Transmittal No. G - 40 REV Contractor: Garney Companies, Inc. 200 Crutchfield Ave Phone: 615-350-7975 Nashville, TN 37210 Fax: 615-350-6067 Project: Logan CSO Interceptor Project: Contract #350,941 Date: 13-Jul-15 Louisville and Jefferson County Metropolitan Sewer District To: Mr. William Marshal - MSD Ref: New Submittal 700 West Liberty Street X Resubmittal Louisville, KY 40203 CC: Mr. Mike Rudisell - HDR We Are Sending: Submitted For: Action Taken: x Shop Drawings X Approval Approved as Submitted Letter Your Use Approved as Noted Prints As Requested Returned After Loan Change Order Review and Comment Resubmit Plans Submit X Samples: Provided on 7/16/15 Sent Via: Returned Specifications X Attached Returned for Corrections Other: Separate Cover Via: Due Date: 27-Jul-15 Submittal Type: X Shop Drawing Administrative Sample Quality Control Contract Closeout " Or Equal" /Substitute The Following Items are Hereby Submitted: Spec. Section Qty G - 40 REV 6.74.14 DIG X Notes: Jordan Carrier Date Engineer's Stamp/Comments Submittal No. Description Contains Variation to Specifications Yes No Frame, Grating, and Handrail Contractor's Stamp The undersigned certifies that review and verification of products required as described by the attached submittal, including necessary field dimensions and coordination with adjacent construction work, is in accordance with the requirements of the Work and the Contract Documents. 13-Jul-15 Michael T. Rudisell 8/7/15 G-40B A. FURNISH AS SUBMITTED B. FURNISH AS NOTED C. REVISE AND RESUBMIT D. REJECTED E. ENGINEER'S REVIEW NOT REQUIRED The Engineer’s review is only for conformance with the design concept of the Project and compliance with the information given in the Contract Documents. Any and all markings noted by the Engineer shall not relieve the Contractor from compliance with he Contract Documents, nor allow departures therefrom. The Contractor is responsible for details and accuracy; for the quantities and dimensions to be confirmed and/orcorrelated; for information that pertains solely to the fabrication processes or to echniques of construction; for coordination of the work of all rades; and for performing work in a safe manner. HDR ENGINEERING, INC. BY________________________DATE__________SUBMITTALTRANSMITTAL NO.______________
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Louisville and Jefferson County Metropolitan Sewer District
To: Mr. William Marshal - MSD Ref: New Submittal
700 West Liberty Street X Resubmittal
Louisville, KY 40203
CC: Mr. Mike Rudisell - HDR
We Are Sending: Submitted For: Action Taken:
x Shop Drawings X Approval Approved as Submitted
Letter Your Use Approved as Noted
Prints As Requested Returned After Loan
Change Order Review and Comment Resubmit
Plans Submit
X Samples: Provided on 7/16/15 Sent Via: Returned
Specifications X Attached Returned for Corrections
Other: Separate Cover Via: Due Date: 27-Jul-15
Submittal Type: X Shop Drawing Administrative Sample
Quality Control Contract Closeout "Or Equal"/Substitute
The Following Items are Hereby Submitted:
Spec.
Section Qty
G - 40 REV 6.74.14 DIG X
Jordan Carrier Date
Engineer's Stamp/Comments
Submittal No. Description
Contains Variation
to Specifications
Yes No
Frame, Grating, and Handrail
Contractor's Stamp
The undersigned certifies that review and verification of
products required as described by the attached submittal,
including necessary field dimensions and coordination with
adjacent construction work, is in accordance with the
requirements of the Work and the Contract Documents.
13-Jul-15
A. FURNISH AS SUBMITTED
B. FURNISH AS NOTED
C. REVISE AND RESUBMIT
D. REJECTED
E. ENGINEER'S REVIEW NOT REQUIRED
The Engineer’s review is only for conformance with the designconcept of the Project and compliance with the information givenin the Contract Documents. Any and all markings noted by theEngineer shall not relieve the Contractor from compliance withhe Contract Documents, nor allow departures therefrom. The
Louisville MSD Logan Street Interceptor, Contract No. 350941
SUBMITTAL NO.: G-40B_REV2 DATE: 8/7/2015
REVIEWER: Michael T. Rudisell, PE
DESCRIPTION: FRP Grating, Framing, and Handrail for CSO Control Structures (Revision 2)
SUBMITTAL TYPE: SHOP DRAWING SAMPLE INFORMATION
A. FURNISH AS SUBMITTED / NO EXCEPTIONS TAKEN B. FURNISH AS NOTED / NOTE MARKINGS
C. REVISE AND RESUBMIT (RESUBMITTAL REQUIRED) D. REJECTED
E. ENGINEER REVIEW NOT REQUIRED
NO. COMMENT DISPOSITION
1
FRP Grating, Framing, and Handrail for CSO Control Structures (Revision 2)
1. For CSO097, the gate is shown on the wrong side of the Structure. The 24"gate should be located on the 5'-0" side (not 7'-0" side). Revise platformconfiguration. See Sheet C-38 and reference gate shop drawings. Also, thetop of grating shall be installed 4'-0" below the bottom of the concrete topslab. There should be approx. 4-foot clear height. This applies to CSO097only. Resubmit this revised drawing under separate cover forreview/approval.
2. Contractor shall coordinate FRP framing, grating, and railing with gateframes, actuators, conduits, MH steps, etc. to avoid interferences. Referencegate shop drawings to ensure the width of the electric actuators has adequateclearance in all structures. All platforms shall be installed 7’-0” below thebottom of the top slab to provide 7-foot clear height (except CSO097).
Following is the response to the comments you made on Heumann Environmental Company’s submittal package revision A:
1. See red markups on submittal for additional comments to be addressed in the re-
submittal. Provide additional items for record..
RESPONSE: All markups have been addressed on this re-submittal packet.
2. Define the resin to be used for the framing and handrail, VEFR-20 or VEFR-10?RESPONSE: Resin has been defined since resubmittal packet Rev B; and it defined again
as VEFR-20
3. Similar to original submittal, provide the manufacturer’s published literature
including: product data sheets, structural design data, structural properties data,
grating load/deflection tables, corrosion resistance tables, ISO certificates of compliance, test reports, and design calculations for grates and support systems.RESPONSE: All above mentioned items have been included on this re-submittal packet.
See Annex# 1 for chemical resistance tables.
4. Provide load tables/calculations for the grating based on the size and type being
furnished for the project. Deflection shall not exceed 1/8” at a pedestrian loading of
300psf. Verify.
RESPONSE: Confirmed. See grating verification and load tables for grating.
5. Manufacturer shall provide proof of certification from ISO and at least two other
quality assurance programs for its facilities or products (UL, DNV, ABS, USCG,
and AARR). Confirm.RESPONSE: Complied. See Annexes 2, 3 and 4 for quality assurance program
7. Coordinate FRP framing, grating, and railing with gate frames, actuators, conduits,MH steps, etc. to avoid interferences.RESPONSE: Contractor to coordinate and markup any additional required penetrations
on grating or changes in handrail layout prior to release for fabrication.
8. Provide a detail for the hinges 30”x30” access grating section.
RESPONSE: Hinge locations, details, and attachment method have been added toapproval drawings.
9. For CSO148, the gate is shown on the wrong side of the Structure. See Sheet C-33.
Revise platform configuration.
RESPONSE: Grating, handrail, and supports layout have been revised to show the gateon the west side of the structure.
10. Due to headroom/clearance issues, no platform is required for CSO097.
RESPONSE: Platform for CSO-097 has been deleted from the project.
11. Per RFI#16, the Contractor requested that this structure be enlarged. However,
after the Engineer's review, it was recommended for this structure to remain as 6-
foot diameter. Therefore, these platforms dimensions should be acceptable.
Contractor shall confirm.RESPONSE: Acknowledged, no action taken.
Feel free to get in touch if you have any further questions or comments.
Ammonium Sulfate ALL 210/ 99 ALL 170/ 77Benzene N/ R N/ R N/ R N/ RBenzoic Acid SAT 210/ 99 SAT 150/ 66Borax SAT 210/ 99 SAT 170/ 77Calaum Carbonate ALL 180/ 82 ALL 170/ 77Calcium Nitrate ALL 210/ 99 ALL 180/ 82Carbon Tetrachloride 100 150/ 65 N/R N/RChlorine, Dry Gas - 210/ 99 - 140/ 60Chlorine Water SAT 200/ 93 SAT 80/ 27Chromic Acid 10 150/ 65 5 70/ 21Citric Acid ALL 210/ 99 ALL 170/ 77Copper Chloride ALL 210/ 99 ALL 170/ 77Copper Cyanide ALL 210/ 99 ALL 170/ 77Copper Nitrate ALL 210/ 99 ALL 170/ 77
Ethanol 50 100/ 38 50 75/ 24Ethylene Glycol 100 200/ 93 100 90/ 32Ferric Cholride ALL 210/ 99 ALL 170/ 77Ferrous Chloride ALL 210/ 99 ALL 170/ 77Formaldehyde ALL 150/ 65 50 75/ 24Gasoline 100 180/ 82 100 80/ 27Glucose 100 210/ 99 100 170/ 77Glycerine 100 210/ 99 100 150/ 66Hydrobromic Acid 50 150/ 65 50 120/ 49Hydrochloric Acid 37 150/ 65 37 75/ 24Hydrogen Peroxide 30 150/ 65 5 100/ 38Lactic Acid ALL 210/ 99 ALL 170/ 77Lithium Chloride SAT 210/ 99 SAT 150/ 66Magnesium Chloride ALL 210/ 99 ALL 170/ 77Magnesium Nitrate ALL 210/ 99 ALL 140/ 60Magnesium Sulfate ALL 210/ 99 ALL 170/ 77Mercuric Chloride 100 210/ 99 100 150/ 66Mercurous Chloride ALL 210/ 99 ALL 140/ 60Nickel Chloride ALL 210/ 99 ALL 170/ 77Nickel Sulfate ALL 210/ 99 ALL 170/ 77Nitric Acid 20 120/ 49 20 70/ 21Oxalic Acid ALL 210/ 99 ALL 75/ 24Perchloric Acid 30 100/ 38 N/R N/RPhosphoric Acid 100 210/ 99 100 120/ 49Potassium Chloride ALL 210/ 99 ALL 170/ 77Potassium Dichromate ALL 210/ 99 ALL 170/ 77Potassum Nitrate ALL 210/ 99 ALL 170/ 77
Potassium Sulfate ALL 210/ 99 ALL 170/ 77Propylene Glycol ALL 210/ 99 ALL 170/ 77Sodium Acetate ALL 210/ 99 ALL 160/ 71Sodium Bisulfate ALL 210/ 99 ALL 170/ 77Sodium Bromide ALL 210/ 99 ALL 170/ 77Sodium Cyanide ALL 210/ 99 ALL 170/ 77Sodium Hydroxide 25 180/ 82 N/R N/RSodium Nitrate ALL 210/ 99 ALL 170/ 77Sodium Sulfate ALL 210/ 99 ALL 170/ 77Stannic Chloride ALL 210/ 99 ALL 160/ 71
LW = Lengthwise CW = Crosswise PF = Perpendicular to Laminate Face
1 Pultex® uses a synthetic surface veil that reduces the Barcol hardness, but does not reflect lack of cure.2
Full section testing based on a 3-point bend with simply supported end conditions.3 Crosswise bearing stress of Web sections of ¼” profiles = 20,500 psi4 Follow ASTM D2344, but rotate coupon 90 deg. (cut section of coupon length faces up)
Material Properties of Pultex® Fiber Reinforced Polymer SuperStructural
Profiles
Angles
Angle profile sizes are 4” x4” x ¼” and larger.
1500 Series- Thermoset Polyester- Olive Green
1525 Series- Thermoset Polyester Class 1 FR- Gray1625 Series- Thermoset Vinyl Ester Class 1 FR- Beige
The following data was derived from ASTM coupon and full section testing. The results areaverage values based on random sampling and testing of production lots. Composite materials
are not homogeneous, and therefore the location of the coupon extraction can cause variances in
the coupon test results. Creative Pultrusions, Inc. publishes an average value of random samplesfrom production lots.
LW = Lengthwise CW = Crosswise PF = Perpendicular to Laminate Face
1 Pultex® uses a synthetic surface veil that reduces the Barcol hardness, but does not reflect lack of cure.2 Full section testing based on a 3-point bend with simply supported end conditions.3 Follow ASTM D2344, but rotate coupon 90 deg. (cut section of coupon length faces up)
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
105468.75
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Warning Box
Creative W6 x 3/8" Beam Calculations, Rev D
Beam Properties
Rodney H Masters, PE, Texas #47784
FRP Beam B100-1 on Delta Dwg 17134-DRW-100--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Max. Allowable Beam Shear
Strength Allowing for Temperature
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
JG Calcs.
Below are Calculations for Critical Local Buckling
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B100-2 on Delta Dwg 17134-DRW-100--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.00 Ft, and a Tributary Support Width of 2.25'
Unifrom Load M MAX = 3108.38 lbs-in Deflection = 0.0095 in
Applied M MAX = 0.00 lbs-in L / 1899.79
Total M MAX = 3108.38 lbs-in
Total Load = 1381.50 lbs
Maximum Acting Shear Load = 690.75 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 771.31 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B100-3 on Delta Dwg 17134-DRW-100--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Below are Calculations for Critical Local Buckling
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B101-1 on Delta Dwg 17134-DRW-101--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B101-2 on Delta Dwg 17134-DRW-101--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.0 Ft, and a Tributary Support Width of 2.25'
Unifrom Load M MAX = 3138.75 lbs-in Deflection = 0.0096 in
Applied M MAX = 0.00 lbs-in L / 1881.40
Total M MAX = 3138.75 lbs-in
Total Load = 1395.00 lbs
Maximum Acting Shear Load = 697.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 778.85 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000 20833.33333
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B101-3 on Delta Dwg 17134-DRW-101--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B102-1 on Delta Dwg 17134-DRW-102--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B102-2 on Delta Dwg 17134-DRW-102--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.00 Ft, and a Tributary Support Width of 2.25'
Unifrom Load M MAX = 3138.75 lbs-in Deflection = 0.0096 in
Applied M MAX = 0.00 lbs-in L / 1881.40
Total M MAX = 3138.75 lbs-in
Total Load = 1395.00 lbs
Maximum Acting Shear Load = 697.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 778.85 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000 20833.33333
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B102-3 on Delta Dwg 17134-DRW-102--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B103-1 on Delta Dwg 17134-DRW-103--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B103-2 on Delta Dwg 17134-DRW-103--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.0 Ft, and a Tributary Support Width of 2.25'
Unifrom Load M MAX = 3138.75 lbs-in Deflection = 0.0096 in
Applied M MAX = 0.00 lbs-in L / 1881.40
Total M MAX = 3138.75 lbs-in
Total Load = 1395.00 lbs
Maximum Acting Shear Load = 697.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 778.85 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000 20833.33333
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B103-3 on Delta Dwg 17134-DRW-103--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B104-1 on Delta Dwg 17134-DRW-104--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B104-2 on Delta Dwg 17134-DRW-104--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.0 Ft, and a Tributary Support Width of 2.25'
Unifrom Load M MAX = 3138.75 lbs-in Deflection = 0.0096 in
Applied M MAX = 0.00 lbs-in L / 1881.40
Total M MAX = 3138.75 lbs-in
Total Load = 1395.00 lbs
Maximum Acting Shear Load = 697.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 778.85 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000 20833.33333
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B104-3 on Delta Dwg 17134-DRW-104--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Unifrom Load M MAX = 20056.61 lbs-in Deflection = 0.0552 in
Applied M MAX = 0.00 lbs-in L / 978.36
Total M MAX = 20056.61 lbs-in
Total Load = 2971.35 lbs
Maximum Acting Shear Load = 1485.68 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1475.84 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B105-1 on Delta Dwg 17134-DRW-105--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 4.50 Ft, and a Tributary Support Width of 2.13'
Unifrom Load M MAX = 37665.00 lbs-in Deflection = 0.1582 in
Applied M MAX = 0.00 lbs-in L / 455.04
Total M MAX = 37665.00 lbs-in
Total Load = 4185.00 lbs
Maximum Acting Shear Load = 2092.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2771.52 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/455), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B105-2 on Delta Dwg 17134-DRW-105--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.00 Ft, and a Tributary Support Width of 2.25 Ft.
Unifrom Load M MAX = 3138.75 lbs-in Deflection = 0.0096 in
Applied M MAX = 0.00 lbs-in L / 1881.40
Total M MAX = 3138.75 lbs-in
Total Load = 1395.00 lbs
Maximum Acting Shear Load = 697.50 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 2100.00 lbs O.K.
LOCAL BUCKLING
b = 2.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 778.85 psi
GLOBAL BUCKLING
D Calcs.
D = 34573437.50 psi in4 30800000 20833.33333
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W4 x 1/4" Beam Calculations, Rev D
FRP Beam B105-3 on Delta Dwg 17134-DRW-105--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 1'-6", and a Tributary Support Width of 3.0 Ft.
Unifrom Load M MAX = 21796.88 lbs-in Deflection = 0.0695 in
Applied M MAX = 0.00 lbs-in L / 863.20
Total M MAX = 21796.88 lbs-in
Total Load = 2906.25 lbs
Maximum Acting Shear Load = 1453.13 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 1603.89 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B106-1 on Delta Dwg 17134-DRW-106--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 5.00 Ft, and a Tributary Support Width of 1.875'
Unifrom Load M MAX = 5812.50 lbs-in Deflection = 0.0085 in
Applied M MAX = 0.00 lbs-in L / 3525.71
Total M MAX = 5812.50 lbs-in
Total Load = 1550.00 lbs
Maximum Acting Shear Load = 775.00 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 427.70 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B106-2 on Delta Dwg 17134-DRW-106--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 2.5 Ft, and a Tributary Support Width of 2.0 Ft.
Unifrom Load M MAX = 33480.00 lbs-in Deflection = 0.1406 in
Applied M MAX = 0.00 lbs-in L / 511.92
Total M MAX = 33480.00 lbs-in
Total Load = 3720.00 lbs
Maximum Acting Shear Load = 1860.00 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2463.58 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
Engineer's
Comment: Because
the Δ/L ratio is so
high (1/512), SAY
OK.
17134 Heumann Environmental
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B107-1 on Delta Dwg 17134-DRW-107--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 6.00 Ft, and a Tributary Support Width of 2.0 Ft.
Unifrom Load M MAX = 7265.63 lbs-in Deflection = 0.0106 in
Applied M MAX = 0.00 lbs-in L / 2820.57
Total M MAX = 7265.63 lbs-in
Total Load = 1937.50 lbs
Maximum Acting Shear Load = 968.75 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv = 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 534.63 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B107-2 on Delta Dwg 17134-DRW-107--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 2.50 Ft, and a Tributary Support Width of 2.5 Ft.
Unifrom Load M MAX = 31841.88 lbs-in Deflection = 0.1225 in
Applied M MAX = 0.00 lbs-in L / 555.50
Total M MAX = 31841.88 lbs-in
Total Load = 3743.90 lbs
Maximum Acting Shear Load = 1871.95 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv= 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 2343.04 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B108-1 on Delta Dwg 17134-DRW-108--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 5.67 Ft, and a Tributary Support Width of 2.13 Ft.
Unifrom Load M MAX = 7265.63 lbs-in Deflection = 0.0106 in
Applied M MAX = 0.00 lbs-in L / 2820.57
Total M MAX = 7265.63 lbs-in
Total Load = 1937.50 lbs
Maximum Acting Shear Load = 968.75 lbs
Beam Shear Safety Factor = 3.00
Allowabe Beam Shear Strength, Fv = 2333.33 psi
= 2100.00
Beam Shear Capacity, Pv
= 4725.00 lbs O.K.
LOCAL BUCKLING
b = 3.00 in PI 2̂/12 = 0.8225
= 22340.61 psi z = 2.00 ( tf / b ) 2̂ = 0.0156
p = 0.3027 SQRT q = 0.2282
q = 0.0521 SQRT Exf * Eyf = 2704625.67
SQRT q (2*SQRT Exf * Eyf )= 1234487.07
p((Eyf )(vxy) + 2(Gxy)f ) = 503940.00
If the calculated Local Buckling Stress above exceeds the Flange Compression Strength of the material, use σ cr local
= Flange Compression Strength
Therefore,σcr local
= 22340.61
= 20106.55 psi
= 8042.62 psi
fb = 534.63 psi
GLOBAL BUCKLING
D Calcs.
D = 175028027.34 psi in4 155925000 105468.75
Below are Calculations for Critical Local Buckling
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do toTemperature cr '
Fb Local Buckling
O.K.
JG Calcs.
Beam Properties
Warning Box
Note: The calculation for delfection is only for a Point Load and a
Uniform Load. The deflection for the Applied Moment is not
included.
Max. Allowable Beam Shear
Strength Allowing for Temperature
08/04/15
Logan CSO Interceptor
Rodney H Masters, PE, Texas #47784
Creative W6 x 3/8" Beam Calculations, Rev D
FRP Beam B108-2 on Delta Dwg 17134-DRW-108--Sized for a 300 psf Live Load, 10 psf Dead Load, a Span, L = 2.5 Ft, and a Tributary Support Width of 2.5 Ft.
pRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | [email protected]
gProject:Sub-Project I Pos. No.:Date:
Delta Job No. 17134Heumann Enviro.5/28/2015
5 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!
Rodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | [email protected]
Project:Sub-Project I Pos. No.:Date:
Delta Job No. 17134Heumann Enviro.5/28/2015
6 Installation data
Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS-R 316, 1/2Profile: no profile; 0.000 x 0.000 x 0.000 in. Installation torque: 360.001 in.lbHole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.563 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 2.750 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in.Cleaning: Premium cleaning of the drilled hole is required
Rodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | [email protected]
Project:Sub-Project I Pos. No.:Date:
Delta Job No. 17134Heumann Enviro.5/28/2015
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
Open Decks or semi-enclosed areas Walkways or areas which may be used forescape, or access for fire fighting, emergencyoperation or rescue
NO
Personnel walkways, catwalks, ladders,platforms or access areas other than thosedescribed above
YES
Gangway for safe access to bow on tankersaccording to IMO MSC.62(67) NO
(1) The grating can only be used if these spaces are normally not entered when underway.
Type Approval documentationCertification in accordance with Standard for Certification No. 1.2, Type Approval, January 2013.
Test Report Nos. AJD201301926 (IFR-25) dated 2013-06-18, AJD201301927 (VEFR-10) dated 2013-06-17 andboth from SGS-CSTC Co., Ltd., China.
Test Report Nos. AJD201301924 (OFR-25) dated 2013-04-25, AJD201301923 (IFR-10) dated 2013-06-17, AJD201303125-1 (IFR-25) dated 2013-06-19 and AJD201303125 (VEFR-10) dated 2013-06-18, all from SGS-CSTC Co., Ltd.,China.
Tests carried outTested according to ASTM E84-12.
Marking of productThe product is to be marked with name of manufacturer and type designation.
Periodical Assessment for Retention of the Type Approval CertificateDNV’s surveyor is to be given permission to perform Periodical Assessments at any time during the validity of thiscertificate and at least every second year. The arrangement is to be in accordance with procedure described inStandard for certification No. 1.2 Type Approval Item 4.
Please refer to the "Service Restrictions" shown below to determine if Unit Certification is required for this product.
This certificate reflects the information on the product in the ABS Records as of the date and time the certificate isprinted.
Pursuant to the Rules of the American Bureau of Shipping (ABS), the manufacturer of the below listed product helda valid Manufacturing Assessment (MA) with expiration date of 26/NOV/2018. The continued validity of theManufacturing Assessment is dependent on completion of satisfactory audits as required by the ABS Rules.
And; a Product Design Assessment (PDA) valid until 10/NOV/2018 subject to continued compliance with the Rulesor standards used in the evaluation of the product.
The above entitle the product to be called Product Type Approved.
The Product Design Assessment is valid for products intended for use on ABS classed vessels, MODUs or facilitieswhich are in existence or under contract for construction on the date of the ABS Rules used to evaluate theProduct.
ABS makes no representations regarding Type Approval of the Product for use on vessels, MODUs or facilitiesbuilt after the date of the ABS Rules used for this evaluation.
Due to wide variety of specifications used in the products ABS has evaluated for Type Approval, it is part of ourcontract that; whether the standard is an ABS Rule or a non-ABS Rule, the Client has full responsibility for
continued compliance with the standard.Product Name: FRP Grating
Model Name(s): 1. Pultruded Grating P-VEFR-5 and P-IFR-20 ; 2. Molded GratingM-P-5, M-VEFR-10, M-OFR-15 and M-IFR-20 .
Presented to:NANTONG STRONG WORLD FIBRE REINFORCED PLASTIC PRODUCTS CO., LTD.NO. 158 SHIGANG INDUSTRIAL DEVELOPMENT ZONETONGZHOU DISTRICT
NANTONGChina
Intended Service: 1.Personnel walkways, catwalks, ladders, platforms or access areas in machineryspaces, cargo holds, open decks or semi-enclosed areas. 2. All personnel
spaces and cargo holds. 3. The product is not to be used in areas where L1, L2 orL3 rated FRP grating required in ABS Rules for Building and Classing Facilities onOffshore Installations.
Comments: 1. This approval was not done on behalf of a particular Administration. 2. The
Comments: 1. This approval was not done on behalf of a particular Administration. 2. TheManufacturer has provided a declaration about the control of, or the lack of
Asbestos in this product.
Notes / Documentation: 1. Test report No. 01.10932.01.190e dated August 23, 2005 (For model P-VEFR-5)2. Test report No. 01.10932.01.190f dated August 23, 2005 (For model P-IFR-20)3. Test report No. 01.10932.01.190d dated July 11, 2005 (For model M-P-5) 4.Test report No. 01.10932.01.190c dated July 11, 2005 (For model M-VEFR-10) 5.Test report No. 01.10932.01.190a dated July 11, 2005 (For model M-OFR-15) 6.Test report No. 01.10932.01.190b dated July 11, 2005 (For model M-IFR-20)(Issued by Southwest Research Institute. USA)
Term of Validity: This Product Design Assessment (PDA) Certificate 07-SQ289844-1-PDA, dated11/Nov/2013 remains valid until 10/Nov/2018 or until the Rules or specificationsused in the assessment are revised (whichever occurs first). This PDA is intendedfor a product to be installed on an ABS classed vessel, MODU or facility which is inexistence or under contract for construction on the date of the ABS Rules orspecifications used to evaluate the Product. Use of the Product on an ABS classedvessel, MODU or facility which is contracted after the validity date of the ABS Rulesand specifications used to evaluate the Product, will require re-evaluation of thePDA. Use of the Product for non ABS classed vessels, MODUs or facilities is to be
to an agreement between the manufacturer and intended client.ABS Rules: The Rules applicable to this assessment are: 2013 ABS Steel Vessel Rules
1-1-Appendix 3.
National Standards: 2003 ASTM E 84-03
International Standards:Government Authority:EUMED:Others:
Model Certificate Model Certificate No Issue Date Expiry Date
PDA 07-SQ289844-1-PDA 11/NOV/2013 10/NOV/2018
ABS ProgramsABS has used due diligence in the preparation of this certificate and it represents the information on the product in the ABS Records as of thedate and time the certificate was printed. Type Approval requires Drawing Assessment, Prototype Testing and assessment of themanufacturer's quality assurance and quality control arrangements. Limited circumstances may allow only Prototype Testing to satisfy TypeApproval. The approvals of Drawings and Products remain valid as long as the ABS Rule, to which they were assessed, remains valid. ABScautions manufacturers to review and maintain compliance with all other specifications to which the product may have been assessed Further
DELTA COMPOSITES L.L.C. STANDARD PRODUCTS & SERVICES WARRANTY
Project: Louisville MSD Logan Street Interceptor, Contract No. 350941
2. Limited Warranty
Supplier shall perform its services hereunder in a workmanlike manner and provide any
materials free from general defects in workmanship. The warranty period is (3) years from date
of delivery. Supplier's obligation and Purchaser's sole remedy in the event of any breach in thiswarranty shall be to provide replacement materials and/or services of a like kind and manner to
those shown to be defective which are free from any such claimed defect. EXCEPT ASEXPRESSLY SET FORTH IN THIS PARAGRAPH, SUPPLIER PROVIDES NO FURTHERWARRANTY AND SHALL HAVE NO FURTHER LIABILITY TO PURCHASOR OR ANY
THIRD PARTY FOR OR RELATED TO THE MATERIALS OR ANY SERVICES
PROVIDED TO PURCHASER PURSUANT HERETO, INCLUDING WITHOUTLIMITATION ANY CLAIM FOR LIABILITY FOR NEGLIGENCE; SUPPLIER MAKES
AND PURCHASER RECEIVES NO WARRANTIES NOT SPECIFICALLY PROVIDED
HEREIN, EXPRESS, IMPLIED, STATUTORY, OR IN ANY OTHER PROVISION OF THIS
AGREEMENT OR ANY OTHER COMMUNICATION MADE TO PURCHASER; ANDSUPPLIER SPECIFICALLY DISCLAIMS ANY WARRANTY OF MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE OF ANY SERVICE OR MATERIALS
PROVIDED HEREUNDER.
3. Limitation of Liability; Exclusion of Consequential Damages
The cumulative liability of Supplier to Purchaser for any and all claims or any nature in any
manner relating to the services and/or materials provided hereunder, in contract, tort, orotherwise, shall not exceed the total amount of all amounts received by Supplier from Purchaser pursuant to this Agreement within the current calendar year. In no event shall either party be
liable to the other for any consequential, indirect, special, or incidental damages, even if such
party has been advised of the possibility of such potential loss or damage The foregoing