The purpose of this section is to specify the limits on open pavement cuts, to describe the improvement location zones within the right-of-way, to detail the improvement's minimum clearance and coverage requirements and also to specify accepted materials and testing methods to be used within the rights-of-way and easements.
(A) Design requirements.
(1) Location. Improvements shall be located as determined by divisions (a), (b), (c) and (d) below. In all cases, dimensions are to be referenced from the right-of-way line. The permittee may use additional references at his own discretion.
(a) Electric, telecommunications, and CATV cable plant improvements. Permittees may, at their own discretion but within the limits of this subchapter, locate electric, telecommunications and CATV cable plant improvements underground or aerial. The city encourages the use of rear and side property line utility easements and arterial and collector road rights-of-way for all aerial improvements. When aerial improvements are permitted within a road right-of-way, only one (1) side of the road right-of-way will be reserved for aerial improvements. Improvements may be allowed on the opposite side of the road right-of-way when the location is required. Where feasible and practical, street lights should be attached to existing poles that otherwise meet the city's criteria, thereby eliminating additional poles. Additional locational criteria for electric, telecommunications, and CATV improvements are provided in division (d).
(b) All aerial improvements shall be located in a zone between zero (0) and two (2) feet inside the road right-of-way line, except in cases where the concrete pole base exceeds two (2) feet in width. The additional size shall be accommodated if sufficient space is available. All underground improvements shall be located in a zone between zero and six (6) feet inside the road right-of-way line.
(c) Water, sewer and natural gas. All water, sewer and natural gas improvements located within a road right-of-way shall be installed underground. The location shall be in a zone between six (6) feet and ten (10) feet inside the right-of-way line.
(d) In cases where conflicts exist that would prevent the location of proposed underground improvements in the location zones provided for in divisions (a), (b), and (c) above, the following shall apply: If sufficient right-of-way width exists to provide for the proposed underground improvements to be located outside of the dedicated zones and excavation will not be required within five (5) feet of the edge-of-pavement, the proposed location shall be considered for approval. The final decision shall, in all cases be that of the Public Works Department and shall be binding on the permittee.
(2) Clearance. The minimum clearance requirements for installation of improvements shall be as follows:
(a) Aerial improvements shall have a minimum clearance of eighteen (18) feet above the road surface. Other governmental agencies or codes may require a greater clearance for certain applications. Such greater clearance requirements shall prevail. Traffic signalization improvements shall be exempt from the minimum eighteen (18) foot clearance but shall require separate approval from the City Engineer.
(b) Underground improvements shall be a minimum of thirty (30) inches below the existing grade. Any crossing or parallel installations of improvements to include storm drain culverts shall have a minimum separation of twelve (12) inches. Manhole tops, valve boxes and meter boxes shall be located no higher than existing grade. Where the construction specifications of any other governmental agency having jurisdiction over the permittee are more stringent than those of the city's, the more stringent requirements shall govern.
(B) Material standards.
(1) Nonpaved areas.
(a) Back fill. Backfill materials shall be of AASHTO Specifications M 145, soil classification of A-3 or better. The materials shall be free of unsuitable materials such as muck, humus, peat, spongy material, roots, stumps, paving materials or concrete. Flowable fill may be used as backfill. Flowable fill shall meet or exceed the minimum standards as set forth in the Florida Department of Transportation 2000 Edition of Standard Specifications for Road and Bridge Construction, Section 121-Flowable Fill, Subsections 121-1 through 121-6, or the most current edition.
(b) Seed. When excavation occurs in front of undeveloped areas, utilization of seed and mulch is permissible. When utilized, permanent type grass seed shall consist of a mixture of twenty (20) parts of Bermuda seed and eighty (80) parts of Pensacola bahia seed and shall be of common variety with a minimum pure seed content of ninety-five percent (95%) with a minimum germination of eighty-five percent (85%). Pensacola bahia seed shall have a minimum pure seed content of ninety-five percent (95%) with a minimum germination of forty percent (40%) and a total germination of eighty percent (80%), including firm seed.
(c) Mulch. Mulch shall be used with seed, as specified herein. Mulch shall be dry mulch which shall be straw or hay consisting of oat, rye, wheat straw, or of pangola, peanut coastal bermuda or bahia grass hay. Only undeteriorated mulch which shall be readily cut into the soil shall be used.
(d) Sod.
1. When excavation, occurs in front of developed areas, the excavated area shall be sodded with the same type of sod as existed prior to excavation. If no sod existed, seed and mulch as provided for in divisions (b) and (c) above shall be utilized.
2. In the event a discrepancy should arise as to the existence or nonexistence of sod prior to excavation, in all cases sod shall be used, at the permittee's expense.
(e) Watering. All affected areas either seeded or sodded shall be maintained and regularly watered to ensure eighty percent (80%) standing growth.
(f) Concrete. Any concrete that is removed shall be replaced with concrete that meets the minimum requirement of 3,000 psi, Class 1, concrete or shall be replaced by like construction and size, whichever is greater.
(2) Paved areas.
(a) Backfill. Backfill material shall be of AASHTO specifications M 145, soil classification of A-3 or better. The materials shall be free of unsuitable materials such as muck, humus, peat, spongy material, roots, stumps, paving materials or concrete. Flowable fill may be used as back fill. Flowable fill shall meet or exceed the minimum standards as set forth in the Florida Department of Transportation 2000 Edition of Standard Specifications for Road and Bridge Construction, Section 121-Flowable Fill, Subsections 121-1 through 121-6, or the most current edition. Base materials as specified herein shall be used in conjunction with flowable fill in all paved areas.
(b) Base materials. The following types of material are acceptable for base materials:
1. Limerock. Limerock shall be of Miami or Ocala formation. The composition of limerock materials shall consist of a minimum percentage of carbonates of calcium and magnesium to be seventy percent (70%). The maximum percentage of water-sensitive clay mineral shall be three percent (3%). The liquid limit shall not exceed thirty-five percent (35%) and the material shall be nonplastic. Limerock material shall not contain cherty or other extremely hard pieces, lumps, balls or pockets of sand or clay-size material in sufficient quantity so as to be detrimental to the proper bonding, finishing or strength of the limerock base. Gradation requirements shall be that ninety-seven percent (97%) by weight of the material shall pass through a three and one-half (3½) inch sieve, and the material shall be graded uniformly down to dust. The fine material shall consist entirely of dust of fracture. All crushing or breaking up that might be necessary in order to meet such size requirements shall be done before the material is placed on the road. Limerock base shall have an LBR value of not less than one hundred (100).
2. Cemented Coquina shell material. Cemented Coquina shall be defined as material from the Ariastasia Formation composed essentially of whole or broken shells, coral and the skeletal remains of other marine invertebrates which have been cemented together by carbonates, silicates or other natural cementing agents. The material shall not contain loose shell or silica sand in sufficient quantity to prevent proper bonding. Material that shows a significant tendency to slake or undergo chemical or physical change on exposure to weather will not be acceptable. The minimum percentage of carbonates of calcium and magnesium in the material shall be fifty percent (50%). At least ninety-seven percent (97%), by weight, of the material shall pass a three and one-half (3½) inch sieve. Not more than twenty percent (20%), by dry weight, of the material shall pass through two hundred (200) sieve by washing. The portion of the material passing the No. 40 sieve shall be nonplastic. The material shall have an LBR value of not less than one hundred (100).
(c) Prime coat. Prime coat shall be cut-back or emulsified asphalt. The permittee shall submit a current design that shall conform to the following specifications:
1. Cut-back asphalt. Cut-back asphalt shall be Grade RC-250 rapid-curing cut-back asphalt, conforming to the requirements of AASHTO M81 except that the penetration range shall be from 60–120 instead of 80–120.
2. Emulsified asphalt. Emulsified asphalt shall be Grade 55-1 conforming to the requirements of AASHTO [M]140 (for anionic) and M208 (for catonic).
(d) Tack coat. Tack coat shall be emulsified asphalt, Grade RS-2, SS-1 or SS-1H meeting the requirements of AASHTO M140 (for anionic) and M208 (for catonic) except that the viscosity requirements shall not apply.
(e) Asphaltic concrete. Asphaltic concrete for use as surface courses on city streets shall be Type S-1 or Type S-111, conforming to the 1986 FDOT Standard Specifications for Road and Bridge Construction (Supplemental Addition). The permittee shall submit a current design that shall conform to the above specifications prior to placement.
(f) Pavement markings. Striping materials shall be replaced with existing like material with prior approval by the Public Works Department.
(C) Testing and reports — when required (Also refer to § 179.098(C) and (D). In unpaved areas, when trench widths are greater than twelve (12) inches and/or greater than forty-eight (48) inches below existing grade, testing reports shall be in full accordance with this subchapter. In paved areas, trenching of any kind shall be tested in accordance with this subchapter. All testing reports shall be by a qualified testing laboratory, both signed and sealed by the laboratory's Florida certified professional civil engineer. Reports shall be submitted to the Public Works Department in a timely fashion. Test reports shall be received by the city prior to the expiration of the permit. The expense for testing shall be borne by the permittee, and testing shall be done to the following specifications:
(1) Back fill unpaved areas.
(a) Moisture density relationships shall be in accordance with AASHTO T-180-86 for every material change.
(b) In-place density shall be in accordance with AASHTO T-204-86 or T-238-86.
(c) Testing shall begin at the improvement bed, if the bedding was disturbed. If the bedding was not disturbed and is suitable as a foundation to support the improvement, the first test shall begin at a maximum distance of twelve (12) inches above the improvement and continue in twelve (12) inch layers to the surface.
(d) Tests shall be taken at a frequency of once every uninterrupted effort and twelve (12) inch layer of compacted material or once every two hundred (200) linear feet and twelve (12) inch layer of compacted material, whichever is the shorter distance.
(e) Backfill around improvements such as manholes, inlets, and the like, shall be tested to a distance not to exceed five (5) feet away from the improvement in the manner prescribed in this section. All tests shall be representative of the entire compaction effort around the improvements.
(f) Density test results shall be accepted on stabilized, nonyielding surfaces only.
(g) Flowable fill may be used as backfill. Flowable fill shall meet or exceed the minimum standards as set forth in the Florida Department of Transportation 2000 Edition of Standard Specifications for Road and Bridge Construction, Section 121-Flowable Fill, Sections 121-1 through 121-6, or the most current edition.
(2) Backfill paved areas.
(a) Moisture density relationships shall be in accordance with AASHTO T-180-86 for every material change.
(b) In-place density tests shall be in accordance with AASHTO T-204-86 or T-238-86.
(c) Testing shall begin at the improvement bed to determine that the bedding was not disturbed and is a suitable foundation to support the improvements. Tests shall continue in twelve (12) inch layers to the bottom of the base material.
(d) Trenching parallel with the road. Tests shall be taken at a frequency of once every uninterrupted effort and twelve (12) inch layer of compacted material or once every two hundred (200) linear feet and twelve (12) inch layer of compacted material, whichever is the shorter distance.
(e) Trenching perpendicular to the road. Tests shall be taken at a frequency of once for each lane width of traffic and for each twelve (12) inch layer of compacted backfill.
(f) Density test results will be accepted on stabilized, nonyielding surfaces only.
(g) Flowable fill may be used as backfill. Flowable fill shall meet or exceed the minimum standards as set forth in the Florida Department of Transportation 2000 Edition of Standard Specifications for Road and Bridge Construction, Section 121-Flowable Fill, Subsections 121-1 through 121-6, or the most current edition. Base materials as specified herein shall be used in conjunction with flowable fill in all paved areas.
(3) Base material.
(a) Limerock bearing ratio (LBR) shall be tested in accordance with FDOT Florida Method (FM) 5-515 for LBR and FM 5-514 for carbonates. Sampling for the above tests shall be in accordance with FM 5-504. The minimum frequency for testing LBR and carbonates is one (1) test for each day's production and/or every material change.
(b) Moisture density relationship shall be in accordance with FDOT FM 5-515 for every material change.
(c) In-place density tests shall be in accordance with AASHTO T-204-86 or T-238-86. The testing shall occur for each six (6) inch layer of compacted base material for each lane width of traffic to the bottom of the asphaltic concrete.
(4) Asphaltic concrete. Hot mix materials aggregate testing shall be for stability, extraction (bitumen content) and gradation at a minimum frequency of 1:00 a.m. and 1:00 p.m. for each day's work.
(5) Concrete. Twenty-eight (28) day compressive strength test shall be in accordance with ASTM C-39 at a minimum frequency of one (1) set of four (4) cylinders and slump for each day's pour or for each fifty (50) cubic yards whichever is greater.
(6) Fire hydrant installation. The following tests shall be submitted to the city after installation is complete: gallons per minute flow, static and residual pressure tests.
('74 Code, § 20-98) (Ord. 93-03, passed 2-18-93; Am. Ord. 2000-61, passed 12-21-00; Am. Ord. 2001-36, passed 5-17-01) Penalty, see § 179.999