On 14th of May, 2018, Structville Integrated Services announced the commencement of Structville Design Challenge for civil engineering students in Nigeria. (If you missed it, you can read post HERE). By the special grace of God, the competition has come and gone, and I wish to appreciate everyone who participated in the exercise.
The price money goes as follows; 1st position – NGN 10,000 2nd position – NGN 3,000 3rd position – NGN 2,000
Competition Details Total number of successful applicants = 20 Total number of scripts submitted by dead line = 14 Total number of accepted scripts = 12 Total number of assessed scripts = 12
Rationale Human capacity building in Nigeria has become a necessity, and we must all wake up to that fact. The motivation to start up something is one thing, but staying motivated to finish it up is another thing. The main aim of this competition was to steer the younger generation to a path of creativity, curiosity, technical capacity, problem solving, and tenacity. It was also designed to make them optimistic and look forward to a wonderful career in structural engineering.
While assessing the scripts, I made a lot of observations, and I will briefly summarise them using the points below;
(1) A lot of participants disregarded the first instruction of the exercise which was to pay attention to details. A lot of people lost marks by assuming weight of finishes, when the details of the finishes were clearly specified. Other people quoted values and formulars without properly referencing them. This affected a lot of people.
(2) In most cases, there was poor reading and interpretation of the architectural drawing. All those who modified the structure significantly lost a lot of marks. However, I saw a lot of brilliance in some people with the way they managed the complexities of the architectural drawing, and produced a very good design. Some others came up with interesting GA’s that are stable and buildable, but not very economical, so they lost marks in that aspect. For some others, they came up with GA’s that are good, but did not reflect it properly in their analysis.
(3) No single person from South-East or South-South part of Nigeria participated in the exercise. I hope to see more of them next time.
(4) Finally, structural design is not about evaluating M/fcubd2 and providing 2Y16, but it is more about the processes that led to the result, and the ability to execute the design economically, with adequate reliability.
So this is the result of the challenge;
I wish to say a very big congratulations to the winners;
1st Position – USMAN UMAR (Ahmadu Bello University, Zaria) 2nd Position – Ogungbire Adedolapo (Osun State University, Osogbo) 3rd Position – Olajide Bukoye (Federal Polytechnic Offa, Kwara State)
We will be celebrating them with their certificates and prize money in our next post. Structville will engage all the participants with corrections, recommendations, and discussion on all aspects of the design. Thank you, and God bless you.
One of the most common concepts for the construction of sports stadiums today involves having precast concrete terrace units (seating decks) spanning between raker beams while at the same time, resting on each other. The successive arrangement of these precast seating units on the raker beams forms the grandstand of the stadium. The raker beams are usually formed in-situ with the columns of the structure and form part of the structural frame of the grandstand. It is also feasible to construct precast raker beams as was done in the Corinthians Arena Sao Paolo, Brazil for the 2014 FIFA world cup.
Double L precast seating units for stadium
Typical section through a grandstand
Precast seating decks are usually made of L-shaped reinforced concrete units of length between 7-8 meters spanning between the raker beams. The seating decks also rest on each other. The role of the third (resting support) is to stop the units from undergoing excessive twisting, and in general, provide extra stability.
Seating units are used to span between raker beams and form the exposed surface to which the seats are bolted onto. The seating units are fabricated in moulds depending on the length of the span, angle of inclination/curve, and support conditions. The precast seating units can be easily installed on-site, and when the joints between units have been sealed, they form an effective barrier against external elements. They can also be easily installed in steel structures.
In a 2011 study at the University of Bath, human perception of vibration due to synchronised crowd loading was studied. Standard precast seating decks of 5.6 m length were used for the study. The precast seating decks used in the study were surpluses from a real premiership stadium project. The initial design length was 7.6 m but was cut to 5.6 m for the purpose of the study. The set up of the test rig is shown below.
Grandstand test set-up (Browning, 2011)
The precast seating deck used in the study was designed according to the requirements of BS 8110-1:1997 with a design live load of 4 kN/m2 for an assembly area with fixed seating. The live load was increased to 5 kN/m2 to allow for dynamic magnification (Browning, 2011). The model was observed to have an empty natural frequency of 6.47 Hz.
Precast seating deck used in the study (Browning, 2011)
In a 2018 study in Romania, the serviceability of stadium seating decks under dynamic loading was evaluated. In the study, precast seating decks 150 mm thick with a total span of 9.28 m were used. The length of the horizontal flange was 990 mm while the vertical flange was 440 mm. Under the support conditions used in the study, a natural frequency of 6.75 Hz in the unloaded state was observed from the experiment. When numerically evaluated, a natural frequency of 6.76 Hz was observed for the unloaded structure and 4.75 Hz for the loaded structure.
The British design code BS 6399-1 sets the lower limit of the fundamental frequency for vertical vibrations of unloaded seating decks to 8.4 Hz, while the Green Guide (IStructE Dynamic performance for Permanent Grandstands subject to Crowd Action, 2008) set the same limit to 6 Hz but taking into account the weight of people on the structure. The authors concluded from the study that the section satisfied structural safety requirements, but human comfort due to vibration may be a major concern.
Design Example
Let us design a 6m long precast seating deck for a stadium with a section shown below;
fcu = 35 N/mm2; fyv = 460 N/mm2; fy = 460 N/mm2 Concrete cover = 30 mm Unit weight of concrete = 24 kN/m3
Loading Analysis Load type = uniformly distributed loading
Dead Load Self weight of the unit = (24 × 0.15 × 0.25) + (24 × 0.15 × 0.95) = 4.32 kN/m Make allowance for stair units, seats, and railings = 2 kN/m2
Live Load For grandstands with fixed seating = 4 kN/m2 Making allowance for dynamic magnification qk = 5 kN/m2
At ultimate limit state; n = 1.4gk + 1.6qk n = 1.4(6.32) + 1.6(5) = 16.848 kN/m
Design Moment Mmax @ 3.0m = (ql2)/8 = (16.848 × 62)/8 = 75.816 kN.m End shears V = ql/2 = (16.848 × 6)/2= 50.544 kN
Design of the section (web) to resist the applied moment M = 75.816 kN.m Effective depth d = h – Cc – ∅⁄2 – ∅links
Assuming Y16mm for main bars and Y8mm for links d = 400 – 30 – 10 – 8 = 352 mm
b = bw = 150mm (since the flange is at the tension zone) k = M/fcubd2 = (75.816 × 106)/(35 × 150 × 3522) = 0.116 la = 0.5 + √[0.25- 0.116/0.9] = 0.848
For concrete grades greater than 25 N/mm2 vc = vc(fcu/25)1/3 = 0.69 × (35/25)1/3 = 0.772 N/mm2
0.772 N/mm2 < 0.957 N/mm2 0.5 vc < v < (vc + 0.4)
provide minimum links with spacing sv = (0.95AsvFyv)/0.4bv (Trying 2 legs of Y8mm bar) sv = (0.9 5 × 107 × 460)/(0.4 × 150) = 735.62mm
Maximum spacing of links = 0.75d 0.75 × 352 = 264m Provide Y8 @ 250mm c/c links
Simplified dynamic consideration of the section BS 6399 part 1: 1996 gave the following limit for the vertical frequency for structures subject to synchronized crowd loads = 8.4 Hz. IStructE Dynamic Performance for permanent Grand Stands (2008) gave the following limits;
3.5 Hz for viewing typical sporting events and classical concerts. 6 Hz for pop concerts and high-profile sporting events. (3.5 Hƶ is given as the minimum vertical frequency acceptable for an empty grandstand).
The natural frequency for simply supported beams subjected to UDL (when the grandstand is empty, consider dead load only) is given by (considering the first mode of vibration);
Where; Ed = dynamic modulus of elasticity of the concrete. It = Transformed moment of inertia L = Span of section g = acceleration due to gravity (m/s2) w = Applied load (udl) = gk = 6.32 kN/m
An empirical relationship for concrete’s elastic modulus and dynamic modulus is given below;
Ec = 1.25Ed – 19 (BS 8110-2)
Where both units of Ec and Ed are in kN/mm2
Ec,28 = 20 + 0.2fcu = 20 + 0.2(35) = 27 kN/mm2
This expression does not apply for lightweight concretes or concrete that contains more than 500 kg/m3 of cement. Hence, Ec = 1.25Ed – 19 27 kN/mm2 = 1.25Ed – 19 Ed = 46/1.25 = 36.8 kN/mm2
Ed = 3.68 x 107 kN/m2 EdIt = 3.68 x 107 x 1.65 x 10–3 = 60720 kN/m2 To account for a cracked section, let us say EdIt = 0.75 x 60720 = 45540 kN/m2
This satisfies the IStructE and BS 6399 requirements for empty grandstands. The natural frequency should also be calculated for the whole structure (3D frame) and compared with the natural frequency of the precast units. However, Salyards and Hanagan (2005) recommended that when the natural frequency of the individual seating units is way higher than the expected natural frequency of the entire structure, they could be neglected in the 3D modelling.
In modern building construction, PVC pipes (plumbing works) on the surface of buildings is not always very desirable. In a country like Nigeria, PVC surface pipes deteriorate quickly due to weather conditions thereby leading to increased maintenance costs. On the other hand, they are usually not aesthetically pleasing.
Fig 2: Surface piping in a building
To solve this problem, architects normally provide ducts for MEP services (which is the best practice) during the design of a building. Another option that is normally considered is to conceal the pipes in walls or structural members.
Two things are actually involved;
(1) If it is an intentional design, or
(2) if it is an afterthought.
When it is part of the design, the structural engineer takes into account the effect of the pipes before producing working drawings. But when it is an afterthought, there is need to carry out checks and evaluate the effect of the plumbing work on the structural element before signing off.
Fig 3: PVC pipe concealed in masonry wall
We have always seen situations in buildings where structural members are compromised in order to allow pipes and other services pass through. This should not be so because starting from the onset, we should realise that services are part of a building, and should be considered during the planning and design stage. The flow of services in a building should not be an afterthought.
Let us use this example below to highlight the effect of installing PVC pipes in reinforced concrete columns.
Example
What is the effect of passing a 75 mm diameter pipe longitudinally through an axially loaded short reinforced concrete column with the following data?
Size of column = 230 x 230 mm
Grade of concrete = 25 Mpa
Grade of steel = 410 Mpa
Reinforcement provided = 4Y16
Design axial load on column = 593 kN
Solution
From equation (39) of BS 8110-1:1997;
N = 0.35fcuAc + 0.7fyAsc
From the data provided above;
Asc = 804 mm2 (4Y16)
Ac = (230 x 230) – 804 = 52096 mm2
N = [(0.35 × 25 × 52096) + (0.7 × 410 × 804)] = 686588 N = 686.588 kN
686.588 kN > 593 kN (Therefore column is adequate without the pipe)
On introducing the 75mm PVC pipe;
Area of pipe = (π × d2)/4 = (π × 752)/4 = 4417.86 mm2
Hence;
Ac = (230 × 230) – 804 – 4417.86 = 47678.14 mm2
N = [(0.35 × 25 × 47678.14) + (0.7 × 410 × 804)] = 647931.725 N = 647.931 kN
647.931 kN > 593 kN (Therefore column is still adequate with the 75 mm pipe passing through it)
However, we should anticipate more complex interaction and verifications when the loading of the column is complex. Apart from the reduction in load carrying capacity of columns, care should be taken to ensure that the concrete is well consolidated to avoid honeycombs especially around the pipes. Also adequate care should be taken to ensure that the pipes are not leaking (inclusive of the joints) by pressure testing before concreting is done. Leakage of pipes might compromise the reinforcements by corrosion.
Summarily, adequate design and planning for pipe network in a building is the best solution – all options available should be evaluated. As far as possible, it is best to let the structural members be.
Structville daily questions
From now henceforth, Structville will be publishing daily questions on different aspects of civil engineering. You are expected to enter your response in the comment section. At the end of every week, exceptional participants will stand a chance to win some gifts. This exercise is open to participants all over the world.
Today’s Question What is the degree of static indeterminacy of the frame shown above?
Thank you for participating in exercise today, remember to enter your answer in the comment section. The main aim of this exercise to stimulate knowledge of structural analysis on the internet in a fun and exciting way. We are always happy to hear from you, so kindly let us know how you feel about Structville.
E-mail:info@structville.com WhatsApp: +2347053638996 You can also visit Structville Research for downloads of civil engineering materials.
STRUCTVILLE REINFORCED CONCRETE DESIGN MANUAL
We have this very affordable design manual available…
Do you want to preview the book, click PREVIEW To download full textbook, click HERE
Fire outbreak is a problem in buildings since it causes loss of human lives, injuries, destruction of properties, and poses serious environmental challenges. Injury and loss of life are caused by heat, inhalation of toxic gases generated by combustion of furnishings/properties, falling debris, etc. Destruction of property and structural damage and failure are caused by heat and burning of combustible material.
Prevention and control of damage due to fire can be achieved through the following means;
(1) Early detection by smoke and heat detectors or manual sighting followed by extinction of the fire by automatic sprinklers, manual application of water, foams, fire extinguishers etc.
Fig 2: Fire Sprinkler System
(2) Containment of the fire by dividing the building into fireproof compartments to prevent fire spread and smoke travels, and provision of fireproof escape routes, fire rated doors and windows, fire rated finishes, etc.
Fig 3: Fire rated doors
(3) Fire protection of load bearing structural members to ensure collapse does not occur before people can escape or the fire be extinguished. This is usually achieved by giving the building a fire rating during the design process.
Fig 4: Beams and Columns Protected By Spraying
The last two control methods form an essential part of the design considerations for steel structures (architectural and structural). All multi-storey commercial and residential buildings require fire protection of structural members, but single-storey and some other industrial buildings might not need protection.
Fire resistance requirements of buildings are usually based on the parameters influencing fire growth and development. These include:
Fire [probability of Fire occurrence, Fire spread, Fire duration, Fire load, Severity of fire…]
Ventilation conditions
Fire compartment (type, size, geometry)
Type of the structural element
Evacuation conditions
Safety of the rescue teams
Risk for the neighbouring buildings
Active fire fighting measures
Structural Considerations in Fire Design
Structural steelworks lose their strength on exposure to fire. Temperatures commonly reach 1200°C at the seat of the fire, while the critical temperature for steel is about 550°C. (see brief calculation below). At this temperature the yield stress of steel has fallen to about 0.7 of its value at ambient temperatures that is to the stress level in steel at working loads.
For instance in the calculation above, the critical temperature (failure temperature) is found to be 603°C (calculation according to EC3). The next step in the calculation is to determine the time at which the bare section reaches the critical temperature. This can offer the right information about the type of protection needed.
To request for a fully solved example of fire design (PDF) in a building, contact the author by clicking HERE.
Types of Fire Protection for Steel Structures
Solid protection for columns, where the concrete assists in carrying the load (this is not so much used in modern construction). Beams can also be cased in concrete. A concrete thickness of 50 mm will give about 2 hours protection.
Brick-clad steel-framed buildings, where brick provides the walling and fire protection, are a popular building system.
Hollow casing can be applied in the form of pre-fabricated casing units or vermiculite gypsum plaster placed on metal lathing.
Profile casing, where vermiculite cement is sprayed on to the surface of the steel member, is the best system to use for large plate and lattice girders and is the cheapest protection method. A thickness of 38 mm of cement lime plaster will give about 2 hours protection.
Intumescent coatings inflate into foam under the action of heat to form the protective layer.
Fire resistant ceilings are used to protect floor steel.
Thank you for visiting Structville today, and God bless you.
Punching shear failure occurs in a slab when the magnitude of a concentrated load (such as that from a column) exceeds the shear strength or resistance of the slab or the column punches through the slab. The failure plane is located at a certain distance from the perimeter of the column and has a funnel-shaped failure pattern. The design for punching shear resistance in flat slabs normally involves controlling the thickness of the slab or providing punching shear reinforcement.
Generically, punching is a three-dimensional, brittle failure mechanism leading to a truncated cone that separates from the slab. The shear crack develops from tangential flexural cracks and propagates into the direction of the compression zone near the column edge constricting the circumferential compression ring with increasing loads. Once the punching shear resistance is reached the shear crack intersects the uncracked compression ring leading to a sudden penetration of the column into the slab.
Typical failure pattern for punching shear
The recommendations found in BS EN 1992 (Eurocode 2) are usually followed when designing punched shear reinforcement. To assess whether punched shear reinforcement is necessary, the shear stress in the concrete is computed at the column face and at the fundamental control perimeter u1 (2d from the column face).
The position of the outside control perimeter where shear reinforcement is no longer needed (uout) is then determined if reinforcement is necessary. Shear studs are placed starting at 0.3d or 0.5d from the column face to within 1.5d of the outer control perimeter (uout), with intermediate studs spaced at 0.75d intervals.
The most cost-effective approach will often be a radial arrangement, with rails spaced either 30° or 45° apart. To meet this requirement, extra secondary rails are installed as necessary. The tangential spacing between studs is kept to within 1.5d for studs inside the basic control perimeter (u1) and 2d for studs outside the basic control perimeter.
The suggested values from BS EN 1992 can be used to design shear load VEd for internal, edge, and corner columns where lateral stability does not depend on frame action between slabs and columns and where neighbouring spans differ by less than 25%.
Design for punching shear should take moment transfer into account at the intersection of the column and slab. The design punching shear can be obtained for structures whose lateral stability is not dependent on the frame action between the slab and columns and where adjacent spans do not differ in length by more than 25% by increasing VEd by 1.15 for internal columns, 1.4 for edge columns, and 1.5 for corner columns.
Generally, the following checks should be carried out:
Ensure that maximum punching shear stress is not exceeded, i.e. vEd < vRd,max at the column perimeter
Determine whether punching shear reinforcement is required, i.e. whether vEd > vRd,c at the basic perimeter, u1
Determine whether punching shear reinforcement is required, i.e. whether vEd > vRd,c at at successive perimeters to establish uout= the length of the perimeter where vEd = vRd,c. Perimeters within 1.5 d from uout need to be reinforced.
Where required provide reinforcement such that vEd ≤ vRd,cs.
where
vEd = applied shear stress. The shear force used in the verification should be the effective force taking into account any bending moment transferred into the slab (see above)
vRd,max = design value of the maximum punching shear resistance, expressed as a stress vRd,c = design value of punching shear resistance of a slab without punching shear reinforcement, expressed as a stress vRd,cs = design value of punching shear resistance of a slab with punching shear reinforcement, expressed as a stress.
vRd,cs = 0.75 vRd,c + 1.5 (d/sr)Aswfywd,ef (1/u1d)sin a
where:
Asw = area of shear reinforcement in one perimeter around the column (subject to Asw,min) sr = radial spacing of perimeters of shear reinforcement fywd,ef = effective design strength of reinforcement (250 + 0.25d) ≤ fywd d = mean effective depth in the two orthogonal directions (in mm) u1 = basic control perimeter at 2d from the loaded area sin a = 1.0 for vertical shear reinforcement
Where required each perimeter should have Asw = (vEd – 0.75 vRd,c)sru1/(1.5 fywd,ef)
The punching shear resistance of a slab should be assessed for the basic control section (see Figure 6.12). The design punching shear resistance [MPa] may be calculated as follows:
where: fck is the characteristic compressive strength of concrete, see Table 3.1 k= 1 + √200/d ≤ 2.0 where d is the effective depth, in [mm]ρl= (ρly⋅ρlz)1/2 ≤ 2% ρly, ρlz are longitudinal reinforcement ratios in y- and z- directions respectively. Their values should be calculated as mean values taking into account a slab width equal to column width plus 3d each side σcp= (σcy + σcz)/2, where σcy, σcz are the normal concrete stresses in the critical section in y- and z- directions (in [MPa], positive if compression): σcy = NEd,y / Acy and σcy = NEd,z / Acz NEd,y, NEd,y are the longitudinal forces across the full bay for internal columns and the longitudinal force across the control section for edge columns. The force may be from a load or prestressing action. Acy, Acz are the areas of concrete according to the definition of NEd,y, NEd,y respectively CRd,c is a Nationally Determined Parameter, see § 6.4.4 (1) vminis a Nationally Determined Parameter, see § 6.4.4 (1), or (6.3N) for the calculation of vmin following the Eurocode recommendation k1 is a Nationally Determined Parameter, see § 6.4.4 (1).
Punching Shear Design Example
For the flat slab with the general arrangement as shown below, let us design the punching shear for column B1 given the following design information;
Ultimate axial force on column VEd = 400 kN Thickness of slab = 250 mm Dimension of column = 450 x 230 mm Reinforcement of slab in the longer direction = H16@150mm (As,prov = 1340 mm2) Reinforcement of slab in the shorter direction = H16@175mm (As,prov = 1149 mm2) Grade of concrete = C30 Yield strength of reinforcement = 500 Mpa Concrete cover to slab = 25mm
Solution
Effective depth of slab in y-direction dy = 250 – 25 – (16/2) = 217 mm Effective depth of slab in x-direction dx = 250 – 25 – 16 = 209 mm
Precast piles are designed to withstand stresses caused during their installation, and the load from their service life. Bored piles on the other hand and usually designed to withstand the stresses they are subjected to while supporting the superstructure and other actions as may be anticipated. These could be earthquake forces, other lateral loads, or uplift forces.
Furthermore, piles of all types may be subjected to bending stresses caused by eccentric loading, either as a designed loading condition or as a result of the pile heads deviating from their intended positions. This post is aimed at exploring the methods of providing longitudinal reinforcement for bored piles, and the minimum reinforcement acceptable.
Buckling of piles that are embedded in a firm soil cannot occur unless they are loaded beyond their capacity, hence there is no need to design such piles as slender columns. However, when the piles are projecting above the ground level, then there is a need to consider such behaviour.
Also, when a pile passes through a very weak stratum of clay with low lateral stiffness, and is founded on a hard stratum, then buckling becomes a problem. If the undrained shear strength of the soil cu is less than 10 kN/m2, then there is a need to check for buckling.
Reinforcement Requirement and Detailing of Bored Piles Section 9.8.5 of EN 1992-1-1:2004 deals with the detailing requirements of bored piles. Clause 9.8.5(3) said that bored piles with a diameter not exceeding 600mm should be provided with a minimum longitudinal reinforcement of As,bpmin. The recommended minimum longitudinal reinforcement of cast-in-place bored piles is given in Table 9.6N of EN 1992-1-1:2004 and reproduced below;
The requirement further states that the minimum diameter for the longitudinal bars should not be less than 16 mm. Piles should have at least 6 longitudinal bars and the clear distance between bars should not exceed 200 mm measured along the periphery of the pile.
However, these rules differ from the requirements of BS EN 1536:2010 + A1(2015) which states that for reinforced piles, the minimum longitudinal reinforcement shall be 4 bars of 12 mm diameter, and the spacing should be maximised to allow proper flow of concrete but should not exceed 400 mm.
According to clause 6.9.2.1 of BS 8004:2015, the design compressive resistance (Rc,d) of the reinforced length of a cast-in-place pile is given by;
Rc,d = fcdAc,d + fydAs,d
Where; fcd = design compressive strength of the concrete = (αcc × fck)/(kf × γc) αcc = factor taking into account the long-term reduction in strength of concrete (take as 0.85) fck = characteristic compressive strength of concrete kf = A multiplier to the partial factor of concrete for concrete piles cast-in-place without permanent casing (value is 1.1) γc = partial factor for concrete Ac,d = cross-sectional area of pile
fyd = design yield strength of steel = (fyk / γs) fyk = characteristic yield strength of steel γc = partial factor for steel As,d = Area of steel required
The links, hoops, or helical reinforcements are required to be designed in accordance with EC2, but the diameter of the bar should not be less than 6 mm, or one-quarter of the maximum diameter of the longitudinal bars. The maximum reinforcement should be taken as 4% of the cross-sectional area.
According to clause 6.9.2.6, of BS 8004:2015, depending on the magnitude of loading, a cast-in-situ pile may be reinforced over its whole length, over part of its length, or merely provided with short splice bars at the top for bonding into the pile cap. If the concrete pile is expected to resist tensile forces, the reinforcement should be extended down to the full length.
Solved Example
A 500 mm diameter pile has a safe working load of 540 kN and the actual load it is being subjected to is 485 kN. Provide suitable reinforcement for the pile if it is a frictional pile embedded in dense sand and the characteristic strength of concrete and steel are 30 MPa and 500 MPa respectively.
540000 = (196349.54 × 15.45) + 434.782 As,d A little consideration will show that solving for As,d will give us a negative value, therefore provide minimum reinforcement
Since Ac < 0.5 m2; As,bpmin = 0.005 × Ac,d = 0.005 × 196349.54 = 982 mm2 Provide 6H16mm (As,prov = 1206 mm2)
Following strictly the detailing requirements of EC 2, a clear distance of 200 mm has not been exceeded.
Structville daily questions
From now henceforth, Structville will be publishing daily questions on different aspects of civil engineering. You are expected to enter your response in the comment section. At the end of every week, exceptional participants will stand a chance to win some gifts. This exercise is open to participants all over the world. Happy new month to you all.
Today’s Question What is the vertical support reaction at point B of the frame?
Thank you for participating in exercise today, remember to enter your answer in the comment section. The main aim of this exercise to stimulate knowledge of structural analysis on the internet in a fun and exciting way. We are always happy to hear from you, so kindly let us know how you feel about Structville.
E-mail:info@structville.com WhatsApp: +2347053638996 You can also visit Structville Research for downloads of civil engineering materials.
STRUCTVILLE REINFORCED CONCRETE DESIGN MANUAL
We have this very affordable design manual available…
Do you want to preview the book, click PREVIEW To download full textbook, click HERE
Structville Integrated Services in our commitment to human capacity development, has decided to launch series of online lectures and webinars for civil engineering professionals and students. We wish to specify that this program is by choice, and there must be interest to participate before you can embark on this journey. We called it a journey because the whole program will be carried out online, and you should have enough data to download the videos, PowerPoint presentations, and papers that would circulated during the program. This is the only way you can maximize your benefits.
The program will last for 3 weeks (Friday 15/06/2018 to Friday 06/07/2018), and the arrangement is prepared in such a way that you will be able to download the resource materials and follow the discussions even if you are not online at a period that a particular session will be held. A time table would be published for the program, and it is advisable that you plan ahead and make yourself available so as to enable you ask questions. The promise is that all questions would be adequately attended to. We have mobilised distinguished resource persons from civil engineering profession all over the world to participate in the different sessions and give us the best ideas/interactions.
The online training has been divided into two categories;
– Category 1 – ₦5,000
– Category 2 – ₦10,000
The topics to be treated are as follows;
Category 1 (₦5,000 / $15.00) (1) Basis of Structural Design(PowerPoint Presentations, Papers, Case Studies, Discussions)
(2) Structural Analysis and Design of Office Complex Using Staad Pro Software (Video Tutorials, PowerPoint Presentations, Lecture notes)
(3) Structural Analysis and Design of Industrial Steel Structure Using Staad Pro Software(Video Tutorials, Powerpoint Presentations, Lecture Notes)
(4) Structural Analysis and Design of Beam and Raft Foundation Using Orion Software (Video Tutorials, Powerpoint Presentations, Lecture Notes)
(5) Matrix Methods of Structural Analysis – Force Method, Stiffness Method, and Finite Element Analysis(Lecture notes, Video Tutorials, Solved Examples)
(6) Life as a Civil Engineer and Challenges of the Industry(Power Point Presentations, Discussions, and Case Studies)
Category 2 (₦10,000 / $30.00) (1) Leadership, Intelligence, Investment, and Capacity Building in Civil Engineering Profession (Papers, PowerPoint, Case Studies, Videos, Foreign Interactions) (2) Basis of Structural Design(PowerPoint Presentations, Papers, Case Studies, Discussions) (3) Limit State and Structural Reliability Theory (Papers, Lecture notes, and discussions) (4) Structural Analysis and Design of Office Complex Using Staad Pro Software (Video Tutorials, PowerPoint Presentations, Lecture notes)
(5) Structural Analysis and Design of Industrial Steel Structure Using Staad Pro Software(Video Tutorials, Powerpoint Presentations, Lecture Notes)
(6) Structural Analysis and Design of Beam and Raft Foundation Using Orion Software (Video Tutorials, Powerpoint Presentations, Lecture Notes)
(7) Advanced Modelling and Analysis on Staad Pro – Bridges, Box Culverts, and Staircases (Video tutorials, PowerPoints, and Lectures)
(8) Advances in Civil Engineering Materials (Videos, PowerPoint, Case studies, and Papers)
Followers of Structville blog can testify on our commitment to quality and excellence, and this webinar and online training will be another testimony. Just like I stated earlier, the idea is for you to have adequate data bundle beacause there will be excess downloads to make (especially for the videos). If you cannot afford it, do not bother yourself so much, but you would really miss. Structville’s vision and mission is very accommodating.
REGISTRATION WOULD RUN FROM MONDAY 04/06/2018 TO THURSDAY 14/06/2018
To participate in this program, and for further inquiries, all you need is to send an e-mail and/or whatsapp message to;
From the rules of the competition, the winners for the week are as follows;
Ogungbire Adedolapo
Giuseppe Martino Erbi
Romel Sevilla Batongbakal
Ovie Agbaga
We say a big congratulations to you all, and we sincerely appreciate your valuable contributions. Kindly forward your e-mail addresses for some special gifts. Our sincere appreciation also goes out to those who participated on various social media platforms. God bless you all.
