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Structural analysis | Bond properties between corrosion resistant reinforcing steel and concrete.
This research program aimed to identify differences in the bond characteristics of corrosion resistant steel bars embedded in concrete relative to standard ASTM A615 reinforcing steel.
An experimental program was conducted where reinforcing steel bars were embedded in blocks of concrete and then pulled out while recording tensile load and bar slip
Beam End Test Specimen Dimensions and Details:
The typical beam end test specimen is a 24 in. by 11.25 in. by 9 in. concrete block with a reinforcing steel bar embedded as shown in Figure 11. Grouped forms were constructed out of 0.75 in. thick plywood and 2 in. x 12 in. boards, such that 1 form could hold 9 individual specimens.
The reinforcing steel was embedded in the concrete with a bonded length, Le=4 in. The short bonded length, achieved by embedding the majority of the bar in 1 in. diameter polyvinyl chloride (PVC) pipe, was employed to encourage a pullout failure of the bar from the concrete before bar yielding.
that preliminary tests documented in Johnson (2010) demonstrated that for Le 5 in. the steel yielded before bar pullout for the #4 bars. The experiments described in the following sections demonstrate that even with Le=4 in. that many of the #4 bars failed by yielding, an unexpected result.
Beam End Test Frame Details:
The beam end tests were performed with the structural loading frame
The frame provided a self-equilibrating reaction for a 50 kip MTS tension/compression servo controlled hydraulic actuator that pulled on the test bar embedded in the beam end specimen
The moment frame was flanked by two W21x55 beams anchored to the structure’s lab reaction floor.
A steel C8x13.75 beam spanned between the W21x55 beams and served as the lateral compression reaction at the top of the beam end specimen
A steel 4x4x¼ square HSS section served as the bottom lateral compression reaction. A built-up steel angle spanned between the W21x55 floor beams to provide the compression reaction across the top of each specimen
The compression brace was anchored to the floor beams with two 1 in. diameter A325 bolts tightened to a torque of 80 lb·ft. with an impact wrench
Relative Rib Area and Load-Slip Response:
Although the primary focus of this study was to explore the load-slip behavior between CRR bar types, the testing results have made it clear that relative rib area is the most influential parameter affecting load-slip response
Another important observation from this study was that stainless steel had on average a lower bond stiffness than A615 steel when comparing bars with similar relative rib areas.
Another important observation from this study was that stainless steel had on average a lower bond stiffness than A615 steel when comparing bars with similar relative rib areas.
Effect of Epoxy Coating on Load-Slip Response:
The load-slip response clearly demonstrate that the Zbar epoxy coating reduces the chemical adhesion between concrete and the reinforcing steel, however the presence of epoxy does not influence the mechanical bond stiffness and bond strength when comparing A615 bars with similar relative rib areas.

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civil engineering structural | Analysis of the relative rib area of reinforcing bars pull out tests : https://www.youtube.com/watch?v=nT8zy_WHgjE

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Departmental Procedures & Guidelines for Inspections, Certifications, Load Testing, Repairs & Painting of Fire Escapes
Inspections by Structural Engineers, Fire Escape Engineers or others acceptable to the Official:
In layman’s terms, the city official is looking for a registered structural engineer or others qualified and acceptable by the Fire/Code Official to do a Critical Examination in lieu of a Live Load Test (criteria submitted or discussed prior to inspection) and issues written verification and certification that all connections are free of internal rust or rot as well as all original hardware (square head bolts or rivet) are reinforced and or replaced in lieu of Live Load Test. All supports (thru-bolts or cemented) into the wall must be verified and certified in lieu of Live Load Test. A fire escape confidence test and tag must be submitted if fire escape passed. The report with photos identifying violations for repairs must include repair criteria submitted to the official for repair vendor to use as a guide during and with engineer oversight of permitted repairs. A Fire Escape Confidence Test and tags identifying certified condition are then submitted. Recommended cycle for live load testing is 20 yrs after total refurbishment or as required by official.

Repairs by Ornamental Ironworkers, Welding Companies or others acceptable to the Official:

In layman’s terms, the city official is looking for a qualified licensed repair vendor to do all work under repair permit (if required) with engineer oversight of repair criteria submitted for approval to the official in lieu of Live Load Test. All connections must be free of internal rust or rot, spot primed and sealed. All worn material repaired and or replaced. All supports into wall reinforced, repaired and certified in a Fire Escape Confidence Test. In lieu of Live Load Test, all square head bolts, rivets and or welded connections must be certified, reinforced and or replaced based on age or condition. All ladders and cantilevers must be balanced and drop 2-3 ft per second, hit the ground and stay down and must lead to a public way. All roof ladders must be secure. No full painting of any fire escape until all spot painted repairs are inspected and certified under engineer oversight and or city official permit sign-off. Full replacement is subject to permits and or possible code upgrade requirements.
Painting by EPA Licensed Renovators (if lead paint is present) or others acceptable to Official:
In layman’s terms, the city official is looking for a paint vendor (EPA Certified Renovator if required) to do all work as per EPA Guidelines due to the fact that all fire escapes older than 1978 are presumed to have lead (EPA) unless identified as no lead or low lead by a licensed lead inspector. Entire building will be notified with signage and all precautions shall be taken to collect paint chips at grade. No sandblasting or power assisted scraping without full fire escape encapsulation under EPA Guidelines. All major connection shall be sealed from water intrusion before during or after painting. All escapes should be spot painted every 3-5 yrs and fully painted every 5-10 yrs or as needed or ordered by a Fire/Code Official.
Fire Escape Codes:
MASS BUILDING CODE 1001.3 TESTING AND CERTIFICATION ALL EXTERIOR BRIDGES, STEEL OR WOODEN STAIRWAYS, FIRE ESCAPES AND EGRESS BALCONIES SHALL BE EXAMINED AND OR TESTED, AND CERTIFIED FOR STRUCTURAL ADEQUACY AND SAFETY EVERY FIVE YEARS, BY A MASS REGISTERED PROFESSIONAL ENGINEER, OR OTHER QUALIFIED AND ACCEPTABLE TO THE BUILDING OFFICIAL, WHO SHALL THEN SUBMIT AN AFFIDAVIT TO THE BUILDING OFFICIAL.

For more information please visit our website at https://fireescapeengineers.com or call 866-649-0333
Fire Escape Engineers is an approved member of the Fire Escape Services Network https://www.fireescpeservices.com and a founding member of the National Fire Escape Association (NFEA) https://www.nationalfireescapeassociation.org