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#Verify that ladder access is proposed for vaults greater than four feet in height. [Section 4.2.3, 15e]
#Verify that ladder access is proposed for vaults greater than four feet in height. [Section 4.2.3, 15e]
#Verify that header pipes, at minimum 36-inch diameter, connected to manholes at each corner of the subsurface system are provided. Alternatively, smaller header pipes may be used if cleanouts are provided on every second manifold pipe/header pipe junction, on alternating sides of the SMP. [Section 4.2.3, 15f]
#Verify that header pipes, at minimum 36-inch diameter, connected to manholes at each corner of the subsurface system are provided. Alternatively, smaller header pipes may be used if cleanouts are provided on every second manifold pipe/header pipe junction, on alternating sides of the SMP. [Section 4.2.3, 15f]
==Materials checklist==
#Verify that porous bituminous asphalt, if proposed, is specified on the plans as meeting the following specifications: [Section 4.2.4, 2]
##Bituminous surface must be laid with a bituminous mix of 5.75% to 6% by weight dry aggregate.
##In accordance with American Society of Testing and Materials (ASTM) D6390, drain down of the binder must be no greater than 0.3%.
##Aggregate material in the asphalt must be clean, open-graded, and a minimum of 75% fractured with at least one fractured face by mechanical means of each individual particle larger than ¼-inch, and it must have the following gradations:
Porous Asphalt Binder Course Aggregate Gradation
U.S. Standard Sieve Size Percent Passing By Weight
1” 100%
3/4” 90-100%
1/2” 80-100%
3/8” 50-80%
#4 10-20%
#8 5-10%
#40 3-8%
#200 0-3 %
Porous Asphalt Wearing Course Aggregate Gradation
U.S. Standard Sieve Size Percent Passing By Weight
5/8” 100%
1/2” 95-100%
3/8” 70-95%
#4 20-40%
#8 10-20%
#40 0-8%
#200 0-3%
Neat asphalt binder modified with an elastomeric polymer to produce a binder meeting the requirements of PG 76-22 as specified in American Association of State Highway and Transportation Officials (AASHTO) MP-1. The elastomer polymer must be styrene-butadiene-styrene, or approved equal, applied at a rate of 3% by weight of the total binder.
Hydrated lime should be added at a dosage rate of 1% by weight of the total dry aggregate to mixes containing granite.
Hydrated lime must meet the requirements of ASTM C 977.
The additive must be able to prevent the separation of the asphalt binder from the aggregate and achieve a required tensile strength ratio of at least 80% on the asphalt mix when tested in accordance with AASHTO T 283.
The asphaltic mix must be tested for its resistance to stripping by water in accordance with ASTM D-1664.
If the estimated coating area is not above 95%, anti-stripping agents must be added to the asphalt.
The asphaltic mix must be tested for its resistance to stripping by water in accordance with ASTM D 3625. If the estimated coating area is not above 95%, anti-stripping agents must be added to the asphalt.
Verify that porous concrete, if proposed, is specified on the plans as meeting the following specifications: [Section 4.2.4, 3]
Porous concrete must use Portland Cement Type I or II conforming to ASTM C 150 or Portland Cement Type IP or IS conforming to ASTM C 595.
Aggregate must be No. 8 coarse aggregate (3/8-inch to No. 16) per ASTM C 33 or No. 89 coarse aggregate (3/8-inch to No. 50) per ASTM D 448.
An aggregate/cement ratio range of 4:1 to 4.5:1 and a water/cement ratio range of 0.34 to 0.40 should produce porous pavement of satisfactory properties in regard to permeability, load carrying capacity, and durability characteristics.
Verify that permeable paver and grid systems, if proposed, are specified on the plans as meeting the following specifications: [Section 4.2.4, 4]
#Permeable paver and grid systems must conform to manufacturer specifications.
#The systems must have a minimum flow through rate of five inches per hour and a void percentage of no less than 10%.
#Gravel used in interlocking concrete pavers or plastic grid systems must be well-graded and washed to ensure permeability.
#Verify that stone designed for stormwater storage, if proposed, is specified on the plans as being uniformly graded, crushed, clean-washed stone and that it is noted that PWD defines “clean-washed” as having less than 0.5% wash loss, by mass, when tested per the AASHTO T-11 wash loss test. AASHTO No. 3 and No. 57 stone can meet this specification. [Section 4.2.4, 6a]
#Verify that all aggregates used within a porous pavement system meets the following requirements: [Section 4.2.4, 6b]
Maximum wash loss: 0.5% per AASHTO T-11
Minimum durability index: 35 per ASTM D3744
Maximum abrasion: 10% for 100 revolutions and 50% for 500 revolutions per ASTM C131
Verify that all choker course aggregate meets the specifications of AASHTO No. 57 and meets the gradation listed in Table 4.2-3 of the Manual. [Section 4.2.4, 6c]
Verify that sand, if proposed, is specified on the plans to be AASHTO M-6 or ASTM C-33 sand and to have a grain size of 0.02 inches to 0.04 inches. [Section 4.2.4, 7]
Verify that storage chambers for porous pavement structural SMPs, if proposed, are specified on the plans as meeting the following specifications: [Section 4.2.4, 8]
Pipe used within a subsurface infiltration SMP must be continuously perforated and have a smooth interior with a minimum inner diameter of four inches.
High-density polyethylene (HDPE) pipe, if proposed, must meet the specifications of AASHTO M252, Type S or AASHTO M294, Type S.
Any pipe materials outside the SMP are to meet City Plumbing Code Standards.
Verify that geotextile, if proposed, is specified on the plans to consist of polypropylene fibers and to meet the following specifications (AASHTO Class 1 or Class 2 geotextile is recommended): [Section 4.2.4, 9]
Grab Tensile Strength (ASTM-D4632): ≥ 120 lbs
Mullen Burst Strength (ASTM-D3786): ≥ 225 psi
Flow Rate (ASTM-D4491): ≥ 95 gal/min/ft2
UV Resistance after 500 hrs (ASTM-D4355): ≥ 70%
Heat-set or heat-calendared fabrics are not permitted
Verify that underdrains, if proposed, are made of continuously perforated HDPE plastic piping with a smooth interior and a minimum inner diameter of four inches. HDPE pipe must be specified on the plans to meet the specifications of AASHTO M252, Type S or AASHTO M294, Type S. [Section 4.2.4, 10]
Verify that observation wells are specified on the plans as consisting of perforated plastic pipe with a minimum inner diameter of six inches. [Section 4.2.4, 12]
Verify that cleanouts are made of rigid material with a smooth interior having a minimum inner diameter of four inches. [Section 4.2.4, 13]