DIAMOND PRO PIN SYSTEM FOR FDOT APPLICATIONS SAMPLE DRAWINGS

Transcription

1 PROPOSED SEGMENTA RETAINING WA: FOR FDOT APPICATIONS SAMPE DRAWINGS PART 1 GENERA NOTES & SPECIFICATIONS 1.04 DEFINITIONS A Geosynthetic Reinforcement is a material specifically fabricated for use as soil reinforcement. B. Diamond Pro PS modular retaining wall units are machine made from portland cement, water, mineral aggregates and potentially fly ash and various admixtures. C. Permeable Material is a free draining material used as a drainage media. D. Reinforced Backfill Soil is the soil used as fill within the geosynthetic reinforced soil mass. E. Foundation Soil is the soil mass supporting the leveling pad and reinforced soil zone of the segmental block retaining wall system. F. Wall Subdrain is a perforated PVC pipe, generally of 4 inch (100 mm) diameter, used to drain water from soil. G. Filter Fabric is a non-woven geosynthetic material used for filtration/separation and to allow for the long term passage of water into a subsurface drain system while retaining the in situ soil. Fabric shall be in accordance with Standard Specifications Section 985. H. The Diamond Pro PS Pins are a specifically manufactured polymer based material, supplied by Anchor, and used to mechanically connect/align the Diamond Pro PS units SUMMARY 1.05 SUBMITTAS A. Section Includes Work includes furnishing and installing Anchor Diamond Pro PS modular retaining wall units with soil reinforcement to the lines and grades designated on the construction drawings in accordance with FDOT Specification 548. B. Design Parameters 1. Reinforced/Backfill Soil: Angle of Internal Friction = 30-degrees, Unit Weight = 105 pcf 2. Retained Soil: Angle of Internal Friction = 30-degrees, Unit Weight = 105 pcf 3. Foundation Soil: Angle of Internal Friction = 30-degrees, Unit Weight = 105 pcf 4. Designed in accordance with: 4.a. AASHTO RFD Bridge Design Specifications, Applicable edition for the project. 4.b. FDOT Structure Design Guidelines, Applicable edition for the project. 4.c. Federal Highway Administration: FHWA-NHI-10, Volumes 1 and 2, REFERENCES A. Florida Department of Transportation 1. Florida Sampling and Testing Methods 2. FDOT Section 548; Retaining Wall Systems 3. FDOT Section 985; Geosynthetic Materials 4. FDOT Section 901; Coarse Aggregate 1.03 DEIVERY, STORAGE AND HANDING A. The contractor shall check the materials upon delivery to assure that proper material has been received. B. Deliver and handle materials in such a manner as to prevent damage. Store above ground on wood pallets or blocking. Remove damaged or otherwise unsuitable material, when so determined, from the site. C. The contractor shall prevent mud, wet cement, epoxy and like material, from coming in contact with the modular units and reinforcement. D. Geosynthetic materials shall remain in protective wrapping until placed in the wall. Follow manufacturer's recommendations regarding protection from direct sunlight. E. Alignment pins shall remain in boxes until placed in the modular units. Alignment pins exposed to direct sunlight for a period exceeding 2 months should not be used in the constructed wall. NOT TO SCAE Date: 05/30/17 A. Submit the following to the Engineer: 1. Manufacturer's literature: Materials description 2. Shop drawings: Retaining wall system design, including wall heights, geosynthetic reinforcement layout, drainage provisions and other pertinent details. The shop drawings shall be signed by a registered professional engineer licensed in the state of Florida. 3. Certificate of Compliance letter in accordance with FDOT Section 548 (Retaining Wall Systems). 4. Design calculations demonstrating satisfaction of Capacity Demand Ratio for: Internal stability of the wall systems. PART 2 PRODUCTS 2.01 MATERIAS A. Modular Block Facing Unit: "Diamond Pro Pin System" (DPPS) as manufactured under license from Anchor Wall Systems. No substitutions allowed. Diamond Pro PS units shall meet requirements of ASTM C1372 except as modified by FHWA NHI , section Unit height dimensions shall not vary more than +/-1/16 inch (1.6mm) from that specified. 2. Unit length dimensions shall not vary more than +/-1/8 inch (3.2mm) from that specified. 3. Minimum required compressive strength shall be 4,000 psi (28Mpa). 4. Maximum absorption shall be 6.5%. 5. Color:. Submit a block sample for approval by the resident engineer. 6. Texture: Split Face. 7. The concrete units shall include a fiberglass pin connection/location device. B. Geosynthetic reinforcement: Mirafi Miragrid 3T, 5T & 8T. No substitutions allowed. C. Connectors: The Diamond Pro PS pins as supplied by Anchor Wall Systems shall be manufactured from fiberglass to the dimensions shown on the plans. D. Filter Drainage Aggregate: Coarse Aggregate comprised of natural stones meeting the requirements of Section 901 with a size distribution of any of the listed aggregate gradations from size No. 57 through size No. 89 inclusive, except as noted on the Plans. E. Wall Draintile: Perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with ASTM D3034 and/or ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter. F. Separation Geotextile: Type D2, D3 or D5. G. eveling Pad: A leveling pad of unreinforced concrete shall be placed to facilitate first course placement. Concrete leveling pads shall have a minimum thickness of 6 inches (150mm) and a minimum width of 24 inches (600mm) and shall have a minimum 28 day compressive strength of 3,000 psi (20.7 Mpa). GENERA NOTES & SPECIFICATIONS SHEET 1 Sheet of W1 12

2 3.02 WA ERECTION A. Foundation units shall be placed on the prepared leveling pad. Units shall be checked for horizontal alignment with a string line placed at the back of the units and vertical alignment front to back and side to side with a level. The top of all units in the base course shall be at the same elevation. B. Ensure that concrete wall units are in full contact with base. Up to 1/2 inch of sand may be placed between the concrete leveling pad and and foundation unit to help level the base unit. C. The foundation course of modular units shall be backfilled and compacted, front and back, then checked for level and alignment prior to placing the next course of wall units. D. Wall subdrain shall be installed at the lowest elevation possible to maintain gravity flow of water to outside of the reinforced zone. The wall subdrain shall be day-lighted to an appropriate location away from the wall system at each low point and at 50-foot (15 m) intervals along the wall. E. Remove all excess fill from top of units and from the pin holes. Install pins in either front or rear pin holes, depending on design wall batter and install next course. F. Subsequent courses of modular units shall be placed side by side for full length of wall alignment. A maximum gap of 1/8 inch (3.2 mm) is allowed between units. Alignment should be checked by using a string line at the back of the units. Adjust units as necessary to maintain horizontal alignment. G. Provide a minimum of 12 inches (300 mm) of angular permeable material (see Section 548) placed behind the modular units. Place a filter fabric separator between the permeable aggregate and the backfill soil. H. Ensure permeable material and backfill are compacted before installation of each succeeding course. The permeable material (Filter Drainage Aggregate) placed behind the block shall be compacted with a minimum of 2 passes using a vibratory plate compactor. I. Install each succeeding course. Backfill as each course is completed and prior to placement of the next course. Pull the units forward until the locating surface of the unit contacts the locating surface of the units in the preceding course. J. Check unit vertical alignment with a level on each course, adjust units as necessary with reinforcement shims to maintain proper alignment and setback control. K. Permeable material or reinforced soil fill must be placed level with the top of the modular units at courses where reinforcement is required.. Remove all excess fill from top of units and from the pin holes in the top of the units prior to reinforcement placement. M. Install geosynthetic reinforcement at locations and elevations shown on the design drawings. 1. The geosynthetic reinforcement has a primary strength direction. The primary strength direction must be placed perpendicular to the wall face. 2. Reinforcement panels shall be continuous. Seams or connections are not permitted in the strength direction. 100 percent reinforcement coverage is required. 3. Panels of geosynthetic reinforcement shall be tensioned such that all folds and wrinkles are removed before reinforced soil is placed. Panels shall be staked or anchored as necessary to maintain taut condition. 4. Tracked vehicles may not operate on geosynthetic reinforcement with less than 6 inches of compacted soil between the reinforcement and the tracks. Turning of tracked vehicles should be kept to a minimum to prevent damage and disturbance to the reinforcement. 5. Rubber-tired vehicles may operate directly on geosynthetic reinforcement at speeds less than 10 mph if permitted by the reinforcement manufacturer. Sudden braking and turning shall be avoided BACKFI PACEMENT A. Special care shall be taken during compaction below the first reinforcement layer to maintain unit level and alignment. B. At each level of soil reinforcement the backfill material shall be roughly level to an elevation approximately 1 (30mm) above the level of the facing unit before placing the soil reinforcement. C. Clean any debris off the top of the units and from the pin holes in the top of the units and ensure the backfill is graded reasonably flat prior to reinforcement placement. D. The reinforcement has a primary strength direction, which must be laid perpendicular to the wall face. E. Prior to placement of backfill and after placement of the pins, pull the reinforcement taut and anchor in place with stakes, staples or fill piles at the back of the reinforcement. F. Place the reinforced backfill onto the reinforcement and spread in a direction parallel to the wall face. Reinforced backfill shall be placed, spread and compacted in a manner that will minimize slack or wrinkles from forming in the reinforcement. G. Place a minimum of 6 (150mm) of backfill prior to operating equipment above the reinforcement. Avoid sudden braking or turning on fill placed over the reinforcement CAP UNIT INSTAATION (Where required) A. Brush clean the top of the upper course of units. Place cap units, cutting as necessary on curved wall portions, prior to adhering the cap units. B. Exterior grade construction adhesive is the preferred material to adhere the cap units to the upper course of modular units. C. Apply an exterior concrete construction adhesive to the top surface of the upper course of units, and place the cap unit into desired position. If mortar is used, place mortar into the pin holes in the top course of units as well as on the upper surfaces. D. Use a string line to maintain proper cap alignment. E. Backfill and compact to finish grade, after mortar or adhesive has set ADJUSTING AND CEANING A. Damaged units should be replaced with new units during construction. B. Contractor shall remove debris caused by construction and leave adjacent areas clean QUAITY CONTRO A. The wall installation contractor is responsible for the proper installation of all materials. A qualified independent third party shall be enlisted to verify the correct installation of all materials according to these specifications and the construction drawings. B. Work found to be deficient according to these specifications or the construction drawings must be corrected. C. The retaining wall will not be considered complete until accepted by the engineer or duly appointed owner's representative. D. Refer to Section 548: FDOT Specifications For Retaining Wall Systems. General Note: Oldcastle Coastal will be supplying the retaining wall blocks and pins for use with other accessory materials to be used in the construction of walls detailed herein. The Diamond Pro Pin System being provided for this project will have a split texture for the facing. Construction and quality control procedures provided by Anchor Wall Systems and its licensees are intended to provide a general explanation of the system. It is the contractor's obligation to unload and store the products delivered to the site, devise and execute a project specific erection sequence, and implement a fall protection system where required. Construction and installation processes and procedures provided by Anchor Wall Systems and its licensees are general in nature and do not account for project specific criteria. Compliance with the guidelines in such documents does not relieve the contractor of its responsibility to adhere to the project plans, specifications and contract documents or compliance with all fall protection, safety laws, standards, and procedures at the jobsite. END OF SECTION NOT TO SCAE GENERA NOTES & SPECIFICATIONS SHEET 2 W2 12

3 11" MINIMUM 4" 17 1/4" 11" 10" 7.5" 6" 9" CAP UNIT ISOMETRIC VIEW 30" 15" 16" 90-DEGREE CORNER UNIT INSIDE CURVE 7.5" ETEND GEOSYNTHETIC TO WITHIN 1" OF THE OWER FACE OUTSIDE CURVE 8" 12 1/2" W 11" MIN. CONNECTION DETAI SAW CUT AS REQUIRED TO CONSTRUCT 90 DEGREE MITERED CORNER TOP SPIT FACE AND END PRECAST CORNER UNIT 7.1 PIN CORE 18" 12" UNIT R0.050" 1.900" R0.050" WA FACE 1.7 PIN CORE 5" R0.25" 0.594" 0.178" AWAYS START CAPPING WA FROM THE OWEST EEVATION. 2. AYOUT CAPS PRIOR TO USING ADHESIVE. TOP VIEW PIN AIGNING CORES FIBERGASS PIN R0.025" R1.992" 2.073" R0.110" 3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF ONG AND SHORT CAP FACES WI BE NECESSARY FOR RADII GREATER THAN THE MINIMUM. 8" 8" W OCKBAR DETAI (PRECAST CORNER) 4. ATERNATE SHORT AND ONG CAP FACES EVERY OTHER CAP TO ACHIEVE A STRAIGHT ROW OF CAPS. 5. USE ETERIOR-GRADE ADHESIVE TO SECURE CAPS. 18" FRONT VIEW 12" SIDE VIEW W CAPPING W INDIVIDUA UNIT Date: 05/30/17 / Sheet of W3 12

4 CAP SEPARATION GEOTETIE (TYP) H CAP UNIT UNIT (TYP) H = EPOSED WA HEIGHT (VARIES) E = EMBEDMENT DEPTH (6" MINIMUM) ADJUST S AS NEEDED TO MAINTAIN RUNNING BOND E MIN 1.7 MA " (MIN) OF FREE- DRAINING AGGREGATE FINISHED GRADE 8" MIN. UNREINFORCED CONCRETE OR COMPACTED GRANUAR BASE EVEING PAD H FINISHED GRADE GEOSYNTHETIC (TYP) W EEVATION VIEW E 8" MIN. UNREINFORCED CONCRETE OR COMPACTED AGGREGATE EVEING PAD 6" 2'-0" 4"Ø MIN WA SUBDRAIN (EEVATION VARIES) SEPARATION GEOTETIE (AGGREGATE EVEING PAD ONY) 1" 7.1 BATTER: W REINFORCED CROSS SECTION W/ CAP BACK OF PIN AIGNING CORE TO FUY ABUT PIN 1.7 BATTER: PACE PINS IN REAR SET OF PIN CORES 1" BACK OF PIN AIGNING CORE TO FUY ABUT PIN W PIN INSTAATION DETAI PACE PINS IN FRONT SET OF PIN CORES W4 12

5 FINISHED GRADE MIN 1.7 MA 7.1 SEPARATION GEOTETIE (TYP) ENGTH () 12 INCHES OF FREE DRAINING AGGREGATE EVEING PAD TRENCH APPROIMATE IMITS OF ECAVATION 6" MIN. UNREINFORCED CONCRETE OR 8" MIN. COMPACTED AGGREGATE BASE EVEING PAD 6" MIN. UNREINFORCED CONCRETE OR 8" MIN. COMPACTED AGGREGATE BASE EVEING PAD W NATIVE SOI BASE PREPARATION 2'-0" De REMOVE PORTION OF ADJACENT UNITS TO AOW WA SUBDRAIN THRU FACE 1 1 6" W 2'-0" Wos = WIDTH OF OVERSIZING De = DEPTH OF ECAVATION = ENGTH OF GEOSYNTHETIC Wos = (2 * De) + + 6" Wos ECAVATION OVERSIZING CROSS SECTION 4" TEE 1 1 4" Ø PERFORATED WA SUBDRAIN (E VARIES, SOPE 1% MIN.) DAYIGHT DRAIN THRU WA FACE 2" CUT NATIVE SOI W STEP-UP DETAI 6" MIN. UNREINFORCED CONCRETE OR 8" MIN. COMPACTED AGGREGATE BASE EVEING PAD FINISHED GRADE SPACING VARIES 50' MAIMUM 2ND ABOVE GRADE 1ST ABOVE GRADE 1ST BEOW GRADE 2ND BEOW GRADE W OUTET DRAIN TIE DETAI W5 12

6 PANE 2 3" (MIN) OF SOI FI REQUIRED BETWEEN OVERAPPED FOR PROPER SOI AND INTERACTION (TYP) TRIM GEOGRID AT BACK OF RETURN WA UNITS TRIM GEOGRID AT BACK OF RETURN WA UNITS CORNER UNIT GEOGRID (TYP, PACED AT 15" VERTICA SPACING) TRIM UNIT AS NECESSARY ENSURE THAT GRID OVERAP DOES NOT OCCUR BETWEEN UNITS INSIDE ANGES PACE GEOGRID SUCH THAT ITS AIGNMENT IS PERPENDICUAR TO FACE OF WA AND THAT 100% COVERAGE OF REINFORCED FI IS PROVIDED. CORNER UNIT - CUT TO CREATE DESIRED ANGE PANE 2 A CORNER UNIT - CUT TO CREATE DESIRED ANGE A PRECAST CORNER UNIT - CAST UNIT TO ATTAIN DESIRED ANGE PANE 2 H/4 INSIDE ANGES TRIM GEOGRID AT BACK OF RETURN WA UNITS TRIM UNIT AS NECESSARY B INSIDE ANGES CORNER UNIT - CUT TO CREATE DESIRED ANGE TRIM GEOGRID AT BACK OF RETURN WA UNITS B INSIDE ANGES TRIM DIAMOND PRO UNITS AS NECESSARY TO MAINTAIN RUNNING BOND H/4 INSIDE ANGES DRAINAGE AGGREGATE PACEMENT W OUTSIDE ANGES DETAI NOTES: 1. ATERNATE S "A" & "B" AS NEEDED TO FU HEIGHT OF WA. 2. MODIFY UNITS AS NEEDED TO MAINTAIN RUNNING BOND. 3. ADHERE A PARTIA UNITS AND CORNER UNITS WITH GRADE ADHESIVE. 4. ADJUST PACEMENT IN FIED TO ACHIEVE DESIRED ANGE 5. FREE-DRAINING AGGREGATE (NOT SHOWN) TO SPAN 10 FT. AONG THE WA FACE AND TO THE BACK OF THE REINFORCED ZONE FOR INSIDE ANGES ESS THAN 90. Sheet of W6 12

7 NOTE: IN THE "CROSS-OVER AREA" OF, ONE OF THE AYERS OF SHOUD BE OWERED OR RAISED ONE TO AOW PACEMENT OF THE WITH THE PRINCIPE STRENGTH DIRECTION PROPERY ORIENTATED. THE SHOUD NOT ETEND INTO THE SEGMENTA RETAINING WA UNITS ON THE RETURN EG OF THE 90-DEGREE CORNER. FIRST SECOND TRIM GEOGRID AT BACK OF RETURN WA UNITS CORNER UNIT GEOGRID (TYP, PACED AT 15" VERTICA SPACING) PRINCIPE DIRECTION DIAMOND PRO CORNER UNIT A PRECAST CORNER UNIT - CAST UNIT AT ATTAIN 90-DEGREE CORNER PANE 2 PRINCIPE DIRECTION THIRD FOURTH NOTE: USE ADHESIVE ON EPOSED PARTIA UNITS. CUT UNITS () TO MAINTAIN RUNNING BOND W 90-DEGREE OUTSIDE CORNER W/ GRID W 90-DEGREE OUTSIDE CORNER TRIM GEOGRID AT BACK OF RETURN WA UNITS B NOTES: 1. ATERNATE S "A" & "B" AS NEEDED TO FU HEIGHT OF WA. 2. MODIFY UNITS AS NEEDED TO MAINTAIN RUNNING BOND. 3. ADHERE A PARTIA UNITS AND CORNER UNITS WITH GRADE ADHESIVE. 4. ADJUST PACEMENT IN FIED TO ACHIEVE DESIRED ANGE 5. FREE-DRAINING AGGREGATE (NOT SHOWN) TO SPAN 10 FT. AONG THE WA FACE AND TO THE BACK OF THE REINFORCED ZONE FOR INSIDE ANGES ESS THAN 90. Date: 05/30/17 W 90-DEGREE OUTSIDE CORNER W/ PRECAST CORNER UNIT Sheet of W7 12

8 PRINCIPE DIRECTION H/4 H/4 BEYOND THE CORNER AT THE SPECIFIED EEVATIONS H/4 ETENSION BEYOND BACK OF PACE ADDITIONA ON THE NET OF SEGMENTA UNITS IMMEDIATEY ABOVE THE SPECIFIED PACEMENT EEVATION IN A MANNER THAT EIMINATES GAPS EFT BY THE PREVIOUS AYER OF GEOSYNTHETIC AT THE SPECIFIED EEVATION. (TYP) GAP < 3 FT NOTE: USE ADHESIVE ON EPOSED PARTIA UNITS CUT UNITS () TO MAINTAIN RUNNING BOND TRIM OVERAPPED PANES AT BACK OF FACE TO REDUCE OVERAP. WHERE AREAS OF OVERAP OCCUR, PACE AT EAST 3 INCHES OF REINFORCED FI BETWEEN GRID AYERS. OPTION A: GAPS BETWEEN GRID < 3 FT W INSIDE CORNER W/ GRID FIRST SECOND GAP > 3 FT PACE ADDITIONA ON THE SAME OF SEGMENTA UNITS. ADDITIONA AYERS TO TERMINATE AT BACK OF. THIRD FOURTH TRIM OVERAPPED PANES AT BACK OF FACE TO REDUCE OVERAP. WHERE AREAS OF OVERAP OCCUR, PACE AT EAST 3 INCHES OF REINFORCED FI BETWEEN GRID AYERS. OPTION B: GAPS BETWEEN GRID > 3 FT W INSIDE CORNER W INSIDE ANGES DETAI Date: 05/30/17 W8 12

9 3" (MIN) OF SOI FI REQUIRED BETWEEN OVERAPPED FOR PROPER SOI AND INTERACTION (TYP) PRINCIPE DIRECTION PACE ADDITIONA ON THE NET OF SEGMENTA UNITS IMMEDIATEY ABOVE THE SPECIFIED PACEMENT EEVATION IN A MANNER THAT EIMINATES GAPS EFT BY THE PREVIOUS AYER OF GEOSYNTHETIC AT THE SPECIFIED EEVATION. (TYP) USE TEMPORARY MARKERS ON THE FACING S TO ENSURE PACEMENT OF AT INTERMEDIATE AYERS COINCIDES WITH THE GAPS. (TYP) GAP < 3 FT PRINCIPE DIRECTION OPTION A: GAPS BETWEEN GRID < 3 FT NOTES: 1. PACE SO ITTE OR NO OVERAP OCCURS IN THE RADIUS AREA. IF OVERAP OCCURS, PACE 3 INCHES (MIN) OF SAND BETWEEN THE AYERS 2. DRAINAGE AGGREGATE NOT SHOWN FOR CARITY TRIM GRID SO NO OVERAP OCCURS BETWEEN ADJACENT GRID AYERS TO AVOID POINT OADING INSIDE CURVE NOTES: 1. DRAINAGE AGGREGATE NOT SHOWN FOR CARITY 2. MINIMUM RADIUS: 6 FT. TO FACE GAP > 3 FT PRINCIPE DIRECTION 3. MINIMUM RADIUS: 4 FT. TO FACE W OUTSIDE CURVE DETAI PACE ADDITIONA ON THE SAME OF SEGMENTA UNITS. ADDITIONA AYERS TO TERMINATE AT BACK OF 3" (MIN) OF SOI FI REQUIRED BETWEEN OVERAPPED FOR PROPER SOI AND INTERACTION (TYP) OPTION B: GAPS BETWEEN GRID > 3 FT W INSIDE CURVES DETAI Sheet of W9 12

10 GUIDE RAI (DESIGNED BY OTHERS) CAP 3.3 FT. MIN. SEEVE AND NON-SHRINK GROUT AROUND POST/PIPE SEEVE INSTAED DURING WA MIN 1.7 MA 7.1 3' MIN CAREFUY CUT GEOGRID AROUND STRUCTURE (TYP) 5 FT. MIN. ADD SUPPEMENTA AYERS OF GEOGRID ON EITHER SIDE OF STRUCTURE AT OCATIONS SHOWN ON EEVATIONS MIN 1.7 MA 7.1 GEOSYNTHETIC (TYP) SECTION VIEW VERTICA OBSTRUCTION (DESIGNED BY OTHERS) 12 INCHES OF FREE DRAINING AGGREGATE SEPARATION GEOTETIE (TYP) ADD SUPPEMENTA AYERS OF GEOGRID AT OCATIONS SHOWN ON EEVATIONS (WIDTH MAY VARY) CUT SIT IN GEOGRID TO AOW TO AY DOWN BEHIND STRUCTURE CAREFUY CUT GEOGRID AROUND STRUCTURE TOP OF DIAMOND PRO PS SEEVE AND NON-SHRINK GROUT AROUND POST/PIPE SEEVE INSTAED DURING WA GEOGRID ENGTH PER WA PROFIE SHEETS VERTICA OBSTRUCTION W GUIDE RAI DETAI D 2() + D PAN VIEW W FOR DROP STRUCTURE BEHIND WA W12

11 CAP SEPARATION GEOTETIE (TYP) EISTING STRUCTURE MIN 1.7 MA 7.1 GEOSYNTHETIC 12 INCHES OF FREE DRAINING AGGREGATE SEPARATION GEOTETIE BEHIND TWO S, ETENDING BACK 2 FT NET TO THE EISTING STRUCTURE WATER EEVATION VARIES EROSION PROTECTION (DESIGNED BY OTHERS) 4" Ø WA SUBDRAIN (E. VARIES) FIRST EISTING STRUCTURE SEPARATION GEOTETIE (TYP) 6" 2'-0" 6" MIN. UNREINFORCED CONCRETE OR 8" MIN. COMPACTED AGGREGATE BASE EVEING PAD BACKFI WITH FREE DRAINING AGGREGATE TO 1 FT. ABOVE HIGH WATER EEVATION SECOND SEPARATION GEOTETIE BEHIND TWO S, ETENDING BACK 2 FT NET TO THE EISTING STRUCTURE W SHOREINE CROSS SECTION CUT UNIT TO CREATE JOINT (TYP) JOINT W WA ABUTTING STRUCTURE NOTE: IMPEMENT JOINTS IN WA WHEN TOTA SETTEMENTS GREATER THAN 4" AND/OR DIFFERENTIA SETTEMENTS GREATER THAN 0.5% ARE EPECTED. W JOINT DETAI W11 12

12 BUID-UP CONCRETE BETWEEN DIAMOND PRO AND BOTTOM OF COPING 1.7 C.I.P. BARRIER WITH PRECAST COPING AND C.I.P. JUNCTION SAB (REFER TO FDOT WA COPING WITH TRAFFIC RAIING/JUNCTION SAB INDE) 2 AYERS 30 B ROOFING FET 12 INCHES OF FREE DRAINING AGGREGATE SHOUDER OR ROADWAY PAVEMENT SEPARATION GEOTETIE (TYP) GEOSYNTHETIC (TYP) CONCRETE SOPE PAVEMENT (TYP) SEE FDOT CONTRACT DOCUMENTS FOR INFO (BY OTHERS) PRECAST COPING - REFER TO FDOT MSE WA COPING (PRECAST OR C.I.P.) INDE (BY OTHERS) C.I.P. BUIDUP CONCRETE (BY OTHERS) DEFECT TOP AYER OF GEOGRID DOWN AS NECESSARY TO AVOID COPING FINISHED GRADE 1.7 2'-0" SEPARATION GEOTETIE (TYP) 12 INCHES OF FREE DRAINING AGGREGATE GRID CONNECTION TO END ABUTMENT (SEE DETAI A) GEOSYNTHETIC (TYP) TRIM GEOGRID AROUND BRIDGE PIES (TYP) GEOSYNTHETIC (TYP) NOTE: BARRIER SHOWN IS CONCEPTUA ONY. DESIGN OF THE BARRIER AND REINFORCING STEE IS THE RESPONSIBIITY OF THE PROJECT STRUCTURA ENGINEER. REFER TO FDOT STANDARD INDE FOR. 6" MIN. UNREINFORCED CONCRETE OR 8" MIN. COMPACTED AGGREGATE BASE EVEING PAD 6" 2'-0" TAPCON ANCHOR BOT (SIZE & SPACING PER DESIGN) W CONCRETE MOMENT SAB & BARRIER END ABUTMENT ETEND GEOGRID BACK 2' INTO REINFORCED ZONE GEOSYNTHETIC 2" 2" 1/8" GAVANIZED ANGE ENARGED DETAI A W SECTION AT BRIDGE ABUTMENT CROSS SECTIONS W12 12