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Home My WebLink AboutTED4001812.22MCUISED PCJF CITY OF 5MTOn FiEl IHCS KLL8-14-9D P. V. C. TERRAMESH (R) UNITS SPECIFICATION PATENT PENDING 331A/90 SCOPE This specification covers the use of P.V.C. coated steel wire Terramesh (R) units. DEFINITIONS a) Terramesh (R) units are defined as an integral gabion faced mechanically stabilized earth reinforcement system. The unit facing and soil reinforcing elements are formed from a"continuous panel of P.V.C. coated steel wire mesh. The gabion facing element is filled on site with clean hard stone. b) The selvedges of the Terramesh (R) units are the thicker perimeter and edge wires to which the wire mesh is securely tied to withstand sudden or gradual stress from any direction. c) Reinforcing wires are the thicker wires incorporated into the netting during fabrication. d) The bayonet diaphragms are internal wire mesh partitions which divide the gabion facing element into cells. e) Spenax Rings are a pneumatically closed hog ring used to assemble and join the Terramesh (R) units. FABRICATION P.V.C. Coated Steel Wire Mest Terramesh (R) Units. Terramesh (R) units shall be fabricated in such a manner that the face, lid and reinforcing mesh element can be assembled at the construction site into units of the sizes specified and shown on the drawings. Terramesh (R) units shall be of single unit construction; the face, lid, and reinforcing element shall be woven into a single unit. The Terramesh (R) unit shall be divided by diaphragms of the same mesh and gauge as the body of the Terramesh (R) units, into cells whose length does not exceed the horizontal width of the facing element. The Terramesh (R) unit shall be furnished with the necessary bayonet diaphragms that shall be connected to the base on site without additional tying at this juncture. MATERIALS P.V.C. Coated Wire Mesh Terramesh (R) Units. Terramesh (R) units shall be of nonraveling construction and fabricated from a double twisted hexagonal mesh of galvanized and P.V.C. coated steel wire. The galvanized wire core shall have a diameter of 0.1063 inches (Approx. US gauge 12). All wire used in the fabrication of the Terramesh (R) unit shall conform to or exceed Federal Spec. QQ-W-461H, and of Standard Specification ASTM A641 "Zinc coated (galvanized) carbon steel wire for Class 3, soft temper wire". The P.V.C. coating shall be extruded onto the wire core prior to weaving the coated wire into a double twisted hexagonal mesh having uniform openings of 3 1/4 inches by 4 1/2 inches approximately (opening area to be 10.5 sq. in. plus or minus a tolerance of 5%). The overall diameter (galvanized wire core plus P.V.C. coating) shall be 0.1363 inches. Selvedge and reinforcing wire shall be of heavily galvanized wire core, 0.1338 inches in diameter (Approx. US gauge 10), coated with P.V.C. and having an overall diameter (galvanized wire core plus P.V.C. coating) of 0.1638 inches. All of the above mentioned wire diameters have to be measured after galvanizing and are subject to tolerance limit of 0.004 inches in accordance with ASTM A-641. TERRAMESH STANDARD UNITS Tolerances. All Terramesh (R) unit dimensions shall be within a tolerance limit of +/- 5% of the manufacturer's stated size. TABLE OF UNITS Facing Letter Element Length of No. of Capacity Code Size Reinforcing Element Cells Cu. Yds. T3 6x2x2 3 3 0.888 T5 6x2x2 5 3 0.888 T9 6x2x2 9 3 0.888 T12 6x2x2 12 3 0.888 T15 6x2x2 15 3 0.888 T18 6x2x2 18 3 0.888 T21 6x2x2 21 3 0.888 P.V.C. (Poly Vinyl Chloride) Coating. The protective P.V.C. plastic coating shall be suitable to resist deleterious effects of natural weather exposure, immersion in salt water and shall not show any material difference in its initial compound properties. A - INITIAL PROPERTIES A.1 - Specific Gravity Shall be 1,30 to 1,35 Kg/Dm , in accordance with ASTM D 792-66 (79). A.2 - Durometer Hardness Shall be 50 to 60 Shore D, in accordance with ASTM D 2240 - 75 (ISO 868 - 1978). A.3 - Volatile Loss At 105 C for 24 hours = shall not be higher than 2% At 105 C for 240 hours = shall not be higher than 6% in accordance with ASTM D 1203-67 (74) (ISO 176-1976) and ASTM D 2287 - 78. A.4 - Tensile Strength Shall not be less than 210 Kg/cm in accordance with ASTM D 412 - 80. A.5 - Elongation Shall not be less than 200% and not be higher than 280% in accordance with ASTM D 412 - 75. A.6 - Modulus of elasticity at 100% of elongation Shall not be less than 190 Kg/cm in accordance with ASTM D 412-75. A.7 - Resistance to abrasion The loss of weight shall not be more than 0.19 g in accordance with ASTM D 1242 - 56 (75). A.8 - Brittleness Temperature Cold bend temperature = shall not be higher than -30'C in accordance with BS 2782 - 104A (1970) Cold flex temperature = shall not be higher than + 15'C in accordance with BS 2782 - 150B (1976) A.9 - Creenina_corrosion Maximum penetration of corrosion of the wire core from a square cut end shall be 25 mm when the specimen has been immersed for 2000 hours in a 50% solution of HC1 (Hydroclorich acid 12 Be). Namely, variation of the initial properties will be allowed, as specified hereunder, when the specimen is submitted to the following accelerated aging tests: B - ACCELERATED AGING TESTS B.1 - Salt Spray Test According to ASTM B 117 - 73 (79) Period of test - 1500 hours. B.2 - Exposure to ultraviolet rays According to ASTM D 1499 - 64 (77) and ASTM G 23 - 69 (75) apparatus type E. Period of test = 2000 hours at 63'C B.3 - Exposure to high temperature According to ASTM D 1203 - 67 (74), (ISO 176-1976), and ASTM D 2287 - 78. Period of test = 240 hours at 105°C After the above tests have been performed the P.V.C. compound shall show the following properties: C - PROPERTIES AFTER AGING TESTS C.1 - Appearance The vinyl coating shall not crack, blister or split and shall not show any remarkable change in color. C.2 - Specific Gravity Shall not show change higher than 6% of its initial value. C.3 - Durometer Hardness Shall not show change higher than 10% of its initial value. C.4 - Tensile Strength Shall not show change higher than 25% of its initial value. C.5 - Elongation Shall not show change higher than 25% of its initial value. C.6 - Modulus of Elasticity Shall not show change higher than 25% of its initial value. C.7 - Resistance to Abrasion Shall not show change higher than 10% of its initial value. C.8 - Brittleness Temperature Cold bend temperature = shall not be higher than - 20°C Cold flex temperature = shall not be higher than + 18`C' MESH DEFORMATION The wire mesh shall have deformability sufficient to permit a minimum mesh elongation equivalent to 10% of the unstretched length of the mesh test section without reducing the gauge or tensile strength of the individual wire strands to values less than those for similar wire, one gauge smaller in diameter. PUNCH LOAD TEST. An uncut section of mesh 6 feet in length and not less than 3 feet in width, including all selvage bindings, shall have the ends securely clamped for 3 feet along the width of the sample. When the width of the section under test exceeds 3 feet, the clamps shall be placed at the center of the width and the excess width will be allowed to fall free on each side of the clamped section. The sample shall then be subjected to tension sufficient to cause 10 percent elongation of the sample section between the clamps. After elongation and while clamped as described above (and otherwise unsupported), the section shall be subject to a load to a 1 square foot area in the approximate center of the sample section between the clamps and in a direction perpendicular to the direction of the tension force. The sample shall withstand, without rupture of any strand or opening of any mesh f1stening, an actual load applied equaling or exceeding 6,000 pounds. The ram head used in the test shall be circular and have its edges beveled or rounded to prevent cutting of the wire strands. GABION FACING FILL. The material used for gabion fill shall be clean, hard stone with pieces ranging from three (4) to six (6) inches in greatest dimension. FOUNDATION PREPARATION Foundation of the structure shall be graded level for a width equal to the length of the reinforcing element plus 1 foot or as specified. Prior to wall construction except where constructed on rock, the foundation shall be compacted by suitable means, as directed and approved by the Engineer, ASSEMBLING AND PLACING a) Unfold unit and flatten out kinks in the reinforcing element. b) Install bayonet diaphragms into base of facing element. Position diaphragms such that the first diaphragm is a minimum of 3" from edge of unit in line with the twists. Install the other 2 diaphragms at 2 ft. centers. c) Connect facing mesh and rear panel to diaphragms with Spenax rings, 1 per mesh opening along vertical joints. d) Position unit as required and join to adjacent unit along selvedge wires with Spenax rings, 1 per mesh opening along the vertical edges. e) Connect unit to lower layer along the face of the upper -unit and back edge of lower layer with Spenax rings, minimum 1 per mesh opening. f) Tension reinforcing mesh element and stake, connect to adjacent reinforcing element with Spenax rings, 1 per foot run. g) Fill facing unit with hard, durable stone of size 4 inches to 6 inches to full height. h) Close lid of unit and join to rear panel, diaphrams and adjacent unit with Spenax rings, 1 per mesh openings. i) Select grannular backfill shall conform to clause 703.15 of the 04 Standard Specification for Construction of Roads and Bridges ons Federal Highway Projects F-85 1985. Compaction requirements lid, shall conform to clause 613.12 of the Federal Highway Specification. EDACIF= ICE TERRAMESH(R) WALL 3.5 FT FACING GABION ELEMENT 2 * 2 FT FOUNDATION GABION 3 * 1.5 FT SCALE 1/5 in = 1 FT STEP = 0.5 FT -7 TERRAMESH(R) WALL 5.5 FT FACING GAD ION ELEMENT 2 * 2 FT FOUNDATION GABION 3 * 1.5 SCALE 1/5 in = 1 FT STEP = 0.5 FT SELECT FILL mesh' length = 3 ft Me.. jh length = 3 f t. TERRAMESH(R) WALL 7.5 FT. FACINdG GAEIONd ELEMENT 2 * 2 FT FOUNDATION GABION 3 * 1.5 FT SCALE 1/5 in = 1 FT STEP = 0.5 FT mesh length = 3 f t. mes;�k length = 9 ft sh length = 9 ft TERRAMESH(R) WALL 9.5 FT TERRAMESH(R) (R) WALL 11.5 ft FACING GABION ELEMENT 2 * 2 FT FOUNDATION GAB! -UN 3 * 1.5 FT SCALE 1/5 in = 1 FT STEP = 0.5 FT. me5n 10--ng to = 3 ft mesh 1 eng t.n = 12 ft SELECT F ILL mesh length = 12 ft TERRAMESH(R) WALL 13.5 ft. FACING GABION ELEMENT 2 * 2 FT FOUNDATION GADION 3 * 1.5 FT SCALE 1/10 in = 1 FT STEP = 0.5 FT SELECT FILL ml"=3f t. ml =12f t ml =12f t•� ml=12ft. 1=9ft• / =9f t. MIL=Mesh length TERRAMESH (R) WALL 15.5 f t FACING GADION ELEMENT 2 * 2 FT FOUNDATION GA-DION 3 * 1.5 FT SCALE 1/10 i n = 1 FT STEP = 0.5 FT SELECT FILL ml =3f t :■:9 ' I =15f t. ml =12f t m1=12f t. ♦f c+ ml=12Ft. � ml =9f t. ` ml =9f t. ml=mesh length mesh i21-Igtn = 9 ft S lengt1% = 9 ft FACING GABIONd ELEMENT t * 2 FT I SPECIAL NOTE FOUNDATION GABION 3* 1.5 FT. Special control consideration shall be given to the SCALE 1/5 in = 1 �T placement of structural fill on the Terramesh tieback STEP = �.5 FT I fabric. The fill site shall be adjusted by cutting the fill site to bearing grade. The bearing grade shall be pr- kxxV compacted prior to the placement of fill. Fill materi1l consisting of soil having a minimum compacted dry weight of 1150 per cubic foot and an inplace phi (4) angle 35 degrees or greater shall be evenly spread and compacted in 12 inch _' mesh length = 3 ft. lifts to 95% of the maximum density as determined by ASTM SELECT FILL .:__- / Method D-1557. The Terramesh tieback shall be placed on a ,. _;=•:_�:_! �' compacted layer. The additional layers of fill will then be :_;=:•=:_: mesh length = 12 ft / spread across the fabric and compacted as previously stated. Structural fill per this specification shall be considered Mesh 1,s'th - 9 f t the fill zone encompassing the tieback mesh. The design is based on an incremental step back of 6 inches per unit. L length = 9 ft c5 \gP\c7 ENGINEERING COMPANY peaft/ ;ErCo!mMENDED FOR APPROVALS B41" 0 0 0 O � O o � RFCI STERf'O \`� o 0�0o S/ONAL F�00000 ��Oa�aoo�oo r� $tom 0 Zr, wo Z 0 � a W aCC o 0 O U I (n Z to W CL 0 UJ _J Ii W > cn Wp0rn W � m = Q Z O p M (� Q Z (0 E-- H cr- O LL PROJECT NO. 88-93 DRAWN BY JC ISSUE DATE 7-25-90 LATEST REV. 8- (4-qD -ATEST ISSUE 0) I X Q 00 Go rn Q W Q W In CIVIL ENGINEERING AND PLANNING CONSUL TANTS CID; aP32