HomeMy WebLinkAboutSDP202100071 Plan - Submittal (First) 2021-08-20 (2)DRAWING INDEX
Sheet
1 Site Plan
2 General Notes/ Design Parameters
3 Details
4 Wall A - Enlarged Site Plan
5 Wall A - Sta. 0 to Sta. 211.5
S
\
W 42" Tall Safety Handrail or Fence
w/ Sleeve -It SDI Fence -Post Anchoring System
N
Cap Unit
Secure to Top Unit
w/ Concrete Adhesive
Anchor Diamond Pro Units
E Drainage Aggregate
Min 12" Thick
VDOT No. 57 Stone
We¢phol¢ w/Wall Drain Pro
Daylight Pipe
Through Wall
40' OC Spacing (Typ.)
Compacted Backfill —'
Stone Leveling Pad
Crushed Stone or Sand
6" Min Thick x 24" Wide
Non -Woven Filter Fabric
Mirofi 140N or Equivalent
—Geogrid Reinforcement (Typical)
Refer to Wall Profile for Geogrid Type,
1 Geogrid Length (GL) and Location
y 24" Vertical Spacing (Typ.)
— _ — Retained Soil
— _
Reinforced Fill
—4" Dia. Drain Pipe Granular or Low Plasticity Soil
(See Drain Detail) Compact To Min 95% Standard
GL Proctor Density
I
See Wall Profile
I TYPICAL RETAINING WALL CROSS SECTION
i (Not to Scale)
i
L t 12-1/2"-----------------
i
i
� I
12"
Rear Lip
18 — 1" Setback
8-1/l2" 8"
/ 1
Scale: 1" - 40 FT
.AN o®
Anchor Diamond Pro Segmental Retaining Wall
Southwood PHA - Blocks 11 & 12
Albemarle County, Virginia
Site Plan Adapted From the Grading & Drainage Plan, Sheet No. C5.1,
Dated May 14, 2021, Prepared by Timmons Group.
Site Plan For Illustrative Purpose. Approx. Scale: 1" = 40 FT
ANCHOR DIAMOND PRO UNIT
(Not to Scale)
Geotechnical
4tA
Engineering, P.C.
/ 4
:. 8</ a Z/ zgy Srnle: 1" = 40 FT
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2640
NOTES:
DESIGN PARAMETERS:
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 GEOGRID 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.
14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL
WITH U5C5 SOIL TYPES GP, GW, GM, GC, 5W, SP, SM OR 5C
WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 30 DEGREES
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5.
LOW PLASTICITY CLAYEY SAND (SC), SILT OR CLAY (ML-CL) CAN BE USED
SUBJECT TO APPROVAL BY THE GEOTECHNICAL ENGINEER.
MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER.
THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM
LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI)
OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
REINFORCED FILL ZONE.
15.0 REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD
PROCTOR DENSITY (A5TM D-698) AND WITHIN + 3 PERCENTAGE
POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL
BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT.
1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC)
AND 2015 INTERNATIONAL BUILDING CODE (IBC).
2 THE WALL PROFILE IS BASED ON THE GRADING & DRAINAGE PLAN,
SHEET NO. C5.1, DATED MAY 14, 2021, PREPARED BY TIMMONS GROUP.
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO
SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL
CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS.
4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 5GU60 GEOGRIDS.
OTHER COMPATIBLE GEOGRIDS MAY BE SUBSTITUTED WITH THE APPROVAL
OF THE WALL DESIGN ENGINEER.
5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW)
ASSUMES THE FOLLOWING PARAMETERS:
Ym, Moist
FRICTION
SOIL
SOIL
UNIT WEIGHT
ANGLE
COHESION
CONDITIONS
Type
(PCF)
(DEG)
(PSF)
REINFORCED FILL
Granular or Low Plasticity
Soil 120
30
0
RETAINED SOIL
Elastic SILT (MH)
115
26
0
FOUNDATION SOIL
Elastic SILT (MH)
115
26
100
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 HANDRAIL POSTS AT THE TOP OF THE WALL IS PROVIDED
FOR PLACEMENT OF P05TS BEHIND THE WALL.
1" Setba6
7pen Cells
Filled With Stone)
1" Rear Lip
UNIT CONNECTION DETAIL
(Not to Scale)
6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR OR LOW
PLASTICITY SOIL IN THE REINFORCED FILL ZONE. ALL SOIL 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 REINFC
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 = 7.33 FEET (INCLUDING EMBEDMENT)
FRONT SLOPE (PARKING LOT) = LEVEL
BACKSLOPE BEHIND THE WALL = MAX. 2.5H:1V WITH DRAINAGE SWALE
SURCHARGE AT TOP OF WALL = NONE
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 = 1,500 PSF
(SEE NOTE ON WALL PROFILE)
MICHAEL R.,CIRD
No. 021245
Albemarle
Circeo
Geotechnical
Engineering, P.0
nia
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Scale: N/A I Project No. I RW-2640
Date: 08/08/21
r-
17 a° i
7u u t
TW 497.76'
BW 495.83'
T W 495.19'
RW 404 77'
/ I ENLARGED SITE PLAN / --1 `III I I VIM 05coie: r�
Anchor Diamond Pro Segmental Retaining Wall Wall A Only) Ep,LTRI Southwood PHA -Blocks 11 & lz
g g y) 4 O,. Albemarle County, Virginia
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Southwood PHA -Blocks 11 &12� CIRCEO GEOTECH
HEMCirceo 5956 Buckland Mill Road
< ' � Geotechnical Albemarle CountyVirginia VO MICHAELR-CIRCE �4 Engineering,P.0 Roanoke, Virginia 24019
' g No. 0?1245 1 Phone: (540) 366-2379
Site Plan Adapted From the Grading & Drainage Plan, Sheet No. C5.1, 0 / 4
Dated May 14, 2021, Prepared by Timmons Group. �C'x 8` a/z/ . � Scale: 1" = 20 FT
Site Plan For Illustrative Purpose. Approx. Scale: 1" = 20 FT �SS+ONAL ECG\ Date: 08/08/21 Project No. RW-2640
Revision: --- Sheet 4 of 5