Structural Engineers Forum of India

SEFI General Discussion :: [Sponsored Post] Introducing Dlubal Software to the SEFI Community: Steel Design with RFEM 6 (incl. IS 800:2007)

admin — Tue, 11 Aug 2026 09:07:17 GMT

Author: admin
Subject: [Sponsored Post] Introducing Dlubal Software to the SEFI Community: Steel Design with RFEM 6 (incl. IS 800:2007)
Posted: Tue Aug 11, 2026 9:07 am (GMT 0)

Hello everyone,

We're Dlubal Software, introducing ourselves to the SEFI community as we expand into India.

A problem we hear often from structural engineers working on industrial buildings and warehouses: the main frame is hot-rolled steel, the purlins and girts are cold-formed, and checking both often means switching between separate tools or spreadsheets, with results that then need to be manually reconciled.

RFEM 6, our structural analysis and design software, addresses this with a modular approach:

One FE model for the full structure: frames, purlins, girts, connections, and foundations
The Steel Design add-on performs member checks for both hot-rolled and cold-formed sections directly on that model
Hot-rolled members are checked against IS 800:2007 (Indian Standard for General Construction in Steel), and cold-formed members against AISI S100
Additional standards are available too, including Eurocode 3 and AISC 360, useful for projects with an international customer or design partner
The same modular system extends to Steel Joints (connection design) and RSECTION (custom cross-sections) as a project grows in scope

Over the coming weeks we'll go deeper into stability and torsional warping, steel connection design, and cold-formed section design.

We'd rather start with something useful than a pure product pitch, so: what's the biggest friction point you run into when designing metal buildings today? Code compatibility, connection design, or something else? We'll try to address it in a future post.

You can find full details on RFEM 6 and the Steel Design add-on at https://ad.sefindia.org/dlubal.

If you'd like to see the workflow firsthand, we're hosting a free webinar: "Top 7 Structural Steel Design Mistakes Every Engineer Should Avoid."

Register here: https://ad.sefindia.org/dlubal-webinar-forum-w1

Looking forward to the discussion.

Best regards,

Rahul Telang
Dlubal Software
r.telang@dlubal.com

Sponsor Contact and address : Phone: +91 9168875401 Email: r.telang@dlubal.com KODESK Co-working, 201, 2nd Floor, 45 Baner Street Pune, Maharashtra�411045

This is a sponsored Media Announcement [Advertisement]. Sponsor assumes responsibility for the content below. To communicate further in this regard, use the contact information provided within this message.

SEFI General Discussion :: RE: Single pile design in staad pro

Sankara Gullapalli — Sun, 09 Aug 2026 18:19:56 GMT

Author: Sankara Gullapalli
Subject: Long and short pile
Posted: Sun Aug 09, 2026 6:19 pm (GMT 0)

IS 2911 part 1 section 2 Annexure C

SEFI General Discussion :: RE: Single pile design in staad pro

Sankara Gullapalli — Sun, 09 Aug 2026 18:18:34 GMT

Author: Sankara Gullapalli
Subject: Long and short pile
Posted: Sun Aug 09, 2026 6:18 pm (GMT 0)

The long and short pile criteria is given in IS 2911 part section 2 Annexure C Table 5 based on embedded length and stiffness factor. Modulus of subgrade reaction values for cohesionless and cohesive soils are given in Table 3 and 4 in the same annexure C.

Freshers' Zone :: RE: Help regarding design of truss using staad pro (warehouse) as per IS codes

vikram.jeet — Sun, 09 Aug 2026 03:08:45 GMT

Author: vikram.jeet
Posted: Sun Aug 09, 2026 3:08 am (GMT 0)

KNEE BRACING

IT IS DEFINITELY HELPFUL FOR IN -  PLANE HORIZONTAL FORCES, THEREFORE IT MUST BE PROVIDED IN BOTH DIRECTIONS  TO RESIST WIND IN ANY DIRECTION,,

DEFLECTION IN COLUMN ( PLEASE CHECK IN STAAD AFTER PROVIDING KNEE BRACES)
IT CAN LIMIT SOME DEFLECTION SINCE IT WILL CREATE MOMENT  RESISTING SYSTEM  AT ENDS OF HORIZONTAL MEMBER, HOWEVER MEMBER MUST BE STRONG ENOUGH FOR COMBINED BENDING AND HORZ. FORCE, THOUGH BENDING MOMENT IN HORIZONTAL MEMBER WILL BE VERY SMALL AFTER KNEE. KNEE WILL BE SUBJECTED TO AXIAL FORCES ONLY.

EVEN FOR VERTICAL DEFLECTION IN  GRAVITY LOAD CARRYING MEMBER WILL REDUCE AFTER PROVISION OF KNEE BRACES.

IF IT IS A HALL WITH MANY BAYS -
HOWEVER IT IS BEST PRACTICE  TO PROVIDE X BRACING / A BRACINGS IN SOME BAY, TO TAKE CARE OF HORIZONTAL FORCES OF THAT DIRECTION .

Freshers' Zone :: RE: Help regarding design of truss using staad pro (warehouse) as per IS codes

Himanshu Deore — Sat, 08 Aug 2026 13:28:02 GMT

Author: Himanshu Deore
Subject: Help regarding design of truss warehouse
Posted: Sat Aug 08, 2026 1:28 pm (GMT 0)

vikram.jeet wrote:

Best practice is to keep loads on panel points and Member will behave as truss member with Axial forces.

But sometimes, , when Loads are not applied at panel Points, the Truss members are subject to combined BENDING AND AXIAL FORCES,, AND IN MODEL, YOU CAN NOT ENTER MEMBERS AS ' TRUSS ' . THIS WILL BE COSTLY AND NOT ECONOMICAL, AND RARELY SEEN THAT PURLINS ARE NOT AT PANEL POINTS.

DUE TO WIND, THE BOTTOM CHORD GOES INTO COMPRESSION AND THE BOTTOM TIE RUNNERS PLAY ROLE IN RESTRICTING L/R OF BOTTOM CHORD, Thereby, IT'S COMPRESSION CARRYING CAPACITY BASED ON L/R.

Hello sir,
     If there is a condition, that column size comparatively less but it is passing in other design parameters,
     To restrict the excessive deflection and sway due to lateral loads can we provide knee braces to withstand structure in both strength and service load combination,
     please guide,
Thanks,
Regards

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Fri, 07 Aug 2026 14:42:53 GMT

Author: vikram.jeet
Posted: Fri Aug 07, 2026 2:42 pm (GMT 0)

I think,

YOU CAN REFER IS CODE 2911 PART 1 SEC 1 ( APPENDIX C) AND NBC

DEPENDING UPON LENGTH / DIA RATIO,, A PILE IS CLASSIFIED AS LONG PILE OR SHORT PILE,,

THE DEPTH OF FIXITY IS VERY IMPORTANT IN BOTH CASES AND YOU CAN WORK OUT BASED ON FORMULAS GIVEN IN IS 2911 AS ALSO IN NATIONAL BUILDING CODE OF INDIA ( NBC) - FOUNDATION CHAPTER

THE SHORT PILE BEHAVIOR IS RIGID WHEREAS LONG PILES ARE FLEXIBLE IN BEHAVIOUR AND PROPERTIES OF SURROUNDING STRATA NEEDS TO BE SEEN FOR INPUT.

SEFI General Discussion :: RE: Single pile design in staad pro

skhalid — Thu, 06 Aug 2026 14:25:12 GMT

Author: skhalid
Posted: Thu Aug 06, 2026 2:25 pm (GMT 0)

Can you please further throw some light on
(1) Difference between Long Pile & Short Pile
(2) Analysis methodology differece for Long Pile & Short Pile

SEFI General Discussion :: RE: Single pile design in staad pro

skhalid — Thu, 06 Aug 2026 12:07:16 GMT

Author: skhalid
Posted: Thu Aug 06, 2026 12:07 pm (GMT 0)

Thank you

SEFI General Discussion :: RE: Some general view

vikram.jeet — Thu, 06 Aug 2026 00:59:44 GMT

Author: vikram.jeet
Posted: Thu Aug 06, 2026 12:59 am (GMT 0)

QUANTITY SURVEY

ONE ITEM ON MANPOWER REQUIREMENTS FOR TILING WORK WAS LEFT OUT  INADVERTENTLY,,  BEING DISCUSSED AS UNDER :-

FLOOR TILING  ( USING CEMENT MORTAR / TILE ADHESIVE) ON PREPARED GRADE SURFACE

ONE MASON PLUS ONE LABOUR / DAY  - -  ABOUT 100 SFT

WALL TILING ( USING NEAT CEMENT SLURRY / TILE ADHESIVE)

ONE MASON PLUS ONE LABOUR  - - - ABOUT 60-70 SFT

( WALL TILING Needs MORE  TIME THAN FLOOR WORK

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Wed, 05 Aug 2026 17:07:41 GMT

Author: vikram.jeet
Posted: Wed Aug 05, 2026 5:07 pm (GMT 0)

EARLIER POST UNDER " SOME GENERAL VIEW " SERIAL POSTINGS

MODULUS OF SUBGRADE REACTION

This parameter is very important for structural designers ,especially working on softwares , as it needs to be input to define the foundation soil as closely spaced springs.
The tributary area around springs is multiplied with Modulus of subgrade K value to input the foundation soil. Inner springs and edge &corner springs have different values depending on tributary areas.

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Wed, 05 Aug 2026 17:01:07 GMT

Author: vikram.jeet
Posted: Wed Aug 05, 2026 5:01 pm (GMT 0)

EARLIER POST

STRUCTURE AND GEOTECHNICAL COMBINE

MODULUS OF SUBGRADE REACTION

FOR RIGID FOUNDATIONS :
MODULUS K = ( Average contact pressure)/(average settlement )

The ultimate BC = SBC* FOS

MODULUS K =( SBC * FOS) /(PERMISSIBLE SETTLEMENT)

The formula given by Foundation Design book by BOWELS is based on this.

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Wed, 05 Aug 2026 16:56:56 GMT

Author: vikram.jeet
Posted: Wed Aug 05, 2026 4:56 pm (GMT 0)

EARLIER POST IN " SOME GENERAL VIEW "  ON STRUCTURE AND GEOTECH COMBINE

STRUCTURE AND GEOTECHNICAL COMBINE

MODULUS OF SUBGRADE REACTION

EMPIRICAL FORMULA FOR CALCULATING MODULUS K

K= 0.65 {(Es*B^4)/(E I)}^(1/12) *  Es/(1 - u^2)  * 1/B

Approximately K can be taken as
K = 0.65 * Es/(1 - u^2)  * 1/B
(1/12 the power term taken as nearly unity)

Es - Modulus of Elasticity of soil
E - Young's modulus of foundation material
u - Poisson ratio of soil
B - Foundations width

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Wed, 05 Aug 2026 16:49:51 GMT

Author: vikram.jeet
Posted: Wed Aug 05, 2026 4:49 pm (GMT 0)

Earlier post Under SOME GENERAL VIEW  -
TOPIC STRUCTURE AND GEOTECHNICAL COMBINE

STRUCTURE AND GEOTECHNICAL COMBINE

MODULUS OF SUBGRADE REACTION
The modulus of subgrade reaction is very important soil/rock parameter.

MODULUS K = (LOAD/AREA) /( CORRESPONDING SETTLEMENT)

Generally for field tests on 75cm  circular plate , pressure for 1.25mm Settlement is taken .
Then  K = p/0.125  MPA/cm =  10p / 0.125   kg/cm2/cm
P is the pressure for a settlement of 1.25mm on plate

REFER IS 9214 FOR DETERMINATION OF K VALUE

USEFUL SOIL DATA (AS PER SP-7, NBC OF INDIA)

COHESION LESS SOIL

LOOSE SOIL
RELATIVE DENSITY  < 20%
SPT N VALUE (BLOWS/30CM)   < 10
MODULUS OF SUBGRADE REACTION K   15000KN/m3(DRY,MOIST)
MOD OF SUBGRADE REACTION K   9000 kN/m3 (Submerged state)

MEDIUM SOILS
RD 20% TO 70%
SPT N VALUE    10 TO 30
K (DRY/MOIST) -  15000  - 47000 KN/m3
K (Submerged state) -  9000 - 29000 kN/m3

DENSE SOILS
RD> 70%
SPT N VALUE >30
K (DRY/MOIST) -  47000 - 180000 kN/m3
K (Submerged)  29000 - 108000  kN/m3

ALL ABOVE DATA IS FOR COHESION LESS SOILS

USEFUL SOIL DATA (AS PER SP-7 )

COHESIVE SOILS

SOFT TO VERY SOFT SOILS
SPT N VALUE  < 4

UNCONFINED COMPRESSIVE STRENGTH - NOT GIVEN , MUST BE SMALL
MODULUS OF SUBGRADE REACTION K - NOT GIVEN

MEDIUM SOILS
SPT N VALUE   4  TO  8

UNCONFINED COMPRESSIVE STRENGTH  Not given , but seems < 100 kN/m2 , since stiff values are given in range 100 - 200 kN/m2.

K  value - not given , but seem  < 27000 kN/m3 looking at range of stiff values

STIFF SOILS
SPT N VALUE  8  TO  15
UCS  100  -  200 KN/m2
Modulus of subgrade reaction K value    27000 kN/m3

VERY STIFF SOILS
SPT N VALUE  >  15
UCS   200 - 400 KN/m2
Mod of subgrade reaction K value  27000 to 54000 kN/m3

HARD SOILS
SPT N VALUE  > 15
UCS  > 400 KN/m2
Mod of subgrade reaction K   54000 to 108000 kN/m3

UCS VALUES AND K VALUES ARE ON SQ PLATE 300X300MM
AV LOAD INTENSITY TO BE LESS THAN (ULTIMATE BC/2)

FOR MORE INFO REFER SP7 CHAPTER 6 ANNEXURE B

SEFI General Discussion :: RE: Single pile design in staad pro

vikram.jeet — Wed, 05 Aug 2026 15:33:43 GMT

Author: vikram.jeet
Posted: Wed Aug 05, 2026 3:33 pm (GMT 0)

Single Pile

Pile cap of single pile must be tied at Pile cap level by tie beams in both directions

Depth of fixity is very important For piles, and to be calculated based on soil parameters,, - Please refer National Building Code of India ( IS SP-7) where in at the Appendix of Foundation chapter, you may get the formula for working out DEPTH OF FIXITY - For pile reinf design this is needed to work out BM on pile due to Horizontal forces.

Modulus of Subgrade reaction Formula is also given in Appendix of Foundation Chapter in NBC.

SEFI General Discussion :: Single pile design in staad pro

skhalid — Tue, 04 Aug 2026 22:46:06 GMT

Author: skhalid
Subject: Single pile design in staad pro
Posted: Tue Aug 04, 2026 10:46 pm (GMT 0)

Can anybody please share the single pile design in staad pro plus the subgrade modulus calculations

SEFI General Discussion :: RE: Field Engineering Talks on FB and Others

suraj — Mon, 03 Aug 2026 04:53:56 GMT

Author: suraj
Subject: URLs & videos that were deleted by FB & reloaded on YT
Posted: Mon Aug 03, 2026 4:53 am (GMT 0)

URLs & videos that were deleted by FB & reloaded on YT
03.08.2026
More than 1200 videos have already been reloaded
Remaining shall be reloaded shortly
https://studio.youtube.com/channel/UCCVKuJv_uANwHt0nn914wCQ

SEFI General Discussion :: RE: Some general view

vikram.jeet — Sun, 02 Aug 2026 09:42:52 GMT

Author: vikram.jeet
Posted: Sun Aug 02, 2026 9:42 am (GMT 0)

ITEM - PAINTING

OUTPUT OF PAINTERS

PUTTY APPLICATION -  100 SQ FT / PAINTER / DAY  ( PER COAT )

PRIMER APPLICATION - 600 SFT / PAINTER / DAY

EMULSION PAINT APPLICATION  -   500 SQFT  / PAINTER / DAY y

SEFI General Discussion :: RE: Some general view

vikram.jeet — Sun, 02 Aug 2026 03:13:04 GMT

Author: vikram.jeet
Posted: Sun Aug 02, 2026 3:13 am (GMT 0)

PAINTING ( QUANTITY SURVEY)

GENERALLY THIS ITEM OF CIVIL WORK IS LAST ONE IN LONG CONSTRUCTION JOURNEY OF A PROJECT ( BUILDINGS) . BUT SOME IDEA OF THIS ITEM  IS VERY HANDY FOR A  STRUCTURAL / CIVIL ENGINEER
AS SAID EARLIER, STR. ER. IS PRIME MEMBER OF PLANNING FAMILY - HIS KNOWLEDGE ON QS  ALWAYS KEEP HIM GLUED TO CIVIL ENGINEERING .

PAINTING

PAINTING IS APPLIED AFTER PREPARATION OF SURFACE -
APPLICATION OF ONE / TWO COATS OF PUTTY ON PLASTERED SURFACE
SAND PAPER RUBBING FOR SMOOTHNESS
APPLICATION OF PRIMER PAINT ( ONE COAT)
APPLICATION OF EMULSION PAINT ( TWO COATS)

PUTTY REQUIREMENT -  1 KG  FOR  ABOUT 5  SFT PER  FIRST  COAT AND
                                              1 KG FOR 7 .5  SFT  IN SECOND COAT

PRIMER REQUIREMENT -  ONE LITER   FOR  -  100 SFT  ( ONE COAT)

EMULSION PAINT REQUIREMENT -  ONE LITER FOR  -  150 SFT ( TWO COATS)

ADD 10% ADDITIONALLY FOR WASTAGE / TOUCHING

SEFI General Discussion :: RE: Some general view

vikram.jeet — Sat, 01 Aug 2026 05:06:05 GMT

Author: vikram.jeet
Posted: Sat Aug 01, 2026 5:06 am (GMT 0)

CONTINUED FROM PREVIOUS POST  -  EMPHASIS ON QC A AT DESIGN OFFICE

1) DESIGNS   - CHECKING OF DESIGN CALCULATIONS IV VERY IMPORTANT,, NOW A DAYS WE HAVE SOFTWARES, BUT CHECKING OF INPUT FILES  VERY IMPORTANT FOR ANY TYPE OF STRUCTURE.

2) DETAILING AND DRAWINGS -
THERE SHALL BE AMPLE NOTES AND CAUTIONS IN DRGS.
THE DETAILING  MUST BE EXECUTION . FRIENDLY AND EXECUTABLE.
ALL DRAWING S MUST BE FULLY CHECKED BY SENIOR ENGINEERS INCLUDING CHIEF CONSULTANT.

IN CDO / CPWD,, DDA DESIGNS OFFICE,, AND OTHER GOVE. AND SEMI GOVT SET UPS - ALL DRAWINGS ARE CHECKED AT VARIOUS LEVELS OF HIERARCHY AND SINGNED DULY. BY THEM.

IN PVT CONSULTANCY S  TOO,, THE DRGS. ARE CHECKED BUT SOME IGNORE THIS SAYING THAT - THESE WILL BE CHECKED BY CLIENT DESIGN OFFICE WHICH IS AGAINST THE SPIRIT OF ENGINEERING.

ALSO SUCH DETAILINGS, WHICH CAN CREATE CONFUSION WHILE READING SHALL BE AVOIDED.

THEREFORE, A CONSULTANT MUST EXHIBIT QUALITY   DESIGNS AND  DRAWING ( DETAILS) ,

ALL THESE MEASURES, DEFINITELY CONSUME ENGINEER HOURS, BUT ARE MANDATORY.

A DESIGN CONSULTANT HAS DUTY TOWARDS PROFESSION,, AND HENCE THIS POST  TOPIC.

SEFI General Discussion :: RE: Some general view

vikram.jeet — Sat, 01 Aug 2026 03:30:04 GMT

Author: vikram.jeet
Posted: Sat Aug 01, 2026 3:30 am (GMT 0)

EMPHASIS ON QUALITY CONTROL -

ALREADY STATED THAT CONSTRUCTION INDUSTRY DEPENDS ON 3 M ( MEN, MATERIALS AND MACHINES) BUT THERE IS A FOURTH DIMENSION WITHOUT WHICH 3M , HOWSOEVER EFFICIENT THESE ARE, , WOULD NOT ACHIEVE THE REQUIRED GOAL OF CREATING DURABLE STRUCTURES. AND THAT DIMENSION / ASPECT IS - QUALITY CONTROL / QUALITY ASSURANCE.

QUALITY CONTROL IS NOT ONLY AT SITE DURING EXECUTION OF PROJECT, BUT IT MUST START FROM DESIGN OFFICE ITSELF. QC / QA DURING CONSTRUCTION IS NOW WELL KNOWN AND THEREFORE COMES THE PMC FOR ALL IMPORTANT PROJECTS, ( PMC- PROJECT MANAGEMENT CONSULTANT APPOINTED TO PRIMARILY LOOK INTO QUALITY ASPECTS) .
I
QUALITY CONTROL IN DESIGN / CONSULTANCY OFFICE :-

QC DURING DESIGNING - THERE MUST BE SYSTEM OF COUNTER CHECKING OF COMPLETE DESIGN CALCULATIONS. FOR BRIDGES, THIS PRACTICE IS VERY MUCH THERE - THAT ONE DESIGN ER. OF PRIME CONSULTANT PERFORM THE DESIGN AND OTHER ONE OF SAME OFFICE CHECK PLUS FURTHER CHECKINGS BY SENIOR. BRIDGES DESIGNS ARE ALSO RECHECKED ( EARLIER BY MOST, PWD DESIGN OFFICE) BUT NOW, THIS JOB IS ENTRUSTED TO PROOF CONSULTANT,, AND GOVT / CLIENT DESIGN OFFICE IS JUDGE.

( TO BE CONTD. IN NEXT POST)

SEFI General Discussion :: RE: Some general view

vikram.jeet — Fri, 31 Jul 2026 03:49:15 GMT

Author: vikram.jeet
Posted: Fri Jul 31, 2026 3:49 am (GMT 0)

AS STATED EARLIER  -  CONSTRUCTION INDUSTRY DEPENDS ON  3 M ( IE. MAN MATERIALS AND MACHINES)

ALREADY DISCUSSED ABOUT MATERIALS   QS  AND  OUTPUT FROM MAN

OUTPUT FROM MACHINERY :  SOME IDEA)

1 JCB

EXCAVATION BY JCB  ( LOADER BUCKET CAP. = 1.0 M3 AND BACK EXCV. BUCKET CAP 0.3 M3) - SHIFT = 8 HRS

EXCAVATION PER SHIFT =  60  M3  ( BUT DEPEND ON SOIL, LEAD ETC)
LOADING  PER SHIFT =  250 m3  ( 200 - 300 M3)

2 ) SITE BATCH / DRUM MIXER ( HAND / HOPPER FED)
DISCHARGE CAP. = 0.30 m3  PER BATCH ( VARIES O. 28 TO O. 35 M 3)
8 HR. SHIFT OUTPUT = 40 M3  (  30 - 50 m3)

3) SELF LOADING MIXERS
OUTPUT = AVERAGE 80 M3  / Day  ( VARY 40 TO 120 M3)

3 )  READY MIX CONCRETE  ( RMC)
TRUCK MOUNTED DRUM CAPACITY = AV. 7.0 M3   ( VARIES 6 - 8 M3)
OUTPUT PER TRUCK = 30 M 3  ( 6 TO 8 TRIPS  - BUT DEPEND MORE ON TRAVEL TIME)

4 )  NEEDLE / POKER VIBRATORS
DIA RANGE - 35 MM TO 60 MM
COMPACTION RATE = 35 M3/HR
OUTPUT =  ABOUT 300 M3 / DAY  ( VARIES 250 TO 320 M3)

FOR LARGE RIVER VALLEY PROJECTS - REFERENCE CAN BE MADE AT BIS CODE  IS 11399 IN REGARD TO HEAVY MACHINERY OUTPUT

SEFI General Discussion :: RE: Any Indian software company that hosts common folders to be used in construction design

someshwar ganti — Thu, 30 Jul 2026 15:54:37 GMT

Author: someshwar ganti
Posted: Thu Jul 30, 2026 3:54 pm (GMT 0)

Use ,

Option 1.

TortiseSVN (local machine) , VisualSVN Server Manager
these are good if the team is Small (say upto 20 to 30 people)
it has a very small learning curve, and easy to maintain, beisdes being open source and free, you can install VisualSVN on your local desktop and make that as the server, via Tailscale,(free upto 6 users) after that cost 5$ per machine,

Option 2
for paid Repo you can go for "https://repositoryhosting.com/en" it 6$ per month for 1 GB of data, (that really fills fast if you are using AutoCAD or any other Heavy packages)

Option 3
git , learning curve is bigger, for public hositing it is free, but private it is paid (not aware of it)

if your team is small Option 1 is best

all the options give you version control, and you can get back any file any time, I have files from 2007 also which i can get back in a click, compare every change if required

SEFI General Discussion :: Any Indian software company that hosts common folders to be used in construction design

ug2026 — Thu, 30 Jul 2026 13:59:59 GMT

Author: ug2026
Subject: Any Indian software company that hosts common folders to be used in construction design
Posted: Thu Jul 30, 2026 1:59 pm (GMT 0)

Have a situation on a construction project where there arefour plus design consulting firms

Looking for guidance if any Indian software vendor has a product where
- a common folder is there with access rights
- a track and trace and audit feature is there to highlight who accessed files
- there is a version contrl on uploading files
- any changes is time stamped and logged with hierarchy permission
- various email exchanges between various design firms are tracked and tracedin a single place - to address any techno-commercial issues at a later stage

Any comments / guidance helpful

We are happy to speak to vendors who can offer such product and will buyimmediately<o></o>

SEFI General Discussion :: RE: Some general view

vikram.jeet — Thu, 30 Jul 2026 04:14:22 GMT

Author: vikram.jeet
Posted: Thu Jul 30, 2026 4:14 am (GMT 0)

WHY STRUCTURAL DESIGNER BE AWARE OF QUANTITY WORKING / CALCULATIONS

IN MILITARY, EVEN A COOK, IS GIVEN TRAINING TO USE ARMS IN EMERGENCY AT BORDER DURING WAR TIMES ,,

CIVIL ENGINEERING IS A VERY VAST FIELD, A SEA OF KNOWLEDGE, AND KNOWLEDGE OF QUANTITY WORKING ALWAYS USEFUL NOT ONLY IN OFFICE, BUT IN PERSONAL CONSTRUCTION / NEIGHBOURS / RELATIVES WORKS,,

COMMON MAN DO NOT DISTINGUISH THE DESIGNER AS PURE DESIGNER AND ALWAYS REQUIRES CONSTRUCTION HELP AND ON SUCH OCCASIONS ONE CAN GIVE R BROAD ADVICE. .

HENCE SOME LIGHT ON QS

SEFI General Discussion :: RE: Some general view

vikram.jeet — Thu, 30 Jul 2026 03:49:06 GMT

Author: vikram.jeet
Posted: Thu Jul 30, 2026 3:49 am (GMT 0)

SOME VIEW ON QS - TILING WORK

REQUIREMENTS OF TILE ADHESIVE  :-

NOW A DAYS, TILES  -  FLOOR TILES ( VITRIFIED) OR WALL TILES ( CERAMIC)  ARE FIXED TO  ALREADY LAID AND LEVELLED BASE CONCRETE / MORTAR  AND FOR WALLS , - ALREADY  PLASTER ED SURFACE OF WALL -- USE OF TILE ADHESIVE IS IN PRACTICE .

QUANTITY OF THIS ADHESIVE  IS REQUIRED AS UNDER :-

TILE ADHESIVE CSN CAN BE TAKEN AS  2 TO 3 KG PER SQ FT  ( TAKING AVERAGE 2.5 KG)

ON AN AREA OF 100 SFT

CONSUMPTION = 100*2.5 kg = 250 kg

Each bag contains = 20 kg

Hence nos of bags needed = 250/20= 12.5  say 13 bags

ABOUT 10% ADDITIONAL TO BE ADDED  FOR WASTAGE ETC.