HomeMy WebLinkAboutDrawingsCURVE TABLE
CURVE DELTA RADIUS LENGTH TANGENT' CHORD BRG. CHORD DIST.
Cli
19'53'05"
2450.00'
850.28'
429.46'
1 S 77'00'52" W
846.02'
C2
T23'09".
2550.00'
328.71'
164.59'
I N 70'40'57" E
328.49'
C3
97'01'58"
25.00'
42.34'
28.27'
N 30'47'27" E
37.46'
C4
48.11'23"
25.00'
21.03'
11.18'
N 41'49'13" W
20.41'
C5
276'22'46"
65.00'
313.54'
=58.14'
I N 72"16'28" E
86.67'
C6.
48'11'23"
25.00'
21.03'
11.18'
S�--6'22'10" W
20.41'
C7
80'1.6'05"
25.00'
35.02'
21.08'
S 57'51'35" E
32.23'
C8
4'57'02"
2550:00'
220.33'
1 ' 0.23'
N 8428'54" E
220.26'
C9
90'00'00"
25.00'
39.27'
25.00' I
N 41'57'25" E
35.36'
C10
48'11'23"
25.00'
21.03'
11:18'
N 27'08'17" W
20.41'
C11
276'22'46'
65.00'
313.54'
-58.14' '�
S 86'57'25" W
86.67'
C12
48'11'23"
25.00'
21.03'
11.18' I
I
S 21'03'06" W
20.41'
C13
90'00'00"
25.00'
39.27'
25.00'
S 48'02'35" E
35.36'
C1415'37'40"
- Building Setback Line
('H.O.A.C.A. = Homeowners Association Common Area
2450.00'
668:25'
336.21'
S'79'08'35" W
666.18'
C15
4' 15'25"2450.00'
182.03
91.06'
ES 69` 12'0 2 " W
181.99'
SUBDIVISION,
SE II recorded in Volume 5996, Page 199 (O.R.B.C.), said iron rod also being in the
Me kommrssloners Court of Brazos Count '- lthe _ provisions
y, pursuant' to _the provisions of
section 21.084
north line of the
said 1037.24 acre Tract Two and the south line of DEER PARK SUBDIVISION recorded in Volume 7356,
P9ge 260 (O. R.B.C.) being
of the Texas Water Code. 'No .OSSF drain 'field '
is to:
encroach on the 100-fo0t sanitary zone
and at or near the common line of the said J. M. BARREFtA,URVEY, A-69
aril the S.D. SMITH SURVEY, Abstract No. 210;
of
feet .of public water wells.. ry private water wells or 150
THENCE: N 86' S7' 25" E along the north line of the said 1037.24 acre tract the
b.) All lots will be .required to have a site/soil evaluation on file with the,
Brazos County Health Department before on-site sewage facility may be
.and south line of said
DEER PARK SUBDIVISION for a distance of 1544.89 feet to a 1/2 -inch iron rod set for corner,
constructed.
c.) On-site
THENCE: S 03' 02' 35" E into the interior of the said 1037.24 acre tract for distance
sewage facility disposal areas shall n
the 150 foot sanitary zone of a private or of encroach the. 100 foot or
P public Well, respectively,
a of 400:00 feet
to a 1/2 -inch iron rod set for corner; 7,
Wellborn Special Utility District will provide water service for the subdivision.
`
8�1
THENCE: S 86' 57' 25" W for a distance of 250.00 feet to a 3/4 -inch iron set
There is a minimum 50' wide Drainage Buffer (25' on each . side of thel:
Icenterline of all drainage ways). See the covenants,
pipe for corner,
conditions, and restrictions
for additional information.
THENCE: S 03` 02' 35" E for a distance of 100.00 feet to a 1/2 -inch iron rod set for corner; 9I
H•O.A. Easements along all streets run parallel to and adjacent to the
THENCE: S 86' 57' 25" W for a distance of 420.88 feet to a 3/4 -inch iron
public
utility easements shown hereon. H.O.A. Easement activities and/or
infrastructure is referenced in the
Curvature of a curve to the left; pipe set for the Point of
covenants, conditions, and restrictions of
the subdivision.
THENCE: 668.25 feet along the arc of said curve having a central angle of 15' 37'
Q. A street connection along the south side. of Mesa Verde. Drive will be provided
in 'a future phase. The street connection
40", d radius of
2450.00 feet, a tangent of 336.21 feet and a long chord bearing S 79' 08' 35" W at a distance
666.18 feet to
will be provided in
P a manner ',•
consistent with the city of College Station's Subdivision
of
a found 1/2 -inch iron rod marking the north corner of Lot 21, Block 8, INDIAN LAKES
SUBDIVISION, PHASE V
Regulations with
respect to block length requirements.
as recorded in Volume 6055, Page 257 (O.R.B.C.); 1
.rAll proposed structures must be no more than 500 feet from a fire hydrant
THENCE: 182.03 feet along said PHASE V in a counter clockwise direction along the arc of a 12.
having d
based on the lay of hose along the street.
Unless otherwise indicated 1/2" Iron Rods
. curve
central angle of 04' 15' 25", a radius of 2450.00 feet; a tangent of 91.06 feet and a long
chord bearing S 69' 12' 02" W at
are set at all corners.
E) - 1/2 Iron Rod Found
a distance of 181.99 feet to a found 3/4 -inch iron pipe for: cor
in the east line of said INDIAN LAKES SUBDIVISION, PHASE II; ner
O - 3/4" Iron Pipe Set
O - 3/4" Iron Pipe Found
THENCE:.along the sold east line of PHAS : II
E for the following three (3) calls:
O - PK Nail Conti of Monuments set in of asphalt pavement for
reference.
1) N 25' 02' 00" W for a distance of 100.06 feet to a found 3/4 -inch iron pie er-corner 1311
2) 328:71 feet in clockwise
Abbreviation:
B.S.L.
a direction along the arc of a curve having o ce tial angle of 07* 2 3
09", a radius of 2550.00 feet, o tangent of 164.59 feet
- Building Setback Line
('H.O.A.C.A. = Homeowners Association Common Area
and o long chord bearing N 70' 40'
57" E at a distance of 328.49 feet to a found 1/2 -inch iron rod for come g
o ner and
� H�O.A.-
0 Ls. E. Homeowners Association Landscape Easement
U0 mvihiv LHrttJ SUtfUiVISION,
3 N HO
37 A E
_ 40
26 Homeowners own r
for a e s Ass '
dist ocra '
once of trop '
560. Ease
PHASE 54 f men
SE feet t
7X1rI to tt
of - the Brazos County, Texas; .and whose nam OF N
POINT. BEGI NTNG and containingP.U.E.
' e is subscribed hereto, COUNTY OF BRAZOS
16.169 acres of land, more or less.
- Public Utility Easement
hereby, dedicate to the. use ' of the
Pr.D.E. - Private Drainage public forever, ail streets, alleys, ,parks;.,
g Easement
-
greenways, infrastructure, '. ..
Y . cture, easements,. and public laces
PP thereon shown for CERTIFICATE OF 7
• the I Karen ..: . .• PLANNING
McQueen, Count Clerk, in and f - AND ZONI G COMMISSION i
Y or said County, do hereby purpose .and consideration. therein expressed. All such dedications shat � Y certif
fee I be in Y Y - (ti?�_tlr' d I n
E 11�c1 for
sr le unless expressly rovided otherwise: that this plat together t its certificates
1 �-+ BRAZOS COUNTY
' of authentication was , file
: : .. d .for '0 ��.
recordi Chairman
n my office the day of : Zoning Com of the Planning and
_ EY ! ;Vi 20 in the 9 mission of the Cit of
Y College Station
. Official Records � 9 herebycertif that - M
' ecoids of Brazos Count Texas in ttached Plat was
of the a -
. ' . Y, Volume- P dui a rove C1tt. ,Jan ylr?Ulf at; UJ.•.91_IF
_
Page Y PP . by the Commission on the da of Y
INAL PEA T
Smiling. Mal eve oPment, LTD.
Y
�',..r
Witnes m hand and official Seal, at iii. I ,
Y As a
I.J.,
By: Smili allard Development Management- y. office in Bryan, Texas. .I. - - - - ---
P g crit; LLC. `. - rY r � f �
Chats
its: General Partner , r �sr
r
By: Paul Clarke
Cha r
or e I 249 .
D_r_ _ i a u
Its: Manager :. County CI r
lm .r! 1 hl�n!b _
_ �, k ,_ r 01182494
-
Brazos AN LAK -EAS y
Angela MlfAcie • _
Brazos C unty, Texas
'.. Myomml�i,lon Explrns
nm!a!inh at Inl CERTIFICATE OF SURVEYOR
STAT.
.�%. _ _ EYOR AND/OR ENGINEER
E OF TEXAS. � � •
_ TA
ILJ V
.BDI USIOX PHA,S.L'
COUNTY OF BRAZOS fie-_Ir�, r - 897 J� TE S
i
Number �.I 1 S OF TEXAS
CERTIFICATE: OF CITY ENGINEER A CERTIFICATE OF APPROVAL
/� : f COUNTY OF BRAZOS
(? y r
�^ i,alrr.CrJh1hIQC O
Befor e, -the undersigned authority, on this da personally � ... --
�2k�. `L'�er Y P ly appeared I, .GJ .? This subdivision i
---- L CK
TS � 8, B O 27
known to me to be the arson wh Cit of C
City Engineer of the Plat was du, approved b the I Kevin
Y P y Commissioners Court . of R. McClure, Registered Professional Lan
' P ase y ollege Station, exas,, hereb certif Brazos. Count Texas •
Land Surveyor No,
name is subscribed to the fore foregoing instrument an Y y that this Subdivision y as the Fin I Plat of such '
Plot ch subdiviswn on the 5650, in the State of Texas hereb i.
9 9 d acknowledged :_ao me conforms to the re uirements of t of da y certif that this
Y p.�t is true
�c, p y ,� CR
ES
he Subdivision Regulations of the Cit of �t---_, 20_I,i and correct and wa ES
s prepared from an octua surve
that he :executed the same for the purpose and consideration therein stated. of the
College Station. Y �- �.
r��5 property and that property markers and mo: a t-8 :are lace
7 Signed this the, -';''da of 1(i, �lGi
Given under my hand and seal on this ��day of 2. �ti� `. '(
( Y M - 20 rl`�' under my superv' non the round. " f€ p d . M. SARRERA SURVEY A=69
e!�rea,
�- - �q �
SRA COU
City ,' ngineer
�.-.�-,..-��' •`.=.�� rr �,,,� ��.. �� ��, T,, TEXAS
City of College. Station Count
U i
y Judge
Kevin R. McClure 'R.P.'. .er?. DUNE 2013
650 ."
L S. No. (5 P
m. oin e Vit: SCALE
"
Brazos County, Texc � i� mmmomm..om ��,.K LE.• 1
_ Notary Public, Brazos County, Texas I;, .° °° P:,:�� = 60'
2 =CEViiN °R. 9UIa?���ai:R�� s ..
•.1� a rib °m nmoemnc:.:c�nm .m �Fj .
0 5f�50 e
Owner: ry , r: .
Smiling II
nO .
�AemSfC;�rrt� g Mallard Development. Ltd. McClure &
mg Browne En ineerin
p
'P+�i.;1,%,!£�F'�'i�'�a'�!ng?lt•l�ir�`F�°X14.'�&L�aL�ur?69`L'7kn<.-.'i3• :..... _-
EQs Street ,
-Mao-go
•°'.. 3608 t 29th 1008 Woodcreek Y g'
""9 9 9/ rve in Inc
����� � _ _ - - _-, � � .• Dr. Suit ,
cr£a�.rs`rrr•-.���r7.�,� ,, - -,= ^y a� e 103
- ---„rarn,z�mcylczumo-rrr, -. ,�x ^ ., Bryan, eXaS 77802
-...........__...- - ---- _.__. ::�-::�-,, .���• T College Station, Texas 77845 'I
(979) 693 3838
_(979) 46 4384
i
__.
_
10670038 fp.dwg
QV�• r � r� "�` � �, � � shy,
W5,
F1,
a '••r Fr i'.:� iii
h
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All
{ 'F
vg
m
s�•.'
SOURCE: CIN OF COLLEGE STATION 2011 AERIAL
CONTOURS PROVIDED BY CITY OF COLLEGE STATION
ii "F.
�`(��
- 22 4as`n l:u
,3 L
'3+'�" '�". a�•F. 4y.>-`�h��a �'..u',�, a•w • ,i� t ti ;j` F rs^'» ^�l''%Z.�' ��sK,
�. �.. �•-' :.-e: .-sea,...
may„
55vd'X_.
PLAN OF BORINGS
CLAY, with numerous very small pocketsil
and thin seams of light gray sand, 84.8
15 slightly moist
OUND WATER OBSERVATION NOTES:
Borehole dry during drilling on
/04/13.
Soils caved into borehole at 13'
ptb, water level at 10' depth on
105/13 (24 hrs after drilling).
COMPLETION DEPTH- 20'
DATE: 04/04/2013
DEPTH TO WATER' IN BORING: See Ground Water
DATE: Observation Notes Above''iI
mental onsu an s_ n6. --
BRIDGE SUMMARY
Connector Pedestrian Bridge 3U' Span x 6' Width
Deck Type: IPE (Hardwood)
Bridge Finish: Weathering Steel
_30'
TOP,, ,
STIRRUPS -
CONCRETE
ABUTMENT BOTTOM CHORD —FLOOR BEAM
SUPPORTING PIER
( NOT SHOWN)
SEE FOUNDATION PLAN AND U)
ELEVATION) w 5 c
af
1 l BRIDGE ELEVATION z-
NOT
TO SCALE � o
CL
L
0' U D
1— O V
U
sl F
5^, 1, ) "'Tt '•'t 4.
� �, , �-'•� fir �
C
nf?---g; Al
�c- r moi'••'.
KEY 100 0 100 FEET
®B-1 BORING LOCATION,
(20) DESIGNATION AND DEPTH
CONTOURS OF EXISTING
ELEVATION
KEY TO SYMBOLS AND SOIL CLASSIFICATION
Unified Soil Classification System (ASTM D 2487)
SAMPLE TYPES COMPRESSIVE STRENGTH TESTS
AND LABORATORY TEST DATA
�{ ® + 0 0
Thin-wall Split -Barrel Rock Core Cone No Cuttings No Hand Torvane Unconfined Compression U -U
Tube w/Testable Penetrometer Recovery Sampling Penetrometer Recovery Triaxial
Sample 3D% Finer - Percent Finer than No. 200 Selve
Major Divisions Group Symbols Typical Names Relative Density of Coarse Strained Soils
g Well -Graded Gravels; Gravel -Sand Penetration Resistance
d > z GW N Value Descriptive
m z m Mixtures, Little or No Fines (Blows/Ft') Term
o = m a 04 Very Loose
H (A n r- ro m Poorly Graded Gravels, Gravel -Sand 4-10 loose
o in — GP Mixtures, Little or No Fines 10-30 Medium Dense
in Q z m 30-50 Dense
J X m g m m GM Silty Gravels, Gravel -Sand -Sift Over 50 Very Dense
Uj z m o " Matures ' Based on driving a split -barrel.
0 IE
O � .,. - „ n. samplerwith a 140 to weight
�u
ma
W � = � �` � g o Clayey Gravels, Gravel -Sand -Clay dropped 30 inches
`- GC Mixtures
(9 Well -Graded Sands, Gravelly Sands, Soil Modifiers
a cz SW
W .�
z... Lithe or No Fines
cn o N LL 5P Poorly Graded Sands, Gravelly CLAYEY
C)
= p o w rn Sands, Little or No Fines
U z
Q ¢
:Em � SILTY
_
`o (13 o . v c m p SM Silty Sands, Sand -Silt Mixtures
SANDY
LL C Q O "ty
Sc
Sands, Sand Clay Mixtures at •, H
ML Inorganic Silts with Slight Plasticity Consistency Terms of Fine -Grained Soils
d J Compressive
U) C Inorganic Clays of Low to Medium Strength, qu Descriptive
Js :3m CI- Plasticity, Gravelly Clays, Lean Clays (toNsq ft) Tenn
U)
W �'" a' 1 1 1 1 0 to 0.25 Very ,}aft
0 m + 1 1 1 10.25 to 0.50 Soft
Organic Silts and Organic Silty
OL 1 I t 1 0.50 to 1.00 Firm
W r1D I I t t Clays of low Plasticity
Z a3 1.00 to 2.00 Stiff
Q vin
Ca Inorganic Silts, Micaceous or 2.00 to 4.00 Very Puff
IYM o U o MH Diatomaceous Fine Sand or Silty Over 4:00 Hard
o " F- vii Soils, Elastic Silts
W 2 -�
Z 2 W F Inorganic Clays of High Plasticity,
LL o E m CH Fat Clays Groundwater Levels
STATIC WATER LEVEL
o OHHNN
Organic Clays of Medium to High
Plasticity, Organic Silts V- HYDROSTATIC WATER LEVEL
HARDNESS CLASSIFICATION OF INTACT ROCK Rock Classification
APPROX. RANGE OF UNIAXIAL COMPRESSION STRENGTH I I I -I;
HARDNESS (P.S.I.) SHALE 1,1.1;1 SILTSTONE
EXTREMELY HARD >13,900
VERY HARD 6,940 - 13,900 LIMESTONE + CLAYSTONE
HARD 3,470 - 6,940
SOFT 1,740 - 3,470 SANDSTONE COAL
VERY SOFT 70 - 1,740
CCSG Engineering & Environmental Consultants, Inc.
Y2"0 SMOOTH DOWEL
BAR x 12" LONG
DRILL 6" INTO EXISTING
SIDEWALK AND EPDXY,
GREASE OTHER END OF
BAR IN ABUTMENT
EXISTING SIDEWALK _
(NORTHSIDE ONLY)
ABUTMENT PLAN VIEW
ENDS
BARS
i
LOG OF BORING NO. B-1
o
PROPOSED ARBORETUM PEDESTRIAN BRIDGEI'II
-1" AIR SPACE
END OF ANDERSON STREET - SOUTH OF SOUTHWESTLPARKWAY
Y2" FIBER BOARD
ISOLATION JOINT
MATERIAL WITH CAP
0'-9" �-- 1'-2"
U
COLLEGE STATION, TEXAS
Q
W
(PER BRIDGE SUPPLIER)
TYPE: 3-1/2" 0 Solid Flight Dry Auger DRILLER: REQUENA/HWD LOCATION: See Plan of Borings
4 - #3 TIES @ 6" O.C.
@ TOP OF PIER
t~�
�+
W O
O
CKING
N
Z @
(�
N -- POCKET PENETROMETER
O -- UNCONFINED COMPRESSION TEST
WOOD DF
v
asurvey
a
,00
to
p
DESCRIPTION OF MATERIAL
Surface elevations obtained from GPS
by Advantage Excavation; Inc.
SURFACE ELEVATION: Not Known
+'.
D
o
Eq
•'"q
m
� �
a
PQ
a
A -- TRIAIXIAL SHEAR TEST
COHESION, TON/SQ. FT.
0.25 0.50 0.75 1.00 1.25 1.50 1.75
Plastic water Liquid
Limit Content, % Limit
1p) 20 30 -4®Q- 50 60 +70
Cwl
(PROVIDED BY
Stiff to very stiff, dark gray, fat CLAY,
moist
LONGITUDINAL BARS
W
4' - #6 VERTICAL
1:4
f,
..
STEEL REINFORCEMENT
(SEE BRIDGE
69.8Fin
®
CONNECTOR
ABUTMENT DETAIL)
Medium dense, brown, very clayey
slightly moist
PEDESTRIAN o'
®
BRIDGE BEAM .�
0
—with decreasing clay content becoming
slightly moist to moist below. 4'
—vnth a thick seam of blown, sandy,
lean clay at 5.25'
0
47. 1 % R
tes
o
Very stiff, brownish—tan to grayish—tan,
sandy, lean CLAY, slightly moist
�
34 R
Fineft
Medium dense, brownish—tan to tan,
very clayey SAND, slightly moist to
moist
H.93.9
0.10A
10
CLAY, with numerous very small pocketsil
and thin seams of light gray sand, 84.8
15 slightly moist
OUND WATER OBSERVATION NOTES:
Borehole dry during drilling on
/04/13.
Soils caved into borehole at 13'
ptb, water level at 10' depth on
105/13 (24 hrs after drilling).
COMPLETION DEPTH- 20'
DATE: 04/04/2013
DEPTH TO WATER' IN BORING: See Ground Water
DATE: Observation Notes Above''iI
mental onsu an s_ n6. --
BRIDGE SUMMARY
Connector Pedestrian Bridge 3U' Span x 6' Width
Deck Type: IPE (Hardwood)
Bridge Finish: Weathering Steel
_30'
TOP,, ,
STIRRUPS -
CONCRETE
ABUTMENT BOTTOM CHORD —FLOOR BEAM
SUPPORTING PIER
( NOT SHOWN)
SEE FOUNDATION PLAN AND U)
ELEVATION) w 5 c
af
1 l BRIDGE ELEVATION z-
NOT
TO SCALE � o
CL
L
0' U D
1— O V
U
sl F
5^, 1, ) "'Tt '•'t 4.
� �, , �-'•� fir �
C
nf?---g; Al
�c- r moi'••'.
KEY 100 0 100 FEET
®B-1 BORING LOCATION,
(20) DESIGNATION AND DEPTH
CONTOURS OF EXISTING
ELEVATION
KEY TO SYMBOLS AND SOIL CLASSIFICATION
Unified Soil Classification System (ASTM D 2487)
SAMPLE TYPES COMPRESSIVE STRENGTH TESTS
AND LABORATORY TEST DATA
�{ ® + 0 0
Thin-wall Split -Barrel Rock Core Cone No Cuttings No Hand Torvane Unconfined Compression U -U
Tube w/Testable Penetrometer Recovery Sampling Penetrometer Recovery Triaxial
Sample 3D% Finer - Percent Finer than No. 200 Selve
Major Divisions Group Symbols Typical Names Relative Density of Coarse Strained Soils
g Well -Graded Gravels; Gravel -Sand Penetration Resistance
d > z GW N Value Descriptive
m z m Mixtures, Little or No Fines (Blows/Ft') Term
o = m a 04 Very Loose
H (A n r- ro m Poorly Graded Gravels, Gravel -Sand 4-10 loose
o in — GP Mixtures, Little or No Fines 10-30 Medium Dense
in Q z m 30-50 Dense
J X m g m m GM Silty Gravels, Gravel -Sand -Sift Over 50 Very Dense
Uj z m o " Matures ' Based on driving a split -barrel.
0 IE
O � .,. - „ n. samplerwith a 140 to weight
�u
ma
W � = � �` � g o Clayey Gravels, Gravel -Sand -Clay dropped 30 inches
`- GC Mixtures
(9 Well -Graded Sands, Gravelly Sands, Soil Modifiers
a cz SW
W .�
z... Lithe or No Fines
cn o N LL 5P Poorly Graded Sands, Gravelly CLAYEY
C)
= p o w rn Sands, Little or No Fines
U z
Q ¢
:Em � SILTY
_
`o (13 o . v c m p SM Silty Sands, Sand -Silt Mixtures
SANDY
LL C Q O "ty
Sc
Sands, Sand Clay Mixtures at •, H
ML Inorganic Silts with Slight Plasticity Consistency Terms of Fine -Grained Soils
d J Compressive
U) C Inorganic Clays of Low to Medium Strength, qu Descriptive
Js :3m CI- Plasticity, Gravelly Clays, Lean Clays (toNsq ft) Tenn
U)
W �'" a' 1 1 1 1 0 to 0.25 Very ,}aft
0 m + 1 1 1 10.25 to 0.50 Soft
Organic Silts and Organic Silty
OL 1 I t 1 0.50 to 1.00 Firm
W r1D I I t t Clays of low Plasticity
Z a3 1.00 to 2.00 Stiff
Q vin
Ca Inorganic Silts, Micaceous or 2.00 to 4.00 Very Puff
IYM o U o MH Diatomaceous Fine Sand or Silty Over 4:00 Hard
o " F- vii Soils, Elastic Silts
W 2 -�
Z 2 W F Inorganic Clays of High Plasticity,
LL o E m CH Fat Clays Groundwater Levels
STATIC WATER LEVEL
o OHHNN
Organic Clays of Medium to High
Plasticity, Organic Silts V- HYDROSTATIC WATER LEVEL
HARDNESS CLASSIFICATION OF INTACT ROCK Rock Classification
APPROX. RANGE OF UNIAXIAL COMPRESSION STRENGTH I I I -I;
HARDNESS (P.S.I.) SHALE 1,1.1;1 SILTSTONE
EXTREMELY HARD >13,900
VERY HARD 6,940 - 13,900 LIMESTONE + CLAYSTONE
HARD 3,470 - 6,940
SOFT 1,740 - 3,470 SANDSTONE COAL
VERY SOFT 70 - 1,740
CCSG Engineering & Environmental Consultants, Inc.
Y2"0 SMOOTH DOWEL
BAR x 12" LONG
DRILL 6" INTO EXISTING
SIDEWALK AND EPDXY,
GREASE OTHER END OF
BAR IN ABUTMENT
EXISTING SIDEWALK _
(NORTHSIDE ONLY)
ABUTMENT PLAN VIEW
ENDS
BARS
r W
1
a- in
W
00 Y rn
Q_m
U1 R 'wUzo az
o zo
m
.0 Tw =lo-
'W .0 01.
ZQ �ooZ ¢o
3:'W WO >
W W Z Z Z Z W
W
a Z OU W U, W
Wo; OLL�Zo
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_ EXTEND PIER STEEL
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7 - #4 STIRRUPS Col 6"
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2 BRIDGE ABUTMENT DETAIL
NOT TO SCALE
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BEAR PIERS IN VERY STIFF SHEET TITLE:
GRAYISH—BROWN SANDY CLAY
SOIL @ 15' BELOW EXISTING ARBORETUM
GROUND SURFACE PEDESTRIAN BRIDGE
FOUNDATION
PROJ. NO.: 13049-250
DRAWN BY: AEA
DATE: 06/28/13
24" SCALE: AS SHOWN
APPR: MFC
PEDESTRIAN BRIDGE ABUTMENT DRAWING:
FOUNDATION PLAN AND ELEVATION S-2
TO SCALE
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(SEE DETAIL 3)
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NOT TO SCALE
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BEAR PIERS IN VERY STIFF SHEET TITLE:
GRAYISH—BROWN SANDY CLAY
SOIL @ 15' BELOW EXISTING ARBORETUM
GROUND SURFACE PEDESTRIAN BRIDGE
FOUNDATION
PROJ. NO.: 13049-250
DRAWN BY: AEA
DATE: 06/28/13
24" SCALE: AS SHOWN
APPR: MFC
PEDESTRIAN BRIDGE ABUTMENT DRAWING:
FOUNDATION PLAN AND ELEVATION S-2
TO SCALE
GENERAL FOUNDATION NOTES
E. DRILLED PIER EXCAVATIONS:
12)
Concrete shall have an air entrainment agent approved by the engineer.
5)
1) The installation of deep pier foundation elements should be pursued in accordance with procedures :outlined in The Deep Foundations Institute, Drilled
13)
A curing compound shall be applied to the exposed concrete immediately after placement and according to mam
17) All exposed corners shall have a tooled joint or a Y4"chamfer as directed by the Contractor, unless otherwise notes
A. GENERAL
Shaft lnspector`s Manual, Second Edition, 2004, or a more current edition if applicable, and also as outlined in the previously referenced Publication No.
concrete to prevent any loose excavated soil from entering the excavation.
between 15 and 30, inclusive, with a maximum liquid limit (LL) values of 49.
1) The structural items and seal indicated on these indicated on these drawings apply only to the foundation system as performed by CSGEngineering &
FHWA-NHI-10-016 entitled "Drilled Shafts: Construction Procedures and LRFD Design Methods."
14)
All abutment reinforcement shall be adequately supported by chairs.
18) Concrete and grout shall not be poured if ambient air temperature is 40 degrees Fahrenheit and falling or 95 degr
Environmental Consultants, Inc. (CSC) for the indicated bridge. The bridge structure itself; including all beams, base plates, anchor rods (bolts), decking and
2) The drilled pier excavations should be checked to ensure that the shaft and bell size and the founding depth(s) specified on the plans have -been achieved.
4)
Prompt placement of concrete into the pier excavation as soon as the drilling is completed and the excavation cleaned and inspected is strongly
safety railing, associated therewith are being designed by others and are not the responsibility of CSC.
Verification of the construction process, the plumbness, and the dimensional characteristics of the piers or footings should be performed as part of the
1S)
Reinforcing bars shall be secured at every intersection with wire -ties.
8)
The fill soils shall be placed in lifts with a maximum compacted thickness of 6 inches.
project quality assurance (QA) program.
specifications.
2) The foundation design currently shown on the drawings is. based on assumed bridge length, beam boring locations, beams depths, anchor bolt (or anchor 16) The excavation for the abutments shall be cleaned of all debris including soil cave-in and standing water before placing concrete.
Fahrenheit and rising.
embedments, and projections above the
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rod) locations), and the assumption that the bridge would be subject only to pedestrian loads and not vehicle loads. Some adjustments.in the dimensions of
the bridge abutments may have to be made depending upon the bridge selected b the Contractor and the related actual length of the; brid a and the
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3)
The drilled pier excavations should be inspected to ensure that all loose material greater than 3 inches in dimension and all standing water over 2 inches in
5)
associated details concerningthe bridge beams supported b the abutment. Prior to the commencement o an construction o the oundation system,,
g PP y f Y f foundation
depth have been removed from the excavations prior to placement of the concrete. Precautions should betaken during placement of the reinforcement and
17) All exposed corners shall have a tooled joint or a Y4"chamfer as directed by the Contractor, unless otherwise notes
that classify as SC OR CL type soils under the Unified Soils Classification System (USCS, ASTM D 2487), and in addition shall have a plasticity index (PI) value
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shown on these drawings, CSC must receive verification that the final bridge lengths and other details concerning the bridge bean)s'are compatible uvifl; ;
concrete to prevent any loose excavated soil from entering the excavation.
between 15 and 30, inclusive, with a maximum liquid limit (LL) values of 49.
1,
the dimensions of the foundation system shown on the drawings. CSC will then review the submitted information in order to determine if the final
7)
Sods containing an excessive amount of silt i.e., greater than approximately 20 to 25percent) without a corremonding amount of clays shall not be used as
18) Concrete and grout shall not be poured if ambient air temperature is 40 degrees Fahrenheit and falling or 95 degr
building superstructure design necessitates changes to the foundation system depicted in these drawings. ; ; ; ; :
4)
Prompt placement of concrete into the pier excavation as soon as the drilling is completed and the excavation cleaned and inspected is strongly
present. If the existing organic soils and weak surficial soils present at the site are not removed' prior to construction of the proposed approach trail to the deep root systems of the plants can help alleviate potential bank erosion.
6) Placement of all reinforcing steel, including laps, bends, and splices, shall conform to CRS1 Standards and the latest issue of the ACI 318 code and the
recommended. Under no circumstances should a pier be drilled that cannot be filled with concrete before the end of the workday.
8)
The fill soils shall be placed in lifts with a maximum compacted thickness of 6 inches.
4) The foundation system shown on these plans was designed in general conformance with the. requirements of the 2012 Version of the international Building
indicated in the contract documents or approved by the structural engineer.
Code (IBC).
( )
5 )strong!
There is a ty g p p p J sloughing pier
possibili that round water will enter the o en ler excavations at the ro'ect site and will cause excessive slou hip of the
G. STRUCTURAL STEEL:.
should either be removed from the site or alternately, stockpiled and used as fill materials in proposed landscaped areas that will not have to support^J
compaction test, ASTM D 698, at moisture contents in the range of the previously referenced OMC to a maximum of 4 percent above the OMC, inclusive.
excavation sidewalls. Therefore, the contractor should be prepared to use casing in order to ensure the integrity of the excavation and to permit pouring of
10) Compaction characteristics of the compacted fill shall be verified by in-place moisture -density tests. The tests shall be performed on each 6 -inch thick lift of
5) All foundation plan dimensions are dependent upon the,final dimensions of the prefabricated bridge selected for the project. The contractor shall
pier concrete in a dry condition.
1) The bridge steel superstructure and base plate installation requirements (including anchor rod layouts, size,
segment of corner bar equal to 40 bar diameters. Alternately, provide standard ACI hooks for top and bottom bars at discontinuous ends of all grade beams.
coordinate the foundation plans with the plans of the bridge supplier and shall contact the foundation engineer if adjustments in the bridge foundation:
�-+
finished abutment) shall be the responsibility of the bridge designer and are not a part of these drawings.
system are necessary to accommodate the bridge. Coordination and compatibility of dimensions is the responsibility of the Contractor and not the Owner or
6)
The'reinfordrig steel cage placed in the pier shaft excavation should extend to no closer than 3 inches of the base of the shaft. The cage should be designed
t
the foundation design engineer. The foundation design engineer shall be notified if any discrepancies exist between the foundation plans and any other
from the standpoint of meeting three requirements: (1) structural requirements for any uplift loads imposed- by the supporting structure; (2) structural
The abutments excavations shall be checked to ensure that all loose materials have been removed from the excavations prior to placement of concrete'!a.
plans prior to commencement of construction. It is particularly important that all base plates and anchor rods be located so that no anchor rod be any
'elements
requirements for resistance of potential tensile forces attributable to swelling of foundation soils along the upper portion of the pier; and (3) stability
Concrete cast against and permanently exposed to earth - 3”
closer that 4 inches to the edge of the abutment. The fabrication of any superstructure 'bridge shall not beinitiated until all bridge dimensions are
Some of the soils at the site may be somewhat difficult to excavate as part of the construction of the abutments if the upper soils are wet due to antecedent
requirements of the cage structure during construction placement.
checked and verified for conformance with the foundation plans.
b. Concrete exposed to backfilled earth and weather:
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slough or slide into excavations until more stable side slopes are formed at shallower angles than vertical. Any such fall -in should be removed from the i
5) The Contractor shall coordinate all foundation drawings with any site drawings. Underground plumbing and electrical elements shali'be installed before
U
excavation. The Contractor should take whatever actions are necessary, including the use of wooden forms, to maintain the stability of the abutment i '
i. #6 bars and larger - 2"
placing reinforcing steel for the foundation systems. Conflicts between the foundation systems layout and the utilities shall be brought to the attention of
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the foundation engineering prior to construction to determine if any modifications to the foundation plans.are warranted.:
F. GENERAL SITE DRAINAGE AND EROSION CONTROL:
�
M n
►-`1 44
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6) The finished elevation of the bridge above the existing surface rade immediate) surrounding the bridge shall be verified b the Owner prior to the
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1)
it is critical to the performance of the bridge foundation that an adequate storm water drainage management Ian be formulated for the overall project site
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3)
commencement of construction.
band for the brid a are in paicular. Poor brid a foundatiand-superstructure performheen experienced when storm water run-off has not
and inspection of the excavation is strongly recommended. Precautions should be taken during placement of the reinforcement and concrete to prevent any
been controlled.,Site grading plans shall include the elevation of the bridge d a atas' n' t height above the surrounding ground surface elevations s so that
loose excavated soil from entering into the excavation. Any clods of earth that slump into the footing excavation during concrete placement should be
7) The details designated as typical shall apply generally to the drawings in all areas where conditions are similar to those described'in the details.
final grades around the structure can be established to promote storm water moving by gravity flow away from and from around the P erimeter of the
rainfall event. Otherwise, the storm water run-off could flood the excavations and result in the creation of a weak saturated soil layer or the collection of
bridge.
8) Construction methods, procedures, and sequences are the responsibility of the Contractor. The Contractor shall take all necessary means to maintain and
;
increase the magnitudes of abutment movement or even undermine the stability of the abutments and the backfilled soils behind the abutments.
protect the integrity of all structural elements at all stages of construction.
2)
Finished grades surrounding the bridge should be established so as to promote positive drainage away from the bridge area.
Verification of the construction process and the dimensional characteristics of the abutments shall be performed by an independent testing laboratory as
B. SUBSURFACE EXPLORATION AND GEOTECHNICAL STUDY:
3)
Roof gutters should be routed to established drainage channels or patterns down -gradient from the building prior to discharging: No trees or other plantings
requiring irrigation watering shall be placed in the area immediately surrounding the building so that additional sources of moisture loss (tree root systems)
1) A site and project specific subsurface exploration and geotechnical study was performed for the project by CSC. ,The study consisted of the drilling of a single
or gain (landscape watering) are introduced around the foundation system. If moisture is introduced into the building area, it may accumulate and
boring to 20 feet on the northern side of the drainage way that the bridge will be crossing and the laboratory testing of soils recovered from the boring.. The
subsequently and within the building ad, especially since the ad will be constructed of relative) permeable soils. Such ponding within the building ad
q. Y P P P Y P y P P g g P
log of boring is presented in Sheet S-1.
will cause water to migrate downward and produce swelling of foundation clays beneath the building pad to a greater magnitude than was anticipated in
the design.
2) The Contractor shall verify that the subsurface soil conditions at both ends of the bridge conform to those described in the above referenced geotechnical log
3)
The storm water management plan shall also consider the use of perimeter interceptor ditches and/or berms so that surface water that would normal) flow
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of boring prior to the construction of the foundation system for the bridge. If actual subsurface conditions differ from the conditions described in the
towards the bridge area from the higher elevations of the site is intercepted before the water migrates through the structure area. The intercepted storm
geotechnical study the foundation engineer shall be contacted to determine if adjustments in the foundation design are necessary.
water should be routed to drainage ways in the area of the site before discharging at down -gradient locations.
4)
The storm water management plan should incorporate the use of various soil erosion control features to minimize the erosion potential of the surface soils
C. GENERAL SITE PREPARATION AND FILL PLACEMENT:
across the site, especially in areas of channelized storm water flows. It is especially important that temporary and/or permanent vegetation be established
during construction or as soon as possible following construction to minimize soil loss. Site grading features such as terracing and the use of slope diversion
Fahrenheit and rising.
embedments, and projections above the
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PROJ. NO.: 13049-250
DRAWN BY: AEA
DATE: 06/27/13
SCALE: AS SHOWN
APPR: MFC
DRAWING:
S-1
berms to slow water flows at the top of the steep slopes in the area of the bridge should also be strongly evaluated for inclusion in erosion control plans.
1) Some limited volume of fill soils may have to be placed on the southern bank of the drainage way to provide'for'the approach of the trail to the bridge.
3) Mixing, transporting, and placing of concrete shall conform to ACI 301.
5)
Other erosion control features that may be considered for use in any existing or newly established drainage ways where flow velocities are high include the
that classify as SC OR CL type soils under the Unified Soils Classification System (USCS, ASTM D 2487), and in addition shall have a plasticity index (PI) value
following: rock, timber, stone dams at various points along the route of the drainage ways, synthetic or natural fiber matting along the sides and bottoms of
between 15 and 30, inclusive, with a maximum liquid limit (LL) values of 49.
2) All vegetation, organic matter, and topsoils should be stripped and removed from the areas of planned fill plac ement. The removal of the vegetation should the entire length of the drainage ways, ri ra , concrete pads, sedimentation basins or drop structures at discharge points where high velocity could produce
7)
Sods containing an excessive amount of silt i.e., greater than approximately 20 to 25percent) without a corremonding amount of clays shall not be used as
5 All reinforcing steel shall be fabricated in accordance with the latest issue of the ACi 318 Code.
-
include all roots. Special attention should be directed to the removal of any existing weak surficial soils and all organic materials or "muck" that may be problems. In addition; stabilization zones of bush or shrub vegetation along the upper banks of channelized drainage ways should be established so that the
select fill. Soils classifying as ML, CL -ML, MH, OL, OH, CH, OR SM type soils under the previously referenced USCS shall not be used as select fill.
present. If the existing organic soils and weak surficial soils present at the site are not removed' prior to construction of the proposed approach trail to the deep root systems of the plants can help alleviate potential bank erosion.
6) Placement of all reinforcing steel, including laps, bends, and splices, shall conform to CRS1 Standards and the latest issue of the ACI 318 code and the
8)
The fill soils shall be placed in lifts with a maximum compacted thickness of 6 inches.
bridge, it is possible that these existing soils could interfere with the proposed construction and could potentially adversely impact the future performance
indicated in the contract documents or approved by the structural engineer.
of the proposed approach trail. In any event, all excavated organic materials and topsoils and any potentially unsatisfactory existing weak surficial soils
9)
The select fill shall be compacted to densities corresponding at a minimum of 95 percent of the maximum density determined in the Standard Proctor
7) Reinforcing steel designated as continuous„ shall lap a minimum of 40 bar diameters at splices unless noted otherwise. Reinforcing steel splices in grade
should either be removed from the site or alternately, stockpiled and used as fill materials in proposed landscaped areas that will not have to support^J
compaction test, ASTM D 698, at moisture contents in the range of the previously referenced OMC to a maximum of 4 percent above the OMC, inclusive.
Q�
10) Compaction characteristics of the compacted fill shall be verified by in-place moisture -density tests. The tests shall be performed on each 6 -inch thick lift of
structural elements. F. CONCRETE AND REINFORCING STEEL:
f�
fill at an aver rate of one (1) test for every 2,000 square feet of fill placement area, but -not less than three (3) tests per lift of fill.
segment of corner bar equal to 40 bar diameters. Alternately, provide standard ACI hooks for top and bottom bars at discontinuous ends of all grade beams.
3) The subgrade soils in the areas of planned fill placement which are exposed after stripping of the existing surficial organic materials and weak soils shall be 1 g P g P • Yaggregatew
Concrete for the foundations shall be normal weight and reach a minimum compressive strength of 3 500 psi at 28 days, with a maximum size of
proof rolled with a light to medium weight vehicle. All soils failing the -rolling test be
�-+
10) All construction joints not indicated on the plans shall be approved in advance by the structural engineer.
proof shall excavated and replaced with compacted select fill soils as one inch.
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subsequently defined.
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The abutments excavations shall be checked to ensure that all loose materials have been removed from the excavations prior to placement of concrete'!a.
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Concrete cast against and permanently exposed to earth - 3”
2) The compressive strength of the concrete shall be verified by making test sets of cylinders during placement. Each test set should consist of four cylinders
4) The subgrade soils passing the proof -rolling test shall then be compacted. The subgrade soils shall be compacted to between 95 and 100 percent of the
Some of the soils at the site may be somewhat difficult to excavate as part of the construction of the abutments if the upper soils are wet due to antecedent
with one set being cast during each placement at a rate of one set for every 50 cubic yards of concrete placed_ At least one set of cylinders should be cast
maximum density determined in the Standard Proctor compaction test (ASTM D 698) at moisture contents in the range of the optimum moisture content during each day. The first cylinder of the set should be tested for compressive strength at 7 days following two be
b. Concrete exposed to backfilled earth and weather:
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slough or slide into excavations until more stable side slopes are formed at shallower angles than vertical. Any such fall -in should be removed from the i
placement placement and cylinders should
(OMC)
OMC to 4 above the OMC inclusive. Compaction the be b in-place The
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excavation. The Contractor should take whatever actions are necessary, including the use of wooden forms, to maintain the stability of the abutment i '
i. #6 bars and larger - 2"
percent characteristics of subgrade soils shall verified moisture -density tests.
P P g Y -p y tested at 28 days following placement. The fourth cylinder should be held in reserve pending the evaluation of the compression test results for the other
tests be
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shall performed.at.an average rate of one test for every 2,000. square feet of planned fill area, with a minimum of three (3) tests being performed three cylinders and may be either tested or discarded upon the completion of the evaluation.
for the subgrade in individual fill areas.
immediately after periods of heavy rainfall, there may be problems with temporarily high or perched groundwater. The possible need for storm water'
�
M n
►-`1 44
0
PROJ. NO.: 13049-250
DRAWN BY: AEA
DATE: 06/27/13
SCALE: AS SHOWN
APPR: MFC
DRAWING:
S-1
3) Mixing, transporting, and placing of concrete shall conform to ACI 301.
5)
Any fill soils required to adjust the grades in the area of the planned bridge shall consist of soils that are defined as clayey sands or very sandy, lean clays
that classify as SC OR CL type soils under the Unified Soils Classification System (USCS, ASTM D 2487), and in addition shall have a plasticity index (PI) value
4) Reinforcing bars shall conform to ASTM A615, Grade 60 deformed bars.
between 15 and 30, inclusive, with a maximum liquid limit (LL) values of 49.
7)
Sods containing an excessive amount of silt i.e., greater than approximately 20 to 25percent) without a corremonding amount of clays shall not be used as
5 All reinforcing steel shall be fabricated in accordance with the latest issue of the ACi 318 Code.
-
select fill. Soils classifying as ML, CL -ML, MH, OL, OH, CH, OR SM type soils under the previously referenced USCS shall not be used as select fill.
6) Placement of all reinforcing steel, including laps, bends, and splices, shall conform to CRS1 Standards and the latest issue of the ACI 318 code and the
8)
The fill soils shall be placed in lifts with a maximum compacted thickness of 6 inches.
requirements of the Concrete Reinforcing Steel Institute. Unless otherwise noted, reinforcing steel shall not be tack welded, welded; heated; or cut, unless
indicated in the contract documents or approved by the structural engineer.
9)
The select fill shall be compacted to densities corresponding at a minimum of 95 percent of the maximum density determined in the Standard Proctor
7) Reinforcing steel designated as continuous„ shall lap a minimum of 40 bar diameters at splices unless noted otherwise. Reinforcing steel splices in grade
compaction test, ASTM D 698, at moisture contents in the range of the previously referenced OMC to a maximum of 4 percent above the OMC, inclusive.
beams shall be located mid -span of supports for bottom bars and at centerline for top bars. Splices in slab reinforcing shall be staggered:
10) Compaction characteristics of the compacted fill shall be verified by in-place moisture -density tests. The tests shall be performed on each 6 -inch thick lift of
8) Provide top and bottom corner bars at all discontinuous ends of beams. Use corner bars corresponding to largest bar size being lapped with length of each
fill at an aver rate of one (1) test for every 2,000 square feet of fill placement area, but -not less than three (3) tests per lift of fill.
segment of corner bar equal to 40 bar diameters. Alternately, provide standard ACI hooks for top and bottom bars at discontinuous ends of all grade beams.
10) All construction joints not indicated on the plans shall be approved in advance by the structural engineer.
D. ABUTMENT EXCAVATIONS:
t
11) Concrete cover for deformed reinforcement:
1)
The abutments excavations shall be checked to ensure that all loose materials have been removed from the excavations prior to placement of concrete'!a.
Concrete cast against and permanently exposed to earth - 3”
2)
Some of the soils at the site may be somewhat difficult to excavate as part of the construction of the abutments if the upper soils are wet due to antecedent
precipitation at the time of construction. Low cohesive and granular materials that comprise the sidewalls of vertical cut excavations have a tendency to
b. Concrete exposed to backfilled earth and weather:
slough or slide into excavations until more stable side slopes are formed at shallower angles than vertical. Any such fall -in should be removed from the i
excavation. The Contractor should take whatever actions are necessary, including the use of wooden forms, to maintain the stability of the abutment i '
i. #6 bars and larger - 2"
excavations so as to complete placement of reinforcing steel within the planned abutment cross section. In addition, if the excavations occur during or
immediately after periods of heavy rainfall, there may be problems with temporarily high or perched groundwater. The possible need for storm water'
Vii. #5 bars and smaller -1 %"
0
interceptor ditches, sumps, and sump pumps should be anticipated.
3)
Prompt placement of reinforcing steel and concrete into the abutment excavations following completion of digging, cleaning, setting of reinforcing steel,
and inspection of the excavation is strongly recommended. Precautions should be taken during placement of the reinforcement and concrete to prevent any
loose excavated soil from entering into the excavation. Any clods of earth that slump into the footing excavation during concrete placement should be
promptly removed. Under no circumstances should an abutment be excavated that cannot be filled with concrete before the occurrence of a significant
rainfall event. Otherwise, the storm water run-off could flood the excavations and result in the creation of a weak saturated soil layer or the collection of
eroded soils across the bottoms of the excavations. The presence of a layer of weak, saturated soils or of loose, eroded soils beneath the abutment could
increase the magnitudes of abutment movement or even undermine the stability of the abutments and the backfilled soils behind the abutments.
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4)
Verification of the construction process and the dimensional characteristics of the abutments shall be performed by an independent testing laboratory as
part of the Contractor's quality assurance program.
PROJ. NO.: 13049-250
DRAWN BY: AEA
DATE: 06/27/13
SCALE: AS SHOWN
APPR: MFC
DRAWING:
S-1