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STRUCTURAL NOTES:
<br />1. DESIGN LOADS,
<br />DEAD LOAD, THE FOLLOWING UNIT LOADS SHALL
<br />BE USED IN CALCULATING DEAD LOADS,
<br />STRUCTURAL STEEL - 490 pcf
<br />REINFORCED CONCRETE - 150 pcf
<br />ALUMINUM - 165 pcf
<br />2. DESIGN METHODS,
<br />REINFORCED CONCRETE, LOAD AND RESISTANCE FACTOR DESIGN
<br />3. THERMAL FORCES,
<br />A. SEASONAL VARIATION.'
<br />TEMPERATURE RANGE FOR DESIGN OF STRUCTURE,
<br />TEMPERATURE RISE - 30' F
<br />TEMPERATURE FALL = 40' F
<br />B. MEAN TEMPERATURE = 70' F
<br />C. THERMAL COEFFICIENT = 0.000006 PER DEGREE F
<br />4. CREEP AND SHRINKAGE,
<br />STRAINS ARE AS PER AASHTO.
<br />ULTIMATE CONCRETE SHRINKAGE COEFFICIENT = 0,0004 IN/IN
<br />5. STAY -IN-PLACE FORMS ARE NOT PERMITTED DUE TO EXTREMELY
<br />AGGRESSIVE ENVIRONMENT.
<br />6. ALLOWABLE STRESSES/LOADS,
<br />REINFORCED CONCRETE, AS PER AASHTO.
<br />PRESTRESSED CONCRETE,
<br />CONCRETE STRENGTH AT TRANSFER, f'ci= 0.8f'c = 6.8 ksi
<br />CONCRETE STRENGTH AT 28 DAYS, ('c = 8.5 ksi
<br />A. TEMPORARY STRESSES BEFORE LOSSES,
<br />COMPRESSION = 0.60f'ci = 4.08 ksi
<br />TENSION (WITHOUT BONDED REINFORCEMENT) = 0.200 ksi
<br />TENSION (WITH BONDED REINFORCEMENT) = 0.625 ksi
<br />B. SERVICE LIMIT STATES AFTER LOSSES, FULLY PRESTRESSED,
<br />DUE TO EFFECTIVE PRESTRESS AND
<br />PERMANENT LOADS -
<br />DUE TO LL AND %THE SUM OF EFFECTIVE
<br />PRESTRESSING AND PERMANENT LOADS =
<br />DUE TO PRESTRESS, PERMANENT AND
<br />TRANSIENT/LIVE LOAD =
<br />TENSION (UNLESS OTHERWISE NOTED)
<br />0.45Pc (3.82 ksi)
<br />0.40I'c (3.40 ksi)
<br />0.6f'c (5.10 ksi)
<br />0.280 ksi
<br />7. MATERIALS,
<br />A. EPDXY MORTAR, ALL EPDXY MORTAR SHALL CONFORM WITH
<br />FOOT STANDARD SPECIFICATIONS SECTION 346.
<br />B. REINFORCING STEEL, ALL REINFORCING STEEL SHALL BE
<br />UNCOATED ASTM A615 GRADE 60.
<br />CONCRETE COVERS SHALL BE AS FOLLOWS (UNLESS OTHERWISE NOTED),
<br />SUPERSTRUCTURE,
<br />PRE- STRESSED BEAMS, 2"
<br />TOP DECK SURFACE, Vs"
<br />ALL OTHER SURFACES, 2"
<br />SUBS TRUCTURE+
<br />EXTERNAL FORMED SURFACES, PILE CAPS,
<br />SHEAR BLOCKS AND PILE EXTENSIONS
<br />NOT IN CONTACT WITH WATER, 4"
<br />CONCRETE COVER SHOWN IN THE PLANS DO NOT INCLUDE
<br />REINFORCEMENT PLACEMENT AND FABRICATION TOLERANCES
<br />UNLESS SHOWN AS "MINIMUM COVER". SEE SPECIFICATIONS
<br />FOR ALLOWABLE REINFORCEMENT PLACEMENT TOLERANCES.
<br />C. PRESTRESSING STEEL, ALL PRE -STRESSING STEEL SHALL BE
<br />STRAND ASTM A416 GRADE 270, LOW RELAXATION.
<br />PRESTRESSING PARAMETERS (STRAND),
<br />APPARENT MODULUS, 28,000 ksi
<br />MAXIMUM JACKING STRESS, 216 ksi (80X ULTIMATE)
<br />MAXIMUM ANCHORING $TRESS AT ANCHOR,
<br />202 ksi (757 ULTIMATE) FOR PRETENSIONING
<br />STRAND DIAMETER, 0.60"
<br />CONTRACTOR SHALL NOT RELEASE PRESTRESSING UNTIL AD£OUATE
<br />STRENGTH HAS BEEN ACHIEVED AS SHOWN BY THE RESULTS OF THE
<br />TEST CYLINDERS AND APPROVED BY THE ENGINEER.
<br />D. CONCRETE, (28 DAY CYLINDER STRENGTH AS NOTED)
<br />PRE- STRESSED CONCRETE BEAMS (FLORIDA INVERTED -T)
<br />CLASS VI Pc = 8,500 psi
<br />CAST -IN-PLACE SUPERSTRUCTURE (BRIDGE DECK, DIAPHRAGMS,
<br />CURB)
<br />CLASS IV Pc = 5500 psi
<br />CAST -IN-PLACE SUBSTRUCTURE (PILE EXTENSION
<br />AND PILE CAPS)
<br />CLASS IV f'c - 5500 psi
<br />E. MAXIMUM AGGREGATE SIZE FOR PRECAST MEMBERS
<br />F. PROVIDE V4" CHAMFERS ON ALL EXPOSED EDGES (UNLESS
<br />OTHERWISE NOTED).
<br />L.""4-A.17---.CoP'aF'S' S'
<br />4
<br />8. ALLOWABLE STRESSES ARE IN ACCORDANCE WITH THE
<br />REFERENCED DESIGN SPECIFICATIONS FOR ALL MATERIAL
<br />SHOWN ON THE PLANS.
<br />9. EXISTING ELEMENTS TO REPAIR,
<br />EXERCISE SPECIAL CARE NOT TO DAMAGE ANY ELEMENTS OF
<br />THE STRUCTURE THAT ARE TO REMAIN, INCLUDING EXISTING
<br />REINFORCING. REPAIR OR REPLACE, TO THE SATISFACTION OF
<br />THE ENGINEER, ANY ELEMENTS THAT ARE TO REMAIN, WHICH
<br />ARE DAMAGED DURING CONSTRUCTION AT NO ADDITIONAL
<br />COST TO THE COUNTY.
<br />10. DIMENSIONS,
<br />VERIFY ALL DIMENSION AND ELEVATIONS WITHIN THESE PLANS
<br />PRIOR TO CONSTRUCTION AND REPAIRS. IF ANY DISCREPANCIES ARE
<br />FOUND IMMEDIATELY NOTIFY THE ENGINEER. THE CONTRACTOR
<br />SHALL BE SOLELY RESPONSIBLE FOR FABRICA TfDN AND F1T OF HIS
<br />WORK TO PROPERLY INTERFACE WITH THE EXISTING STRUCTURE.
<br />ANCn REV ISI O N S
<br />IVIES
<br />DATES
<br />DAR
<br />BY
<br />DESCRIPTION
<br />DATE
<br />BY
<br />DESEIPTION
<br />SAM BY
<br />A)(8
<br />8/06
<br />OECTEO BY
<br />CG
<br />8/06
<br />DESIGNED BY
<br />GG
<br />8/06
<br />CIRCE° NY
<br />TJN
<br />.8/06
<br />APPROVED BB
<br />T.J Wes, P.E.
<br />ENGINEER OF RECORD.
<br />HARDESTT & HANOVOR. LIP
<br />1000 BAWGRA88 CORPORATE WIWI
<br />SUITE 544
<br />auntie.. PL 33123
<br />Cesar A Granada*, P.E. 064221
<br />Ce76ficofe of Aa/Aorira6on 0171
<br />INDIAN RIVER COUNTY PUBLIC WORKS DEPARTMENT
<br />ROAD N0.
<br />CONTI
<br />FINANCIAL PROJECT ID
<br />STRUCTURAL NOTES
<br />CR 510
<br />INDIAN RIVER
<br />PAa,aPNAr CR 510 OVER INTRACOASTAL WATERWAY
<br />WABASSO FISHING PIER REPAIRS
<br />00A Et 1711/0
<br />'OILEI
<br />TMST N0.
<br />81-2
<br />
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