Attachment_12_-_Drawings_0002.pdf

TIMBER POST, TYP.

HELICAL PILE ASSEMBLY

STRINGER, TYP.

BLOCKING, TYP.

SPLICE PLATE AT STRINGER

CONNECTIONS, TYP.

2" BY 4" BETWEEN HANDRAIL

POSTS, TOP OF 2" BY 4" TO BE

FLUSH WITH TOP OF DECKING

SYNTHETIC WOOD TOP CAP, SYNTHETIC

WOOD TOP CAP BY WEARDECK

REINFORCED POLYMERIC LUMBER.

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. 2" BY 6"

TIMBER SPACER RAIL, TYP. 2" BY 4"

STAINLESS STEEL CABLE RAILS,

HORIZONTAL, UTILIZE

MANUFACTURER TURNBUCKLE

CONNECTION SYSTEM. BASIS OF

DESIGN IS ATLANTIS RAIL SYSTEMS.

TIMBER POST, TYP. 4" BY 6"

SPLIT PILE CAP, TYP. 3" BY 12"

HELICAL PILE ASSEMBLY

FINISH GRADE

MICROMESH DECKING BEHIND 2" BY 4"

2" BY 4" FLUSH WITH DECK SURFACE

SYNTHETIC WOOD TOP CAP,

SYNTHETIC WOOD TOP CAP BY

WEARDECK REINFORCED

POLYMERIC LUMBER. COLOR TO BE

SELECTED BY CONTRACTING

OFFICER. 2" BY 6"

TIMBER SPACER RAIL, TYP. 2" BY 4"

STAINLESS STEEL CABLE RAILS, 3"

O.C., HORIZONTAL, UTILIZE

MANUFACTURER TURNBUCKLE

CONNECTION SYSTEM. BASIS OF

DESIGN IS ATLANTIS RAIL SYSTEMS.

TIMBER POST, TYP. 4" BY 6"

MICROMESH DECKING

STRINGER, TYP. 3" BY 12"

BOLT, TYP.

SPLIT PILE CAP, TYP. 3" BY 12"

HURRICANE ANCHOR, TYP.

BRACKET

HELICAL PILE ASSEMBLY

THIS CROSS SECTION DETAIL IS

FOR H > 3 FEET. FOR H < 3 FEET

THE STRINGERS ARE FACE

MOUNTED TO THE PILE CAP.

SEE STRUCTURAL DETAILS.

BOARDWALK FRAMING PLAN1 SCALE: 1/2" = 1'-0"

BOARDWALK ELEVATION3 SCALE: 1/2" = 1'-0"

BOARDWALK CROSS SECTION2 SCALE: 1/2" = 1'-0"

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

NOTE:

MICRO-MESH DECKING BY FIBERGRATE

COMPOSITE STRUCTURES, 1" DEPTH, 3/4"

SQUARE TOP MESH, 4' BY 12' PANEL SIZE,

INTEGRALLY APPLIED GRIT SURFACE,

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. ATTACH

DECKING PER MANUFACTURER'S

INSTALLATION INSTRUCTIONS USING 316

GRADE STAINLESS STEEL HARDWARE.

NOTE:

MICRO-MESH DECKING BY FIBERGRATE

COMPOSITE STRUCTURES, 1" DEPTH, 3/4"

SQUARE TOP MESH, 4' BY 12' PANEL SIZE,

INTEGRALLY APPLIED GRIT SURFACE,

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. ATTACH

DECKING PER MANUFACTURER'S

INSTALLATION INSTRUCTIONS USING 316

GRADE STAINLESS STEEL HARDWARE.

Exhibit – 1: Pedestrian Boardwalk design

ATTACHMENT 12 - DRAWINGS

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DATE:

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DESIGNED:

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TECH. REVIEW:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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TITLE OF SHEET

AutoCAD SHX Text C:\Users\MattWeber\RocketSync\PROJECTS\Perdido Key\02-CDs & PERMITTING\ROOT\CAD\GUIS\304892B\DRAWINGS\CIVIL\C15 - DETAILS

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PRIME:

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A/E FIRM

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LORD, AECK & SARGENT

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ATLANTA, GA

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CIVIL:

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FREEDMAN ENGINEERING

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GROUP MARIETTA, GA

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STRUCTURAL:

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STABILITY ENGINEERING

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DECATUR, GA

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CONSTRUCTION DETAILS

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DF

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MW

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19 JUNE 2023

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PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

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(GUIS)

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100%%% CONSTRUCTION DOCUMENT DRAWINGS

A. The following are the brand name or equal salient characteristics that an "equal" must meet:

1. Helical piles shall be Chance SS150, RS2875.203, which is the basis of design. All helical pile components shall be from the same manufacturer.

B. Central Steel Shaft:

1. Pile shaft material shall be structural steel tube or pipe, seamless or straight-welded, minimum yield strength = 50 ksi.

C. Helix Bearing Plate:

1. Plate material shall be hot rolled carbon steel sheet, strip, or plate formed on matching metal dies to true helical shape and uniform pitch. Bearing plate material shall conform to the following ASTM specifications:

a. Pipe shaft material (Torque ≤ 5,500 ft-lb): Per ASTM A572, or A1018, or A656 with minimum yield strength of 50 ksi. Plate thickness is 3/8”.

b. Pipe shaft material (Torque ≥ 5,500 ft-lb): Per ASTM A36, or A572, or A1018, or A65 depending upon helix diameter, with minimum yield strength of 80 ksi. Plate thickness is 3/8” or ½”.

D. Bolts:

1. The size and type of bolts used to connect the central steel shaft sections together shall conform to the following ASTM specification:

a. ¾” diameter bolts. Number of bolts per connection depends upon torque per SAEJ429 Grade 5.

E. Couplings:

1. Couplings shall be capable of transmitting both the maximum installation torque from the tool string to the helix plates, and the maximum axial load from the top of the pile to the helical bearing plates.

F. Plates, Shapes, or Pier Caps:

1. Structural steel plates and shapes for helical pile top attachments shall conform to ASTM A36 or ASTM A572 Grade50.

2. Size saddle plate to accommodate timber beams shown on the drawings.

G. Corrosion Protection:

1. All helical pile material that is not encased in concrete shall be hot-dipped galvanized in accordance with ASTM A153 after fabrication.

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DATE:

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DESIGNED:

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TECH. REVIEW:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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TITLE OF SHEET

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PRIME:

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A/E FIRM

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LORD, AECK & SARGENT

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ATLANTA, GA

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CIVIL:

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FREEDMAN ENGINEERING

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GROUP, MARIETTA, GA

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STRUCTURAL:

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STABILITY ENGINEERING

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DECATUR, GA

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GENERAL NOTES

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AM

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BB

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19 JUNE 2023

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PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

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(GUIS)

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100% CONSTRUCTION DOCUMENT DRAWINGS

AutoCAD SHX Text ABBREVIATION (ALPHABETIZED): A.B. = ANCHOR BOLTS = ANCHOR BOLTS ARCH. = ARCHITECT = ARCHITECT B/W = BETWEEN = BETWEEN C.J. = CONTROL JOINT = CONTROL JOINT C.I.P. = CAST IN PLACE = CAST IN PLACE CFR = CARBON FIBER REINFORCEMENT = CARBON FIBER REINFORCEMENT CONC. = CONCRETE = CONCRETE CONT. = CONTINUOUS = CONTINUOUS CONX. = CONNECTION = CONNECTION COORD. = COORDINATE = COORDINATE COORDINATE D&E = DRILL & EPOXY = DRILL & EPOXY E.O.C. = EDGE OF CONCRETE = EDGE OF CONCRETE E.W. = EACH WAY = EACH WAY EX. = EXISTING = EXISTING EXISTING EXP. = EXPANSION = EXPANSION EXT. = EXTERIOR = EXTERIOR F.F.E. = FINISH FLOOR ELEVATION = FINISH FLOOR ELEVATION FLR. = FLOOR = FLOOR FTG. = FOOTING = FOOTING GPR = GROUND-PENETRATING RADAR = GROUND-PENETRATING RADAR GROUND-PENETRATING RADAR GYP. = GYPSUM BOARD = GYPSUM BOARD H.R. = HANDRAIL = HANDRAIL HDR. = HEADER = HEADER HORZ. = HORIZONTAL = HORIZONTAL INT. = INTERIOR = INTERIOR MAX. = MAXIMUM = MAXIMUM MANF. = MANUFACTURER = MANUFACTURER M.C. = MOMENT CONNECTION = MOMENT CONNECTION MIN. = MINIMUM = MINIMUM O.C. = ON CENTER = ON CENTER P.A.F. = POWDER ACTUATED FASTENER = POWDER ACTUATED FASTENER P.T. = PRESSURE TREATED = PRESSURE TREATED REINF. = REINFORCEMENT = REINFORCEMENT REQ. = REQUIRED = REQUIRED SIM. = SIMILAR = SIMILAR S.O.G. = SLAB ON GRADE = SLAB ON GRADE STD. = STANDARD = STANDARD STL. = STEEL = STEEL SQ. = SQUARE = SQUARE T&B = TOP & BOTTOM = TOP & BOTTOM TYP. = TYPICAL = TYPICAL U.N. = UNLESS NOTED = UNLESS NOTED U.N.O. = UNLESS NOTED OTHERWISE = UNLESS NOTED OTHERWISE VERT. = VERTICAL = VERTICAL W.W.M. = WELDED WIRE MESH= WELDED WIRE MESH

AutoCAD SHX Text GENERAL NOTES: : 1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING SITE CONDITIONS PRIOR TO COMMENCING WORK. PROMPTLY NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES BETWEEN ACTUAL SITE CONDITIONS AND THE CONTRACT DOCUMENTS. 2. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER FULLY COMPLETED. THE ERECTION PROCEDURE AND SEQUENCE INCLUDING THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, RE-SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 3. WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL ALSO APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. 4. THESE GENERAL NOTES APPLY WHERE OTHER PROVISIONS ARE NOT PROVIDED BY THE DRAWINGS, SPECIFICATIONS OR TYPICAL DETAILS. IN CASE OF SPECIAL CONDITIONS INDICATED ON DRAWINGS, THE DRAWINGS SHALL GOVERN OVER THE SPECIFICATIONS. 5. THE TOPOGRAPHIC AND ELEVATION DATA SHOWN HEREON WAS OBTAINED FROM FREEDMAN ENGINEERING AND IS NOT CERTIFIED AS CORRECT BY THIS ENGINEER. USERS OF THIS DATA DO SO AT THEIR OWN RISK.

AutoCAD SHX Text REINFORCING: : 1. CONCRETE REINFORCING STEEL SHALL COMPLY WITH THE REQUIREMENTS OF ASTM A615, GRADE 40 FOR #3 BARS AND ASTM A615, GRADE 60 FOR #4 AND LARGER BARS. 2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 315, LATEST EDITION. 3. REINFORCING STEEL SHALL BE SPLICED ONLY AS INDICATED ON THE PLANS. WHEN SPLICE LENGTHS ARE NOT GIVEN ON THE PLANS, THEY SHALL BE TAKEN FROM THE TABLE BELOW. USE "CLASS B" LAPS UNLESS THE PLANS INDICATE "CLASS A". BAR SIZE CLASS "B" SPLICE CLASS "A" SPLICE BAR SIZE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "A" SPLICE CLASS "A" SPLICE #3 ......................... 28" ........................ 22" #4 ......................... 37" ........................ 29" #5 ......................... 47" ........................ 36" #6 ......................... 56" ........................ 43" #7 ......................... 81" ........................ 63" #8 ......................... 93" ........................ 72" #9 .........................105" ........................ 81" #10 .......................118" ........................ 91" #11 .......................131" ........................101" LAPS SHOWN ABOVE WERE CALCULATED PER ACI 318-08, EQ. 12-1 FOR MATS, WALLS, BEAMS, COLUMNS AND SLABS. VALUES ASSUMED ARE: f'c 3000 PSI, Ktr=0, 1" MIN COVER AND 2" MIN CLEAR BETWEEN BARS FOR #4, #5 AND #6 BARS, AND 1 " MIN COVER AND 3" MIN CLEAR BETWEEN BARS FOR 12" MIN COVER AND 3" MIN CLEAR BETWEEN BARS FOR #7 THRU #11 BARS. SHORTER LAPS MAY BE CALCULATED FOR SOME SPECIFIC CONDITIONS SUCH AS TIED BEAMS OR ADDITIONAL COVER. LAPS MUST BE INCREASED 50% PER ACI 318-08 FOR EPOXY COATED REBAR, OR 30% FOR LIGHTWEIGHT CONCRETE. 4. ALL BAR HOOKS SHALL BE STANDARD 90-DEGREE HOOKS UNLESS NOTED OTHERWISE ON THE DRAWINGS.

AutoCAD SHX Text CONCRETE: : 1. CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A DESIGNATED COMPRESSIVE STRENGTH (F'c) IN 28 DAYS OF 3000 PSI WITH A 4" SLUMP UNLESS NOTED OTHERWISE. 2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 315, LATEST EDITION. 3. CONCRETE COARSE AGGREGATE, WITH A MAXIMUM SIZE OF 1" MAY BE USED IN FOUNDATIONS. ALL OTHER CONCRETE SHALL HAVE A COARSE AGGREGATE WITH A MAXIMUM SIZE OF ". 34". 4. CONCRETE MIXING, TRANSPORTING, PLACING, AND CURING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 301. READY-MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH REQUIREMENTS OF ASTM C94 OR ASTM C685. 5. NO CONSTRUCTION LOADS SHALL BE SUPPORTED ON, NOR ANY SHORING REMOVED FROM, ANY PART OF THE STRUCTURE UNDER CONSTRUCTION EXCEPT WHEN THAT PORTION OF THE STRUCTURE IN COMBINATION WITH REMAINING FORMING AND SHORING SYSTEM HAS SUFFICIENT STRENGTH TO SUPPORT SAFELY ITS WEIGHT AND LOADS PLACED THEREON. 6. MINIMUM COVER FOR CAST-IN-PLACE CONCRETE REINFORCEMENT: MIN COVER (IN) (a) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...................... 3 (b) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS ...................................... 2 #5 BAR, W31 OR D31 WIRE, AND SMALLER ....................................................... 1 12 (c) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLAB, WALLS, JOIST: #11 BARS AND SMALLER ..................................... 34 BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS .............................................. 1 127. CONCRETE REINFORCING STEEL SHALL COMPLY WITH THE REQUIREMENTS OF ASTM A615, GRADE 40 FOR #3 BARS AND ASTM A615, GRADE 60 FOR #4 AND LARGER BARS.

AutoCAD SHX Text DESIGN CRITERIA ACI318-14 CONCRETE CONSTRUCTION NDS-2018 MANUAL FOR ENGINEERING WOOD CONSTRUCTION ASCE 7-16 "MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES"; PUBLISHED BY THE AMERICAN SOCIETY OF CIVIL ENGINEERS FEMA P-55 COASTAL CONSTRUCTION MANUAL 4TH EDITION (2011) DESIGN LOADS BOARDWALK DESIGNED FOR THE FOLLOWING CONSTRUCTION LOADING: VEHICLE= 5 TON (10,000lb) MAX. TOTAL LOAD (H5); 8,000lb MAX AXLE LOAD, 4000lb MAX. WHEEL LOAD; 4000lb MAX. WHEEL LOAD; NO IMPACT. (NON-CONCURRENT WITH PEDESTRIAN LOAD) NOTE: CONSTRUCTION EQUIPMENT SHALL NOT DRIVE OVER THE FLOW THROUGH DECKING, TEMPORARY DRIVING SURFACE WILL BE REQUIRED. BOARDWALK DESIGNED FOR THE FOLLOWING PERMANENT LOADING: PEDESTRIAN= 90psf (NO REDUCTION) CONCRETE ABUTMENTS DESIGNED USING ACI318-14 TO RESIST LATERAL EARTH PRESSURE DURING CONSTRUCTION AND IN FINAL CONSTRUCTION ALONG WITH BRIDGE BEARING REACTIONS

AutoCAD SHX Text HELICAL PIERS: : 1. DUE TO SITE CONDITIONS PER GEOTECHNICAL REPORT DATED DUE TO SITE CONDITIONS PER GEOTECHNICAL REPORT DATED JUNE 6, 2022 BY HELICAL PIERS, INC., HELICAL PIERS ARE REQUIRED FOR FOUNDATION BEARING IN LOCATIONS SPECIFIED IN THE PLANS AND DETAILS. HELICAL PIERS ARE TO BE DESIGNED AND INSTALLED BY AN EXPERIENCED PIER CONTRACTOR. MAX PIER DEPTH OF 20FT AND DESIGN CAPACITY SHALL BE VERIFIED DURING INSTALLATION UNDER THE SUPERVISION OF A GEOTECHNICAL ENGINEER. MINIMUM PIER CAPACITY = 4KIP WORKING CAPACITY (PERMANENT), 5KIP WORKING CAPACITY (CONSTRUCTION) AND 6KIP ULTIMATE CAPACITY UNLESS NOTED OTHERWISE ON THE DETAIL. HELICAL PIERS AND CONNECTIONS ARE TO BE RATED AND INSTALLED FOR MIN. 3KIP UPLIFT CAPACITY OR AS NOTED ON THE DETAILS. HELICAL PIERS TO BE CHANCE SS 150, RS2875.203, OR ROUND SHAFT PIERS OR AN APPROVED EQUIVALENT. ALL HELICAL PIERS TO BE HOT-DIPPED GALVANIZED. 2. BOARDWALK TO BE SUPPORTED ON DRIVEN HELICAL PILES BOARDWALK TO BE SUPPORTED ON DRIVEN HELICAL PILES USING A "TOP DOWN" CONSTRUCTION TECHNIQUE. SEE NOTE 1 FOR MINIMUM PILE CAPACITIES. 3. CONTRACTOR TO PROVIDE SHOP DRAWINGS WITH PRODUCT DATA CONTRACTOR TO PROVIDE SHOP DRAWINGS WITH PRODUCT DATA FOR HELICAL PIERS, EXTENSIONS, SADDLE PLATES AND ANY OTHER PROPRIETARY ATTACHMENTS. CONTRACTOR TO PROVIDE EQUIPMENT SPECS ON PILE INSTALLATION EQUIPMENT TO VERFY TEMPORARY CONSTRUCTION LOADING ON THE BOARDWALK WILL NOT BE EXCEEDED.

AutoCAD SHX Text WOOD: : 1. ALL WOOD CONSTRUCTION SHALL CONFORM TO THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE AMERICAN FOREST AND PAPER ASSOCIATION. ALL TIMBER SHALL BE STRUCTURAL GRADED #1 SOUTHERN PINE OR BETTER UNLESS NOTED OTHERWISE. 2. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY WITHIN 6" OF GRADE, OR REMAIN EXPOSED TO WEATHER SHALL BE PRESSURE TREATED #1 SOUTHERN PINE, AWPA STANDARD U1. 3. ALL PRESSURE TREATED WOOD SHALL BE TREATED IN ALL PRESSURE TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH THE REQUIREMENTS OF AWPA STADARD UC4C, 0.60 PCF CCA OR 0.31 PCF CA-C. . 4. BEAMS, JOISTS, AND RELATED LUMBER INCLUDING HANDRAIL BEAMS, JOISTS, AND RELATED LUMBER INCLUDING HANDRAIL COMPONENTS TO BE SOUTHERN YELLOW PINE STRUCTURAL #1, PRESSURE TREATED FOR USE CATEGORY UC4C, .60 PCF CCA OR 0.31 PCF CA-C. . 5. BOARDWALK DECKING TO BE MICRO MESH FIBERGLASS BOARDWALK DECKING TO BE MICRO MESH FIBERGLASS REINFORCED PLASTIC BY FIBERGRATE. HANDRAIL TOP RAIL TO BE HDPE SYNTHETIC WOOD BY WEARDECK. . 6. TREATED WOOD SHALL BE INSPECTED AND CERTIFIED IN TREATED WOOD SHALL BE INSPECTED AND CERTIFIED IN ACCORDANCE WITH AWPA STANDARDS. 7. ALL METAL CONNECTORS AND FASTENERS TO BE GRADE 316 ALL METAL CONNECTORS AND FASTENERS TO BE GRADE 316 STAINLESS STEEL. 8. DURING CONSTRUCTION, PROVIDE BRACING FOR FRAMING UNTIL ALL . DURING CONSTRUCTION, PROVIDE BRACING FOR FRAMING UNTIL ALL STRUCTURAL ELEMENTS ARE IN PLACE.

STEEL CONNECTORS: : 1. SIMPSON STRAPS TO BE GRADE 316 STAINLESS STEEL. ALL OTHER STEEL COMPONENTS AND HARDWARE SHALL BE GRADE 316 STAINLESS STEEL. 2. WASHERS SHALL BE PROVIDED UNDER ALL BOLTS AND LAG WASHERS SHALL BE PROVIDED UNDER ALL BOLTS AND LAG SCREW HEADS AND NUTS THAT ARE IN CONTACT WITH WOOD. BOLTS AND LAG SCREWS SHALL BE GRADE 316 STAINLESS STEEL AND SHALL COMPLY WITH THE REQUIREMENTS OF ANSI/ASME STANDARD B18.2.1, GRADE 2.

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%%UCONCRETE TO BOARDWALK TRANSITION PLAN

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BOARDWALK

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ASPHALT DRIVE

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HELICAL PIERS REQUIRED AT ABUTMENT IF SOIL BEARING PRESSURE < 2000 PSF

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AutoCAD SHX Text ATTACH DECKING TO PILE CAP OR BLOCKING PER MANUFACTURER'S INSTRUCTIONS. USE MIN. (4) WLP CLIPS PER PANEL. ATTACH TO TIMBER W/ 3" LONG SCREWS. USE GRADE 316 STAINLESS STEEL HARDWARE.

AutoCAD SHX Text 2x4 B/W HANDRAIL POSTS W/ (4) #12 SCREW x3" LONG @ 12" OC MAX EVENLY SPACED INTO EDGE STRINGER, TYP. BOTH SIDES

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BOARDWALK DECKING, SEE CIVIL

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DATE:

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DESIGNED:

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TECH. REVIEW:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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TITLE OF SHEET

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PRIME:

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A/E FIRM

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LORD, AECK & SARGENT

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ATLANTA, GA

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CIVIL:

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FREEDMAN ENGINEERING

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GROUP, MARIETTA, GA

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STRUCTURAL:

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STABILITY ENGINEERING

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DECATUR, GA

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STRUCUTRAL DETAILS

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AM

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BB

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19 JUNE 2023

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PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

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(GUIS)

AutoCAD SHX Text 304892B

AutoCAD SHX Text S10

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100% CONSTRUCTION DOCUMENT DRAWINGS

SCALE:

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%%UCONCRETE TO BOARDWALK TRANSITION

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ASPHALT DRIVE

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(2) #5 TOP & BOTTOM

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#4 HOOKS @ 12" O.C.

AutoCAD SHX Text 2x6 PT PLATE W/ " 12" ANCHORS @ 12" OC, 8" EMBEDENT, TYP.

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SOLID PT BLOCKING AT BEARING END

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HELICAL PILES, SEE NOTES ON S0

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14" SADDLE PLATE @ TOP OF PILE W/ (4) " THRU BOLTS58" THRU BOLTS

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SCALE:

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%%UTYP. BENT SECTION W/ PILES, H > 3FT

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HELICAL PILE, SEE NOTES ON S0

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14" SADDLE PLATE W/ (4) " THRU BOLTS, 58" THRU BOLTS,SEE DETAIL F/S10

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SCALE:

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%%UTYP. BENT SECTION W/ PILES, H < 3FT

AutoCAD SHX Text 3/4"=1'-0"

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SEE A/S10 FOR HANDRAIL DETAIL

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14" SADDLE PLATE W/ (4) " THRU BOLTS. 58" THRU BOLTS.SEE DETAIL F/S10

AutoCAD SHX Text 3x12 PT JOIST @ EDGE FOR KICKER CONX.

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BOARDWALK DECKING, SEE CIVIL

AutoCAD SHX Text L3x3x " DIAGONAL BRACING 14" DIAGONAL BRACING W/ " THRU BOLTS & 34" THRU BOLTS &WASHERS AT EA. END, TYP.

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SCALE:

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%%UBENT DETAIL @ KICKER

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(2) 3x12 PT DROPPED BEAM, SEE PLAN

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14" SADDLE PLATE @ TOP OF PILE W/ (4) " THRU BOLTS58" THRU BOLTS

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HELICAL PILE, SEE NOTES ON S-0.0

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'H' VARIES

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'H' VARIES

AutoCAD SHX Text NOTE: DIAGONAL BRACING ONLY REQUIRED IF 'H' > 3FT DIAGONAL BRACING ONLY REQUIRED IF 'H' > 3FT

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HELICAL PILE, SEE NOTES ON S0

AutoCAD SHX Text L3x3x " DIAGONAL BRACING 14" DIAGONAL BRACING W/ " THRU BOLTS EA. END34" THRU BOLTS EA. END

AutoCAD SHX Text L4x4x " x4" STL. ANGLE 14" x4" STL. ANGLE x4" STL. ANGLE GALVANIZED W/ (2) " 58" THRU BOLTS

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34" GALVANIZED THREADED ROD

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INSTALL DIAGONAL HELICAL PILE WHERE NO DIAGONAL ANGLE BRACING IS PROVIDED

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HELICAL PILE, SEE NOTES ON S0

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SEE A/S10 FOR HANDRAIL DETAILS

AutoCAD SHX Text 3x12 PT @ 18" OC

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(2) 3x12 PT PILE CAP

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SIMPSON H8SS TIE @ EA. JOIST, TYP.

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BOARDWALK DECKING, SEE CIVIL

AutoCAD SHX Text 3x12 PT JOIST W/ HANGERS, TYP.

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(2) 3x12 PT FLUSH BEAM

AutoCAD SHX Text 3x12 PT SPLICE PLATE

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(2) 3x12 PT PILE CAP

AutoCAD SHX Text 3x12 PT @ 18" OC

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SIMPSON HUCQ310-SDS (SS) FACEMOUNT HANGER @ EA. JOIST, TYP.

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BOARDWALK DECKING, SEE CIVIL

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4'-0" TYP.

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4'-0" TYP.

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EXISTING ASPHALT DRIVE TO REMAIN

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PROVIDE CONCEALED FLANGE HANGERS AT END JOIST

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(2) #12 SS "TOE-SCREWS" #12 SS "TOE-SCREWS" TO BEAM BELOW TYP EACH JOIST

AutoCAD SHX Text L3x3x " KICKER @ 14" KICKER @ EVERY OTHER BAY, EA. SIDE OF DECK

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34" THRU BOLT W/WASHER EA. END, TYP.

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BOARDWALK DECKING, SEE CIVIL

AutoCAD SHX Text 2x4 EDGE STRIP B/W HANDRAIL POSTS NOT SHOWN FOR CLARITY

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±5% SLOPE MAX

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HANDRAIL DETAILS NOT SHOWN, SEE A/S12 FOR DETAILS

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DATE:

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DESIGNED:

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TECH. REVIEW:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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TITLE OF SHEET

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PRIME:

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A/E FIRM

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LORD, AECK & SARGENT

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ATLANTA, GA

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CIVIL:

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FREEDMAN ENGINEERING

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GROUP, MARIETTA, GA

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STRUCTURAL:

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STABILITY ENGINEERING

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DECATUR, GA

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STRUCTURAL DETAILS

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AM

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BB

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19 JUNE 2023

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PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

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(GUIS)

AutoCAD SHX Text 304892B

AutoCAD SHX Text S11

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100% CONSTRUCTION DOCUMENT DRAWINGS

GENERAL

1. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROJECT

ARCHITECTS PLAN LAYOUT AND GUIDELINES. SUITABILITY FOR ACCESS AND

INTENDED USAGE SHALL BE THE RESPONSIBILITY OF THE ARCHITECT.

2. VEHICULAR ACCESS LARGER THAN THE DESIGN LIVE LOAD SHALL BE

LIMITED BY PERMANENT PHYSICAL MEANS.

3. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL VERIFY ALL

ELEVATIONS THROUGH THE PROJECT ARCHITECT. PRIOR TO CONSTRUCTION,

ALL FOUNDATION LOCATIONS SHALL BE STAKED BY THE SURVEYOR PER THE

APPROVED DRAWINGS MARKED 'FOR CONSTRUCTION'.

4. ANY CHANGES TO THESE PLANS SHALL BE APPROVED BY THE BOARDWALK

ENGINEER OF RECORD.

5. INSTALLER SHALL NOT CUT OR MODIFY ANY PRECAST CONCRETE

COMPONENTS WITHOUT THE BOARDWALK SUPPLIER'S APPROVAL.

6. THE INSTALLER IS RESPONSIBLE FOR THE APPROPRIATE MEANS AND

METHODS FOR THIS PROJECT, INCLUDING ENSURING PROPER

CONSTRUCTIBILITY OF ALL COMPONENTS SHOWN ON THESE PLANS. NO

EQUIPMENT MAY BE OPERATED ON THE STRUCTURE, UNLESS NOTED

OTHERWISE IN THE DESIGN DATA ON THIS SHEET.

7. A MATERIAL CHANGE TO THE BOARDWALK SYSTEM IS NOT ALLOWED AND

NOT CONSIDERED AN EQUAL.

8. PRIOR TO CONSTRUCTION, ALL EXISTING UTILITIES, BUILDING LOCATIONS,

EXISTING FOUNDATIONS AND TREE ROOTS (AS APPLICABLE) SHALL BE

LOCATED TO VERIFY NO CONFLICTS EXIST WITH THE STRUCTURES SHOWN ON

THESE PLANS.

GENERAL NOTES

4. AT THE TIME THESE DRAWINGS WERE CREATED, GEOTECHNICAL

INFORMATION WAS UNAVAILABLE FOR ANALYSIS OF THE SUBSTRUCTURE.

PRIOR TO CONSTRUCTION, A SITE SPECIFIC GEOTECHNICAL REPORT SHALL BE

PROVIDED AT THE LOCATION OF THE STRUCTURES SHOWN IN THESE PLANS

MATERIAL

1. FASTENERS, BOLTS AND HARDWARE SHALL BE GALVANIZED, FIBER

REINFORCED POLYMER (FRP) OR GRADE 316 STAINLESS STEEL.

2. ALL REINFORCING SHALL BE UNCOATED GRADE 60 CONFORMING TO ASTM A615.

CAPE CANAVERAL BOARDWALKS

PROJECT COMPONENTS

SUPPLIED BY BOARDWALK SUPPLIER

PRECAST CONCRETE TREADS

PRECAST CONCRETE BEAMS

3/4" Ø X 1'-6" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION)

ELASTOMERIC BEARING PADS (BETWEEN BEAMS AND FLAT PLATE)

1/4" THICK RUBBER SPACER PADS (BETWEEN TREADS)

RUBBER LEVELING PADS (BETWEEN TREADS AND BEAMS)

CLIP ANGLE KITS (TREAD TO BEAM CONNECTION)

PROJECT COMPONENTSPROJECT COMPONENTSPROJECT COMPONENTSPROJECT COMPONENTS

SUPPLIED BY CONTRACTOR

HELICAL PIERS, FLAT PLATES AND CONNECTION HARDWARE

SIKAFLEX SELF LEVELING SEALANT

SHIMS (LEVELING FOR PRECAST COMPONENTS)

NOTES FOR CONSTRUCTION EQUIPMENT LOADING:

THE BOARDWALK SUPPLIER HAS DESIGNED THE BOARDWALKS FOR THE ASSUMED

EQUIPMENT (NOTED IN NOTE #2) TO BE USED TO CONSTRUCT THE PRECAST BOARDWALK

VIA TOP-DOWN METHODS. THE CONTRACTOR SHALL ABIDE BY THE FOLLOWING NOTES AND

SHALL CONTACT THE BOARDWALK SUPPLIER PRIOR TO SHOP DRAWING CREATION FOR

ANALYSIS OF EQUIPMENT TO BE USED.

A. EQUIPMENT MAY CARRY A MAXIMUM (1) ONE ABUTMENT, TREAD OR BEAM AT A TIME

WHILE OPERATING ON THE STRUCTURE (APPROXIMATELY 3,500 LBS).

B. EQUIPMENT SHALL RUN PARALLEL TO THE BEAMS AND REMAIN TOWARDS THE

BOARDWALK CENTERLINE DURING CONSTRUCTION.

C. CONTRACTOR SHALL PROVIDE 1/2" THICK PLYWOOD UNDER VEHICLE, SPANNING THE

LENGTH OF (3) TREADS OR 6'-0" MINIMUM.

D. THE CONTRACTOR SHALL NOT STOCKPILE PRECAST MATERIALS ON THE BOARDWALK.

E. BEAMS SHALL BE SECURED PER THE APPROVED INSTALLATION DRAWINGS PRIOR TO

LOADING OF CONSTRUCTION EQUIPMENT.

F. TRAVEL WITH ARM FACING FORWARD AT ALL TIMES.

G. TRAVEL IN A SMOOTH AND HARMONIOUS MANNER WITH A EQUIPMENT SPEED NOT TO

EXCEED 5 MPH.

H. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THE SAFETY ON THE JOB-SITE

THROUGHOUT THE CONSTRUCTION PROCESS, AND SHALL ABIDE BY ALL RELEVANT

GUIDELINES REGARDING THE HEALTH AND SAFETY OF ALL PARTIES PRESENT ON THE

JOB SITE, ESPECIALLY IN REGARDS TO OPERATING ANY EQUIPMENT ON THE TOP OF

THE STRUCTURE DURING INSTALLATION.

DESIGN DATA

1. BOARDWALK SHALL BE DESIGNED IN ACCORDANCE WITH THE

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AND THE LRFD GUIDE

SPECIFICATION FOR THE DESIGN OF PEDESTRIAN BRIDGES.

2. DESIGN LIVE LOAD: PEDESTRIAN LOADING - 90 PSF UNIFORM

VEHICULAR LOADING - H-5 DESIGN TRUCK (10,000 LB VEHICLE)

ASSUMED CONSTRUCTION EQUIPMENT LOADING -

TAKEUCHI TB260 COMPACT EXCAVATOR WEIGHING 12,645 LBS.

FOUNDATIONS SHALL BE DESIGNED FOR THE FOLLOWING.

APPLIED PIER/PILE LOADS (12'-0" SPANS):

90 PSF/H-5 LOADING

COMPRESSION: 10.8 KIPS (SERVICE)

LATERAL: 1.0 KIPS (SERVICE)

CONSTRUCTION LOADING

COMPRESSION: 19.0 KIPS (SERVICE)

LATERAL: 1.0 KIPS (SERVICE)

3/4" Ø X 2'-3" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION - THROUGH ABUTMENT)

4X6 TIMBER POST BRACKET AND CONNECTION HARDWARE (POST TO TREAD CONNECTION)

PRECAST CONCRETE ABUTMENTS

RAILING AND CONNECTION HARDWARE

3. A HYDRAULIC ANALYSIS, INCLUDING SCOUR EVALUATION, HAS NOT BEEN

PERFORMED BY THE BOARDWALK SUPPLIER. THIS SCOPE IS THE

RESPONSIBILITY OF THE DESIGN CONSULTANT.

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT01

BOARDWALK LOCATION PLAN

N

SOUTH PERMATRAK BOARDWALK

NORTH PERMATRAK BOARDWALK

CANAVERAL NATIONAL

SEASHORE ROAD

PLAYALINDA BEACH ROAD

Exhibit – 2: Precast concrete Equestrian boardwalk design

9'-3"

N

N

9'-3"

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT02

*APPROXIMATE NUMBER OF COMPONENTS

BOARDWALK CENTERLINE LENGTH BOARDWALK AREA # PIERS # CLIP ANGLES # ABUTMENTS

NORTH 146 LF +- 1350.5 SQ. FT. +- 28 98 2

SOUTH 254 LF +- 2349.5 SQ. FT. +- 46 170 2

TOTALS 3700.0 SQ. FT. +- 74 268 4

NORTH BOARDWALK LOCATION PLAN

SOUTH BOARDWALK LOCATION PLAN

DETAIL A

5 1/2" THICK PRECAST

CONCRETE TREAD (TYP.)

VARIES

1'-9" (TYP.)

8'-0" MIN. CLEAR

VARIES

1'-9" (TYP.)

9'-3"

APPROXIMATE

GRADE LINE

TYPICAL SECTION

SCALE = 1/2" = 1'-0"

HELICAL PIERS

BY OTHERS (TYP.)

SEE TYPICAL TREAD

TO BEAM CONNECTION

DETAIL ON SHEET PT04

3' -6

PRECAST CONCRETE

BEAM (TYP.)

TIMBER RAILING

WITH CABLE STRAINS

(BY OTHERS)

TYPICAL PRECAST ABUTMENT DETAIL

SCALE: 1" = 1'-0"

PRECAST CONCRETE

ABUTMENT (TYP.)

BEGINNING OR ENDING

OF BOARDWALK

PRECAST CONCRETE

TREAD (TYP.)

9"APPROXIMATE

GRADE LINE

1/8" RUBBER LEVELING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

3/8" ELASTOMERIC BEARING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

1'-9"

9"

1' -1

3/

4"

SEE TYPICAL BEAM

CONNECTION DETAIL

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

TREAD (TYP.)

1/8" RUBBER LEVELING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

FLAT PLATE

HELICAL PIER

ELASTOMERIC

BEARING PADS (TYP.)

SEE TYPICAL BEAM

CONNECTION DETAIL (TYP.)

TYPICAL CONNECTION DETAIL

SCALE: 1" = 1'-0"

1'-8"

APPROXIMATE

GRADE LINE

ELASTOMERIC

BEARING PAD (TYP.)

STEEL FLAT PLATE

SHIMS AS REQUIRED (TYP.)

C 3/4" Ø THREADED BAR

WITH NUT & WASHER (TYP.)

L

FILL AROUND BOLT HEAD WITH SIKAFLEX

SELF LEVELING SEALANT (NOT SUPPLIED

BY BOARDWALK SUPPLIER) (TYP.)

VOID AT BOLT HOLE

UNFILLED (TYP.)

TYPICAL BEAM TO STEEL PLATE CONNECTION DETAIL

SCALE: NOT TO SCALE

ELASTOMERIC PAD PLAN

SCALE: 3" = 1'-0"

4"

10" 5"

1" Ø. HOLE

STEEL SLEEVE

HELICAL PIER

1'-4" MIN.

1' -0

" M

IN

8 1/2"

2 1/2"X1 1/4"

SLOTTED HOLE (TYP.)

STIFFENERS AS

REQUIRED

THRU BOLTS

HELICAL PIER NOTES:

1. DESIGN OF HELICAL PLATE ASSEMBLY IS BY OTHERS.

(SEE PTO1 FOR LOADS). PLATE DIMENSIONS AND

SLOTTED HOLES SHALL BE AS SHOWN.

2. HELICAL PIER, FLAT PLATE ASSEMBLY, STIFFENER

PLATES, AND HARDWARE SHALL BE HOT-DIPPED

GALVANIZED.

3. DEPTH OF HELICAL PIER TO BE DESIGNED BY THE

HELICAL PIER ENGINEER.

4. CROSS BRACING OF HELICAL PIERS MAY BE

REQUIRED FOR STABILITY AND SHALL BE DETAILED

BY HELICAL PIER ENGINEER.

5. IF STEEL SLEEVE EXCEEDS 6" O.D., CONTACT

BOARDWALK SUPPLIER FOR ADDITIONAL

SLOTTED HOLE

STIFFENERS AS

REQUIRED

HELICAL PIER FLAT PLATE DETAIL

SCALE: NOT TO SCALE

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT03

NOTE: RAILING NOT SHOWN FOR

CLARITY.

NOTE: RAILING NOT SHOWN FOR

CLARITY.

NOTES:

1. ALL HOLES IN PRECAST SHALL BE DRILLED BY

CONTRACTOR.

2. DRILLED HOLES IN PRECAST SHALL BE 3/8"Ø AND

INSTALLED PER MANUFACTURER INSTALLATION REQUIREMENTS.

3. * INDICATES SUPPLIED BY BOARDWALK SUPPLIER.

4. TW0 (2) CLIP ANGLES ARE REQUIRED PER TREAD. (SEE PLAN

VIEW ON THIS SHEET).

5. RAILING NOT SHOWN FOR CLARITY.

SCALE: NOT TO SCALE

TREAD TO BEAM CONNECTION

4"

3" 4"

1 SECTION

SCALE: 1 1/2" = 1'-0"

ANGLE MAY BE INSTALLED

ON OPPOSITE SIDE OF BEAM

IF SITE CONDITIONS REQUIRE

LC 3/8"Ø x 3"

STAINLESS

STEEL BOLT*.

PRECAST CONCRETE

TREAD (TYP.)*

PRECAST CONCRETE

BEAM (TYP.)*

3"

VARIES

3" L 4 x 4 x 3/8 x 0'-4"

(COMPOSITE)*

-1

NOTE:

NOMINAL TIMBER POST SIZE IS 4X6.

ACTUAL 0PENING BETWEEN

VERTICAL PLATES IS 3 1/2"X5 1/2" L

4 1/4"

1/2" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

1/4" PL (GALVANIZED)

A DETAIL

SCALE: 1 1/2" = 1'-0" -

2 SECTION

SCALE: 1 1/2" = 1'-0"

1/2" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

1/4" PL (GALVANIZED)

C 3/8" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

LC 4X6 POST BRACKET GALV.

4X6 POST BRACKET GALV.

-2

NOTE: GALVANIZED BRACKET, BOTTOM PLATE, BOLTS

TO CONNECT POST TO BRACKET AND BOLTS TO

CONNECT TREAD TO BRACKET ARE SUPPLIED BY

THE BOARDWALK SUPPLIER. ALL OTHER RAILING

CONNECTION HARDWARE SUPPLIED BY CONTRACTOR.

PREFORMED HOLE

IN TREAD (TYP.)

4"

5/8"

2"

5/8"

3 SECTION

SCALE: 3" = 1'-0"

4X6 POST

BRACKET GALV.

CENTERED

(TYP.)

NOTES:

1) TWO (2) CLIP ANGLES ARE REQUIRED PER TREAD.

2) CLIP ANGLES SHALL BE CENTERED ON TREAD AS

SHOWN.

3) RAILING NOT SHOWN FOR CLARITY.

CENTERED

(TYP.)

CLIP ANGLE

(TYP.)

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

TREAD (TYP.)

TYPICAL CLIP ANGLE LOCATION PLAN

APPLIES TO ALL TREADS

HELICAL PIER (TYP.)

TEXTURED

SURFACE (TYP.)

INTERLOCKING TONGUE

& GROOVE, (BOTH SIDES

OF TREAD) (TYP.)

*NOTES:

1. TREADS SHALL RECEIVE A SLIP RESISTANT INTEGRAL TEXTURE OF BEACHWOOD OR BEACHSAND, PROVIDED BY BOARDWALK SUPPLIER.

2. PRECAST CONCRETE TREAD COLOR SHALL BE INTEGRAL (MELBOURNE TAN OR ADELAIDE GRAY).

3. TEXTURED SURFACE SHALL ONLY APPEAR ON THE TOP SURFACE OF THE TREADS AND

SHALL HAVE NO VISIBLE SEAMS IN ANY DIRECTION.

* PRECAST CONCRETE

TREAD (TYP.)

1/4" ADHESIVE BACKED RUBBER PAD

SPACERS (2 PER TREAD) (TYP.)

(PLACE SPACERS ON TREAD AS SHOWN)

TYPICAL TREAD RUBBER SPACING DETAIL

SCALE: NOT TO SCALE

PRECAST CONCRETE

TREAD (TYP.)

1/4" ±

1/8" RUBBER LEVELING PAD

*SHIM AS REQUIRED

PRECAST CONCRETE

BEAM (TYP.)

*NOTE:

DUE TO TOLERANCES AND VARIANCE IN PRECAST

PRODUCTION AND INSTALLATION ACCURACY, SHIMS MAY BE

REQUIRED. ADDITIONAL RUBBER LEVELING PADS MAY BE

USED FOR SHIMMING.

& TREAD SPACING DETAIL

SCALE: NOT TO SCALE

TYPICAL SHIM (UNDER TREAD)

1/4" ADHESIVE BACKED

RUBBER PAD SPACERS

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT04

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION Helical Notes

6. TERMINATION CRITERIA

The minimum overall length criteria and the minimum effective torsional resistance criteria as specified in the pre-construction submittals must be satisfied prior to terminating the pier installation. In the event any helical pier fails to meet these production quality control criteria, the following pre-qualified remedies are authorized:

A. If the installation fails to meet the minimum effective torsional resistance criterion at the minimum embedment length:

1. Continue the installation to greater depths until the torsional resistance criterion is met, provided that, if a maximum length constraint is applicable, continued installation does not exceed said maximum length constraint, or

2. Demonstrate acceptable pier performance through proof testing, or

3. Replace the pier with one having a different helix configuration. The replacement pier must not exceed any applicable maximum embedment length and either (a) be embedded to a length that places its last helix at least three times its own diameter beyond the position of the first helix of the replaced pier and meet the minimum effective torsional resistance criterion, or (b) pass proof testing.

B. If the torsional resistance during installation reaches the helical pier's maximum allowable torque rating prior to satisfaction of the minimum embedment length criterion:

1. Terminate the installation at the depth obtained if allowed by the owner's representative, or

2. Replace the pier with one having a shaft with a higher torsional strength rating. This replacement pier must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a length that places its last helix at least three times its own diameter beyond the position of the helix of the replaced pier without exceeding any applicable maximum embedment length requirements and it must meet the minimum effective torsional resistance criterion, or

3. Replace the pier with one having a different helix configuration. This replacement pier must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a length that places its last helix at least three times its own diameter beyond the position of the first helix of the replaced pier without exceeding any applicable maximum embedment length requirements, and it must meet the minimum effective torsional resistance criterion, or

4. If allowed by the pier location tolerance or approved by the owner's representative, remove and reinstall the pier at a position at least three times the diameter of the largest helix away from the initial location.

Original embedment length and torsional resistance criteria must be met. This pier repositioning may require the installation of additional helical piers with nominal loads adjusted for these spacing changes.

C. If the installation reaches a specified maximum embedment length without achieving the minimum effective torsional resistance criterion:

1. If allowed by the pier location tolerance or approved by the owner's representative, remove and reinstall the pier at a position at least three times the diameter of the largest helix away from the initial location. Original embedment length and torsional resistance criteria must be met. This pier repositioning may require the installation of additional helical piers with nominal loads adjusted for these spacing changes, or

2. Demonstrate acceptable pier performance through proof testing, or

3. De-rate the load capacity of the helical pier and install additional piers, as necessary. The de-rated capacity and additional pier location shall be subject to the approval of the owner's representative, or

4. Replace the pier with one having a different helix configuration. This replacement pier must be installed to satisfy the minimum embedment length criterion and it must meet the minimum effective torsional resistance criterion.

D. If a helical pier fails to meet acceptance criteria in a performance or proof test:

1. Install the pier to a greater depth and installation torque and re-test provided that, if a maximum embedment length constraint is applicable, continued installation will not exceed said maximum length constraint, or

2. Replace the pier with one having more and/or larger helix plates. It must be embedded to a length that places its last helix at least three times its own diameter beyond the position of the first helix of the replaced pile without exceeding any applicable maximum embedment length requirements. This replacement pile must be re-tested, or

3. If approved by the owner's representative, de-rate the load capacity of the helical pier and install additional piers. Additional piers must be installed at positions that are at least three times the diameter of the largest helix away from any other pier locations and are approved by the owner's representative. Piers installed in cohesive soils shall not be spaced closer than four helix diameters.

E. Proof testing to qualify a pier under any of the foregoing remedial actions shall not be used to satisfy proof testing frequency requirements shown in the project plans or the design documentation. If a helical pier fails a production quality control criterion for any other reason, any proposed remedy must be approved by the owner's representative prior to initiating its implementation at the project site.

7. INSTALLATION RECORD SUBMITTALS

A. The installing contractor shall provide the owner, or his authorized representative, copies of individual helical pier installation records within 24 hours after each installation is completed. Formal copies shall be submitted (within 5 days). These installation records shall include, but are not limited to, the following information:

1. Date and time of installation

2. Location of helical pier

3. Actual helical pier type and configuration

4. Pier reveal

5. Total length of installed pier

6. Actual inclination of the pier

7. Actual effective torsional resistance

8. Calculated geotechnical capacity based on actual torsional resistance

9. Comments pertaining to interruptions, obstructions, or other relevant information

8. PIER TESTING

Two load tests shall be performed in accordance with the latest version of ASTM D1143 and the following criteria:

A. Load tests shall be performed on two (2) helical piers after installation in accordance with the plans. The static load capacity test shall be conducted one at a time and shall consist of the following. An initial axial setting force of 5,000 lbs shall be applied to the helical pier or helical pile. Load increments of 10 to 25% of the design allowable load shall be subsequently applied with a constant time interval between each increment, in accordance with ASTM D1143 quick load test method for individual piles, until the proof load specified on the plans is reached. After the final hold period, the maximum pile head displacement shall be recorded. The test shall be deemed successful provided helical pier and helical pile maximum pile head displacement is less than one half (1/2) inch of the design load. In the event of an unsatisfactory test, the helical pier or helical pile shall be installed to additional length and torque until a successful proof load capacity test has been completed. Axial load shall be applied to the helical pier and helical pile during the proof load capacity test utilizing the final bracket assembly configuration. Through the duration of installation and testing, the horizontal movement of the structure to which the helical piers are attached shall be limited as shown on the plans.

B. The installing contractor shall furnish all labor, equipment and pre-production helical piers necessary to accomplish the testing as shown in the approved pier design documentation. Installing contractor shall apply the specified loads for the specified durations and record the specified data, for the specified number of piers. No deviations from the test plan(s) will be allowed without explicit approval in writing from the owner's representative.

C. Installing contractor shall provide the owner, or owner's representative, copies of raw field test data or reports within 24 hours after completion of each load test. Formal test reports shall be submitted within (5 days) following test completion. Formal test reports shall include, but are not limited to, the following information:

1. Name of project and installing contractor

2. Name of installing contractor's supervisor during installation

3. Name of third party test agency, if any

4. Pre-production or production test

5. Date, time, and duration of test

6. Unique identifier and location of helical pier tested

7. Type of test (performance of proof)

8. Description of calibrated testing equipment and test set-up

9. Actual helical pier type and configuration

10. Steps and duration of each load increment

11. Cumulative pier head movement at each load step

9. CLEANUP

Within (2 weeks) of completion of the work, the installing contractor shall remove any and all material, equipment, tools, building materials, concrete forms, debris, or other items belonging to the installing contractor or used under the installing contractor's direction.

HELICAL PIER/ANCHOR NOTES V2.4 LAST MODIFIED AUGUST 2021

1.

DESIGN AND PERFORMANCE REQUIREMENTS

A. Helical piers shall be designed to support the nominal compression and lateral load(s) as shown on the project plans. The overall length, helix configuration and minimum effective torsional resistance of a helical pier shall be such that the required geotechnical capacity is developed by the helix plate(s) in an appropriate bearing stratum(s).

B. All steel structure pier components shall be designed within the limits provided by the American Institute of Steel Construction (AISC). Either Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) are acceptable methods of analysis.

C. Except where noted otherwise on the project plans, all piers shall be installed to provide a minimum factor of safety against ultimate compression resistance of 2.0, a maximum axial deflection at design compression load of 0.5 inches, and must satisfy the deflection criteria as stated on the plans or drawings.

D. Except where noted otherwise on the project plans, each pier shall be designed to meet a corrosion service life of 50 years.

E. The anchorage design shall take into account such pier spacing, soil stratification, corrosion and strain…