HomeMy WebLinkAboutSDP202100009 Plan - Revision 2021-05-18 (2)DRAWING INDEX
Sheet
1 Site Plan
2 General Notes/ Design Parameters
3 Details
4 Enlarged Site Plan - Wall A
5 Wall A - Sta. 0 to Sta. 202.5
E
SITE PLAN
W N
42" Tall Safety Handrail or Fence
w/ Sleeve -It SW Fence -Post Anchoring System
Lap Unit
Secure to Top Uni\
w/ Concrete Adhesive
E Anchor Diamond Pro Units
Drainage Aggregate
Min 12" Thick
VDOT No. 57 Stone
Non -Woven Filter Fabric
Mirafi 140N or Equivalent
6eogrid Reinforcement (Typical)
Refer to Wall Profile for Geogrid Type,
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
Stone Leveling Pad J GL Proctor Density
VDOT No. 21A Stone
6" Min x 24" Wide See Wall Profile
WALL A TYPICAL RETAINING WALL CROSS SECTION
(Not to Scale)
EL 12-1/2" i
12"
0 0
Straight
_ Rear Lip Split Face
18"
1" Setback
8„ $„
a-1/2"
i
Scale: 1" = 60 FT
ANCHOR DIAMOND PRO UNIT
0 30 60 (Not to Scale)
Anchor Diamond Pro Segmental Retaining Wall
999 Rio Road
Albemarle County, Virginia
Site Plan Adapted From the Grading Plan, Sheet No. C7,
Dated May 26, 2020 (Rev. 4 - 4/21/21), Prepared By 5himp Engineering, P.C.
Site Plan For Illustrative Purpose. Approx. Scale: 1" = 60 FT
Weephole w/Wall Drain Pro
Daylight Pipe
Through Wall
40' OC Spacing (Typ.)
Compacted Bockf ill
VIC14111fi R.
No. 011245
�a 5�i3�21
�fS�ONAI EJ
Cire(
Geotechnical
Engineering, P.C.
I
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2582
NOTES:
DESIGN PARAMETERS:
1.0
STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL
14.0
REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL
1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC)
AND GEOGRID ALIGNMENT.
WITH U5C5 SOIL TYPES GP, &W, GM, &C, 5W, SP, SM OR 5C
AND 2015 INTERNATIONAL BUILDING CODE (IBC).
2.0
BENCH CUT ALL EXCAVATED SLOPES.
WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 28 DEGREES
2 THE WALL PROFILE IS BASED ON THE GRADING PLAN, SHEET NO. C7,
3.0
DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5.
DATED MAY 26, 2020 (REV. 4 - 4/21/21), PREPARED BY 5HIMP ENGINEERING, P.C.
ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL
MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER.
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO
ENGINEER TO REMOVE UNSUITABLE SOIL.
THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM
SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL
4.0
CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE
LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI)
CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS.
AND PROVIDE EXCAVATION SUPPORT IF NEEDED.
OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 56200 GEOGRIDS.
5.0
GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
OTHER COMPATIBLE &EO&RID5 MAY BE SUBSTITUTED WITH THE APPROVAL
SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS.
REINFORCED FILL ZONE.
OF THE WALL DESIGN ENGINEER.
6.0
LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL,
5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW)
OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK
15.0
REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
A55UMES THE FOLLOWING PARAMETERS:
LAYER WITH A MINIMUM WIDTH OF 24 INCHES.
COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD
Ym, Moist FRICTION
AS AN ALTERNATIVE, A MINIMUM 3-INCH THICK LAYER OF
PROCTOR DENSITY (A5TM D-698) AND WITHIN + 3 PERCENTAGE
SOIL SOIL UNIT WEIGHT ANGLE COHESION
LEAN CONCRETE (FLOWABLE FILL) WITH A 28-DAY COMPRESSIVE
POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL
CONDITIONS Type (PCF) (DEG) (PSF)
STRENGTH OF 200-300 P5I MAY BE USED AS A LEVELING PAD.
BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN
REINFORCED FILL Granular Soil 120 28 0
7.0
A 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT.
RETAINED SOIL On -Site Soil 120 28 0
BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT
FOUNDATION SOIL On -Site Soil 120 28 100
THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND
16.0
A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY
THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL).
NO.57 STONE. COMPACTION TESTS CAN BE WAIVED
6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR SOIL FILL
8.0
DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF
WHERE NO.57 STONE IS USED AS REINFORCED FILL.
OR LOW PLASTICITY SOIL IN THE REINFORCED FILL ZONE.
CLEAN ANGULAR &RAVEL (VDOT NO.57 STONE), MEETING THE FOLLOWING
17.0
CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE
ALL ENGINEERED FILL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS
GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422.
RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID
AND EACH LIFT I5 COMPACTED TO A MINIMUM OF 95% OF
WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION.
MAX. STANDARD PROCTOR DENSITY, AND WITHIN+ 3 PERCENTAGE POINTS
SIEVE SIZE PERCENTAGE PASSING
18.0
ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT,
OF OPTIMUM MOISTURE CONTENT, USING PORTABLE COMPACTION EQUIPMENT.
1-112 INCH 100
OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED.
1 INCH 95-100
19.0
IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL
DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFORCE
1/2 INCH 25 - 60
LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN
ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN 5UB&RADE SHALL BE
NO.4 0-10
PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN
UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE
NO. 8 0-5
ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL.
FOUNDATION 5UBGRADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED
BACKFILL FOR THE REQUIRED &EO&RID 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.
20.0 DETAIL FOR HANDRAIL OR FENCE POSTS AT THE TOP OF THE WALL
IS PROVIDED FOR PLACEMENT OF POSTS. FENCE P05T5 SHALL BE PLACED
DIRECTLY BEHIND THE WALL USING 5W SLEEVE -IT FENCE POST ANCHOR
SYSTEM.
1" Setback
)pen Cells
Filled With Stone)
1" Rear Lip
UNIT CONNECTION DETAIL
(Not to Scale)
WALL A - MAX. WALL HEIGHT = 9.33 FEET (INCLUDING EMBEDMENT)
FRONT SLOPE = LEVEL TO MAX. 3H:1V
BACKSLOPE BEHIND THE WALL = LEVEL
SURCHARGE AT TOP OF WALL = 100 P5F
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
MICIIA�EIMfCI
Na. (1l1245
5 �i3�21
Albemarle
Circe0
Geotechnical
Engineering, P.0
Virginia
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Scale: 1 N/A I Project No. I RW-2582
Date: 05/13/21
Cap Unit Filter Fabric - 4 FT Wide
Adhere to Top Unit Mirof i 140N or Equivalent
wl Concrete Adhesive Geogrid Reinforcement
SRW Units
RRE I Sm i 0 i I i z 0 111n 111n 0 iii MEMEM MIMIM 111n 2: 0: 222
r Drainage Aggrmegote
Min 12" No. 57 Stone
Retained Soil Reinforced Fill
01M
l\■iill:i���i�.waaoi�.uao...una.
III
.A10111iiiiiiiiiiiiiiiiiiii Mili7liffilmmImmilmimmim Compact to Min 95%
4" Lim. Perforated brain Pipe
Standard Proctor
Reinforced Fill
III 12" Thick VDOT No. 57 Stone Compacted •
Granular SoilIrl
a . .........
STE
--- — — — — — — — Storm Drain
Ell RTM RWM
0Irl
Place Geogrid Under or Over Pipe
III
(Min 3" Soil Cover)
1/8" W /7 L- Anchor Diamond Pro Units
L-Wall brain Pro (Weephole) at Max. 40' O.C.
Drain to Daylight
WALL DRAIN PRO DETAIL
(Not to Scale)
Note: Shrubs can be planted behind the wall.
The top geogrid layer can be cut using a utility knife
for placement of the root bulbs.
Sleeve -It SD1
Fence -Post Anchor Sy;
7=0
Min 12" Thick
i/[)OT No. 57 Stone MOO "--mm
Start Geogrid Approx. 1"
From Front of Units
SPW Unit
GEOGRID PLACEMENT DETAIL
(Not to Scale)
Secure with Concrete Adhesive
(Alternate Every Other Course)
900 OUTSIDE CORNER
(Not to Scale)
42" Tall Fence or Handrail Post
-Sleeve-It SW Fence -Post
Anchor System - Top bia. 7.4"
Grout Fill After Post Installation
wl Min 3.000 DSI Grout
Bottom bia. 9.4"
Filter Fabric - 4 FT Wide
Mirafi 140N or Equivalent
r— Cantilever Base 30.6"L x 15.3"W
12" Soil Cover
214"
. . . . . . . . . .
30.6" N,1 Reinforced Fill
SLEEVE -IT FENCE POST DETAIL
(Not to Scale) LGPO�J_
GEOGPID AT STORM DRAIN DETAIL
(Not to Scale)
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irceo 6 Buckland Mill Road
CGeotec ni al
Engineering, g, P.C.eerinRoanoke, Virginia 24019
I Phone: (540) 366-2379
Project No. I RW-2582
1
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USE: FORE T ROAD
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MICNAft R. EiNfCi
No. 011245
Standard GR-2 Guard Rail Post
Min 30" Clear Distance Behind Top of Wall,
Max. 6'-3" O.C. Post Spacing
Drive Post Through Geogrid Layer(s)
Reinforced Fill
GUARDRAIL POST DETAIL
(Not to Scale)
Circeo 5956 Buckland Mill Road
Geotechnical
Engineering, P.C. Roanoke, Virginia 24019
Phone:(540) 366-2379
Scale: 1" = 20 FT Project No. RW-2582
Date: 05/13/21
Revision: I --- I Sheet 1 4 of 5
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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)
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= 470.67
(Q'1#1C*M4Et'R.
Circeo5956 Buckland Mill Road
Geotechnical
RETAINING WALL A Engineering, P.C. Roanoke, Virginia 24019
Phone: (540) 366-2379
No. 011245 1
Sta. 0 to Sta. 202.5 5 15 'e��H; 1„= 1ofr.
Viewed From Front Face of Wall \ Scald: V: 1"= 10 ft. Project No. RW-2582
S�Fol i ECG Date: 05/13/21
Design Soil Bearing Pressure = 1,500 psf] I I Revision: I --- I Sheet 5 of 5