In AWWA D103, Sec. 14.3 Seismic Design Loads
H = distance from bottom of shell to MOL in feet (m)
What does MOL mean?
From comparison with API 650 I think it is the maximum water water level, so Max Operating Level perhaps?
I am puzzled by this. P1 and P2 are referred to as pressure components but the units are kN/m height.
How is PT converted to hoop tension?
Referring to AWWA D103 it would appear that this is the hoop tension and hence the stress will be PT/t .
If this is so then it should read;
P1 =...
When creating a new layer DS gives a list of standard colours; White, Blue, Cyan, Green, Magenta, Red, Yellow. I would like to change some of these; e.g. change Yellow to Orange so that I have custom set of standard colours next time I open draftsight.
How can i do this?
Ooo eee ooo ah ah ting...
Background: I'm actually designing water tanks in Australia but due to lack of relevant information I have turned to API-650 for some design criteria. API-650 uses Allowable strength design (ASD) while Australia used Limit state design (LSD). I'm trying to understand the API-650 provisions to...
What is the current thinking on using plastic bar chairs in a surface facing a high corrosion zone; b1 B1 or greater?
My understanding is that these can create a path that will enable the surrounding environment to permeate through the cover zone and so should not be used. (AS 3735—2001 -...
AS 2034:2019
5.3.2.1 General
To ensure that the tank will not buckle due to wind action, the following shall apply:
(a) Wall panels shall be designed in accordance with this Section to withstand wind
buckling from wind actions determined from Section 4. Irrespective of any
requirements for...
I have two questions about combination factors with internal pressure.
(1) Table 5.5 (a) and (b) show internal pressure acting in the same direction as the external roof pressure, i.e. opposite sign. Does this mean that if the internal pressure acts in the opposite direction, i.e. same sign...
Looking at AS2870-2011 I see the Design action effects and Design bearing capacityare defined as follows
1.4.2 Design action effects
Design for serviceability and safety against structural failure or bearing failure shall be based on design actions due to-
(a) permanent action plus 0.5 imposed...
I have been asked to design /check a range of nozzle connections to water tanks, similar to the picture. This is a bolted corrugated water tank with ~2m head at the nozzle. Ideally the pipework is meant to be independently supported so the nozzle connection should not have to support significant...
AS3600 - 8.1.6 Minimum strength requirements
8.1.6.1 General
The ultimate strength in bending (Muo) at critical sections shall be not less than (Muo)min, the
minimum required strength in bending at a critical cross-section, and is given by—
(M uo)min =1.2 [Z f´ct.f + Pe / Ag Pee]
Removing...
Can anyone direct me to a design guide for a through bolt connection to a CHS? E.g. see below where the CHS is in tension/compression. Since there is no bolt head/nut on the inside of the CHS to clamp the joint I understand the capacity can be lower than for a normal connection, however the...
I’m designing a lap shear connection in a cold formed corrugated steel tank to AS/NZS 4600. Shear is horizontal as shown in the drawing.
Calculating bearing capacity to AS/NZS 4600 - 5.3.4.2 the washers don’t make full contact with the plate so I designed it for “Single shear and outside sheets...
Re thread744-269173
Attn jhardy1, apsix
Update.
For a current design I came back to this old thread and found a copy of "The Behaviour & Design of Steel Structures to EC3" 4th Ed, 2008
The formula they give for the limiting stiffness of a lateral restraint is
αL=16 pi^2 EI/L^3
AS 2304 - 5.3.2.5 Limit state buckling pressure
The limit state buckling pressure shall be determined by the following equation:
Pf = 0.65 x Pc . . . 5.3.2.5
The value of Pf shall be greater than the wind actions determined in Section 4 of this Standard.
The code is not clear which wind...
I'm designing a ring beam for a bolted water tank on ground and the site has expansive soil (high shrink/swell).
Are there any extra precautions I need to take or design methods?
According to AS 2304:2019 Water storage tanks for fire protection systems, Clause 4.1
"The design life of water tanks for fire protection systems for the determination of design
actions within this Section shall be a minimum of 25 years and a minimum importance level
of 2 as specified in AS/NZS...
I’d like some advice for a design I’m working on for a water tank. I have reached a conclusion of my own but I’d like to hear some more opinions.
This is a typical bolted tank with a membrane liner. There are corrugated steel walls and roof and no base. The liner sits directly on the ground...
I'm designing a steel tank with no floor and a liner to contain water. Since the liner is ground supported any water in the tank does not contribute to overturning resistance.
However if there is a negative internal pressure acting on the roof that would resist overturning. Since there is a...
