DETAIL ENGINEERING ASSESSMENTREPORT FOR EXISTING UTITY BUILDINGS FOR AURUM SWEATER LTD. AT PLOT# 249/1, TELIPARA, GAZIPUR CHOWRASTA, GAZIPUR. NAME OF THE CLIENT AURUM SWEATER LTD. Date of Submission: 10.04.2018 Submitted By: Name of the Submitting Engineer Engr. Abdul Quddus DESIGN & DEVELOPMENT SOLUTION B.Sc. Engr. (Civil, BUET), Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, DMINB/CE-0231 Mobile: +8801718612966, MIEB-21384 E-mail:
[email protected] Web: www.ddslt.com Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] TABLE OF CONTENT Sl No Description ABSTRACT 1.0 Introduction 2.0 Scope of Work 3.0 Methodology 4.0 Structural Design Concept and criteria 4.1 Codes and Standards 4.2 Structural Framing System 4.3 Material Data 4.4 General Load Data 4.5 Load Combination 4.6 Design Method 4.7 Method of Analysis 4.8 Engineering software used for design 4.9 Foundation Depth & Type. 5.0 As-Built Drawing 6.0 Input Data 6.1 Static Load Cases 7.0 Structural Feasibility Data 7.1 Foundation feasibility check 7.2 Footing Adequacy check 7.3 Column Feasibility Data 7.4 Beam Feasibility Data 7.5 Slab Feasibility check 7.6 Steel part of Boiler Room 7.7 Steel Stair 8.0 Pictorial Evidence 9.0 Conclusion & Recommendation Signature Of the Engineer Attached documents 2 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] ABSTRACT OF THE REPORT Existing utility buildings for aurum sweater ltd. At plot# 249/1, telipara, Gazipur chowrasta, Gazipur.is owned by Aurum Sweater Ltd. A non-engineered steel shad was situated at the Boiler, Generator room which is built with brick column. The Utility buildings were inspected by ACCORD in 6th July 2017 and the following problem has been observed 1. Insufficient documents for utility buildings. 2. Apparently non-engineered connection (Generator & pump house) We performed detailed engineering assessment and found that- All structural elements as column, beam, footing and slab adequacy has checked. All columns are adequate according to PMM ratio as 1.05. A detailed calculation and analysis has been described in the rest of the report. 3 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 1.0 INTRODUCTION Existing utility buildings for aurum sweater ltd. At plot# 249/1, telipara, Gazipur chowrasta, Gazipur has been re-analyzed for different loading conditions & different load combinations accordingly. This report summarizes the analysis and design related data 2.0 SCOPE OF WORK The design work of this Project has been carried out following the design criteria. The scope of the work is as follows- Arranged As-Built Drawing. Determination of strength parameter of material used Analysis & comments on existing structure Produced retrofitting drawing where required. 3.0 METHODOLOGY Based on the supplied Architectural Drawing, field measurement, scan report, core cutting test of existing structure, we “DESIGN & DEVELOPMENT SOLUTION (DDS)” developed a computer analysis model and carried out complete analysis of the structure incorporating various design data as per ACCORD. Loading values is considered by direct supervision of the project. The results obtained from computer model analysis were checked against relevant specifications and hand calculations. Finally, the design data is compared with the As Built drawing of this structure. If it is satisfied then the structure is safe and sound, otherwise additional treatment is provided for further uses. 4.0 STRUCTURAL DESIGN CONCEPT & CRITERIA The structural element has been designed and considering the following criteria. 4.1 Codes and Standards 4.1.1 ACCORD Code. 4.1.2 American Concrete Institute (ACI318-99) 4.1.3 American Society for Testing Materials (ASTM) 4 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 4.2 Structural Framing System Selection of structural system depends on the building layout, column spacing, floor height, maintenance requirement and available construction method. For this building this parameter are given below- Structural Parameters For Guard Room: Height of structure= 9'-5" Length= 15'-2", Width= 9'-5" No of story= 01 Type of the Structure= Regular Type of Diaphragm= Rigid For Compressor Room: Height of structure= 14'-3" Length= 21'-0", Width= 10'-0" No of story= 01 Type of the Structure= Regular Type of Diaphragm= Rigid For Sub-Station Room: Height of structure= 12'-5" Length= 26'-0", Width= 20'-4" Type of the Structure= Regular Type of Diaphragm= Rigid For Boiler Room: Height of structure= 17'-83" Length= 39'-5", Width= 19'-1" Type of the Structure= Regular Type of Diaphragm= Rigid According to the detailing of as-built, it can be said that the framing is maintained IMRF. So Intermediate Moment Resisting Frame System (IMRF) has been adopted for this project. (Ref. BNBC, Part-6, Sec1.3 5 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 4.3 Material Data Concrete strength (fceq) 1500 psi (Minimum concrete strength has been adopted) Yield strength of steel: Yield strength of steel is 40ksi (Minimum yield strength for reinforcement bar) 4.4 General Load Data Dead Load: Dead load is the vertical load due to the self-weight of the permanent structural and non-structural component of a building, e.g. Foundation, column, beam, walls, ceilings, permanent partitions and fixed service equipment’s. Unit weight of materials and the calculation of design dead loads are according to section-2.2, Chapter-2, part-6, BNBC-Page6-22 Live Load: Live load is the load superimposed by the use or occupancy of the building not including the environmental loads such as wind load, rain load, earthquake load or dead load. (Ref. BNBC, Part- 6, Chapter-2, Sec-2.3.2) But it should be not less than the minimum floor live load. (Ref. BNBC, Part-6, Chapter-2, Sec- 2.3.3) Detail dead load (excluding structure self-weight) & live load on various floor levels are given below as per different uses of the floor. Wind Load: The calculation of wind load confirms the sub-clause 2.4, Chapter 2, Part-6 of BNBC. The following equation has been used to calculate sustained wind pressure of the structure. Pz=CgCpCcCiCzVb2 [BNBC, 2.4.6.2, 2.4.6.3 Page-6-33, 6-34] Wind load was applied in two orthogonal directions X and Y. The following parameters are considered 1. Design wind speed = 215 km/hr 2. Exposure Type = A 3. Importance factor, I = 1.0 Earth quake Load: As per specifications of BNBC, Part-6, Chapter-2, section-2.5.51, Equivalent Static Force Method can be applied to calculate the earth quake force of this structure. 6 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] Design Base Shear, V=ZICW/R (Ref. Sec2.5.6.1, Chapter-2, Part-6, BNBC) Where, 1. Seismic Zone coefficient factor, Z=0.15 for Zone-02 (Ref.Table6.2.22 Sec2.5.6.1, Chap.-2, Part-6, BNBC) 2. Importance factor, I = 1.0 (Ref. Table 6.2.23 Sec2.5.6.1, Chap.-2, Part-6, BNBC) 3. Numerical Co-efficient, C=0.030 4. Response Modification factor, R=5 (Ref. Table 6.2.24 Sec2.5.6.2, Chap.-2, Part-6, BNBC) Earth quake load was applied in two orthogonal directions X & Y. 4.5 Load Combination: R.C.C structural member will be designed to have strength not less than the required to resist the most unfavorable effect of the combination of the factored loads shown below. 1. 1.4DL 2. 1.2DL+1.6LL 3. 1.05DL+1.25LL+1.0W 4. 1.05DL+1.25LL+1.0EQ For foundation, following load combination was considered 1. DL+LL 2. DL+LL+WL or EQ 33% Overstressing allowed when DL+LL+WL or EQ load governs. Ref. BNBC, Part-6, Chap-3, Sec.-3.7.2.4 4.6 Design Method Reinforcement concrete structure has been designed with Ultimate Strength Design (USD) method has been adopted. Special provision for seismic design, Chapter 21 of ACI 38-99 and BNBC has been adopted. 4.7. Method of Analysis Computer 3 Dimensional (3D) Model Analysis by ETABS 9.7.0 & STAAD PRO. 4.8. Engineering software used for design: PCA Column, ACECOMS, Gear-2003. 7 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 4.9 Foundation depth & foundation Type. The allowable bearing capacity of soil at 4'-0" depth from existing ground level is considered as per as-built drawings for all utility buildings. Type of the foundation: Shallow Foundation (Individual column footing) 5.0 AS-BUILT DRAWING As-Built drawing has been prepared on the basis of scan report, site investigation & construction history. Detailed As-Built drawing has been provided in attached file. 6.0 INPUT DATA 6.1 Static Load Case Load Case Type DEAD DEAD LIVE LIVE WINDX WIND WINDY WIND EQX QUQKE EQY QUAKE 7.0 STRUCTURAL FEASIBILITY DATA 7.1 Foundation Feasibility check: Soil Bearing Capacity Calculation: Calculation for Allowable soil pressure form unconfined compression test According to Tarzaghi’s equation, qult = CNcSc + γDf Nq + 0.5γBNγSγ here, Nγ= 0, for clay soil C= q/2 q= 18.87 psi (Avg. unconfined compression strength from Soil test report) =18.87/2 = 9.435 psi or 1.35 ksf γ= 122.5 psf or 0.1225 ksf. Sc= 1.3 for Square footing Nc= 5.7 for Φ= 0º Df= 4'-0" Nq= 1.0 for Φ= 0º 8 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] qult = 1.35 X 5.7 X 1.3 + 0.1225 X 4.0 X 1 = 10.5 ksf. Allowable soil pressure, qa= qult / FS (Factor of Safety= 2.5) = 10.5 / 2.5 = 4.2 ksf. 7.2 Footing Adequacy Check: For Guard Room, Figure: Footing Lay-out point label (FEM Model) Table: Bearing Capacity Check Allowable Bearing Capacity of soil , qa=2.1 tsf (FOS=2.5) Service Load Area of footing Current Point Footing ID. Remarks (DL+LL) Kip sqft FOS 1 F1 14.5 16 8.28 ADEQUATE 2 F1 14.5 16 8.28 ADEQUATE 3 F1 14.5 16 8.28 ADEQUATE 4 F1 14.5 16 8.28 ADEQUATE The bearing capacity is adequate against the all footing load. 9 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] For Compressor Room, Figure: Footing Lay-out point label (FEM Model) Table: Bearing Capacity Check Allowable Bearing Capacity of soil , qa=2.1 tsf (FOS=2.5) Service Load Area of footing Current Point Footing ID. Remarks (DL+LL) Kip sqft FOS 1 F1 19.4 16 6.19 ADEQUATE 2 F1 17.5 16 6.86 ADEQUATE 3 F1 17.5 16 6.86 ADEQUATE 4 F1 19.4 16 6.19 ADEQUATE The bearing capacity is adequate against the all footing load. 10 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] For Sub-station Room, Figure: Footing Lay-out point label (FEM Model) Table: Bearing Capacity Check Allowable Bearing Capacity of soil , qa=2.1 tsf (FOS=2.5) Service Load Area of footing Current Point Footing ID. Remarks (DL+LL) Kip sqft FOS 1 F1 22.4 16 5.36 ADEQUATE 2 F1 23.02 16 5.22 ADEQUATE 3 F1 36.04 16 3.33 ADEQUATE 4 F1 18.43 16 6.52 ADEQUATE 5 F1 18.25 16 6.58 ADEQUATE 6 F1 36.85 16 3.26 ADEQUATE The bearing capacity is adequate against the all footing load. 11 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 7.3 Column Feasibility Check: GUARD ROOM (PMM RATIO): Concrete Design 1 - Column Summary Data - ACI 318-99 Story ColLine SecID PMMCombo PMMRatio ROOF C1 C12X12 ACC5 0.336 GF C1 C15X15 ACC5 0.094 ROOF C2 C12X12 ACC5 0.336 GF C2 C15X15 ACC5 0.094 ROOF C3 C12X12 ACC6 0.336 GF C3 C15X15 ACC6 0.094 ROOF C4 C12X12 ACC6 0.336 GF C4 C15X15 ACC6 0.094 Columns are adequate based on allowable PMM ratio as 1.05. COMPRESSOR ROOM (PMM RATIO): Concrete Design 1 - Column Summary Data - ACI 318-99 Story ColLine SecID PMMCombo PMMRatio ROOF C1 C12X12 ACC5 0.536 GF C1 C15X15 ACC5 0.119 ROOF C2 C12X12 ACC5 0.524 GF C2 C15X15 ACC5 0.109 ROOF C3 C12X12 ACC6 0.524 GF C3 C15X15 ACC6 0.109 ROOF C4 C12X12 ACC6 0.536 GF C4 C15X15 ACC6 0.119 Columns are adequate based on allowable PMM ratio as 1.05. SUB-STATION ROOM (PMM RATIO): Concrete Design 1 - Column Summary Data - ACI 318-99 Story ColLine SecID PMMCombo PMMRatio STORY2 C1 C12X12 ACC6 0.554 STORY1 C1 C15X15 ACC2 0.119 STORY2 C2 C12X12 ACC5 0.554 STORY1 C2 C15X15 ACC2 0.122 STORY2 C3 C12X12 ACC5 0.688 STORY1 C3 C15X15 ACC2 0.192 STORY2 C4 C12X12 ACC5 0.493 STORY1 C4 C15X15 ACC2 0.097 12 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] Concrete Design 1 - Column Summary Data - ACI 318-99 Story ColLine SecID PMMCombo PMMRatio STORY2 C5 C12X12 ACC6 0.493 STORY1 C5 C15X15 ACC2 0.096 STORY2 C6 C12X12 ACC6 0.678 STORY1 C6 C15X15 ACC2 0.197 Columns are adequate based on allowable PMM ratio as 1.05. 7.4 Beam Feasibility check: GUARD ROOM: Figure: Beam lay-out at roof Maximum area of required positive rebar= 0.05 in2 Provided positive rebar area= 0.93 in2 So, the beam is OK. Maximum area of required negative rebar= 0.3 in2 Provided negative rebar area= 1.55 in2 So, the beam is OK. 13 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] COMPRESSOR ROOM: Figure: Beam lay-out at roof Maximum area of required positive rebar= 0.83 in2 Provided positive rebar area= 0.93 in2 So, the beam is OK. Maximum area of required negative rebar= 0.6 in2 Provided negative rebar area= 1.55 in2 So, the beam is OK. SUB-STATION ROOM: 14 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] Maximum area of required positive rebar= 0.7 in2 Provided positive rebar area= 0.93 in2 So, the beam is OK. Maximum area of required negative rebar= 0.5 in2 Provided negative rebar area= 1.55 in2 So, the beam is OK. 7.5. Slab Adequacy Check: Guard Room CAPACITY CALCULATION OF TWO WAY SLAB Panel Size Short Span (A) 14.167 feet Long Span(B) 8.42 feet m 1.68 Beta 0.594339 Thick ness 5 inch Thickness req 3.0116 inch So Thickness OK Material Data fy 60000 psi f'c 1500 psi Load Data Floor Finish 25 Psf Other Dead 0 Psf Total Dead 87.5 Psf Coefficients (Case 1) Liveload 30 Psf Posative Negative Factored Load 173.5 Psf Cadl 0.071 Ca 0 Call 0.071 Cb 0 Cbdl 0.01325 Cbll 0.01325 15 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] As req (Sq Moments(Kip ft) d (Inch) Inch/feet) As Provided Feasibility +MaDL 1.247 (Sq Inch/ feet) +MaLL 0.427 +Ma(Total) 2.472 3.75 As+(short) 0.143 As+(short) 0.33 Ok +MbDL 0.082 +MbLL 0.028 +Mb(Total) 0.163 3.25 As+(Long) 0.010 As+(Long) 0.264 Ok -Ma 0.000 3.75 As-(short) 0.000 As-(short) 0.66 Ok -Mb 0.000 3.25 As-(Long) 0.000 As-(Long) 0.528 Ok So Slab is ok in thickness and reinforcement Compressor room ONE WAY SIMPLY SUPPORTED SLAB Short Span= 9 ft MOMENT CALC. Long Span= 20 ft Thickness (req.)= 5.4 inch Midspan, +M= 0.6 kips-ft Thickness (pro.)= 5 inch Support, -M= 1.2 kips-ft LOAD Floor Finish= 25 psf Max. RHO= 0.0078 self wt= 62.5 psf Other Dead= 0 psf Area (req.)= 0.04 in2 at midspan Live Load= 30 psf Area (pro.)= 0.4 in2 at midspan Total Load= 117.5 psf Area (req.)= 0.27 in2 at support Factored Load= 182.125 psf Area (pro.)= 0.6 in2 at support f'c 1.5 ksi fy= 60 ksi OKAY for midspan reinforcement (d-a/2)= 3.75 inch OKAY for support reinforcement Assume,a= 1 inch 16 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] Sub-station Room CAPACITY CALCULATION OF TWO WAY SLAB Panel Size Short Span (A) 14 feet Long Span(B) 18.58 feet m 0.75 Beta 1.327143 Thick ness 5 inch Thickness req 4.344 inch So Thickness OK Material Data fy 60000 psi f'c 1500 psi Load Data Floor Finish 25 Psf Other Dead 0 Psf Total Dead 87.5 Psf Coefficients (Case 6) Liveload 30 Psf Positive Negative Factored Load 173.5 Psf Cadl 0.048 Ca 0.088 Call 0.055 Cb 0 Cbdl 0.012 Cbll 0.016 As req (Sq Moments(Kip ft) d (Inch) Inch/feet) As Provided Feasibility +MaDL 0.823 (Sq Inch/ feet) +MaLL 0.323 +Ma(Total) 1.702 3.75 As+(short) 0.096 As+(short) 0.33 Ok +MbDL 0.362 +MbLL 0.166 +Mb(Total) 0.789 3.25 As+(Long) 0.050 As+(Long) 0.264 Ok -Ma 2.993 3.75 As-(short) 0.176 As-(short) 0.66 Ok -Mb 0.000 3.25 As-(Long) 0.000 As-(Long) 0.528 Ok So Slab is ok in thickness and reinforcement 17 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 7.6 Steel part of Boiler room: BEFORE RETROFITTING: Fig: Unity Check of Boiler room AFTER RETROFITTING: Fig: Unity Check of Boiler Room 18 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] It has been observed that some steel columns and rafter as well as some truss members meet beyond the allowable ratio. So, It is needed of retrofitting. Details of retrofitting has been added in CAD Drawings. 7.7. Steel Stair Pictorial view of steel stair: Fig: Steel Stair of roof position Unity Check for steel stair: 19 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] It is observed that there is no need of retrofitting work. Hence, Adequate. 8 PICTORIAL EVIDENCE 20 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 21 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 9.0 CONCLUTION & RECOMMENDATIONS: All columns pass according to load combination of ACCORD. All beams are adequate due to shear & torsion. So beams retrofitting are not required. All roof slab is adequate. All footing is adequate due to bearing capacity check. So footings retrofitting are not required Thanking You Md. Abdul Quddus B.Sc Engg. (Civil, BUET) MIEB-21384, DMINB/CE-0231 CEO & Structural Designer DESIGN & DEVELOPMENT SOLUTION Attachments: 1. Soil test report 2. Profile of consulting firm (DDS) 22 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] ATTACHMENT 01 OCCUPANCY CERTIFICATE 23 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 24 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] ATTACHMENT 02 Soil Test Report 25 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] ATTACHMENT 03 CORE TEST REPORT 26 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 27 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 28 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 29 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 30 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 31 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] 32 Lane #23, House-#160/B, Ground Floor, New DOHS, Mohakhali, Dhaka-1212, Mobile: +8801718612966, E-mail:
[email protected] ATTACHMENT 08 Profile of Consulting Firm 33