HomeMy WebLinkAboutSDP202000009 Plan - Revision 2021-05-04Ste. 16.5
Sta. O__
WALLA
MATCH LINE SEE SHEET C5.0 1
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WALL B —
EMERGING T:CHNOIOGY
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DRAWING INDEX
Sheet
1
Site Plan
2
General Notes/ Design Parameters
3-4
Details
5-6
Wall A - Sta. 0 to 5ta. 171
7-9
Wall B - Sta. 0 to Sta. 410
10
Wall C - Sta. 0 to Sta. 48
W
Stc. 183
\
m
Sta. 324
— \ _ 48WALL C
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Sta. 410
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SITE PLAN
E
I42" Tull Safety Handrail or Fence
N w/ Sleeve -It SW Fence -Post Anchoring System
Lap Unit
Secure to Top Um\
w/ Concrete Adhesive
Anchor Diamond Pro Units
Drainage Aggregate
Min 12" Thick
Non -Woven Filter Fabric
Mirafi 140N or Equivalent
6eogrid Reinforcement (Typical)
Refer to Wall Profile for Geogrid Type,
Geogrid Length (GL) and Location
VDOT No. 57 Stone AN — — _ _ _
_�-24" Vertical Spacing (Typ.)
Weephole w/Wall Drain Pro _ _ _
Daylight Pipe
Through Wall _ Retained Soil
40' OC Spacing (Typ.)
Reinforced Fill
—4" Dia. Drain Pipe Granular or Low Plasticity Soil
Compacted Bockf ill (See Drain Detail) Compact To Min 95% Standard
Crushed Stone Leveling Pod— GL Proctor Density
6" Thick x 24" Wide
See Wall Profile
TYPICAL RETAINING WALL CROSS SECTION
(Not to Scale)
EL 12-1/2" i
--------------
0 0 12"
Straight
Rear Lip APT� Split Face
18"
1" Setback
r
I �
8-1/2" 8" 8" I l
1 1
Scale: I" = 60 FT
ANCHOR DIAMOND PRO UNIT
0 30 30 (Not to Scale)
UVA Foundation - Discover
Anchor Diamond Pro Segmental Retaining Walls ���?, %
(Omw*illift
UVA Foundation -Discovery Drive
. ClkCharlottesville, Albemarle County, Virginiallo.OV245
Site Plan Adapted From the Grading and Drainage Plan, Sheet No. C5.1,[�// 7/ZJ
Dated January 21, 2020 (Rev. 2 - 8/19/20), Prepared By Timmons Group. tSite Plan For Illustrative Purpose. Approx. Scale: 1" = 60 FT g"ONAL 6N
meo 5956 Buckland Mill Road
e otechnicalal
s Engineering, P.C. Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2559
NOTES:
1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL
AND GEOGRID ALIGNMENT.
2.0 BENCH CUT ALL EXCAVATED SLOPES.
3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN
ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL
ENGINEER TO REMOVE UNSUITABLE SOIL.
4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE
AND PROVIDE EXCAVATION SUPPORT IF NEEDED.
5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION
SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS.
6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL,
OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK
LAYER WITH A MINIMUM WIDTH OF 24 INCHES.
7.0 A 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED
BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT
THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND
THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL).
8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF
CLEAN ANGULAR GRAVEL (VDOT NO.57 STONE), MEETING THE FOLLOWING
GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422.
SIEVE SIZE PERCENTAGEPA55ING
1-112 INCH 100
1 INCH 95-100
1/2 INCH 25 - 60
NO.4 0-10
NO. 8 0-5
9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED
BACKFILL FOR THE REQUIRED GE06RID LENGTH (GL) IN THE
TENSILE STRENGTH DIRECTION (PERPENDICULAR TO WALL FACE)
NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE
PLACED WITHIN ONE INCH OF THE FRONT FACE OF
THE UNIT BELOW AND EXTEND HORIZONTALLY
OVER COMPACTED FILL.
10.0 ANCHOR DIAMOND PRO UNITS MOLDED DIMENSIONS
SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY
12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN
+ 1/8 INCH IN ANY DIMENSION.
11.0 A 1-INCH SETBACK PER UNIT (REAR LIP) SHALL BE MAINTAINED FOR
PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL).
12.0 GEOGRIDS SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE
OF THE UNITS AND GEOGRID5 PULLED TIGHT (AFTER PLACEMENT
OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK
AND TO INTEGRATE GEOGRIDS AND UNITS.
13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAY BE MADE
ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS
OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY
A MAXIMUM OF 1/4 INCH VERTICAL HEIGHT.
DESIGN PARAMETERS:
1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC)
14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL
AND 2015 INTERNATIONAL BUILDING CODE (IBC).
WITH U5C5 SOIL TYPES GP, &W, GM, &C, 5W, SP, SM OR 5C
2 THE WALL PROFILES ARE BASED ON THE GRADING & DRAINAGE PLAN,
WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 30 DEGREES
SHEET NO. C5.1, JANUARY 21, 2020 (REV. 2 - 8/19/20),
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5.
PREPARED BY TIMMONS GROUP.
MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER.
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO
THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM
SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL
LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI)
CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS.
OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 56200 GEOGRIDS.
OTHER COMPATIBLE GE06RID5 MAY BE SUBSTITUTED WITH THE APPROVAL
OF THE WALL DESIGN ENGINEER.
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW)
REINFORCED FILL ZONE.
ASSUMES THE FOLLOWING PARAMETERS:
Ym, Moist FRICTION
15.0 REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
SOIL SOIL UNIT WEIGHT ANGLE COHESION
COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD
CONDITIONS Type (PCF) (DEG) (PSF)
PROCTOR DENSITY (A5TM D-698) AND WITHIN + 3 PERCENTAGE
REINFORCED FILL Granular Fill, SC, SM or Better 120 30 0
POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL
RETAINED SOIL Clayey 5AND or Silty 5AND 120 30 0
BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN
FOUNDATION SOIL Clayey 5AND or Silty 5AND 120 30 100
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT.
16.0 A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY
NO.57 STONE. COMPACTION TESTS CAN BE WAIVED
WHERE NO.57 STONE IS USED AS REINFORCED FILL.
17.0 CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE
RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID
WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION.
18.0 ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT,
OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED.
19.0 IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL
LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN
PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN
ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL.
20.0 DETAIL FOR PEDESTRIAN GUARD POSTS AT THE TOP OF THE WALL
IS PROVIDED FOR PLACEMENT OF POSTS BEHIND THE WALL.
1" Setback
)pen Cells
Filled With Stone)
1" Rear Lip
UNIT CONNECTION DETAIL
(Not to Scale)
6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR SOIL FILL
(SC, SM OR BETTER) IN THE REINFORCED FILL ZONE.
ALL ENGINEERED FILL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS
AND EACH LIFT IS COMPACTED TO A MINIMUM OF 95% OF
MAX. STANDARD PROCTOR DENSITY, AND WITHIN+ 3 PERCENTAGE POINTS
OF OPTIMUM MOISTURE CONTENT, USING PORTABLE COMPACTION EQUIPMENT.
DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFO
ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN 5UBGRADE SHALL BE
UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE
FOUNDATION 5UB6RADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
WALL A - MAX. WALL HEIGHT = 6 FEET (INCLUDING EMBEDMENT)"
WALL B - MAX. WALL HEIGHT = 10 FEET (INCLUDING EMBEDMENT)
WALL C - MAX. WALL HEIGHT = 4 FEET (INCLUDING EMBEDMENT)
FRONT SLOPE = LEVEL TO MAX. 31HAV
BACKSLOPE BEHIND THE WALL = LEVEL TO MAX 3HAV
"EQUIVALENT BUILDING SURCHARGE AT TOP OF WALL = 350 PSF
PEDESTRIAN SURCHARGE AT TOP OF WALL = 100 PSF
MIN FACTOR OF SAFETY (SLIDING) = 1.5
MIN FACTOR OF SAFETY (OVERTURNING) = 2.0
MIN FACTOR OF SAFETY (BEARING CAPACITY) = 2.0
a = DESIGN SOIL BEARING PRESSURE = 500 PSF TO 1,500 PSF
MIN4EL R. CIRO
No. OV245
4/i 7/u
Charlottesville, Albemarle County, Virginia
CIRCEO GEOTECH
Circeo 5956 Buckland Mill Road
G .atechnicBl
Engineering, P.0 Roanoke, Virginia 24019
F I Phone:(540) 366-2379
,SSt'ONAL tNV Date:
N/A
71Project No. RW-2559
7/21
--- Sheet 1 2 of 10
Handrail Post in Wall
Design for 200 Ibs Concentrated Load Applied Horizontally
@ Top of Railing (42" Height) For Pedestrian Safety (F_%." = 1.5)
Cap Unit
Secure to Top Unit
w/ Concrete Adhesive
/-- Cut Geogrid Around Footing
Reinforced Fill
Concrete Footing (Min 8" T x 12" + b x Min 24" L)
w/Two (2) No. 4 Rebar 16" + Long w/ 90' Hook x 16"+ Long
L= Min 24"
Cap Unit
Adhere to Top Unit
w/ Concrete Adhesive
SRW Units
Drainage Aggregate
Min 12" No. 57 Stone
or I
IT711 731TER111111 lnelum9z
!\J,\!IK-IR!\�!\�!\�!\�!\J,\�!\�!\�!\�IReinforced Fill
24" /
I I
L Handrail Post -center in wall
T =Min 8"
Min Embedment = 12" Grouted In Wall
I
b= 12" + Reinforced Fill
� � /Anchor Diamond Pro Units
Grout Cells in SRW Units - Each Side of Post
To Bottom of 3rd Course (24" Depth)
I I
I I — Concrete Footing
I I
' w/Two (2) No. 4 Rebar 16" + w/ 90' Hook x 16"+ Long
I I
HANDRAIL POST DETAIL
(Not to Scale) 42" Tall Fence or Handrail Post
Min 42" Tall Handrail or Fence Post Sleeve -It SDI Fence -Post
Center of Post Min 24" Behind Top of Wall, Anchor System - Top Dia. 7.4"
Max. 8'-0" O.C. Post Spacing Grout Fill After Post Installation
Min 8" Dia. Sleeve or
w/ Min 3.000 Dsi Grout
— Cap Unit Tube Form Bottom Dia. 9.4"
Fill Grout Around Post
Secure to Top Unit Filter Fabric - 4 FT Wide
w/ Concrete Adhesive
Cut Geogrid Around Mirafi 140N or Equivalent
Sleeve or Tube Form Sleeve -It SDI Cantilever Base 30.6"L x 15.3"W
24" Min on -Woven Filter Fabric Fence -Post Anchor System
4 FT Wide
12" Soil Cover
I I �
23.4"
I r•i•J•J• 24" Min
I I }•ti•r•ti•• < < <
I I J•J•J•J:
JL•, w�
1J�j1fiJ I I _ IF 30.6"4 Reinforced Fill
1 I J•J•J•J•J , , .i1.f.:
I y111y1%.%
Reinforced Fill ,
ti•ti.ti.ti.tii 1 I
1 1 iiiili: I I
HANDRAIL POST DETAIL , , SLEEVE -IT FENCE POST DETAIL
(Not to Scale) (Not to Scale) optional
_ Filter Fabric - 4 FT Wide
Mirafi 140N or Equivalent
Geogrid Reinforcement
F
- Retained Soil
_ Compact to Min 95
Standard Proctor
_Storm Drain
Place Geogrid Under or Over Pipe
(Min 3" Soil Cover)
GEOGRID AT STORM DRAIN DETAIL
(Not to Scale)
GEOGRID AROUND MANHOLE
(Not to Scale)
c x Ti, _ UVA Foundation - Discovery Drive
MIC44
4CL . CIR I
No. Oi1245
-4 71Z(
rp
ONAL EJ(
Circeo 5956 Buckland Mill Road
Geotechnical
s Engineering, P.C. Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2559
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GL=9FT
GL=9FT
Bldg FIFE = 549.00 TOC = 547,00
Footing EL. = 546.33 (Approx.) TOW = 546.67
GL=9FT
GL=9FT
GL=9FT
GL=9FT
Ji
BOW = 542.00 BOW = 541.33
Proposed Grade at Bottom of Wall
Drain Pipe to Daylight - 40 FT O.C. (Typical) BOW = 540.67 (LP)
40 50 60 70 80 90 100 110 120
Station (ft)
GL=9FT
ea. 20.-. $ta..40, —._
i
100
-
— — —
$t-120—$.
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ENLARGED SITE PLAN
(
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ce37`o3STd -'
— — — — -
LEGEND
® Cap Unit (4" Height)
0 Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min 6" Thick x 24" Wide Crushed Stone)
140
q = 1,250 psf
F �� n m
Ya y
m T 60
'\/ � - •� - gib'
171 CVS�
— T
TOC Top of Cap Unit RETAINING WALL A
TOW Top of Wall (Excluding Cap Unit)
BOW Bottom of Wall (Including Embedment) Sta. 0 to Sta. 120
56200 - • StratoGrid 56200 Viewed From Front Face of Wall
GL Geogrid Length (ft) 0 4" brain Pipe to Daylight q = Design Soil Bearing Pressure
J b)
a z
` - -- Scale: I" = 20 FT
0 10 20
i IV F....w.l..+i..r. _ 117............. r%..i—
Circeo
C+ = Geotechnical 5956 Buckland Mill Road
_ _3 Roanoke, Virginia 24019
MICHAE�L�Cll Engineering, P.C. r9
Re. Of1245 s{ Phone: (540) 366-2379
S
e•� Scale: H: 1"= 1a ft.
AL ��aG V: 1"= 10 ft. Project No. RW-2559
Date: 04/17/21
Revision: --- I Sheet 5 of 10
WALL A I
Equivalent • I'
Offset
558
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536
Ld
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• .- to D•light
:
532 i I
Grade at Bottom of Wall
530 2rrr11
1 1 1 1 1 11 1 1 1 1 1 1r=.
TOC = 546.33
TOW = 546 01
9 FT
6L=6 FT
Q a
_
O rl
3 0
W
BOW = 544 00
`GL=6 FT
6L=9FT '
I BOW = 540.67 (Low Point)
6" Thick Stone j
Levelina Pad
120 130 140 150 159 163.5 171
I
I GL = 9 FT Station (ft) I i_ 6 FT 1
q = 1,250 psf �q=1,000 psfl
LEGEND UVA Foundation - Discovery Drive
`�
&NLTH O Charlottesville, Albemarle County, Virginia
® Cap Unit (4" Height) +` CIRCEO GEOTECH
0 Anchor Diamond Pro Units (8" Height x 18" Width) Circeo 5956 Buekland Mill Road
(k) = Geotechnical
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone) "� I_s Engineering, P.C. Roanoke, Virginia 24019
TOC Top of Cap Unit RETAINING WALL A o MI �. S Phone: (540) 366-2379
TOW Top of Wall (Excluding Cap Unit) Sta. 120 to Sta. 171
BOW Bottom of Wall (Including Embedment) '0 4/17/Zt H: 1"= loft.
56200 - • StratoGrid 56200 Viewed From Front Face of Wall c�`�SS�ONAL ECG\{ Scale: Date; V: I"=10 1 Project No. RW-2559
GL Geogrid Length (ft) 0 4 brain Pipe to Daylight q =Design Soil Bearing Pressure (psf) Revision: --- Sheet 6 of 10
WALL B
568
566
564
TOC = 549.67
562
TOW = 549.33
560
58
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55
.2
�
552
co
rU
550
548
a
3
546
i
544
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542
540
538
Pedestrian Surcharge 100 psf
- • - • • •
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Ii• Proposed 11• • 11' 1 Bottom1 / ll
I BOW 547.33
FSOW • i brain Pipe 1 Daylight 40 FT •
10 20 24 30 40 qg
60 70 80
1
I I
Station (ft)
I
GL=4FT 1 GL=4.5FT 1
1
6L=6FT
I
q = 750 psf q = 1,000 psf •�
q = 1,250 psf
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548.50'
i'
,5.0
ENLARGED SITE PLAN
LEGEND
® Cap Unit (4" Height)
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC Top of Cap Unit
TOW Top of Wall (Excluding Cap Unit)
BOW Bottom of Wall (Including Embedment)
SG200 StrotoGrid 56200
0 4" Drain Pipe to
TW
553.78' HP
-BW 5
548.84' 49.24'
WALL B
w/ 42" Tall Pedestrian Guard
aw
548.78. 1
1
.1
I
LP-
S48.51'
' = 557.00
V = 556.67
0
5 FT N+
c
N
co
I 9 I 100 110 120
II I ' I
I 1
I GL=7.5FT
10-1 q = 1,500 psf
_ TW
ra. 18�
Sta. 183.
Bw-
i 549.80'
E0
Lp—/ Sta.200
541 :4 -
-- :. Sta. 220 " -- }' - Scale: 1" = 20 FT
\
HP0 10 20
RETAINING WALL B oIiICNAfik.001
No.021245
Sta. 0 to Stu. 120
Viewed From Front Face of Wall "SS
<
SS�ONAI_ �•�
= Design Soil Bearing Pressure (psf)
UVA Foundation - Discovery Drive
Charlottesville, Albemarle County, Virginia
CIRCEO GEOTECH
Circeo 5956 Buckland Mill Road
s GEngin Engineering,
Roanoke, Virginia 24019
_ Engineering, P.C. 9
I Phone:(540) 366-2379
Scale: H: 1"= loft.
V: 1"= 10ft. Project No. RW-2559
Date: 1 04/1'/21
Revision: I --- Sheet 7 of 10
WALL B
t
v
c
0
e
N
1]
� S
Co
Sta. 183
Sta.1180
Sta. 160
Pedestrian Surcharge = 100 psf
42" Tall Pedestrian Guard
TOC = 557,67 (High Point)
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I . ENLARGED SITE PLAN LL
LEGEND
®
Cap Unit (4" Height)
0
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
SC-200 -
• StratoGrid 56200
0 4" Drain Pipe to
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555.33
220 228 240
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r
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RETAINING WALL B I o4CMF1k. R'b
No. ON245
Sta. 120 to Sta. 240 n ¢/!7/z(
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Viewed From Front Face of Wall IFS t
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= Design Soil Bearing Pressure (psf) ONA l 4•�
WV^ rVY1/YYIrVrI - Ul"UY¢r"r UPIVW
Charlottesville, Albemarle County, Virginia
CIRCEO GEOTECH
Circeo 5956 Buckland Mill Road
3 GEngineerin Roanoke, Virginia 24019
Engineering, P.C. r9
Phone:(540) 366-2379
Scale: H: 1"= loft.
V: 1"= loft. Project No. RW-2559
Date: 04/17/21
Revision: --- Sheet 8 of 10
INUMN -3
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TOW = 552.01
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546 Leveling Pad
OW = 550.00 � Proposed Grade at Bottom of Wall
544
542 Storm Pipe Behind the Wall I
I
538
360 370 378 390 400 410
I
&L = 4.5 FT I Station (ft) &L = 4 FT I
do NMI NMI
4 = 1,000 psf 1 q = 750 psf
LEGEND
®
Cap Unit (4" Height)
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
— SG200
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0 4" Drain Pipe to
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BOW = 547.33 (Law Point)
Proposed Grade at Bottom of Wall Pa Utility
320 324 330 340 350
I
�I
I
GL = 4.5 FT
. il•
BOW - 550.00
0
—BOW = 548.00
Storm Pipe Under Wall B
Compact Backf ill To Avoid Settlement
360
1
1
►1
1
I rvlr - ulDOVve.r'y Ur'rvC
Albemarle County. Viroinia
Circeo 5956 Buckland Mill Road
rM Geotechnical
~_ _� Engineering, P.C. Roanoke, Virginia 24019
RETAINING WALL B o MiNofLOfl2a5 }iFAMM Phone: (540) 366-2379
Sta. 240 to Sta. 410 Q
'pG 7/Z( H: 1"= 10 ft.
Viewed From Front Face of Wall �fSSyONAI 6Scale: V: 1"= 10 ft. Project No. RW-2559
Date: 04/17/21
= Design Soil Bearing Pressure (psf) Revision: --- Sheet 9 of 10
WEEM
5.67
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Proposed Grade at Bottom of Wall
--
WALL C
570
IMMEEMEME
568
MENEEMOME
566
564
C
562
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..
558
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544
542
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WALL C
V
No Handrail Required
^ AM
�f
Sta. 4'OSta..400 -- }°
�- ff
ENLARGED SITE PLAN N
LEGEND
® Cap Unit (4" Height)
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC Top of Cap Unit
TOW Top of Wall (Excluding Cap Unit)
BOW Bottom of Wall (Including Embedment)
— 56200 StrotoGrid 56200
0 4" Drain Pipe to
20 30
Station (ft)
GL=4FT
q = 500 psf
NLA
0
W
0
TOC = 552.33
TOW = 552.00
U
00
o �
3 }
� = a
W
BOW = 550.00
Drain To Daylight
@ End of Wall
40 n48
I
I
Sta. 3
m n Y 1
WALL B - ._ •
w/ 42" Tall Pedestrian Guard
in y
,To. aUU f Sta. 280 � Sta.
'YYY'T Y YY T
RETAINING WALL C
Sta. 0 to Sta. 48
Viewed From Front Face of Wall
= Design Soil Bearing Pressure
57-
i
m Sto. `0
N r
S\
Sta. 160
Nr I:
Sta, 180
}
Sta. 240^Sta. 220 Sta, 200� Sta. 183 _ scale: 1" = 20 Fr
•r• 0 10 20
UVA Foundation - Discovery Drive
Charlottesville, Albemarle County, Virginia
t. CIRCEO GEOTECH
Circeo 5956 Buckland Mill Road
Geotechnical
_f Engineering, P.C. Roanoke, Virginia 24019
OV MIWEL ® Phone: (540) 366-2379
No.0i1Y45
5
ox 4117/Z1 Scale: H' 1"= loft.
FSS,ONAt ��� V: 1"= 10 ft. Project No. RW-2559
Date: 04/17/21
Revision: --- Sheet 10 of 10