Design Calculation- Bulkhead Support Structure

STRUCTURAL DESIGN CALCULATION FOR BULKHEAD SUPPORT STRUCUTRE

INDEX STRUCUTURAL DESIGN CALCULATIONS FOR BULKHEAD SUPPORT STRUCTURE 1. 2. 3. 4. 5. 6. 7.

8. 9. 10. 11.

INTRODUCTION GEOMETRY MATERIAL OF CONSTRUCTION DESIGN CODES AND REFERENCE GENERAL ARRANGEMENT LOADING ON SUPPORT STRUCTURE DESIGN OF SUPPORT STRUCTURE CONNECTION DESIGN CONCLUSION APPENDIX – A STAAD OUTPUT FOR THE BULKHEAD SUPPORT STRUCTURE APPENDIX – B CONNECTION DESIGN BY HILTI ANCHOR BOLTS

STRUCTURAL DESIGN CALCULATIONS FOR THE BULKHEAD SUPPORT STRUCTURE

1. INTRODUCTION This report covers the structural design of the supporng structure for Bulkhead. The structural consists of a frame type structure supporng at concrete surface and the levels and dimensions are shown as per the shop drawings. Steel Tues are used for supporng structure are placed at 1!00mm c"c analy#ed and designed with the ST$$% so&ware as per relevant %esign 'ode i.e. BS()(0. *t is shown that

all the structural memers are ade+uately si#ed to carry the e,pected loads within the elasc domain of stresses and de-econs within the serviceaility criteria l aid down y the Brish and relevant local spulaons. 2. GEOMETRY !USED FOR CALCULATIONS PURPOSE" $s per the drawings 3. MATERIAL OF CONSTRUCTION Steel Secons ori#ontal / ercal emers

2

3S Tues 405!05!.(

4. DESIGN CODES USED *n general the design is carried out as per the following codes and standards. a. BS ()(0 2 Steel %esign 'ode 5. GENERAL ARRANGEMENT The rame structure is designed as per the shop drawings #. LOADING ON THE SUPPORTING STRUCTURE $. DEAD LOAD The %ead loads are applied on the structure apart from the self weight of the eams as follows8 %ead 9oad calculated as follows8

a. %ead 9oad of the :ypsum 1!mm Thick ; (0?g "m! > 0.(?@"m! 1. Spacing Between ecal rames is 1.! m c"c > 0.( ?@"m! , 1.! m >0.6 ?@ "m !. Spacing Between ori#ontal emers is 0.1( m c"c 9oad %istriuted in ! hori#ontal memers A+ually >9oad , Spacing"!C >0.(0?@"m! 5 0.1( "!C > 0.0D7( ?@"m

. 9ive 9oad on the Structure > 0.6 ?n"m! 1. Spacing Between ori#ontal emers is 0.1( m c"c 9oad %istriuted in ! hori#ontal memers A+ually >9oad , Spacing"!C 0.6?@"m! 5 0.1( "!C > 0.04( ?@"m !. Spacing Between ecal rames is 1.! m c"c > 0.6 ?@"m! , 1.! m >0.7! ?@ "m L%$& C%'()*$+%*, %esign / Elmate factors are considered. as per BS standard E9 > 1.4 %9 ; 1.6 99 E9 > 1.0 %9 ; 1.0 99 %e-econ 'heck F Service 9oad 'ominaonC D--/+%* C0-/ a, %e-econ in ori#ontal Beams> 0.6D! ST$$% 3esultsC $llowale %e-econ 9imit >9"!00 > 1!00"!00 >6mm

$ctual %e-econ G $llowale %e-econ ence Safe. . DESIGN OF STEEL SUPPORT STRUCTURE – BULKHEAD Esing ST$$% so&ware the design calculaons is eing carried out y taking the aove menoned loads and load cominaon as per BS ()(0.

ence the output is aHached here with calculaons to provide that the secons used in the 'radle support structure are safe and stale. 8. CONNECTION DESIGN The connecon details is analy#ed using the connecon design so&ware I*9T*J is aHached herewith in $ppendi, F B and the ma,imum reacon values were taken from ST$$% output calculaons. CONNECTION AT OINT OF ALL ERTICAL AND HORI6ONTAL BEAMS orce from ST$$% output a, $,ial and Shear orce F 6.0 ?@ 'heck for Dmm thick weld inimum Tue Side length !0mm 9ength of the ! 5 !0C > 40mm Smaller oth sides of 3S SeconC $llowale Shear Stress in !!0 @"mm! Strength of 0.707 5 D5 !!0 > 466 @ Strength of 466 @ Total Strength of the 9ength 5 Strength of 466 5 40 > 1=.64?@ ence the welded length provided at the connecon is safe. BASE CONNECTION AT END OF ERTICAL BEAM orces from ST$$% output Tension > 6.0 ?@ Esing il So&ware the $nchor olts are designed to resist the aove menoned forces.

$lso the ase plate is eing checked for the aove forces as well. 'heck for Dmm thick weld 9ength of the ! 5 40;!0C > 1!0mm oth sides of TueC 1.! ?@"mm Tension orce on L5 1.4"9 > 6.0 5 1.4 "1!0 > 0.07G 1.! ?@"mm $llowale Shear Stress in !!0 @"mm! Strength of 0.707 5 D 5 !!0 > 466 @ Strength of 466 @ Total Strength of the 9ength 5 Strength of 1!0 mm ence the Total Shear Strength of the 466 5 1!0 > ((.)!?@ ence the weld is safe against Shear Tension and oment acng at the ase. BASE PLATE THICKNESS TO BE CHECKED !177177X8'' 0)/" C0-/ :%; M%'-*  5 d1  > 6 5 D0"1000C  >0.1=?@m

y >!7(@"mm! Tp > SM3T 6"0.)fy5C Tp >SM3T 650.1= 5 1000 5 1000C " 0.)5!7(5100C Tp > 6.6mm Thickness provided is =mm for Base plate ence Base Klate thickness is Safe. CHECK FOR ANCHOR BOLT !2N%. M17" – G; 8.8< G;$&- F=>35 N?'' 2" Shear force and Tensile " 'ompressive forces acng at Noint " @ode 1 with Elmate9oad 'ase 'ominaon The following shear and tensile forces are acng at the Noint. a,imum Tensile orce > 6.0 ?@ for Two Bolts Tensile force on each Bolt > 6.0"! > D.0 ?@ $nchorage depth re+uired from the aove force 9d > D.0 51000 "1.7D 5 D.14 510C 9d > ((.!mm $s per the aHached %ata Sheet of S il $nchor Bolts Esing 10 S Bolts 3ecommended 9oads resisted y each =.=Bolt for anchorage depth of 100mm are as follows8 ence ! @umers of 10 $nchor Bolts are safe. 9. CONCLUSION $ll secons used and provided are structurally suOcient and meet its i ntended purpose.

17. APPENDIX –A  STAAD OUTPUT FOR THE STRUCTURE 11. APPENDIX –B HILTI ANCHOR BOLTS DATA SHEET