HomeMy WebLinkAboutSDP201900015 Architectural Drawings 2021-04-22 (2)4
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DRAWING INDEX
Sheet
1 Site Plane=
2 General Notes/ Design Parameters
3 - 4
SRW Details
5
Details - SRW Units w/ Soil Nails
6
Temporary Shoring w/
Tecco
7 - 10
Wall A - Sta. 0 to Sta.
351
11 - 13
Wall B - Sta. 0 to Sta.
591
14 - 16
Wall C - Sta. 0 to 5to.
594
17 - 18
Wall D - Sta. 0 to 5ta.
489
19
Wall E - 5to. 0 to Sta.
120
20
Wall F - Sta. 0 to 5to.
139
21 - 23
Wall G - Sta. 0 to 5ta.
218
24
Wall H - Sta. 0 to Sta.
135
25
Wall I - Sta. 0 to Sta.
34.5
25
Wall J - Sta. 0 to Sta.
27
26
Wall K - Sta. 0 to 5ta.
205
27 - 29
Wall L - Sta. 0 to Sta.
561
30 - 32
Wall M - Sta. 0 to Sta.
576
WALL D �'
Sta 0 ! ,rp�w yK7Sp�WnoE "'
WALL G
WALL H
SITE PLAN
WALL I k
Anchor Diamond Pro Segmental Retaining Walls
Brookhill - Block 8B
Albemarle County, Virginia
Site Plan Adapted From the Grading & Drainage Plan, Sheet No. 9 and Sheet No. 10,
Dated March 11, 2019 (Rev. 4 - 11/26/20), Prepared by Collins Engineering.
Site Plan For Illustrative Purpose. Approx. Scale: V = 80 FT
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ta. 27 '
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_._._ WALL K
WALL J 3 — -1 WALL
No. 021245
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WALL M ;
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WALL M
Cire(
Geotechnical
s Engineering,
N
E
S
W
Scale: 1" = 80 FT
0 40 80
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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.
AS AN ALTERNATIVE, A MINIMUM 3-INCH THICK LAYER OF
LEAN CONCRETE (FLOWABLE FILL) WITH A 28-DAY COMPRESSIVE
STRENGTH OF 200-300 P5I MAY BE USED AS A LEVELING PAD.
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 &RAVEL (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 GE06RID 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 GEO6RIDS 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, GW, 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 28 DEGREES
SHEET NO.9 AND SHEET NO. 10, DATED MARCH 11, 2019 (REV. 4 - 11/26/20),
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5.
PREPARED BY COLLINS ENGINEERING.
MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER.
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO UNITS
THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM
MEETING THE NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA)
LIQUID LIMIT (LL) OF LE55 THAN OR EQUAL TO 40 AND
CRITERIA FOR SRW WALL SYSTEMS.
A MAXIMUM PLASTICITY INDEX (PI) LE55 THAN OR EQUAL TO 15.
4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 56200 AND 56350
THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
GEOGRIDS. OTHER COMPATIBLE GEOGRIDS MAY BE SUBSTITUTED
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
WITH THE APPROVAL OF THE WALL DESIGN ENGINEER.
REINFORCED FILL ZONE.
5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW)
15.0
REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
A55UMES THE FOLLOWING PARAMETERS:
COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD
Ym, Moist FRICTION
PROCTOR DENSITY (A5TM D-698) AND WITHIN + 2 PERCENTAGE
SOIL SOIL UNIT WEIGHT ANGLE COHESION
POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL
CONDITIONS Type (PCF) (DEG) (PSF)
BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN
REINFORCED FILL Granular Soil 120 28 0
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT.
RETAINED SOIL On -Site Soil (CLAY) 120 28 0
FOUNDATION SOIL On -Site Soil (CLAY) 120 28 100
16.0
A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY
NO.57 STONE. COMPACTION TESTS CAN BE WAIVED
6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR OR LOW
WHERE NO.57 STONE IS USED AS REINFORCED FILL.
PLASTICITY SOIL IN THE REINFORCED FILL ZONE. ALL SOIL FILL SHALL BE
17.0
CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE
PLACED IN MAXIMUM 8-INCH LIFTS AND EACH LIFT IS COMPACTED TO
RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID
A MINIMUM OF 95% OF MAX. STANDARD PROCTOR DENSITY, AND
WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION.
WITHIN+ 3 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT,
18.0
ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT,
USING PORTABLE COMPACTION EQUIPMENT.
OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED.
DO NOT USE HIGH PLASTICITY CLAY (CH) OR ELASTIC SILT (MH),
19.0
IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL
ROOTS OR TOPSOIL IN REINFORCED ZONE.
LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN
FOUNDATION SOILS AND RETAINED SOIL ARE PRESUMED TO RESIDUAL SOIL
PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN
OR PROPERLY COMPACTED ENGINEERED FILL.
ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL.
ANY SOFT, SATURATED SOIL ENCOUNTERED IN SUBGRADE SHALL BE UNDERCUT
20.0
DETAIL FOR HANDRAIL POSTS AT THE TOP OF THE WALL IS PROVIDED
AND REPLACED WITH CRUSHED STONE TO STABILIZE THE FOUNDATION
FOR PLACEMENT OF POSTS BEHIND THE WALL (SEE SHEET 4 OF 30).
SUBGRADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
1" Setba6
7pen Cells
Filled With Stone)
1" Rear Lip
UNIT CONNECTION DETAIL
(Not to Scale)
MAX. WALL HEIGHT (INCLUDING EMBEDMENT) = 8.67 FEET
FRONT SLOPE = LEVEL TO MAX. 3H:1V
BACKSLOPE BEHIND THE WALL = LEVEL TO MAX. 3H:IV
EQUIVALENT PEDESTRIAN SURCHARGE = 100 PSF WHERE APPLICABLE
MIN FACTOR OF SAFETY (SLIDING) = 1.5
MIN FACTOR OF SAFETY (OVERTURNING) = 2.0
MIN FACTOR OF SAFETY (BEARING CAPACITY) = 2.0
DESIGN SOIL BEARING PRESSURE = 2,000 P5F
No. 021245
1125/20
Albemarle
Circe0
Geotechnical
Engineering, P.0
Date:
A
Virginia
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
Note: Shrubs can be planted behind the wall. Cop Unit — Filter Fabric - 4 FT Wide
The top geogrid layer can be cut using a utility knife Adhere to Top Unit Mirafi 140N or Equivalent
for placement of the root bulbs. w/ Concrete Adhesive Geogrid Reinforcement
SRW Units
Drainage Aggregate
J Min 12" No. 57 Stone
kD Reinforced Fill .0 — — — —
s Reinforced Fill ^": — — — Retained Soil
} y Compact to Min 95%
— — — — Standard Proctor
o A,'n2" Reinforced Fill
=FFTL d Min 24" Compacted Granular SoilC11y --------------Min 12" Thick n
VDOTNo.57Stone ti'ti' ti'ti' ti'ti Storm Drai.ti.ti r.r. rar•r• ., :.,.;•, :'.{'. ?{?{ ti,ti :.�. Geogrid Under or Over
Place
----- ----- ---- -
Pipe (Min 3" Soil CoverZ)
Fill Cores w/ SRW Unit GEOGRID AT STORM DRAIN DETAIL
Start Geogrid Approx. 1" VDOT No. 57 Stone Open Joint (Weephole) (Not to Scale)
RW Unit From Front of Units — 4" Dia. Perforated Drain Pipe at Max 40' O.C.
GEOGRID PLACEMENT DETAIL DRAIN DETAIL Drain to Davliaht
(Not to Scale) (Not to Scale)
Manhole
Min 42" Tall Handrail or Fence Post Cut Geogrid
Center of Post Min 24" Behind Top of Wall, 42" Tall Fence or Handrail Post Use All No. 57 Stone J
Around Manhole
In Reinforced Zone 0
Max. 8'-0" O.C. Post Spacing .3
Sleeve -It 5W Fence -Post Around Storm structure
Min 8" Dia. Sleeve or
Anc
Tube Form hor System -Top Dia. 7.4" r
.. .r J p
— Cap Unit Fill Grout Around Post Grout Fill After Post Installation Min 24" .Min 24"
Secure to Top Unit 'L d
w/ Min 3 000 osi Grout rn o
w/ Concrete Adhesive Bottom Dia. 9.4" 01 ne
Cut Geogrid Around
Sleeve or Tube Form Filter Fabric - 4 FT Wide
24" in Non -Woven Filter Fabric
Mirafi 140N or Equivalent
4 FT Wide
Sleeve -It SDI Cantilever Base 30.6"L x 15.3"W Min 241
Fence -Post Anchor System _______ __________ -
;12• Soil Cover • ti ti:El 11
O O
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r14 •
24' Min 1 ' 23.4" GEOGRID AROUND MANHOLE
� �
I I 1 I
(Not to Scale)
I iV 4YL�5r�
Cg
Brookhill -Block SB
,�. Albemarle Coun , VI Irlla30.6 Reinforced Fill
Reinforced Fill CIRCEO GEOTECH
Circeo5956 Buckland Mill Road
— — — — — — — — — — — — — — — — — — — — 9 9 Roanoke, Vir inia 24019
En ineerin , P.C. 9{;;;c,:,: (540) 366-2379
Pone:HANDRAIL POST DETAIL SLEEVE —IT FENCE POST DETAIL ''o� q�2s�2° Scale: N/A
FS� � Date: 09/25/20 Project No. RW-2462
(Not to Scale) (Not to Scale) o tioral ONAL Revision: II Sheet 4 of 32
Min 42" Fence or Handrail Post
Min 3 FT
Filter Fabric
Place Over Stone
Cap Unit
Secure to Top Unit
w/ Concrete Adhesive
SRW Units
Tecco Mesh w/ G¢omat or Equivalent
For Temporary Shoring
Drainage Aggregate
VDOT No 57 Stone - 3 FT Min Thick
W¢ephole
Daylight Pipe
Through Wall
40' OC Spacing (Typ)
Foundation Soil
Leveling Pad —
6" Min x 24" Wide
4" Dia. Drain Pipe
(See Drain Detail)
Soil Nail
Min 1" No. Bolt w/ Washer + Bolt
Min 3 FT
Geogrids See Wall Profile
Drainage Swale �
Min 12" Thick Soil Cover
Temporary Excavation
If Warranted
4 FT (Typ.)
Secondary Reinforcement
StrataGrid SG200 (See Wall Profile)
Place Horizontally to Face of Excavation
'Backlap End Toward Next Block Unit
Vo. 57 Stone
Q = 15° Soil Nail (Drill/Grouted) I' '."�•'•'r
I I� L:L:L•1
pll J.J•h
�[r U
4n Dla. 1 III I � • � ..�.'-.
I III :'Li\i{C{iti,
Lemb
Residual Soil
'see Wall Profile cloy or Rock* (See Note Below)Primary Reinforcement
StrataGrid SG350 (See Wall Profile)
Place Horizontally to Face of Excavation
Wrap Around 2" Diameter Sch. 40 Galvanized Steel Pipe
Backlap End Toward Next Block Unit (8" Height)
See Wall Profile for Geogrid Placement
'Where Rock is Encountered,
Embedment Length Can Be Reduced to Min 10 FT Into Competent Rock
SRW RETAINING WALL CROSS SECTION
(Not To Scale)
2" Dia. Schedule 40 Galvanized Steel Pipe
Attach to Back of Steel Plate w/ U Bolt
Top or Bottom
8" x 8" x 1/2" Thick Steel Bearing Plate
w/ 112" Wide x 6" Slot - Each Side
STEEL PIPE CONNECTION AT SOIL NAIL
1
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1/2" Dia.U-Bolt w/ Nuts 6 Washers
Above or Below Anchor
8" x 8" x 1/2" Thick Steel Bearing Plate Soil Nail Tensioning/Tecco Mesh
w/ 1/2" Wide x 6" Slot - Each Side Min Tensile Force = 7 kips
Tecco Spike Plate Min Applied Torque = 130 ft-lbs
Soil Nail (Typ.)
;J
W/Min No. 8 Bar (75 ksi - epoxy coated) x 4" No Grout Hole @ Max 6-Ft Horizontal Spacing
Secure with Compatible Min I" Dia. Steel Bolt w/ Washer + Bolt
SOIL NAIL/GEOGRID CONNECTION DETAIL
(Scale As Shown)
iv
Circeo
O lY � Geotechnical
HAfI R. C1RCE Engineering, P.C.
No. 021245 I
1125120.4, Srelo_: 1" : 30 FT
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
(Not to Scale)
GENERAL NOTES:
3. MATERIALS
A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING PERMISSION AND ALL
PERMITS REQUIRED FOR CONSTRUCTION OF THE TEMPORARY SHORING SYSTEM.
B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL DRAINAGE
FEATURES NECESSARY TO MINIMIZE INFILTRATION AND EXCESSIVE
RUNOFF IN THE AREA OF THE SLOPES DURING CONSTRUCTION.
C. APPROXIMATE LOCATIONS OF EXISTING UTILITIES, FOUNDATIONS,
AND OTHER STRUCTURES IDENTIFIED TO THE ENGINEER ARE
SHOWN ON THESE DRAWINGS. THE ENGINEER IS NOT RESPONSIBLE FOR
FIELD VERIFICATION OF THESE LOCATIONS AND DAMAGE TO IDENTIFIED
OR UNIDENTIFIED UTILITIES OR FOUNDATIONS.
D. THE CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL
UTILITIES WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM. COORDINATE
WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM.
E. TOPOGRAPHIC INFORMATION ARE PROVIDED BY OTHERS.
ALL GRADE INFORMATION SHOWN ON THE PLANS HAS BEEN
EXTRACTED AND INTERPRETED FROM THIS INFORMATION.
THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF THE DISCOVERY
OF ANY ERRORS, OMISSIONS OR DISCREPANCIES AT THE SITE.
F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBSERVING ALL APPLICABLE
SAFETY LAWS AND REGULATIONS.
G. SAFETY MEASURES SHALL BE IMPLEMENTED TO MEET LOCAL, STATE AND
FEDERAL REGULATIONS FOR FALL PROTECTION, TRAFFIC BARRIERS, AND
OTHER SAFETY CONDITIONS AT THE SITE DURING CONSTRUCTION.
H. THE OWNER'S TESTING SERVICES REPRESENTATIVE SHALL BE ON -SITE
DURING INSTALLATION OF THE SOIL NAILS AND INSTALLATION
OF THE TECCO SYSTEM TO VERIFY CONFORMANCE WITH THE TEMPORARY
SHORING DESIGN.
DESIGN CRITERIA:
A. THE DESIGN OF THE TECCO SLOPE STABILIZATION SYSTEM AND SOIL NAIL
SYSTEM WERE BASED ON THE FOLLOWING MINIMUM FACTORS OF SAFETY:
GLOBAL STABILITY = 1.5
FACING PUNCHING SHEAR = 1.5
NAIL PULLOUT = 2.0
TENSILE STRESS OF STEEL NAILS = 1.5
B. THE SOIL PARAMETERS ARE BASED ON EXPERIENCE WITH THE LOCAL
SOIL CONDITIONS AND ESTIMATED SOIL SHEAR STRENGTH PARAMETERS
OF SIMILAR SOIL TYPES.
C. GROUNDWATER IS NOT EXPECTED DURING THE EXCAVATION
OR INSTALLATION OF THE SOIL NAIL SYSTEM.
D. DESIGN SOIL SHEAR STRENGTH PARAMETERS:
MOIST SOIL UNIT WEIGHT = 120 PCF
EFFECTIVE INTERNAL FRICTION ANGLE, 280 (UNDISTURBED)
EFFECTIVE COHESION, c' = 100 P5F
E. SOIL NAILS - MINIMUM DRILL HOLE DIAMETER = 4 INCHES.
NO 8 BARS - INSTALL CENTRALIZERS - 10 FT O.C.MIN
TWO (2) CENTRALIZERS PER SOIL NAIL (GROUT FILLED).
F. EMBEDMENT LENGTH (L) ARE NOTED ON THE WALL PROFILE.
G. ANGLE OF INCLINATION (FROM HORIZONTAL) = 15 DEGREES.
ANGLE SHALL BE ADJUSTED OR OFFSET TO AVOID OBSTRUCTIONS.
H. BACKSLOPE - MAX 3H:IV
EQUIVALENT SURCHARGE = NONE
A. SOIL NAIL BARS: ASTM A615 NO.8 WILLIAMS FORM THREADED BAR,
GRADE 75, EPDXY -COATED
B. NAIL BAR NUT AND WASHER: TYPE MATERIAL AND SIZE COMPATIBLE
WITH SOIL NAIL BAR.
C. CENTRALIZERS: INSTALL AS NECESSARY TO INSURE A MINIMUM GROUT
COVER OF 1 INCH AROUND THE NAIL BAR IN THE GROUTED SOIL NAILS.
D. TECCO SPIKE PLATE: ASTM A36 STEEL BEARING PLATE, 1 PER SOIL NAIL
SIZE: 3/8" THICK X 13" X 7.5" (10 MM X 330 MM X 190 MM)
HOLE DIAMETER: 1.57" (40 MM). SEE DETAIL BELOW.
E. TECCO MESH: HIGH-PERFORMANCE MESH FOR HIGH -TENSILE
STEEL WIRE FOR SLOPE STABILIZATION.
STEEL WIRE MESH, G65, 3 MM, fy > 256 ksi
INSIDE CIRCLE DIAMETER OF DIAMOND MESH GRID = 2.56 INCHES
F. TECCO COMPRESSION CLAWS TYPE MATERIAL AND SIZE COMPATIBLE
TO SPLICE TECCO MESH.
VERTICAL SPLICE: OVERLAP TWO DIAMOND MESH GRIDS
HORIZONTAL SPLICE: NO OVERLAP REQUIRED.
G. MIRAMESH GR: INSTALL ALONG SLOPE FACE TO PREVENT SOIL EROSION.
H. GROUT: TYPE I, NON -SHRINK CEMENT OR SAND/CEMENT MIXTURE WITH A
MIN 28-DAY COMPRESSIVE STRENGTH OF 3,000 PSI PER AASHTO T106/A5TM C109.
I. WATER - CLEAN, POTABLE WATER.
4.0 CONSTRUCTION SEQUENCE
A. TRIM VEGETATION AND CUT TREES FLUSH WITH THE SLOPE FACE.
DO NOT REMOVE TREE STUMPS.
B. SCALE SLOPE FACE TO REMOVE ANY LOOSE SOIL, BOULDERS OR
OTHER OBVIOUS MATERIAL FROM THE SLOPE.
C. VOIDS CREATED BY LOOSENED ROCK OR SOIL BEHIND THE SOIL
NAIL HEAD AND TECCO PLATE SHALL BE FILLED WITH GROUT.
D. INSTALL SOIL NAILS IN SLOPE FACE TO THE REQUIRED DEPTH.
E. PLACE MIRAMESH GR GEOMAT ALONG THE SLOPE FACE FROM THE CREST
TO THE TOE. CUT AROUND SOIL NAILS ARE REQUIRED.
F. INSTALL TECCO MESH OVER THE GEOMAT AND SOIL NAIL
FROM THE CREST TO THE TOE.
G. SECURE ENDS OF TECCO MESH WITH TECCO COMPRESSION
CLAWS (1 PER DIAMOND MESH GRID).
H. ATTACH TECCO SPIKE PLATE TO SOIL NAIL HEAD AND TORQUE
NUT TO A LOAD OF MIN 7 KIPS TENSILE FORCE (130 FT-LBS TORQUE)
FOR NO.8 BARS PER THE MANUFACTURER'S RECOMMENDATIONS.
TECCO Wire Mesh,
GR65 3 mm
MiraMesh GR
Geomat To
Prevent Soil Erosion
TECCO Spike Plate —
Per TECCO System
Manufacturer
No. 8 Bar, Grade 75,
Epoxy -Coated
w/ Nut and Washer —
Torque Completed Nails to\
Min. Tension Force of 7 kips
I
Soil Nails @ Max. 4 FT O.L.
Centralizer - 10 Ft O.L.
Min 2 Per Soil Nail
TECCO FACING DETAIL
1.5T±D'w. 5pike Plate, Grade A36 (Nat to Scale)
Galwn nd Steel
C::1 0 7.4e. Brookhill - Block 8B
I Pon cnill it �tipLM �Albemarle County, Virginia
CIRCEO GEOTECH
L 13,•, Circeoeotechnical
5956 Buckland Mill Road
�1.5T+ Dla ° � < ;�,- � G
0,39
O NOW R. CIRCE E Engineering, P.C. Roanoke, Virginia 24019
U No 021245 >. Phone: (540) 366-2379
''°"' TECCO SPIKE PLATE DETAIL Quo 5120 4 Scale: N/A
(Not to Scale) AFS��� Date: 09/25/20 Project No. RW-2462
OVAL Revision: -- Sheet 1 6 of 32
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ENLARGED SITE PLAN 0 15 30 ENLARGED SITE PLAN 0 15 30
Brookhill - Block 8B
.a%P'LrN O,r Albemarle County, Virginia
,j CIRCEO GEOTECH
Circeo 5956 Buckland Mill Road
{ r — Geotechnical
MICHAEL R. WCE Engineering, P.C. Roanoke, Virginia 24019
v No. 021Y45 � � Phone: (540) 366-2379
� g125/2a
Onf U� Scale: 1" = 30 FT Project No. RW-2452
S�ONAL Date: 09/25/20
Revision: -- Sheet 8 of 32
WALL A
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416
414
412
410
408
406
404
402
400
398
396
394
392
390
388
386
TOC = 403.00
TOW = 402.67
:LiPilHci•IiI�I
Min 42" Safety Handrail or Fence
TOC = 402.33
TOW = 402.00
Proposed Grade at Bottom of Wall
Drain Pipe to Daylight - 40 FT O.C. (Typical)
TOC = 402.33
TOW = 402.00
1
I
I
BOW = 394.67 (Law Point)
TOC = 403.00 (High Point)
TOW = 401 TOC = 402.33
TOW = 402.00
TOC = 399.67
TOW = 399.33
Ln
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Levelinq Pad ! BOW = 396.00
240 250 256.5 60
270 280
290 295.5
300 310.5
320 325.5 330
340 351
1 I
Soil Nails I
Soil Nails
I
Station (ft) I
I
Soil Nails I
Soil Nails I Soil Nails
1
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LQ = 18 FT
mb -
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LEGEND
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TOC Top of Cap Unit
TOW Top of Wall (Excluding Cap Unit)
BOW Bottom of Wall (Including Embedment)
200 StratoGrid 56200 Lemb Soil Nail Embedment
350 StratoGrid 56350 w/ 2-FT Extension
GL Geogrid Length (ft) 0 4" Drain Pipe to Daylight
Use StratoGrid 56350 Geogrid at Soil Nail, Wrap Around Pipe and Return to Next 5RW Unit.
Use StratoCrid 56200 Geogrid Layers Above and Below Soil Nails.
Install Horizontally Over VDOT No. 57 Stone Backfill to Face of Excavation.
RETAINING WALL A
Sta. 240 to Sta. 351
Viewed From Front Face of Wall
[Design Soil Bearing Pressure = 2,000 psfI
Brookhill - Block 8B
Albemarle County. Virginia
Cire(
`O'er/ �(% s Geotechnical
_ _ Engineering, P.C.
HAEL R. C1RCE
�/25�20 Scale: H: 1"= 10 ft.
t\ V: 1"= 10 ft.
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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LEGEND
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Bottom of Wall (Including Embedment)
— — 200 '
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a
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II Use 5trata6rid 56350 11 at Soil Nail, Wrap Around Pipe and Return to Next SRW Unit.
Use StratoGrid 56200 11 Layers Above and Below Soil Nails.
Install Horizontally Over VDOT No. 57 Stone Backf ill to Face of Excavation.
RETAINING WALL B
Sta. 480 to Sta. 591
Viewed From Front Face of Wall
[Design Soil Bearing Pressure = 2,000 psfI
No. 021245
1/05/2a
Albemarle
Circeo
Geotechnical
Lw Engineering, P.C.
IFAMM
Scale: H: 1"= 10 ft.
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Date: 09/25/20
Revision: --
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5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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TOC
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Bottom of Wall (Including Embedment)
— — 200 ' —
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530 540 550
Station (ft)
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II Use 5tratoGrid 56350 Geogrid at Soil Nail, Wrap Around Pipe and Return to Next SRW Unit.
Use StratoGrid 56200 Geo9rid Layers Above and Below Soil Nails.
Install Horizontally Over VDOT No. 57 Stone Backf ill to Face of Excavation.
RETAINING WALL C
Sta. 480 to Sta. 594
Viewed From Front Face of Wall
[Design Soil Bearing Pressure = 2,000 psfI
560 570 574.5 580 590
Soil Nails I Soil Nails I
�1 Lamb = 15 FT I L•mb = 12 FT _ I
w/ 2 FT Extension I w/ 2 FT Extension l
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y
Circeo i. � Geotechnical
s Engineering, P.C.
HAft R. �IRCE �'
No. O'Y1Y45
/25 2t7 4 H: 1"= loft.
Scale: V: 1"= 10 ft.
TONAL Date: 09/25/20
Revision: --
10.33
410.00
— TOC = 409.67
TOW = 409.33
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5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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Cap Unit (4" Height)
0
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Leveling Pad (Min. 6" Thick Stone or Min. 3" Leon Concrete)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
— — 200 • —
• StratoGrid 56200
• 350 — •
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0 4" Drain Pipe to
RETAINING WALL E
Sta. 0 to Sta. 120
Viewed From Front Face of Wall
n Soil Bearing Pressure = 2,000
/ .y�;� Circeo 5956 Buckland Mill Road
G = Geotechnical
Engineering, P.C. Roanoke, Virginia 24019
HAEL R. CIRCE _' ® Phone: (540) 366-2379
No. 011245
R( `"- Scale: V: Project No. RW-2462
TONAL Date: 1 09/25/20
Revision: I -- I Sheet 1 19 of 32
WALL F 450
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Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
— — 200 • —
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1
Station (ft) 1
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RETAINING WALL F
Sta. 0 to Sta. 138
Viewed From Front Face of Wall
[Design Soil Bearing Pressure = 2,000
No. 021245
1105i20
Brookhill - Block 8B
Albemarle County, Virq
Circeo
Geotechnical
_r— Engineering, P.C.
Scale: I H
V: 10 ft.
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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.�3 Albemarle County, Virginia
CIRCEkl G
� 6r, Circeo 5956 Buckland Mill Mill Road
Geotechnical
Q M1CHAfl R. CIRCE Engineering, P.C. Roanoke, Virginia 24019
No. 021245 Phone: (540) 366-2379
� q�25/2D 4
ODES G� Scale: 1" = 30 FT Project No. RW-2462
30NAL Date: 09/25/20
Revision: -- I Sheet 21 of 332
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WALL G
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LEGEND
® Cap Unit (4" Height)
Anchor Diamond Pro Units (8" Height x 18" Width)
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Circeo 5956 Buckland Mill Road
/ JJP — Geotechnical
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HAEL R. CIRCE _' Phone: (540) 366-2379
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/ ,fCirceo 5956 Buekland Mill Road
Geotechnical
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HAEL R. CiRCE Phone: (540) 366-2379
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150 160 170 180 190 200 205
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5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2462
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LEGEND
11 Albemarle County, Virginia
® Cap Unit (4" Height) ,ilEP'L�N OF CIRCEO GEOTECH
Anchor Diamond Pro Units 8" Height x 18" Width Circeo
0 ( g ) .f _ 5956 Buckland Mill Road
0 Geoteneerinl
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TOW Top of Wall (Excluding Cap Unit) G+.. 490 +.. G+.. 561 No. 021245
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— — 200 — • strotoGrid 56200 Viewed From Front Face of Wall O.f G� V: 1"= 10 ft. Project No. RW-2462
350 — strotoGrid 56350 L SSVONAL Date: 09/25/20
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Albemarle County, Virginia
Anchor Diamond Pro Units (8" Height x 18" Width) Circeo 5956 Buckland Mill
•
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l Roanoke,
inia
19
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LEGEND
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Cap Unit (4" Height)
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick Stone or Min. 3" Lean Concrete)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
— — 200 '
StratoGrid S6200
350 '
StratoGrid 56350
0 4" Drain Pipe to
RETAINING WALL M
Sta. 480 to Sta. 576
Viewed From Front Face of Wall
[Design Soil Bearing Pressure = 2,000
Albemarle County. Virginia
Circeo 5956 Buckland Mill Road
�. Geotechnical
LwEngineering, P.C. Roanoke, Virginia 24019
O MCNAEL R. ICiRCE "" ® Phone: (540) 366-2379
v No.011245
ScaleH: 1"= 10 ft.
: V: 1"= 10 ft. Project No. RW-2462
S�ONAL Date: 09/25/20
Revision: -- I Sheet 32 of 32