0008 Catawba Falls Trail 3.20.2023 - Phase 0 Slide 3 Gabion Wall Plan.pdf

P.O. BOX 747 HICKORY, NORTH CAROLINA 28603

TELE: 828-578-9972

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6/15/2023

NICHOLAS LARSON

Digitally signed by NICHOLAS

LARSON

Date: 2023.06.15 15:47:18 -04'00'

MARK MENG Digitally signed by MARK MENG Date: 2023.06.15 15:57:11 -04'00'

JAMES JONES Digitally signed by JAMES JONES Date: 2023.06.15 16:13:43 -04'00'

JAMES MELONAS Digitally signed by JAMES MELONAS Date: 2023.06.15 16:23:44 -04'00'

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1+

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10.0'

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2+

2+58

B01

B02

B03

0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+25

Ht(MIN) = 6.0'

BOT BASKET: 3' TALL, 7' DEEP, 9' LONG

NEXT BASKET: 3' TALL, 5' DEEP, 6' LONG

REMAINING BASKET: 1' TALL, 3' DEEP, LENGTH VARIES 6' MAX

6.0' MIN

9.0' MIN

6.0' MIN

9.0' MIN

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1 WALL 1 PLAN VIEW

1" = 30'

N

APPROXIMATE

WALL

ALIGNMENT

2 WALL 1 PROFILE VIEW

H: 1" = 5' V: 1" = 5'

APPROXIMATE

DRAINAGE SWALE

ALIGNMENT

SEE DETAIL 3/RS2.0

GENERAL NOTES:

1. ALL MATERIAL THAT IS REMOVED TO FACILITATE

WALL CONSTRUCTION SHOULD BE REMOVED

AND PLACED AT AN APPROVED LOCATION,

DESIGNATED BY THE FORESTRY SERVICE.

2. ROCK RIPPING AND THE USE OF PNEUMATIC

HAMMERS SHOULD BE ANTICIPATED TO

FACILITATE A LEVEL FOUNDATION TO PLACE

BOTTOM BASKET.

3. DUE TO THE ANTICIPATED VARIABILITY IN ROCK

ELEVATION AND CONSISTENCY, FIELD

MODIFICATION OF BASKET DEPTH MAY BE

CONSIDERED. ALL MODIFICATIONS SHOULD BE

APPROVED IN WRITING BY THE ENGINEER PRIOR

TO CONSTRUCTING.

CULVERT TO CROSS

PATH 8/RS2.0

INCLUDE CHECKDAMS

ALONG ALINGMENT IN

ACCORDANCE WITH 4/RS2.0

DRAINAGE SWALE

3/RS2.0

FINISH GRADE

3° (TYP)

6" COMPACTED

'ABC' SURFACE

APPROXIMATE

EXISTING

GRADE

ONE (1) OR TWO (2)

6X6 PT SYP CURB.

SEE 2/RS1.0

1 WALL SECTION

NTS

APPROXIMATE

ROCK SURFACE

CONCRETE FOUNDATION AS

NECESSARY SEE 2/RS2.0

APPROXIMATE

ROCK SURFACE

BOTTOM BASKET

WHERE BOTTOM BASKET DOES NOT COMPLETELY

BEAR ON ROCK, A CONCRETE FOOTING SHALL BE

CONSTRUCTED. THE CONCRETE FOOTING SHALL

BEAR ON COMPETENT ROCK AND EXTEND UP TO THE

BOTTOM OF THE BASKET ELEVATION. A LEVEL

SURFACE FOR THE NEW FOOTING SHALL BE

ACHIEVED PRIOR TO CONSTRUCTING NEW FOOTING.

CONTRACTOR TO UTILIZE

FOOTING 'A' OR 'B' DEPENDING

ON FIELD CONDITIONS. FIELD

MODIFICATION IS EXPECTED.

MODIFICATIONS SHOULD BE

APPROVED BY ENGINEER.

2 BASKET FOOTING

NTS

12.0" MIN

3 DRAINAGE SWALE

NTS

10.0' MIN

TREAD

2/3 OF

1/3 OF

GEOTEXTILE

CLASS A STONE

3 INCH

(TYP)

CL

CL

3/8" X 6" X 6"

WIDE METAL

PLATE

DRILL Ø13/16

(2) HEAVY

HEX NUT

METAL

PLATE

3/4 DIAMETER

THREADED ROD.

MINIMUM 36" LONG

TACK

MALLEABLE

IRON

WASHER

8.0' MAX

SONOTUBE FILLED WITH 3000 PSI CONCRETE.

SEE DETAIL 1/RS2.0 FOR DIMENSIONS.

CONTRACTOR TO CUT AND

WRAP BASKET FACE AS

NECESSARY TO CONFORM

TO SONOTUBE.

7 HANDRAIL DETAILING

NTS

RAILING ANGLE

TO MATCH PATH

FINAL PATH

ELEVATION

TREAD

CLASS A STONE

GEOTEXTILE

GRADE

DRAINAGE

SPACING

DRAINAGE

<3

3-7

8-12

>12

OCCASIONAL

(FEET)

CHECK DAM SPACING

4 TYPICAL CHECKDAM

NTS

5 ANCHOR BOLT AND PLATE DETAIL

NTS

6 DRAINAGE CULVERT

NTS

GABION BASKET

WHERE POST SPACING IS GREATER THAN 3'

USE THREADED ROD ANCHOR CENTRALLY

PLACED BETWEEN POSTS. SEE DETAIL 5/RS2.0

3.0' TALL GABION.

SEE 2/RS1.0 FOR DEPTH.

6X6 X 1/4" WALL THK. X 4'-0" LONG STD.

WEIGHT STRUCTURAL TUBING PRIMED

AND PAINTED INSIDE AND OUT

24" DIA. X 36" HIGH

SONOTUBE FORM.

MATCH GABION

ROATION.

8" DIA. HDG

MACH. BOLT

(TYP.)

6X6 PT SYP PREMIUM

GRADE HANDRAIL POST

W. ROUNDED EDGES

SEE DETAIL 7/RS2.0

6" X 6" PRESSURE TREATED SOUTHERN YELLOW

PINE TO BE USED AS RETAINER FOR SURFACE 'ABC'.

ALIGNMENT AND HEIGHT OF TIMBERS WILL VARY.

POST AND RAILING. SEE DETAIL 1/RS2.0

8 CULVERT OUTLET PROTECTION

NTS

24"

X

SIX (6) #4 CONTINUOUS

12" MIN

EMBED

DRILL AND EPOXY

DOWELS. (TYP)

24" O.C. SPACING

#4 STIRRUP.

24" O.C. SPACING

12" MIN

EMBED

12" MIN

EMBED

12" MIN

EMBED

12"

FOUR (4) #4 CONTINUOUS X

#4 STIRRUP.

24" O.C. SPACING

A B

DRILL AND EPOXY

DOWELS. (TYP)

24" O.C. SPACING

EPOXY TO BE HILTI HY200

8.5' MIN

3' x 3' CONC. CATCH BASIN

W/ REMOVABLE GRATE

FOR POST AND HANDRAIL

DIMENSIONING SEE CIVIL SHEET

WASHED STONE OR

RECYCLED ROCK

BACKFILL

WRAPPED IN

SEPARATION FABRIC

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DESIGN PARAMETERS

Design of the Gabion Wall for CVET TEST PROJECT, located in Hickory, North Carolina was based upon the following parameters:

Wall Geometry:

Wall Batter: 3°

Wall Embedment: Varies. See 2/RS1.0

Design Methodology:

NCMA 1997

Design Loading:

Live Load: 250psf

Dead Load: 100psf

Wall Surcharge:

Minimum Factors of Safety:

F.S. against Sliding: 1.5

F.S. against Overturning: 2.0

F.S. against Bearing Capacity Failure: 2.0

F.S. against Global Instability: 1.5

F.S. against Uncertainties: 1.5

Soil Properties:

Retained Soil:

Washed Stone:

Moist Density: 105 pcf Phi: 35 degrees Cohesion: 0 psf

Foundation Material Properties:

Bedrock and/or Concrete

NOTE:

If the elevation, location, surcharge loading, or grading around the wall changes from those displayed on these plans, CVET shall be notified so that modifications to the wall design can be made, if necessary.

Material

Gabions and gabion mattresses shall consist of rectangular wire mesh formed containers filled with rock.

The wire coating shall be as specified below.

Gabion baskets - height 12, or 36 inches; length as specified.

Type of Wire Mesh Size (in)

Wire Diameter

(in) PVC Coating (in)

Total Diameter (in)

Galvanized Coating oz/ft^2 (meets ASTM

A-90) Woven Mesh 3.25 x 4.5 0.120 None 0.120 0.85

Selvage 0.153 None 0.153 0.90 Lacing and Internal Connecting Wire

0.091 None 0.091 0.80

*Coating of wire: Class 3 zinc coating (ASTM A-641) tested in accordance with ASTM A370-92 *Uniformity of Coating in accordance to ASTM A-239.

*Tensile of Wire: ASTM A-641-92, Soft Temper *Wire Elongation: > 12% in accordance to ASTM A-370-92 *All of the above wire diameters are subject to a tolerance limit of 0.004 in accordance with ASTM A-641.

*Note: The wire sizes and PVC coating thickness shown are nominal sizes. The wire sizes include the galvanizing coating thickness.

Wire for fabrication and assembly shall be hot-dipped galvanized. The wire shall have a minimum tensile strength of 60,000 pounds per square inch. Galvanized steel wire shall conform to ASTM A-641, Class 3, Soft Temper.

Spiral binders are the standard fastener for welded-mesh gabion baskets and mattresses, and shall be formed from wire meeting the same quality and coating thickness requirements as specified for the gabion baskets and mattresses.

Alternate fasteners for use with wire mesh gabions, such as ring fasteners, shall be formed from wire meeting the same quality and coating thickness requirements as specified for the gabions.

Standard fasteners and alternate fasteners must provide a minimum strength of 1,400 pounds per lineal foot for gabion baskets and 900 pounds per lineal foot for gabion mattresses. When used to interconnect gabion baskets or mattresses with PVC coating, ring fasteners shall be made of stainless steel and spiral fasteners will be PVC coated. All fasteners shall meet all of the closing requirements of the gabion manufacturer in addition to any requirements specified.

Rock - Rock shall conform to the quality requirements in Material Specification [ 705 ], Rock for Riprap, unless otherwise specified in Section [ 705 ]. At least 85% of the rock particles, by weight, shall be within the predominant rock size range.

Gabion Basket Height Predominant Rock Size

(in) Minimum Rock Dimension (in)

Maximum Rock Dimension (in)

12 inch 4 to 8 4 8

36 inch 4 to 8 4 8

At least 30 days before delivery to the site, the contractor shall submit in writing the source from which the rock will be obtained, test data, and other information needed to document that the rock meets the requirements of this specification. The contractor shall provide the engineer free access to the source for the purpose of obtaining samples for testing.

Bedding or Filter material—Bedding or filter material, when specified, shall meet the gradation shown on the plans, or as specified in section [ 703 ]. Geotextile, when specified, shall conform to the requirements specified in section [ 714 ].

Lumber All lumber and it's fastenings shall conform to the national design specification for wood construction, latest edition, by the american forst and paper association.

All structural lumber shall be visually graded NO. 1 dense southern yellow pine. Handrail componenets may be NO. 2 visually graded southern yellow pine.

Treatment of the lumber shall be as follows:

For posts/piers, stringers, bracing, joists and headers 0.6 PCF CCA-C (Chromated Copper Arsenate Type C)

For rail posts, handrail, decking, step tread 0.31 PCF CA-C (Copper Azole Type C) Where there is question as to treatment of wood, 0.31 PCF shall be used if human contact under normal use of the facilities can occur.

Where splices are required due to joist/stringer length, splices shall be made at supports and utilize appropriate mending plactes on each face according to member size as recommended by manufacturer.

Foundation Preparation

Gabion mattresses shall bear directly on bedrock and/or concrete as needed to create a level foundation as shown on RS2.0.

Assembly and Placement

Where a gabion or gabion mattress unit must be modified, welded-mesh panels may be cut to fit.

Twisted-mesh panels may be folded and neatly wired but shall not be cut.

Assembly—Use lacing wire for the assembly and placement of twisted-mesh panels. Wrap the lacing wire with alternating single and double half-hitches at 4- to 6-inch intervals and secure by tying a double half hitch at each end. Use spiral or ring type fasteners for the assembly and placement of welded-mesh panels. Where spiral fasteners are used, crimp the ends to secure the spirals in place. Where ring type fasteners are used, install the fasteners at a maximum spacing of 6 inches.

Interior diaphragms are required where any dimension exceeds 3 feet. Use the same type fasteners and fastening procedures to install interior diaphragms and lids as used in the panel assembly.

Placement—Place the gabions or gabion mattresses on the foundation and use lacing wire to interconnect all adjacent horizontal and vertical edges. Wrap the wire with alternating single and double half-hitches at 4- to 6-inch intervals. Welded-mesh gabions and gabion mattresses may be interconnected with spiral fasteners, ring type fasteners, or lacing wire. Where spiral fasteners are used, crimp the ends to secure the spirals in place. Where ring type fasteners are used, install the fasteners at a maximum spacing of 6 inches.

Interconnect each layer of gabions and gabion mattresses to the underlying layer along the front, back, and sides. Stagger the vertical and horizontal joints of adjacent rows and layers by at least one fourth of a cell length.

Filling Operation

Twisted-Mesh—after adjacent empty twisted-mesh units are set to line and grade and common sides properly connected, they shall be placed in straight line tension and stretched to remove any kinks from the mesh and to gain a uniform alignment. Units may be staked to maintain the established proper alignment before the rock is placed. No stakes shall be placed through geotextile material. Fasteners shall be attached during the filling operation as needed to preserve the strength and shape of the structure.

Internal connecting crosstie wires shall be placed in each unrestrained gabion and gabion mattress unit of more than 18 inches in height, including units left temporarily unrestrained. Two internal connecting wires shall be placed concurrently with rock placement at each 12-inch interval of depth. These crossties shall be evenly spaced along the front face and connected to the back face. All crosstie wires shall be looped around two mesh openings and each wire end shall be secured by a minimum of five 180-degree twists around itself after looping.

Welded-Mesh—welded-mesh units do not require stretching. Units may be staked to maintain the established proper alignment before the rock is placed. No stakes shall be placed through geotextile material. Fasteners shall be attached during the filling operation as needed to preserve the strength and shape of the structure.

Internal crossties or stiffeners shall be placed in each unrestrained gabion and gabion mattress unit of more than 18 inches in height, including units left temporarily unrestrained. Crossties or stiffeners shall be placed concurrently with rockplacement at each 12-inch interval of depth. They shall be placed across the corners of the gabions (at 12 inches from the corners) providing diagonal bracing. Lacing wire or preformed hooked wire stiffeners may be used.

Twisted and Welded-Mesh—the gabions and gabion mattresses shall be carefully filled with rock in a manner that will ensure alignment, avoid bulges, and provide a compact mass that minimizes voids.

Machine placement requires supplementing with hand work to ensure the desired results. The units or cells in any row shall be filled in stages so that the depth of rock placed in any one cell does not exceed the depth of rock in any adjoining cell by more than 12 inches. Along the exposed faces, the outer layer of stone shall be carefully placed and arranged by hand to ensure a neat, compact placement with a uniform appearance.

The last layer of rock shall be uniformly leveled to the top edges of the cells. Lids shall be stretched tight over the rock filling. The use of crowbars or other single point leverage bars for lid closing is prohibited as they may damage the baskets. The lid shall be stretched until it meets the perimeter edges of the front and end panels. The gabion lid shall then be secured to the sides, ends, and diaphragms with lacing wire, spiral binders, or approved alternate fasteners. Lacing wire shall be wrapped with alternating single and double half-hitches at 4 to 6-inch intervals. Where spiral fasteners are used, crimp the ends to secure the spirals in place.

Any damage to the wire or coatings during assembly, placement, or filling shall be repaired promptly in accordance with the manufacturer's recommendations or replaced with undamaged materials.

Construction Notes

The contractor is responsible for proper storage and handling of the construction materials per the manufacturer's recommendations and in accordance with ASTM D4873. Store products in the unopened packaging, until ready for installation, and elevated from ground contact. Damaged or unsuitable materials may be rejected by Design Engineer of Record, Special Inspection Engineer of Record, and/or Third Party Inspection Agency, which shall be replaced at the contractor's expense.

A pre-construction site meeting is required by the Contractor prior commencement of construction. The meeting shall be attended by the Owner, Contractor, SRW Installer, Special Inspections Engineer of Record, Third Party Inspections Agency, and Design Engineer of Record. The segmental retaining wall plans and specifications will be reviewed, and the work area shall be examined for any changed conditions from those utilized during the design process. The Contractor shall notify all parties at least 3 days in advance of the meeting.

Full-Time observation, testing, and inspection during the construction of the retaining structure, shall be provided by the owners Third Party Inspections Agency.

All excavation slopes shall be excavated in accordance with current OSHA regulations, based upon the actual soil types encountered during earthwork operations. Excavation safety is the sole responsibility of the Contractor. The Contractor shall not place excavated materials or equipment immediately adjacent the excavation walls or slopes.

Foundation soil shall be defined as any soils located beneath the wall which includes directly beneath the facing unit and the reinforced soil zone. The foundation subgrade soils shall be prepared in accordance with project specifications for earthwork and the lines and grades on the project drawings, or as directed by the geotechnical engineer. Clearing and stripping limits shall be extended a minimum of 5 feet in front of the retaining walls and 2 feet behind the reinforced soil zone. All existing topsoil, rootmat, and any other soft or unsuitable materials shall be removed from the clearing and stripping limits. The exposed foundation conditions shall be evaluated by the geotechnical engineer during site preparation to confirm that insitu foundation soil meets or exceed the soil parameters utilized in the wall design. Proofrolling and hand-auger / Dynamic Cone Penetrometer (DCP) testing shall be conducted on the exposed foundation soil to evaluate the bearing capacity prior to fill placement. Soils not meeting the required strength shall be removed and replaced with approved material.

Hydrostatic loading is not considered in this analysis. Sufficient drainage must be provided such that hydrostatic loading (pore pressure) does not develop in the reinforced zone. Rainfall and other water sources such as irrigation activities can be defined as surface water. Site grading shall be designed to route surface water around and away from the wall. All water collection devices such as roof downspouts, storm sewers, and curb gutters must be designed to accommodate maximum flow rates and outlet outside the retaining wall area. The internal drainage system of the retaining wall is designed to remove incidental water that infiltrates into the soil behind the wall. Adequate storm water drainage systems are required to completely drain the area around the retaining wall structure. Ground water can be present within the soil due to surface infiltration or water table fluctuation. If ground water is encountered during construction, modifications to the drainage system must be approved by CVET prior implementation

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