HomeMy WebLinkAboutGEOTECHNICAL EVALUTATION - 98-00006 - LDS Church - Millhollow Ward - AdditionLIMITED SCOPE GEOTECHNICAL EVALUATION
I' col -I Oil
T E DS OW WAR
HAR-1PR
-LEAVITT ENGINEERING
HARPER - LEAVII ENGINEERING ( INC.
985 N. Capital Ave. • P.Q. Box 50691
Idaho FaI1sjdafEU 83405
{20$} 524-0232
Fax (208) 5-24-0229
June 11, 1,997
Mf. John Watson
SRW chi Associates
49 Professional Plaza
Rexburg, Idabo 53440
RE: MILLHOLLOW
EVALUATION
Dear Mr,, Watson:
Sad W. judicial St, i P.O. Box 865
Blackfoot, Idaho 83221
(2Q8) 755-2977
Fax (208) 785-2990
WARD ADDITION LIMITED
tie
5371VfaI:n St. • P.Q. Bax 696
Salmon, Idaho 83467
(2C)8) 756-8321
Fax (2 08}- 756-8324
SCOPE GEOTECBNICAL
In accordance with your
request, we
have completed a Limited
Scope
Geotechnical Evaluation
for the proposed, addition
to the LDS
Millhollow Ward building
located
in Rexburg, Idaho. The
� I
purpose of this investigation was to define the characteristics of the soil so that satisfactory
substructures can be designed to support the proposed addition. The results of our investigation,
along with recommendations for soil bearing capacity are outlined in this report.
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The information contained in this report is discussed under the following headings,,0
1, Existing Site Conditions
2. Subsurface Soil and Water Conditions
3. Foundation Considerations and Recommendations
4. Site Preparation and compacted Fill Requirements
5. Results of Field and Laboratory Tests
I * EXISTING SITE CONDITIONS
The existing Millhollow Ward building is located in Sectio
East of the Boise Meridian. Local land use consists of
proposed construction are currently planted �n god,
n 2Q, Township f North, Range 40
residential housing. The areas of
Nater conveyance facilities on the site include an underground sprin�er system for the lawn
areas. The location of the underground sprinkler system and other site utilities was not
identified during this investigatian.
We undersand that the Proposed additions will be trade on the easy and west sides near the
building entrances, and on the sough side at both buildingcomers (seg Figure i)o All ad- dations
are anticipated to be slab -on -grade single story construction.
The site soils consist of topsail, silty gravel, sandy silt. and sandy gravel, all of which were
quite wet at the time of the investigation. These soils are from the Blackfoot series soils and
the USDA Soil ,Survey o, f Madison Counry Area, Idaho reports that these soils formed in mixed
alluvium, available water capacity is high, and the hazard of surface runoff erasion is low.
The proposed site is Ionated in Seismic zone 3 according to the Uniform Budding Cade.
800 W. ucl St,
Blackfoctr Nab 985 N. Capital Ave. * Idaho Falls, Idaho 83405 Main St. a Salmon,Idaho 83467
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2. SUBSURFACE SOIL AND WATER CONDITIONS
Subsurface materials were characterized in the arias of the proposed additions by excavating four
test holes to varying depths, The depth of the test holes was limited due to the hard auguring
equipment used. The location of the test holey are shown on Figure 1.
The subsurface sails were visually classified and the sans were charted on the fest hake logs.
- The general soil profile fvr the area of the proposed additions consists mainly of topsoil
underlain by silty gravel or sandy silt. No groundwater was encountered in the test holes,
however, all of the test samples contained relatively highs moisture content. The test dole logs
are Shawn in Figure 2 through Figure S.
Each soil sample obtained in the field was c�assif ed �n the laboratory according to tie Unif ed
foil Classification System. The symbols designating the soil types according to this system are
presented in the text ofthis report. A description of the Unified Soil Classification System is
presented in Figure 6, and the meaning of the various symbols referenced can be obtained from
this figure. It was observed that the subsurface materials consist of ML class silt, SM glass
W _ silty sand, GM class silty gravel, and GW -GM class sandy gravel.
800 I W. 537 M:47
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3. FOUNDATION CONSIDERATIONS AND RECOMMENDATIONS
The results of the subsurface investigation performed at the site indicate that witha safely factor
of three, the bearing capacity of the silty graved is approximately 3200 psf. The interna. angle
of friction, 0, is 34' and Tan 0 is 0.67.
The passive pressure coefficient, K,, is 3.54 and the passive lateral earth pressures will be
effectively resisted up is 104 pounds per square food, per foot of depth. The coefficient of
friction has been estimated to be Q.47 against a concrete foundation element.
J14
1The sift sand and bothgravels are rela���re� dense in heir native condition however we
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recommend that tae silty material be excavated and the proposed building bear on either the GM
ula4,!�a aliLy gtavc1 u1 Luc Ur t;ldsS Sd.[tuY g1:dVCJe 31tG PrUparatiOn srlouiu ve in accUraance wain
Section 4.0 of this report.
+'a , — __ T T r — — T — : r : — — C s —XVAM%-G-IY.R 1+ N-0 Jk i & %0.Ai %W" *,.Of I � VV
crushed gravel base course and should be compacted to a minimum of 95.0% of optimum dry
density as determined by ASTM D1557,
An engineer from Harper -Leavitt Engineering should be contacted to observe the excavation and
foundation portions of the project to determine that actual conditions are compatible with those
considered dor this report and recommendations. Placement of all fill and foundation soil should
be observed and bested to confirm that the proper density and depth has been achieved.
4-
800 W. Judicial St. Blackfoot, Idaho 83221
985 N. Capital Ave. & Idaho Falls, Idaho 83405 Main St. 9 Salmon, Idaho 83467
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SITE RAI N AND MC FILL REQUITIZIEcMENTS
Prier to placing the structure on the proposed sites., all topsoil and organic materials should be
stripped and removed from the proposed building footprint. Stripping operations should extend
approximately 10 feet beyond the building
perimeter.
Str�ppir�g should also expend to a depth sufficient to expose either the silty gravel or sandy gravel
layers. As noted on the test hole logs the depth to gravel varies from six inches to over five
4
feet. For the' west side addition this may require up to fire deet of excavation below the existing
grade.
The entire foundation footprint of the building should be scarfed to a depth,
below the bottom of footing elevation and re-densified to an in-place unit wei
95.D percent of optimum dart' density as determined by ASTM D1557 and4N
t
the specified density has been obtained prior to constniction,
of at least 8 inches
ght equal to at least
ested to verify that
Replacement of any excavated material beneath the foaling elevation should be accomplished
with a GW class pit run material placed in lifts not exceeding $" and compacted to a minimum
of 95.x% of optimum dry density as determined by ASTM D155?. To provide for frost
protection the minimum earth caves from the top of spread footings shoed be at least 36 inches.
Buried irrigation main dines and valves should be kept at least six feed from bearing walls.
0 W. Judicial St. Blackfoot, Idaho 83221 985 N. Capital Ave. Idaho Falls., Idaho 83405
537 Main. St. * Salmon, Idaho 83467
4
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3. RES' ALTS* 'OFF LEYANDIABURA'TORY TESTS
Field and laboratory soil tests'performed dur'1ng this inveStigation �o define the ci�arac#�eris�;C. s
c►f the subsurface material throughout the proposed addition site were visual cIassificat�ion and
znechanic2u. analysis. The results of pertiznCnt- laboratory tests are. presCnted in Figure 7.
The conclusions and recommendations presented in this report ars based upon the field and
laboratory tests, which in our opinion, define the characteristics of the SL:bSUrf3Ce material
throughout the site in a satisfactory manner. If during �on�truct�on., canditions are encou��tereti
which appear to differ from those presented in this report, it is requested that we be advise -d in
order that appropnate action may be taken.
Respectfully Submitted,
H-4A--.R-,,PER-LEP.A VIT T EN GM EiRIN G 3 INC &
I. Ryan Loftus, EIT
Sohn J a
jjH/jr-1
9`07 6 12 . fnd
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800 WF jutilcial St. Blackfoot, Idaho 83221
j 985 N. Capital Ave.
0 Idaho Falls, Idaho 83405 537 Main St. Salmon, Idaho 83467
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LEGEND9
N E "N ADDI'IONS
TO CHURCH
BUI LDING
I' TEST HOLE
TH-3
PROJECT NAME: MILLHOLLOW LDS CHURCH SHEET I OF I
PROJECT NUMBER: 97612 TEST PIT NUMBER: TH- I
F•
LOCATION: REXBURG, IDAHO
TYPE OF DRILL RIG: HAND AUGER OPERATOR: FRANK SYKES
HOLE SIZE: 4°
DEPTH ro warER: NO -GROUNDWATER ENCOUNTER -ED suRFace ELev,aTiorv: t 4870-,-_
LOGGED BY: FRANK SYKES once: 6/9/97
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DESCRIPTION 0
J
aw v
LU
U.
SOD
Q
s
TOPSOIL - ML
2 .I.i.l.
SILTY GRAVEL - GM
.1.1.l.
all
3
1
4 SANDY SILT - SM
(VERY WET)
5
6 BOTTOM OF TEST HOLE
F
g
9
_T ENGIATEER—ING, N__
HARPER-LEAVIFigure: 2
PROFESSIONAL ENGINEERING, MATERIALS TES77NG & LAND SURVEYING
PROJECT NAME: MILLHOLLOW LDS CHURCH SH EET I 0 I
PROJECT NUMBER: 976I2 TEST PIT NUMBER: TH-2
LQCATIQN:XPUR(�i, IDAHO
TYPE OF DRILL RIG: HAND AUGER OPERATOR: FRANK SYKES
HOLE SIZE: 4" -
DEPTH TO WATER: '.'NO GROUNDWATER ENCOUNTERED - .. SURFACEELEvArIoN:.. t 4870
LOGGED BY: FRANK SYKES DATE: 6I9/}7
L�
DESCRIPTION 0
CL w C�
W ,a.
� 2
ac
SOD�. ,s 1, .� ►..� ►,
n V v
:>
O� Q
Q�0 0
SANDY GRAVEL - GW-GM
o n
Q
BOTTOM OF TEST HALE
4
5
fi
7
S
9
HARPER-LEA VITT ENGlAE--ER-1–N–G7 INC.
PROFESSIOtITAL ENGINEERING MAT�'RIALS T�'STTNG &LAND SURI�'YIIriG Figure: 3
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Unified Said Classification System.
Typical Names
Well graded gravels. gravel -sand
Mlx gyres, little or no (Ire
P rly graded gra#eis..gra pl=end
Mixture. little or no fir1es
Silly gravels. POorl y graded
gravel-s-arid-clzy rn xtures
lavev gravels+ poorly graded
gravel.sand.- i -R mixtures
��t llgra dedSands. gria vell y sand ,
little or no fines
y
SP
� J
Pooriy ,graded sands.'gravelly
sands. little or no fines.
highlY Organic Soils
0
on
U
Silty sands. poorlyr wed sand.
stl; mixtures
Clayey sa nds. p00r1V graded
sand: -clay mixtures
ln org an1Csiltsand very fin sands.
X110 Lr flour. s 1tv Dr -clayey fire
sands car clavev silts with slight
Plasticity
T Inorganic clays of low to med.iurn
.. plasticity. graveltv clavi, sande
la vs . silty clays. lean clays
L rg.aniC silts Ano, o anis silt -Clays
Of l o P P la sti t V
Inorganic silts, micaceotis or
MH diatomaceous fire sandy or silty
Soils. elastic silts f
rH 1T)Or'ganic claYs of high plasticity.
r
ia, clay".s
Ompnic cLays of mediuln to hi;gb.
�
platy 0rg .aniC silts
t # P ea t o nd other h IS hi y o Tank soi Ls
V
e
�F
30
C
Lr
i
'-
4
,
L y
C
M
-f-
Unified Said Classification System.
Typical Names
Well graded gravels. gravel -sand
Mlx gyres, little or no (Ire
P rly graded gra#eis..gra pl=end
Mixture. little or no fir1es
Silly gravels. POorl y graded
gravel-s-arid-clzy rn xtures
lavev gravels+ poorly graded
gravel.sand.- i -R mixtures
��t llgra dedSands. gria vell y sand ,
little or no fines
y
SP
� J
Pooriy ,graded sands.'gravelly
sands. little or no fines.
highlY Organic Soils
0
on
U
Silty sands. poorlyr wed sand.
stl; mixtures
Clayey sa nds. p00r1V graded
sand: -clay mixtures
ln org an1Csiltsand very fin sands.
X110 Lr flour. s 1tv Dr -clayey fire
sands car clavev silts with slight
Plasticity
T Inorganic clays of low to med.iurn
.. plasticity. graveltv clavi, sande
la vs . silty clays. lean clays
L rg.aniC silts Ano, o anis silt -Clays
Of l o P P la sti t V
Inorganic silts, micaceotis or
MH diatomaceous fire sandy or silty
Soils. elastic silts f
rH 1T)Or'ganic claYs of high plasticity.
r
ia, clay".s
Ompnic cLays of mediuln to hi;gb.
�
platy 0rg .aniC silts
t # P ea t o nd other h IS hi y o Tank soi Ls
Laborajory Classir1cgtionilei-- a
D�
U � realer i ha n -4
Not m ting all gradation r hirer -e its for e,
Atterberg limits to%v
"A" I i nc- of Pl less
than
AtLerberg limits above
"A" 1 i n e.. or Pi g rC.3 t er
than 7
CU
ir
l.2x
Above --A*' line- with p)
bvt�%,een 4 and 7 am.
or erfl n -r cases re-
qu iri rig arses of dual
symbols
Grealer I FLa n 6
BelweLcn I and 3
Not meeting Alf gradation requirements for SW
tterb rg l ireilis talo-%,
A" line. or P1 j s
than i
ttcrberg h m its a ookle
-,AL • line. or PI greaier
than ,
Above *-A.* l i n e it h P1
between -I and 7 are
biorderhne cases re-
quirli ng uses Of dUa l
syrn a 1s
V
e
30
'-
4
,
L y
0
Mi
20 30
4 0 70 80 90 100
F
Li ll i d limit
Cr
l a cl t y Chart
F -Or ha rat Dry
c l -a ssi c al L()rl ()f f r) ra'[ SA ES
D
t
_
eA-
-
r.a
6wA
�
+
M
in
t-
7
•
Cj
e
ice.
moi•.
+
•
r
Do
�...
L;
°
Fq
U.
4
�.
r
Lj
Laborajory Classir1cgtionilei-- a
D�
U � realer i ha n -4
Not m ting all gradation r hirer -e its for e,
Atterberg limits to%v
"A" I i nc- of Pl less
than
AtLerberg limits above
"A" 1 i n e.. or Pi g rC.3 t er
than 7
CU
ir
l.2x
Above --A*' line- with p)
bvt�%,een 4 and 7 am.
or erfl n -r cases re-
qu iri rig arses of dual
symbols
Grealer I FLa n 6
BelweLcn I and 3
Not meeting Alf gradation requirements for SW
tterb rg l ireilis talo-%,
A" line. or P1 j s
than i
ttcrberg h m its a ookle
-,AL • line. or PI greaier
than ,
Above *-A.* l i n e it h P1
between -I and 7 are
biorderhne cases re-
quirli ng uses Of dUa l
syrn a 1s
r iOn OI M and SM groups i n# o !su 1vrsi tt ofd and u [or.roaes and Ids CWIjk-_ i�ri i
t Int' Pf ISO of less. the suffix u used when Iiquid i ii is gT-ter I n 28 On isba-Sed on tl-er rs, I LMIts: su lxd used when liquid Ii
fnIt
r clharacttrris�.i� of two groups a.re d i ria tech b% combi nazi ons of zr p S a-Tn: t �._ For exa l ti�.k"+ ,
����� �� r��r_ Tk '-9 ���� s,: ravel -x1d [1+LSX1Uffe
-
sa
Four` No
H
30
'-
Lm
,
L y
0
Mi
20 30
4 0 70 80 90 100
Li ll i d limit
l a cl t y Chart
F -Or ha rat Dry
c l -a ssi c al L()rl ()f f r) ra'[ SA ES
r iOn OI M and SM groups i n# o !su 1vrsi tt ofd and u [or.roaes and Ids CWIjk-_ i�ri i
t Int' Pf ISO of less. the suffix u used when Iiquid i ii is gT-ter I n 28 On isba-Sed on tl-er rs, I LMIts: su lxd used when liquid Ii
fnIt
r clharacttrris�.i� of two groups a.re d i ria tech b% combi nazi ons of zr p S a-Tn: t �._ For exa l ti�.k"+ ,
����� �� r��r_ Tk '-9 ���� s,: ravel -x1d [1+LSX1Uffe
-
sa
Four` No
t I
7m
:IF
I jr 00
100
�v
U.S, SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDBOMETER
-A on -1 .4 104 .11% -q eN A f_% 0% ^ r_'F1 ^ -4 f% ^ 1"5 r% fIx
10
a
100 10 1
GRAIN SIZE IN MILLIMETERS
GRAVEL
coarse I fine
SAND
coarse l medium I
fine
0. 1
O.0 I
SILT OR CLAY
u.uu
Specimen Identification
• SANDYSLT 4.0
Classification
SILT WITH SAND - ML
MC°/a '
LL
PL
Pi
Cc
Cu
ml
r SILTGRAV 3.0
WELL GRADED SILTY GRAVEL - GM
SNDYGRAV Z.0 W:ELLr
GRADED GRAVEL with SILT and SAND GW' -GM
NP
NP
NP
1-13
155.3
Specimen Identification.
D100
D60
D30
D10
%Gravel
%Sand
°/a Silt
%Clay
0
SANDYSLT 4.0
19.00
9.9
29.2
60.9
m
A
SILTGRAV 3.0
SNDYGRAV 2.0
37.50
75.00
0,,58
14-68
1.251
-0t0945
27.3
57.2
32.3
33-64
40.4
9.4
PROJECT MILLHOLLOW LDS CHURCH - REXBURG,
IDAHO
GRADATION CURVES
Harper -Leavitt Engineering Inc.
Idaho Falls, Idaho
JOB NO. y7s,z
DATE 6111/97
Figure No. 7