STRUCTURAL ENGINEERING FORUM OF INDIA - issues for www.www.buonovino.com

different foundation support conditions of building model in staad-pro

MBR05 — 星期二,17May 2022 09:45:54 +0000

Hello All,
I have a RCC building structure with isolated footing (considered fixed support) and combined footing (with 2 or More columns) model with plate mesh with sub-grade.
What shall be the correct approach for handling two different foundation support conditions of building model in staad-pro.
Option -1 – Provide fixed-but support to isolated footing column ends with spring value calculated by footing area (after first trial run), SBC and allowable settlement and for plate mesh support shall be elastic mat with SBC/ allow settlement.

风荷载多项式系数。中间的墙s.

rahul_magdum — Wed, 28 Jul 2021 10:06:12 +0000

IS 875 CODE HAS GIVEN WIND LOAD COEFICIENTS FOR DESIGNING WALL/COLUMNS FOR SIDES A,B,C,D. I NEED SUGGESTIONS FOR THE COEFFICIENTS TO BE CONSIDERED FOR WIND LOAD WHILE DESIGNING THE MIDDLE WALL OR COLUMNS 'E the wall/column IN BETWEEN A & B.

风荷载多项式系数。中间的墙s.

rahul_magdum — Wed, 28 Jul 2021 10:05:55 +0000

风荷载多项式系数。中间的墙s.

rahul_magdum — Wed, 28 Jul 2021 10:05:43 +0000

IRC SP 114 2018

enggsid — Sat, 17 Jul 2021 13:03:39 +0000

APPENDIX A-1, IRC SP 114 2018 shows an illustrative example for calculating seismic forces through three cases. In case 1, elastomeric bearings are used. In the calculations, elastomeric bearing stiffness is used to calculated time period. Further during seismic force calculations, R is considered 3.0. Why is the R value taken as 3.0 here ? As per Cl 4.2.4 Notes (iii) R shall be considered 1.0. Someone may please clarify.

STAAD PRO SUPPORT DISPLACEMENT VALUE

uct — Thu, 01 Apr 2021 19:40:53 +0000

Hi Dera Sefindia Users,

Slab Design

madhisefi — Wed, 14 Jun 2017 07:31:43 +0000

Hai friends,
I am design a slab for a span of 6.21 m X 5.18 m. The edge condition is one short edge discontinuous. A 9 inch wall of 3.3m height is located at the center of the slab along the longer direction.
The total of partion and Floor finish load is 2.5 kN/m2.
I have provided 150mm thick slab thickness, Y 10 @ 175mm c/c in the shorter direction and Y 10 @ 200mm C/C in the longer direction,
The deflection of the slab is safe.

My question is
1)Concealed beam can be provided at the location of the wall.
2) Concealed beam may be (230 x 150 mm)

Long Cantilever Beam Design

aswarth_narayan — Sat, 17 Oct 2020 04:44:36 +0000

Dear Sir,
Great to Learn knowledge from here about Civil Engineering. I am facing design problem as to provide a cantilever of FB104 which 11'4" need to support another beam. The beam is like this. The architect was told to remove the rounded column. How can we design that large cantilever beam (3.5M).

Problem in Pile Foundation

KannanBala — Tue, 05 Jan 2021 11:32:47 +0000

< p >亲爱的所有SE半岛软件下载FIans, p < br / >我有一个问题ile Foundation. my team was design a Pipe rack. it has the pile foundation.these piles are precast rcc driven pile. this pipe rack is placed near by some existing buildings.

a group of pile stand in same pile cap. the piles are in four rows in a pile cap. 2 row piles are driven easily without any problem...but the piles near by existing building should not driven easily...because it create more vibration due to driven....

street light pole foundation design

amolgurav — Tue, 01 Oct 2013 06:17:20 +0000

sefindia members,
i want design calculation street light pole foundation design

culvert

harsh_civil — Sun, 19 Apr 2020 08:28:27 +0000

< p >如果一个盒子斑鸠t has a precast top slab, then whether the side walls to be treated and designed as cantilver?

Wind turbine foundation load

mainak.mallik — Wed, 01 Apr 2020 18:55:55 +0000

How to calculate the foundation load at the top of the circular shaft for horizontal axis wind turbine due to different capacity-any reference.

Extension of GF floor slab and its connection

vkaroshi — Sat, 11 Jan 2020 11:06:08 +0000

I have uploaded a file GF plan and FF plan. There is extension of existing GF slab on right and front side of the building and columns are taken at specific interval on both right & front side of the building(Please check the drawing). Existing GF is load bearing and there will be one more story above it. My query is, how will be the connection between existing slab & new slab.

Manual Design of column and Etab Column Design

madhu.je — Tue, 04 Sep 2012 10:53:31 +0000

Dear Sir,

I have doubt in Etabs Column design compare to manual design check. what is differnece b/w Etab and manual design of column.

Boundary Element Design In etabs Model

Maulik Hothi — Wed, 17 Jul 2019 07:19:42 +0000

Dear all

This is my first time to post in sefindia. I learn so many thinks from this platform.

I am Confusion with result of boundary element Design in etabs Model and manual design of boundary element as par IS Code 13920 2016

Etabs give Boundary Element size by this equation
Pleft = p/2+Mu/(Lw-0.5*B1left0.5*B1right)
or
(Pright = p/2-Mu/(Lw-0.5*B1left0.5*B1right)
and reinforcement is near about 3.5 % to 4% in Boundary element.

But When I design as per IS Code 13920 2016 Annex-A, Boundary Element size is very less as compare to etabs result.

Project thesis

Nakulkabra96 — Wed, 26 Jun 2019 06:02:04 +0000

Do anyone know any iit Bombay professor who can help with project thesis work on progressive collapse of building due to corrosion topic or any other topic related to structure engineering

Research project topics

Nakulkabra96 — Wed, 19 Jun 2019 18:26:44 +0000

Dear members, can anyone suggest me the good structure related topics for m.tech structure engineering student, and if the topic is experiment related then where can I perform. I Live in Mumbai.. so pls suggest me immediately

PEb footing excel shhet

patilmithun — Mon, 02 Nov 2015 09:22:15 +0000

Hi All,
please send me the PEB fooring Design excel sheet

STRUCTURAL DESIGN APPLICATION COURSE ONLINE TRAINING!

gururayarassociates — Sat, 05 Jan 2019 09:05:15 +0000

Dear All,

Greetings.

Attached STRUCTURAL DESIGN APPLICATION COURSE is being taught to all engineers. Those who want to join please call 8637608759 or visit www.facebook.com/gururayar1

Time requirement for Overhead Water Tank

mainak.mallik — Sat, 22 Sep 2018 13:11:06 +0000

Staging of Overhead water tank may be of circular shaft or beam/column system. I would like to know the time requirement for the construction of foundation, staging and the tank bowl individually(separately time required for formwork and scafolding) for a 30m staging height OH tank with 300cu.m capacity.

Structural Design consultant company

Niranjan Chougule — 太阳,2012年1月15日08:01:49 + 0000

Dear all,
i want to do my personal practice as a structural designer (Any where) but for that is it necessary to issue license from corporation for respective project?
Or is there any other authority who can issue license to take projects from any part of India ?
Please guide me.
Regards,
Niranjan Chougule.
Email- niranjan_chougule@yahoo.co.in
Phone- 09273355978

M.E Structural Engineering Project Topics

sudhavenkat — Sun, 22 Aug 2010 17:57:18 +0000

Sir I am doing final year in M.E (Structure),Please suggest me some project topics related to Steel ( Analysis and Design)

Thank u Sir
Regards,
SUDHAKAR

Composite construction

arunkumark — Mon, 04 Dec 2017 08:56:45 +0000

Hello,

Can anyone help me understand the design of a composite structural steel beam using an example?

I have to check if I can add an additional floor to an existing steel building and all the secondary members have failed(I use STAAD.Pro).

Since STAAD.Pro does not support composite design for IS code, I was wondering if anyone could help me understand design of composite construction.

Thanks and regards,
Arun Kumar

Left and Right Parts of the Menu are overriding

colvraman — Mon, 06 Nov 2017 07:23:02 +0000

Left and Right Parts of the Menu are overriding the middle provided content.

ULS check as per IS 1893-2014 (Part 4)

siddubanagar — Fri, 05 May 2017 09:32:32 +0000

Dear All,

As per IS 1893-2014 (part 4), clause 5, seismic combination has to be checked for SLS case with DBE (Design Basis EQ)& MCE for ULS. Can any one please explain me why this clause is introduce in this code. In 1893-Part1 there is no clause like this. We used DBE only for ULS design i.e., zone factor by 2 (Z/2).
As per IRC-6 Table 3.2 load combination, EQ force is not to be considered for SLS check.

Regards,
siddu

slab design

yasin altay — Sat, 15 Apr 2017 19:04:23 +0000

this is my first upload file (free excel sheet for design concrete slab design) according to Building Code Requirements for
Structural Concrete (ACI 318M-08)
I wait for your feedback Thanks
Yasin Altay

Torsional crack(ACI Code)

shailendra_rathore — Tue, 11 Apr 2017 09:21:48 +0000

It is assumed that torsional cracking will occur when the principal tension
stress reaches the tensile strength of the concrete in biaxial tension-compression.

Can Anyone explain these in detail?

REQUST FOR STEEL DESIGN OF AN G+3 BUILDING , SOILCONDITION VERY HEARD SOIL WHERE SBC IS ACCEPTABLE

gande pranay sai — Mon, 27 Mar 2017 11:29:09 +0000

As i am new to designing field i cant design steel reinforcemnt details so i request for steel design of an autocad pdf file.

Flat slab with shear connector

arti24 — Fri, 24 Feb 2017 07:57:41 +0000

How flat slab with shear connector can be designed?

Which type of staircase is preferable for frame structures: Waist slab type or folding slab type

Sukumar — Thu, 26 Jan 2017 18:00:33 +0000

We always have a conflict between the engineers and architects and also contractors that which type of staircase to adopt. Whether it should be a waist slab type of staircase or folding type. May I request all sefians to put some light and give there opinions considering the different aspects.

Design of single angle as per IS 800 and AISC 360-10 code

kiran_swarup — Fri, 16 Dec 2016 11:23:25 +0000

While designing single angle per IS code in STAAD pro software, the output report shows design based on principle axis for which the angle design qualifies. However when the same design is performed in STAAD per AISC 360-10 code, the output report shows design based on geometric axis for which the angle design does not qualify. Please clarify if geometric design needs to be considered for AISC/IS codes and why the STAAD design report based on IS code does not design as per geometric axis and designs only considering principle axis.

Mtech project topics related to concrete

Amir768 — Tue, 15 Nov 2016 14:01:23 +0000

I am a student of mtech structural engineering. I am in 2nd year and there is project in this year I request you to please suggest me the topics related to concrete as soon as possible its my humble request to u.

3.5.5 clause is 800 2007 ( about crane lumping mass)

chramarao — Wed, 09 Nov 2016 11:28:40 +0000

3.5.5 While investigating the effect of earthquake forces, the resulting effect from dead loads of all cranes parked in each bay, positioned to cause maximum effect shall be considered.

the above clause is from IS800 -2007. can we understand while performing earthquake analysis the lifing load (say crane capacity 40ton) of crane need not be lumped in earth quake mass is correct or wrong.

please clarify

use of steel wraps in fibre Reinforced Concrete

Chavanjai — Fri, 01 Jul 2016 18:16:24 +0000

Is it feasible to use steel wraps in Fibre reinforced concrete ?? I have to do a project on FRC, so i was thinking can i use steel wraps as a fibre in FRC ??

Slab Column Junction Concrete Grade

SD15 — Sat, 18 Jun 2016 18:16:34 +0000

please guide me how to post an article

Modelling in Staad pro

Moazzam — Fri, 28 Jan 2011 18:11:00 +0000

Dear Sefians,

I am the recent member of sefi, I have some issues to discuss,
1. How to model a primary beam in staad without splitting in to elements at the points of secondary beams?I observed that the manual calculation for deflection of beam is not matching with the results of staad, and more ever Bending moment and shear force diagrams are not matching.Can any one please give me the solution for this.

Regarding cooling tower on RCC

bharathreddy — Sun, 24 Apr 2016 07:59:03 +0000

Hi everyone i have to design a simple supporting structure for 200trp cooling tower ..i have considered all the loads and the loads include the water upto a depth of 0.4m on the roof..with 0.1m free board. we have provided RCC parapet wall..my doubt is whether i have to design the base that is the roof slab according to iS3370 or like a normal slb is sufficient because the water depth is 0.4m.please give the suggetions

Blast Analysis

priyatham — Mon, 06 Jul 2015 16:15:09 +0000

In calculation of blast loads we will obtain the blast pressure as per TM-5-1300.Can any one suggest the method that how to convert the blast pressure to equivalent static pressure..

筒仓设计

rahul_sharma — Thu, 30 Jul 2015 11:38:58 +0000

Dear All,

I am designing a silo of 100M^3. Stainless steel is the material used for the plates for roof, shell, and hopper. Mild steel is the material for below the hopper and shell joint. The material stored is plastic resin with density 700 kg/m^3.

I am following IS 9178 (Part I, II, & III) for design. I have few questions for you.
1. Is this code applicable for stainless steel material? If not, which code shall be followed?
2. Is it must to keep minimum hopper slope of 60 degree (Part I page no. 17)?

Earth quake Provision in masonry structures

sukhiraj — Tue, 19 May 2015 04:46:07 +0000

< p >按地震代码我们必须提供坳umns or vertical bands ay all corners of a Masonry Wall. But in our region (Punjab and nearby states ) even in developed colonies, the longitudinal walls are generally common walls but two neighbors , each having 4.5” portion of the wall in his plot out of 9” thick wall. My question is that how to proceed:
1. When one of the neighbors has already constructed his building.
2. Even when two neighbors construct their house at the same time, because of different floor plans of both, the corners of the walls will not be at the same position.

BUTTRESS RETAINING WALL

biren gurung — Thu, 19 Mar 2015 05:30:22 +0000

respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.

BUTTRESS RETAINING WALL

biren gurung — Thu, 19 Mar 2015 05:30:21 +0000

respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.

BUTTRESS RETAINING WALL

biren gurung — Thu, 19 Mar 2015 05:29:45 +0000

respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.

BUTTRESS RETAINING WALL

biren gurung — Thu, 19 Mar 2015 05:27:39 +0000

respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.

BUTTRESS RETAINING WALL

biren gurung — Thu, 19 Mar 2015 05:21:24 +0000

respected seniors,
can any one throw some light on how to design an buttress retaining wall manually as well as using staad.

Design of combined footing for four randomly positioned columns

bubby_bond — Thu, 26 Feb 2015 08:51:01 +0000

Dear Engineers,
We have a footing supporting four columns which are at random positions. How do we approach for design of such footing. It is appreciable, if we can get a standard method to solve this problem.
The thing is when we analyse the system (using plates and providing sub grade stiffness) in staad, we have abnormal results of Mxy ranging more than 541kNm.

Design of steel beam and column as per IS800-2007

aditya_pradhan — Thu, 21 Jul 2011 12:15:46 +0000

Dear all Sefi members,
I have developed a excel spreadsheet for design of steel beam & column as per IS 800-2007. I want sefi members to go through this spreadsheet and give their observations. I have developed this spreadsheet to check the results of staad and also for understanding the new code. I have attached the spreadsheet below.

Aditya pradhan

Requisition for Questionnaire Reply-Reg Date:22/1/15

sharmila_saravanan — Thu, 22 Jan 2015 10:36:17 +0000

Requisition for Questionnaire Reply-Reg Date: 22/1/2015

Respected Sir,

Dear respondent I’ am T.SHARMILA studying M.E (Construction Engineering & Management) at Kongu Engineering College, Perundurai, Tamilnadu. I would like to conduct the survey on “Study on improving project productivity with modular construction.”

QUERRY ON WATER TANK FEM RESULTS OF STAAD

vilas.bhuwad88 — Tue, 06 Jan 2015 08:33:54 +0000

Respected Sir,
I have modelled water tank (10Lx5Wx5mH)using FEM in staad .
My doubt is in the Verical moment of the long wall for 'water pressure'.it does not match the moment I have calculated manually using IS3370.
However the moment values for the soil pressure are matching for both my manual calculation and FEM .

Allowable stresses in bent re-bars

Hasmagnolia — Thu, 18 Dec 2014 21:02:53 +0000

Hi,

I am trying to find the allowables (tension and shear) for a bent rebar used to anchor a cable to the top of a concrete pile.
I couldn't find any direction in the IS code for that.

In the meantime, I used the allowables for bolts, but I am hoping to get a higher allowable for the bent rebar.

Thanks for your help