ASTM C1802-23

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: C1802 − 23
Standard Specification for
Design, Testing, Manufacture, Selection, and Installation of
Horizontal Fabricated Metal Access Hatches for Utility,
1,2
Water, and Wastewater Structures
This standard is issued under the fixed designation C1802; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope conversions to SI units that are provided for information only
and are not considered the standard.
1.1 This specification covers the design, testing,
1.8 This standard does not purport to address all of the
manufacture, selection, and installation of substantially hori-
safety concerns, if any, associated with its use. It is the
zontal fabricated metal access hatches for utility, water, and
responsibility of the user of this standard to establish appro-
wastewater structures including utility vaults, drainage
priate safety, health, and environmental practices and deter-
structures, valve vaults, meter vaults, wet wells, pump
mine the applicability of regulatory limitations prior to use.
enclosures, utility trenches, piping trenches, and drainage
1.9 This international standard was developed in accor-
trenches.
dance with internationally recognized principles on standard-
1.2 This specification is applicable to various configurations
ization established in the Decision on Principles for the
of access hatches constructed of fabricated metal of various
Development of International Standards, Guides and Recom-
materials and grades for various loading conditions, traffic
mendations issued by the World Trade Organization Technical
speeds, or both.
Barriers to Trade (TBT) Committee.
1.3 Engineering design and testing criteria are provided for
access hatches to be located in various areas subjected to
2. Referenced Documents
various loading conditions, traffic speed, frequency, or combi-
2.1 ASTM Standards:
nations thereof.
A36/A36M Specification for Carbon Structural Steel
1.4 Proof loading criteria is provided to allow the access
A53/A53M Specification for Pipe, Steel, Black and Hot-
hatches to be designed by engineering calculation and/or by
Dipped, Zinc-Coated, Welded and Seamless
ultimate strength load testing.
A123/A123M Specification for Zinc (Hot-Dip Galvanized)
Coatings on Iron and Steel Products
1.5 Production loading criteria is provided to allow the
A176 Specification for Stainless and Heat-Resisting Chro-
access hatches to be tested to verify the load capacity of the
mium Steel Plate, Sheet, and Strip (Withdrawn 2015)
manufactured hatches.
A240/A240M Specification for Chromium and Chromium-
1.6 Hatch loading selection guidelines are included to allow
Nickel Stainless Steel Plate, Sheet, and Strip for Pressure
selection of the proper hatch design loading for the conditions
Vessels and for General Applications
of the actual area of placement.
A242/A242M Specification for High-Strength Low-Alloy
1.7 The values stated in inch-pound units are to be regarded
Structural Steel
as standard. The values given in parentheses are mathematical
A276/A276M Specification for Stainless Steel Bars and
Shapes
A325 Specification for Structural Bolts, Steel, Heat Treated,
This specification is under the jurisdiction of ASTM Committee C27 on Precast
120/105 ksi Minimum Tensile Strength (Withdrawn
Concrete Products and is the direct responsibility of Subcommittee C27.10 on
2016)
Utility Structures.
Current edition approved May 1, 2023. Published May 2023. Originally
A490 Specification for Structural Bolts, Alloy Steel, Heat
approved in 2014. Last previous edition approved in 2020 as C1802–20. DOI:
10.1520/C1802-23.
This specification is primarily a design, testing, manufacturing, selection,
purchasing, and installation specification. The successful performance of this For referenced ASTM standards, visit the ASTM website, www.astm.org, or
product depends upon the proper selection of the loading criteria based on the contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
product’s actual use and the products proper installation. The purchaser of the Standards volume information, refer to the standard’s Document Summary page on
fabricated metal access hatches specified herein is cautioned that proper correlation the ASTM website.
of the loading conditions, proper installation for the hatch specified, and provision The last approved version of this historical standard is referenced on
for inspection of the installation at the construction site, are required. www.astm.org.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1802 − 23
Treated, 150 ksi Minimum Tensile Strength (Withdrawn B928/B928M Specification for High Magnesium
2016) Aluminum-Alloy Products for Marine Service and Similar
Environments
A500/A500M Specification for Cold-Formed Welded and
C478/C478M Specification for Circular Precast Reinforced
Seamless Carbon Steel Structural Tubing in Rounds and
Concrete Manhole Sections
Shapes
C857 Practice for Minimum Structural Design Loading for
A514/A514M Specification for High-Yield-Strength,
Underground Precast Concrete Utility Structures
Quenched and Tempered Alloy Steel Plate, Suitable for
C890 Practice for Minimum Structural Design Loading for
Welding
Monolithic or Sectional Precast Concrete Water and
A529/A529M Specification for High-Strength Carbon-
Wastewater Structures
Manganese Steel of Structural Quality
E4 Practices for Force Calibration and Verification of Test-
A572/A572M Specification for High-Strength Low-Alloy
ing Machines
Columbium-Vanadium Structural Steel
E2309/E2309M Practices for Verification of Displacement
A588/A588M Specification for High-Strength Low-Alloy
Measuring Systems and Devices Used in Material Testing
Structural Steel, up to 50 ksi [345 MPa] Minimum Yield
Machines
Point, with Atmospheric Corrosion Resistance
F467 Specification for Nonferrous Nuts for General Use
A618/A618M Specification for Hot-Formed Welded and
F468 Specification for Nonferrous Bolts, Hex Cap Screws,
Seamless High-Strength Low-Alloy Structural Tubing
Socket Head Cap Screws, and Studs for General Use
A656/A656M Specification for Hot-Rolled Structural Steel,
2.2 AASHTO Standards and Specifications:
High-Strength Low-Alloy Plate with Improved Formabil-
AASHTO Standard Specifications for Highway Bridges
ity
(current edition)
A666 Specification for Annealed or Cold-Worked Austenitic
AASHTO LRFD Bridge Design Specification (current edi-
Stainless Steel Sheet, Strip, Plate, and Flat Bar tion)
A786/A786M Specification for Hot-Rolled Carbon, Low-
2.3 The American Institute of Steel Construction Specifica-
Alloy, High-Strength Low-Alloy, and Alloy Steel Floor
tions:
Plates
ANSI/AISC 360 Specification for Structural Steel Buildings
A847/A847M Specification for Cold-Formed Welded and (current edition)
Seamless High-Strength, Low-Alloy Structural Tubing
2.4 ASCE Specifications:
with Improved Atmospheric Corrosion Resistance
SEI/ASCE 8 Specification for the Design of Cold-Formed
A852/A852M Specification for Quenched and Tempered Stainless Steel Structural Members (current edition)
Low-Alloy Structural Steel Plate with 70 ksi [485 MPa]
2.5 The Aluminum Association:
Minimum Yield Strength to 4 in. [100 mm] Thick (With-
Aluminum Design Manual (current edition)
drawn 2010)
2.6 The American Welding Society Codes:
A913/A913M Specification for High-Strength Low-Alloy
D1.1 Structural Welding Code—Steel (current edition)
Steel Shapes of Structural Quality, Produced by Quench- D1.2 Structural Welding Code—Aluminum (current edition)
ing and Self-Tempering Process (QST) D1.6 Structural Welding Code—Stainless Steel (current edi-
tion)
A992/A992M Specification for Structural Steel Shapes
B209/B209M Specification for Aluminum and Aluminum- 2.7 The U.S. Department of Transportation Federal Avia-
Alloy Sheet and Plate tion Administration Advisory Circulars:
Advisory Circular No. 150/5320-6E
B210/B210M Specification for Aluminum and Aluminum-
Alloy Drawn Seamless Tubes
2.8 ANSI Standard:
B211/B211M Specification for Aluminum and Aluminum- ANSI A326.3 American National Standard Test Method for
Alloy Rolled or Cold Finished Bar, Rod, and Wire Measuring Dynamic Coefficient of Friction of Hard Sur-
face Materials
B221 Specification for Aluminum and Aluminum-Alloy Ex-
truded Bars, Rods, Wire, Profiles, and Tubes
B241/B241M Specification for Aluminum and Aluminum-
Available from American Association of State Highway and Transportation
Alloy Seamless Pipe and Seamless Extruded Tube
Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001,
B247 Specification for Aluminum and Aluminum-Alloy Die http://www.transportation.org.
Available from American Institute of Steel Construction (AISC), 1 East Wacker
Forgings, Hand Forgings, and Rolled Ring Forgings
Drive, Suite 3100, Chicago, Illinois 60601, http://www.aisc.org.
B308/B308M Specification for Aluminum-Alloy 6061-T6
Available from American Society of Civil Engineers (ASCE), 1801 Alexander
Standard Structural Profiles Bell Drive, Reston, Virginia, 20191, http://www.asce.org.
Available from The Aluminum Association (AA), 1525 Wilson Blvd Suite 600,
B316/B316M Specification for Aluminum and Aluminum-
Arlington Virginia, 22209, http://www.aluminum.org.
Alloy Rivet and Cold-Heading Wire and Rods 9
Available from The American Welding Society (AWS), 8669 NW 36 Street no.
B429/B429M Specification for Aluminum-Alloy Extruded 130, Doral, Florida, 33166, http://www.aws.org.
Available from The U.S. Department of Transportation Federal Aviation
Structural Pipe and Tube
Administration, http://www.faa.gov.
B632/B632M Specification for Aluminum-Alloy Rolled 11
Available from American National Standards Institute (ANSI), 25 W. 43rd St.,
Tread Plate 4th Floor, New York, NY 10036, http://www.ansi.org.
C1802 − 23
3. Terminology 3.1.24 working stress load, n—load applied without load
factors, but with capacity reduction factors applied to the
3.1 Definitions:
materials being utilized.
3.1.1 AA, n—Aluminum Association.
3.1.25 yield strength, n—the stress of a metallic material
3.1.2 access hatch, n—an assembly of a hatch door and
when permanent deflection first occurs and as tested at 0.2 %
optional frame providing a horizontal structural covering of an
offset.
opening that provides access to the structure below.
3.1.3 access hatch door, n—the access hatch horizontal
4. Significance and Use
cover that is either removable or hinged to provide access to
4.1 This specification is intended to standardize the mini-
the structure below.
mum load level criteria for structural design of fabricated metal
3.1.4 access hatch frame, n—the perimeter fabrication
access hatches.
around an access hatch door that provides attachment to the
4.2 The users are cautioned that they must properly identify
opening in the structure below.
the anticipated current and future anticipated field loading
3.1.5 AISC, n—American Institute of Steel Construction.
conditions and requirements with the design loads. It is not
prohibited for field conditions to dictate loads greater than the
3.1.6 ASCE, n—American Society of Civil Engineers.
minimum load levels presented here.
3.1.7 ASTM, n—ASTM International.
3.1.8 ASD, n—allowable stress design.
5. Designation
3.1.9 AWS, n—American Welding Society.
5.1 The fabricated metal hatches manufactured in accor-
dance with this specification shall be legibly marked with the
3.1.10 fabricated metal, n—an assembly of cut, bent, or
manufacturer’s name or trademark, the specification
machined metal parts that are welded or bolted together to
designation, the load level, the nominal opening dimensions
become the final assembly.
unless included in the part number, and the month and year of
3.1.11 finite element modeling, n—to numerically three
manufacture or a serial number on the inside of the access
dimensionally model an assembly by subdividing the assembly
hatch cover or frame as described in Section 21.
into smaller elements and applying a load to determine the
stresses in each of the elements.
6. Basis of Acceptance
3.1.12 load level, n—a number between one and ten that
6.1 Acceptability of the access hatches shall be determined
corresponds to the description of the loads and applicable use
based on the design in accordance with Section 9, the physical
in this specification.
requirements described in Sections 13 – 18, the material
3.1.13 LRFD, n—load and resistance factor design.
requirements described in Section 7, and physical inspection of
the access hatches.
3.1.14 production loading, v—test loading to a force level
less than yield strength to verify the load capacity of the
6.2 Access hatches shall be considered ready for acceptance
manufactured hatch.
when they conform to all requirements of this specification.
3.1.15 proof loading, v—test loading to a force level of the
7. Materials
load times a safety factor to prove the design of an access
hatch.
7.1 The material of each component of the access hatch
assembly shall be suitable for its specific application within the
3.1.16 protective coatings, n—galvanizing, painting, or
assembly, to be determined by the expected function, the
powder coating metal surfaces to provide corrosion and envi-
required strength, and the environmental exposure.
ronmental protection.
7.2 Steel Access Hatches:
3.1.17 purchaser, n—the person or entity buying an access
7.2.1 The minimum yield strength of all steel components
hatch from the manufacturer.
of the access hatch shall be 36 000 psi (248.22 MPa) and the
3.1.18 structural stiffeners, n—structural metallic shapes or
yield strengths utilized shall be stated on the calculations and
bent metallic shapes attached to the bottom of the top plate
fabrication drawings.
surface of an access door to strengthen its structural properties.
7.2.2 Material specifications and grades shall be selected
3.1.19 substantially horizontal, adj—placed within ten de-
based on required design yield strength, formability, and weld
grees of horizontal.
ability.
7.2.3 The following materials are considered to be appro-
3.1.20 top plate, n—the metallic top surface of an access
priate materials for this application:
door that receives the pedestrian or vehicular load directly.
(1) Specification A36/A36M carbon steel plates, bars,
3.1.21 ultimate strength, n—the stress of a metallic material
structural shapes, and threaded rods,
when failure occurs.
(2) Specification A53/A53M Grade B carbon steel pipes,
3.1.22 ultimate strength load, n—the “safety” factored load
(3) Specification A242/A242M corrosion resistant high
obtained by applying a load factor to the load.
strength low alloy steel plates, bars, and structural shapes,
3.1.23 weld filler, n—the material deposited by a welding (4) Specification A325 steel bolts,
operation. (5) Specification A490 steel bolts,
C1802 − 23
(6) Specification A500/A500M Grade B carbon steel HSS (6) 316L stainless steel.
rectangles and rounds,
7.3.4.1 The specific material grade used shall meet the
(7) Specification A514/A514M quenched and tempered
chemical and mechanical properties included in the specifica-
alloy steel plates,
tions referenced in 7.3.3.
(8) Specification A529/A529M carbon steel plates, bars,
7.3.5 Weld filler materials shall have a minimum ultimate
and structural shapes,
tensile strength of 70 000 psi (482.65 MPa) and be selected
(9) Specification A572/A572M high strength low alloy
based on the various combinations of base material welded in
steel plates, bars, and structural shapes,
accordance with the requirements of the American Welding
(10) Specification A588/A588M corrosion resistant high
Society D1.6 structural welding code.
strength low alloy steel plates, bars, and structural shapes,
7.4 Aluminum Access Hatches:
(11) Specification A618/A618M high strength low alloy
7.4.1 The minimum tensile yield strength shall be 23 000
steel HSS rectangles and rounds,
psi (158.585 MPa) and the minimum compressive yield
(12) Specification A656/A656M high strength low alloy
strength shall be 21 000 psi (144.795 MPa) for all aluminum
steel plates,
components of the access hatch. The yield strengths utilized
(13) Specification A786/A786M steel floor plate meeting
shall be stated on the calculations and fabrication drawings.
the strength requirements of Specifications A36/A36M, A572/
7.4.2 Material specifications, alloys, and tempers shall be
A572M, or A588/A588M,
selected based on required design yield strengths, formability,
(14) Specification A847/A847M corrosion resistant high
weld ability, corrosion resistance, and potential temperature
strength low alloy steel HSS rectangles and rounds,
exposure.
(15) Specification A852/A852M quenched and tempered
7.4.3 The following materials are considered to be appro-
low alloy steel plates,
priate materials for this application:
(16) Specification A913/A913M high strength low alloy
(1) Specification B209/B209M aluminum and aluminum
steel structural shapes, and
alloy sheet and plate,
(17) Specification A992/A992M high strength low alloy
(2) Specification B210/B210M aluminum and aluminum
steel structural shapes.
alloy drawn seamless tubes,
7.2.4 Weld filler materials shall have a minimum tensile
(3) Specification B211/B211M aluminum and aluminum
strength of 70 000 psi (482.65 MPa) and be selected based on
alloy extruded bar, rod, and wire,
the various combinations of base material welded in accor-
(4) Specification B221 aluminum and aluminum alloy
dance with the requirements of the American Welding Society
extruded bars, rods, wire, profiles, and tubes,
D1.1 structural welding code.
(5) Specification B241/B241M aluminum and aluminum
7.2.5 If corrosion protection is provided by galvanizing, the
alloy seamless pipe and seamless extruded tube,
process and material shall meet the requirements of Specifica-
(6) Specification B247 aluminum and aluminum alloy die
tion A123/A123M and have a minimum coating weight of 2.0
2 2 forgings, hand forgings, and rolled ring forgings,
oz/ft (0.61 kg/m ).
(7) Specification B308/B308M aluminum-alloy 6061-T6
7.3 Stainless Steel Access Hatches:
standard structural profiles,
7.3.1 The minimum yield strength of all stainless steel
(8) Specification B316/B316M aluminum and aluminum
components of the access hatch shall be 30 000 psi (206.85
alloy rivet and cold heading wire and rods,
MPa) and the yield strengths utilized shall be stated on the
(9) Specification B429/B429M aluminum and aluminum
calculations and fabrication drawings.
alloy extruded pipe and tube,
7.3.2 Material specifications and grades shall be selected
(10) Specification B632/B632M aluminum and aluminum
based on required design yield strength, formability, weld
alloy rolled tread plate,
ability, and corrosion resistance.
(11) ASTM B928/B928M high magnesium aluminum al-
7.3.3 The following materials are considered to be appro- loy sheet and plate for marine service and similar
priate materials for this application: environments,
(1) A176 stainless and heat-resisting chromium steel plate, (12) Specification F467 nonferrous bolts, hex cap screws
sheet, and strip, and studs, and
(2) A240/A240M chromium and chromium nickel stainless (13) Specification F468 nonferrous nuts.
steel plate, sheet, and strip ,
7.4.4 The following designated alloys and tempers are
(3) A276/A276M stainless steel bars and shapes, and
considered to be appropriate alloys and tempers for this
(4) A666 annealed or cold worked austenitic stainless steel
application:
sheet, strip, plate, and flat bar.
(1) Alloy 3004 Temper H38 wrought aluminum sheets,
7.3.4 The following material grades are considered to be (2) Alloy 5052 Temper H32 wrought aluminum sheets,
appropriate materials for this application: (3) Alloy 5052 Temper H36 wrought aluminum sheets
(1) 304 stainless steel, (4) Alloy 5083 Temper H321 wrought aluminum sheets
(2) 304L stainlesssteel, and plates,
(3) 308 stainless steel, (5) Alloy 5086 Temper H34 wrought aluminum sheets,
(4) 308L stainless steel, plates, and drawn tubes,
(5) 316 stainless steel, and (6) Alloy 5086 Temper H116 wrought aluminum sheets,
C1802 − 23
(7) Alloy 5456 Temper H116 wrought aluminum sheets 8.2 The mill certification documents shall be reviewed by
and plates, the manufacturer’s quality control personnel to assure compli-
(8) Alloy 5456 Temper H321 wrought aluminum sheets ance with the required specifications and any material not
and plates, meeting the specification shall be rejected and returned to the
(9) Alloy 6005 Temper T5 wrought aluminum extrusions, source.
(10) Alloy 6005A Temper T61 wrought aluminum
8.3 Mill certifications shall be marked with the date the
extrusions,
material is received and maintained by the hatch manufacturer
(11) Alloy 6061 Temper T6 wrought aluminum sheets,
for a minimum period of seven years.
plates, extrusions, rods, bars, drawn tubes, and pipes,
(12) Alloy 6061 Temper T651 wrought aluminum sheets, 8.4 If requested by the purchaser at the time of request for
plates, extrusions, rods, bars, drawn tubes, and pipes, and
quotation, specific material mill certifications for the hatches
(13) Alloy 6063 Temper T6 wrought aluminum extrusions provided shall be provided by the manufacturer at the time of
and pipes
access hatch delivery.
7.4.4.1 The specific material alloy and temper used shall
meet the chemical and mechanical properties included in the
9. Load Levels and Design Requirements
specifications referenced in 7.4.3.
9.1 Load Levels—The following are designated load levels
7.4.5 Weld filler materials shall have a minimum tensile
with their appropriate applications.
strength of 31 000 psi (213.75 MPa), a minimum ultimate
9.1.1 Load Level 1—Light Pedestrian Load:
shear strength of 17 000 psi (117.22 MPa), and be selected
based on the various combinations of base material welded in 9.1.1.1 It is not prohibited to utilize Load Level 1 designs in
walkways and other areas that are totally inaccessible to all
accordance with the requirements of the American Welding
Society D1.2 structural welding code. vehicle traffic. Examples of appropriate use include the interi-
ors of buildings, elevated walkways, and elevated platforms
7.4.6 Protective coatings shall be provided for the exterior
portion of aluminum frames and skirts that are to be cast in with top surfaces a minimum of one foot above finished grade.
Appropriate locations for Load Level 1 access hatches are
fresh concrete to prevent corrosion.
shown in Fig. 1.
8. Material Certification
9.1.1.2 Level 1 Loading—A design loading of 150 psf
8.1 All metal material deliveries to the manufacturer’s (7.18 kPa) and a concentrated design load of 300 lbf
facilities shall include mill certification documentation that (136.08 kgf) applied to a 5.50 by 5.50 in. (139.70 by
includes the material specification designation, the chemical 139.70 mm) area shall be analyzed non-simultaneously. If
analysis, the yield strength, and the ultimate strength from the structural stiffeners are utilized, the access cover top plate shall
material’s test results. be designed as a span between structural stiffener webs and as
FIG. 1 Plan Showing Appropriate Locations for Load Level 1 Access Hatches—Light Pedestrian Load
C1802 − 23
a cantilever at the perimeter of the cover for an applied uniform (4) It is not prohibited that steel, stainless steel, or alumi-
load of 10 psi (68.95 kPa) applied to a 5.50 by 5.50 in. (139.70 num access hatches be designed, instead of by calculation, by
by 139.70 mm) area. prototype proof loading to a force of 1.60 times the applicable
9.1.1.3 Level 1—Applicable Design Methods: loads, 240 psf load (11.49 kPa) and 480 lbf (217.73 kgf) on a
(1) Steel access hatches shall be designed by calculation 5.50 by 5.50 in. (139.70 by 139.70 mm) area non-
utilizing the Allowable Stress Design method as specified in simultaneously, without permanent deflection greater than 0.02
ANSI/AISC 360 Specification for Structural Steel Buildings, in. (0.51 mm) or cracking. Each proof loading test shall be
the Load and Resistance Factor Design method as specified in repeated ten times on the same fabrication to demonstrate that
ANSI/AISC 360 Specification for Structural Steel Buildings, progressive failure does not occur.
the methods included in the AASHTO Standard Specifications 9.1.1.4 Level 1 Deflection—Live load deflection by calcula-
for Highway Bridges, or the methods included in the AASHTO tion or by loading at working stress levels, 150 psf (7.18 kPa)
LRFD Bridge Design Specification. and a design load of 300 lbf (136.08 kgf) applied to a 5.50 by
(2) Stainless steel access hatches shall be designed by 5.50 in. (139.70 by 139.70 mm) area applied non-
calculation utilizing the American Society of Civil Engineers simultaneously, shall not exceed the span divided by 200.
SEI/ASCE 8 Specification for the Design of Cold-Formed 9.1.2 Load Level 2—Pedestrian Load:
Stainless Steel Structural Members Allowable Stress Design 9.1.2.1 It is not prohibited to utilize Load Level 2 designs in
method, the American Society of Civil Engineers SEI/ASCE any Load Level 1 application and in areas restricted to
Specification for the Design of Cold-Formed Stainless Steel pedestrian use and light maintenance vehicle use. Examples of
Structural Members Load and Resistance Factor Design appropriate use include walkways and landscape areas where
method, the methods included in the AASHTO Standard curbs, bollards, or both restrict vehicle access. Appropriate
Specifications for Highway bridges, or the methods in the locations for Load Level 2 access hatches are shown in Fig. 2.
AASHTO LRFD Bridge Design Specification. 9.1.2.2 Level 2 Loading—A design loading of 300 psf
(3) Aluminum access hatches shall be designed by calcu- (14.36 kPa) and a concentrated design load of 600 lbf
lation utilizing the Aluminum Association’s Aluminum Design (272.16 kgf) applied to a 5.50 by 5.50 in. (139.70 by
Manual Allowable Strength method, the Aluminum Associa- 139.70 mm) area shall be analyzed non-simultaneously. If
tion’s Aluminum Design Manual Load and Resistance Factor structural stiffeners are utilized, the access cover top plate shall
design method, the methods included in the AASHTO Stan- be designed as a span between structural stiffener webs and as
dard Specifications for Highway Bridges, or the methods in the a cantilever at the perimeter of the cover for an applied uniform
AASHTO LRFD Bridge Design Specification. Weld affected load of 20 psi (139.70 kPa) applied to a 5.50 by 5.50 in.
areas of aluminum access hatches shall be considered in the (139.70 by 139.70 mm) area.
calculation as specified in the applicable design method. 9.1.2.3 Level 2—Applicable Design Methods:
FIG. 2 Plan Showing Appropriate Locations for Load Level 2 Access Hatches—Pedestrian Load
C1802 − 23
(1) Steel access hatches shall be designed by calculation 0.02 in. (0.51 mm) or cracking. Each proof loading test shall be
utilizing the Allowable Stress Design Method as specified in repeated ten times on the same fabrication to demonstrate that
ANSI/AISC 360 Specification for Structural Steel Buildings, progressive failure does not occur.
the Load and Resistance Factor Design method as specified in 9.1.2.4 Level 2 Deflection—Live load deflection by calcula-
ANSI/AISC 360 Specification for Structural Steel Buildings, tion or by loading at working stress levels, 300 psf load
the methods included in the AASHTO Standard Specifications (14.36 kPa) and a design load of 600 lbf (272.16 kgf) applied
for Highway Bridges, or the methods included in the AASHTO to a 5.50 by 5.50 in. (139.70 by 139.70 mm) area applied
LRFD Bridge Design Specification. non-simultaneously, shall not exceed the span divided by 200.
(2) Stainless steel access hatches shall be designed by 9.1.3 Load Level 3—Light Vehicular Traffıc:
calculation utilizing the American Society of Civil Engineers 9.1.3.1 It is not prohibited to utilize Load Level 3 designs in
SEI/ASCE 8 Specification for the Design of Cold-Formed any Level 1 or Level 2 application, parking spaces that are
Stainless Steel Structural Members Allowable Stress Design accessible only to passenger vehicles and areas that are
method, the American Society of Civil Engineers SEI/ASCE 8 protected within close proximity of roadways. This Level 3
Specification for the Design of Cold-Formed Stainless Steel loading is not applicable to unrestricted parking lot access
Structural Members Load and Resistance Factor Design lanes or other areas that can be accessed by heavily loaded
method, the methods included in the AASHTO Standard truck traffic. Appropriate locations for Load Level 3 access
Specifications for Highway bridges, or the methods in the hatches are shown in Fig. 3.
AASHTO LRFD Bridge Design Specification. 9.1.3.2 Level 3 Loading:
(3) Aluminum access hatches shall be designed by calcu- (1) A concentrated design loading of an 8000 lbf load
lation utilizing the Aluminum Association’s Aluminum Design (3628.80 kgf) without a dynamic (impact) load applied to a
Manual Allowable Strength method, the Aluminum Associa- 10 by 10 in. (254 by 254 mm) footprint. The footprint shall be
tion’s Aluminum Design Manual Load and Resistance Factor positioned to produce both the maximum moment and the
design method, the methods included in the AASHTO Stan- maximum shear.
dard Specifications for Highway Bridges, or the methods in the (2) If the span of an access hatch exceeds 48 in.
AASHTO LRFD Bridge Design Specification. Weld affected (1219 mm), an additional load case of two 8000 lbf
areas of aluminum access hatches shall be considered in the (3628.80 kgf) loads without a dynamic (impact) allowance
calculation as specified in the applicable design method. applied to 10 by 10 in. (254 by 254 mm) footprints at 48 in.
(4) It is not prohibited that steel, stainless steel, or alumi- (1219 mm) on center span shall be investigated. The footprints
num access hatches be designed, instead of by calculation, by shall be positioned to produce both the maximum moment and
prototype proof loading to a force of 1.60 times the applicable the maximum shear.
loads, 480 psf (22.98 kPa) and 960 lbf (435.46 kgf) on a (3) If structural stiffeners are utilized, the access hatch top
5.50 by 5.50 in. (139.70 by 139.70 mm) area non- plate shall be designed as a span between structural stiffener
simultaneously, without permanent deflection greater than webs and as a cantilever at the perimeter of the hatch for an
FIG. 3 Plan Showing Appropriate Locations for Load Level 3 Access Hatches—Light Vehicular Traffic
C1802 − 23
applied uniform load of 80 psi (551.60 kPa) applied to a 10.00 tion greater than 0.02 in. (0.51 mm) or cracking. If the span of
by 10.00 in. (254 by 254 mm) area. an access hatch exceeds 48 in. (1219 mm), the additional load
9.1.3.3 Level 3—Applicable Design Methods: cases described in 9.1.3.3 shall be prototype proof loaded to a
(1) Steel access hatches shall be designed by calculation force of 1.60 times the applicable load. The loads shall be
utilizing the Allowable Stress Design method as specified in tested in the position that produces the maximum moment and
ANSI/AISC 360 Specification for Structural Steel Buildings, in the position that produces the maximum shear. Each proof
the Load and Resistance Factor Design method as specified in loading test shall be repeated ten times on the same fabrication
ANSI/AISC 360 Specification for Structural Steel Buildings, to demonstrate that progressive failure does not occur.
the methods included in the AASHTO Standard Specifications 9.1.3.4 Level 3 Deflection—Live load deflection by calcula-
for Highway Bridges, or the methods included in the AASHTO tion or by loading at working stress levels, 8000 lbf load
LRFD Bridge Design Specification. (3548.80 kgf), shall not exceed the span divided by 250.
(2) Stainless steel access hatches shall be designed by 9.1.4 Load Level 4—Occasional Truck Traffıc:
calculation utilizing the American Society of Civil Engineers 9.1.4.1 It is not prohibited to utilize Load Level 4 designs in
SEI/ASCE 8 Specification for the Design of Cold-Formed any Level 1, 2, or 3 application, unrestricted parking spaces,
Stainless Steel Structural Members Allowable Stress Design and areas within close proximity of roadways. This Level 4
method, the American Society of Civil Engineers SEI/ASCE 8 loading is not applicable to unrestricted parking lot access
Specification for the Design of Cold-Formed Stainless Steel lanes or other areas that can be frequently traveled by heavily
Structural Members Load and Resistance Factor Design loaded truck traffic. Appropriate locations for Load Level 4
method, the methods included in the AASHTO Standard access hatches are shown in Fig. 4.
Specifications for Highway Bridges, or the methods included 9.1.4.2 Level 4 Loading:
in the AASHTO LRFD Bridge Design Specification. (1) A concentrated design loading of a 16 000 lbf load
(3) Aluminum access hatches shall be designed by calcu- (7257.60 kgf) without a dynamic (impact) load applied to a
lation utilizing the Aluminum Association’s Aluminum Design 10 by 20 in. (254 by 508 mm) footprint with traffic both
Manual Allowable Strength method, the Aluminum Associa- parallel and perpendicular to the span. The footprint shall be
tion’s Aluminum Design Manual Load and Resistance Factor positioned to produce both the maximum moment and the
design method, the methods included in the AASHTO Stan- maximum shear.
dard Specifications for Highway Bridges, or the methods in the (2) If the span of an access hatch exceeds 48 in.
AASHTO LRFD Bridge Design Specification. Weld affected (1219 mm), an additional load case of two 16 000 lbf
areas of aluminum access hatches shall be considered in the (7257.60 kgf) loads without a dynamic (impact) allowance
calculation as specified in the applicable design method. applied to 10 by 20 in. (254 by 508 mm) footprints at 48 in.
(4) It is not prohibited that steel, stainless steel, or alumi- (1219 mm) on center with traffic perpendicular to the span
num access hatches be designed, instead of by calculation, by shall be investigated, and an additional load case of two 12 500
prototype proof loading to a force of 1.60 times the applicable lbf (5670.00 kgf) loads without a dynamic (impact) allowance
load, 12 800 lbf load (5806.08 kgf), without permanent deflec- applied to 10 by 20 in. (254 by 508 mm) footprints at 48 in.
FIG. 4 Plan Showing Appropriate Locations for Load Level 4 Access Hatches—Occasional Truck Traffic
C1802 − 23
(1219 mm) on center with traffic parallel to the span shall be (4) It is not prohibited that steel, stainless steel, or alumi-
investigated. The footprints shall be positioned to produce both num access hatches be designed, instead of by calculation, by
the maximum moment and the maximum shear. prototype proof loading to a force of 1.60 times the applicable
(3) If structural stiffeners are utilized, the access hatch top load, 25 600 lbf load (11 612.16 kgf), without permanent
plate shall be designed as a span between structural stiffener deflection greater than 0.02 in. (0.51 mm) or cracking. If the
webs and as a cantilever at the perimeter of the hatch for an span of an access hatch exceeds 48 in. (1219 mm), the
applied uniform load of 80 psi (551.60 kPa) applied to a 10.00 additional load cases described in 9.1.4.2 shall be prototype
by 20.00 in. (254 by 508 mm) area. proof loaded to a force of 1.60 times the applicable load. The
9.1.4.3 Level 4—Applicable Design Methods: loads shall be tested in the position that produces the maximum
(1) Steel access hatches shall be designed by calculation moment and in the position that produces the maximum shear.
utilizing the Allowable Stress Design method as specified in Each proof loading test shall be repeated ten times on the same
ANSI/AISC 360 Specification for Structural Steel Buildings, fabrication to demonstrate that progressive failure does not
the Load and Resistance Factor Design method as specified in occur.
ANSI/AISC 360 Specification for Structural Steel Buildings, 9.1.4.4 Level 4 Deflection—Live load deflection by calcula-
the methods included in the AASHTO Standard Specifications tion or by loading at working stress levels, 16 000 lbf load
for Highway Bridges, or the methods included in the AASHTO (7257.60 kgf), shall not exceed the span divided by 250.
LRFD Bridge Design Specification. 9.1.5 Load Level 5—Off Street Truck Traffıc:
(2) Stainless steel access hatches shall be designed by 9.1.5.1 It is not prohibited to utilize Load Level 5 designs in
calculation utilizing the American Society of Civil Engineers any Level 1, 2, 3, or 4 application, as well as in unrestricted
SEI/ASCE 8 Specification for the Design of Cold-Formed parking access lanes, and alleyways where the traffic speed is
Stainless Steel Structural Members Allowable Stress Design limited to 15 mph (24.14km/h). Appropriate locations for Load
method, the American Society of Civil Engineers SEI/ASCE 8 Level 5 access hatches are shown in Fig. 5.
Specification for the Design of Cold-Formed Stainless Steel 9.1.5.2 Level 5 Loading:
Structural Members Load and Resistance Factor Design (1) A concentrated design loading of a 16 000 lbf
method, the methods included in the AASHTO Standard (7257.60 kgf) load plus a 30 % dynamic (impact) allowance
Specifications for Highway Bridges, or the methods included [20 800 lbf (9434.88 kgf) total load] applied to a 10 by 20 in.
in the AASHTO LRFD Bridge Design Specification. (254 by 508 mm) footprint with traffic both parallel and
(3) Aluminum access hatches shall be designed by calcu- perpendicular to the span. The footprint shall be positioned to
lation utilizing the Aluminum Association’s Aluminum Design produce both the maximum moment and the maximum shear.
Manual Allowable Strength method, the Aluminum Associa- (2) If the span of an access hatch exceeds 48 in.
tion’s Aluminum Design Manual Load and Resistance Factor (1219 mm), an additional load case of two 16 000 lbf
design method, the methods included in the AASHTO Stan- (7257.60 kgf) loads, plus a 30 % dynamic (impact) allowance,
dard Specifications for Highway Bridges, or the methods in the 20 800 lbf (9434.88 kgf) each load, applied to 10 by 20 in.
AASHTO LRFD Bridge Design Specification. Weld affected (254 by 508 mm) footprints at 48 in. (1219 mm) on center with
areas of aluminum access hatches shall be considered in the traffic perpendicular to the span shall be investigated, and an
calculation as specified in the applicable design method. additional load case of two 12 500 lbf (5670.00 kgf) loads plus
FIG. 5 Plan Showing Appropriate Locations for Load Level 5 Access Hatches—Off Street Truck Traffic
C1802 − 23
a 30 % dynamic (impact) allowance, 16 250 lbf (7371.00 kgf) AASHTO LRFD Bridge Design Specification. The safety
each load, applied to 10 by 20 in. (254 by 508 mm) footprints factor Ω utilized shall be the safety factor for bridge structures
at 48 in. (1219 mm) on center with traffic parallel to the span
and fatigue shall be analyzed if the Aluminum Association’s
shall be investigated. The footprints shall be positioned to
methods are utilized. Weld affected areas of aluminum access
produce both the maximum moment and the maximum shear.
hatches shall be considered in the calculation as specified in the
(3) If structural stiffeners are utilized, the access hatch top
applicable design method.
plate shall be designed as a span between structural stiffener
(4) It is not prohibited that steel, stainless steel or alumi-
webs and as a cantilever at the perimeter of the hatch for an
num access hatches be designed, instead of by calculation, by
applied uniform load of 104, 80 × 1.30, psi (717.08 kPa)
prototype proof loading to a force of 1.60 times the applicable
applied to a 10.00 by 20.00 in. (254 by 508 mm) area.
load, 33 280 lbf load (15 095.81 kgf), without permanent
9.1.5.3 Level 5—Applicable Design Methods:
deflection greater than 0.02 in. (0.51 mm) or cracking. If the
(1) Steel access hatches shall be designed by calculation
span of an access hatch exceeds 48 in. (1219 mm), the
utilizing the Allowable Stress Design method as specified in
additional load cases described in 9.1.5.2 shall be prototype
ANSI/AISC 360 Specification for Structural Steel Buildings,
proof loaded to a force of 1.60 times the applicable load. The
the Load and Resistance Factor Design method as specified in
load shall be tested in the position that produces the maximum
ANSI/AISC 360 Specification for Structural Steel Buildings,
moment and in the position that produces the maximum shear.
the methods included in the AASHTO Standard Specifications
Each proof loading test shall be repeated ten times on the same
for Highway Bridges, or the methods included in the AASHTO
fabrication to demonstrate that progressive failure does not
LRFD Bridge Design Specification.
occur.
(2) Stainless steel access hatches shall be designed by
calculation utilizing the American Society of Civil Engineers 9.1.5.4 Level 5 Deflection—Live load deflection by calcula-
SEI/ASCE 8 Specification for the Design of Cold-Formed
tion or by loading at working stress levels, 20 800 lbf load
Stainless Steel Structural Members Allowable Stress Design
(9434.88 kgf), shall not exceed the span divided by 300.
method, the American Society of Civil Engineers SEI/ASCE 8
9.1.6 Load Level 6—Two-lane Vehicular / Truck Traffıc:
Specification for the Design of Cold-Formed Stainless Steel
9.1.6.1 It is not prohibited to utilize Load Level 6 designs in
Structural Members Load and Resistance Factor Design
any Level 1, 2, 3, 4, or 5 application, as well as in roadways
method, the methods included in the AASHTO Standard
with a maximum of two lanes (one lane in each direction)
Specifications for Highway Bridges, or the methods included
where the posted speed limit is 35 mph (56.32km/h) or less and
in the AASHTO LRFD Bridge Design Specification.
the shoulders or medians of other roadways. Appropriate
(3) Aluminum access hatches shall be designed by calcu-
locations for Load Level 6 access hatches are show in Fig. 6.
lation utilizing the Aluminum Association’s Aluminum Design
9.1.6.2 Level 6 Loading:
Manual Allowable Strength method, the Aluminum Associa-
(1) A concentrated design loading of a 16 000 lbf (7257.60
tion’s Aluminum Design Manual Load and Resistance Factor
design method, the methods included in the AASHTO Stan- kgf) load plus a 33 % dynamic (impact) allowance [21 280 lbf
dard Specifications for Highway Bridges, or the methods in the total load (9652.61 kgf)] applied to a 10 by 20 in. (254 by 508
FIG. 6 Plan Showing Appropriate Locations for Load Level 6 Access Hatches—Two-lane Vehicular Traffic
C1802 − 23
mm) footprint shall be applied with traffic both parallel and loading test shall be repeated ten times on the same fabrication
perpendicular to the span. The footprint shall be positioned to to demonstrate that progressive failure does not occur. The
produce both the maximum moment and the maximum shear. design calculation shall include a fatigue load analysis as
(2) If the span of an access hatch exceeds 48 in. described in the AASHTO LRFD Bridge Design Specification
(1219 mm), an additional load case of two 16 000 lbf
based on a 75-year life, 225 trucks per day, and two stress
(7257.60 kgf) loads, plus a 33 % dynamic (impact) allowance, cycles per truck. If design by prototype proof loading is
21 280 lbf (9652.61 kgf) each load, applied to 10 by 20 in. (254
utilized, a calculated fatigue load analysis shall be performed
by 508 mm) footprints at 48 in. (1219 mm) on center with as described above.
traffic perpendicular to the span shall be investigated, and an
(2) If the span of an access hatch exceeds 120 in.
additional load case of two 12 500 lbf (5670.00 kgf) loads plus
(3048.00 mm), the access hatch shall be designed as a bridge in
a 33 % dynamic (impact) allowance, 16 625 lbf (7541.10 kgf)
accordance with the loading combinations, design criteria, and
each load, applied to 10 by 20 in. (254 by 508 mm) foot
...