Purna Fashions Ltd. RH Attire Ltd

Transcription

1 Purna Fashions Ltd. RH Attire Ltd SHAHNUR MARKET, 96 MURADPUR, HATHAZARI ROAD, PANCHLAISH THANA, Chittagong, Bangladesh ( N, E) 08 June

2 2 Observations

3 3 High Column Stresses

4 The columns in the areas highlighted have very high compressive stresses. Immediate actions are required to reduce the loads in these columns as stated in this report. These columns are subject to loads from high levels of storage These columns are subject to loads from toilet cubicles and finishes 4 High Column Stresses

5 5 High slab loading

6 6 Storage loading on 4 th, 2 nd and 1 st Floor of the building is high. Loading must be limited to 1.75kPa.

7 Toilets have significant finishes which result in highly loaded columns 7 High slab loading

8 Construction materials (sand, masonry and other various materials) are being stored on the roof. All to be removed. 8 High slab loading

9 9 Unrestrained Masonry Parapet at Roof

10 Masonry parapet is unrestrained and only 1 brick thick. Parapet does not exist in certain locations. 10 Unrestrained Masonry Parapet at Roof

11 11 Slab and Beam Cracking

12 Beam cracking 2 nd Floor Soffit cracking 4 th Floor Multiple cracks on beams and slabs noted throughout the building. Repairs and painting on cracks appear to have been carried out recently. Building Engineer to investigate. Slab and Beam Cracking 12

13 13 Wall Cracking

14 Walls have cracks around the windows to the south elevation. Reduce all storage on cantilevers until outcome of DEA has been determined. 14 Wall Cracking

15 15 Movement Joint

16 Double column without double beam. Movement joint is not continuous through entire height of building. Beams on floor without joint to be checked for additional load from slab. 16 Movement Joint

17 17 Telecommunications Masts

18 7 masts were located on the roof which were not on the permit or structural drawings. Roof slab to be checked for point loads under all load conditions and holding down fixing capacity to be checked by an engineer. 18 Telecommunications Masts

19 19 Documentation & available drawings

20 The documents provided differed from the building as observed in a number of respects including: Column dimensions were smaller than shown on the drawings. The movement joint shown on the drawings did not exist on the upper storeys. Additional structures were constructed at roof level (masts and associated plant rooms). Cantilevers to both long elevations were present which were not shown on the permit drawings. Cantilever on South Elevation. 20 Documentation & available drawings

21 Movement joint arrangement as observed during the survey. Additional structures on the roof which were not on the drawings. Engineer to confirm that the roof is capable of supporting the additional structures. 21 Documentation & available drawings

22 22 Lightweight roof to Generator Building design and connections

23 Lightweight roof over Generator Building not shown on permit or structural drawings. Tie-down details and member sizes to be assessed by a structural engineer. Roof beams take vertical support by bearing on masonry walls. Masonry wall to be checked by an engineer to ensure it has sufficient capacity under all load conditions including wind uplift. 23 Lightweight roof to Generator Building

24 Problems Observed ITEM 1 High Column Stresses ITEM 2 High Slab Loading ITEM 3 Unrestrained Masonry Parapet on Roof ITEM 4 Slab and Beam Cracking ITEM 5 Wall Cracking ITEM 6 Movement Joint ITEM 7 Telecommunication Masts ITEM 8 Documentation & available drawings ITEM 9 Lightweight roof to Generator Building 24

25 Item No. Observation Recommended Action Plan Recommended Timeline 1 High column stresses verify concrete strength in columns Reduce loading in the area highlighted in this report (refer to Item 2 below). Immediate - Now 2 High column stresses verify concrete strength in columns Qualified Structural Engineer to review design, loads and stresses in all columns as part of a Detailed Engineering Assessment (DEA) (see scope in full report). Immediate - Now 3 High column stresses verify concrete strength in columns Verify in-situ concrete strength by testing 100mm diameter cores taken from 4 no. columns (minimum). Qualified Structural Engineer to determine safe locations for coring. Prior to coring, the floor beams supported by the column should be propped through all levels to ground floor. The column reinforcement should be exposed to ensure that it will not be damaged during coring. Following coring, the column should be repaired using suitable repair mortar before de-propping the floor beams. Immediate - Now 4 5 High column stresses verify concrete strength in columns High column stresses verify concrete strength in columns Detailed Engineering Assessment to be completed. 6-weeks Provide calculations showing the structural adequacy of all columns. Provide results of concrete strength tests. 6-weeks 25

26 Item No. Observation Recommended Action Plan Recommended Timeline High column stresses verify concrete strength in columns High column stresses verify concrete strength in columns High column stresses verify concrete strength in columns Develop remediation measures as required by findings of DEA. Produce and actively manage a loading plan for all floor plates within the factory giving consideration to floor capacity and column capacity. Continue to implement load plan 6-months Check slabs for localized high loading from storage Roll storage areas to be limited to 0.5m high and disordered of materials and floor buildups. storage limited to 1.5m on all floors. Maximum loading to limited as noted in full report. Limit loads applied by storage materials Check slabs for localized high loading from storage of materials and floor buildups. Factory Engineer to review design, loads and all columns Limit loads applied by storage materials Check slabs for localized high loading from storage of materials and floor buildups. (minimum 4 No). Verify in situ concrete strength by taking cores from slabs Limit loads applied by storage materials 6-weeks 6-weeks Immediate - Now Immediate - Now Immediate - Now 26

27 Detail Engineering Assessment This Schedule develops a minimum level of information, Analysis and testing expected as part of a Detail Engineering Assessment. The Building(s) have been visually assessed and it is deemed necessary that a detailed engineering assessment be carried out by a competent Engineering Team employed by the factory Owner. This Request should be read in conjunction with the BUET developed Tripartite Guideline document for Assessment of Structural Integrity of Existing RMG Factory Buildings in Bangladesh (Tripartite Document), the latest version of this document should be referenced. T his document also gives guidance on required competency of Engineering Team. We expect that the following will be carried out: 1. Development of Full Engineering As-Built Drawings showing Structure, loading, elements, dimensions, levels, foundations and framing on Plan, Section and Elevational drawings. 2. The Engineering team are to carry out supporting calculations with a model based design check to assess the safety and serviceability of the building against loading as set out in BNBC-2006, Lower rate provisions can be applied in accordance with the Tripartite Guidelines following international engineering practice, justification for these lower rate provisions must be made. 3. A geotechnical Report describing ground conditions and commenting on foundation systems used/proposed. 4. A report on Engineering tests carried out to justify material strengths and reinforcement content in all key elements studied. 5. Detailed load plans shall be prepared for each level showing current and potential future loading with all key equipment items shown with associated loads. 6. The Engineering team will prepare an assessment report that covers the following: As-Built drawings including Plans at each level calling up and dimensioning all structural components Cross sectional drawings showing structural beams, slabs, floor to floor heights, roof build-ups and Basic design information of the structure Highlight any variation between As-built compared to the designed structure Results of testing for strength and materials Results of geotechnical assessment and testing/investigation Details of loading, inputs and results of computer modelling Commentary on adequacy/inadequacy of elements of the structure Schedule of any required retrofitting required for safety or performance of Structure Any proposals for Retrofitting to follow guidance developed in the Tripartite Document 27

28 Item No. Observation Recommended Action Plan Recommended Timeline 12 Check slabs for localized high loading from storage of materials and floor buildups. commenced, see item 1 above. A Detail Engineering Assessment of Factory to be Limit loads applied by storage materials Immediate - Now 13 Check slabs for localized high loading from storage Produce and actively manage a loading plan for all floor of materials and floor buildups. plates within the factory giving consideration to floor capacity and column capacity. Limit loads applied by storage materials 6-weeks 14 Check slabs for localized high loading from storage of materials and floor buildups. Detail Engineering Assessment to be completed Limit loads applied by storage materials 6-weeks 15 Check slabs for localized high loading from storage of materials and floor buildups. Continue to implement load plan Limit loads applied by storage materials 6-months 28

29 Item No. Observation Recommended Action Plan Recommended Timeline 16 Unrestrained parapet at roof level Ensure that adequate temporary guarding is provided at roof. 6-weeks 17 Unrestrained parapet at roof level Building engineer to assess stability and condition of the roof parapets and to advise on appropriate permanent guarding. 6-months 18 Cracks in beams and slabs on the 4th, 2nd and 1st floors Sections of plaster finish to be removed to investigate if cracks penetrate the building structure. The extent and cause of cracking to be reviewed by an Structural Engineer as part of the Detailed Engineering Assessment (refer to Item 1 above). 6-weeks 19 Cracks in beams and slabs on the 4th, 2nd and 1st floors Carry out any necessary remedial actions as advised by the Structural Engineer. 6-months 20 Movement Joint Structural Engineer to carry out design check on beams at location of expansion joint at Level 3 and above as part of the Detailed Engineering Assessment (refer to Item 1 above). 6-weeks 21 Movement Joint Carry out any necessary remedial actions as advised by the Structural Engineer. 6-months 29

30 Item No. Observation Recommended Action Plan Recommended Timeline 22 Telecommunications masts Engineering design check to be carried out on masts, slabs and connection details as part of Detailed Engineering assessment (refer to Item 1 above). 6-weeks 23 Telecommunications masts Carry out any necessary remedial actions as advised by the Structural Engineer. 6-months 24 Building engineer to check, collect information and produce Structural drawings do not accurate and complete as-built documentation as part of match current arrangement of the Detailed engineering Assessment (refer to item 1 the structure above). 6-weeks 25 Lightweight steel roof to Generator Room appears non-engineered Additional structures should be checked to support code vertical and wind loading by the Structural Engineer. 6-months 26 Lightweight steel roof to Generator Room appears non-engineered Carry out any remedial actions as directed by the Structural Engineer. 6-months 30