npca stormwater presentation draft
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Underground Precast Concrete Structures
Benefits, Loads and Codes
Presented by: Franklin J. Conklin PE,
Gary K. Munkelt & Associates
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WELCOME
Benefits of Precast Concrete
Design, Construction & Performance
Overview of Loads & Codes for Concrete
Structural Design Highway, Railroad & Airport
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Benefits of Precast Concrete
-Design-
• Proven / Predictable / Available Materials
• Research Well Funded & Accepted
• Manufacturer & Component Certifications
• Mature Codes
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Availability
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Availability
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Modular Assembly
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Large Single Components
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Specialty Process Component
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Variable Geotech. Requirements
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Variable Geotech. Requirements
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Benefits of Precast Concrete
-Performance-• Flexible Geometry
• Conveyance or Retention/Detention
• Direct Loading or Deep Structures
• Resist Buoyancy
• Custom Finishes
• Durable / Sustainable
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Large Conveyance Volumes
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Long Conveyance Runs
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Large Retention Assemblies
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Large Retention Assemblies
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Shallow / Wide- Detention
PROJECT TOTAL - 250,000 CU FT STORAGE
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Direct Loading
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Direct Loading
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Direct Loading
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Deep Burial
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Buoyancy Protection
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Buoyancy Protection
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Custom Finishes
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Benefits of Precast Concrete
-Questions-
?
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CONCRETE LOADS & CODES
OVERVIEW
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Bookshelf
ACI ASTM
AASHTOSTATE SPECS
AREMA
FAA
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AMERICAN CONCRETE INSTITUTE ACI 318 – 11
Building Code Requirements for Structural Concrete
General Code For Concrete Construction
Code formulated with load and strength reduction factors
such that members can be proportioned for adequate
strength & serviceability
GENERAL SPECIFICATION ACI MANUAL OF CONCRETE PRACTICE
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GENERAL SPECIFICATION
ACI MANUAL OF CONCRETE PRACTICE
AMERICAN CONCRETE INSTITUTE ACI 350 – 06
Code Requirements for Environmental Engineering
Concrete Structures
“…precast concrete environmental structures designed and
constructed in accordance with ASTM or AWWA are not
covered in this code.”
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ASTM - WET
• C913-08 Standard Specification for Precast ConcreteWater and Wastewater Structures
• C890-13 Standard Practice for Minimum Structural
Design Loading for Monolithic or Sectional PrecastConcrete Water and Wastewater Structures
Live Loads follow/refer to AASHTO Standard Specs
Default minimum lateral loads coefficients are given
Actual coefficient depend on soil properties
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ASTM - DRY• C858-10e1Standard Specification for Underground
Precast Concrete Utility Structures
• C857-13 Standard Practice for Minimum Structural
Design Loading for Underground Precast ConcreteUtility Structures
Live Loads follow/refer to AASHTO Standard Specs
Default minimum lateral loads coefficients are given
Actual coefficient depend on soil properties
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ASTM – BOX CULVERT
• C1433-13b Standard Specification for Precast
Reinforced Concrete Monolithic Box Sections for
Culverts, Storm Drains, and Sewers
• C1577-13a Standard Specification for Precast
Reinforced Concrete Monolithic Box Sections for
Culverts, Storm Drains, and Sewers Designed
According to AASHTO LRFD
Be careful, some of these structures will not have Bridge Rating >1.0
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ASTM – BOX CULVERT
Gives wall thickness and reinforcing for standard
single cell box culvert sections for highway & various
soil cover loading
1433 AASHTO Standard Specs HS-20 or Interstate Truck
1577 AASHTO LRFD HL-93
Be careful, these designs do not consider special state defined trucks &
some of these structures may not have Bridge Rating >1.0
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HIGHWAY
AASHTO - American Association of State
Highway and Transportation Officials
Standard Specifications for Highway Bridges, 17th Edition
(Interims through 2003)
AASHTO LRFD Bridge Design Specifications, 6th Edition,
(2013 Interim)
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HIGHWAY
AASHTO - American Association of State
Highway and Transportation Officials
June 28th, 2000 FHWA Memo
All new culverts, retaining walls, and other standard structures on which
States initiate preliminary engineering after October 1, 2010, shall be
designed by LRFD Specifications, with the assumption that thespecifications and software for these structures are "mature" at this
time.
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HIGHWAY – Live Loads
Standard Specifications for Highway Bridges, 17th Edition
(Interims through 2003)
(Standard Specs.)
HS-20 Truck Loading
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HIGHWAY – Live Loads
AASHTO LRFD Bridge Design Specifications, 6th Edition
(Interims through 2013)
(LRFD)
HL93Truck Loading
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HS-20 Vs. HL-93
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Design Load Factors – Top Slabs
Standard Specification LRFD[Table 3.22.1-A Group 1(g x b)] [Table3.4.1-1 Strength 1]
Live1.3x1.67=2.17 Max = 1.75 x 1.2 MP=2.1
Dead1.3x1.0=1.3 Max = 1.25
Vertical Earth1.3x1.0=1.3 Max = 1.35
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Live Load Impact Factor
SS [Table 3.22.1-A Group 1(g x b)] LRFD [Table3.4.1-1 Strength 1]
1.3@ grade 1+0.33(1.0-0.125DE
)
1.0 > 3 ft cover 1.21 at 3 ft cover
Live Load Distribution Rate Through Soil
SS [Table 3.22.1-A Group 1(g x b)] LRFD [Table3.4.1-1 Strength 1]
1.75 to 1 1.15 to 1 or 1 to 1
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Distribution Steel
Same for Standard Specs(3.24.10.2) & LRFD (9.7.3.2)
In bottom of top slab percentage of main positive moment
reinforcement = 100/S1/2
• S = span in feet
• Need not be more than 50 percent
• In top of top slab As6 = 0.002 x Ag (min T&S Steel)
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Lateral Loads – Load Factors
Standard Specification LRFD[Table 3.22.1-A Group 1(g x b)] [Table3.4.1-1 Strength 1]
Live1.3x1.67=2.17 Max = 1.75
Horizontal Earth1.3x1.0=1.3 Max = 1.35
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Lateral Loads – Soil structure Interaction Factor
Same for Both Standard Specs & LRFD
WE = Fe W Bc H
• Fe = 1 + 0.20(H/Bc)
• Fe shall not exceed 1.15 for installations with compacted fill along the sides
of the box section, or 1.40 for installations with un-compacted fill
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Presumptive Dead Loads (EFP)
Standard Spec(6.2.1 Reinforced Concrete Boxes)Vertical Earth Pressure = 120 pcf
Horizontal Earth Pressure = 60 pcf
Add Bedding Factor (Soil / Structure Interaction) =1.15
Cant tell if this is supposed to be saturated soil
EFP =60 x 1.16 = 69 pcf
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Presumptive Dead Loads (EFP)
LRFD (T 3.11.5.5.1 Active)Earth Pressure = 30 – 40 PCFDepends on soil type
Assumes free draining (water is prevented from creating
hydrostatic pressure)
EFP = 40 pcf + 62.4 (hydrostatic) = 102.4 pcf
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Lateral Live Loads
Standard Spec heq = 2.0 ft
LRFD (3.11.6.4)
Δp = K γs heq
• H < 5 ft – heq = 4 ft
• H < 10 ft – heq = 3 ft
• H < 20 ft – heq = 2 ft
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Distribution Width(Main Reinforcing Parallel To Traffic)
LRFD (4.6.2.10)
• E = 96 + 1.44S (for axle)
• E in inches and S in feet
Standard Specs(3.24.3.2)• E = 4 + 0.06S (for wheel)
• E in feet and S in feet
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Standard Specs (SS) Vs.
Load & Resistance Factor Design(LRFD)
Other Considerations
LRFD Load Modifiers Ductility, Redundancy & Importance
LRFD Crack Control Criteria vs. SS Service Load Stress
Shear Calculations Different
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RAILROAD
AREMA - American Railway Engineering
and Maintenance-of-Way Association
2013 Manual for Railway Engineering
Ch. 8 - Concrete Structures & Foundations
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RAILROAD
Anything within 25 ft of track centerline should be designed
for railroad loads
Design follows ACI318 design method
Cooper E80 live loads, load factors & impact factors all
unique to this code
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AIRPORTS
FAA – Federal Aviation Administration
Series 150 Advisory Circulars (ACs) for
Airport Projects
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Current Advisory Circular
Cancelled - FAA - AC 150 5320-6D
New - FAA - AC 150 5320-6E
AC150 gives guidance for live loads
applied to structures by heavy airplanes
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FAA -AC150/5320 Appendix 3DESIGN OF STRUCTURES FOR HEAVY AIRPLANES
For many structures the design is highly dependent upon the
airplane landing gear configuration. Our assessment indicates that
three basic configurations… will, if all are considered in the design
of the bridge components, provide sufficient support for any airplane
which may be forthcoming. These consist of two areas enclosingeight wheels each, or 16 wheels per airplane comprising the main
gear. Nose gears, as such, are not considered, except as they
occur in the static load. The “area” dimensions are 6 to 8 feet by 20
feet each supporting half of the airplane gross weight. Wheel prints
are uniformly spaced within their respective areas.
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FAA -AC150/5320 Appendix 3DESIGN OF STRUCTURES FOR HEAVY AIRPLANES
Direct Loading. Decks and covers subject to direct heavy airplane loadings such as
manhole covers, inlet grates, utility tunnel roofs, bridges, etc., should be designed for
the following loadings:
• Manhole covers for 100,000 lb. wheel loads with 250 psi tire pressure.
• For spans of 2 feet or less in the least direction, a uniform live load of 250 psi.
• For spans of 2 feet or greater in the least direction, the design will be based on
the number of wheels which will fit the span. Wheel loads of 50,000 to 75,000
pounds should be considered.
• Special consideration will be given to structures that will be required to support both
in-line and diagonal traffic lanes, such as diagonal taxiways or apron taxi routes. If
structures require expansion joints, load transfer may not be possible.
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FAA -AC150/5320 Appendix 3DESIGN OF STRUCTURES FOR HEAVY AIRPLANES
Actual Wheel Configurations from pavement design
documents provided to FAA by airplane Manufacturers
Consider wheel/gear load & geometry give & use ACI 318
design methods to proportion members
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CONCRETE LOADS & CODES
Questions
?
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Loads and Codes
Design of Underground Precast Concrete
StructuresPresented by: Franklin J. Conklin PE,
Gary K. Munkelt & Associates