g-40b submittal review comments
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7/18/2019 G-40B Submittal Review Comments
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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
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
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SUBMITTAL REVIEW COMMENT FORM
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).
B
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August 4th
, 2015
Michael T. Rudisell, P.E.
Subject: Response to Engineer’s Comments
Project: Louisville MSD Logan Street Interceptor
Dear Michael,
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
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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.
Best Regards,
melkin Lozano
Project Manager
Delta Composites, LLCTEL: 281-907-0619FAX: 281-907-0323Email: elozano@deltacomposites.com
Drawing for CSO-097 included per the request of MSD in the progress meeting on 7/16/15
To be re-submitted
under separate cover
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CALCULATIONS
PACKAGE
FRP GRATING, HANDRAIL SYSTEMAND SUPPORTSHeumann Environmental Company, LLC (BADD)
Logan CSO Interceptor Platforms
Louisville, MO
DELTA PROJECT# 17134
TO BE SUBMITTED WITH
APPROVAL DRAWINGS REV D
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FRP GRATING
PRODUCT DATA & LOAD/
DEFLECTION VERIFICATION
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DeltaGrate® HS
High Strength Molded Grating
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Delta Composites DeltaGrateTM HS Molded Fiberglass Grating
(High Strength) was developed for corrosive applications
where light weight, impact resistant, corrosion resistant and
slip resistant grating is a must. DeltaGrateTM HS Molded
Grating is a combination of glass rovings strategically
positioned within thermoset resins to form a one-piece, high
resin content product. DeltaGrateTM HS Molded Fiberglass
Grating is a better alternative to traditional steel grating
products.
Qualit y Manufact ured Product
DeltaGrateTM HS Molded Grating is manufactured to ISO 9002
standards. Every panel of grating is subjected to a number of
quality assurance inspections ensuring void free panels, full
wet-out of the glass rovings,
consistent resin-to-glass
ratios, and consistent non-skidfeatures. Complete
traceability of resin batches
and the glass utilized in every
panel is maintained and can
be provided as needed. U-V
testing, chemical resistance tests, and load capacity and
impact tests are also routinely performed.
Higher Stif fness
DeltaGrateTM HS Molded Grating is manufactured using a
proprietary method enabling a higher percentage of glass
rovings to be introduced into the grating. Conventional
open-top molded gratings are constructed with approximately
25-30% glass content by weight, whereas DeltaGrateTM HS
contains 38% glass content . The corrosion resistance of
fiberglass grating is provided by the resin, and the stiffness is
provided by the glass. Possessing a higher glass content
results in a stif fer fiberglass grating. As a result, DeltaGrateTM
HS is 15-20% stiffer than the gratings produced by other
manufacturers of open-top molded fiberglass gratings
without compromising any of the other inherent qualities of
WE CAN VARY GLASS CONTENT PERCENTAGE!!
While DeltaGrateTM HS comes standard with a 38% (average)
glass content by weight, Delta Composites can customize the
glass content to suit the specific application. DeltaGrateTM
can be manufactured with a 43% average glass content
(DeltagrateTM 43), or it can also be manufactured with a 32%
glass content (DeltaGrateTM 32). THESE WILL BE CUSTOM
ORDERS, so please consult Delta Composites for delivery
times.
Chemical Resistance
With approximately 62% resin content, DeltaGrateTM HS
Molded Grating offers superb chemical resistance to a variety
of acids and caustics. DeltaGrateTM HS is offered in an array
of corrosion resistant resins designed for any environment,
from light or moderately corrosive environments to extremely
corrosive applications.
Lightweight
DeltaGrateTM HS 1” molded grating weighs 2.5 psf compared
to 7.5 psf for 1” steel grating. DeltaGrateTM HS 1 1/ 2”
molded grating weighs 3.75 psf compared to 11.5 psf for
1 1/ 2” steel grating. DeltaGrateTM HS weighs 1/ 3 the weight
f
DeltaGrateTM HS Molded Grat ing (High St rength)
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Fire Retardancy
All DeltaGrateTM HS Molded Gratings are designed to exhibit
a minimum of a Class 1 flame spread rating when tested in
accordance with ASTM E-84 flame spread rating Tunnel Test
(comparable to UL 723, ANSI/ NFPA No. 255 and UBC
No. 8-1). DeltaGrateTM HS gratings are available in a variety
of resins offering an array of flame spread ratings and
smoke densities, from as low as 4 in flame spread rating
and 1 in smoke density with our molded phenolic grating
product.
Non-Skid & Safet y
DeltaGrateTM HS is available in either a concave meniscus
top or a gritted top. Each offers superior slip resistance to
tradit ional steel grated walking surfaces. Many of our
customers specify our DeltaTreadTM fiberglass stair treads
for their safe, non-skid characteristics alone.
Low Maintenance/Maint enance Free
With resin and pigment blended throughout DeltaGrateTM HS
Molded Grating, the grating will never require painting.
Coupled with our corrosion resistant attachment systems,
Delta Composites provides maintenance-free walkway
systems. You install it and forget about it !
Other Posit ive Features
DeltaGrateTM HS Molded Gratings are also:
• Electrically and thermally non-conductive
• Easy to cut and/ or install
• Ultra-violet resistant
• Provided in a number of grating
thicknesses and panel sizes
• Offers bi-directional strength characteristics
Industries Using Fiberglass Grating
• Offshore & Marine
• Petro-chemical & Refining
• Communications
• Water/Wastewater
• Transportat ion & Transit
• Aerospace
• Automotive
• Pulp & Paper
• Mining
• Metal Plating
• Food & Beverage
• Textile
• Electrical & Power
Generation
• Computer and Hi-tech
• Recreational Water Parks
& Pools
• Zoos and Aquariums
• Military
• Medical
• Shipping
• Many others
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Grating Mesh Bars/ ft Panel Sizes Weight % Open
Thickness Description Available (psf) Area
1/ 2” 1 1/ 2” x 1 1/ 2” Square 8 4’ x 8’ 0.8 87%(DeltaScreenTM) 4’ x 12’
1/ 2” 1/ 2” x 1” x 4” Rectangular 12 3’ x 10’ 1.2 68%(DeltaLiteTM) 4’ x 8’
1/ 2” 2” x 2” Square (DeltaLiteTM) 6 4’ x 12’ 1.08 71%
1” 1” x 4” Rectangular 12 3’ x 10’ 2.6 68%
1” 1 1/ 2” x 1 1/ 2” Square 8 3’ x 10’, 4’ x 8’ 2.5 68%4’ x 12’
1-1/ 4” .79” Square (Mini-MeshTM) 16 3.3’ x 9.8’ 3.86 42%(1m x 3m)
Grating Selection
Delta Composites offers both molded and pultruded gratings. The following table provides assistance in selecting the best
grating for the application.
For any applications requiring our pultruded fiberglass gratings, please see the DeltaSpan Pultruded Fiberglass Grating
brochure for additional information.
DeltaGrateTM HS Molded Grating vs. DeltaSpan Pultruded Grating
Characteristic/ Application Square Mesh Molded Grating Pultruded Grating
Chemical Resistance Excellent Good
Bi-directional Strength Excellent Not RecommendedUnidirectional Strength Very Good Excellent
Impact Resistance Excellent Average
Weight Savings versus Metal Excellent Excellent
Open Area (air flow, light penetration) Excellent (70% to 80%) Good (40% to 60%)
Panel Sizes Available Excellent Excellent
Pipe Penetrations Excellent Average
Safety Excellent Excellent
DeltaGrateTM HS Molded Grating Sizes and Specificat ions
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Resin Select ion
Delta Composites manufactures molded grating in a variety
of resins, each with its own unique performance
characteristics. The resin selection is paramount in
determining the corrosion resistance of the finished
product. Please consult the Delta Composites Chemical
Resistance Guide for assistance in selecting the proper
resin for your application, or call Delta Composites’ toll-free
telephone number, 866-361-2100 for technical assitance.
Delta Composites’ resin designations are comprised of two
components: the resin type and its ASTM E-84 flame spread
rating.
Type VEFR 20 is a premium vinyl ester resin with a flame
spread rating of 20 or less. Type VEFR-20 resin provides the
most chemical resistant molded product offered in theindustry. Designed to withstand the harshest chemical
environments over a broad range of acids and caustics, it is
primarily used in petrochemical, waste water, mining, and
plating applications where the grating is subject to frequent
and direct contact with harsh chemicals. Type VEFR 10 is
manufactured with the same high-quality vinyl ester resin
but with an enhanced flame spread rating of 10 or less for
those applications requiring more flame resistance, such asan offshore platform. The standard color for the VEFR-20 is
orange, and the standard color for the VEFR-10 is dark gray.
Type IFR 25 is a premium isophthalic polyester resin with a
flame spread rating of 25 or less. Type IFR-25 provides an
intermediate level of chemical resistance and is the correct
resin choice for grating subjected to splash and spill contact
with harsh chemicals, and is a very good general purpose
resin at a reduced cost compared to the premium vinyl
ester resin. Type IFR 10 is the same high quality isophthalic
polyester resin but with an enhanced flame spread rating of
10. The standard color for the IFR-25 is green and the IFR-
10 grating is dark gray
Type CFR 25 is an orthophthalic polyester resin with a flame
spread rating of 25 or less providing moderate chemical
resistance. Delta Composites’ Type CFR-25 grating is
perfect for use in water/ wastewater applications, light
industrial applications, and in the wavezone areas of
offshore platforms where the environment is moderate.
Although Type CFR-25 is the least chemical resistant resin,
it still offers superior performance to tradit ional flooringproducts such as steel, aluminum and wood, and is the
most economical resin available. The standard colors for
the CFR-25 gratings are yellow and dark gray. Type CFR-10,
an orthophthalic polyester resin with an flame spread rating
of 10 is available upon request.
Type MP 4 is Delta Composites’ molded phenolic grating
where fire resistance, low smoke, and low toxic fumes arecrit ical. Tested in accordance with ASTM E-84-97a, Type
MP-4 resin has a flame spread rating of 4 and smoke
density rating of only 1. Our Type MP-4 molded phenolic
grating is typically used in confined spaces, subways,
offshore and other applications where fire resistance and
low smoke generation is absolutely necessary. The
standard color in which the Type MP-4 is available is
chocolate brown, however phenolic painting of the gratingcan be performed to obtain a light gray finish.
Conductive Top Grating: All of Delta Composites
DeltaGrateTM HS Molded Grating products can be provided
with a specially formulated carbon black surface,
eliminating hazardous static electricity when properly
grounded. Available with all of the above resins,
DeltaGrateTM HS Conductive Gratings are primarily used in
the high-tech electronic industries, munitions and arsenal
manufacturing plants and other sparking sensitive
environments where sophisticated equipment may be
damaged due to static electricity. The surface electric
resistance of DeltaGrateTM HS Conductive Grating is
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Products
All of Delta Composites’ molded and pultruded fiberglass
gratings are manufactured to ISO 9002 standards. This
certification was achieved in November of 1999 and
coincides with Delta Composites’ mission to offer the
highest quality products and services.
ISO 9002 refers to a series of
documents that provide
international guidelines on quality
management and quality system
elements. ISO 9002 is a quality
assurance model that is used by companies that produce,
inspect, test, install, and service items.
What are t he benefit s of purchasing products
from an ISO 9002 Quality Manufacturer?
• Fewer production mistakes as the result of better
systematic inspection and testing.
• Fewer production mistakes as the result of increased
employee participation, involvement, awareness and
systematic employee training.• Better products resulting from better design control.
• Improved productivity resulting from planning and
teamwork.
• Reduction in costs associated with failures and/ or
production errors.
• Systematic resolution of specification non-conformance
and the incorporation of preventive measures and
corrective action.• Improved communications, both internally and
externally, resulting in improved quality, efficiency,
on-time delivery, and customer/ supplier relations.
• Worldwide recognition of compliance by an unbiased
and respected organization.
ISO 90 02 Cert ifi cat ion for All Fiberglass Grat ing
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Installat ion Accessories
INSTALLATION – whenever possible, provide for a minimum of 1-1/ 2” of bearing support at all grating support points.
Holddown clips should be used at the rate of one clip for every 6 ft 2 of grating minimum, or at least 4 clips for any square or
rectangular piece, or at least 3 for a triangular piece.
Grating Hold Down Clips for M olded Products
Type C Type GW
Type S Hilt iTM Fastener
Type W Type M
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CHEMICAL TYPE ‘VEFR-20’ TYPE ‘IFR-25’ENVIRONMENT % CONCENTRATION MAX. OPER. TEMP F/ C % CONCENTRATION MAX. OPER. TEMP. F/ C
Acetic Acid 50 180/ 82 50 125/ 52Aluminum Hydroxide 100 180/ 82 100 160/ 71Ammonium Chloride All 210/ 99 All 170/ 77Ammonium Hydroxide 28 100/ 38 28 N/ RAmmonium Bicarbonate 50 160/ 70 15 125/ 52
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
Chemical Resistance Guide
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S FETY PREC UTIONS -- When cutting DeltaGrateTM HS,
always wear safety glasses or goggles to protect your eyes
and always wear a dust mask to reduce dust inhalation.
Always wear gloves, and it is recommended that a shop
coat with neck and tapered sleeves be worn to prevent skin
irritation. Work in well-lighted and ventilated area. Always
read the MSDS (Material Safety Data Sheet) before cutt ing
and sealing DeltaGrateTM HSGrating. Always provide firm
support of the grating panels to prevent shift ing, and the
use of sawhorses and other supports will help to prevent
common back injuries. Cutt ing of DeltaGrateTM Grating will
produce dust -- this dust in non-carcinogenic but may cause
some skin irritation.
CUTTING GRIDW LK -- Depending on the amount (linear
feet) of grating to be cut, and the type of cutting required,i.e., straight cuts or circular cuts, a variety of field and shop
tools can be used such as an abrasive coated metal blade,
or a standard bimetal blade or a hacksaw with a blade
with a similar tooth pattern as the bimetal blade.
For making straight cuts, the following equipment is
recommended:
• Panel saw*
• Circular saw*
• Table saw*
• Radial arm saw*
• Reciprocating saw (6” lg. abrasive coated or a
bimetal blade, 12-14 teeth, min.)
• Hand-held hack saw (for small quantit ies or
emergencies)* The blade should be an abrasive continuous rim cut-off blade normally used
on masonry or ceramic products (silica gritted or diamond coated blades).
For making small radius circular cuts, a reciprocating saw
with the same blade specifications above is recommended.
For making larger radius circular cuts, a circular saw can
be used using the blade specifications stated above.
Remember that the saw blades will “eat-up” about 1/ 8” of
grating with each cut, so be sure to allow for this when
measuring and laying out your marks on the grating panel.
Always use sandpaper or a sanding wheel to smooth out all
cut edges before sealing and ALL CUT EDGES MUST BE
SEALED. For this, use Delta Composites Zynolite, a
premium grade exterior polyurethane enamel specially
formulated to effectively seal cut surfaces of fiberglass
products to protect the glass fibers from environmental
attack. The material is supplied in 11 oz. spray cans and isto be used in accordance with the instructions on each can.
The material dries in 30 minutes, and is non-toxic when
dry. Delta Composites Zynolite is flammable and care
must be taken to use the material and dispose of the
material in accordance with the written instructions on
each can.
Field Fabricat ion and Installat ion of Delt aGrateTM Grating
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Product Data
1.5" Thick x 1” x 2” Rectangular Mesh
Bearing Bar Size Bearing Bar Weight
height widthopen
areabar/ft space center lb/ft
2
1.5" 0.43" 0.25" 12 0.57" 1" 6.2
Span Uniform Load - lbs/ft2 Max. Recom.
(psf)Inches 100 200 300 400 500 600 700 800 900 1000
12 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 28000
18 <0.01 <0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.03 12400
24 0.01 0.02 0.03 0.04 0.05 0.06 0.08 0.09 0.10 0.11 6500
30 0.03 0.05 0.08 0.11 0.13 0.16 0.18 0.21 0.24 0.27 4000
36 0.05 0.10 0.16 0.21 0.27 0.31 0.4 0.42 0.47 - 3000
42 0.10 0.20 0.29 0.40 0.48 - - - - - 2000
Span Concentrated Line Load - lbs/ft Max. Recom.
(lb/ft)Inches 100 200 300 500 1000 2000 3000 4000 5000 6000
12 <0.01 <0.01 <0.01 <0.01 0.01 0.03 0.04 0.06 0.07 0.08 14000
18 <0.01 <0.01 0.01 0.02 0.04 0.07 0.11 0.15 0.18 0.22 9000
24 <0.01 0.02 0.03 0.04 0.09 0.17 0.26 0.34 0.43 - 6500
30 0.02 0.03 0.05 0.08 0.17 0.35 - - - - 5400
36 0 03 0 06 0 09 0 15 0 30 4500
1.5" DeltaGrateTM HD Molded Grating (Heavy Duty)
1".33"
2"
1"
0.43"
1.5"
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Traffic Rated Load Tables
1.5" Thick, 1" x 2" Rectangular Mesh HD MOLDED GRATINGALLOWABLE LOADS/SPANS TABLE
TYPE
AASHTO
H-20Automobile
5-Ton
Forklift
3-Ton
Forklift
1-Ton
Forklift
32,000 lb
Axle Load
with dual
wheels
Up to a
5,000 lb
Vehicle
24,000 lb
total
(loaded)
15,500 lb
total
(loaded)
6,200 lb
total
(loaded)
WHEEL
LOAD (lbs)20,800 2,200 13,400 8,700 3,400
MAXIMUMALLOWABLE
SPANS1' - 2" 2' - 2" 1' - 0" 1' - 0" 1' - 7"
1.5" DeltaGrateTM HD Molded Grating (Heavy Duty)
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END OF SECTION
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FRP STRUCTURAL SUPPORTS
PRODUCT DATA & LOAD/
DEFLECTION VERIFICATION
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Material Properties of Pultex® Fiber Reinforced Polymer SuperStructural
Profiles
Wide Flange Sections and I Sections
(continued)
Property
(coupon values)
ASTM
Test
Units 1500/1525
Series
1625
SeriesFlexural Strength (CW) D790 psi 17,360 19,900
Flexural Modulus (LW) D790 106 psi 1.9 1.9
Flexural Modulus (CW) D790 106
psi 1.75 1.75Interlaminar Shear (LW) D2344 psi 3,400 3,900
Shear Strength by Punch (PF) D732 psi 5,500 6,000
Notched Izod Impact (LW) D256 ft – lbs/in 38 43
Notched Izod Impact (CW) D256 ft – lbs/in 19 22
Bearing Stress (LW) D953 psi 33,980 39,000
Bearing Stress (CW) D953 psi 30,0003 34,500
Poisson’s Ration (LW) D3039 in/in 0.35 0.35
Poisson’s Ration (CW) D3039 in/in 0.12 0.12
In-plane Shear (CW) modified D23444 psi 7,000 7,000
In-plane Shear (LW) modified D23444 psi 4,500 4,500
PhysicalBarcol Hardness 1 D2583 33 39
Water Absorption D570 % Max 0.6 0.6
Density D792 lbs/in3 0.060-0.070 0.060-0.070
Specific Gravity D792 1.66-1.93 1.66-1.93
Coefficient of Thermal Expansion (LW) D696 10-6in/in/°F 4.4 4.4
Thermal Conductivity (PF) C177
BTU-
in/ft2/hr/°F 4 4
ElectricalArc Resistance (LW) D495 seconds 120 120
Dielectric Strength (LW D149 KV/in 40 40
Dielectric Strength (PF) D149 Volts/mil 200 200
Dielectric Constant (PF) D150 @60Hz 5.2 5.2
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)
Property ASTM
Test
1500/1525
Series
1625
SeriesFl bilit Cl ifi ti UL94 (VO) (VO)
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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.
Property
(coupon values)
ASTM
Test
Units 1500/1525
Series
1625
SeriesMechanicalTensile Strength (LW) D638 psi 31,000 35,600
Tensile Strength (CW) D638 psi 16,500 18,900
Tensile Modulus (LW) D638 106 psi 3.5 3.5
Tensile Modulus (CW) D638 106 psi 1.0 1.0
Compressive Strength (LW) D695 psi 33,800 44,500
Compressive Strength (CW) D695 psi 25,500 29,000
Compressive Modulus (LW) D695 106 psi 3.0 3.0
Compressive Modulus (CW) D695 106 psi 2.2 2.2
Flexural Strength (LW) D790 psi 43,500 50,000Flexural Strength (CW) D790 psi 24,000 27,500
Flexural Modulus (LW) D790 106 psi 1.9 1.9
Flexural Modulus (CW) D790 106 psi 1.6 1.6
Modulus of Elasticity Full Section 2 106 psi 2.8 2.8
Shear Modulus Full Section 2 106 psi 0.5 0.5
Interlaminar Shear (LW) D2344 psi 3,400 3,900
Shear Strength by Punch (PF) D732 psi 5,500 6,000
Notched Izod Impact (LW) D256 ft – lbs/in 34 39
Notched Izod Impact (CW) D256 ft – lbs/in 33 38Bearing Stress (LW) D953 psi 33,000 38,000
Bearing Stress (CW) D953 psi 33,000 38,000
Poisson’s Ration (LW) D3039 in/in 0.35 0.35
Poisson’s Ration (CW) D3039 in/in 0.12 0.12
In-plane Shear (LW) modified D2344 psi 4,500 4,500
In-plane Shear (CW) modified D2344 psi 7,000 7,000
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Material Properties of Pultex® Fiber Reinforced Polymer SuperStructural
Profiles
Angles
Angle profile sizes are 4” x4” x ¼” and larger.
(continued)
Property
(coupon values)
ASTM
Test
Units 1500/1525
Series
1625
SeriesPhysical
Barcol Hardness1
D2583 45 45Water Absorption D570 % Max 0.6 0.6
Density D792 lbs/in3 0.060-0.070 0.060-0.070
Specific Gravity D792 1.66-1.93 1.66-1.93
Coefficient of Thermal Expansion (LW) D696 10-6in/in/°F 4.4 4.4
Thermal Conductivity (PF) C177
BTU-
in/ft2/hr/°F 4 4
ElectricalArc Resistance (LW) D495 seconds 120 120
Dielectric Strength (LW D149 KV/in 40 40
Dielectric Strength (PF) D149 Volts/mil 200 200
Dielectric Constant (PF) D150 @60Hz 5.2 5.2
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)
Property ASTM
Test
1500/1525
Series
1625
SeriesFlammability Classification UL94 (VO) (VO)
Tunnel Test ASTM E84 25 Max 25 Max
Flammability Extinguishing ASTM D635
Self
Extinguishing
Self
Extinguishing
NBS Smoke Chamber ASTM E662 650 650
Flame Resistance (Ignition/Burn) FTMS406-2023 55/30(seconds) 55/30(seconds)
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = NA
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 240.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 7.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 307.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00
Sy = 1.32 in3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 921.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 76.75 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 771.31 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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
Critical Local
Buckling Stress cr
Critical Local Buckling Stress do to
Temperature cr '
Fb Local Buckling
O.K.
JG Calcs.
20833.33333
7/18/2019 G-40B Submittal Review Comments
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 28/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00
Sy = 1.32 in3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 930.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 77.50 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 778.85 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 29/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
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Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00
Sy = 1.32 in3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 930.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 77.50 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 778.85 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 32/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 33/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 72.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 34/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00
Sy = 1.32 in3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 930.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 77.50 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 778.85 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 35/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 36/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 72.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 37/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00Sy = 1.32 in
3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 930.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 77.50 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 778.85 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 38/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 4.50 ft = 54.00 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 9.59 ft2 = 1380.24 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 54.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 54.00 in fb = 1475.84 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 39/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.25 ft = 27.00 in
Weight = 4.92 lb/ft Area Of Load = 13.50 ft2 = 1944.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 36.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 697.50 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 58.13 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2771.52 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 40/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full Section EX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 4 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 4 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.25 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.25 in Length of Beam ( L ) = 1.50 ft = 18.00 in
Area = 2.92 in2 Tributary width = 3.00 ft = 36.00 in
Weight = 2.19 lb/ft Area Of Load = 4.50 ft2 = 648.00 in
2
Sx = 4.03 in3 Unbraced Length ( Lu ) = 18.00 in
Ix = 8.05 in4 Max Deflection = 0.13 in
r = 1.66 in Min "L "Over = 0.00Sy = 1.32 in
3
Iy = 2.63 in4 Applied Moment = 0.00 lbs-in
r = 0.95 in AW = 1.0000 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 1.0000 in2
EC-LW (Flange) = 3.850E+06 psi w = 930.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 77.50 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 18.00 in fb = 778.85 psi
J = 0.063 in4 vxy = 0.35
CW = 10.52 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
D lt J b N b
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 41/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 5.00 ft = 60.00 in
Area = 6.57 in2 Tributary width = 1.88 ft = 22.50 in
Weight = 4.92 lb/ft Area Of Load = 9.38 ft2 = 1350.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 60.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 581.25 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 48.44 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 60.00 in fb = 1603.89 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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'
Delta Job Number = 17134Heumann Environmental
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 42/86
Delta Job Number =
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 2.50 ft = 30.00 in
Area = 6.57 in2 Tributary width = 2.00 ft = 24.00 in
Weight = 4.92 lb/ft Area Of Load = 5.00 ft2 = 720.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00Sy = 4.44 in
3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 620.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 51.67 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 30.00 in fb = 427.70 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
Delta Job Number = 17134Heumann Environmental
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 43/86
e ta Job u be
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 6.00 ft = 72.00 in
Area = 6.57 in2 Tributary width = 2.00 ft = 24.00 in
Weight = 4.92 lb/ft Area Of Load = 12.00 ft2 = 1728.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 72.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over =0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 620.00 lbs/ft DEFLECTION IS OVER THE MAX
EC-CW (Web) = 1.900E+06 psi w = 51.67 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 72.00 in fb = 2463.58 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
Delta Job Number = 17134 Heumann Environmental
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 44/86
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 2.50 ft = 30.00 in
Area = 6.57 in2 Tributary width = 2.50 ft = 30.00 in
Weight = 4.92 lb/ft Area Of Load = 6.25 ft2 = 900.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over =0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 775.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 64.58 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 30.00 in fb = 534.63 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
Delta Job Number =
D t
17134 Heumann Environmental
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 45/86
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 5.67 ft = 68.04 in
Area = 6.57 in2 Tributary width = 2.13 ft = 25.56 in
Weight = 4.92 lb/ft Area Of Load = 12.08 ft2 = 1739.10 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 50.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over =0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 660.30 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 55.03 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 68.04 in fb = 2343.04 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
Delta Job Number =
Date =
17134 Heumann Environmental
08/04/15
7/18/2019 G-40B Submittal Review Comments
http://slidepdf.com/reader/full/g-40b-submittal-review-comments 46/86
Date =
Project Name =
Engineer Name =
Material Type = Vinyl Ester Vinyl Ester
Max Temperature of the Environment = 100 o F % Drop Allowable Stress = 15 10
Point Load at Mid Span = 0.00 lbs % Drop Full SectionEX = 0 0
Uniform Live Load = 300.00 psf 10.00%
bw = Web Depth = 6 in. Unifrom Dead Load = 10.00 psf 0.00%
bf = Flange Width = 6 in. Total Uniform Load = 310.00 psf
tf = Flange Thickness = 0.375 in. Safety Factor = 2.5 S.F.
tw = Web Thickness = 0.375 in Length of Beam ( L ) = 2.50 ft = 30.00 in
Area = 6.57 in2 Tributary width = 2.50 ft = 30.00 in
Weight = 4.92 lb/ft Area Of Load = 6.25 ft2 = 900.00 in
2
Sx = 13.59 in3 Unbraced Length ( Lu ) = 30.00 in
Ix = 40.76 in4 Max Deflection = 0.13 in
r = 2.49 in Min "L "Over = 0.00
Sy = 4.44 in3
Iy = 13.32 in4 Applied Moment = 0.00 lbs-in
r = 1.42 in AW = 2.2500 in2
Full Section EX = 4.000E+06 psi k = 1.0000
EC-LW (Web) = 2.800E+06 psi A' = 2.2500 in2
EC-LW (Flange) = 3.850E+06 psi w = 775.00 lbs/ft
EC-CW (Web) = 1.900E+06 psi w = 64.58 lbs/in
EC-CW (Flange) = 1.900E+06 psi Fb = 33000 psi Full Section Flexural Strength
Gxy = 5.E+05 psi Fb1 = 13200 psi
L = 30.00 in fb = 534.63 psi
J = 0.316 in4 vxy = 0.35
CW = 119.88 in6 vyx = 0.12
Compressive Strength, Fc-flg-LW = 52500 psi
Ultimate Beam Shear Strength, Fv-ult = 7000 psi
MOMENT, SHEAR AND DEFLECTION
Point Load M MAX = 0.00 lbs-in
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.
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END OF SECTION
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ANCHOR BOLT DESIGN
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C D lt C it LLC P 1
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Company:Specifier:
Address:Phone I Fax:E-Mail:
Delta Composites LLCRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
Page:Project:Sub-Project I Pos. No.:Date:
1Delta Job No. 17134Heumann Enviro.5/28/2015
Specifier's comments: HAS R316 + HY 200 Safe Set Sys Epoxy Anchors for W6 x 3/8 Beams Head On to Concrete Wall Rev B
1 Input data
Anchor type and diameter: HIT-HY 200 + HAS-R 316 1/2
Effective embedment depth: hef,opti = 2.750 in. (hef,limit = 10.000 in.)
Material: ASTM F 593
Evaluation Service Report: ESR-3187
Issued I Valid: 4/1/2013 | 3/1/2014
Proof: design method ACI 318 / AC308
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: lx x ly x t = 4.500 in. x 8.375 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, f c' = 3000 psi; h = 12.000 in., Temp. short/long: 100/95 °F
Installation: hammer drilled hole, installation condition: dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) no
Geometry [in.] & Loading [lb, in.lb]
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Company:Specifier:
Address:Phone I Fax:E-Mail:
Delta Composites LLCRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
Page:Project:Sub-Project I Pos. No.:Date:
2Delta Job No. 17134Heumann Enviro.5/28/2015
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 1152 1152 0
2 0 1152 1152 0
max. concrete compressive strain: - [‰]max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
1
2
x
y
3 Tension load
Load Nua [lb] Capacity ffffNn [lb] Utilization bbbbN = Nua /ffffNn Status Steel Strength* N/A N/A N/A N/A
Bond Strength** N/A N/A N/A N/A
Concrete Breakout Strength** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (anchors in tension)
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Company:Specifier:
Address:Phone I Fax:E-Mail:
Delta Composites LLCRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
Page:Project:Sub-Project I Pos. No.:Date:
3Delta Job No. 17134Heumann Enviro.5/28/2015
4 Shear load
Load Vua [lb] Capacity ffffVn [ lb] Utilization bbbbV = Vua /ffffVn Status
Steel Strength* 1152 5109 23 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Bond Strength controls)** 2304 8018 29 OK
Concrete edge failure in direction ** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-3187
f Vsteel ≥ Vua ACI 318-08 Eq. (D-2)
Variables
n Ase,V [in.2] f uta [psi]
1 0.14 100000
Calculations
Vsa [lb]
8515
Results
Vsa [lb] fsteel f Vsa [lb] Vua [lb]
8515 0.600 5109 1152
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Company:Specifier:
Address:Phone I Fax:E-Mail:
Delta Composites LLCRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
Page:Project:Sub-Project I Pos. No.:Date:
4Delta Job No. 17134Heumann Enviro.5/28/2015
4.2 Pryout Strength (Bond Strength controls)
Vcpg =kcp[( ANa
ANa0) yed,Na yg,Na yec,Na yp,Na Na0] ACI 318-08 Eq. (D-31)
f Vcpg ≥ Vua ACI 318-08 Eq. (D-1)
ANa see ICC-ES AC308, Part D.5.3.7
ANa0 = s2cr,Na ICC-ES AC308 Eq. (D-16c)
scr,Na = 20 d√tk,uncr
1450 ≤ 3 hef ICC-ES AC308 Eq. (D-16d)
ccr,Na
=scr,Na
2 ICC-ES AC308 Eq. (D-16e)
yed,Na = 0.7 + 0.3 (ca,min
ccr,Na) ≤ 1.0 ICC-ES AC308 Eq. (D-16m)
yg,Na = yg,Na0 + [( savg
scr,Na)
0.5
· (1 - yg,Na0)] ≥ 1.0 ICC-ES AC308 Eq. (D-16g)
yg,Na0 = √n - [(√n - 1) · ( tk,c
tk,max,c)
1.5
]≥ 1.0 ICC-ES AC308 Eq. (D-16h)
tk,max,c =kc
p · d √hef · f
'c ICC-ES AC308 Eq. (D-16i)
yec,Na =
(
1
1 +2'
e,N
scr,Na) ≤ 1.0 ICC-ES AC308 Eq. (D-16j)
yp,Na = MAX(ca,min
cac,ccr,Na
cac) ≤ 1.0 ICC-ES AC308 Eq. (D-16p)
Na0 = tk,c · kbond · p · d · hef ICC-ES AC308 Eq. (D-16f)
Variables
kcp tk,c,uncr [psi] tk,c [psi] danchor [in.] hef [in.] savg [in.] n
2.000 1515 847 0.500 2.750 4.375 2
kc f 'c [psi] ec1,N [in.] ec2,N [in.] ca,min [in.] cac [in.] kbond 17 3000 0.000 0.000 4.500 4.136 1.00
Calculations
scr,Na [in.] ccr,Na [in.] ANa [in.2] ANa0 [in.2] yed,N tk,max [psi]
8.250 4.125 104.16 68.06 1.000 983
yg,Na0 yg,Na yec1,N yec2,N yp,Na Na0 [lb]
1.083 1.022 1.000 1.000 1.000 3660
Results
Vcpg [lb] fconcrete f Vcpg [lb] Vua [lb]
11454 0.700 8018 2304
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p ySpecifier:
Address:Phone I Fax:E-Mail:
pRodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
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!
Fastening meets the design criteria!
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Specifier: Address:Phone I Fax:E-Mail:
Rodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
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
1
2
2 .
0 0 0
4 .
3 7 5
2 .
0 0 0
x
y
2.250 2.250
4 .
1 8 8
4
. 1 8 8
www.hilti.us Profis Anchor 2.4.1
Company:S ifi
Delta Composites LLCR d H M t
Page:P j t
7D lt J b N 17134
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Specifier: Address:Phone I Fax:E-Mail:
Rodney H Masters23219 W. Hardy Rd, Spring TX 77373281-907-0619 | 281-907-0323rmasters@deltacomposites.com
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.
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END OF SECTION
ANNEX 1
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ANNEX 1
CORROSION GUIDE FOR THE PROPER SELECTION
OF RESINS
Chemical Compatibility Guide
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p y
Acetic Acid – Benzene
Pultex
®
Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
ACETIC ACID 0-50 NR 100/38
ACETIC ANYDRIDE -- NR NR
ACETONE 100 NR NR
ACRYLONITRILE 100 NR NR
ALCOHOL, BUTYL -- NR NR
ALCOHOL, ETHYL 10 NR 150/65ALCOHOL, ETHYL 100 NR NR
ALCOHOL, ISOPROPYL 10 NR 150/65
ALCOHOL, ISOPROPYL 100 NR NR
ALCOHOL, METHYL 10 NR 150/65
ALCOHOL, METHYL 100 NR NR
ALCOHOL, METHYL ISOBUTYL -- NR 150/65
ALCOHOL, SECONDARY BUTYL -- NR 150/65
ALUM 100 150/65 150/65
ALUM POTASSIUM -- 100/38 100/38ALUMINUM CHLORIDE 10 NR 150/65
ALUMINUM HYDROXIDE 5 – 20 NR 150/65
ALUMINUM POTASSIUM SULFATE 100 150/65 150/65
AMMONIA, AQUEOUS 0 - 10 NR 100/38
AMMONIA, GAS -- NR 100/38
AMMONIUM ACETATE 25 NR 100/38
AMMONIUM BICARBONATE 15 NR 120/49
AMMONIUM BISULFITE -- NR 120/49
AMMONIUM CARBONATE 25 NR 100/38AMMONIUM CITRATE 10 NR 120/49
AMMONIUM FLUORIDE -- NR 120/49
AMMONIUM HYDROXIDE 5 NR 120/49
AMMONIUM HYDROXIDE 10 NR 120/49
AMMONIUM HYDROXIDE 20 NR 120/49
AMMONIUM NITRATE 15 120/49 150/65
AMMONIUM PERSULFATE 5 - 20 NR 150/65
AMMONIUM PHOSPHATE -- NR 120/49
AMMONIUM SULFATE 15 120/49 150/65ARESENIOUS ACID -- NR 160/71
BARIUM ACETATE 100 NR NR
BARIUM CARBONATE 100 NR NR
BARIUM CHLORIDE 100 NR 100/38
BARIUM HYDROXIDE 10 NR NR
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Benzene in Kerosene – Chromic Acid
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
BENZENE IN KEROSENE 5 NR 160/71
BENZENE SULFURIC ACID 5 - 20 100/38 150/65
BENZOIC ACID 5 - 20 NR 100/38
O-BENZOYL BENZOIC ACID -- NR 160/71
BENZYL ALCOHOL 100 NR NRBENZYL CHLORIDE 100 NR NR
BORAX 5 - 20 100/38 150/65
BRASS PLATING SOLUTION -- NR 160/71
BUTYL ACETATE -- NR NR
BUTYRIC ACID 5 - 30 NR 120/49
BUTYLENE GLYCOL 100 150/65 150/65
CADMIUM CHLORIDE -- NR 160/71
CADMIUM CYANIDE PLATING -- NR 120/49
CALCIUM BISULFITE -- 150/65 160/71CALCIUM CARBONATE 10 NR 100/38
CALCIUM CHLORIDE 10 NR 100/38
CALCIUM CHLORATE 10 NR 100/38
CALCIUM HYDROXIDE 5 - 20 NR 100/38
CALCIUM HYPOCHLORITE 10 NR 120/49
CALCIUM NITRATE 5 120/49 150/65
CALCIUM SULFATE 10 120/49 150/65
CALCIUM SULFITE -- 150/65 160/71
CAPRYLIC ACID -- NR 160/71CARBON DIOXIDE -- 150/65 160/71
CARBON DISULFIDE 100 NR NR
CARBON MONOXIDE GAS -- 100/38 150/65
CARBON TETRACHLORIDE 100 NR 100/38
CARBONIC ACID 10 100/38 120/49
CARBON METHYL CELLULOSE -- NR 120/49
CASTOR OIL 100 150/65 150/65
CHLORINATED WAX 10 NR 120/49
CHLORINE DIOXIDE/AIR -- NR 160/71CHLORINE DIOXIDE, WET GAS -- NR 160/71
CHLORINE DRY GAS -- NR 160/71
CHLORINE WET GAS -- NR 160/71
CHLORINE LIQUID -- NR NR
CHLORINE WATER 10 NR 120/49
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Chromic Acid – Ferric Chloride
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
CHROMIC ACID 20 NR 120/49
CHROMIC ACID 30 NR NR
CHROMIUM SULFATE -- 150/65 160/71
CITRIC ACID 5 - 30 120/49 150/65
COCONUT OIL -- NR 160/71COPPER CHLORIDE 5 150/65 180/82
COPPER CYANIDE 5 150/65 180/82
COPPER FLUORIDE -- NR 160/71
COPPER NITRATE -- 150/65 NR
COPPER BRITE PLATING -- NR 120/49
COPPER PLATING SOLUTION -- NR 160/71
COPPER MATTE DIPPING BATH -- NR 160/71
COPPER PICKLING BATH -- NR 160/71
COPPER SULFATE -- 150/65 160/71CORN OIL 100 NR 100/38
CORN STARCH- SLURRY -- NR 160/71
CORN SUGAR 100 NR 150/65
COTTONSEED OIL -- NR 160/71
CRUDE OIL 100 NR 150/65
CYCLOHEXENE -- NR 120/49
CYCLOHEXENE VAPOR -- NR NR
DEIONIZED WATER -- 150/65 150/65
DETERGENTS SULFONATED -- NR 160/71DI-AMMONIUM PHOSPHATE -- NR 160/71
DIBROMOPHENOL -- NR NR
DIBUTYL ETHER -- NR 120/49
DICHLORO BENZENE -- NR NR
DICHLOROETHYLENE -- NR NR
DIETHYLENE GLYCOL -- NR 160/71
DIETHYL ETHER 100 NR NR
DIMENTHYL PHTHALATE -- NR 160/71
DIOCTYL PHTHALATE -- NR 160/71DIPROPYLENE GLYCOL 100 NR 120/49
DODECYL ALCOHOL -- NR 160/71
ESTER, FATTY ACIDS -- 150/65 160/71
ETHYL ACETATE 100 NR NR
ETHYL BENZENE -- NR NR
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Ferric Nitrate – Hydrogen Fluoride Vapors
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
FERRIC NITRATE 10 120/49 150/65
FERRIC SULFATE 10 120/49 150/65
FERROUS CHLORIDE -- 150/65 160/71
FERROUS NITRATE -- 150/65 160/71
FERROUS SULFATE -- 150/65 160/71
8-8-8 FERTILIZER -- NR 120/49
FLUOBORIC ACID -- NR 120/49
FLUSOILICIC ACID -- NR 160/71
FORMALDEHYDE 5 - 30 NR 100/38
FORMIC ACID 25 NR 100/38
FUEL GAS -- NR 160/71
FUEL OIL 100 NR 100/38
GAS NATURAL -- NR 160/71
GASOLINE AUTO -- NR 160/71GASOLINE AVIATION -- NR 160/71
GASOLINE ETHYL -- NR 160/71
GASOLINE SOUR -- NR 160/71
GLUCONIC ACID -- NR 160/71
GLUCOSE 100 150/65 180/82
GLYCERIN 100 150/65 180/82
GLYCOL ETHYLENE -- 150/65 160/71
GLYCOL PROPYLENE -- 150/65 160/71
GLYCOLIC ACID -- NR 160/71GOLD PLATING SOLUTION -- NR 160/71
HEPTANE 100 100/38 150/65
HEXANE 100 100/38 150/65
HEXALENE GLYCOL -- 150/65 160/71
HYDRAULIC FLUID 100 NR 120/49
HYDROBROMIC ACID 5 - 50 100/38 150/65
HYDROCHLORIC ACID 10 - 30 NR 120/49
HYDROCYANIC ACID -- 150/65 160/71
HYDROFLUORIC ACID -- NR NRHYDROFLOUSILIC ACID 10 NR 160/71
HYDROZINE 100 NR NR
HYDROGEN BROMIDE, DRY -- NR NR
HYDROGEN BROMIDE, WET GAS -- NR 160/71
HYDROGEN CHLORIDE, DRY GAS -- NR 160/71
Chemical Compatibility Guide
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Hydrosulfite Bleach – Myristic Acid
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
HYDROSULFITE BLEACH -- NR 120/49
HYPOCHLORUS ACID -- NR 160/71
IRON PLATING SOLUTION -- NR 160/71
IRON & STEEL CLEANING BATH -- NR 160/71
ISOPROPYL AMINE -- NR 100/38
ISOPROPYL PAMITATE -- 150/65 160/71
JET FUEL -- NR 160/71
KEROSENE -- NR 160/71
LACTIC ACID -- NR 160/71
LAUROYL CHLORIDE -- NR 160/71
LAURIC ACID -- NR 160/71
LEAD ACETATE 100 NR 120/49
LEAD CHLORIDE 10 120/49 150/65
LEAD NITRATE 10 NR 100/38LEAD PLATING SOLUTION -- NR 160/71
LEVULINIC ACID -- NR 160/71
LINSEED OIL -- 150/65 160/71
LITHIUM BROMIDE -- 150/65 160/71
LITHIUM CHLORIDE 25 NR 120/49
LITHIUM SULFATE -- 150/65 160/71
LITHIUM HYDROXIDE 10 NR 120/49
MAGNESIUM BISUFITE -- NR 160/71
MAGNESIUM CARBONATE 10 100/38 150/65MAGNESIUM CHLORIDE 10 100/38 150/65
MAGNESIUM HYDROXIDE 10 NR 120/49
MAGNESIUM NITRATE 10 NR 120/49
MAGNESIUM SULFATE 10 100/38 120/49
MALEIC ACID 100 150/65 150/65
MERCURIC CHLORIDE 10 120/49 150/65
MERCUROUS CHLORIDE 10 120/49 150/65
METHANOL -- NR 160/71
METHYLENE CHLORIDE -- NR NRMETHYL ETHYL KETONE @120F -- NR NR
METHYL ISOBUTYL CARBITOL -- NR NR
METHYL ISOBUTYL KETONE -- NR NR
METHYL STYRENE -- NR NR
MINERAL OIL 100 150/65 150/65
Chemical Compatibility Guide
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Naptha – Potassium Dichromate
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
NAPTHA 100 150/65 150/65
NICKEL CHLORIDE 10 120/49 150/65
NICKEL NITRATE 10 120/49 150/65
NICKEL PLATING: .4% Boric Acid -- NR 160/71
NICKEL PLATING: 11%Nickel Sulfate,
2% Nickle Chloride, 1% Boric Acid -- NR 160/71
NICKEL PLATING: 44% Nickel Sulfate,
2% Ammonium Chloride, 4% Boric Acid -- NR 160/71
NICKEL SULFATE 10 120/49 150/65
NITRIC ACID 5 - 30 NR 100/38
NITRIC ACID FUMES -- NR NR
NITROBENZENE -- NR NR
OCTONOIC ACID -- NR 160/71
OIL, SOUR CRUDE 100 NR 120/49
OIL SWEET CRUDE 100 NR 120/49
OLEIC ACID 100 120/49 150/65
OLEUM (FUMING SULFURIC) -- NR NR
OILVE OIL -- 150/65 160/71
OXALIC ACID -- 150/65 160/71
PEROXIDE BLEACH: 2% Sodium Peroxide-
96% .025 Epsom Salts, 5% Sodium Silicate
42° Be, 1.4% Sulfuric Acid 66°Be -- 150/65 160/71
PHENOL 10 NR NR
PHENOL SULFONIC ACID -- NR NR
PHOSPHORIC ACID 5 - 50 100/38 150/65
PHOSPHORIC ACID FUMES -- 150/65 160/71
PHOSPHORUS
PENTOXIDE -- 150/65 160/71
PHOSPHOROUS TRICHLORIDE 100 NR NR
PHTHALIC ACID 100 NR 120/49
PICKLING ACIDS: Sulfuric and
Hydrochloric -- 150/65 160/71
PICRIC ACID ALCOHOLIC -- 150/65 160/71
POLYVINYL ACETATE LATEX -- NR 160/71
POLYVINYL ALCOHOL 100 NR 100/38
POLYVINYL CHLORIDE LATEX: With
35(Parts Drop) -- NR 120/49
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Chemical Compatibility Guide
Potassium Ferricyanide – Sodium HexametaphosphatesPultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
POTASSIUM FERRICYANIDE -- 150/65 160/71
POTASSIUM HYDROXIDE 10 NR 150/65
POTASSIUM NITRATE 10 120/49 150/65
POTASSIUM PERMANGANTE 100 100/38 150/65
POTASSIUM PERSULFATE -- NR 160/71
POTASSIUM SULFATE 10 120/49 150/65
PROPIONIC ACID 1 - 50 NR 120/49
PROPIONIC ACID 50 - 100 NR NR
PROPYLENE GLYCOL 100 150/65 150/65
PULP PAPER MILL EFFLUENT -- NR 160/71
PYRIDINE -- NR NR
SALICYLIC ACID -- NR 140/60
SEA WATER -- 150/65 150/65
SEWAGE TREATMENT -- NR 100/38
SEBACIC ACID -- NR 160/71
SELENIOUS ACID -- NR 160/71
SILVER NITRATE -- 150/65 160/71
SILVER PLATING SOLUTION: 4% Silver
Cyanide, 7% Potassium, 5% Sodium Cyanide,
2% Potassium Carbonate -- NR 160/71
SOAPS -- NR 160/71
SODIUM ACETATE -- NR 160/71
SODIUM BENZOATE -- NR 160/71
SODIUM BICARBONATE -- 150/65 160/71
SODIUM BIFLUORIDE -- NR 160/71
SODIUM BISULFATE -- 150/65 160/71
SODIUM BISULFITE -- 150/65 160/71
SODIUM BROMATE -- 150/65 140/60
SODIUM BROMIDE -- 150/65 160/71
SODIUM CARBONATE 0 - 25 NR 160/71
SODIUM CHLORATE -- NR 160/71
SODIUM CHLORIDE -- 150/65 160/71
SODIUM CHLORITE 25 NR 160/71
SODIUM CHROMATE -- 150/65 160/71
SODIUM CYANIDE -- NR 160/71
SODIUM DICHROMATE -- 150/65 160/71
Chemical Compatibility Guide
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Sodium Hydroxide – Tin Plating Solution
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
SODIUM HYDROXIDE 0 – 5 NR 150/65
SODIUM HYDROXIDE 5 - 25 NR 150/65
SODIUM HYDROXIDE 50 NR 150/65
SODIUM HYDROSULFATE -- NR 160/71
SODIUM HYPOCHLORITE 10 NR 120/49
SODIUM LAURYL SULFATE -- 150/65 160/71
SODIUM MONO-PHOSPHATE -- 150/65 160/71
SODIUM NITRATE -- 150/65 160/71
SODIUM SILICATE -- NR 120/49
SODIUM SULFATE -- 150/65 160/71
SODIUM SULFIDE -- NR 120/49
SODIUM SULFITE -- NR 120/49
SODIUM TETRA BORATE -- 150/65 160/71
SODIUM THIOCAYNATE -- NR 160/71
SODIUM THIOSULFATE -- NR 160/71
SODIUM POLYOPHOSPHATE -- NR 160/71
SODIUM XYLENE SULFONATE -- NR 160/71
SODIUM SOLUTIONS -- NR 160/71
SODIUM CRUDE OIL -- 150/65 160/71
SOVA OIL -- 150/65 160/71
STANNIC CHLORIDE -- 150/65 160/71
STANNOUS CHLORIDE -- 150/65 160/71
STEARIC ACID -- 150/65 160/71
STYRENE -- NR NR
SUGAR, BEET AND CANE LIQUOR -- NR 160/71
SUGAR, SUCROSE -- 150/65 160/71
SULFAMIC ACID -- NR 160/71
SULFANILIC ACID -- NR 160/71
SULFATED DETERGENTS -- NR 160/71
SULFUR DIOXIDE, WET OR DRY -- NR 160/71
SULFER, TRIOXIDE/AIR -- NR 160/71
SULFURIC ACID 0 - 30 150/65 160/71SULFURIC ACID 30 - 50 NR 160/71
SULFURIC ACID 50 - 70 NR 120/49
SULFUROUS ACID 10 NR 100/38
SUPERPHOSPHORIC ACID: 76% P205 -- NR 160/71
TALL OIL -- NR 150/65
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Toluene – Zinc Sulfate
Pultex® Structural Profiles
Chemical Environment Concentration
1500/1525 Srs.
Temp. Max
1625 Srs.
Temp. Max
Percentage F/C F/C
TOLUENE -- NR NR
TOLUENE SOLFONIC ACID -- NR 160/71
TRANSFORMER OILS: Mineral Oil Types,
Chloro-phenyl Types -- NR NR
TRICHLOR ACETIC ACID 50 NR 160/71
TRICHLORETHYLENE -- NR NR
TRICHLOROPENOL -- NR NR
TRICRESYL PHOSPHATE +A618 -- NR 120/49
TRIDECYLBENZENE SULFONATE -- NR 160/71
TRISODIUM PHOSPHATE -- NR 160/71
TURPENTINE -- NR 100/38
UREA -- NR 140/60
VEGETABLE OILS -- 150/65 160/71
VINEGAR -- 150/65 160/71
VINYL ACETATE -- NR NR
WATER:
DEIONIZED -- 150/65 160/71
DEMINERALIZED -- 150/65 160/71
DISTILLED -- 150/65 160/71
FRESH -- 150/65 160/71
SALT -- 150/65 160/71
SEA -- 150/65 160/71
WHITE LIQUOR (Pulp Mill) -- NR 160/71
XYLENE -- NR NR
ZINC CHLORATE -- 150/65 160/71
ZINC NITRATE -- 150/65 160/71
ZINC PLATING SOLUTION: 9% Zinc
Cyanide, 4% Sodium Cyanide, 9% Sodium
Hydroxide -- NR 120/49
ZINC PLATING SOLUTION: 49% Zinc
Fluoroborate, 5% Ammonium Chloride, 6%
Ammonium Fluoroborate -- NR 160/71
ZINC SULFATE -- 150/65 160/71
ANNEX 2
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ANNEX 3
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DET NORSKE VERITAS
TYPE APPROVAL CERTIFICATE
CERTIFICATE NO. F-20540
This is to certify that theFRP Grating
with type designation(s)Jossongrate (Powergrate) Pultruded and Molded Fiberglass Grating
Manufactured by
Nantong Josson New Material Technology Co., Ltd.
Nantong Jiangsu, China
is found to comply withDet Norske Veritas' Offshore Standards
Det Norske Veritas' Rules for Classification of ShipsDet Norske Veritas' Interpretation of SOLAS 1974 Convention as Amended
ApplicationFor use in locations according to enclosed Structural Fire Integrity Matrix. Application is to be considered and
accepted for each case/project.
This Certificate is valid until 2017-12-31.
Issued at Høvik on 2013-10-10
DNV local station: Nantong
Approval Engineer: Ragnar Tonjer
for Det Norske Veritas AS
Petter Langnes
Head of Section
Certificate No.: F-20540File No.: 471.53Job Id.: 262.1-015791-1
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Product description“Jossongrate (Powergrate) Pultruded Fiberglass Grating” with the following properties and test results:
Product name (ref. test report) Flame SpreadIndex
SmokeDeveloped Index
Weight[Kg/m
2]
IFR-25 (ISOPHTHALIC RESIN), I6015, 1 ½ ” THICK, 60% OPENING 20 400 16.1
VEFR-10 (VINYL ESTER RESIN), I6015, 1 ½ ” THICK, 60%OPENING
5 350 16.1
“Jossongrate (Powergrate) Molded Fiberglass Grating” with the following properties and test results:
Product name (ref. test report) Flame SpreadIndex
SmokeDeveloped Index
Weight[Kg/m
2]
OFR-25 (ORTHOPHITHALIC RESIN), 1” THICK x
1 ½” x 1 ½” SQUARE MESH
15 250 12.3
IFR-10 (ISOPHTHALIC RESIN), 1” THICK x 1 ½” x 1 ½” SQUARE MESH
0 135 12.3
IFR-25 (ISOPHTHALIC RESIN), 1” 1/2” THICK x1 ½” x 1 ½” SQUARE MESH
15 200 19.5
VEFR-10 (VINYL ESTER RESIN) 1” THICK x 1 ½” x 1 ½” SQUARE MESH
0 195 12.3
Application/Limitation
For use in locations according to enclosed Structural Fire Integrity Matrix.
Structural Fire Integrity Matrix.
Location
Service IFR-25, VEFR-10,OFR-25, IFR-10,
IFR-25 and VEFR-10
Machinery Spaces 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
NO
Cargo Pump Rooms All personnel walkways, catwalks, ladders,platforms or access areas
NO
C H ld W lk hi h b d f
Certificate No.: F-20540File No.: 471.53Job Id.: 262.1-015791-1
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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.
Certificate Number: 07-SQ289844-1-PDA08/JAN/2014
ANNEX 4
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Confirmation of Product Type Approval
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
Certificate Number: 07-SQ289844-1-PDA
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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
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(July 30, 2015)
1. Definitions
Supplier: Delta Composites, L.L.C.23219 West Hardy Road
Spring, Texas 77373
(281) 907-0619Purchaser: Heumann Environmental Company, LLC.
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
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The top of grating shall beinstalled 4'-0" below the bottom
of the concrete top slab. Thereshould be approx. 4-foot clearheight. This applies to CSO097only - Line L.
e gate s ou e ocateon the 5'-0" side (not 7'-0" side).See Sheet C-38 and referencegate shop drawings. Reviseframing and grating configuration.
Resubmit this drawing under
separate cover for review/approval.
Hinged Grating Section
top related