20200982 Ver 1_PROJECT DIAGRAMS_20201113

Strickland, Bev
From: Kevin A <[e-mail]>
Sent: Tuesday, November 3, 2020 10:18 PM
To: Johnson, Alan
Cc: Eubanks, Ron
Subject: [External] 7644 Buckland Rd - Project scope
Attachments: 7644 Buckland Rd shoreline project scope.docx; landscaping 3.png; Gravity walljpg;
Buffer revegetation plan.png; 9' Geogrid wall - no slope.pdf, 10' Gravity wall - no
slope.pdf
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Good evening Alan,
-Below are attachments for my project scope and additional details. Please reference that the 3D depiction is
simply for reference to show the 2:1 sloping rip -rap to a slight slope to raising retaining wall to mitigate the
vertical drop.
-I am currently working with Cindy Safrit. With her incredible generously, I will have a produced expected on
Thursday.
-Attached are only preliminary engineering plans for the retailing wall
Let me know if you have any questions,
Kevin
1

7644 Buckland Rd shoreline project scope
To whom it may concern,
The project scope for 7644 Buckland Rd is as follows:
Description: The above -mentioned property has 235' of shoreline with vertical drops to the
water ranging from heights of up to 20' in the northern area and 10' in the southern area as
depicted in the survey. There has been continuous deterioration from erosion which is
extending onto neighboring properties resulting in an unstable/unsafe shoreline that is
worsening by the day. The bank is barely being held together by frail tree roots which will soon
slump into the water. The property is .558 acre wooded lot. From what I understand, it once
housed a single -wide trailer in the early 90's. The only indication of previous habitancy is two
wooden storage sheds, poles from a seawall, and poles where there was once a dock. I haven't
been able to locate either registration/permit for either the previous dock or the seawall.
Project scope: To mitigate further shoreline erosion and further destruction of falling trees, I
intend to stabilize the shoreline by installing a retaining wall and rip rap. Please review
attachment. As you will see, the northern part (largest drop) will have an approximate 80'-100'
retaining wall, averaging 10' in height. As of this date, I intend to use either Redi-rock gravity
blocks or Keystone Regal Stone Pro 8"x18"x12" block engineered and approved by Charlotte -
Mecklenburg code enforcement. The base of the retaining wall will be at the 576' mark. In
addition, I will provide ample rip rap to the remainder of the shoreline to ensure proper
stabilization which will align well with the neighboring property to the north. The southern part
of the shoreline will also have rip rap added even though the slope will continue to go above
the 576' waterline. Esthetically, this will blend better with the southernmost neighboring
property. There is also the possibility of lessening the slope on the southern area. Concrete
blocks (2'x2'x4') may be used to create a small 4' high retaining wall ranging approximately
100'. This would help create a flat area to prevent against water runoff into the lake as well as
further vegetation growth on the property.
To assist with future repair and maintenance for shoreline as well as shoreline clean up, I am
requesting a vehicular access road/ canoe access to the surface water but not crossing the
surface water that is restricted to the minimum width practicable not to exceed 15 feet in
width. This is in accordance with new regulations 15A NCAC 0213.0614 (Catawba river basin:
protection and maintenance of existing riparian buffers) paragraph 10 ( table: rr) since no
practical alternatives exists to access the base of the rip rap/shoreline. All buffer revegetation
will be in accordance with section 6 of the Charlotte -Mecklenburg water Quality buffer
implementation guidelines and incorporate level 2 revegetation levels. To create minimal

impact, shoreline access for construction will be accessed via the southern end of the property.
This will be in accordance with 15A NCAC 0213.0614 paragraph 10 (table: dd). The disturbed
area will be less than 2,500 square fee of riparian buffer disturbance and will be restored to
pre -construction topographic and hydrologic conditions and replanted with comparable
vegetation within two months of when construction is complete.
Mitigation: The total disturbance area equates to 100 sq ft (1'x100') for the primary retaining
wall. Alternatively, if an additional 4' retaining wall is built on the southern part, the additional
wall would add 200 sq. ft (2'x100').
Trees that are necessary for removal will be replaced in accordance with section 6 water quality
buffer revegetation using the approved plants from Appendix 15: Approved Plants for use in
water quality buffers.
Notes for water quality buffer revegetation plan:
1. The total area of the lot is 24,299 sq ft./ .558 acres a total buffer area of 11,750 sq. ft
(235'x50')
2. Containerized trees will be planted in the restoration area at a density of 8
trees/1000 sq. ft
3. Trees marked with a single red slash represent trees that will have to be removed due to
under rooting within their vicinity to the edge. Trees with red crosses will be removed as it
will be detrimental to retaining wall construction or housing footprint. Removal is deemed
allowable in accordance with 15A NCAC 0213.0614 paragraph 10 (table: VI -IX).
4. All trees to be planted will be a minimum of 1.5 inches in caliper measuring 6 inches above
the root ball.
5. 10% of the area to be revegetated can be planted with shrubs in lieu of trees (a density of
30 shrubs for every 1,000 sq. ft.).
6. All exposed soil in the restoration area will be covered with 2 inches of hardwood mulch.
7. Tree shelters will be used to protect against deer grazing and mower damage.
8. Following buffer restoration, diffuse flow will be maintained through the buffer in
perpetuity.
9. Chemical fertilizers and pesticides will not be applied in the buffer.
10. Temporary sediment and erosion control devices provided that the disturbed area is
restored to preconstructed conditions and replanted with comparable vegetation will be
used, such as silk fences, to mitigate runoff into the surrounding waters
11. It is the responsibility of the property owner to maintain the revegetation site and repair,
protect, and add additional controls to protect the buffer as necessary.
12. No pines or other evergreen trees will be planted within Level 2 revegetation
13. Any slope within the buffer will not exceed 2:1 ratio in accordance with county, state, and
Duke power's regulations

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LOAD CONDITION B I 250 Ib/ft2 (12 kPa) LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
6 BLOCK HIGH SECTION
(6) 28" (710 mm) Blocks
PRELIMINARY
L
ssional Engineering Design
equired for Construction
Setback = 1 %" (41 mm)
(5° Wall BafterAngle)
5XT
5XT
5XT
8'-0" (2.44 m) k
1'-0" (305 mm)
0'-6" (152 mm)
5XT
d cut length:
15'+3'
" (10.06m)
Geogrid Rolls Required per Wall Length
Type Rolls / linear ft
Rolls / linear m
5XT ± 0.22
± 0.71
± 0.04
± 0.14
Geogrid shall be 12" (305 mm) wide strips of Mirafi
geogrid, type as noted. Geogrid shall be Factory cut
and Certified for width and strength by TenCate Mirafi.
Grade to drain surface water away from wall
250 lb / ft2 (12 kPa)
Move blocks forward during installation
to engage shear knobs (Typical).
Reinforced zone fill per design requirements. Install
in lifts and compact per project specifications.
� = 28°
5XT 12" (305mm) wide geogrid strip wrapped through block and
extending full length back into the reinforced soil zone (Typical).
Infill stone (No. 57 or equivalent). Fill between adjacent blob
vertical core slot. Extend stone at least 12" (305 mm) behind
Drain (As specified by Engineer)
Leveling pad (as specified)
15'-0" (4.57m)
This drawing is for reference only. Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of
the design engineer of record. Final project designs, including all construction details, shall be prepared by a licensed professional engineer using the actual
conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability.
DRAWN BY: B. Lindfors TITLE: Preliminary Wall Section
APPROVED BY: J Johnson Silty Sand or Clayey Sand, 0=28' REDMOCK
DATE: Oct 30, 2015 250 Ib/ftZ (12 kPa) Live Load Surcharge 05481 US 31 SOUTH, CHARLEVOIX, M149720
SHEET: FILE: [phone] ext 3010 • [e-mail]
1 of 1 B_28_PC_28_108_cad.dwg w .redkrock.com

LOAD CONDITION B I 250 Ib/ft2 (12 kPa) LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
10.5-FOOT (3.20 m) HIGH SECTION
(2) 28" (710 mm) Blocks PRELIMINARY
(1) 41" (1030 mm) Block Professional Engineering Design
(2) 72" (1830 mm) XL Blocks Required for Construction
� Top block
Setback = 1 %" (41 mm)
Top Blocks
(5° Wall Batter Angle)
28" (710 mm)
28" (710 mm)
i
9'-6" (2.90 m) 41" (1030 m�
L---
72" (1830 mm)
Setback = 3 4" (83 mm)�
XL Block
(50 Wall Batter Angle)
72" (1830 mm)
1'-0" (305 mm)
1'-0" (305 mm)
Grade to drain surface water away from wall
Backfill per design requirements. Install in
lifts and compact per project
specifications.
250 lb / ft2 (12 kPa)
\\ \ \ Middle block (typical)//\\//�
Drainstone (AASHTO No. 57 or
equivalent) to extend at least 12" (305
= 28' mm) behind 18" high blocks
tional
n block to
\opns stent batter from XL blocksto
overlying blocks
Non -woven geotextile fabric between
adjacent blocks at face (required)
Move blocks forward during installation to
engage shear knobs (typical)
Redi-Rock XL Block (typical)
Fill all void spaces in and between blocks
with drainstone (ASTM No. 57 or
equivalent)
Non -woven geotextile fabric at back of XL
blocks and behind drainstone (if specified
by Engineer based on site soil conditions)
Gravity drain to outlet (as specified by
Engineer)
I Leveling pad (as specified by Engineer)
This drawing is for reference only. Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of
the design engineer of record. Final project designs, including all construction details, shall be prepared by a licensed professional engineer using the actual
conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability.
DRAWN BY: N. Lindwall TITLE: Preliminary Wall Section
APPROVED BY: J. Johnson Silty Sand or Clayey Sand, � = 28° REDMOCK
DATE: May 7, 2019 250 Ib/ft2 (12 kPa) Live Load Surcharge 05481 US 31 SOUTH, CHARLEVOIX, MI49720
SHEET: FILE: [phone] ext 3010 • [e-mail]
1 of 1 B_28_XL_l 26_cad.dwg w .redi-rock.com