design report moulding bracket 24-02-16

8/19/2019 Design Report Moulding Bracket 24-02-16

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on struction of Tw o Palaces

Al Wajba Palace – 1 (Case No. 01)

Steel Bracket Structure toSupport GRC Molding

STRUCTURAL DESIGN CALCULATION

February 2016(Rev. 0)

NATIONAL ENGINEERING SERVICES PAKISTAN LIMITEDW.L.L.

Consulting Engineers

13,14-Cleopatra Building Musherib,P.O Box 32057, Doha, Qatar.Tel: +974 4442 9696, +974 4442 0324, Fax: +974 444209969


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Project:

Construction of Two Palaces

National Engineering Services Pakistan Limited W.L.L.Consulting Engineers13,14 - Cleopatra Building Musherib,P.O Box 32057, Doha, Qatar.

Calculation of:STRUCTURAL DESIGN CALCULATIONSteel Bracket to Support GRC Molding

Design Section: Structural Job No:

Prepared By: KSA Date: Feb 24, 2016

Checked by: MIB Rev.: 0

Table of Contents

1 Project Introduction 1

2 Units 1

3 Codes and Standards 1

4 Loads 1

4.1 Dead Load 1

5 Load Combinations 2

5.1 As per Code AISC 2

6 Materials 2

6.1 Existing Concrete 2

6.2 Structural Steel 2

7 Structural Design of Steel Members 2

7.1 Software Modelling Of Structure & Design Results 2

7.2 STAAD Pro Analysis Report 3

8 Weld Design 9

8.1 Fillet Weld with Wall Anchor Plate Error! Bookmark not defined.

8.2 Fillet Weld with L 40x40x4 9

9 Design of M12 Anchor Bolt (5 Pages) 10

10

STAAD Input and Output Files (13 Pages) 11


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1 Project Introduction

The purpose of this presentation is to prepare design calculation report for Steel Structure of Bracket

at the elevation – 1 of the Palace No. 1 to support GRC Molding.

2 Units

The kilo Newton-Meter system of Units (MKS) will be used in calculations and drawings for the project.

3 Codes and Standards

a) (BS 6399-1: 1996) Loading for Structure Frame: Code of practice for dead and imposed loads

b) BS5950 for steel connections

c) BS 4190:2001, BS 3692:

d) AISC 360-10

e) ACI 318-11

f) AISC 360-10 J2

Following loads have been considered to design the connections:

4 Loads

4.1 Dead Load

This includes the following:

a) Self-weight of steel members that has been considered in STAAD Pro model by assigning

“self -weight” command (Refer to STAAD Pro input files attached).

b) 25mm Thick GRC Molding supported on the Steel Bracket made of angle section 50 x 50 x 3

mm.

GRC Molding Load on the Steel Bracket:

a) Cross-sectional Area of 25mm th. GRC Molding = 0.04 m2

C/c Spacing of Steel Brackets = 0.49 m

Density of the GRC = 2.1 gm/cm3

= 2100 kg/m3

Load of GRC Molding on one bracket = 0.49 x 0.04 x 2100

= 41.2 kg

= 0.404 kN


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Length of Bracket = 0.5 m

U.D.L on Bracket = 0.404 / 0.5

= 0.81 kN/m

All loads considered in STAAD Pro model by assigning “Dead Load” command (Refer to STAAD

Pro input files attached).

5 Load Combinations

5.1 As per Code UBC 97

Auto Load combinations have been used/generated in STAAD Pro analysis and design as per

UBC 97 (Refer Input file)

6 Materials

6.1 Existing Concrete

f’c = 28 Mpa at 28 days

6.2 Structural Steel

Structural Steel Members/Bolt Material = ASTM A36

7 Structural Design of Steel Members

7.1 Software Modelling Of Structure & Design Results

For the design of steel members and connections, the structural system has been modeled by

using software STAAD Pro. The software analysis and design results shown below proved that

steel members are safe for the applied loading.


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7.2 STAAD Pro Analysis Report

Job Information

Engineer Checked Approved

Name: KSA

Date: 24-Feb-16

Structure Type SPACE FRAME

Number of Nodes 7 Highest Node 8

Number of Elements 7 Highest Beam 7

Number of Basic Load Cases 2

Number of Combination Load Cases 3

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 Self

Primary 2 DL-GRC

Combination 3 Generated UBC Table1 1




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Nodes

NodeX

(mm) Y

(mm)Z

(mm)

2 0.000 0.000 0.000

3 0.000 61.000 0.000

4 0.000 208.000 0.000

5 0.000 345.000 0.000

6 0.000 118.000 0.000

7 300.000 345.000 0.000

8 501.000 345.000 0.000

Node Numbers

Beams

Beam Node A Node B Length(mm)

Property (degrees)

1 2 3 61.000 1 315

2 3 6 57.000 1 315

3 6 4 90.000 1 315

4 4 5 137.000 1 315

5 5 7 300.000 1 315

6 7 8 201.000 1 315

7 6 7 376.203 1 315


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Beam Numbers

Section Properties

Prop SectionArea(cm2)

Iyy (cm4)

Izz (cm4)

J(cm4)

Material

1 L50X50X3 2.960 11.330 2.972 0.089 STEEL

Materials

Mat NameE

(kN/mm2)

Density(kg/m3) (/°C)

3 STEEL 205.000 0.300 7.83E 3 12E -6


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Supports

NodeX

(kN/mm) Y

(kN/mm)Z

(kN/mm)rX

(kN-m/deg)rY

(kN-m/deg)rZ

(kN-m/deg)

3 Fixed Fixed Fixed - - -

4 Fixed Fixed Fixed - - -

Primary Load Cases

Number Name Type

1 Self Dead

2 DL-GRC Dead

Combination Load Cases

Comb. Combination L/C Name Primary Primary L/C Name Factor

3 Generated UBC Table1 1 1 Self 1.40

2 DL-GRC 1.40


2 DL-GRC 1.20


2 DL-GRC 0.90

1 DL-SELF : Selfweight

Direction Factor Assigned Geometry

Y -1.000 ALL

2 DL-GRC : Beam Loads

Beam Type Direction FaDa

(mm)Fb Db

Ecc.(mm)

5 UNI kN/m GY -0.810 - - - -

6 UNI kN/m GY -0.810 - - - -


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Loading of GRC

Node Displacement Summary

Node L/CX

(mm) Y

(mm)Z

(mm)Resultant

(mm)rX

(rad)rY

(rad)rZ

(rad)

Max X 7 3:Generated UBC 0.078 -0.122 0.000 0.145 0.000 0.000 -0.000

Min X 6 3:Generated UBC -0.008 -0.000 0.000 0.008 0.000 0.000 -0.000

Max Y 3 1:Self 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Min Y 8 3:Generated UBC 0.078 -0.241 0.000 0.253 0.000 0.000 -0.001

Max Z 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Min Z 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Max rX 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Min rX 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Max rY 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Min rY 2 1:Self 0.000 -0.000 0.000 0.000 0.000 0.000 0.000

Max rZ 2 3:Generated UBC 0.003 -0.000 0.000 0.003 0.000 0.000 0.000

Min rZ 8 3:Generated UBC 0.078 -0.241 0.000 0.253 0.000 0.000 -0.001

Max Rst 8 3:Generated UBC 0.078 -0.241 0.000 0.253 0.000 0.000 -0.001

Beam Displacement Detail Summary

Displacements shown in italic indicate the presence of an offset

Beam L/Cd

(mm)X

(mm) Y

(mm)Z

(mm)Resultant

(mm)

Max X 6 3:Generated UBC 120.600 0.078 -0.192 0.000 0.207

Min X 2 3:Generated UBC 57.000 -0.008 -0.000 0.000 0.008

Max Y 4 1:Self 54.800 0.001 0.000 0.000 0.001

Min Y 6 3:Generated UBC 201.000 0.078 -0.241 0.000 0.253

Max Z 5 3:Generated UBC 120.000 0.076 -0.053 0.002 0.093

Min Z 4 3:Generated UBC 27.400 0.012 -0.000 -0.000 0.012

Max Rst 6 3:Generated UBC 201.000 0.078 -0.241 0.000 0.253


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ReactionsHorizontal Vertical Horizontal Moment

Node L/CFX

(kN)FY

(kN)FZ

(kN)MX

(kNm)MY

(kNm)MZ

(kNm)

3 1:Self 0.028 0.015 -0.003 0.000 0.000 0.000

2:DL-GRC 0.692 0.235 -0.078 0.010 0.000 0.000

3:Generated UBC 1.008 0.350 -0.113 0.014 0.000 0.000

4:Generated UBC 0.864 0.300 -0.097 0.012 0.000 0.000

5:Generated UBC 0.648 0.225 -0.073 0.009 0.000 0.000

4 1:Self -0.028 0.013 0.008 -0.000 0.000 0.000

2:DL-GRC -0.692 0.171 0.197 -0.001 0.000 0.000

3:Generated UBC -1.008 0.257 0.287 -0.001 0.000 0.000

4:Generated UBC -0.864 0.220 0.246 -0.001 0.000 0.000

5:Generated UBC -0.648 0.165 0.185 -0.001 0.000 0.000

Utilization RatioBeam

AnalysisProperty

DesignProperty

ActualRatio

AllowableRatio

Ratio(Act./

Allow.)Clause L/C

Ax(cm2)

Iz(cm4)

Iy(cm4)

Ix(cm4)

1 L50X50X3 L50X50X3 0.000 1.000 0.000 Eq. Sec. D2 3 2.960 2.843 11.459 0.089

2 L50X50X3 L50X50X3 0.163 1.000 0.163 Eq. H1-1b 3 2.960 2.843 11.459 0.089

3 L50X50X3 L50X50X3 0.182 1.000 0.182 Eq. H1-1b 3 2.960 2.843 11.459 0.089

4 L50X50X3 L50X50X3 0.178 1.000 0.178 Eq. H1-1b 3 2.960 2.843 11.459 0.089

5 L50X50X3 L50X50X3 0.086 1.000 0.086 Eq. H1-1b 3 2.960 2.843 11.459 0.089

6 L50X50X3 L50X50X3 0.069 1.000 0.069 Eq. H1-1b 3 2.960 2.843 11.459 0.089

7 L50X50X3 L50X50X3 0.138 1.000 0.138 Eq. H1-1b 3 2.960 2.843 11.459 0.089

Utilization Ratios of Members


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8 Weld Design

8.1 Fillet Weld with L 50x50x3


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9 Design of M12 Anchor Bolt (5 Pages)


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www.hilti.us Profis Anchor 2.6.3

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:

Address:Phone I Fax:E-Mail:

|

Page:Project:Fastening Point:Date:

1

2/24/2016

Specifier's comments:

1 Input data

Anchor type and size: HSL-3 M12

Effective embedment depth: hef = 80 mm, hnom = 105 mm

Material: 8.8

Approval No.: ESR-1545

Issued I Valid: 7/1/2015 | 3/1/2016

Proof: Design method ACI 318 / AC193

Stand-off installation: eb = 0 mm (no stand-off); t = 13 mm

Baseplate: lx x ly x t = 150 mm x 60 mm x 13 mm; (Recommended plate thickness: not calculated

Profile: no profile

Base material: cracked concrete, 4000, f c' = 4000 psi; h = 297 mm

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present

edge reinforcement: none or < No. 4 bar

Seismic loads (cat. C, D, E, or F) no

Geometry [mm] & Loading [kN, kNm]

http://www.hilti.us/http://www.hilti.us/


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Company:Specifier:


|


2

2/24/2016

2 Load case/Resulting anchor forces

Load case: Design loads

Anchor reactions [kN]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 1.010 0.385 0.257 0.287

max. concrete compressive strain: - [‰]max. concrete compressive stress: - [N/mm2]resulting tension force in (x/y)=(0/0): 1.010 [kN]resulting compression force in (x/y)=(0/0): 0.000 [kN]

Tension1 x

y

3 Tension load

Load Nua [kN] Capacity ffffNn [kN] Utilisation bbbbN = Nua /ffffNn Status

Steel failure* 1.010 50.696 2 OK

Pull-out failure* N/A N/A N/A N/A

Concrete cone failure** 1.010 24.532 5 OK

* most unfavourable anchor **anchor group (anchors in tension)

3.1 Steel failure

Nsa [kN] f

fNsa [kN]

Nua [kN]

67.595 0.750 50.696 1.010

3.2 Concrete cone failure

ANc [mm2] ANc0 [mm

2] ca,min [mm] cac [mm]

yc,N

57614 57614 ∞ 121 1.000

ec1,N [mm] yec1,N

ec2,N [mm] yec2,N

yed,N

ycp,N

kcr 0 1.000 0 1.000 1.000 1.000 24

Nb [kN] f

fNcbg [kN]

Nua [kN]

37.741 0.650 24.532 1.010



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Company:Specifier:


|


3

2/24/2016

4 Shear load

Load Vua [kN] Capacity ffffVn [kN] Utilisation bbbbV = Vua /ffffVn Status

Steel failure* 0.385 42.575 1 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout failure** 0.385 52.837 1 OK

Concrete edge failure in direction ** N/A N/A N/A N/A

* most unfavourable anchor **anchor group (relevant anchors)

4.1 Steel failure

Vsa [kN] f

fVsa [kN]

Vua [kN]

65.500 0.650 42.575 0.385

4.2 Pryout failure

ANc [mm2] ANc0 [mm2] ca,min [mm] kcp cac [mm] yc,N57614 57614 ∞ 2 121 1.000

ec1,V [mm] yec1,V

ec2,V [mm] yec2,V

yed,N

ycp,N

kcr 0 1.000 0 1.000 1.000 1.000 24

Nb [kN] f

fVcpg [kN]

Vua [kN]

37.741 0.700 52.837 0.385

5 Combined tension and shear loads

bN bV z Utilisation bN,V [%] Status

0.041 0.009 5/3 1 OK

bNV = bzN + b

zV


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Company:Specifier:


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4

2/24/2016

Coordinates Anchor mm

Anchor x y c-x c+x c-y c+y1 0 0 - - - -

7 Installation data

Baseplate, steel: - Anchor type and size: HSL-3 M12Profile: no profile Installation torque: 0.080 kNmHole diameter in the fixture: df = 20 mm Hole diameter in the base material: 18 mm

Plate thickness (input): 13 mm Hole depth in the base material: 105 mmRecommended plate thickness: not calculated Minimum thickness of the base material: 159 mmDrilling method: Hammer drilledCleaning: Manual cleaning of the drilled hole according to instructions for use is required.

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Manual blow-out pump • Torque wrench

• Hammer

1

75 75

2 5

2 5

y

75 75

2 5

2 5



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Company:Specifier:


|


5

2/24/2016

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulasand security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must bestrictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conductedprior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on thedata you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to beput in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularlywith regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as anaid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you donot use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Softwarein each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.



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10 STAAD Input and Output Files (5 Pages)


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Wednesday, February 24, 2016, 04:54 PM

PAGE NO. 1

****************************************************

* *

* STAAD.Pro V8i SELECTseries5 *

* Version 20.07.10.65 *

* Proprietary Program of *

* Bentley Systems, Inc. *

* Date= FEB 24, 2016 *

* Time= 16: 4:47 *

* *

* USER ID: NESPAK *

****************************************************

1. STAAD PLANE

I NPUT FI LE: Br acket . STD

2. START J OB I NFORMATI ON

3. ENGI NEER DATE 24- FEB- 16

4. J OB NAME BRACKET DESI GN

5. J OB CLI ENT GULF GRC

6. J OB REV 00

7. J OB REF GH/ CW4P/ A/ GC/ BW/ GRC. 01 8. ENGI NEER NAME KSA

9. END J OB I NFORMATI ON

10. I NPUT WI DTH 79

11. UNI T MMS KN

12. J OI NT COORDI NATES

13. 2 0 0 0; 3 0 61 0; 4 0 208 0; 5 0 345 0; 6 0 118 0; 7 300 345 0

14. 8 501 345 0

15. MEMBER I NCI DENCES

16. 1 2 3; 2 3 6; 3 6 4; 4 4 5; 5 5 7; 6 7 8; 7 6 7

17. UNI T I NCHES POUND

18. DEFI NE MATERI AL START

19. I SOTROPI C STEEL

20. E 2. 97327E+007

21. POI SSON 0. 3 22. DENSI TY 0. 283

23. ALPHA 1. 2E- 005

24. DAMP 0. 03

25. G 1. 14357E+007

26. TYPE STEEL

27. STRENGTH FY 36723. 6 FU 59146. 4 RY 1. 5 RT 1. 2

28. END DEFI NE MATERI AL

29. MEMBER PROPERTY EUROPEAN

30. 1 TO 7 TABLE ST L50X50X3

31. CONSTANTS

32. BETA 315 ALL

33. MATERI AL STEEL ALL

34. SUPPORTS

35. 3 4 PI NNED 36. LOAD 1 LOADTYPE DEAD TI TLE SELF

37. SELFWEI GHT Y - 1 LI ST ALL

38. LOAD 2 LOADTYPE DEAD TI TLE DL- GRC

Page 1 of 5H:\Khurram\Gulf GRC\Boundary wall Grc Moulding 22-02-16\STAAD Model\Bracket.anl


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STAAD PLANE - - PAGE NO. 2

39. UNI T METER KN

40. MEMBER LOAD

41. 5 6 UNI GY - 0. 81

42. UNI T I NCHES POUND

43. LOAD COMB 3 GENERATED UBC TABLE1 1

44. 1 1. 4 2 1. 4


46. 1 1. 2 2 1. 2


48. 1 0. 9 2 0. 9

49. UNI T METER KN

50. PERFORM ANALYSI S

P R O B L E M S T A T I S T I C S

-----------------------------------

NUMBER OF JOINTS 7 NUMBER OF MEMBERS 7

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0

NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 3/ 3/ 9 DOF

TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 17

TOTAL LOAD COMBINATION CASES = 3 SO FAR.

SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/1878992.4 MB

51. PARAMETER 1

52. CODE AI SC UNI FI ED 2010

53. CHECK CODE ALL



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STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.3a

********************************************

ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

=======================================================================

1 ST L50X50X3 ( EUROPEAN SECTI ONS)

PASS Eq. Sec. D2 0. 000 3

0. 00 T 0. 00 0. 00 2. 40


PASS Eq. H1- 1b 0. 163 3

0. 08 C 0. 23 0. 49 2. 24


PASS Eq. H1- 1b 0. 182 3 0. 05 T 0. 20 0. 55 3. 54


PASS Eq. H1- 1b 0. 178 3

0. 01 C 0. 21 0. 54 0. 00


PASS Eq. H1- 1b 0. 086 3

0. 12 T 0. 12 0. 25 11. 81


PASS Eq. H1- 1b 0. 069 3

0. 00 T 0. 08 0. 21 0. 00


PASS Eq. H1- 1b 0. 138 3

0. 17 C 0. 11 0. 39 0. 00

54. PARAMETER 2

55. CODE AI SC UNI FI ED 2010

56. STEEL TAKE OFF LI ST ALL



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STEEL TAKE-OFF

--------------

PROFILE LENGTH(METE) WEIGHT(KN )

ST L50X50X3 1. 22 0. 028

- - - - - - - - - - - - - - - -

TOTAL = 0. 028

** ** ** ** ** ** END OF DATA FROM I NTERNAL STORAGE ** ** ** ** ** **

57. FI NI SH

** ** ** ** ** * END OF THE STAAD. Pr o RUN ** ** ** ** ** *

** ** DATE= FEB 24, 2016 TI ME= 16: 4: 49 *** *



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* ht t p: / / sel ectservi ces. bent l ey. com/ en- US/ *

* *

* Det ai l s about addi t i onal assi st ance f r om *

* Bent l ey and Part ner s can be f ound at progr am menu *

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* *

* Copyr i ght ( c) 1997-2014 Bent l ey Syst ems, I nc.

* ht t p: / / www. bent l ey. com *

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design report moulding bracket 24-02-16

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