0.78 0.92 1277
1-15 3301 0.076 3301 0 0.95 10 0.16 0.19 259
1-2S 8856 0.203 8856 0 0.95 10 0.42 0.50 695
1-2S.Bldg 7119 0.163 4061 3058 0.63 10 0.23 0.27 266 369
1-3S 7943 0.182 7943 0 0.95 10 0.38 0.45 624
1-4S 9640 0.221 9640 0 0.95 10 0.46 0.55 757
1-55 12543 0.288 12543 0 0.95 10 0.60 0.71 985
1-Direct 14708 0.338 8377 6331 0.63 10 0.47 0.55 N/A 762
24 12267 0.282 12267 0 0.95 10 1 0.59 0.70 963
2-1.Bldg 8376 0.192 5328 3048 0.68 10 0.29 0.34 199 469
2-2 15193 0.349 15193 0 0.95 10 0.73 0.86 1193 Pond 2 3212 Pond N/A-Pond N/A-Pond 433 2.0 1787 3.50 3885 44.5
2-2.Bldg 2842 0.065 14" 1398 0.58 10 0.08 0.10 136
2 Direct 10651 0.245 4441 6210 0.51 10 0.28 0.33 N/A 451
3-1 4487 0.103 4487 0 0.95 10 0.22 0.25 352
3-1.Bldg 16800 0.386 4516 12284 0.40 10 0.34 0.40 168 558
3-2 11954 0.274 11954 0 0.95 10 0.57 0.68 939 Pond 3298 Pond N/A-Pond N/A-Pond 1708 2.0 2843 2.00 4551 11.6
3-2.Bldg 8602 0.197 5334 3268 0.67 10 0.29 0.34 473
3 Direct 19607 0.450 10527 9080 1 0.60 10 0.60 0.71 N/A 977
44 19114 0.439 19114 0 0.95 10 0.92 1.08 123 1501
4-1.Bldg 3395 0.078 2416 979 1 0.73 10 0.13 0.15 206 Pond 2150 Pond N/A-Pond N/A-Pond 690 2.0 1584 2.00 2274 18.7
4 Direct 16380 0.376 2790 13590 1 0.33 10 0.27 0.32 N/A 444
L6 Rear E 7634 0.175 4965 2669 0.69 10 0.27 0.31 N/A 434 L6 Rear E 434 Type A 71 5.0 60 2.0 1.00 355 43.4
L6 Rear Cen 4644 0.107 3327 1317 0.74 10 0.17 0.20 N/A 283 L6 Rear Cen 283 Type C 22 14.0 45 2.0 2.00 308 37.7
L6-7 Rear 6742 0.155 3968 2774 0.64 10 0.22 0.26 N/A 357 16-7 Rear 357 Type B 55 9.75 50 2.0 1.50 536 42.9
L9 Rear Cen 4555 0.105 3327 1228 0.75 10 0.17 0.20 N/A 282 L9 Rear Cen 282 Type C 22 14.0 45 2.0 2.00 308 37.5
L940 Rear 6404 0.147 4043 2361 0.67 10 0.22 0.26 N/A 356 L9-10 Rear 356 Type B 58 9.75 50 2.0 1.50 566 42.8
L10 Rear Cen 4410 0.101 3330 1080 0.77 10 0.17 0.20 N/A 279 L10 Rear Cen 279 Type C 22 14.00 45 2.0 2.00 308 37.2
110-11 Rear 6368 0.146 4020 2348 0.67 10 0.22 0.26 N/A 354 L10-11 Rear 354 Type B 58 9.75 50 2.0 Use Cross-Sectional Area in 1.50 566 42.5
L16 Rear W 3069 0.070 1499 1570 0.57 10 0.09 0.10 N/A 144 L16 Rear W 144 Type A 35 5.0 30 2.0 Calculation 1.00 175 28.7
L16 Rear Cen 4940 0.113 2758 1 2182 0.62 10 0.15 0.18 N/A 253 L16 Rear Cen 253 Type A 73 5.0 40 2.0 1.00 1 365 37.9
L16 Rear E 2873 0.066 1311 1562 0.54 10 0.08 0.09 N/A 129 L16 Rear E 129 Type A 35 5.0 30 2.0 1.00 175 25.7
L18 Rear Cen 4465 0.103 3153 1312 0.73 10 0.16 0.19 N/A 269 L18 Rear Cen 269 Type A 74 5.0 40 2.0 1.00 370 40.4
L18 Rear 5 2456 0.056 1443 1013 0.64 10 0.08 0.09 N/A 130 L18 Rear S 130 Type A 32 5.0 30 2.0 1.00 160 26.0
L20 Rear W 3454 0.079 1652 1802 0.56 10 0.10 0.12 N/A 159 L20 Rear W 159 Type A 46 5.0 30 2.0 1.00 230 31.9
L20 Rear Cen 4110 0.094 2239 1871 0.61 10 0.13 0.15 N/A 207 L20 Rear Cen 207 Type A 65 5.0 40 2.0 1.00 325 31.0
Boise OF
Tc 25-Year 50-Year
10 2.20 2.60
15
20
25
30
35
40
45
50
55
60 1.00
Foxcroft Subdivision No. 2 - Sand and Grease Trap Calculations
3/28/2022
Sand and Grease Traps Must Treat Q50
Number of SG Flow through each Throat Velocity(ft/s)
Combined Q50(cfs) Traps Trapcfs SG Trap Size Baffle Spacing(in) Throat Width(in) <0.50 ft/s Re .
SG Trap 1 N 5.98 2 2.99 1000 Gal 20 48 0.45
SG Trap 1 S 2.66 1 2.66 1000 Gal 20 48 0.40
SG Trap 2 1.99 1 1.99 1000 Gal 20 48 0.30
SG Trap 3 1.68 1 1.68 1000 Gal 20 48 0.25
SG Trap 4 1.23 1 1.23 1000 Gal 20 48 0.18
Foxcroft 2-Storm Drainage Pipe Flow Calculations
Updated: 3/28/2022
Formulas:
Mannings Equation: Q 1.486 1a
V=A=n Rhz S'��
Where:
Area,A=a D2
Wetted Perimeter,P=rrD
Hydraulic Radius,Rh=n
Mannines N Minimum Design slopes
PVC 0.012 12 in 0.22
CMP 0.022 15 in 0.15
Concrete 0.014 18 in 0.12
21 in 0.1
24 in 0.08
Storm Event Wetted Hyd aiulic Flow Check
Pipe Run Drainages (yr) CPS Pipe Size(in) Pipe Slope Area(ft^2) Perimeter Radius(ft) Full Flow Percentage (Cap>Req)
CB 1-9N to CB 1-8N 1-9N 50 0.92 12 0.24% 0.785 3.14 0.25 1.89 48.80% OK
CB 1-8N.BIdg to CB 1-8N 1-8N.BIdg 50 0.26 8 0.40% 0.349 2.09 0.16666667 0.83 31.56% OK
CB 1-8N to CB 1-6N 1-8N,1-8N.BIdg,1-9N 50 1.74 12 0.24% 0.785 3.14 0.25 1.89 92.31% OK
CB 1-7N.BIdg to CB 1-7N 1-7N.BIdg 50 0.15 8 0.40% 0.349 2.09 0.16666667 0.83 18.01% OK
CB 1-7N to CB 1-6N 1-7N,1-7N.BIdg 50 0.76 12 0.24% 0.785 3.14 0.25 1.89 40.28% OK
CB 1-6N to CB 1-5N 15N 1-7N,1-7N.BId,1-8N,1-8N.BId,1-9N 50 3.08 15 0.29% 1.227 3.93 0.3125 3.77 81.79% OK
CB 1-5N.BM to CB 15N 1-5N.Bid 50 0.20 8 0.40% 0.349 2.09 0.16666667 0.83 23.67% OK
CB 1-5N to CB 14N 151,1,1-5N.BIdg,1-6N,1-7N,1-7N.BIdg,1-8N,1-8N.BIdg,1-9N 50 3.67 18 0.12% 1.766 4.71 0.375 3.94 93.04% OK
CB 14N.BIdg to CB 14N 14N.Bldg 50 0.33 8 0.40% 0.349 2.09 0.16666667 0.83 39.38% OK
CB 14N to CB 1-3N 14N,14N.BIdg,1-5N,1-5N.BIdg,1-6N,1-7N,1-7N.BIdg,1-8N,1-8N.BIdg,1-9N 50 4.39 18 0.16% 1.766 4.71 0.375 4.55 96.47% OK
CB 1-3N to CB 1-2N 1-3N,14N,14N.BIdg,1-5N,1-5N.BIdg,1-6N,1-7N,1-7N.BIdg,1-8N,1-8N.BIdg,1-9N 50 4.82 18 0.20% 1.766 4.71 0.375 5.09 94.82% OK
CB 1-2N.BIdg to CB 1-2N 1-2N.Bldg 50 0.32 8 0.40% 0.349 2.09 0.16666667 0.83 39.22% OK
CB 1-214 to SG Trap-1 N 1-2N,1-2N.BId,1-3N,14N,1-4N.SId,15N,1-5N.Bid,1-6N,1-7N,1-7N.BId,1-814,15N.BId,1-9N 50 5.75 18 0.30% 1.766 4.71 0.375 6.23 92.35% OK
SG Trap 1-N.1 to Pond 1 1-1N,1-2N 1-2N.BId,1-3N,14N,14N.BId,1-5N,1-5N.Bid,1-6N,1-7N,1-7N.BId,1-BN,1-8N.Bid 1-9N 50'0.5 2.99 15 0.40% 1.227 3.93 0.3125 4.42 67.54% OK
SG Trap 1-N.1 to SG Tra 1-N.2 1-1N,1-2N,1-2N.BId,1-3N,14N,14N.BId,1-5N,1-5N.Bid,1-6N,1-714,1-7N.BId,15N,1-8N.Bid,1-9N 50'0.5 2.99 15 1.00% 1.227 3.93 0.3125 6.99 42.72% OK
SG Trap 1-N.2 to Pond 1 1-1N,1-2N 1-2N.BId,1-3N,14N,14N.BId 1-5N,1-5N.Bid,1-6N,1-7N,1-7N.BI0 1-BN,1-8N.Bid 1-9N 50'0.5 1 2.99 15 0.25% 1.227 3.93 0.3125 3.50 85.44% OK
CB 1-5S to CB 14S 15S 50 0.71 12 0.65% 0.785 3.14 0.25 3.11 22.87% OK
CB 14S to CB 1-3S 14S,1-55 50 1.26 12 0.24% 0.785 3.14 0.25 1.89 66.56% OK
CB 1-3S to CB 1-2S 1-35 145,1-5S 50 1.71 12 0.24% 0.785 3.14 0.25 1.89 90.39% OK
CB 1-2S.BId to CB 1-28 1-2S.Bidg 50 0.27 8 0.40% 0.349 2.09 0.16666667 0.83 32.24% OK
CB 1-25 to SG Trap 1S 1-2S 1-28.BId 1-35,14S 1-5S 50 2.48 15 0.15% 1.227 3.93 0.3125 2.71 91.44% OK
SG Trap 1S to Pond 1 1-is 50 2.66 15 0.24% 1.227 3.93 0.3125 3.43 77.75% OK
CB Direcl.l to CB Direct.2 1-Direct 50 0.55 8 0.40% 0.349 2.09 0.16666667 0.83 66.53% OK
CB Direct.2 to Pond 1 1-Direct 50 0.55 8 0.40% 0.349 2.09 0.16666667 0.83 66.53% OK
CB 2-2.Bidg to CB 2-2 2-2.BId 50 0.10 8 0.40% 0.349 2.09 0.16666667 0.83 11.91% OK
CB 2-2 to SG Trap
ra 2-1 2-2,2-2.BId 50 0.96 12 0.25% 0.785 3.14 0.25 1.93 49.77% OK
CB 2-llidd to SG Tra 2 2-11.Bld 50 0.34 8 1.00% 0.349 2.09 0.16666667 1.31 25.87% OK
SG Trap 2 to Pond 2 2-1,2-1.BId,2-2,2.2.Bidg 50 1.99 12 0.45% 0.785 3.14 0.25 2.59 77.06% OK
CB 2-Direct.1 2-Direct 50 0.33 8 0.50% 0.349 2.09 0.16666667 0.93 35.23% OK
CB 3-2 to SG Trap 3-1 3-2 50 0.68 12 0.22% 0.785 3.14 0.25 1.81 37.46% OK
SG Trap 3 to Pond 3 3-1 3-2 50 1.33 14 0.16% 1.068 3.66 0.29166667 2.33 57.35% OK
-SG Trap 4 to Pond 4 4-1 1 50 1 1.08 1 12 ----' 0.785 3.14 0.25 1.93 aoi% OK
IT Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ON/ S L LTING, LL
Trilogy Development March 10, 2021
Mr. Shawn Brownlee File#21844-13
9839 West Cable Car Street, #101 Page 1 of 26
Boise, Idaho 83709
Re: Geotechnical Recommendation Report
Foxcroft Subdivision Property
Meridian, Idaho 83642
Shawn:
As per your authorization, this consultant has prepared the following Geotechnical
Evaluation & Recommendation Report for your proposed Foxcroft Subdivision, a
residential and commercial development, to be constructed on West Pine Avenue, west
of North Ten Mile Road in Meridian, Idaho.
Based on the results of our investigation and evaluation, we believe the property is
acceptable, from a geotechnical perspective, for the proposed residential subdivision
and commercial building development. Please see the following executive summary for
our recommendations and items of concern.
It is noted SITE previously issued a project feasibility report for this project. That report
(#20005-A, dated 11/1612020) contained the historical groundwater monitoring for this
project and is included by reference.
The construction and civil engineering recommendations presented within this report
are to be incorporated into the project plans and specifications and adhered to during
design and construction. Recommendations are provided for the design and
construction of earthwork, foundations, slab on grade concrete, flexible pavements,
storm water disposal and inspection, and compaction testing requirements.
We appreciate this opportunity to be of service and we look forward to working with you
during the design and construction of this project. Should you have any questions or
require additional information, please contact our office at your convenience.
Respectfully submitted;
Bob J. Arnold, PE ��®®NAL
SITE Consulting, G1aTZ,0��
AX
s�
®F ,®�®�Q
J
v
a
Geotechnica/services/soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING., LLC
EXECUTIVE SUMMARY
• GROUNDWATER - North of Pine Avenue, groundwater was encountered at depth of
6-10 feet in test pits excavated to depths of 7-10 feet deep in mid-May 2019. South
of Pine Avenue, groundwater was encountered at a depth of 6-7 feet in onsite test
pits excavated to depths of 6-8 feet deep in mid-August 2020. Three well logs for the
subject and nearby properties from the IDWR website indicate the groundwater in
• EXPANSIVE CLAY - No clay soil of concern was observed or sampled on the
property. Clay of concern would be a fat clay with the potential for large volume
changes based upon moisture content.
• BEDROCK - Bedrock was not encountered in test pits that extended up to 10 feet
deep. Well logs for the subject property obtained from IDWR indicate no bedrock is
present. Available Geologic Mapping also indicate no bedrock is present.
• FOUNDATIONS - Normal foundation construction is anticipated for both residential
and commercial construction. Both slab on grade floors and conventional
crawlspaces are acceptable.
• PAVEMENT SECTIONS - An R-Value test resulted in reducing the pavement section
for interior, residential streets within this development. Pavement sections are
provided for Traffic Indexes of TI=6 and TI=8. It is to be confirmed with ACHD that
TI=8 is acceptable for all new improvements to West Pine Avenue.
• STORMWATER DISPOSAL - Two percolation tests performed in the northwest
corner of the development resulted in a recommended design perc rate of P=2.0
inches/hour. This rate includes a safety factor of a 50% reduction in measured value.
Given the difficulty in confirming the design perc at the adjacent Chesterfield and
Creekstone developments, a drain time of 12 hours is recommended. As per ACHD
requirements, percolation rate is to be confirmed at the point of injection at the time
of construction.
• COMMERCIAL DEVELOPMENT - Additional evaluation is recommended for the
commercial portion of this development. When plans are complete, stormwater
injection locations are known, and building foundation loads and vehicle traffic loads
can be anticipated, these recommendations should be reviewed and, if necessary,
modified. Additional field exploration may be required.
N
ew
G
Geoteelywca/Services/soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CON/SSULTING, LL
INTRODUCTION
PURPOSE AND SCOPE
This report presents the results of a Geotechnical Evaluation performed for a proposed
residential subdivision and commercial development to be constructed on seven parcels
north and south of West Pine Avenue, west of North Ten Mile Road in Meridian, Idaho.
Parcel information is as follows:
# Ada County# Address Acres
1 S 1210131700 3720 West Pine Avenue 7.10
2 S 1210141925 North Ten Mile 12.75
3 S 1210417910 3715 West Pine Avenue 4.76
4 S 1210417325 3515 West Pine Avenue 1.47
5 S 1210417600 West Pine Avenue 3.37
6 S 1210417310 West Pine Avenue 4.15
7 S 1210417501 3513 W Pine Avenue 0.82
TOTAL ACRES 34.4
According to the preliminary plat, access to the property will be gained from West Pine
Avenue. Improvements to existing right-of-ways are anticipated. The purpose of this
investigation was to evaluate the subsurface soil conditions and provide
recommendations for building foundations and civil construction. The field investigation
included subsurface exploration by means of a rubber-tire-mounted backhoe operated
by an independent contractor. During excavation of the test pits, logs were generated,
and soil samples were gathered. Soil samples were returned to our in-house soil
laboratory for testing. After the field investigation and laboratory testing was completed,
all available field and laboratory test data was reviewed, the provided design information
was evaluated, and this report was prepared. This report summarizes our findings and
recommendations regarding the geotechnical aspects of the project.
AUTHORIZATION
E-mail authorization to proceed with a geotechnical investigation for the northwest
section of this development was received from the client on March 3, 2019. Staking and
excavation was delayed until a civil design was developed. The residential section south
of Pine was added by email on July 26, 2019. The Preliminary Plat for the entire
development was supplied to SITE on February 19, 2020. Authorization to proceed and
the use of the recommendations provided herein indicate the client's acceptance of the
scope of work, warranty, limitations, and general conditions provided herein and within
the submitted proposal. Cn
a
Geotechnica/services/soil Testing&Inspection services
E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ON ULTING, LL
RESEARCH & BACKGROUND
GENERAL
There are four homes and numerous outbuildings on the subject properties. Many of
these will remain after development but some will be demolished. Historical aerial
photos back to 1992 do not reveal other historical structures other than the known
single-family residences and related outbuildings now present. Ada County Assessor
records indicate no basements are present, however IDWR logs confirm wells are
present on at least one of the properties. The undeveloped portion of the property is
farmland or pastureland.
FIELD INVESTIGATION
Eleven test pits were advanced to depths of approximately 6-10 feet below the existing
ground surface within the residential sections of this development. During excavation,
samples were recovered from the spoil piles as excavation was performed. These
samples were sealed in plastic bags, labeled, and returned to the laboratory for
evaluation and analysis. In the laboratory, Sieve Analysis, Moisture Content, Liquid
Limit, Plastic Limit, and Plasticity Index testing were performed on selected samples.
Tests were performed in general accordance with the ASTM test methods. All test
results are included in the Test Pit Logs located in the Appendix.
OBSERVED CONDITIONS
All test pits were generally similar with approximately 4-6 inches of organic topsoil
consisting of silt with sand and / or silty sand. This soil is atop a silty sand, weakly
cemented silt and sand, or a sandy lean clay layer. The overburden soils extend to sand
and gravel contact which occurred as shallow as five feet and as deep as 12 feet. The
exposed sand and gravel layer in our test pits include clay fines and therefore do not
percolate water as is typically expected once the pitrun layer is reached. Groundwater
was encountered between six and 10 feet deep in all our test pits.
The Idaho Department of Water Resources website provided the three well logs
included in the Appendix. These logs agree with our investigation and indicate the static
groundwater is 6-10 feet deep on and near the subject property. It is noted that in
deeper wells artesian pressure may result in higher static water levels that actually exist
at shallower depth.
a
Geoteclinical Services/Soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
0NSULTI I , LL
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
After proper grubbing, the native lean clay, silt, and silty sand or sandy silt, soils can be
utilized as structural fill to fill residential lots.
Removal of the majority of the organic materials will require grubbing of 4-8 inches of
surface soils. This is required in all areas to receive structural fill. Deeper excavation
may be required along irrigation ditches and where large trees, bushes, and soft, wet
areas are present. The depth of grubbing is to be confirmed during construction to
ensure organic materials are properly removed from beneath future pavements and
structural fills. Inspection by the project geotechnical engineer should confirm all organic
material and demolition debris is removed. Inspection must confirm complete removal of
demolished structures including basement floors.
It is to be confirmed at the time of subdivision construction that all foundation and slab
on grade concrete was removed during any demolition of structures and the resulting
excavations were properly backfilled with structural fill.
If construction is to occur during wet weather or wet surface soil conditions, low-
pressure, (tracked), construction equipment is recommended. Rutting caused by the
contractor using rubber-tired equipment on a wet subgrade can be expected and should
be repaired at contractor's expense. This information is to be supplied to earthwork
contractors prior to construction.
Structural fills less than three feet deep are to be compacted to 95% of the maximum
dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill,
basement backfill, and fill intended to contain rerouted irrigation canals, ditches, or
storm water runoff, fill materials are to be compacted to 100% of the Standard Proctor
maximum dry density. If structural fill is to be placed on residential lots or commercial
building pads, the fill is to extend laterally outside foundations a distance equal to the
depth of structural fill. Compaction testing to confirm proper compaction is
recommended. Visual inspection is also required to confirm stability and the lack of soft,
deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails
visual inspection.
a
Geotechnica/Services/soil Testing&Inspection services
I Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ISU LTI , LLC
Excavations
Shallow excavations and trenches that do not exceed four feet in depth may be
constructed with side slopes approaching vertical. Below this depth it is recommended
slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils to
maintain a vertical or near vertical slope over any extended period can be quite variable.
This information is provided for planning purposes. It is our opinion that maintaining safe
working conditions is the responsibility of the contractor. Jobsite conditions such as soil
moisture content, weather condition, earth movements and equipment type, and
operation can all affect slope stability. All excavations should be sloped or braced as
required by applicable local, state, and federal requirements.
Pavement Section
R-Value samples were gathered, and a single sample selected for testing. The specialty
soils lab reported an R-Value of R=12. Pavement sections were calculated based upon
an R-Value of R=12 and Traffic indexes of TI=6 and TI=8. The results are shown in the
table below. Materials meeting the requirements of ISPWC &ACHD are required for all
work within this project.
Location TI=6 TI=8
HMA 2.5" 3.0"
%" Base 4.0" 4.0"
Subbase 12.0" 16.0"
ACHD is to be contacted concerning the pavement section for Pine Avenue. They may
require additional sampling, an increased or higher Traffic Index value, or matching of
the existing pavement section.
Storm Water
Sand and gravel material were present at depths greater than five feet deep in two of
the three test pits excavated in August 2020. Percolation testing was performed in TP1
and TP2 at five feet deep. Based upon these results and a 50% safety factor a
percolation rate of P=2 inlhr with less than a 16 hour drain-time is to be recommended
for design of facilities that extend less than six feet below the existing ground surface.
Confirmation of perc rate at the time of construction by field testing is recommended.
a
Geotechnical services/Soil Testing&Inspection services
SSITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Residential Foundation System
The proposed single-family residential structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Based upon proper placement and compaction of
structural fill, bearing pressures of up to 1,500 psf are allowed for foundations founded
on the native soils or upon properly placed and compacted structural fill. Either
crawlspaces or slab on grade floors are acceptable but slab on grade floors will
eliminate the possibility of water accumulating in crawlspaces. Basements are not
feasible given the shallow groundwater. If clay soil, wet soil, or deflecting soil is present
at the foundation support elevation a geotechnicai engineer should be retained for site
specific recommendations. Foundation drains are required within this development.
Roof runoff is not to route through foundation drains. Foundation embedment depth is to
be at least 24 inches below outside adjacent grade. Foundations that are outside
crawlspaces are to be sealed /waterproofed with brush or spray on foundation mastic.
Commercial Foundation System
Foundation loads are required to generate recommendations for commercial building
foundations. It is anticipated that such structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Bearing pressures of up to 1,500 psf are allowed
for foundations founded on the native soils or upon properly placed and compacted
structural fill. Higher values may be possible after loads are known and evaluated for
settlement.
Underground Utilities
It is not anticipated that large excavators or small backhoes will experience any
difficulties excavating the onsite materials encountered on the property. No bedrock
formation was encountered on the subject property. Well logs from IDWR indicate the
high static water level may be as high as six feet below the existing ground surface.
Contractors may use the onsite monitoring wells to assess the groundwater prior to
proposing on or beginning constructions. Wells are to be protected during construction
and can only be removed with permission from the client and SITE.
n
m
Geotechnical Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
LTIN , tL
Inspection & Testing
A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. For mass filling, field
nuclear moisture - density testing shall be performed on each lift of compacted fill, one
test for each filled residential lot or building pad. Trench backfill and right-of-ways are to
be tested to ACHD and 1 or ISPWC requirements. It is noted that structural fill can pass
compaction tests and still be unacceptable if pumping, rutting, or deflecting under
vehicle or foot traffic.
Contractor Inspections
This report has been prepared with the intent to provide specific design information to
the developer and the civil engineering consultant. It is not intended to act as any
contractor's "Due Diligence" or subsurface inspection prior to estimating construction
costs or actual construction. Any remaining monitoring wells can be used by contactors
to confirm the depth to groundwater. Wells are to be protected and retained.
General Comments
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided the opportunity to review the final design and
specifications. This review will confirm the earthwork recommendations have been
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result
in additional invoicing unless additional research and recommendations are needed.
Testing and inspection services are recommended herein. Proper quality control during
construction is required to confirm materials and methods and thereby obtain a
desirable finished product. Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm proper demolition, subgrade
grubbing, subgrade stability, and proper placement and compaction of fills. Any
deviations from the herein described subsurface conditions must be brought to the
attention of this consultant.
This report has been prepared for the exclusive use of the client and their retained
design consultants. Findings and recommendations within this report are for specific
application to the proposed construction described herein and apply only to the property
identified. Client may duplicate this report as needed or additional copies will be
provided upon proper client authorization.
APPENDIX FOLLOWS co
R
a
Geotechnica/services/soil Testing&Inspection services
SITEI E Post Office Box 190537 - Boise, Idaho 83719
ULTJ site.consulting.idaho@gmail.com - 208-440-6276
CON/SULTING.. LLC
APPENDIX
Preliminary Plat
Aerial Photo - Test Pit Locations
Test Pit Logs (11)
Soil Log Legend /Abbreviations &Acronyms
Calculated Pavement Sections (2)
Subcontracted R-Value Result
Adjacent Groundwater Well Logs (3)
Monitoring Well Map
Groundwater Data
rn
a
Geotechnica/Services/soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
ULTJ site.consulting.idaho@gmaii.com - 208440-6276
ZC/ONSULTING, LLC
PRELIMINARY PLAT
�...--
�ut' t+t�t3
f � `max � �� M�•R } � � r,�! -'
N - t R.' dT ♦ (�}a s s'e r tw. "� "' st N
a
a � hY� 3t„�►pp st yy FF
-.�.�.�.. v.n�a � _. .. �#i���LµttM "ig`Y i� •� s. Yxi fi � 4 1���
=t I,
#
iy „%fSi PpYf�
c F
a
g
o
Image provided by client.
a
Geotechnical Services/soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
ONS L , LL
AERIAL PHOTO
Approximate Test Pit Locations
a.
fl'
Image Provided by Google Earth
m
a
GeotechnicalServices/Soil Testing&Inspection Services
IT Post Office Box 190537 - Boise, Idaho 83719
UI site.consulting.idaho@gmail.com - 208-440-6276
CO LT
LL
TEST PIT LOG
Test Pit: TP-1 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 #200 1 %M I LL PI
0.0-1.0 Brown,Moist Firm,Sand&Silt
with Root Zone/Organic Layer 6-8"
1.0-3.0 Brown,Moist,Firm,Sandy Silt ML
2.0 - I - I - 1 100 99.8 94.9 1 85.8 79.2 27.6 NP NP
3.0-5.0 Brown/Tan,Firm,Silty,Sand SM
4.0 - I - 1 100 1 99.3 1 98.1 93.7 43.2 1 20.1 14.9 18.5 NP NP
5.0-6.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble
Bottom of Excavation @&0
6.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-2 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1/2" 3/8" 1 #4 #10 940 #100 #200 %M LL PI
Brown,Moist, Firm,Silty Sand(SM)
0.0-4.0 with Root Zone/Organic Layer 6-8"
3.0 - 1 100 1 97.7 1 96.1 1 91.5 81.7 52.6 40.9 36.1 19.9 NP NP
4.0-5.0 Brown/Red,Wet,Firm,Sand&Silt
5.0-8.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Silt
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
N
o�
c
Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
Z ONSULTI , LLC
TEST PIT LOG
Test Pit: TP-3 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M I LL PI
0.0-1.0 Brown,Wet, Firm,Sand,Clay,Silt
with Root Zone/Organic Layer 6-8"
1.0-7.0 Brown/Tan,Wet,Firm,Sticky,Sand ,Lean Clay CL)
3.0 - 1 100 1 97.7 1 96.1 1 91.5 81.7 1 52.6 1 40.9 1 36.1 1 19.9 I28 9
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-1 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 1 #100 1 #200 %M LL PI
0.0-1.0 Brown,Moist,Finn,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-3.0 Brown,Moist,Finn,Sandy,Silt(ML)
3.0 1 100 1 88 1 86 1 84 82 72 1 60 1 52.5 13.4 1 NP NP
3.0-8.0 Brown/Tan,Moist,Firm,Sand,Gravel,Cobble
6.0 1 100 1 80 1 76 1 64 1 50 19 9 1 7.1 4.1 1 NP NP
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 8.0
Monitoring Well Installed
M
a
Geotechnical Services/Soil Testing&inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LL
TEST PIT LOG
Test Pit: TP-2 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 1 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone I Organic Layer 6-8"
1.0-3.0 Brown,Moist,Firm,Sand,Clay,Silt
3.0-8.0 Brown/Tan,Saturated,Soft,Sand,Gravel,Cobble
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 8.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-3 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand&Silt
With Root Zone/Organic Layer 6-8"
1.0-4.0 Brown,Moist,Finn,Sand,Clay,Silt
3.0 100 99 98 91 74.5 24.4 NP NP
4.0-7.0 Brown/Tan,Moist,Firm,Sand,Silt
5.0 100 1 96 1 91 1 88 84 73 26 16 13.1 9.8 NP NP
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
d"
a
Geotechnica/Services/Soil Testing&Inspection Services
Z
ITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
SULT NG, LL
TEST PIT LOG
Test Pit: TP-4 File#: 21844
Client: Trilogy Development Date Excavated: 5/3119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 1 #100 #200 %M LL I PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-6.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
3.0 100 98 1 84 59.7 22.2 1 NP NP
6.0-8.0 Brown/Tan,Wet,Soft,Sand,Gravel,Clay
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-5 File#: 21844
Client: Trilogy Development Date Excavated: 5/3119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 3/4" 1 1/2" 1 3/8" #4 #10 #40 1 #100 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-6.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
4.0 1 1 1 100 1 98 96 92 89 85.7 24 NP NP
6.0-8.0 Brown/Tan,Wet,Soft,Sand,Gravel,Clay
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
Ln
�n
a.
Geotechnica/Services/Soil Testing&Inspection Services
/0� I Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ONS LT N a, LL
TEST PIT LOG
Test Pit: TP-6 File M 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 13/4" 1 1/2" 1 318" 1 #4 t #10 1 #40 1 #100 1 #200 %M I LL PI
0.0-3.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0-7.0 Brown/Tan,Wet,Soft,Sand,Gravel,Cobble
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-7 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 1 3/81, 1 #4 1 #10 #40 #100 #200 1 %M LL PI
0.0-3.0 Brown,Wet,Sticky,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0-7.0 Brown/Tan,Wet,Saturated,Sand,Gravel,Clay
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
"
a
Geoteclwical Services/Soil Testing&Inspection Services
TPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING, LL
TEST PIT LOG
Test Pit: TP-8 File#: 21844
Client: Trilogy Development Date Excavated: 513119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI
0.0-6.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0 1 1 100 1 99 96 78 63 53.3 24.2 25 5
6.0-8.0 Brown/Tan,Moist,Firm,Sand,Silt,Clay
7.0 1 1 1 1 100 97 88 54 42.1 18.1 20 2
8.0-10.0 Brown/Red,Moist,Firm,Sand,Gravel,Clay
9.0 100 1 99 1 92 82 57 44 36.5 22.7 25 5
Bottom of Excavation @ 10.0
10.0 Ground Water Encountered @ 10.0
Monitoring Well Installed
t\
r-f
ro
a
Geotechnica/Services/Soil Testing&Inspection Services
ZULTItE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
, LIL
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS TYPICAL DESCRIPTIONS
GW Well-graded gravel,gravel-sand mixture,little or no fines.
F
GRAVEL& Gp Poorly graded gravel,gravel sand mixture,little or no fines
GRAVELLY
SOILSOILS 5-12% #200 GM Silty gravel,gravel-sand-silt mixtures
#4
COARSE >72°!°-#200 GC Clayey gravel,gravel-sand-clay mixtures
GRAINED
SOILS
<50%-#200 SW-1Well-graded sand,gravelly sand,little or no fines.
SAND& <5%-#200
SANDY SP Poorly graded sand,gravelly sand,little or no fines
SOILS
>50%-#4 SM Silty sand,sand-silt mixtures
SC Clayey sand,sand-clay mixtures
Fm L]
Inorganic silt and very fine sand,rock flour,silty or clayey fine
SILTS& INORGANIC sand or clayey silt with slight plasticity
CLAYS CL Lean clay-low low to medium plasticity, ravel) sand or silty clay
FINE LL<50% y' P tY�gravelly, Y� tY Y
GRAINED ORGANIC OL Organic silt and organic silty clay of low plasticity
SOILS
>50%-#200 PH Elastic silt,micaceous or diatomaceous fine sand or silty soil.
SILTS& INORGANIC
CLAYS CH Fat clay-high plasticity
LL>50%
ORGANIC OH Organic clay-med.or high plasticity:organic silt
HIGHLY ORGANIC SOILS PT Peat,humus,swamp soil with high organic content
ABBREVIATIONS & ACRONYMS
AASHTO American Association of State Highway & Transportation
Officials
ACHD Ada County Highway District
ASTM American Society for Testing and Materials
IBC International Buildins Code
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
NP Non-Plastic
PCC Portland Cement Concrete
PCF Pounds per Cubic Foot
TP Test Pit
USCS Unified Soil Classification System 00
%M Percent Moisture
R
Geotechnica/Services/Soil Testing&Inspection Services
IULTJ Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Foxcroft Subdivision File No.: 21844
West Pine Avenue -Meridian Calc By: T Shaffer
Client: Trilogy Development Date: 02/20/21
Design Thickness Equation:
T=0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 6 By Agency
GE = Gravel Equivalent R = R-Value = 12 Soil Test
GE= 20.8Inches
ACHD HMA, 3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness= 2.5 Inches HMA=V 5.0 Inches
3/4" Base Thickness = 4.0 Inches RBE=s 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 11 .4Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base= 4.0 inches
Subbase= 12.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 12.0 inches
ON
a
Geotechnical Services/Soil Testing&Inspection Services
Z
T Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ULTING, LL
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Foxcroft Subdivision File No.: 21844
West Pine Avenue -Meridian Caic By: T Shaffer
Client: Trilogy Development Date: 02/20/21
Design Thickness Equation:
T =0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 8 By Agency
GE = Gravel Equivalent R = R-Value = 12 Soil Test
GE= 27.5Inches
ACHD HMA, 3/4" Base and Aggre-gate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness = 3.0 Inches HMA=r 7.5 Inches
3/4" Base Thickness= 4.0 Inches RBE=r 4.4 Inches
Calculated Appreciate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 15.6Inches
CALCULATED DESIGN SECTION
HMA= 3.0 inches
3/4" Base= 4.0 inches
Subbase= 16.0 inches
RECOMMENDED DESIGN SECTION
HMA = 3.0 inches
3/4" BASE = 4.0 inches
SUBBASE = 16.0 inches
0
N
ao
Geotechnica/Services/soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
P% ULTJ site.consulting.idaho@gmaii.com 208-440-6276
CONSULTING, LLC
SUBCONTRACTED RNALUE
eavirmtoong Inc
IGQoddrV;Sam Lv�s Ob�Wo 0*WVr5 .'AAAqL,CC-QA
RESISTANCE JIRLVALUE TEST
ASTM 0 2844
Laboratory No,: L191739
Project No+ : IkO327
Sample Date, NA
Report Date- �St 12,2019
cfient: Site Con LLC
Project Name: 20191_abgr�to Te-stniq
Sample Description- ftwn Silly clay
Sample Location: 1ia:!5�E M TF-8
100
90
80
W
70
60
150
40 2
30
20 cc
10
800 700 600 500 400 300 200 100 0
Exudation Pressure (P.S.I.)
L —Resistance Value Test —300 P S'I_
en W --4---
Moisture Content 1%1 I&P ITS
ft0enft(PCF� 100.0 10_70
Rear Value JR)
17 11
E,.-wJabw Presswe 4FSJ�; 519 288 13D
E234sion Pass e l5f, 104
IM Peoeiy*d Moisture
RESISTANCE VALUE AT 300 P.SJ. 12
Rewewed Dr.
Wan don Rodebauo
Matenats Engineer
ac
Geotechnical Services Soil Testing&Inspection Services
ZI
LTI Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
LTING.. LLC
ADJACENT GROUNDWATER WELLS
(3401 Pine Avenue)
mvrz �.
DEf",�RTMeNT OF R BESOURCeS T03N RQ1W See.14 UESE
WELL RIL LER'$ RIB
awe low Ow Aww t By; bo 12-0247
,t. WVLL OW 7 WOTVO t-ewL
t�fint>7t .„.,_._ �...-., .. _ 4 c at 'saw# rhuw
r a.ea .now
_._.
n —m- ,a „a €r
,
a. wow R W041 Twr DMA
t. Wm*eliamorttfct s tar#
r� { ats r tcuanx ottt cu r * ...w
le 9
a. PROP034M GAS r+........
1k. id'f`Ei �Lt'►Skt �r
C3 k C` VAS11ftwXw
Other to"
a. IMTHOD CMI"EQ
ry c^ RtP €_t mksegjW tWWy
44
as
r+Y .a ..w*rtwa t ISM71
u
or
seats_ cs
Ratertreetsk d'2 L. yea w'N. a '
k*w. oaratad?. s--# t' ary �:zl 4tiaft '$$am o aun '_
tix +rs tt fd -v
MRAutatct3r..r r
' Poomr
eta at'raid
CRta..:-tolr— It-^ forte�.�f4wk ma
fat Paek�af? in mf--� rz a.-f Wa"
from - facet to _
fBtartau» s to eaw n cw-wA gtm q
atit�t Attu#: u: terry sa*t + -
4.-.
A7tdt}tM pFstt CMtEttFk�; � - eSy - s. --_-
49,. - : fit OP WaLL
MAP tt sttn Must agmta WVlh tt W#t ea*itfy Mat all fnw-d t t wo.ctn+tfrtAc,,wn fir" wwR
,"' x .'^_n 5400N~N t - +41%#A Ow ifow*ta tip we&r
Film h#te �.,w
--� t 4 Na. eek NO
_ _ , ._
f$ tf s # ter
Swe.�.#.t.:f* A I.— e a� w me - #�, . �.,X11 Z — N
AM710MA t SLEETS W URCE BARV— ri-m itrp°fa!"cormf Im-T - N
m
nn
a.
Geotechnica/Services/Soil Testing&Inspection Services
Z
E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho acgmail.com - 208-440-6276
LTING, LL
ADJACENT GROUNDWATER WELLS
(3515 Pine Avenue)
` —77
IT)A14ODVPARrMFN17 OF WATIA `1':.SOU1 CES fraap�ac�f ft�. .--
LL DRILLER'DRILLER'S REPORT `WP�...�p .R
-VR 14
L DRILL P T 7 - -D € � It.WELL US"; t¢ re °``€`"
()t}t r M R Nm .,.., ..... �•� pu lUitcr air Fkmi rek at«
_ - _ .,
�.C1�3��?Ec i�
N#AWC tit ighwt Kg-r -
A Mfg .Pin taut :fig.
1ley ice cP _3642Water Temp.It} tfodom tote .
1.1 ATIO WELL Iep*d p �: wat 1 tty test or t mew"
T �L- Nont, 0, CW Sty
4
ttr -,E =ask Ve�cS ftm, htrn -To 121 c 1 l ,t'.w1mir
see, 10 1.4 NW f 4 �SF 114 zbg
Tu— azm.
tltia 't 1R7F.. :sttt7lrY 4 10" $` fir weulg£UV
10" }21 'if Brew*smd&Gray
Mt7 M of Wfm Site 3515 W.Pint fit, Hrv*ri t12y'4tWrCr A
C rt 1k1ttltaat 6" bE' 6#" 131€tw t5,
f3fk- S*'Name 6. .t ri sxt Ciao �
6" t1€Y i3(1" Nrawwn Clay
4.USE: 6" 130 M
1k ati 0municifW 0 Monitrw ® trritmt�m 159 187 vFA M r�ikir
Tfxrr cw ras Chf tr" 197' t43` tease tiansf �,s e
S.�'E CIS`WORK ask au Gott y s� � t��%an
19 tv+dell1��n&4 ij Ahrtrwwf+xaw�xwt R k+er . _
6.DRILL METHOO
Aar -,I3 Cable,0:dud gaffvI��Jt1�er.
`. AL � R
SLAUVIT-171, PACK 'AM 31
eM Lim WAko a 1
s Q 0 0 11
PERFORATIONWWRYEM Cimplo €Ttptft' 149 --imemeablel
0 PA-IckwaiigAIA f¥tC#"j Outc a!2� t r.I t�o-9 .s=era
- V C w0ity aw au nawmam WCK wmtrshAim au KJwr&'RTm
trern Ta Ska 4rz It DW01.6.Itit t Cieu arw ed with at thr time the rig was me
Ron Numc Ifs 1 � rim NO.t 12
Vito offigial
10-STATIC WATER LFV'EL OR ARTF-SIAN
pEfF; g
ue
en
m
Geoteclmica/Services/Soil Testing&/nspection Services
ITE Post Office Box 190537 - Boise, Idaho 83719
i
! ( i site.consulting.idaho@gmail.com - 208-440-6276
ONSULTI G.. LL
ADJACENT GROUNDWATER WELLS
(775 Ten Mile Road)
r STATE OF IDAHO i_o"fkan Cotratied by JDWR To: x
PAR1`tt9ENT OF WATER RESOuRCES T03N t'tbIW Sim'IQ WE
WELL DRILLER'S DRILLER' REPOT
Woo fiw ttsoa e f aw-w,ow wtttxt r r u*0-w .
Est at
t. WELL.-- - x--
AdtHwan,,'-,*u qd�aura ps-h
co""w W a Vow if c4p r, af,,a
x. r WSLL TZST VAIW
t#*w wag f un* xat <1
n e>xtsxarte�l: tb� to+iak;ar ma�f_. s,tts� - a..axr" a r�-
-
-�
3k PAOPQSFM AM*
frtarAar we
no wr
r. . _.
tE'dfYbAK sF $ "T 1y # 819r+k - tis'tr:F+trt S#R
. _ e
V cub* MOO, olrw
S.We"CONSTRUMIC"
f m" o cow
fit 4-teas + .Z I"_&ef_._
!ram teat
4 s.r att�ccriv ctaaa a C+*ft
+ _-
f uno
Famey i.)x0ft is Twrra 0 ow,ino"by
r «P
A 4 41 .° z ,
hw-tow
ismt"rom k0m , fiet to, tabs
PSC'i194'� u Ys6 £fK t t tr saza c t ff:P e
Pukcad from.. -,,.-„_.�.s....�..,..w fast to,,g.w.�,- ..�..:.:.....,.
-
ft -
x3angf
r_ 'T>�Patfic acfAda� lV 9ifl#tlBpYth, - �_ 9
7c7fCb4iXt at f�i t��
Qascrf "C"*cvk skVic
h Mom W-W Vu t wNtA waswca w t Cwwy out af#""'OlRti m tt essqatrucwro q%w w
.% S'&4 Admn Now* wffh aet 04-rg veua r�ms+.mrct.
_..._,.,...,. Lao up Na, _ AlW. _D.alp.e.;t"tFci7..7,zS —...a,c„_
Addm"of he4s#.S tr _.
trsve eaaema or€rase€} #00 ..
T-
V.mac,...stF:t 4 or S{V?" fff -If Ah4n Thy DrAng sbpwwmwc ,..
qzs warrrrotaRa IF "fff FOMWO TM WKnE CQPY To THE WFARTMEW
d"
N
^J
b0
R
a
Geotechnica/Services/Soi1 Testing&Inspection Services
SSITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
NSULT , LL
Monitoring Well Locations
I
.
08/14/2020
Ln
N
05/02/2019
a
Geotechnical Services/Soil Testing&Inspection services
T Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
LTJ , LL
GROUNDWATER DATA
MW# 1 2 1 3 4 1 5 1 6 7 8 1 1 2 3 Comment
Date Installed 513/2019 8/14/2020
Ground Elevation 2655.5 255&0 2555.5 2557.0 2559.0 1 2558.0 2557.5 2556.5 2957.0 2961.0 2559.0
Casing Height 1.5 2.0 1.5 2.0 1.3 2.4 1.5 2.5 1.8 1.3 2.5
Casing Elevation 2557.0 2557.0 2557.0 2559.0 2560.3 2560.4 2559.0 2559.0 2958.8 2962.3 2561.5
5/17/2019 8.0 8.0 7.0 7.0 7.0 6.0 7.0 10.0
GW Elevation 2549.0 2549.0 2550.0 2552.0 2553.3 2554.4 2552.0 2549.0
5/31/2019 8.0 5.5 7.0 7.0 7.0 6.0 7.0 10.0
GW Elevation EM 2553.3 2554.4 2552.0 2549.0
6/14/2019 8.0 6.0 7.5 7.4 5.5 5.0 6.0 8.0
GW Elevation 2551.0 2549.5 2551.6 2555.4 2553.0 2551.0
6/28/2019 8.0 7.0 8.0 7.8 3.0 4.0 6.0 6.0 Recently Flooded
GW Elevation 2549.0 2550.0 2549.0 2551.2 2557.3
7/8/2019 Gone 7.2 Gone Gone 2.5 3.6 4.5 5.3 Recently Flooded
GW Elevation 2549.8 2557.8 2556.8 2554.5 2553.7
8/16/2019 Gone 7.5 Gone Gone 1.5 3.0 4.8 6.6 Field Flooded
GW Elevation 2549.5 2559-1 2557-1 2564-1 2552-1 Ignor Data
9/22/2019 Gone 7.8 Gone Gone 6.0 5.5 6.3 7.0
GW Elevation 2549.2 2554.3 2554.9 2552.8 2552.0
8/20/2020 5.6 5.6 6.0
GW Elevation
9/15/2020 low
6.1 7.0 7.0
GW Elevation 2952.7 2955.3 2554.5
10/18/2020 6.5 8.0 7.8
GW Sevationi 2952.3 2964.3 2553.7
1101
NOTHING FOLLOWS
N
v
on
m
o.
Geotechnica/Services/Soil Testing&Inspection Services