TOWER CRANE 29 BRACING DESIGN REPORT

Transcription

1 ABRAJ KUDAI PROJECT TOWER CRANE 9 BRACING DESIGN REPORT 1 April 016 Report no: 004-P-AUH Prepared for Design Services Company Ltd by

2 ABRAJ KUDAI PROJECT TOWER CRANE 9 BRACING DESIGN REPORT Prepared by: Bojan Tepavčević Uros Tipsarević Reviewed and Approved by: Nenad Jovanović Report no: 004-P-AUH REV: Date: 1 April 016 This report has been prepared for Design Services Company Ltd. DNEC cannot accept any responsibility for any use of or reliance on the contents of this report by any third party. Emirates DNEC Engineering Consultants LLC P.O.Box Abu Dhabi Tel: Fax: Page Abraj Kudai Project Design Report Rev. Tower Crane 9 Bracing Design Report 1 April 016

3 TABLE OF CONTENTS INTRODUCTION...4 INPUT DATA...5 Codes...5 Materials...5 Crane Loads...5 ULS Partial Load Factor...5 Bracing Arrangements...5 DESIGN CONCEPT...6 Coordinate System...6 Crane Load Critical Direction...6 Bracing member forces...6 Tower Crane 9 Critical Bracing Force Calculation...7 TC9 Bracing Level A@ TC9 Bracing Levels B@ & C@ TC9 Bracing Levels D@ & E@ STEEL PROFILE DESIGN CALCULATIONS...11 Bracing Member CHS 8" 19.1x1.7 SCH80 S Bracing Member 1 Installation...14 Bracing Member Installation...14 Bracing Spindle Rod Dia 10mm...15 ANCHORAGE TO CONCRETE DESIGN CALCULATIONS...16 Anchor plate type table...17 Anchor design input parameters layout...17 PT1 - Plate Type 1-600x600x50mm -10M33 bolts grade PT1-10M33 Grade mm Trough Anchors C a1 =458 (C) to Beam...19 PT4 - Plate Type 4 100x30x50mm x4m33 500mm trough bolts (9A) to beam... PT5 - Plate Type 5 850x400x50mm x4m33 550mm Cast-In bolts (9DE) to Wall...6 PT6 - Plate Type 6 10x30x50mm x5m mm trough bolts (9A) to Beam...30 APPENDIX A - PIN CONNECTED MEMBERS DESIGN CHECK...34 Material Properties...35 Threaded Rod check...36 Pin Plate check...39 Pin Design check...41 Connection PT1 check...43 Connection PT4 check...47 Connection PT5 check...51 Connection PT6 check...55 APPENDIX B - MILL TEST CERTIFICATES...61 Bracing Member CHS 8" 19.1x1.7mm SCH80 S Bracing Spindle ROD...64 Bracing Spindle NUT...68 APPENDIX C - DRAWINGS...71 S D-S-FD-PDM-04 TC Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 3

4 INTRODUCTION DNEC is retained by Design Services Company Ltd. to prepare design documents for lateral bracing of Tower Crane 9. Tower Crane 9 will be braced by cast-in and trough anchors to reinforced concrete walls and beams. Verification of concrete works under crane bracing loading is outside the scope of this Report. Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 4

5 INPUT DATA Codes Anchorage to concrete: ACI318M-11 Appendix D Steel Design: AISC 360 (LRFD), 005 Materials Characteristic Concrete Compressive Cylinder Strength Verical elements up to nd floor Verical elements 3rd to 5th floor Remaining Verical elements Slabs & Beams up to nd floor Slabs & Beams 3rd to 5th floor Remaining Slabs & Beams fc = 80 MPa fc = 70 MPa fc = 60 MPa fc = 57 MPa fc = 50 MPa fc = 45 MPa Steel S355 Collar Profile (16<t<40) fy=345 MPa fu=470 MPa Steel S355 Anchor Plates (40<t<63) fy=335 MPa fu=470 MPa Steel S355 Bracing member tube (t<16) min fy=300 MPa fu=450 MPa Anchor Bolts Grade 8.8 tensile strength f uta =800 MPa Bracing Bolts Grade 10.9 Dia 70mm fy=480 MPa f uta =860 MPa Crane Loads Un-factored crane bracing maximum IN-SERVICE & OUT-OF-SERVICE lateral forces and torsion moments given at the crane CoG in the received layouts: TC9: " STS015_6_88c_W355B_45_117_TV0_5tie_FA_TC9.pdf" 04/10/016 ULS Partial Load Factor ULS Partial Load Factor PLF = 1.6 Bracing Arrangements Received layouts with bracing arrangements: STS015_6_88_kudai_TC9_A9.pdf 07/14/015 STS015_6_88_kudai_TC9_B9.pdf 07/14/015 STS015_6_88_kudai_TC9_C9.pdf 07/14/015 STS015_6_88c_kudai_TC9_D9.pdf 04/10/016 STS015_6_88c_kudai_TC9_E9.pdf 04/10/016 TC pdf 03/03/016 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 5

6 DESIGN CONCEPT (XA,YA) A Coordinate System X-Y Coordinate System origin is at Crane CoG. Coordinates of each bracing member (A,B,D) start (X1,Y1) and end (X,Y) points are used from received layouts to determine each bracing member position and direction relative to origin (crane CoG): dx=x-x1 dy=y-y1 L= (dx +dy ) cos=dx/l sin=dy/l Y X (X1A,Y1A) D (X1D,Y1D) (X1B,Y1B) B (XD,YD) cos: ca=dx A /L A cb=dx B /L B cd=dx D /L D sin: sa=dy A /L A sb=dy B /L B sd=dy D /L D Crane Load Critical Direction (XB,YB) A Received crane loads can act at any angle For each bracing member A,B,D there is a unique critical angle α crit of the crane lateral force F which produces extreme (max & min) forces in the bracing member. Crane forces: Fx = F cos(α) Fy = F sin(α) Mz = Mt Fx1 UFx1,A Crane Unit Load Cases Fy1 UFy1,A F αcrit Mt Mz1 UMz1,A D B In matrix form: P crane = [ Fx, Fy, Mz ] P bracing = [A,B,D] Fx=1 UFx1,D Fy=1 UFy1,D Mz=1 UMz1,D UFx1,B UFy1,B UMz1,B Bracing member forces System of 3 linear equations ( ΣFx=0, ΣFy=0, ΣMz=0 ) shall be solved for each of 3 crane unit load cases (Fx=1, Fy=1, Mz=1) to determine each bracing member forces U A, U B & U D due to unit loads. ΣFx : A ca + B cb + D cd + Fx,crane = 0 ΣFy : A sa + B sb + D sd + Fy,crane = 0 ΣMz : (x 1A sa - y 1A ca)*a + (x 1B sb - y 1B cb)*b + (x 1D sd - y 1D cd)*d + Mz,crane = 0 in matrix form: U bracing = [ U Fx, U Fy, U Mz ] U T U bracing T + U crane T = 0 U bracing = -U -1 U crane Extreme bracing member force: N(α) = U Fx cosα + U Fy sinα Critical N'(α)=0 α crit = atan(u Fy /U Fx ) max P = abs[ F crane N(α crit ) ± U Mz M T,crane ] ca cb cd U T = sa sb sd x 1A sa - y 1A ca x 1B sb - y 1B cb x 1D sd - y 1D cd A B D A B D U FxA U FxB U FxD U -1 = U FyA U FyB U FyD U crane = U MzA U MzB U MzD Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 6

7 Tower Crane 9 Critical Bracing Force Calculation Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 7

8 TC9 Bracing Level X UFx UFy UMz A R a.DBS Y X SAN+DAN B&B :0 D Y Tower Crane 9 A,B,C Unit Loads: 1*1.0 Fx=1 *1.0 Fy=1 3*1.0 Mz=1 B R: Rx Ry RMz Tower Crane 9 Bracing Level 9.9 crd A B D N(α) = U Fx cosα + U Fy sinα x Critical N'(α) = dn/dα = 0 α = atan(u Fy /U Fx ) y max P = abs( F crane N(α) ± U Mz M T,crane ) x A B D Rx Ry RMz y α = L N(α)= cos U Fx sin =U T U -1 = U Fy ΣM U Mz Bracing F is M T-is F oos M T-oos P - in service R A+D In service P - out of service R A+D out of svc. max Pu level m kn knm kn knm A B D Rx Ry RMz A B D Rx Ry RMz A B D A UNFACTORED max max(is,oos) PLF= 1.6 ULS max(is,oos) Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 8

9 TC9 Bracing Levels & X Tower Crane 9 B & C Unit Loads: 1*1.0 Fx=1 *1.0 Fy=1 3*1.0 Mz= A.315 9bc.DBS Y X SAN+DAN B&B :0 D Y UFx UFy UMz B Tower Crane 9 Bracing Level B & C crd A B D N(α) = U Fx cosα + U Fy sinα x Critical N'(α) = dn/dα = 0 α = atan(u Fy /U Fx ) y max P = abs( F crane N(α) ± U Mz M T,crane ) x A B D y α = L N(α)= cos U Fx sin =U T U -1 = U Fy ΣM U Mz Bracing F is M T-is F oos M T-oos P - in service P - out of service max Pu level m kn knm kn knm A B D A B D A B D B C UNFACTORED max max(is,oos) PLF= 1.6 ULS max(is,oos) Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 9

10 TC9 Bracing Levels & SECT 3.DBS SAN+DAN B&B : Tower Crane All levels Unit Loads: 1*1.0 Fx=1 *1.0 Fy=1 3*1.0 Mz=1 Y X X A D Y UFx UFy UMz B Arrangement same as TC Tower Crane 9 Bracing Level D & E crd A B D N(α) = U Fx cosα + U Fy sinα x Critical N'(α) = dn/dα = 0 α = atan(u Fy /U Fx ) y max P = abs( F crane N(α) ± U Mz M T,crane ) x A B D y α = L N(α)= cos U Fx sin =U T U -1 = U Fy ΣM U Mz Bracing F is M T-is F oos M T-oos P - in service P - out of service max Pu level m kn knm kn knm A B D A B D A B D D E UNFACTORED max max(is,oos) PLF= 1.6 ULS max(is,oos) Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 10

11 STEEL PROFILE DESIGN CALCULATIONS Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 11

12 Bracing Member CHS 8" 19.1x1.7 SCH80 S355 Adopted Circular Hollow Section: CHS 8" Schedule 80 S355 Dia 19.1mm, 1.7mm thick, 64.5kg/m', fy=300mpa Load Analysis: Max Axial Compression Force Pu = 65*1.6 = 1000 kn Pipe Self Weight w = 0.645*1. = kn/m' Maximum Bracing Element Length L=6.0m Design Summary: Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 1

13 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 13

14 Bracing Member 1 Installation Bracing Member 1 Installation Bracing Member Installation Bracing Member Installation Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 14

15 Bracing Spindle Rod Dia 10mm Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 15

16 ANCHORAGE TO CONCRETE DESIGN CALCULATIONS Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 16

17 Anchor plate type table A BRACING MEMBER D B Tower Bracing Plate Bolt H eff C a1 Plate Bolt H eff C a1 Plate Bolt H eff C a1 Crane Level Type mm mm Type mm mm Type mm mm A PT PT PT B PT PT PT TC9 C PT PT PT D PT5 550 PT5 550 PT5 550 E PT5 550 PT5 550 PT5 550 Anchor design input parameters layout B Cay 1 Cay Y X Cax = min( Cax 1, Cax ) Cay = min( Cay 1, Cay ) nx Sx Sx Sx nx - number of achor columns ny - number of achor rows number of achors NOS=nx*ny Sy Sy ny D Cax 1 Cax Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 17

18 PT1 - Plate Type 1-600x600x50mm -10M33 bolts grade 8.8 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 18

19 PT1-10M33 Grade mm Trough Anchors C a1 =458 (C) to Beam Design of Anchors to ACI318 - Appendix D Input Data: PT1 Trough 1000mm TC9-C Concrete Strength (Cylinder) f c ' = 45 MPa Specified Tensile Strength of Anchor f uta = 800 MPa Pitch= 3 mm Bolt Diameter d a = 33 mm Effective cross-section area of Anchor A SE,N = 710 mm Tension h ef = 1000 mm Shear h ef = 1000 mm Concrete Element Thickness= h a = 1000 mm width B= 1550 C ax = 458 mm Anchor height D= C ay = mm modulus Y-Y=.160 m s x = 40 mm modulus X-X=.01 m s y = 135 mm Number of Anchor Columns nx = 3 Number of Anchor Rows ny = 4 Trough bolt head plate Lx= 600 mm Ly = 600 mm Anchor type Extended Anchor Cast-In Bolt No Anchors Welded to Plate No Built-up Grout Pad No Anchors at less than 1.5h ef from 3 or more sides No Anchor head Yes Anchor head area A brg = 84 mm Out-Of-Plane Imperfection Eccentricity i = Plate factored Moment M ux = M uy = knm h= 0.37 m Plate factored Axial load 1.6 N u = 0 kn N α = 65 0 Plate factored Shear load V u = 1000 kn e' v = mm Vu parallel to edge (D.6..1c) No Seismic Load to ACI318 D3.3 No Post-installed anchor reliability High Anchor element steel Ductile (D.4.3) Supplementary reinforcement Yes Cracked concrete: No Torque-controlled expansion anchors (D6..): No Design Summary: Anchor In tension ACI 318 D.5 Number of Anchors NOS= 10 Φ x N SA xnos 0.75 x x1 = 46.3 kn > 05.7 kn OK D.5.1 Steel Strenght of Single Anchor in Tension 0.75 x x10 = 463 kn > 0kN OK D.5.1 Steel Strenght of Group of Anchors in Tension ny Lx Sx Sx Sx Y nx X Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cax 1 Cax B Cay 1 Cay D Φ se x Φ x N cbg 1x 0.75 x = 1416 kn > 0kN OK D.5. Concrete Breakout Strength in Tension Φ se x Φ x N pn xnos 1x 0.65 x x10 = 9310 kn > 0kN OK D.5.3 Pullout Strength of Anchor in Tension Φ se x Φ x N sb 1x 0.75 x 19. = 1597 kn > 0kN OK D.5.4 Concrete Side-face Blowout Strength of headed anchor in tension Anchor In Shear ACI 318 D.6 Φ x V SA xnos 0.65 x x10 = 17 kn > 1000 kn OK D.6.1 Steel Strenght of Anchor in Shear Φ x Vcb fct II = ΦV n,cb Concrete Breakout in Shear replaced by Supplementary reinforcement 0.75 x 40.8 x1 = 30 kn < 1000 kn Suppl.Reinf D.6. Concrete Breakout Strength in Shear ΦV n,cb > V u 30 kn < 000 kn 03mm D.6..9 Shear hair-pins required Φ x V cp = 0.65 x = 454 kn > 1000 kn OK D.6.3 Pryout Strength of Anchor inshear Anchor Subject to Tension and Shear ACI 318 D.7 N u /ΦN n = 06 / 46 = OK D.7.1 IF V u /ΦV n 0. V u /ΦV n = 1000 / 17 = OK D.7. IF N u /ΦN n 0. N u /ΦN n + V u /ΦV n = OK D.7.3 IF N u /ΦN n >0. and V u /ΦV n >0. Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 19

20 Design Requirement for Tensile Loading D.5.1 Steel Strenght of Anchor in Tension N SA =A se,n f uta = /1000 = kn D.5. Concrete Breakout Strength intension A Nc0 =9h ef = 9,000,000 mm A Nc = (c ax1 +Lx+c ax ) (c ay1 +Ly+c ay ) = 6,01,000 mm Lx= c ax1 = c ax = Ly= 480 mm 458 mm 61 mm 480 mm c ay1 = 1500 mm c ay = 1500 mm ny Lx Sx Sx Sx Y X nx Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Cax 1 Cax B N cb =A Nc /A Nc0 Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a single anchor N cbg =A Nc /A Nc0 Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a group of anchors N b =k c l a f c ' h ef 1.5 = 11.3 kn breakout strength of a single anchor Modification factor for: Ψ ec,n =1/(1+e' N /3h ef ) = 0.96 anchor group loaded eccentrically in tension Ψ ed,n = C a,min /1.5h ef = 0.79 edge effect Ψ c,n = 1.50 cracking at service load levels Ψ cp,n = uncracked concrete Eccentricity e' N = 60 mm D.5.3 Pullout Strength of Anchor intension N pn =Ψ c,p N p = kn N p =8 A brg f c ' = kn for headed anchor N p =0.9 f c ' e h d a = 0.0 kn for single hooked bolt 3d a e h 4.5d a Np = kn Ψ c,p = = modification factor for cracking D.5.4 Concrete Side-face Blowout Strength of Headed Anchor in Tension C min = 458 > 0.4h ef = 400 N sb1 =(13C a1 A brg ) l a f c ' = 19. kn N sbg =(1+ s/6c a1 ) N sb = 19. kn s= 480 mm N sb = 19. kn since fastener is located far from free edge (Cmin>0.4hef) this mode of failure is not applicabe Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 0

21 Design Requirement for Shear Loading D.6.1 Steel Strenght of Anchor in Shear D Cast-in headed stud: V SA =A se,n f uta = kn D.6.1. All other types of anchors: V SA =0.6 A se,n f uta = kn D.6. Concrete Breakout Strength in Shear h a = 687 mm C a1 = 458 mm l e = 64 mm C a = 687 mm Group of anchors: V cbg =A Vc /A Vc0 Ψ ec,v Ψ ed,v Ψ c,v Ψ h,v V b = 40.8 kn A Vc0 =4.5C a1 = 943,938 mm A Vc = = 1,116,375 mm = mm C a = 1500 C a1 = 458 V b =(0.6 (l e /d a ) 0. d c ) l a f c ' C a1 1.5 V b =3.7 l a f c ' C a1 1.5 single anchor shear breakout strength minv b = = kn s= 40 = 43.3 kn 43.3 kn D.6..5 Anchor group in eccentrically tension modification factor: Ψ ec,v =1/(1+e' v / 3C a1 ) = e' V = 0mm Case 1 C a1 =Ny C a1,1 C a1 = 183 D Modification factor for edge effect: Case Ψ ed,v = xC a, /1.5C a1 = C a1 =C a1, C a1 = 938 D.6..7 Modification factor for cracking: Ψ c,v = = D.6..8 If thickness h a <1.5C a1 Ψ h,v = (1.5C a1 / h a ) = Case 3 C a1 =C a1, D.6.3 Pryout Strength of Anchor inshear C a1 = 458 V cp =k c,p N cp = kn h ef <65mm (k cp =1), h ef >65mm (k cp =) k cp = N cp =min(n a, N cb ) N cp = kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 1

22 PT4 - Plate Type 4 100x30x50mm x4m33 500mm trough bolts (9A) to beam Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page

23 Design of Anchors to ACI318 - Appendix D Input Data: PT4 Trough 500mm TC9-A Concrete Strength (Cylinder) f c ' = 45 MPa Specified Tensile Strength of Anchor f uta = 800 MPa Pitch= 3 mm Bolt Diameter d a = 33 mm Effective cross-section area of Anchor A SE,N = 710 mm Tension h ef = 500 mm Shear h ef = 500 mm Concrete Element Thickness= h a = 500 mm width B= 1000 C ax = 63 mm Anchor height D= C ay = mm modulus Y-Y= m s x = 333 mm modulus X-X= 0.70 m s y = 180 mm Number of Anchor Columns nx = 4 Number of Anchor Rows ny = Trough bolt head plate Lx= 100 mm Ly = 30 mm Anchor type Extended Anchor Cast-In Bolt No Anchors Welded to Plate No Built-up Grout Pad No Anchors at less than 1.5h ef from 3 or more sides No Anchor head Yes Anchor head area A brg = 84 mm Out-Of-Plane Imperfection Eccentricity i = Plate factored Moment M ux = M uy = 0.0 knm h= 0 m 0.5 Plate factored Axial load 1.6 N u = 707 kn N α = Plate factored Shear load V u = 707 kn e' v = mm Vu parallel to edge (D.6..1c) Yes Seismic Load to ACI318 D3.3 No Post-installed anchor reliability High Anchor element steel Ductile (D.4.3) Supplementary reinforcement Yes Cracked concrete: No Torque-controlled expansion anchors (D6..): No Design Summary: ny Lx Sx Sx Sx Y X nx Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Cax 1 Cax Anchor In tension ACI 318 D.5 B Number of Anchors NOS= 8 Φx N SA xnos 0.75 x x1 = 46.3 kn > kn OK D.5.1 Steel Strenght of Single Anchor in Tension 0.75 x x8 = 3410 kn > kn OK D.5.1 Steel Strenght of Group of Anchors in Tension Φ se x Φ x N cbg 1x 0.75 x = 1589 kn > kn OK D.5. Concrete Breakout Strength in Tension Φ se x Φ x N pn xnos 1x 0.65 x x8 = 7448 kn > kn OK D.5.3 Pullout Strength of Anchor in Tension Φ se x Φ x N sb 1x 0.75 x = 1498 kn > kn OK D.5.4 Concrete Side-face Blowout Strength of headed anchor in tension Anchor In Shear ACI 318 D.6 Φ x V SA xnos 0.65 x x8 = 1773 kn > kn OK D.6.1 Steel Strenght of Anchor in Shear Φ x Vcb fct II = ΦV n,cb Concrete Breakout in Shear replaced by Supplementary reinforcement 0.75 x x = 578 kn < kn Suppl.Reinf D.6. Concrete Breakout Strength in Shear ΦV n,cb > V u 578 kn < 1414 kn 187mm D.6..9 Shear hair-pins required Φ x V cp = 0.65 x 436. = 754 kn > kn OK D.6.3 Pryout Strength of Anchor inshear Anchor Subject to Tension and Shear ACI 318 D.7 N u /ΦN n = 707 / 1498 = OK D.7.1 IF V u /ΦV n 0. V u /ΦV n = 707 / 1773 = OK D.7. IF N u /ΦN n 0. N u /ΦN n + V u /ΦV n = OK D.7.3 IF N u /ΦN n >0. and V u /ΦV n >0. Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 3

24 Design Requirement for Tensile Loading D.5.1 Steel Strenght of Anchor in Tension N SA =A se,n f uta = /1000 = kn D.5. Concrete Breakout Strength intension A Nc0 =9h ef = 56,50,000 mm A Nc = (c ax1 +Lx+c ax ) (c ay1 +Ly+c ay ) = 11,440,660 mm Lx= c ax1 = c ax = Ly= 999 mm 63 mm 0mm 180 mm c ay1 = 3750 mm c ay = 3750 mm ny Lx Sx Sx Sx Y X nx Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Cax 1 Cax B N cb =A Nc /A Nc0 Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a single anchor N cbg =A Nc /A Nc0 Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a group of anchors N b =k c l a f c ' h ef 1.5 = kn breakout strength of a single anchor Modification factor for: Ψ ec,n =1/(1+e' N /3h ef ) = anchor group loaded eccentrically in tension Ψ ed,n = C a,min /1.5h ef = 0.71 edge effect Ψ c,n = 1.50 cracking at service load levels Ψ cp,n = uncracked concrete Eccentricity e' N = 60 mm D.5.3 Pullout Strength of Anchor intension N pn =Ψ c,p N p = kn N p =8 A brg f c ' = kn for headed anchor N p =0.9 f c ' e h d a = 0.0 kn for single hooked bolt 3d a e h 4.5d a Np = kn Ψ c,p = = modification factor for cracking D.5.4 Concrete Side-face Blowout Strength of Headed Anchor in Tension C min = 63 <0.4h ef = ### Mode of failure is applicabe N sb1 =(13C a1 A brg ) l a f c ' = 1.7 kn N sbg =(1+ s/6c a1 ) N sb = kn s= 999 mm N sb = kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 4

25 Design Requirement for Shear Loading D.6.1 Steel Strenght of Anchor in Shear D Cast-in headed stud: V SA =A se,n f uta = kn D.6.1. All other types of anchors: V SA =0.6 A se,n f uta = kn D.6. Concrete Breakout Strength in Shear h a = 395 mm C a1 = 63 mm l e = 64 mm C a = mm Group of anchors: V cbg =A Vc /A Vc0 Ψ ec,v Ψ ed,v Ψ c,v Ψ h,v V b = kn A Vc0 =4.5C a1 = 311,61 mm A Vc = = 809,10 mm = mm C a = 3750 C a1 = 56 V b =(0.6 (l e /d a ) 0. d c ) l a f c ' C a1 1.5 V b =3.7 l a f c ' C a1 1.5 single anchor shear breakout strength minv b = = kn s= 333 = kn kn D.6..5 Anchor group in eccentrically tension modification factor: Ψ ec,v =1/(1+e' v / 3C a1 ) = e' V = 0mm Case 1 C a1 =Ny C a1,1 C a1 = 56 D Modification factor for edge effect: Case Ψ ed,v = xC a, /1.5C a1 = C a1 =C a1, C a1 = 16 D.6..7 Modification factor for cracking: Ψ c,v = = D.6..8 If thickness h a <1.5C a1 Ψ h,v = (1.5C a1 / h a ) = Case 3 C a1 =C a1, D.6.3 Pryout Strength of Anchor inshear C a1 = 63 V cp =k c,p N cp = 436. kn h ef <65mm (k cp =1), h ef >65mm (k cp =) k cp = N cp =min(n a, N cb ) N cp = kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 5

26 PT5 - Plate Type 5 850x400x50mm x4m33 550mm Cast-In bolts (9DE) to Wall Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 6

27 Design of Anchors to ACI318 - Appendix D Input Data: PT5 Cast-In 550mm TC-A,B,C,D,E,F Concrete Strength (Cylinder) f c ' = 45 MPa Specified Tensile Strength of Anchor f uta = 800 MPa Pitch= 3 mm Bolt Diameter d a = 33 mm Effective cross-section area of Anchor A SE,N = 710 mm Tension h ef = 550 mm Shear h ef = 550 mm Concrete Element Thickness= h a = 1500 mm width B= C ax = mm Anchor height D= C ay = mm modulus Y-Y=.333 m s x = 50 mm modulus X-X= m s y = 00 mm Number of Anchor Columns nx = 4 Number of Anchor Rows ny = Trough bolt head plate Lx= mm Ly = mm Anchor type Extended Anchor Cast-In Bolt No Anchors Welded to Plate No Built-up Grout Pad No Anchors at less than 1.5h ef from 3 or more sides No Anchor head Yes Anchor head area A brg = 84 mm Out-Of-Plane Imperfection Eccentricity i = Plate factored Moment M ux = M uy = 0.0 knm h= 0 m 0.5 Plate factored Axial load 1.6 N u = 707 kn N α = Plate factored Shear load V u = 707 kn e' v = mm Vu parallel to edge (D.6..1c) Yes Seismic Load to ACI318 D3.3 No Post-installed anchor reliability High Anchor element steel Ductile (D.4.3) Supplementary reinforcement Yes Cracked concrete: No Torque-controlled expansion anchors (D6..): No Design Summary: Cax 1 Cax B Anchor In tension ACI 318 D.5 Number of Anchors NOS= 8 Φx N SA xnos 0.75 x x1 = 46.3 kn > kn OK D.5.1 Steel Strenght of Single Anchor in Tension 0.75 x x8 = 3410 kn > kn OK D.5.1 Steel Strenght of Group of Anchors in Tension ny Lx Sx Sx Sx Y nx X Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Φ se x Φ x N cbg 1x 0.75 x 30.0 = 177 kn > kn OK D.5. Concrete Breakout Strength in Tension Φ se x Φ x N pn xnos 1x 0.65 x x8 = 7448 kn > kn OK D.5.3 Pullout Strength of Anchor in Tension Φ se x Φ x N sb 1x 0.75 x = 877 kn > kn OK D.5.4 Concrete Side-face Blowout Strength of headed anchor in tension Anchor In Shear ACI 318 D.6 Φ x V SA xnos 0.65 x x8 = 1773 kn > kn OK D.6.1 Steel Strenght of Anchor in Shear Φ x Vcb fct II = ΦV n,cb 0.75 x x = 9443 kn > kn OK D.6. Concrete Breakout Strength in Shear ΦV n,cb > V u 9443 kn > kn D.6..9 Shear hair-pins not required Φ x V cp = 0.65 x = 993 kn > kn OK D.6.3 Pryout Strength of Anchor inshear Anchor Subject to Tension and Shear ACI 318 D.7 N u /ΦN n = 707 / 877 = OK D.7.1 IF V u /ΦV n 0. V u /ΦV n = 707 / 1773 = OK D.7. IF N u /ΦN n 0. N u /ΦN n + V u /ΦV n = OK D.7.3 IF N u /ΦN n >0. and V u /ΦV n >0. Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 7

28 Design Requirement for Tensile Loading D.5.1 Steel Strenght of Anchor in Tension N SA =A se,n f uta = /1000 = kn D.5. Concrete Breakout Strength intension A Nc0 =9h ef =,7,500 mm A Nc = (c ax1 +Lx+c ax ) (c ay1 +Ly+c ay ) = 4,440,000 mm Lx= c ax1 = c ax = Ly= c ay1 = c ay = ny 750 mm 85 mm 85 mm 00 mm 85 mm 85 mm Lx Sx Sx Sx Y X nx Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Cax 1 Cax B N cb =A Nc /A Nc0 Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a single anchor N cbg =A Nc /A Nc0 Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b = 30.0 kn for a group of anchors N b =k c l a f c ' h ef 1.5 = kn breakout strength of a single anchor Modification factor for: Ψ ec,n =1/(1+e' N /3h ef ) = 0.93 anchor group loaded eccentrically in tension Ψ ed,n = C a,min /1.5h ef = edge effect Ψ c,n = 1.50 cracking at service load levels Ψ cp,n = uncracked concrete Eccentricity e' N = 60 mm D.5.3 Pullout Strength of Anchor intension N pn =Ψ c,p N p = kn N p =8 A brg f c ' = kn for headed anchor N p =0.9 f c ' e h d a = 0.0 kn for single hooked bolt 3d a e h 4.5d a Np = kn Ψ c,p = = modification factor for cracking D.5.4 Concrete Side-face Blowout Strength of Headed Anchor in Tension C min = 85 > 0.4h ef = 0 N sb1 =(13C a1 A brg ) l a f c ' = kn N sbg =(1+ s/6c a1 ) N sb = kn since fastener is located far from free edge (Cmin>0.4hef) this mode of failure is not applicabe s= 750 mm N Abraj Kudai Project - Tower Crane 9 Bracing sb = kn Design Report rev prepared by DNEC 1-April-016 Page 8

29 Design Requirement for Shear Loading D.6.1 Steel Strenght of Anchor in Shear D Cast-in headed stud: V SA =A se,n f uta = kn D.6.1. All other types of anchors: V SA =0.6 A se,n f uta = kn D.6. Concrete Breakout Strength in Shear h a = 138 mm C a1 = 85 mm l e = 64 mm C a = 85 mm Group of anchors: V cbg =A Vc /A Vc0 Ψ ec,v Ψ ed,v Ψ c,v Ψ h,v V b = kn A Vc0 =4.5C a1 = 3,06,813 mm A Vc = = 6,018,438 mm = mm C a = 85 C a1 = 0000 V b =(0.6 (l e /d a ) 0. d c ) l a f c ' C a1 1.5 V b =3.7 l a f c ' C a1 1.5 single anchor shear breakout strength minv b = = kn s= 50 = 588. kn Case kn C a1 =Ny C a1,1 D.6..5 Anchor group in eccentrically tension modification factor: Ψ ec,v =1/(1+e' v / 3C a1 ) = e' V = 0mm C a1 = D Modification factor for edge effect: Case Ψ ed,v = xC a, /1.5C a1 = C a1 =C a1, C a1 = 0000 D.6..7 Modification factor for cracking: Ψ c,v = = D.6..8 If thickness h a <1.5C a1 Ψ h,v = (1.5C a1 / h a ) = Case 3 C a1 =C a1, D.6.3 Pryout Strength of Anchor inshear C a1 = 0000 V cp =k c,p N cp = kn h ef <65mm (k cp =1), h ef >65mm (k cp =) k cp = N cp =min(n a, N cb ) N cp = 30.0 kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 9

30 PT6 - Plate Type 6 10x30x50mm x5m mm trough bolts (9A) to Beam Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 30

31 Design of Anchors to ACI318 - Appendix D Input Data: TC9A Plate 6 - Bracing members A+D Concrete Strength (Cylinder) f c ' = 45 MPa Specified Tensile Strength of Anchor f uta = 800 MPa Pitch= 3 mm Bolt Diameter d a = 33 mm Effective cross-section area of Anchor A SE,N = 710 mm Tension h ef = 500 mm Shear h ef = 500 mm Concrete Element Thickness= h a = 500 mm width B= 1000 C ax = 63 mm Anchor height D= C ay = mm modulus Y-Y= m s x = 60 mm modulus X-X= m s y = 180 mm Number of Anchor Columns nx = 5 Number of Anchor Rows ny = Trough bolt head plate Lx= 10 mm Ly = 30 mm Anchor type Extended Anchor Cast-In Bolt No Anchors Welded to Plate No Built-up Grout Pad No Anchors at less than 1.5h ef from 3 or more sides No Anchor head Yes Anchor head area A brg = 84 mm Out-Of-Plane Imperfection Eccentricity i = Plate factored Moment M ux = M uy = knm h= 0 m 0.5 Plate factored Axial load 1.6 N u = 564 kn Plate factored Shear load V u = 371 kn e' v = mm Vu parallel to edge (D.6..1c) Yes Seismic Load to ACI318 D3.3 No Post-installed anchor reliability High Anchor element steel Ductile (D.4.3) Supplementary reinforcement Yes Cracked concrete: No Torque-controlled expansion anchors (D6..): No Design Summary: Anchor In tension ACI 318 D.5 nx nx - number of achor columns ny - number of achor rows Number of Anchors NOS= 10 Cax 1 Cax Φ x N SA xnos B 0.75 x x1 = 46.3 kn > kn OK D.5.1 Steel Strenght of Single Anchor in Tension 0.75 x x10 = 463 kn > kn OK D.5.1 Steel Strenght of Group of Anchors in Tension ny Lx Sx Sx Sx Y X Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu Cay 1 Cay D Φ se x Φ x N cbg 1x 0.75 x = 1610 kn > kn OK D.5. Concrete Breakout Strength in Tension Φ se x Φ x N pn xnos 1x 0.65 x x10 = 9310 kn > kn OK D.5.3 Pullout Strength of Anchor in Tension Φ se x Φ x N sb 1x 0.75 x 08.5 = 151 kn > kn OK D.5.4 Concrete Side-face Blowout Strength of headed anchor in tension Anchor In Shear ACI 318 D.6 Φ x V SA xnos 0.65 x x10 = 17 kn > kn OK D.6.1 Steel Strenght of Anchor in Shear Φ x Vcb fct II = ΦV n,cb Concrete Breakout in Shear replaced by Supplementary reinforcement 0.75 x x = 478 kn > kn OK D.6. Concrete Breakout Strength in Shear ΦV n,cb > V u 478 kn < 74 kn D.6..9 Shear hair-pins required Φ x V cp = 0.65 x = 791 kn > kn OK D.6.3 Pryout Strength of Anchor inshear Anchor Subject to Tension and Shear ACI 318 D.7 N u /ΦN n = 564 / 151 = OK D.7.1 IF V u /ΦV n 0. V u /ΦV n = 371 / 17 = OK D.7. IF N u /ΦN n 0. N u /ΦN n + V u /ΦV n = OK D.7.3 IF N u /ΦN n >0. and V u /ΦV n >0. Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 31

32 Design Requirement for Tensile Loading D.5.1 Steel Strenght of Anchor in Tension N SA =A se,n f uta = /1000 = kn D.5. Concrete Breakout Strength intension A Nc0 =9h ef = 56,50,000 mm A Nc = (c ax1 +Lx+c ax ) (c ay1 +Ly+c ay ) = 11,597,060 mm Lx= 1040 mm c ax1 = c ax = Ly= 63 mm 0mm 180 mm c ay1 = 3750 mm c ay = 3750 mm ny Lx Sx Sx Sx Y X nx Cax = min( Cax 1, Cax, 1.5Heff ) Cay = min( Cay 1, Cay, 1.5Heff ) Sy Sy Ly Vu nx - number of achor columns ny - number of achor rows Cay 1 Cay D Cax 1 Cax B N cb =A Nc /A Nc0 Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a single anchor N cbg =A Nc /A Nc0 Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b = kn for a group of anchors N b =k c l a f c ' h ef 1.5 = kn breakout strength of a single anchor Modification factor for: Ψ ec,n =1/(1+e' N /3h ef ) = anchor group loaded eccentrically in tension Ψ ed,n = C a,min /1.5h ef = 0.71 edge effect Ψ c,n = 1.50 cracking at service load levels Ψ cp,n = uncracked concrete Eccentricity e' N = 60 mm D.5.3 Pullout Strength of Anchor intension N pn =Ψ c,p N p = kn N p =8 A brg f c ' = kn for headed anchor N p =0.9 f c ' e h d a = 0.0 kn for single hooked bolt 3d a e h 4.5d a Np = kn Ψ c,p = = modification factor for cracking D.5.4 Concrete Side-face Blowout Strength of Headed Anchor in Tension C min = 63 < 0.4h ef = ### Mode of failure is applicabe N sb1 =(13C a1 A brg ) l a f c ' = 1.7 kn N sbg =(1+ s/6c a1 ) N sb = 08.5 kn s= 1040 mm N sb = 08.5 kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 3

33 Design Requirement for Shear Loading D.6.1 Steel Strenght of Anchor in Shear D Cast-in headed stud: V SA =A se,n f uta = kn D.6.1. All other types of anchors: V SA =0.6 A se,n f uta = kn D.6. Concrete Breakout Strength in Shear h a = 395 mm C a1 = 63 mm l e = 64 mm C a = mm Group of anchors: V cbg =A Vc /A Vc0 Ψ ec,v Ψ ed,v Ψ c,v Ψ h,v V b = kn A Vc0 =4.5C a1 = 311,61 mm A Vc = = 669,664 mm = mm C a = 3750 C a1 = 63 V b =(0.6 (l e /d a ) 0. d c ) l a f c ' C a1 1.5 V b =3.7 l a f c ' C a1 1.5 single anchor shear breakout strength minv b = = kn s= 60 = kn kn D.6..5 Anchor group in eccentrically tension modification factor: Ψ ec,v =1/(1+e' v / 3C a1 ) = e' V = 0mm Case 1 C a1 =Ny C a1,1 C a1 = 56 D Modification factor for edge effect: Case Ψ ed,v = xC a, /1.5C a1 = C a1 =C a1, C a1 = 1303 D.6..7 Modification factor for cracking: Ψ c,v = = D.6..8 If thickness h a <1.5C a1 Ψ h,v = (1.5C a1 / h a ) = Case 3 C a1 =C a1, D.6.3 Pryout Strength of Anchor inshear C a1 = 63 V cp =k c,p N cp = kn h ef <65mm (k cp =1), h ef >65mm (k cp =) k cp = N cp =min(n a, N cb ) N cp = kn Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 33

34 APPENDIX A - PIN CONNECTED MEMBERS DESIGN CHECK Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 34

35 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Crane TC9 bracing connections design check Steel Properties: Pin Properties: S355 F u 470 F y 335 d p 70 d p A p = F nt.p 750 F nv.p 500 Anchor Bolt Properties: d ab 33 d ab A ab = F nt 600 F nv 30 Concrete Properties: f c ' 5 Design Forces: P ut 1000 P uc 1000

36 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 1. Threaded rod check d tr 10 p 1 S355 F tr.y 95

37 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 1.1 Tension Minimum diameter of the rod Minimum area of the rod Strength reduction factor Tension strength d tr.min d tr p= 108 d tr.min A tr.min = ϕ t 0.9 ϕ t P n ϕ t A tr.min F tr.y = 43 ϕ t P n = 43 > P ut = 1000 OK 1. Compression Minimum area of the rod A tr.min = 9161 Strength reduction factor Radius of gyration Buckling length Buckling factor Elastic modulus ϕ c 0.9 d tr.min r = 7 4 L 800 K E 05 Critical stress = K L r 59 < 4.71 E = 14 F tr.y F e E = 576 K L r F tr.y F F cr e F tr.y = 38

38 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Compression strength ϕ c P n ϕ c A tr.min F cr = 1963 ϕ c P n = 1963 > P ut = 1000 OK 1.3 Bending Strut reaction due to self weigth R sw 5 (total weight of the strut is less than 1t) Moment in the rod due to SW Ultimate moment in the rod Strength reduction factor Elastic modulus of the rod M sw R sw 800 = 4 M sw.ult 1.4 M sw = 6 ϕ b 0.9 d 3 tr.min S = Bending strength ϕ b M n ϕ b F tr.y S= 33 ϕ b M n = 33 > M sw.ult = 6 OK 1.4 Interaction - compression plus bending = P uc 0.5 > 0. ϕ c P n + P uc 8 = ϕ c P n 9 M sw.ult 0.66 < 1 OK ϕ b M n 1.5 Shear of the treaded portion Engaging length L eng 150 (length of the main threaded end plate)

39 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Shear area Strength reduction factor Shear strength L eng A w d tr p = p 6861 p ϕ v 0.9 ϕ v V n 0.5 ϕ v A w F tr.y = 3566 ϕ v V n = 3566 > P ut = 1000 OK. Pin plate check.1 Tensile rupture Plate thickness Edge distance - perpendicular to member axis Design edge distance Strength reduction factor t d b e.act p = 115 b e min t+ 16, b e.act = 66 ϕ t 0.75

40 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Tensile rupture strength ϕ t P n ϕ t F u t b e = 37 ϕ t P n = 37 > P ut = 1000 OK. Shear rupture Edge distance - paralel to member axis Area on the shear failure path Strength reduction factor a 150 d p = 115 A sf t a + d p = 7500 ϕ sf 0.75 Shear rupture strength ϕ sf P n ϕ sf 0.6 F u A sf = 3173 ϕ sf P n = 3173 > P ut = 1000 OK.3 Pin bearing on the plate Projected area of the pin Strength reduction factor A pb t d p = 1750 ϕ 0.75 Bearing strength ϕr n ϕ 1.8 F y A pb = 1583 ϕr n = 1583 > P ut = 1000 OK.4 Plate yielding Minimum width of cross section Minimum area Strength reduction factor b min 10 A min b min t= 3000 ϕ t 0.9 Tension strength ϕ t P n = 1809 > P ut = 1000 ϕ t P n ϕ t A min F y = 1809 OK

41 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 3. Pin design check 3.1 Shear Pin diameter d p = 70 Pin area A p = 3848 Nominal shear strength F nv.p = 500 Strength reduction factor Shear strength (double shear) ϕ 0.75 ϕr n ϕ F nv.p A p = 886 ϕr n = 886 > P ut = 1000 OK 3. Bending Nominal shear strength F nt.p = 750 Elastic modulus Strength reduction factor d 3 p S = ϕ b Bending strength ϕ b M n ϕ b F nt.p S= 3 Design bending moment: a 5 b 50 c 5 P ut M u.p ( b+ a+ 4 c) = 15 8 ϕ b M n = 3 > M u.p = 15 OK

42 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 3.3 Interaction - bending and shear + M u.p = ϕ b M n P ut 0.78 < 1 OK ϕr n

43 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 4. Connection PT1 check 4.1 Shear transfer from pin plate t 30 l 60

44 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT A v t l= 7800 Strength reduction factor Shear strength ϕ 0.75 ϕr n ϕ F y A v = 390 ϕr n = 390 > P ut = 1000 OK 4. Base plate connection Axial force in bracing P ut = 1000 Bracing force eccentricity Shear force in base plate Moment in base plate Lever arm for push-pull reactions Push-pull force in anchor bolts and concrete e 370 V u P ut = 1000 M u P ut e= 370 a 430 M u T = 860 a

45 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 4..1 Compression check Bearing area width Bearing area length Bearing area B b 600 L b 170 A b B b L b = Concrete strength f c ' = 5 Bearing strength reduction factor Bearing strength ϕ 0.65 ϕr n ϕ 0.85 f c ' A b = 1409 ϕr n = 1409 > C T= 860 OK Base plate bending moment (conservatively considering only one way bending) M bp C L b = 73 Base plate width Base plate thickness Base plate section modulus Bending strength reduction factor B 600 t bp 50 B t bp S = ϕ b Bending strength ϕ b M n ϕ b F y S= 113 ϕ b M n = 113 > M bp = 73 OK 4.. Tension check Number of anchor bolts sustaining tension force Number of anchor bolts sustaining shear force Tensile force per anchor n ab.t 4 n ab.v 10 T ab T = 15 n ab.t

46 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Shear force per anchor Required shear stress Strength reduction factor V u V ab = 100 n ab.v V ab f v = 117 A ab ϕ 0.75 Modified nominal tensile stress: F nt F nt ' 1.3 F nt f v = 488 < F nt = 600 ϕ F nv Combined tension and shear strength: ϕr n ϕ F nt ' A ab = 313 ϕr n = 313 > T ab = 15 OK Anchor distance to vertical plate Base plate bending moment (conservatively considering only one way bending) Bending strength l a 85 M bp T l a = 73 ϕ b M n ϕ b F y S= 113 ϕ b M n = 113 > M bp = 73 OK

47 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 5. Connection PT4 check Axial force in bracing ( P ut = 1000 Bracing angle Axial force on the base plate Shear force on the base plate α 45 N u P ut sin(α) = 707 V u P ut cos(α) = 707

48 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 5.1 Compression check Bearing area width Bearing area length Bearing area B b 30 L b 00 A b B b L b = Concrete strength f c ' = 5 Bearing strength reduction factor Bearing strength ϕ 0.65 ϕr n ϕ 0.85 f c ' A b = 884 ϕr n = 884 > N u = 707 OK Projecting portion of base plate as a cantilever Base plate bending moment (conservatively considering only one way bending) l c 135 N u M bp l c = 4 Base plate width Base plate thickness Base plate section modulus Bending strength reduction factor B L b = 00 t bp 50 B t S bp = ϕ b 0.9 3

49 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Bending strength ϕ b M n ϕ b F y S= 38 ϕ b M n = 38 > M bp = 4 OK 5. Tension check Number of anchor bolts sustaining tension force Number of anchor bolts sustaining shear force Tensile force per anchor Shear force per anchor Required shear stress n ab.t 4 n ab.v 8 N u T ab = 177 n ab.t V u V ab = 88 n ab.v V ab f v = 103 A ab Strength reduction factor ϕ 0.75 Modified nominal tensile stress: F nt F nt ' 1.3 F nt f v = 5 < F nt = 600 ϕ F nv

50 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Combined tension and shear strength: ϕr n ϕ F nt ' A ab = 335 ϕr n = 335 > T ab = 177 OK Anchor distance to vertical plate Base plate bending moment (conservatively considering only one way bending) l a 65 M bp T ab l a = 11 Effective width of base plate for one anchor Base plate section modulus Bending strength reduction factor Bending strength B eff l a = 130 S B eff t bp = ϕ b 0.9 ϕ b M n ϕ b F y S= 4 3 ϕ b M n = 4 > M bp = 11 OK

51 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 6. Connection PT5 check Axial force in bracing P ut = 1000 Bracing angle Axial force on the base plate Shear force on the base plate α 45 N u P ut sin(α) = 707 V u P ut cos(α) = 707

52 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 6.1 Compression check Bearing area width Bearing area length Bearing area B b 400 L b 00 A b B b L b = Concrete strength f c ' = 5 Bearing strength reduction factor Bearing strength ϕ 0.65 ϕr n ϕ 0.85 f c ' A b = 1105 ϕr n = 1105 > N u = 707 OK Projecting portion of base plate as a cantilever Base plate bending moment (conservatively considering only one way bending) l c 175 N u M bp l c = 31 Base plate width Base plate thickness Base plate section modulus Bending strength reduction factor B L b = 00 t bp 50 B t S bp = ϕ b 0.9 3

53 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Bending strength ϕ b M n ϕ b F y S= 38 ϕ b M n = 38 > M bp = 31 OK 6. Tension check Number of anchor bolts sustaining tension force Number of anchor bolts sustaining shear force Tensile force per anchor Shear force per anchor Required shear stress n ab.t 4 n ab.v 8 N u T ab = 177 n ab.t V u V ab = 88 n ab.v V ab f v = 103 A ab Strength reduction factor ϕ 0.75 Modified nominal tensile stress: F nt F nt ' 1.3 F nt f v = 5 < F nt = 600 ϕ F nv

54 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Combined tension and shear strength: ϕr n ϕ F nt ' A ab = 335 ϕr n = 335 > T ab = 177 OK Anchor distance to vertical plate Base plate bending moment (conservatively considering only one way bending) l a 75 M bp T ab l a = 13 Effective width of base plate for one anchor Base plate section modulus Bending strength reduction factor Bending strength B eff l a = 150 S B eff t bp = ϕ b 0.9 ϕ b M n ϕ b F y S= 8 3 ϕ b M n = 8 > M bp = 13 OK

55 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 7. Connection PT6 check

56 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Bracing member A: Axial force in bracing Bracing angle Axial force on the base plate Shear force on the base plate P ua 1000 α A 54 N ua P ua sin α A = 809 V ua P ua cos α A = 588 Bracing member D: Axial force in bracing Bracing angle Axial force on the base plate Shear force on the base plate P ud 500 α D 36 N ud P ud sin α D = 94 V ud P ud cos α D = 405 Design forces: Maximum moment M max N ua N ud V ud V ua 0.6 = 148 Maximum tension Maximum compression Maximum shear N max.t N ua = 809 N max.c N ua = 809 V max V ua = 588

57 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT 7.1 Compression check Axial force will be translated to center of compression hence modified design forces will be calculated: Base plate width Base plate length B b 30 L b 100 Anchor bolt end distance Modified moment e 90 L M mod M max N max.c b e = 301 M mod < 0 ==> section is in compression - no tension is required to resist the moment Maximum stress under the base plate: Bearing area Bearing area - section modulus N max.c σ max + = 4.03 S A b M max A b B b L b = B S b L b =

58 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Concrete bearing capacity: Concrete strength f c ' = 5 Bearing strength reduction factor Bearing strength ϕ 0.65 ϕσ n ϕ 0.85 f c ' = 14 ϕσ n = 14 > σ max = 4 OK Projecting portion of base plate as a cantilever Base plate bending moment (conservatively considering only one way bending) Base plate thickness Base plate section modulus per m' length Bending strength reduction factor l c 135 l c M bp σ max = 37 1 t bp 50 t bp S = 6 ϕ b Bending strength per meter length ϕ b M n ϕ b F y S= 16 1 ϕ b M n = 16 1 > M bp = 37 OK 7. Tension check It can be concluded that the whole section is in tension, similar as above for compression case. Number of anchor bolts sustaining tension force Number of anchor bolts sustaining shear force Number of anchor bolts sustaining moment n ab.t 10 n ab.v 10 n ab.m

59 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT Distance between extreme anchors l max 1040 Tensile force per anchor due to axial foce Tensile force per anchor due to moment N max.t T ab.n = 81 n ab.t M max T ab.m = 71 l max n ab.m Total tensile force per anchor T ab T ab.n + T ab.m = 15 Shear force per anchor Required shear stress V max V ab = 59 n ab.v V ab f v = 69 A ab Strength reduction factor ϕ 0.75 Modified nominal tensile stress: F nt F nt ' 1.3 F nt f v = 608 > F nt = 600 ϕ F nv Combined tension and shear strength: ϕr n ϕ F nt A ab = 385

60 Emirates DNEC EC LLC P.O. Box Abu Dhabi, UAE Tel: Fax: Project Name Job No Sheet No Rev Tower Cranes Bracing P-AUH Client Prepared By Checked By UT NJ Section of Project Date Date TC9 - Bracing connection design check Dec-15 Dec-15 REFERENCE CALCULATIONS OUTPUT ϕr n = 385 > T ab = 15 OK Anchor distance to vertical plate Base plate bending moment (conservatively considering only one way bending) l a 65 M bp T ab l a = 10 Effective width of base plate for one anchor Base plate section modulus Bending strength reduction factor Bending strength B eff l a = 130 S B eff t bp = ϕ b 0.9 ϕ b M n ϕ b F y S= 16 3 ϕ b M n = 16 > M bp = 10 OK

61 APPENDIX B - MILL TEST CERTIFICATES Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 61

62 Bracing Member CHS 8" 19.1x1.7mm SCH80 S355 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 6

63 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 63

64 Bracing Spindle ROD Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 64

65 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 65

66 Abraj Kudai Project - Tower Crane 9 Bracing Design Report rev prepared by DNEC 1-April-016 Page 66