ILP Durham CPD: Why a site visit is important on a traffic route

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Institution of Lighting Professionals

By Kevin Hill from Stainton Lighting Design

Presentations & Public Speaking

Importance of Site Visit Prior
to Design
Stainton Lighting Design Services Ltd
Kevin Hill
Junior Lighting Designer

My Background
• School into college
• Started an apprenticeship at SLDS
• Office based lighting designer
• Developing experience in civils or installation

A19 Easington Stockton Road
• Traffic route
• Full new scheme
• Everything done to current
standards in terms of passive
columns and barrier working
widths
• We were awaiting TOPO but
needed to start or you may not
get TOPO
• First approach (outline positions
at max spacings)

Site Visit
• Google maps
• Plans with proposed locations
• Without site visit some problems may not of been identified
• Maybe identified further down the line
• Doubling back or starting again
• Scheme hitting the ground then finding the problems

Changes to Design
• Fixed Location items affecting design
• Overhead lines
• Bridge decks
• Walls
• Start and end of the scheme
• Instead of max spacings we are now taking average between these
fixed positions

Safety Barrier
• Why are the barriers
there?
• What do they do?
• Working width of barrier
• Setback from 2m to
3m+

Common Barrier Types
• OBB (Open box beam)
• TCB (Tension corrugated barrier)

Barrier Standards Requirements
• CD377 (Requirements for road restraint systems) was TD19/06
• BSEN1317-2 (Compliant Road Restraint Systems)
Type Containment
Level
Post Spacings Value used
after June 2005
TCB (single
sided)
N2 3.2
1.6
W6
W5
OBB (single
sided)
N2 2.4
1.2
W5
W4
Working width up to
but not exceeding
Class of working
width level
0.6 W1
0.8 W2
1.0 W3
1.3 W4
1.7 W5
2.1 W6
2.5 W7
3.5 W8
Safety barrier
containment level
(Minimum “full
height” lengths of
safety barrier) In
advance of hazard
(Minimum “full
height” lengths of
safety barrier)
Beyond hazard
Normal (N2 or N2) 30m 7.5m
Higher (H1 or H2) 30m 10.5m
Very high (H4a) 45m 18m

Embankments
• Google view
• Civils issue on top of lighting
design issue
• Can you avoid it?
• Weigh up stronger barrier vs
planting on embankment
(buildability and costs)

Bridge Decks
• Flange bolts and foundation not
guaranteed life
• Columns in front of VRS
• 18m columns (12m nominal
height

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The shear capacity of slabs under concentrated loads is particularly of interest for bridge decks under concentrated live loads. Often, one-way shear will be analyzed by considering the slab as a wide beam (without taking advantage of the transverse load redistribution capacity of the slab) and two-way shear by considering the punching area around the load. Since experiments showed that the failure mode of slabs under concentrated loads is a combination of one-way and two-way shear as well as two-way flexure, a method was sought that bridges the gap between traditional one-way and two-way shear approaches. The proposed method is a plasticity-based method. This method is based on the Strip Model for concentric punching shear and takes the effects of the geometry into account for describing the ultimate capacity of a slab under a concentrated load. The model consists of “strips” that work with arching action (one-way shear) and slab “quadrants” that work in two-way shear. As such, the resulting Extended Strip Model is suitable for the design and assessment of elements that are in the transition zone between one-way and two-way shear.

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