TECHNOLOGICAL INSTITUTE OF THE PHILIPPINES 938 Aurora BLVD. Cubao, Quezon City COLLEGE OF ENGINEERING AND ARCHITECTURE CIVIL ENGINEERING DEPARTMENT CE 015 PRINCIPLES OF REINFORCED/PRESTRESSED CONCRETE DESIGN OF A FIVE-STOREY RESIDENTIAL AND COMMERIAL BUILDING IN SUMULONG HIGHWAY, MARIKINA CITY SUBMITTED BY: ASTILLAS, JOHN RAFAEL G. SUBMITTED TO: ENGR. ADRIAN VILLORIA DECEMBER 2022 i TABLE OF CONTENTS Front Page --------------------------------------------------------------------------------------------------------- Table of Contents ---------------------------------------------------------------------------------------------- i ii CHAPTER 1: PROJECT BACKGROUND 1.1 The Project ---------------------------------------------------------------------------------------------------------- 1 1.2 Project Perspective ----------------------------------------------------------------------------------------------- 1 1.3 Project Location ----------------------------------------------------------------------------------------------- 2 1.4 Project Objectives ----------------------------------------------------------------------------------------------- 3 1.5 Project Scope and Limitations ------------------------------------------------------------------------- 3 CHAPTER 2: DESIGN INPUT 2.1 Description of Structure ------------------------------------------------------------------------------------ 4 2.2 Architectural Plans ----------------------------------------------------------------------------------------------- 4 2.2.1 Ground Floor Plan ------------------------------------------------------------------------------------ 5 2.2.2 Second Floor Plan ------------------------------------------------------------------------------------ 6 2.2.3 Third Floor Plan ------------------------------------------------------------------------------------ 7 2.2.4 Fourth Floor Plan ------------------------------------------------------------------------------------ 8 2.2.5 Roof deck Plan ------------------------------------------------------------------------------------ 9 2.2.6 Front Elevation ------------------------------------------------------------------------------------ 10 2.2.7. Rear Elevation ------------------------------------------------------------------------------------ 11 2.2.8. Left-Side Elevation ------------------------------------------------------------------------- 12 2.2.9. Right Side Elevation ------------------------------------------------------------------------- 13 ----------------------------------------------------------------------------------------------- 14 2.3 Framing Plan CHAPTER 3: DESIGN PROCESS 3.1 – Load Distribution ----------------------------------------------------------------------------------------------- 15 Figure 3.1.1 – Slab 1 for 2nd, 3rd, and 4th Floor --------------------------------------------------- 15 Figure 3.1.1 – Distribution of Loads for Slab 1 of the 2nd, 3rd, and 4th Floor ------- 17 ----------------------------- 18 Table 3.1.2 – Summary of Loads for Horizontal Frames ----------------------------- 19 SECOND, THIRD, AND FOURTH FLOOR LOADS Table 3.1.1 – Summary of Loads on Vertical Frames ROOF DECK LOADS Table 3.1.3 – Summary of Loads for Vertical Frames ----------------------------- 19 ii Table 3.1.4 – Summary of Loads for Horizontal Loads ----------------------------- 20 Table 3.1.5 – Summary of Loads for Vertical Frames ----------------------------- 21 Table 3.1.6 – Summary of Loads for Horizontal Loads ----------------------------- 21 Figure 3.1.2 – Loads on Frame 1 --------------------------------------------------- 22 Figure 3.1.3 – Loads on Frame 2 --------------------------------------------------- 22 Figure 3.1.4 – Loads on Frame 3 --------------------------------------------------- 23 Figure 3.1.5 – Loads on Frame 4 --------------------------------------------------- 23 Figure 3.1.6 – Loads on Frame 5 --------------------------------------------------- 24 Figure 3.1.7 – Loads on Frame A --------------------------------------------------- 24 Figure 3.1.8 – Loads on Frame B --------------------------------------------------- 25 Figure 3.1.9 – Loads on Frame C --------------------------------------------------- 25 Figure 3.1.10 – Loads on Frame D --------------------------------------------------- 26 Figure 3.1.11 – Loads on Frame E --------------------------------------------------- 26 Figure 3.1.12 – Loads on Frame F --------------------------------------------------- 27 Figure 3.1.13 – Loads on Frame G --------------------------------------------------- 27 ------------------------------------------------------------------------- 28 ROOF LOADS LOADS ON FRAMES 3.2 – Moment Distribution Method Figure 3.2.1 – A portion of the Beams and Columns from Frame 4 ------------------ 28 Table 3.2.1 – A portion of the Moment Distribution Method for Frame A ------------------ 30 Table 3.2.2 – Summary of Moments for Beams on Frame 1 ----------------------------- 33 Table 3.2.3 – Summary of Moments for Beams on Frame 2 ----------------------------- 34 Table 3.2.4 – Summary of Moments for Beams on Frame 3 ----------------------------- 35 Table 3.2.5 – Summary of Moments for Beams on Frame 4 ----------------------------- 36 Table 3.2.6 – Summary of Moments for Beams on Frame 5 ----------------------------- 37 Table 3.2.7 – Summary of Moments for Beams on Frame A ----------------------------- 38 Table 3.2.8 – Summary of Moments for Beams on Frame B ----------------------------- 38 Table 3.2.9 – Summary of Moments for Beams on Frame C ----------------------------- 39 Table 3.2.10 – Summary of Moments for Beams on Frame D ----------------------------- 39 Table 3.2.11 – Summary of Moments for Beams on Frame E ----------------------------- 40 Table 3.2.12 – Summary of Moments for Beams on Frame F ----------------------------- 41 Table 3.2.13 – Summary of Moments for Beams on Frame G ----------------------------- 42 ii 3.3 COMPUTATION FOR MAXIMUM SHEAR, MOMENT, AND AXIAL LOAD ------------------ 43 ---------------------------------------- 43 Figure 3.3.2 – Shear and Moment Diagram for Beam AY-BY of Frame 4 ------------------ 44 Figure 3.3.1 – Loads on Beam AY-BY of Frame 441 Table 3.3.1 – Maximum Shear Force, Positive Moment, and Maximum Moments on Beams for Horizontal Frames --------------------------------------------------------------- 45 Table 3.3.2 – Maximum Shear Force, Positive Moment, and Maximum Moments on Beams for Vertical Frames -------------------------------------------------------------- 47 Table 3.3.3 – Axial Loads on Columns for Horizontal and Vertical Frames ------------------ 50 Table 3.3.4 – Axial Loads on Columns per Floor Level ---------------------------------------- 54 Table 3.3.5 – Summation of Axial Loads on Columns from Top to Bottom levels ------Table 3.3.6 – Final Maximum Loads to be used in The Design ----------------------------3.4 Design of Beams ----------------------------------------------------------------------------------------------- 57 58 59 3.5 Design of Tied Column ------------------------------------------------------------------------------------ 62 3.6 Design of Two-way Slab ------------------------------------------------------------------------------------ 64 3.7 Design of Two-way Shear Footings ------------------------------------------------------------------------- 69 CHAPTER 4 – FINAL DESIGN 4.1 Design Schedules ----------------------------------------------------------------------------------------------4.1.1 Design Schedule of Slabs ------------------------------------------------------------------------4.1.2 Design Schedule of All Beams -------------------------------------------------------------4.1.3 Design Schedule of All Columns -------------------------------------------------------------4.1.4 Design Schedule of All Footings -------------------------------------------------------------- 73 73 73 73 73 APPENDICES A. Google Drive Link for Excel Files ------------------------------------------------------------------------B. References ---------------------------------------------------------------------------------------------------------- 74 74 iv CHAPTER 1: INTRODUCTION 1.1 The Project This project is a residential and commercial building consisting of five stories. It is proposed to be built along Sumulong Highway, Marikina City. The design structure comprises of 4 floor levels with a basic floor area of approximately 576 square meters with each floor levels having a floor to ceiling height of 2.85 meters. The building consists of six (6) commercials spaces, twenty-one(21) residential apartments, five (5) public bathrooms, and three (3) utility rooms. The proposed building is designed in accordance to the principles of reinforced concrete and prestressed concrete and under the standard and specifications of the National Building Code of the Philippines or the NBCP and the National Structural Code of the Philippines or the NSCP. 1.2 Project Perspective Figure 1.1.1 – Isometric View of Proposed Project 1 Figure 1.1.2 – Front View of Proposed Project 1.3 Project Location The proposed project will be located at Sumulong Highway, Marikina City. It is ideal to build a structure like this since the location is along the developing part of the city where other condominiums and commercial spaces are being erected which also has a dense population making it ideal for vertical residential and commercial buildings. Figure 1.2.1 – Project Location 2 1.4 Project Objectives 1.4.1 General Objective 1.4.1.1 To design a five-storey commercial and residential building by analyzing the structure in accordance with the National Structural Code of the Philippines or the NSCP 2015. 1.4.2. Specific Objective 1.4.2.1 To design a five-storey commercial and residential building comprised of reinforced concrete materials. 1.4.2.2 To provide detailed plans and programmed design of the project. 1.5 Project Scope and Limitations The project will cover the following scope: 1.5.1 The Project is designed in accordance to the NSCP 2015, Volume 1 and National Building Code of the Philippines and other applicable codes. 1.5.2. Design by reinforced concrete materials The project does not include the following: 1.5.3 Detailed activities within the span of construction of the project. 1.5.4 Architectural, Mechanical, Plumbing, and Electrical works. 1.5.5 Cost estimations of Architectural, Mechanical, Plumbing, and Electrical works. 1.5.6 Interior perspective of each floor of the building 3 CHAPTER 2: DESIGN INPUT 2.1 Description of Structure The figure shown is a geometric model of the main frame system of the proposed four-storey building modeled through STAAD.Pro V8I. Figure 2.1.1 – Geometric Model 2.2 Architectural Plans This part includes the presentation of the floor plans for each of the floor levels, the front elevation, rear elevation, left-side elevation, right-side elevation, and the framing plan. 4 2.2.1 Ground Floor Plan 5 2.2.2 Second Floor Plan 6 2.2.3 Third Floor Plan 7 2.2.4 Fourth Floor Plan 8 2.2.5 Roof deck Plan 9 2.2.6 Front Elevation 10 2.2.7. Rear Elevation 11 2.2.8. Left-Side Elevation 12 2.2.9. Right Side Elevation 13 2.3. Framing Plan 14 CHAPTER 3 – DESIGN PROCESS 3.1 – Load Distribution Disclaimer - Only a portion of the Load Distribution of the whole structure will be show - Exterior and Interior walls that are directly carried by beams were only considered – walls that are on the slab were not considered. - Roof for the rooms on the Roof deck were designed as a slab. - Dead Loads and Live Loads were only considered – Other loads such as Stair Load, Wind Load, and Seismic Load were not considered. Figure 3.1.1 – Slab 1 for 2nd, 3rd, and 4th Floor *NOTE – ORANGE LINE IS FOR EXTERIOR WALLS AND GREEN LINE IS FOR INTERIOR WALLS CONSIDERATIONS: - Slab Thickness, h 150mm - Shorter Span, Lx 4m - Longer Span, Ly 6m - Initial Beam Size 450x300 mm - Live Load 2.9 kPa (NSCP 2015 Table 205-1 Minimum Uniform Live Loads for Residential with Exterior Balconies) 15 - Dead Loads Floor Finish – 1.1 kPa (NSCP 2015 Table 204-2 Minimum Design Dead Loads - Ceramic Tile on 25mm mortar bed) Ceiling – 0.72 kPa (NSCP 2015 Table 204-2 Minimum Design Dead Loads Suspended metal lath and cement plaster) Exterior Walls – 3.45 kPa ((NSCP 2015 Table 204-2 Minimum Design Dead Loads – Concrete Masonry Units) Interior Walls – 3.32 kPa ((NSCP 2015 Table 204-2 Minimum Design Dead Loads – Concrete Masonry Units) - Height of Walls = 2.55 m - Unit Weight of Concrete, γconcrete – 23.6 kN/m3 COMPUTATION: - STEP 1: Dead Load ๐ท๐ฟ = 1.1 + 0.72 + (23.6 × 0.15) = 5.36 ๐๐๐ - STEP 2: Live Load ๐ฟ๐ฟ = 2.9 ๐๐๐ - STEP 3: Factored Load ๏ท๐๐๐ = 1.2๐ท๐ฟ + 1.6๐ฟ๐ฟ = (1.2 × 5.36) + (1.6 × 2.9) = 11.072 ๐๐๐ - STEP 4: Type of Slab ๐ฝ= ๐ฟ๐ฆ 6 = = 1.5 ๐ฟ๐ฅ 4 ∴ ๐๐ค๐ ๐ค๐๐ฆ 16 Figure 3.1.2 – Distribution of Loads for Slab 1 of the 2nd, 3rd, and 4th Floor - STEP 5: Loads ๐๐๐๐๐๐ง๐๐๐๐๐ ๐ฟ๐๐๐ = ๏ท๐๐๐ × ๐ฟ๐ฅ 1 4 1 ) × (1 − 2 ) = 11.072 × × (1 − 2 3๐ฝ 2 3 × (1.52 ) = 18.8634 ๐๐/๐ ๐๐๐๐๐๐๐ข๐๐๐ ๐ฟ๐๐๐ = ๏ท๐๐๐ × - ๐ฟ๐ฅ 4 ๐๐ = 11.072 × = 14.7627 3 3 ๐ STEP 6: Factored Self Weight of Beam = (1.2) × (0.45๐ × 0.3๐ × 23.6 - ๐๐ ๐๐ ) = 3.8232 3 ๐ ๐ STEP 7: Factored Self Weight of Walls ๐๐ ๐๐ × 2.55๐) = 10.1592 2 ๐ ๐ ๐๐ ๐๐ ๐ธ๐ฅ๐ก๐๐๐๐๐ = (1.2) × (3.45 2 × 2.55๐) = 10.557 ๐ ๐ ๐ผ๐๐ก๐๐๐๐๐ = (1.2) × (3.32 - STEP 8: Loads on Beams ๐ต๐๐๐ 1๐ด − 1๐ต = (18.8634 + 3.8232 + 10.557) ๐ต๐๐๐ 2๐ด − 2๐ต = (2 × 18.8634 + 3.8232) ๐๐ ๐๐ต = ๐๐. ๐๐๐๐ ๐ ๐ ๐๐ ๐๐ต = ๐๐. ๐๐ ๐ ๐ 17 ๐ต๐๐๐ 1๐ด − 2๐ด = (14.7627 + 3.8232 + 10.557) ๐๐ ๐๐ต = ๐๐. ๐๐๐๐ ๐ ๐ ๐ต๐๐๐ 1๐ต − 2๐ต = (2 ∗ 14.7627 + 3.8232 + 10.1592) ๐๐ ๐๐ต = ๐๐. ๐๐๐๐ ๐ ๐ SUMMARY OF LOADS SECOND, THIRD, AND FOURTH FLOOR LOADS FRAME A FRAME B FRAME C FRAME D FRAME E FRAME F FRAME G BEAM 1A-2A 29.14287 BEAM 2A-3A 29.14287 BEAM 3A-4A 29.14287 BEAM 4A-5A 29.14287 BEAM 1B-2B 43.50773 BEAM 2B-3B 43.50773 BEAM 3B-4B 33.34853 BEAM 4B-5B 33.34853 BEAM 1C-2C 43.50773 BEAM 2C-3C 43.50773 BEAM 3C-4C 33.34853 BEAM 4C-5C 43.50773 BEAM 1D-2D 43.50773 BEAM 2D-3D 43.50773 BEAM 3D-4D 33.34853 BEAM 4D-5D 33.34853 BEAM 1E-2E 43.50773 BEAM 2E-3E 43.50773 BEAM 3E-4E 33.34853 BEAM 4E-5E 43.50773 BEAM 1F-2F 43.50773 BEAM 2F-3F 43.50773 BEAM 3F-4F 33.34853 BEAM 4F-5F 33.34853 BEAM 1G-2G 29.14287 BEAM 2G-3G 29.14287 BEAM 3G-4G 29.14287 BEAM 4G-5G 29.14287 Table 3.1.1 – Summary of Loads on Vertical Frames FRAME 1 BEAM BEAM BEAM BEAM BEAM BEAM 1A-1B 1B-1C 1C-1D 1D-1E 1E-1F 1F-1G 33.24361 33.24361 33.24361 33.24361 33.24361 33.24361 kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m 18 BEAM 2A-2B 41.55001 kN/m BEAM 2B-2C 41.55001 kN/m BEAM 2C-2D 41.55001 kN/m FRAME 2 BEAM 2D-2E 41.55001 kN/m BEAM 2E-2F 41.55001 kN/m BEAM 2F-2G 41.55001 kN/m BEAM 3A-3B 41.55001 kN/m BEAM 3B-3C 51.70921 kN/m 3C-3D 51.70921 kN/m FRAME BEAM 3 BEAM 3D-3E 51.70921 kN/m BEAM 3E-3F 51.70921 kN/m BEAM 3F-3G 41.55001 kN/m BEAM 4A-4B 51.70921 kN/m BEAM 4B-4C 51.70921 kN/m 4C-4D 51.70921 kN/m FRAME BEAM 4 BEAM 4D-4E 51.70921 kN/m BEAM 4E-4F 51.70921 kN/m BEAM 4F-4G 51.70921 kN/m BEAM 5A-5B 33.24361 kN/m BEAM 5B-5C 33.24361 kN/m 5C-5D 33.24361 kN/m FRAME BEAM 5 BEAM 5D-5E 33.24361 kN/m BEAM 5E-5F 33.24361 kN/m BEAM 5F-5G 33.24361 kN/m Table 3.1.2 – Summary of Loads for Horizontal Frames ROOF DECK LOADS FRAME A FRAME B FRAME C FRAME D FRAME E BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM 1A-2A 2A-3A 3A-4A 4A-5A 1B-2B 2B-3B 3B-4B 4B-5B 1C-2C 2C-3C 3C-4C 4C-5C 1D-2D 2D-3D 3D-4D 4D-5D 1E-2E 2E-3E 29.83087 29.83087 19.27387 19.27387 45.28153 45.28153 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 34.72453 kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m 19 FRAME F FRAME G FRAME 1 FRAME 2 FRAME 3 FRAME 4 FRAME 5 BEAM 3E-4E 34.72453 BEAM 4E-5E 34.72453 BEAM 1F-2F 45.28153 BEAM 2F-3F 45.28153 BEAM 3F-4F 34.72453 BEAM 4F-5F 34.72453 BEAM 1G-2G 29.83087 BEAM 2G-3G 29.83087 BEAM 3G-4G 19.27387 BEAM 4G-5G 19.27387 Table 3.1.3 – Summary of Loads for Vertical Frames kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m BEAM 1A-1B 34.12272 BEAM 1B-1C 23.56572 BEAM 1C-1D 23.56572 BEAM 1D-1E 23.56572 BEAM 1E-1F 23.56572 BEAM 1F-1G 34.12272 BEAM 2A-2B 43.30824 BEAM 2B-2C 43.30824 BEAM 2C-2D 43.30824 BEAM 2D-2E 43.30824 BEAM 2E-2F 43.30824 BEAM 2F-2G 43.30824 BEAM 3A-3B 53.86524 BEAM 3B-3C 43.30824 BEAM 3C-3D 43.30824 BEAM 3D-3E 43.30824 BEAM 3E-3F 43.30824 BEAM 3F-3G 53.86524 BEAM 4A-4B 43.30824 BEAM 4B-4C 43.30824 BEAM 4C-4D 43.30824 BEAM 4D-4E 43.30824 BEAM 4E-4F 43.30824 BEAM 4F-4G 43.30824 BEAM 5A-5B 23.56572 BEAM 5B-5C 23.56572 BEAM 5C-5D 23.56572 BEAM 5D-5E 23.56572 BEAM 5E-5F 23.56572 BEAM 5F-5G 23.56572 Table 3.1.4 – Summary of Loads for Horizontal Loads kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m 20 ROOF LOADS FRAME A FRAME B FRAME F FRAME G FRAME 1 FRAME 2 FRAME 3 BEAM 1A-2A 19.27387 BEAM 2A-3A 19.27387 BEAM 1B-2B 19.27387 BEAM 2B-3B 19.27387 BEAM 1F-2F 19.27387 BEAM 2F-3F 19.27387 BEAM 1G-2G 19.27387 BEAM 2G-3G 19.27387 Table 3.1.5 – Summary of Loads for Vertical Frames BEAM BEAM BEAM BEAM BEAM BEAM 1A-1B 1F-1G 2A-2B 2F-2G 3A-3B 3F-3G 23.56572 23.56572 43.30824 43.30824 23.56572 23.56572 kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m kN/m 21 LOADS ON FRAMES Figure 3.1.2 – Loads on Frame 1 Figure 3.1.3 – Loads on Frame 2 22 Figure 3.1.4 – Loads on Frame 3 Figure 3.1.5 – Loads on Frame 4 23 Figure 3.1.6 – Loads on Frame 5 Figure 3.1.7 – Loads on Frame A 24 Figure 3.1.8 – Loads on Frame B Figure 3.1.9 – Loads on Frame C 25 Figure 3.1.10 – Loads on Frame D Figure 3.1.11 – Loads on Frame E 26 Figure 3.1.12 – Loads on Frame F Figure 3.1.13 – Loads on Frame G 27 3.2 – Moment Distribution Method Disclaimer - Only a portion of the Moment Distribution Method will be shown. Figure 3.2.1 – A portion of the Beams and Columns from Frame 4 CONSIDERATIONS - Beam Dimension – 0.45 m (h) x 0.3 m (b) - Column Dimension – 0.3 m x 0.3 m - Relative Stiffness ๐= ๐ผ๐ถ๐๐ฟ๐๐๐ = ๐ผ๐ต๐ธ๐ด๐ = 4๐ธ๐ผ ๐๐๐ ๐๐๐ฅ๐๐ ๐๐๐ ๐ฟ ๐โ3 (0.3)(0.33 ) = = 0.000675 12 12 ๐โ3 (0.3)(0.453 ) = = 0.002278125 12 12 ๐ธ = 4700√๐′๐ = 4700√28 = 24870.06232 ๐๐ถ๐๐ฟ๐๐๐ = ๐๐ต๐ธ๐ด๐ = 4๐ธ๐ผ (4)(24870.06232)(0.000675) = = 22.38305609 ๐ฟ 3 4๐ธ๐ผ (4)(24870.06232)(0.002278125) = = 37.77140715 ๐ฟ 6 28 - Distribution Factor ๐ท๐น = 0, ๐ผ๐ ๐๐๐ ๐๐๐ ๐๐ ๐๐๐ฅ๐๐ ๐ท๐น = - ๐ , ๐๐๐ ๐๐กโ๐๐๐ ∑๐ ๐ท๐น๐ด๐−๐ด๐ = 22.38305609 = 0.372093 22.38305609 + 37.77140715 ๐ท๐น๐ด๐−๐ต๐ = 37.77140715 = 0.627907 22.38305609 + 37.77140715 Carry-over Factor ๐ถ๐ = 0.5, ๐๐๐ ๐๐๐ฅ๐๐ ๐๐๐ - Fixed-end Moment ๐น๐ธ๐ = ๐น๐ธ๐๐ถ๐๐ฟ๐๐๐ = ๐น๐ธ๐๐ต๐ธ๐ด๐ - ๐๐ฟ2 12 (0)(3)2 =0 12 (43.3082)(6)2 = = 129.9246 ๐๐ − ๐ 12 First Distribution 1๐ท๐ด๐−๐ด๐ = (−1)(0.372093)(0 + (−129.9246)) = 49.34403 ๐๐ − ๐ 1๐ท๐ด๐−๐ต๐ = (−1)(0.627907)(0 + (−129.9246)) = 81.58057 ๐๐ − ๐ - First Carry-over 1๐ถ๐๐ถ๐๐ฟ๐๐๐ = (0.5)(42.069(1๐ท ๐๐ ๐๐๐๐๐ ๐๐ก๐ ๐๐๐ ๐๐ ๐๐๐๐ข๐๐)) = 21.034 ๐๐ − ๐ 1๐ถ๐๐ต๐ธ๐ด๐ = (0.5)(0.000(1๐ท ๐๐ ๐๐๐๐๐ ๐๐ก๐ ๐๐๐ ๐๐ ๐๐๐๐)) = 0.000 ๐๐ − ๐ 29 SAMPLE OF MOMENT DISTRIBUTION METHOD AY b h I k DF COF FEM 1D 1CO 2D 2CO 3D 3CO 4D 4CO 5D 5CO 6D 6CO 7D 7CO 8D 8CO 9D 9CO 10D 10CO 11D 11CO 12D 12CO 13D 13CO 14D 14CO 15D 15CO 16D FEM AY-AX 0.3 0.3 0.00067500 22.38 0.37 0.50 0.00 48.344 21.034 -7.827 -4.278 4.519 2.060 -1.477 -0.863 0.805 0.362 -0.304 -0.167 0.145 0.071 -0.063 -0.031 0.029 0.014 -0.013 -0.005 0.005 0.003 -0.003 -0.001 0.001 0.001 -0.001 0.000 0.000 0.000 0.000 62.360 FEM 16D 15CO 15D 44.814 0.000 0.000 0.000 AY-BY 0.3 0.45 0.00227813 37.77 0.63 0.50 -129.92 81.581 0.000 -13.208 -7.867 7.626 1.910 -2.493 -1.300 1.358 0.456 -0.514 -0.223 0.245 0.098 -0.106 -0.046 0.049 0.020 -0.022 -0.009 0.009 0.004 -0.004 -0.002 0.002 0.001 -0.001 0.000 0.000 0.000 0.000 -62.360 BY-AY 0.3 0.45 0.00227813 37.77 0.39 0.50 129.92 0.000 40.790 -15.733 -6.604 3.821 3.813 -2.601 -1.246 0.912 0.679 -0.446 -0.257 0.196 0.122 -0.092 -0.053 0.041 0.024 -0.019 -0.011 0.008 0.005 -0.003 -0.002 0.002 0.001 -0.001 0.000 0.000 0.000 0.000 153.271 BY BY-BX 0.3 0.3 0.00067500 22.38 0.23 0.50 0.00 0.000 0.000 -9.324 -3.302 2.264 1.412 -1.541 -0.650 0.541 0.314 -0.265 -0.134 0.116 0.060 -0.055 -0.027 0.024 0.012 -0.011 -0.005 0.005 0.002 -0.002 -0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 -10.564 BY-CY 0.3 0.45 0.00227813 37.77 0.39 0.50 -129.92 0.000 0.000 -15.733 0.000 3.821 1.517 -2.601 -0.468 0.912 0.164 -0.446 -0.119 0.196 0.057 -0.092 -0.025 0.041 0.012 -0.019 -0.005 0.008 0.002 -0.003 -0.001 0.002 0.000 -0.001 0.000 0.000 0.000 0.000 -142.707 -8.765 0.000 0.000 0.000 30 14CO 14D 13CO 13D 12CO 12D 11CO 11D 10CO 10D 9CO 9D 8CO 8D 7CO 7D 6CO 6D 5CO 5D 4CO 4D 3CO 3D 2CO 2D 1CO 1D FEM COF DF k I h b k 0.000 0.000 0.001 0.001 -0.001 -0.002 0.003 0.006 -0.006 -0.010 0.007 0.028 -0.031 -0.063 0.073 0.141 -0.152 -0.334 0.402 0.724 -0.739 -1.726 2.260 4.119 -3.913 -8.556 10.517 42.069 0.00 0.50 0.27 22.38 0.00067500 0.3 0.3 AX-AY k b h I k DF COF FEM 1D 1CO 2D AX-AW 0.3 0.3 0.00067500 22.38 0.27 0.50 0.00 42.069 21.034 -8.556 AX AX-BX 0.3 0.45 0.00227813 37.77 0.46 0.50 -155.13 70.991 0.000 -14.439 BX-AX 0.3 0.45 0.00227813 37.77 0.31 0.50 155.13 0.000 35.495 -11.144 0.000 0.000 0.000 0.001 -0.001 -0.002 0.002 0.004 -0.005 -0.010 0.006 0.024 -0.027 -0.054 0.058 0.120 -0.132 -0.267 0.270 0.628 -0.771 -1.301 1.132 2.825 -4.662 -6.604 0.000 0.000 0.00 0.50 0.19 22.38 0.00067500 0.3 0.3 BX-BY BX BX-BW 0.3 0.3 0.00067500 22.38 0.19 0.50 0.00 0.000 0.000 -6.604 BX-CX 0.3 0.45 0.00227813 37.77 0.31 0.50 -155.13 0.000 0.000 -11.144 31 2CO 3D 3CO 4D 4CO 5D 5CO 6D 6CO 7D 7CO 8D 8CD 9D 9CO 10D 10CO 11D 11CO 12D 12CO 13D 13CO 14D 14CO 15D 15CO 16D FEM -5.704 4.119 1.722 -1.726 -0.832 0.724 0.299 -0.334 -0.144 0.141 0.058 -0.063 -0.027 0.028 0.011 -0.010 -0.006 0.006 0.002 -0.002 -0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 52.807 -5.572 6.951 2.383 -2.913 -1.098 1.221 0.530 -0.563 -0.225 0.239 0.101 -0.106 -0.045 0.047 0.020 -0.017 -0.008 0.009 0.004 -0.004 -0.002 0.002 0.001 -0.001 0.000 0.000 0.000 0.000 -97.621 -7.219 4.767 3.476 -2.195 -1.456 1.060 0.611 -0.451 -0.282 0.202 0.119 -0.090 -0.053 0.040 0.024 -0.016 -0.009 0.007 0.005 -0.003 -0.002 0.001 0.001 -0.001 0.000 0.000 0.000 0.000 178.014 -3.302 2.825 1.510 -1.301 -0.553 0.628 0.286 -0.267 -0.111 0.120 0.053 -0.054 -0.021 0.024 0.010 -0.010 -0.004 0.004 0.002 -0.002 -0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 -6.766 0.000 4.767 0.875 -2.195 -0.597 1.060 0.268 -0.451 -0.120 0.202 0.057 -0.090 -0.025 0.040 0.012 -0.016 -0.005 0.007 0.002 -0.003 -0.001 0.001 0.000 -0.001 0.000 0.000 0.000 0.000 -162.483 Table 3.2.1 – A portion of the Moment Distribution Method for Frame 4 32 SUMMARY OF MOMENTS ON BEAMS BEAM 1 AZ-BZ MOMENT LEFT -44.213 MOMENT RIGHT 38.646 BEAM 1 AY-BY MOMENT LEFT -71.333 MOMENT RIGHT 110.648 BEAM 1 AX-BX MOMENT LEFT -62.155 MOMENT RIGHT 113.942 BEAM 1 AW-BW MOMENT LEFT -66.551 MOMENT RIGHT 112.956 BEAM 1 AV-BV MOMENT LEFT -60.622 MOMENT RIGHT 114.507 BEAM 1 BY-CY MOMENT LEFT -79.509 MOMENT RIGHT 67.550 BEAM 1 BX-CX MOMENT LEFT -105.458 MOMENT RIGHT 97.430 BEAM 1 BW-CW MOMENT LEFT -103.944 MOMENT RIGHT 98.034 BEAM 1 BV-CV MOMENT LEFT -105.627 MOMENT RIGHT 97.495 BEAM 1 CY-DY MOMENT LEFT -69.019 MOMENT RIGHT 71.536 BEAM 1 CX-DX MOMENT LEFT -98.980 MOMENT RIGHT 100.106 BEAM 1 CW-DW MOMENT LEFT -99.185 MOMENT RIGHT 100.004 BEAM 1 CV-DV MOMENT LEFT -98.782 MOMENT RIGHT 100.205 kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm BEAM 1 DY-EY MOMENT LEFT -71.536 MOMENT RIGHT 69.019 BEAM 1 DX-EX MOMENT LEFT -100.106 MOMENT RIGHT 98.980 BEAM 1 DW-EW MOMENT LEFT -100.004 MOMENT RIGHT 99.185 BEAM 1 DV-EV MOMENT LEFT -100.205 MOMENT RIGHT 98.782 BEAM 1 EY-FY MOMENT LEFT -67.550 MOMENT RIGHT 79.509 BEAM 1 EX-FX MOMENT LEFT -97.980 MOMENT RIGHT 106.055 BEAM 1 EW-FW MOMENT LEFT -98.034 MOMENT RIGHT 103.944 BEAM 1 EV-FV MOMENT LEFT -97.495 MOMENT RIGHT 105.627 BEAM 1 FZ-GZ MOMENT LEFT -38.646 MOMENT RIGHT 44.213 BEAM 1 FY-GY MOMENT LEFT -110.648 MOMENT RIGHT 71.333 BEAM 1 FX-GX MOMENT LEFT -114.584 MOMENT RIGHT 62.500 BEAM 1 FW-GW MOMENT LEFT -112.956 MOMENT RIGHT 66.551 BEAM 1 FV-GV MOMENT LEFT -114.507 MOMENT RIGHT 60.622 kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm kNm Table 3.2.2 – Summary of Moments for Beams on Frame 1 33 BEAM AZ-BZ MOMENT LEFT MOMENT RIGHT BEAM AY-BY MOMENT LEFT MOMENT RIGHT BEAM AX-BX MOMENT LEFT MOMENT RIGHT BEAM AW-BW MOMENT LEFT MOMENT RIGHT BEAM AV-BV MOMENT LEFT MOMENT RIGHT BEAM BY-CY MOMENT LEFT MOMENT RIGHT BEAM BX-CX MOMENT LEFT MOMENT RIGHT BEAM BW-CW MOMENT LEFT MOMENT RIGHT BEAM BV-CV MOMENT LEFT MOMENT RIGHT BEAM CY-DY MOMENT LEFT MOMENT RIGHT BEAM CX-DX MOMENT LEFT MOMENT RIGHT BEAM CW-DW MOMENT LEFT MOMENT RIGHT BEAM CV-DV MOMENT LEFT MOMENT RIGHT -76.927 kNm 67.985 kNm -91.017 kNm 154.170 kNm -76.539 kNm 142.313 kNm -83.365 kNm 141.189 kNm -75.741 kNm 143.118 kNm -124.277 kNm 131.636 kNm -132.464 kNm 121.806 kNm -129.814 kNm 122.530 kNm -132.035 kNm 121.854 kNm -131.407 kNm 129.184 kNm -123.233 kNm 125.359 kNm -124.034 kNm 124.958 kNm -123.454 kNm 125.248 kNm BEAM DY-EY MOMENT LEFT MOMENT RIGHT BEAM DX-EX MOMENT LEFT MOMENT RIGHT BEAM DW-EW MOMENT LEFT MOMENT RIGHT BEAM DV-EV MOMENT LEFT MOMENT RIGHT BEAM EY-FY MOMENT LEFT MOMENT RIGHT BEAM EX-FX MOMENT LEFT MOMENT RIGHT BEAM EW-FW MOMENT LEFT MOMENT RIGHT BEAM EV-FV MOMENT LEFT MOMENT RIGHT BEAM FZ-GZ MOMENT LEFT MOMENT RIGHT BEAM FY-GY MOMENT LEFT MOMENT RIGHT BEAM FX-GX MOMENT LEFT MOMENT RIGHT BEAM FW-GW MOMENT LEFT MOMENT RIGHT BEAM FV-GV MOMENT LEFT MOMENT RIGHT -129.184 kNm 131.407 kNm -125.359 kNm 123.233 kNm -124.958 kNm 124.034 kNm -125.248 kNm 123.454 kNm -131.636 kNm 124.277 kNm -121.806 kNm 132.464 kNm -122.530 kNm 129.814 kNm -121.854 kNm 132.035 kNm -67.985 kNm 76.927 kNm -154.170 kNm 91.017 kNm -142.314 kNm 76.539 kNm -141.189 kNm 83.365 kNm -143.118 kNm 75.741 kNm Table 3.2.3 – Summary of Moments for Beams on Frame 2 34 BEAM AZ-BZ MOMENT LEFT MOMENT RIGHT BEAM DY-EY -48.903 kNm 38.542 kNm MOMENT LEFT MOMENT RIGHT BEAM AY-BY MOMENT LEFT MOMENT RIGHT BEAM DX-EX -105.177 kNm 178.351 kNm MOMENT LEFT MOMENT RIGHT BEAM AX-BX MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM AW-BW MOMENT LEFT MOMENT RIGHT BEAM AV-BV MOMENT LEFT MOMENT RIGHT BEAM BY-CY -143.803 kNm 125.076 kNm MOMENT LEFT MOMENT RIGHT -153.498 kNm 155.551 kNm MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM BV-CV MOMENT LEFT MOMENT RIGHT BEAM CY-DY MOMENT LEFT MOMENT RIGHT BEAM CX-DX MOMENT LEFT MOMENT RIGHT BEAM CW-DW -151.095 kNm 75.326 kNm BEAM FW-GW -155.463 kNm 154.963 kNm MOMENT LEFT MOMENT RIGHT BEAM CV-DV MOMENT LEFT MOMENT RIGHT -178.312 kNm 105.174 kNm BEAM FX-GX -155.656 kNm 154.853 kNm MOMENT LEFT MOMENT RIGHT -38.550 kNm 48.906 kNm BEAM FY-GY -127.135 kNm 131.323 kNm MOMENT LEFT MOMENT RIGHT -155.629 kNm 153.846 kNm BEAM FZ-GZ -153.851 kNm 155.629 kNm MOMENT LEFT MOMENT RIGHT -156.064 kNm 152.774 kNm BEAM EV-FV -152.730 kNm 156.073 kNm MOMENT LEFT MOMENT RIGHT -155.710 kNm 153.054 kNm BEAM EW-FW BEAM BW-CW MOMENT LEFT MOMENT RIGHT -125.070 kNm 143.847 kNm BEAM EX-FX BEAM BX-CX MOMENT LEFT MOMENT RIGHT -155.035 kNm 155.313 kNm BEAM EY-FY -73.068 kNm 151.468 kNm MOMENT LEFT MOMENT RIGHT -154.963 kNm 155.450 kNm BEAM DV-EV -80.355 kNm 148.722 kNm MOMENT LEFT MOMENT RIGHT -154.838 kNm 155.727 kNm BEAM DW-EW -75.450 kNm 150.668 kNm MOMENT LEFT MOMENT RIGHT -131.325 kNm 127.118 kNm -148.684 kNm 80.353 kNm BEAM FV-GV -155.311 kNm 155.035 kNm MOMENT LEFT MOMENT RIGHT -151.471 kNm 73.070 kNm Table 3.2.4 – Summary of Moments for Beams on Frame 3 35 BEAM AY-BY MOMENT LEFT MOMENT RIGHT BEAM DY-EY -62.360 kNm 153.271 kNm MOMENT LEFT MOMENT RIGHT BEAM AX-BX MOMENT LEFT MOMENT RIGHT BEAM DX-EX -97.621 kNm 178.014 kNm MOMENT LEFT MOMENT RIGHT BEAM AW-BW MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM AV-BV MOMENT LEFT MOMENT RIGHT BEAM BY-CY MOMENT LEFT MOMENT RIGHT BEAM BX-CX MOMENT LEFT MOMENT RIGHT BEAM BW-CW MOMENT LEFT MOMENT RIGHT BEAM BV-CV -164.275 kNm 151.654 kNm MOMENT LEFT MOMENT RIGHT -127.658 kNm 131.058 kNm MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM CW-DW -178.013 kNm 97.622 kNm BEAM FW-GW -154.222 kNm 155.580 kNm MOMENT LEFT MOMENT RIGHT BEAM CV-DV MOMENT LEFT MOMENT RIGHT -153.271 kNm 62.359 kNm BEAM FX-GX -154.194 kNm 155.595 kNm MOMENT LEFT MOMENT RIGHT -151.654 kNm 164.275 kNm BEAM FY-GY BEAM CX-DX MOMENT LEFT MOMENT RIGHT -152.438 kNm 161.866 kNm BEAM EV-FV BEAM CY-DY MOMENT LEFT MOMENT RIGHT -152.150 kNm 162.484 kNm BEAM EW-FW -161.866 kNm 152.438 kNm MOMENT LEFT MOMENT RIGHT -125.234 kNm 142.707 kNm BEAM EX-FX -162.483 kNm 152.150 kNm MOMENT LEFT MOMENT RIGHT -155.861 kNm 153.661 kNm BEAM EY-FY -142.707 kNm 125.234 kNm MOMENT LEFT MOMENT RIGHT -155.580 kNm 154.222 kNm BEAM DV-EV -94.328 kNm 178.117 kNm MOMENT LEFT MOMENT RIGHT -155.595 kNm 154.194 kNm BEAM DW-EW -103.329 kNm 175.634 kNm MOMENT LEFT MOMENT RIGHT -131.058 kNm 127.658 kNm -175.634 kNm 103.329 kNm BEAM FV-GV -153.661 kNm 155.861 kNm MOMENT LEFT MOMENT RIGHT -178.117 kNm 94.328 kNm Table 3.2.5 – Summary of Moments for Beams on Frame 4 36 BEAM AY-BY MOMENT LEFT MOMENT RIGHT BEAM DY-EY -35.014 kNm 83.140 kNm MOMENT LEFT MOMENT RIGHT BEAM AX-BX MOMENT LEFT MOMENT RIGHT BEAM DX-EX -62.733 kNm 114.313 kNm MOMENT LEFT MOMENT RIGHT BEAM AW-BW MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM AV-BV MOMENT LEFT MOMENT RIGHT BEAM BY-CY MOMENT LEFT MOMENT RIGHT BEAM BX-CX MOMENT LEFT MOMENT RIGHT BEAM BW-CW MOMENT LEFT MOMENT RIGHT BEAM BV-CV MOMENT LEFT MOMENT RIGHT BEAM CY-DY MOMENT LEFT MOMENT RIGHT BEAM CX-DX -99.069 kNm 100.062 kNm MOMENT LEFT MOMENT RIGHT -99.158 kNm 100.017 kNm MOMENT LEFT MOMENT RIGHT -114.312 kNm 62.733 kNm BEAM FW-GW BEAM CV-DV MOMENT LEFT MOMENT RIGHT -83.140 kNm 35.014 kNm BEAM FX-GX BEAM CW-DW MOMENT LEFT MOMENT RIGHT -97.497 kNm 105.614 kNm BEAM FY-GY -69.561 kNm 71.265 kNm MOMENT LEFT MOMENT RIGHT -98.004 kNm 104.044 kNm BEAM EV-FV -105.614 kNm 97.497 kNm MOMENT LEFT MOMENT RIGHT -97.781 kNm 104.623 kNm BEAM EW-FW -104.044 kNm 98.004 kNm MOMENT LEFT MOMENT RIGHT -68.234 kNm 77.327 kNm BEAM EX-FX -104.623 kNm 97.781 kNm MOMENT LEFT MOMENT RIGHT -100.203 kNm 98.786 kNm BEAM EY-FY -77.327 kNm 68.234 kNm MOMENT LEFT MOMENT RIGHT -100.017 kNm 99.158 kNm BEAM DV-EV -60.640 kNm 114.509 kNm MOMENT LEFT MOMENT RIGHT -100.062 kNm 99.069 kNm BEAM DW-EW -66.441 kNm 112.926 kNm MOMENT LEFT MOMENT RIGHT -71.265 kNm 69.561 kNm -112.926 kNm 66.441 kNm BEAM FV-GV -98.786 kNm 100.203 kNm MOMENT LEFT MOMENT RIGHT -114.509 kNm 60.641 kNm Table 3.2.6 – Summary of Moments for Beams on Frame 5 37 BEAM 1Z-2Z MOMENT LEFT MOMENT RIGHT BEAM 1 2Z-3Z -13.238 kNm 13.388 kNm MOMENT LEFT MOMENT RIGHT -22.584 kNm 48.087 kNm MOMENT LEFT MOMENT RIGHT BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y BEAM 1X-2X MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 1W-2W -22.245 kNm 45.112 kNm MOMENT LEFT MOMENT RIGHT -19.911 kNm 45.693 kNm MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 3X-4X -37.411 kNm 41.837 kNm MOMENT LEFT MOMENT RIGHT -37.474 kNm 41.628 kNm MOMENT LEFT MOMENT RIGHT -37.100 kNm 42.370 kNm MOMENT LEFT MOMENT RIGHT -45.610 kNm 20.836 kNm BEAM 4W-5W BEAM 3V-4V MOMENT LEFT MOMENT RIGHT -29.868 kNm 10.928 kNm BEAM 4X-5X BEAM 3W-4W MOMENT LEFT MOMENT RIGHT -42.374 kNm 37.100 kNm BEAM 4Y-5Y -27.737 kNm 27.895 kNm MOMENT LEFT MOMENT RIGHT -41.594 kNm 37.487 kNm BEAM 2V-3V BEAM 3Y-4Y MOMENT LEFT MOMENT RIGHT -42.238 kNm 37.122 kNm BEAM 2W-3W BEAM 1V-2V MOMENT LEFT MOMENT RIGHT -42.243 kNm 35.403 kNm BEAM 2X-3X -20.540 kNm 45.502 kNm MOMENT LEFT MOMENT RIGHT -3.548 kNm 4.286 kNm -45.106 kNm 22.201 kNm BEAM 4V-5V -45.693 kNm 19.917 kNm Table 3.2.7 – Summary of Moments for Beams on Frame A BEAM 1Z-2Z MOMENT LEFT MOMENT RIGHT BEAM 2Z-3Z -14.746 kNm 13.081 kNm MOMENT LEFT MOMENT RIGHT BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y -32.962 kNm 72.265 kNm MOMENT LEFT MOMENT RIGHT BEAM 1X-2X MOMENT LEFT MOMENT RIGHT -30.672 kNm 68.651 kNm MOMENT LEFT MOMENT RIGHT -32.986 kNm 67.955 kNm MOMENT LEFT MOMENT RIGHT -63.578 kNm 52.011 kNm BEAM 2V-3V -29.532 kNm 68.927 kNm MOMENT LEFT MOMENT RIGHT BEAM 3Y-4Y MOMENT LEFT -64.305 kNm 51.479 kNm BEAM 2W-3W BEAM 1V-2V MOMENT LEFT MOMENT RIGHT -64.787 kNm 55.187 kNm BEAM 2X-3X BEAM 1W-2W MOMENT LEFT MOMENT RIGHT -3.072 kNm 4.345 kNm -64.752 kNm 51.171 kNm BEAM 4Y-5Y -46.581 kNm MOMENT LEFT -55.037 kNm 38 MOMENT RIGHT 51.701 kNm MOMENT RIGHT BEAM 3X-4X MOMENT LEFT MOMENT RIGHT -46.964 kNm 46.234 kNm MOMENT LEFT MOMENT RIGHT BEAM 3W-4W MOMENT LEFT MOMENT RIGHT -51.639 kNm 24.077 kNm BEAM 4W-5W -46.818 kNm 46.191 kNm MOMENT LEFT MOMENT RIGHT -46.671 kNm 46.989 kNm MOMENT LEFT MOMENT RIGHT BEAM 3V-4V MOMENT LEFT MOMENT RIGHT 17.738 kNm BEAM 4X-5X -51.000 kNm 25.588 kNm BEAM 4V-5V -51.575 kNm 22.990 kNm Table 3.2.8 – Summary of Moments for Beams on Frame B BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 3Y-4Y -18.100 kNm 55.599 kNm MOMENT LEFT MOMENT RIGHT BEAM 1X-2X MOMENT LEFT MOMENT RIGHT BEAM 3X-4X -30.917 kNm 68.945 kNm MOMENT LEFT MOMENT RIGHT BEAM 1W-2W MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 1V-2V MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y MOMENT LEFT MOMENT RIGHT BEAM 2X-3X MOMENT LEFT MOMENT RIGHT BEAM 2W-3W BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 1X-2X MOMENT LEFT -63.214 kNm 32.422 kNm BEAM 4W-5W -63.907 kNm 51.216 kNm MOMENT LEFT MOMENT RIGHT -65.095 kNm 50.186 kNm MOMENT LEFT MOMENT RIGHT BEAM 2V-3V MOMENT LEFT MOMENT RIGHT -56.013 kNm 18.582 kNm BEAM 4X-5X -64.270 kNm 50.715 kNm MOMENT LEFT MOMENT RIGHT -44.662 kNm 52.634 kNm BEAM 4Y-5Y -52.383 kNm 43.731 kNm MOMENT LEFT MOMENT RIGHT -44.940 kNm 51.204 kNm BEAM 3V-4V -29.493 kNm 69.096 kNm MOMENT LEFT MOMENT RIGHT -44.958 kNm 51.808 kNm BEAM 3W-4W -32.902 kNm 68.064 kNm MOMENT LEFT MOMENT RIGHT -42.905 kNm 52.141 kNm -62.731 kNm 34.614 kNm BEAM 4V-5V Table 3.2.9 – Summary of Moments for Beams on Frame C BEAM 3Y-4Y -18.097 kNm MOMENT LEFT 55.661 kNm MOMENT RIGHT BEAM 3X-4X -30.960 kNm MOMENT LEFT -63.182 kNm 31.132 kNm -42.756 52.839 kNm kNm -46.894 kNm 39 MOMENT RIGHT BEAM 1W-2W MOMENT LEFT MOMENT RIGHT BEAM 1V-2V MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y MOMENT LEFT MOMENT RIGHT BEAM 2X-3X MOMENT LEFT MOMENT RIGHT BEAM 2W-3W MOMENT LEFT MOMENT RIGHT BEAM 2V-3V MOMENT LEFT MOMENT RIGHT 68.774 kNm -32.942 67.948 kNm kNm -29.538 68.928 kNm kNm -52.437 43.504 kNm kNm -63.933 51.688 kNm kNm -63.612 51.998 kNm kNm -64.748 51.172 kNm kNm MOMENT RIGHT BEAM 3W-4W MOMENT LEFT MOMENT RIGHT BEAM 3V-4V MOMENT LEFT MOMENT RIGHT BEAM 4Y-5Y MOMENT LEFT MOMENT RIGHT BEAM 4X-5X MOMENT LEFT MOMENT RIGHT BEAM 4W-5W MOMENT LEFT MOMENT RIGHT BEAM 4V-5V MOMENT LEFT MOMENT RIGHT 46.328 kNm -46.816 46.186 kNm kNm -46.672 46.989 kNm kNm -55.901 17.559 kNm kNm -51.590 24.057 kNm kNm -51.004 25.593 kNm kNm -51.575 22.989 kNm kNm Table 3.2.10 – Summary of Moments for Beams on Frame D BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 3Y-4Y -18.100 kNm 55.599 kNm MOMENT LEFT MOMENT RIGHT BEAM 1X-2X MOMENT LEFT MOMENT RIGHT BEAM 3X-4X -30.917 kNm 68.945 kNm MOMENT LEFT MOMENT RIGHT BEAM 1W-2W MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 1V-2V -29.493 kNm 69.096 kNm MOMENT LEFT MOMENT RIGHT -52.383 kNm 43.731 kNm MOMENT LEFT MOMENT RIGHT -56.013 kNm 18.582 kNm BEAM 4X-5X -64.270 kNm 50.715 kNm MOMENT LEFT MOMENT RIGHT BEAM 2W-3W MOMENT LEFT -44.662 kNm 52.634 kNm BEAM 4Y-5Y BEAM 2X-3X MOMENT LEFT MOMENT RIGHT -44.940 kNm 51.204 kNm BEAM 3V-4V BEAM 2Y-3Y MOMENT LEFT MOMENT RIGHT -44.958 kNm 51.808 kNm BEAM 3W-4W -32.902 kNm 68.064 kNm MOMENT LEFT MOMENT RIGHT -42.905 kNm 52.141 kNm -63.214 kNm 32.422 kNm BEAM 4W-5W -63.907 kNm MOMENT LEFT -62.731 kNm 40 MOMENT RIGHT 51.216 kNm MOMENT RIGHT BEAM 2V-3V MOMENT LEFT MOMENT RIGHT 34.614 kNm BEAM 4V-5V -65.095 kNm 50.186 kNm MOMENT LEFT MOMENT RIGHT -63.182 kNm 31.132 kNm Table 3.2.11 – Summary of Moments for Beams on Frame E BEAM 1Z-2Z MOMENT LEFT MOMENT RIGHT BEAM 2Z-3Z -14.746 kNm 13.081 kNm MOMENT LEFT MOMENT RIGHT BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y -32.962 kNm 72.265 kNm MOMENT LEFT MOMENT RIGHT BEAM 1X-2X MOMENT LEFT MOMENT RIGHT -30.672 kNm 68.651 kNm MOMENT LEFT MOMENT RIGHT -32.986 kNm 67.955 kNm MOMENT LEFT MOMENT RIGHT -29.532 kNm 68.927 kNm MOMENT LEFT MOMENT RIGHT -46.581 kNm 51.701 kNm MOMENT LEFT MOMENT RIGHT -46.964 kNm 46.234 kNm MOMENT LEFT MOMENT RIGHT -46.818 kNm 46.191 kNm MOMENT LEFT MOMENT RIGHT -51.639 kNm 24.077 kNm BEAM 4W-5W BEAM 3V-4V MOMENT LEFT MOMENT RIGHT -55.037 kNm 17.738 kNm BEAM 4X-5X BEAM 3W-4W MOMENT LEFT MOMENT RIGHT -64.752 kNm 51.171 kNm BEAM 4Y-5Y BEAM 3X-4X MOMENT LEFT MOMENT RIGHT -63.578 kNm 52.011 kNm BEAM 2V-3V BEAM 3Y-4Y MOMENT LEFT MOMENT RIGHT -64.305 kNm 51.479 kNm BEAM 2W-3W BEAM 1V-2V MOMENT LEFT MOMENT RIGHT -64.787 kNm 55.187 kNm BEAM 2X-3X BEAM 1W-2W MOMENT LEFT MOMENT RIGHT -3.072 kNm 4.345 kNm -51.000 kNm 25.588 kNm BEAM 4V-5V -46.671 kNm 46.989 kNm MOMENT LEFT MOMENT RIGHT -51.575 kNm 22.990 kNm Table 3.2.12 – Summary of Moments for Beams on Frame F 41 BEAM 1Z-2Z MOMENT LEFT MOMENT RIGHT BEAM 1 2Z-3Z -13.238 kNm 13.388 kNm MOMENT LEFT MOMENT RIGHT -22.584 kNm 48.087 kNm MOMENT LEFT MOMENT RIGHT BEAM 1Y-2Y MOMENT LEFT MOMENT RIGHT BEAM 2Y-3Y BEAM 1X-2X MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 1W-2W -22.245 kNm 45.112 kNm MOMENT LEFT MOMENT RIGHT -19.911 kNm 45.693 kNm MOMENT LEFT MOMENT RIGHT MOMENT LEFT MOMENT RIGHT BEAM 3X-4X -37.411 kNm 41.837 kNm MOMENT LEFT MOMENT RIGHT -37.474 kNm 41.628 kNm MOMENT LEFT MOMENT RIGHT -37.100 kNm 42.370 kNm MOMENT LEFT MOMENT RIGHT -45.610 kNm 20.836 kNm BEAM 4W-5W BEAM 3V-4V MOMENT LEFT MOMENT RIGHT -29.868 kNm 10.928 kNm BEAM 4X-5X BEAM 3W-4W MOMENT LEFT MOMENT RIGHT -42.374 kNm 37.100 kNm BEAM 4Y-5Y -27.737 kNm 27.895 kNm MOMENT LEFT MOMENT RIGHT -41.594 kNm 37.487 kNm BEAM 2V-3V BEAM 3Y-4Y MOMENT LEFT MOMENT RIGHT -42.238 kNm 37.122 kNm BEAM 2W-3W BEAM 1V-2V MOMENT LEFT MOMENT RIGHT -42.243 kNm 35.403 kNm BEAM 2X-3X -20.540 kNm 45.502 kNm MOMENT LEFT MOMENT RIGHT -3.548 kNm 4.286 kNm -45.106 kNm 22.201 kNm BEAM 4V-5V -45.693 kNm 19.917 kNm Table 3.2.13 – Summary of Moments for Beams on Frame G 42 3.3 COMPUTATION FOR MAXIMUM SHEAR, MOMENT, AND AXIAL LOAD Disclaimer - Maximum end reactions were assumed to be as the maximum shear for the beam. Figure 3.3.1 – Loads on Beam AY-BY of Frame 4 COMPUTATIONS Vertical Reaction at AY ∑ ๐๐ต = 0 6 (๐ ๐ด๐ × 6) − 62.3595 + 153.2707 − (43.3082 × 6 × ) = 0 2 ๐ ๐ด๐ = 114.7227 ๐๐ Vertical Reaction at BY ∑ ๐๐ด = 0 6 −(๐ ๐ต๐ × 6) − 62.3595 + 153.2707 + (43.3082 × 6 × ) = 0 2 ๐ ๐ต๐ = 145.0764 ๐๐ Location of 0 Shear ∑ ๐น๐ฆ = 0 114.7227 − (43.3082 × ๐ฅ) = 0 ๐ฅ = 2.6501 ๐ Area 1 ๐ด๐๐๐1 = Area 1 ๐ด๐๐๐1 = 1 (114.7227)(2.6501) = 152.0796 2 1 (145.0764)(6 − 2.6501) = 242.9957 2 Moment at AY = −62.3595 ๐๐๐ Moment at 0 shear 43 = −62.3595 + 152.0796 = 89.7201 ๐๐๐ Moment at BY = 89.7201 − 242.9957 = −153.2756 ≈ 153.2707 ๐๐๐ Figure 3.3.2 – Shear and Moment Diagram for Beam AY-BY of Frame 4 ∴ ๐๐๐ฅ๐๐๐ข๐ ๐โ๐๐๐ = 145.0764 ๐๐ ∴ ๐๐๐ฅ๐๐๐ข๐ ๐๐๐๐๐๐ก (+) = 89.7201 ๐๐ ∴ ๐๐๐ฅ๐๐๐ข๐ ๐๐๐๐๐๐ก (−) = −153.2707 ๐๐ SUMMARY OF MAXIMUM SHEAR, MOMENTS, AND AXIAL FRAME FRAME 1 MEMBER BEAM 1 AZ-BZ BEAM 1 FZ-GZ BEAM 1 AY-BY BEAM 1 BY-CY BEAM 1 CY-DY BEAM 1 DY-EY BEAM 1 EY-FY BEAM 1 FY-GY BEAM 1 AX-BX BEAM 1 BX-CX BEAM 1 CX-DX V (SHEAR) kN 71.62494738 71.62494698 108.9206598 72.69034883 71.11661471 71.11661447 72.69034779 108.920657 108.3620639 101.0686985 99.9185261 M (+) Kn-m 64.63430684 64.63430847 63.19094666 32.60085723 35.771794 35.77179327 32.60085927 63.19094007 62.66837607 48.17903546 50.0536966 M (-) Kn-m -44.21306574 -44.21306289 -110.6479304 -79.50874827 -71.5360499 -71.53604989 -79.50874302 -110.6479279 -113.9420733 -105.4577477 -100.1061783 44 BEAM 1 DX-EX BEAM 1 EX-FX BEAM 1 FX-GX BEAM 1 AW-BW BEAM 1 BW-CW BEAM 1 CW-DW BEAM 1 DW-EW BEAM 1 EW-FW BEAM 1 FW-GW BEAM 1 AV-BV BEAM 1 BV-CV BEAM 1 CV-DV BEAM 1 DV-EV BEAM 1 EV-FV BEAM 1 FV-GV BEAM 2 AZ-BZ BEAM 2 FZ-GZ BEAM 2 AY-BY BEAM 2 BY-CY BEAM 2 CY-DY BEAM 2 DY-EY BEAM 2 EY-FY BEAM 2 FY-GY BEAM 2 AX-BX BEAM 2 BX-CX BEAM 2 CX-DX BEAM 2 DX-EX BEAM 2 EX-FX FRAME 2 BEAM 2 FX-GX BEAM 2 AW-BW BEAM 2 BW-CW BEAM 2 CW-DW BEAM 2 DW-EW BEAM 2 EW-FW BEAM 2 FW-GW BEAM 2 AV-BV BEAM 2 BV-CV BEAM 2 CV-DV BEAM 2 DV-EV BEAM 2 EV-FV BEAM 2 FV-GV BEAM 3 AZ-BZ BEAM 3 FZ-GZ BEAM 3 AY-BY BEAM 3 BY-CY FRAME 3 BEAM 3 CY-DY BEAM 3 DY-EY BEAM 3 EY-FY BEAM 3 FY-GY BEAM 3 AX-BX 99.91852701 101.0766915 108.411472 107.4649377 100.7157955 99.86733654 99.86733633 100.7157944 107.4649357 108.7116568 101.0862317 99.9681419 99.96814194 101.0862309 108.7116491 131.4150502 131.4150472 140.4501899 131.1512193 130.2952533 130.2952523 131.151218 140.4501688 135.6123129 126.4264397 125.0043614 125.0043543 126.4263887 135.6125081 134.2873976 125.8639801 124.8040143 124.8040151 125.8639817 134.2873769 135.8795311 126.3468147 124.9489984 124.9489984 126.3468146 135.8795314 72.42399687 72.42312513 173.7914918 133.0459024 130.6226657 130.6258636 133.054078 173.7853351 137.1864101 50.05369852 47.60578447 62.18741627 60.74214143 48.622048 50.00222373 50.00222318 48.62204995 60.74213747 63.2448244 48.06299023 50.10359711 50.10359722 48.06299273 63.24481134 122.456987 122.456991 73.57258431 66.94751545 64.59341088 64.59341438 66.94751036 73.57256457 78.99498226 59.87790353 62.68094066 62.68092658 59.87797376 78.99510634 75.81578297 60.82097025 62.47929229 62.47929502 60.82096579 75.81576426 79.06346919 60.06497538 62.625082 62.62508184 60.06497636 79.063469 62.38669886 62.38089123 102.0102444 60.56011791 65.66369568 65.67153412 60.54154726 102.0300302 75.80741303 -100.1061791 -106.0553005 -114.5841222 -112.9561082 -103.9436969 -100.0038329 -100.0038328 -103.9436917 -112.9561055 -114.5070089 -105.6271028 -100.2054423 -100.2054423 -105.6270979 -114.5069967 -76.92673989 -76.92672681 -154.1699559 -131.6364433 -131.4068675 -131.4068611 -131.6364445 -154.1699075 -142.3129942 -132.4643223 -125.3585876 -125.3585803 -132.4640967 -142.3135073 -141.1890151 -129.8136366 -124.9579691 -124.9579689 -129.8136461 -141.1889668 -143.1175221 -121.8544259 -125.2479221 -123.4541986 -132.0350461 -75.74060175 -48.90282789 -48.90595642 -178.351305 -143.8029936 -131.3228588 -131.3246657 -143.846681 -178.3116553 -150.6679709 45 BEAM 3 BX-CX BEAM 3 CX-DX BEAM 3 DX-EX BEAM 3 EX-FX BEAM 3 FX-GX BEAM 3 AW-BW BEAM 3 BW-CW BEAM 3 CW-DW BEAM 3 DW-EW BEAM 3 EW-FW BEAM 3 FW-GW BEAM 3 AV-BV BEAM 3 BV-CV BEAM 3 CV-DV BEAM 3 DV-EV BEAM 3 EV-FV BEAM 3 FV-GV BEAM 4 AY-BY BEAM 4 BY-CY BEAM 4 CY-DY BEAM 4 DY-EY BEAM 4 EY-FY BEAM 4 FY-GY BEAM 4 AX-BX BEAM 4 BX-CX BEAM 4 CX-DX BEAM 4 DX-EX BEAM 4 EX-FX BEAM 4 FX-GX FRAME 4 BEAM 4 AW-BW BEAM 4 BW-CW BEAM 4 CW-DW BEAM 4 DW-EW BEAM 4 EW-FW BEAM 4 FW-GW BEAM 4 AV-BV BEAM 4 BV-CV BEAM 4 CV-DV BEAM 4 DV-EV BEAM 4 EV-FV BEAM 4 FV-GV BEAM 5 AY-BY BEAM 5 BY-CY BEAM 5 CY-DY BEAM 5 DY-EY FRAME 5 BEAM 5 EY-FY BEAM 5 FY-GY BEAM 5 AX-BX BEAM 5 BX-CX BEAM 5 CX-DX 155.4697974 155.2616289 155.2757276 155.570356 137.2781954 136.0445671 155.684802 155.2110848 155.2087252 155.6759453 136.038544 137.7167509 155.4240112 155.1736822 155.1739855 155.424851 137.7169473 145.0765718 132.8367935 130.491516 130.4915133 132.8367859 145.0765994 168.5263851 156.8497592 155.3611272 155.3611423 156.8498677 168.5261542 167.1784787 156.6990028 155.3540141 155.3540119 156.6989966 167.1785045 169.0925202 157.2311973 155.4943616 155.4943614 157.2311932 169.0924901 78.71811033 72.21257769 70.98124298 70.98124141 72.21257318 78.71812602 108.3275132 100.871159 99.89620521 78.16807169 77.43710103 77.40899484 78.31163667 75.68363208 73.99864071 78.2930004 77.47839575 77.48493021 78.27515087 74.01758207 76.76198354 77.95269521 77.51825282 77.51710533 77.9549957 76.75910604 89.72250478 61.01454849 65.5328454 65.53283653 61.01456727 89.72251544 96.60966818 75.40340501 77.79780021 77.79783075 75.40325482 96.60963917 94.61432814 75.56358677 77.79066902 77.79066271 75.56359992 94.61434065 98.35495401 74.76961178 77.93182997 77.93182942 74.7696167 98.35490542 48.33357261 33.31369478 35.63436194 35.63435674 33.31370585 48.33357796 62.1850748 48.41385675 50.03118621 -155.5509858 -155.6564925 -155.7269334 -155.7098599 -151.0949022 -148.7223897 -156.0729406 -155.4634593 -155.4498422 -156.0641252 -148.6837279 -151.4678204 -155.6287211 -155.3113475 -155.3134051 -155.6289449 -151.4713488 -153.2706661 -142.7066709 -131.0583449 -131.0583457 -142.7066288 -153.2707478 -178.0139417 -162.4830825 -155.5946417 -155.5946566 -162.4835618 -178.0132182 -175.6338649 -161.8658305 -155.5804022 -155.5804019 -161.8657985 -175.6339358 -178.1168555 -164.2753001 -155.8610886 -155.8610883 -164.2752827 -178.1168056 -83.14005271 -77.32703048 -71.26534601 -71.26534648 -77.32700561 -83.14009978 -114.3127698 -104.622945 -100.0616075 46 BEAM 5 DX-EX BEAM 5 EX-FX BEAM 5 FX-GX BEAM 5 AW-BW BEAM 5 BW-CW BEAM 5 CW-DW BEAM 5 DW-EW BEAM 5 EW-FW BEAM 5 FW-GW BEAM 5 AV-BV BEAM 5 BV-CV BEAM 5 CV-DV BEAM 5 DV-EV BEAM 5 EV-FV BEAM 5 FV-GV 99.89621402 100.8712222 108.327381 107.4783977 100.7375669 99.8739844 99.87398312 100.7375633 107.4784125 108.7089707 101.0835932 99.96692015 99.96691997 101.0835907 108.7089527 50.03120401 48.4137693 62.18506098 60.81559821 48.5875786 50.00886966 50.00886596 48.58758629 60.81560517 63.23366887 48.06796156 50.1023414 50.10234106 48.06796453 63.23363974 -100.0616161 -104.6232243 -114.3123531 -112.9261654 -104.044133 -100.0171585 -100.0171583 -104.0441142 -112.9262064 -114.5093806 -105.6141087 -100.2030241 -100.2030239 -105.6140982 -114.5093508 Table 3.3.1 – Maximum Shear Force, Positive Moment, and Maximum Moments on Beams for Horizontal Frames FRAME FRAME A FRAME B MEMBER BEAM A 1Z-2Z BEAM A 2Z-3Z BEAM A 1Y-2Y BEAM A 2Y-3Y BEAM A 3Y-4Y BEAM A 4Y-5Y BEAM A 1X-2X BEAM A 2X-3X BEAM A 3X-4X BEAM A 4X-5X BEAM A 1W-2W BEAM A 2W-3W BEAM A 3W-4W BEAM A 4W-5W BEAM A 1V-2V BEAM A 2V-3V BEAM A 3V-4V BEAM A 4V-5V BEAM B 1Z-2Z BEAM B 2Z-3Z BEAM B 1Y-2Y BEAM B 2Y-3Y BEAM B 3Y-4Y BEAM B 4Y-5Y BEAM B 1X-2X BEAM B 2X-3X V (SHEAR) kN 38.58525046 38.73214651 66.03741604 61.3717448 38.58729584 43.28258497 64.52634759 59.56478364 59.39224302 64.47926644 64.00234303 59.31238846 59.32428912 64.01212012 64.73117566 59.60420473 59.60328345 64.72977838 38.96406136 38.86604796 100.3886973 92.96319131 70.72912015 78.77384185 96.51011598 90.22184959 M (+) Kn-m 25.23431388 34.63181603 25.00781362 20.88750312 10.73166683 18.73135893 25.93298806 18.6335311 18.68232664 25.72067298 25.1679828 18.76344902 18.75349697 25.19472805 26.19674169 18.57894461 18.58046807 26.19330647 24.63849984 34.84200631 39.01569845 30.63984507 20.33129788 34.31355415 38.39001236 29.24181773 M (-) Kn-m -13.38849022 -4.285625893 -48.08661515 -42.24326512 -27.89523213 -29.86766361 -45.50215215 -42.23837095 -41.83743229 -45.61026107 -45.1116496 -41.59367826 -41.62785329 -45.10637804 -45.69263609 -42.37355644 -42.37014873 -45.69296775 -14.74638602 -4.344984822 -72.26466018 -64.78707958 -51.70146911 -55.03708017 -68.65075688 -64.30456493 47 FRAME C FRAME D FRAME E BEAM B 3X-4X BEAM B 4X-5X BEAM B 1W-2W BEAM B 2W-3W BEAM B 3W-4W BEAM B 4W-5W BEAM B 1V-2V BEAM B 2V-3V BEAM B 3V-4V BEAM B 4V-5V BEAM C 1Y-2Y BEAM C 2Y-3Y BEAM C 3Y-4Y BEAM C 4Y-5Y BEAM C 1X-2X BEAM C 2X-3X BEAM C 3X-4X BEAM C 4X-5X BEAM C 1W-2W BEAM C 2W-3W BEAM C 3W-4W BEAM C 4W-5W BEAM C 1V-2V BEAM C 2V-3V BEAM C 3V-4V BEAM C 4V-5V BEAM D 1Y-2Y BEAM D 2Y-3Y BEAM D 3Y-4Y BEAM D 4Y-5Y BEAM D 1X-2X BEAM D 2X-3X BEAM D 3X-4X BEAM D 4X-5X BEAM D 1W-2W BEAM D 2W-3W BEAM D 3W-4W BEAM D 4W-5W BEAM D 1V-2V BEAM D 2V-3V BEAM D 3V-4V BEAM D 4V-5V BEAM E 1Y-2Y BEAM E 2Y-3Y 66.8795828 73.58760944 95.7576484 89.907243 66.85365797 73.04999565 96.86427937 90.41050575 66.77664532 73.84339747 78.82387072 71.61225171 71.7581232 78.80666747 96.52237168 90.40419593 68.40952187 94.71342225 95.80606262 90.18816429 68.26300019 94.04491448 96.91639981 90.74283692 68.68999257 95.0277587 78.84003952 71.6823771 71.96985288 79.034712 96.46907933 90.07652596 66.83840741 73.58025474 95.76701146 89.91914187 66.85447462 73.04975923 96.86287981 90.4093892 66.77651175 73.84347823 78.82387072 71.61225171 20.09843785 29.5506702 37.42318547 29.31750597 20.19302964 29.00806606 38.90037394 29.1863731 19.8672812 30.18048735 33.86473672 21.45950871 22.00253962 33.41223896 38.1232078 29.65485465 18.35781776 39.87829037 37.42023315 29.56935022 18.66153209 38.91087257 38.84756068 29.53451978 18.10867969 40.59629585 33.84002172 21.55056133 21.7427467 34.04214166 38.17549484 29.31269193 20.0863352 29.58360088 37.4502747 29.30726777 20.19667624 29.00367824 38.8969267 29.18773924 19.86666784 30.18109801 33.86473672 21.45950871 -46.96416053 -51.63935109 -67.95494532 -63.57761548 -46.81758728 -50.99997824 -68.92745227 -64.75163428 -46.98903773 -51.57494243 -55.59942592 -52.38330647 -52.14141208 -56.01287697 -68.9447491 -64.27004117 -51.80812681 -63.21409882 -68.06448108 -63.90719239 -51.20416708 -62.73135585 -69.09633611 -65.09535198 -52.63378794 -63.18151826 -55.66084746 -52.43694395 -52.83938913 -55.90126581 -68.77426504 -63.9325763 -46.89371248 -51.59019219 -67.94846457 -63.6124439 -46.81557781 -51.00384818 -68.92778361 -64.74794793 -46.98938361 -51.5745106 -55.59942592 -52.38330647 48 BEAM E 3Y-4Y BEAM E 4Y-5Y BEAM E 1X-2X BEAM E 2X-3X BEAM E 3X-4X BEAM E 4X-5X BEAM E 1W-2W BEAM E 2W-3W BEAM E 3W-4W BEAM E 4W-5W BEAM E 1V-2V BEAM E 2V-3V BEAM E 3V-4V BEAM E 4V-5V BEAM F 1Z-2Z BEAM F 2Z-3Z BEAM F 1Y-2Y BEAM F 2Y-3Y BEAM F 3Y-4Y BEAM F 4Y-5Y BEAM F 1X-2X BEAM F 2X-3X BEAM F 3X-4X FRAME F BEAM F 4X-5X BEAM F 1W-2W BEAM F 2W-3W BEAM F 3W-4W BEAM F 4W-5W BEAM F 1V-2V BEAM F 2V-3V BEAM F 3V-4V BEAM F 4V-5V BEAM G 1Z-2Z BEAM G 2Z-3Z BEAM G 1Y-2Y BEAM G 2Y-3Y BEAM G 3Y-4Y BEAM G 4Y-5Y FRAME G BEAM G 1X-2X BEAM G 2X-3X BEAM G 3X-4X BEAM G 4X-5X BEAM G 1W-2W BEAM G 2W-3W 71.7581232 78.80666747 96.52237168 90.40419593 68.40952187 94.71342225 95.80606262 90.18816429 68.26300019 94.04491448 96.91639981 90.74283692 68.68999257 95.0277587 38.96406136 38.86604796 100.3886973 92.96319131 70.72912015 78.77384185 96.51011598 90.22184959 66.8795828 73.58760944 95.7576484 89.907243 66.85365797 73.04999565 96.86427937 90.41050575 66.77664532 73.84339747 38.58525046 38.73214651 66.03741604 61.3717448 38.58729584 43.28258497 64.52634759 59.56478364 59.39224302 64.47926644 64.00234303 59.31238846 22.00253962 33.41223896 38.1232078 29.65485465 18.35781776 39.87829037 37.42023315 29.56935022 18.66153209 38.91087257 38.84756068 29.53451978 18.10867969 40.59629585 24.63849984 34.84200631 39.01569845 30.63984507 20.33129788 34.31355415 38.39001236 29.24181773 20.09843785 29.5506702 37.42318547 29.31750597 20.19302964 29.00806606 38.90037394 29.1863731 19.8672812 30.18048735 25.23431388 34.63181603 25.00781362 20.88750312 10.73166683 18.73135893 25.93298806 18.6335311 18.68232664 25.72067298 25.1679828 18.76344902 -52.14141208 -56.01287697 -68.9447491 -64.27004117 -51.80812681 -63.21409882 -68.06448108 -63.90719239 -51.20416708 -62.73135585 -69.09633611 -65.09535198 -52.63378794 -63.18151826 -14.74638602 -4.344984822 -72.26466018 -64.78707958 -51.70146911 -55.03708017 -68.65075688 -64.30456493 -46.96416053 -51.63935109 -67.95494532 -63.57761548 -46.81758728 -50.99997824 -68.92745227 -64.75163428 -46.98903773 -51.57494243 -13.38849022 -4.285625893 -48.08661515 -42.24326512 -27.89523213 -29.86766361 -45.50215215 -42.23837095 -41.83743229 -45.61026107 -45.1116496 -41.59367826 49 BEAM G 3W-4W BEAM G 4W-5W BEAM G 1V-2V BEAM G 2V-3V BEAM G 3V-4V BEAM G 4V-5V 59.32428912 64.01212012 64.73117566 59.60420473 59.60328345 64.72977838 18.75349697 25.19472805 26.19674169 18.57894461 18.58046807 26.19330647 -41.62785329 -45.10637804 -45.69263609 -42.37355644 -42.37014873 -45.69296775 Table 3.3.2 – Maximum Shear Force, Positive Moment, and Maximum Moments on Beams for Vertical Frames FRAME 1 FRAME 2 AZ-AY AY-AX AX-AW AW-AV AV-AU BZ-BY BY-BX BX-BW BW-BV BV-BU CY-CX CX-CW CW-CV CV-CU DY-DX DX-DW DW-DV DV-DU EY-EX EX-EW EW-EV EV-EU FZ-FY FY-FX FX-FW FW-FV FV-FU GZ-GY GY-GX GX-GW GW-GV GV-GU AZ-AY AY-AX 71.62495 95.81565 91.09958 91.99671 90.74999 69.76936 181.611 209.4308 208.1807 209.7979 138.9817 197.9361 198.3402 197.8689 142.2332 199.8371 199.7347 199.9363 138.9817 197.9281 198.3402 197.8689 69.76936 181.611 209.4882 208.1807 209.7979 71.62495 95.81565 91.05017 91.99671 90.75 131.4151 119.3992 FRAME A FRAME B 1Z-1Y 1Y-1X 1X-1W 1W-1V 1V-1U 2Z-2Y 2Y-2X 2X-2W 2W-2V 2V-2U 3Z-3Y 3Y-3X 3X-3W 3W-3V 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Z-1Y 1Y-1X 1X-1W 1W-1V 1V-1U 2Z-2Y 2Y-2X 2X-2W 2W-2V 2V-2U 3Z-3Y 38.51022 53.28605 52.04512 52.56912 51.84029 76.94857 127.4092 124.0911 123.3147 124.3354 38.73215 96.45989 114.1859 114.5063 113.9354 81.86988 123.8715 123.3364 124.3331 33.81288 52.0922 52.55935 51.84169 38.96406 80.73744 77.52082 78.27328 77.16665 76.36082 193.3519 186.732 185.6649 187.2748 38.86605 50 FRAME 3 AX-AW AW-AV AV-AU BZ-BY BY-BX BX-BW BW-BV BV-BU CY-CX CX-CW CW-CV CV-CU DY-DX DX-DW DW-DV DV-DU EY-EX EX-EW EW-EV EV-EU FZ-FY FY-FX FX-FW FW-FV FV-FU GZ-GY GY-GX GX-GW GW-GV GV-GU AZ-AY AY-AX AX-AW AW-AV AV-AU BZ-BY BY-BX BX-BW BW-BV BV-BU CY-CX CX-CW CW-CV 113.6878 115.0127 113.4206 128.4344 269.1484 262.0388 260.1514 262.2263 261.4465 247.1694 247.9322 247.3044 259.1083 250.0087 249.608 249.898 261.4465 247.1694 247.9322 247.3044 128.4344 269.1484 262.0389 260.1514 262.2263 131.415 119.3993 113.6876 115.0127 113.4206 72.424 149.3999 112.1137 113.2555 111.5833 68.97031 306.8374 291.9719 290.6151 292.548 256.0303 310.7314 310.8959 FRAME C FRAME D 3Y-3X 3X-3W 3W-3V 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Y-1X 1X-1W 1W-1V 1V-1U 2Y-2X 2X-2W 2W-2V 2V-2U 3Y-3X 3X-3W 3W-3V 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Y-1X 1X-1W 1W-1V 1V-1U 2Y-2X 2X-2W 2W-2V 2V-2U 3Y-3X 3X-3W 3W-3V 156.332 150.6887 150.9773 150.2379 149.503 140.1022 139.5905 140.62 60.12429 59.80652 60.34414 59.55074 60.07426 77.50856 78.22487 77.11453 150.4361 186.9266 185.9942 187.6592 134.4259 148.6113 148.9739 147.9922 150.5648 163.1229 162.3079 163.7178 60.09147 79.31751 79.98602 79.00317 60.05809 77.56185 78.26392 77.16805 150.5224 186.5456 185.6862 187.2723 134.144 150.7928 150.9663 51 FRAME 4 CV-CU DY-DX DX-DW DW-DV DV-DU EY-EX EX-EW EW-EV EV-EU FZ-FY FY-FX FX-FW FW-FV FV-FU GZ-GY GY-GX GX-GW GW-GV GV-GU AY-AX AX-AW AW-AV AV-AU BY-BX BX-BW BW-BV BV-BU CY-CX CX-CW CW-CV CV-CU DY-DX DX-DW DW-DV DV-DU EY-EX EX-EW EW-EV EV-EU FY-FX FX-FW FW-FV FV-FU 310.5977 261.2485 309.9732 310.0908 310.1629 256.0189 310.8461 310.8847 310.5988 68.97119 306.8394 291.9631 290.6179 292.5474 72.42313 149.4061 112.0219 113.2615 111.5831 114.7729 141.7289 143.0768 141.1628 277.9134 325.3761 323.8775 326.3237 256.3705 308.2997 308.4576 307.785 260.983 310.7223 310.708 310.9887 256.3705 308.2996 308.4576 307.785 277.9134 325.376 323.8775 326.3237 FRAME E FRAME F 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Y-1X 1X-1W 1W-1V 1V-1U 2Y-2X 2X-2W 2W-2V 2V-2U 3Y-3X 3X-3W 3W-3V 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Z-1Y 1Y-1X 1X-1W 1W-1V 1V-1U 2Z-2Y 2Y-2X 2X-2W 2W-2V 2V-2U 3Z-3Y 3Y-3X 3X-3W 3W-3V 150.2392 151.0046 140.136 139.5894 140.62 59.86342 59.81388 60.34437 59.55066 60.07426 77.50856 78.22487 77.11453 150.4361 186.9266 185.9942 187.6592 134.4259 148.6113 148.9739 147.9922 150.5648 163.1229 162.3079 163.7178 60.09147 79.31751 79.98602 79.00317 38.96406 80.73744 77.52082 78.27328 77.16665 76.36082 193.3519 186.732 185.6649 187.2748 38.86605 156.332 150.6887 150.9773 52 FRAME 5 GY-GX GX-GW GW-GV GV-GU AY-AX AX-AW AW-AV AV-AU BY-BX BX-BW BW-BV BV-BU CY-CX CX-CW CW-CV CV-CU DY-DX DX-DW DW-DV DV-DU EY-EX EX-EW EW-EV EV-EU FY-FX FX-FW FW-FV FV-FU GY-GX GX-GW GW-GV GV-GU 114.7728 141.7291 143.0768 141.1628 62.6762 91.13413 91.98325 90.75267 150.9307 209.1987 208.216 209.7926 139.5948 198.1559 198.3117 197.8728 141.9625 199.7924 199.748 199.9338 139.5948 198.1559 198.3117 197.8728 150.9307 209.1986 208.216 209.7925 62.67619 91.13426 91.98323 90.75269 FRAME G 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 1Z-1Y 1Y-1X 1X-1W 1W-1V 1V-1U 2Z-2Y 2Y-2X 2X-2W 2W-2V 2V-2U 3Z-3Y 3Y-3X 3X-3W 3W-3V 3V-3U 4Y-4X 4X-4W 4W-4V 4V-4U 5Y-5X 5X-5W 5W-5V 5V-5U 150.2379 149.503 140.1022 139.5905 140.62 60.12429 59.80652 60.34414 59.55074 38.51022 53.28605 52.04512 52.56912 51.84029 76.94857 127.4092 124.0911 123.3147 124.3354 38.73215 96.45989 114.1859 114.5063 113.9354 81.86988 123.8715 123.3364 124.3331 33.81288 52.0922 52.55935 51.84169 Table 3.3.3 – Axial Loads on Columns for Horizontal and Vertical Frames FIRST FLOOR (VU) 1A 1B 1C 1D 1E 1F 142.5902786 286.9645424 274.9834488 277.1043374 274.9834496 286.9645339 53 SECOND FLOOR (W-V) 1G 2A 2B 2C 2D 2E 2F 2G 3A 3B 3C 3D 3E 3F 3G 4A 4B 4C 4D 4E 4F 4G 5A 5B 5C 5D 5E 5F 5G 1A 1B 1C 1D 1E 1F 1G 2A 2B 2C 2D 2E 2F 2G 142.5902864 237.7559382 449.5011308 434.9636014 437.1702658 434.9636016 449.5011311 237.7559379 225.5187832 442.7859441 458.5899306 460.4020759 395.296602 412.4642616 225.5185868 265.4958306 466.9437602 471.5027701 451.608713 471.5027745 466.943726 265.4958607 142.594362 269.3432998 276.8759502 259.4844952 276.8759528 269.3432793 142.59438 144.5658304 286.4540181 276.5650276 277.9985947 276.5650289 286.454015 144.5658324 238.3274228 445.816269 433.9264104 435.2941827 433.9264078 445.81625 238.3274435 54 THIRD FLOOR (X-W) 3A 3B 3C 3D 3E 3F 3G 4A 4B 4C 4D 4E 4F 4G 5A 5B 5C 5D 5E 5F 5G 1A 1B 1C 1D 1E 1F 1G 2A 2B 2C 2D 2E 2F 2G 3A 3B 3C 3D 3E 3F 3G 4A 227.7617776 441.5924023 459.869789 461.0570339 459.8585726 461.8620187 227.7678006 266.4132195 463.4679525 470.7654755 450.297444 470.7654839 463.4679721 266.4131937 144.5425933 268.5601023 278.2977564 260.0923416 278.2977613 268.5601134 144.5425785 143.1446996 286.9515797 275.444626 277.3989071 275.436632 287.0089808 143.0952916 237.7789072 448.7707182 434.0959442 436.554321 434.0960024 448.7708623 236.1130248 226.2995855 442.6605682 459.3427751 460.7660361 459.4574325 442.6517948 226.2078002 265.6004132 55 FOURTH FLOOR (Y-X) 4B 4C 4D 4E 4F 4G 5A 5B 5C 5D 5E 5F 5G 1A 1B 1C 1D 1E 1F 1G 2A 2B 2C 2D 2E 2F 2G 3A 3B 3C 3D 3E 3F 3G 4A 4B 4C 4D 4E 4F 4G 5A 5B 465.4783043 471.4226355 450.8582501 471.4225119 465.4781819 265.6006441 143.2263315 269.005196 277.4734358 259.6062978 257.9623766 269.0051271 143.2264636 149.1017019 262.3484448 199.0559213 202.291323 199.0559226 262.3484408 149.1017048 246.8083932 462.5002814 411.882595 409.6307554 411.8825928 462.5002616 246.8084142 245.8598231 463.1693495 390.4561681 395.3925659 390.4447946 463.1713683 245.8659798 196.6427312 427.4163273 406.9353256 411.9875941 406.9353359 427.4163473 196.6427036 96.48908248 211.0549795 56 5C 5D 5E 5F 5G 1A 1B 1F 1G 2A 2B 2F 2G 3A 3B 3F 3G ROOF DECK (Z-Y) 199.6862674 202.0867759 199.6862735 211.0549907 96.48906679 110.1351636 108.7334251 108.7334255 110.1351632 208.3636208 145.3311383 204.795199 208.3636178 111.1561434 107.8363622 107.8372339 111.1552716 Table 3.3.4 – Axial Loads on Columns per Floor Level 1A 1B 1C 1D 1E 1F 1G 2A 2B 2C 2D 2E 2F 2G 3A 3B 3C 3D 3E 3F 3G 4A 689.5376742 1231.45201 1026.049024 1034.793162 1026.041033 1231.509396 689.4882783 1169.034282 1951.919538 1714.868551 1718.649525 1714.868605 2011.383704 1167.368438 1036.596113 1898.044626 1768.258663 1777.617712 1705.057402 1887.986677 1036.515439 994.1521945 57 4B 4C 4D 4E 4F 4G 5A 5B 5C 5D 5E 5F 5G 1823.306344 1820.626207 1764.752001 1820.626106 1823.306227 994.1524021 526.8523693 1017.963578 1032.33341 981.2699105 1012.822364 1017.963511 526.852489 Table 3.3.5 – Summation of Axial Loads on Columns from Top to Bottom levels FINAL MAXIMUM LOADS TO BE USED IN THE DESIGN MAX SHEAR FORCE MAX (+) MOMENT MAX (-) MOMENT MAX AXIAL FORCE 173.7914918 122.456991 178.351305 2011.383704 Table 3.3.6 – Final Maximum Loads to be used in The Design 58 3.4 DESIGN OF BEAMS GIVEN: Maximum Bending Moment, Mu Ultimate Shear Stress, Vu Compressive Strength, f'c Yield Strength of Steel, fy 178.351305 173.7914918 28 415 kN-m kN MPa MPa 275 25 10 300 MPa mm mm mm Yield Strength of Stirrups, fystirrups Diameter of Main Bars, โ Diameter of Stirrups, โ Beam Base, b Beam height, bh Effective depth, d Concrete Cover, Cc Strength Reduction Factor for Flexure, Φ Strength Reduction Factor for Shear, Φ Number of legs Lambda, λ Whitney's Constant, β 450 mm 387.5 mm 40 mm 0.814529915 0.75 2 1 0.85 Determine if Singly or Doubly ๐ ๐ = ๐๐ข 178.351305 × 106 = = 4.8608 ∴ ๐บ๐ฐ๐ต๐ฎ๐ณ๐ ๏ฆ๐๐2 0.814529915 × 300 × 387.52 Steel Ratio, ๏ฒ ๏ฒ = 0.85 × ๐ ′๐ 2๐ ๐ 28 2(4.8608) ) = 0.85 × ) × (1 − √1 − × (1 − √1 − ′ ๐๐ฆ 0.85 × ๐ ๐ 415 0.85 × 28 ๏ฒ = ๐. ๐๐๐๐ Check Ductility Requirements 1.4 1.4 = = 0.003373 ๐๐ฆ 415 or √๐′๐ √28 = = = 0.003188 4๐๐ฆ 4 × 415 ๏ฒ๐๐๐ = ๏ฒ๐๐๐ ∴ ๏ฒ๐๐๐ = 0.003373 ๏ฒ๐๐๐ฅ = 0.85 × ๐ ′๐ 3 28 3 × ๐ฝ × = 0.85 × × 0.85 × = 0.02089 ๐๐ฆ 7 415 7 59 ๏ฒ๐๐๐ < ๏ฒ < ๏ฒ๐๐๐ฅ ∴ ๏ฒ๐๐๐ = ๐. ๐๐๐๐ Steel Area, As ๐ด๐ = ๏ฒ๐ข๐ ๐ × ๐ × ๐ = (0.0132 × 300 × 387.5) = 1539.3035 ๐๐2 Number of Bars, N ๐ด๐ 1539.3035 ๐=๏ฐ = ๏ฐ = 3.1358 ๐ ๐๐ฆ, ๐ ๐๐๐ 2 2 ( ๏ ) (25) 4 ๐๐๐๐ 4 Clear Spacing, Sc 4 ๐๐๐๐๐๐ข๐ ๐๐๐๐๐๐๐ = ( × ๐๐๐ฅ ๐๐๐๐๐๐๐๐ก๐ ๐ ๐๐ง๐) ๐๐ ๏๐๐๐๐ ๐๐ 25๐๐ 3 4 ๐๐๐๐๐๐ข๐ ๐๐๐๐๐๐๐ = ( × 19๐๐) = 25.33 ๐๐ 25๐๐ ๐๐ 25๐๐ 3 ∴ ๐๐๐๐๐๐ข๐ ๐๐๐๐๐๐๐ = 25.33 ๐ − 2๐ถ๐ถ − 2๏๐ ๐ก๐๐๐๐ข๐๐ − ๐๏๐๐๐๐ ๐−1 300 − 2(40) − 2(10) − 4(25) ๐ด๐๐ก๐ข๐๐ ๐๐๐๐๐๐๐ = = 33.333 ๐๐ 4−1 ๐ด๐๐ก๐ข๐๐ ๐๐๐๐๐๐๐ = ๐ด๐๐ก๐ข๐๐ > ๐๐๐๐๐๐ข๐ ∴ ๐๐พ Design for Shear Strength Contributed by Steel ๐๐ข = ๏ฆ๐๐ = 0.75(๐๐ + ๐๐ ) ๐๐ = 0.17 × ๐ × √๐′๐ × ๐ × ๐ = 0.17 × 1.0 × √28 × 300 × 387.5 = 104573.3206 ๐ 173.7915๐ฅ103 = 0.75(104573.3206 + ๐๐ ) ๐๐ = 127148.6685 ๐ Spacing Requirement √๐ ′ ๐ √28 ×๐×๐ = × 300 × 387.5 = 205045.7266 > ๐๐ 3 3 ∴ ๐๐๐๐๐๐ข๐ ๐ ๐๐๐๐๐๐ = ๐ 387.5 ๐๐ 600๐๐ = ๐๐ 600๐๐ = 193.75 ๐๐ 2 2 60 ๏ฐ 2 ๐ด๐ฃ ๐๐ฆ๐ ๐ (2 ๐๐๐๐ × 4 × 10 )(275)(387.5) ๐โ๐๐๐๐๐ก๐๐๐๐ ๐๐๐๐๐๐๐ = = = 131.6475 ๐๐ ๐๐ 127148.6685 ∴ ๐น๐๐๐๐ ๐๐๐๐๐๐๐ = 131.6475 ๐ ๐๐ฆ, ๐๐๐ ๐๐ Re-analysis Actual Area of Steel, As ๏ฐ ๏ฐ ๐ด๐ = ๐ × (๏๐๐๐๐ )2 = 4 × (25)2 = 1963.50 ๐๐2 4 4 Equivalent Stress Block, a and Depth of Neutral Axis, c 0.85 × ๐ ′ ๐ × ๐ × ๐ = ๐ด๐ × ๐น๐ฆ 0.85 × 28 × ๐ × 300 = 1963.50 × 415 ๐ = 114.1247 ๐๐; ๐ = 134.2644 Check if Steel Yields ๐๐ = 600(๐ − ๐) 600(387.5 − 134.2644) = = 1131.6579 ๐๐๐ ๐ 134.2644 ๐๐ > ๐๐ฆ ∴ ๐๐๐ธ๐ธ๐ฟ ๐๐ผ๐ธ๐ฟ๐ท๐ Nominal Moment ๐ 114.1247 ๐๐ = 0.85 × ๐ ′ ๐ × ๐ × ๐ × (๐ − ) = 0.85 × 28 × 114.1247 × 300 × (387.5 − ) × 10−6 2 2 ๐๐ = 269.2573 ๐๐๐ Ultimate Moment Capacity ๐๐ข๐๐๐๐๐๐๐ก๐ฆ = ๏ฆ๐๐ = 0.8145 × 269.2573 = 219.3181 ๐๐๐ Adequacy ๐๐ข๐๐๐๐๐๐๐ก๐ฆ > ๐๐ข๐๐๐ก๐ข๐๐ ∴ ๐จ๐ซ๐ฌ๐ธ๐ผ๐จ๐ป๐ฌ Final Design of Beams Use 300 x 450 mm singly reinforced beam with 4 pcs 25 mm diameter main bars spaced at 33.3333 mm and 10 mm diameter stirrups spaced at 130 mm. 61 3.5 DESIGN OF TIED COLUMN GIVEN: Maximum Axial Load, Pu Compressive Strength, f'c Yield Strength of Steel, fy Yield Strength of Ties, fyties 2011.383704 28 415 275 kN MPa MPa MPa Diameter of Main Bars, โ Diameter of ties, โties 25 mm 10 mm Steel Ratio, ρ Maximum Aggregate Size Concrete Cover, Cc 0.02 19 mm 40 mm Column Dimension ๐ด๐ ; ๐ด๐ = ๐๐ด๐ ๐ด๐ ๐๐ข = 0.65 × 0.8 × ((0.85 × ๐ ′ ๐ × (๐ด๐ − ๐๐ด๐)) + (๐๐ด๐)(๐๐ฆ)) 2011.383704 × 103 = 0.65 × 0.8 × ((0.85 × 28 × (๐ด๐ − 0.02๐ด๐)) + (0.02๐ด๐)(415)) ๐ด๐ = 122313.6094 ๐๐2 ๐= ๐ = √๐ด๐ = √122313.6093 = 349.7336 ๐๐ ๐ ๐๐ฆ, ๐๐๐ ๐๐ Number of Main bars ๐ด๐ = 0.02๐ด๐ = 0.02 × (350 × 350) = 2450 ๐๐2 ๐ด๐ 2450 ๐=๏ฐ = ๏ฐ = 4.9911 ๐ ๐๐ฆ, ๐ ๐๐๐ (๏๐๐๐๐ )2 (25)2 4 4 ๐ ๐๐๐ ๐๐๐๐ = 3 ๐๐๐ Spacing of Main bars 4 ๐๐๐๐ = 1.5๏๐๐๐๐ ๐๐ 40 ๐๐ ๐๐ ( max ๐๐๐๐๐๐๐๐ก๐ ๐ ๐๐ง๐) = 1.5(25) ๐๐ 40๐๐ ๐๐ 25.333 3 ๐๐๐๐ = 40 ๐๐ ๐ − 2๐ถ๐ถ − 2๏๐ ๐ก๐๐๐๐ข๐๐ − ๐ ๐๐๐ ๐๐๐๐ ๏๐๐๐๐ ๐−1 350 − 2(40) − 2(10) − 3(25) ๐ด๐๐ก๐ข๐๐ ๐๐๐๐๐๐๐ = = 87.5 ๐๐ 3−1 ๐ด๐๐ก๐ข๐๐ ๐๐๐๐๐๐๐ = ๐ด๐๐ก๐ข๐๐ > ๐๐๐๐๐๐ข๐ ∴ ๐๐พ 62 Spacing of Lateral Ties ๐ = 16๏๐๐๐๐ ๐๐ 48๏๐ก๐๐๐ ๐๐ ๐ฟ๐๐๐ ๐ก ๐ถ๐๐๐ข๐๐ ๐ท๐๐๐๐๐ ๐๐๐ ๐ = 400 ๐๐ 480 ๐๐ 350 ∴ ๐บ = ๐๐๐๐๐ Re-analysis ๐๐ข๐๐๐๐๐๐๐ก๐ฆ = 0.65 × 0.8 × ((0.85 × ๐ ′ ๐ × (๐ด๐ − ๐ด๐ )) + (๐ด๐ )(๐๐ฆ)) ๐ด๐ = 350 × 350 = 122500 ๐๐2 ๏ฐ ๏ฐ ๐ด๐ = ๐ × (๏๐๐๐๐ )2 = 8 × (25)2 = 1250๏ฐ ๐๐2 4 4 ๐๐ข๐๐๐๐๐๐๐ก๐ฆ = 0.65 × 0.8 × ((0.85 × 28 × (122500 − 1250๏ฐ)) + (1250๏ฐ)(415)) × 106 ๐๐ข๐๐๐๐๐๐๐ก๐ฆ = 2314.90418 ๐๐ ๐๐ข๐๐๐๐๐๐๐ก๐ฆ > ๐๐ข๐๐๐ก๐ข๐๐ ∴ ๐จ๐ซ๐ฌ๐ธ๐ผ๐จ๐ป๐ฌ Final Design of Columns Use 350 x 350 mm tied column with 8 pcs 25 mm diameter main bars spaced at 87.5 mm and 10 mm diameter ties spaced at 350 mm. 63 3.6 DESIGN OF TWO-WAY SLABS FOR SLAB 1 OF SECOND, THIRD, AND FOURTH FLOORS GIVEN Span, L Base, b Compressive Strength, f'c Yield Strength of Steel, fy Diameter of Main Bars, โ Diameter of Temperature Bars, โtemp 4 6 28 275 12 10 Pressure Due to Live Load, LL Pressure Due to Dead Load (Ceiling and Floor Finish, DL Unit Weight of Concrete, γconcrete 2.9 kPa 1.82 kPa Concrete Cover, Cc Strength Reduction Factor for Flexure, Φ Whitney's Constant, β m m MPa MPa mm mm 23.6 kN/m3 40 mm 0.831034483 0.85 Floor Pressures ๐ฟ๐ฟ = 2.9 ๐๐๐; ๐ท๐ฟ = 1.82 ๐๐๐ (๐ด๐ ๐๐๐๐๐๐๐ก๐๐ ๐๐ ๐กโ๐ ๐ฟ๐๐๐ ๐ท๐๐ ๐ก๐๐๐๐ข๐ก๐๐๐ ๐๐๐๐ก) Minimum Slab Thickness (Simply Supported) โ= ๐ฟ ๐๐ฆ 4000 ๐๐ 275 (0.4 + )= (0.4 + ) = 158.5714 ๐ ๐๐ฆ, ๐๐๐๐๐ 20 700 20 700 Self-weight of Slab ๐ ๐๐๐ ๐ค๐ก ๐๐ ๐ ๐๐๐ = (0.159 × 23.6) = 3.7524 ๐๐๐ Factored Moment ๐น๐๐๐ก๐๐๐๐ ๐๐๐๐ ๐ ๐ข๐๐ = 1.2(1.82 + 3.7524) + 1.6(2.9) = 11.32688 ๐๐๐ ๐๐ข = ๐น๐๐๐ก๐๐๐๐ ๐๐๐๐ ๐ ๐ข๐๐ × ๐๐๐ ๐ = 34.52688 ๐๐๐ × 6 = 67.96128 ๐๐/๐ ๐๐ข ๐ฟ2 (67.96128)(42 ) ๐๐ข = = = 135.92256 ๐๐ 8 8 Effective Depth 1 1 ๐ = โ − ๐ถ๐ถ − ๏๐๐๐๐ = 159 − 40 − (12) = 113๐๐ 2 2 64 Steel Ratio for Main Bars ๐ ๐ = ๐๐ข 135.925256 × 106 = = 2.134835 ๏ฆ๐๐2 0.83103 × 6000 × 1132 Steel Ratio, ๏ฒ ๐ ′๐ 2๐ ๐ 28 2(2.134835) ) = 0.85 × ) ๏ฒ = 0.85 × × (1 − √1 − × (1 − √1 − ′ ๐๐ฆ 0.85 × ๐ ๐ 275 0.85 × 28 ๏ฒ = ๐. ๐๐๐๐๐๐ Check Ductility Requirements 1.4 1.4 = = 0.005091 ๐๐ฆ 275 or √๐′๐ √28 = = = 0.00481 4๐๐ฆ 4 × 275 ๏ฒ๐๐๐ = ๏ฒ๐๐๐ ∴ ๏ฒ๐๐๐ = 0.005091 ๐′๐ 3 28 3 × ๐ฝ × = 0.85 × × 0.85 × = 0.031527 ๐๐ฆ 7 275 7 ๏ฒ๐๐๐ < ๏ฒ < ๏ฒ๐๐๐ฅ ∴ ๏ฒ๐๐๐ = ๐. ๐๐๐๐๐๐ ๏ฒ๐๐๐ฅ = 0.85 × ๐ด๐ = ๏ฒ๐ข๐ ๐ × ๐ × ๐ = (0.008146 × 6000 × 113) = 5523.290441 ๐๐2 Number of Main Bars Spacing of Main Bars ๐ด๐ 5523.290441 ๐=๏ฐ = = 28.8366 ๐ ๐๐ฆ, ๐๐ ๐๐๐ ๏ฐ (๏๐๐๐๐ )2 (12)2 4 4 ๐๐๐๐๐๐๐ = ๐ 6000 ๐๐ 3โ ๐๐ 450 ๐๐ = ๐๐ 3(159๐๐) ๐๐ 450 ๐๐ ๐ 49 = 122.44898 ๐๐ ๐๐ 477 ๐๐ ๐๐ 450 ๐๐ ∴ ๐๐๐๐๐๐๐ = 122.44898 ๐ ๐๐ฆ, ๐๐๐ ๐๐ Steel ratio for Temperature Bars 275 < 420 ∴ ๐ = 0.002 ๐ด๐ = ๏ฒ๐ก๐๐๐ × ๐ฟ × โ = (0.002 × 4000 × 159) = 1272 ๐๐2 65 Number of Temperature Bars Spacing of Main Bars ๐ด๐ 1272 ๐=๏ฐ = ๏ฐ = 16.1956 ๐ ๐๐ฆ, ๐๐ ๐๐๐ (๏๐๐๐๐ )2 (10)2 4 4 ๐๐๐๐๐๐๐ = ๐ฟ 4000 ๐๐ 5โ ๐๐ 450 ๐๐ = ๐๐ 5(159๐๐) ๐๐ 450 ๐๐ ๐ 31 = 235.2941 ๐๐ ๐๐ 795 ๐๐ ๐๐ 450 ๐๐ ∴ ๐๐๐๐๐๐๐ = 235.2941 ๐ ๐๐ฆ, ๐๐๐ ๐๐ FOR SLAB 1 OF ROOF DECK GIVEN Span, L Base, b Compressive Strength, f'c Yield Strength of Steel, fy Diameter of Main Bars, โ Diameter of Temperature Bars, โtemp 4 6 28 275 12 10 Pressure Due to Live Load, LL Pressure Due to Dead Load (Ceiling and Floor Finish, DL Unit Weight of Concrete, γconcrete 2.9 kPa 2.25 kPa Concrete Cover, Cc Strength Reduction Factor for Flexure, Φ Whitney's Constant, β m m MPa MPa mm mm 23.6 kN/m3 40 mm 0.831034483 0.85 Floor Pressures ๐ฟ๐ฟ = 2.9 ๐๐๐; ๐ท๐ฟ = 2.25 ๐๐๐ (๐ด๐ ๐๐๐๐๐๐๐ก๐๐ ๐๐ ๐กโ๐ ๐ฟ๐๐๐ ๐ท๐๐ ๐ก๐๐๐๐ข๐ก๐๐๐ ๐๐๐๐ก) Minimum Slab Thickness (Simply Supported) โ= ๐ฟ ๐๐ฆ 4000 ๐๐ 275 (0.4 + )= (0.4 + ) = 158.5714 ๐ ๐๐ฆ, ๐๐๐๐๐ 20 700 20 700 Self-weight of Slab ๐ ๐๐๐ ๐ค๐ก ๐๐ ๐ ๐๐๐ = (0.159 × 23.6) = 3.7524 ๐๐๐ 66 Factored Moment ๐น๐๐๐ก๐๐๐๐ ๐๐๐๐ ๐ ๐ข๐๐ = 1.2(2.25 + 3.7524) + 1.6(2.9) = 11.84288 ๐๐๐ ๐๐ข = ๐น๐๐๐ก๐๐๐๐ ๐๐๐๐ ๐ ๐ข๐๐ × ๐๐๐ ๐ = 17.8842 ๐๐๐ × 6 = 71.05728 ๐๐/๐ ๐๐ข = ๐๐ข ๐ฟ2 (71.05728)(42 ) = = 142.11456 ๐๐๐ 8 8 Effective Depth 1 1 ๐ = โ − ๐ถ๐ถ − ๏๐๐๐๐ = 159 − 40 − (12) = ๐๐๐ ๐๐ 2 2 Steel Ratio for Main Bars ๐ ๐ = ๐๐ข 142.11456 × 106 = = 2.232088 ๏ฆ๐๐2 0.83103 × 6000 × 1132 Steel Ratio, ๏ฒ ๏ฒ = 0.85 × ๐ ′๐ 2๐ ๐ 28 2(2.232088) ) = 0.85 × ) × (1 − √1 − × (1 − √1 − ′ ๐๐ฆ 0.85 × ๐ ๐ 275 0.85 × 28 ๏ฒ = ๐. ๐๐๐๐๐๐ Check Ductility Requirements 1.4 1.4 = = 0.005091 ๐๐ฆ 275 or √๐′๐ √28 = = = 0.00481 4๐๐ฆ 4 × 275 ๏ฒ๐๐๐ = ๏ฒ๐๐๐ ∴ ๏ฒ๐๐๐ = 0.005091 ๐′๐ 3 28 3 × ๐ฝ × = 0.85 × × 0.85 × = 0.031527 ๐๐ฆ 7 275 7 ๏ฒ๐๐๐ < ๏ฒ < ๏ฒ๐๐๐ฅ ∴ ๏ฒ๐๐๐ = ๐. ๐๐๐๐๐๐ ๏ฒ๐๐๐ฅ = 0.85 × ๐ด๐ = ๏ฒ๐ข๐ ๐ × ๐ × ๐ = (0.008538 × 6000 × 113) = 5788.640889 ๐๐2 Number of Main Bars ๐ด๐ 5788.640889 ๐=๏ฐ = = 51.1828229 ๐ ๐๐ฆ, ๐๐ ๐๐๐ ๏ฐ (๏๐๐๐๐ )2 (12)2 4 4 67 Spacing of Main Bars ๐๐๐๐๐๐๐ = ๐ 6000 ๐๐ 3โ ๐๐ 450 ๐๐ = ๐๐ 3(159๐๐) ๐๐ 450 ๐๐ ๐ 52 = 115.3846154 ๐๐ ๐๐ 477 ๐๐ ๐๐ 450 ๐๐ ∴ ๐๐๐๐๐๐๐ = 115.3846154 ๐ ๐๐ฆ, ๐๐๐ ๐๐ Steel ratio for Temperature Bars 275 < 420 ∴ ๐ = 0.002 ๐ด๐ = ๏ฒ๐ก๐๐๐ × ๐ฟ × โ = (0.002 × 4000 × 159) = 1272 ๐๐2 Number of Temperature Bars Spacing of Main Bars ๐ด๐ 1272 ๐=๏ฐ = ๏ฐ = 16.1956 ๐ ๐๐ฆ, ๐๐ ๐๐๐ (๏๐๐๐๐ )2 (10)2 4 4 ๐๐๐๐๐๐๐ = ๐ฟ 4000 ๐๐ 5โ ๐๐ 450 ๐๐ = ๐๐ 5(159๐๐) ๐๐ 450 ๐๐ ๐ 31 = 235.2941 ๐๐ ๐๐ 795 ๐๐ ๐๐ 450 ๐๐ ∴ ๐๐๐๐๐๐๐ = 235.2941 ๐ ๐๐ฆ, ๐๐๐ ๐๐ Final Design for Slab 1 of Second, Third, and Fourth Floor Use 159 mm slab thickness, with 49 pcs of 12 mm diameter main bars spaces at 120 mm and 17 pcs of 10 mm diameter temperature bars spaced at 230 mm. Final Design for Slab 1 of Rood Deck Use 159 mm slab thickness, with 52 pcs of 12 mm diameter main bars spaces at 110 mm and 17 pcs of 10 mm diameter temperature bars spaced at 230 mm. 68 3.7 DESIGN OF TWO-WAY SHEAR FOOTINGS Disclaimers - The value of the maximum pressure capacity of the soil is only assumed to produce desirable results. - The Ultimate Axial Load was used in the computation of the adequacy of the footing with respect to soil pressure instead of the Service Load GIVEN Ultimate Axial Load, Pu Service Axial Load, Ps Column Base, b Column Depth, d Length, L Base, b Height of Soil, hs Footing Thickness, t depth, d Concrete Cover Diameter of Main Bars, โ 2011.383704 2011.383704 0.35 0.35 2 2 1 0.75 0.669 75 12 Diameter of Temperature Bars, โtemp Compressive Strength, f'c Yield Strength of Steel, fymain Yield Strength of Temperature Bars, fytemp Unit Weight of Concrete, γconcrete Unit Weight of Concrete, γsoil Maximum Pressure of the Soil Strength Reduction Factor for Flexure, Φ Whitney's Constant, β 10 28 415 275 23.6 kN kN m m m m m m m mm mm mm MPa MPa MPa kN/m3 20.4 kN/m3 545 kPa 0.814529915 0.85 Adequacy of the Footing with respect to Soil ๐๐ = ๐๐ข ๐ด๐๐๐๐ก๐๐๐ = 2011.3837 = 502.845926 ๐๐๐ (2)(2) ๐๐๐๐๐๐ค = ๐๐ + ๐พ๐ โ๐ + ๐พ๐ โ๐ = 502.845962 + (23.6 × 0.75) + (20.4 × 0.1) = 540.945926 ๐๐๐ ๐๐−๐๐๐ก๐ข๐๐ < ๐๐−๐๐๐๐๐๐๐ก๐ฆ ∴ ๐จ๐ซ๐ฌ๐ธ๐ผ๐จ๐ป๐ฌ 69 Adequacy of the Footing with respect to Shear Requirement Ultimate Axial Load (Including self-weight of column) ๐๐ข = 2011.3837 + (23.6 × 0.35 × 0.35 × (15 + 1)) = 2057.6397 ๐๐ Pressure ๐๐๐๐ = ๐๐ข 2057.6397 = = 514.409926 ๐๐๐ (2)(2) ๐ด๐ Length, x ๐ฅ= ๐ฟ − ๐ถ๐๐๐ข๐๐ ๐ 2 − 0.35 0.669 − = − = 0.4905 ๐ 2 2 2 2 Area in Consideration ๐ด = (๐ฟ × ๐) − (๐๐ถ๐๐๐ข๐๐ + ๐) × (๐๐ถ๐๐๐ข๐๐ + ๐) = (2 × 2) − (0.35 + 0.669)(0.35 + 0.669) = 2.9616 ๐2 Perimeter in Consideration ๐ = 2 × (๐๐ถ๐๐๐ข๐๐ + ๐) + 2 × (๐๐ถ๐๐๐ข๐๐ + ๐) = 2 × (0.35 + 0.669) + 2 × (0.35 + 0.669) = 4.076 ๐ Actual Shear ๐๐ข๐๐๐ก๐ข๐๐ = ๐๐๐๐ × ๐ด๐๐๐ ๐๐ ๐๐๐๐ ๐๐๐๐๐๐ก๐๐๐ = 514.409926 × 4.076 = 1523.4965 ๐๐ 1 ๐๐ข๐๐๐๐๐๐๐ก๐ฆ = 0.75 × × ๐ × √๐ ′ ๐ × ๐๐๐๐๐๐๐ก๐๐ × ๐ 3 1 = 0.75 × × 1.0 × √28 × (4.076 × 1000๐๐) × (0.669 × 1000๐๐) × 10−3 3 = 3607.2755 ๐๐ ๐๐ข−๐๐๐ก๐ข๐๐ < ๐๐ข−๐๐๐๐๐๐๐ก๐ฆ ∴ ๐จ๐ซ๐ฌ๐ธ๐ผ๐จ๐ป๐ฌ 70 Design for Main Bars ๐ +๐ฅ ๐ ) × ๐ค๐๐๐กโ ๐๐ ๐๐๐๐ก๐๐๐ ๐๐ข = ๐๐๐๐ × ( + ๐ฅ) × ( 2 2 2 0.669 + 0.4905 0.669 ) × 3 = 691.5934 ๐๐๐ = 514.4099 × ( + 0.4905) × ( 2 2 2 ๐ ๐ = ๐๐ข 691.5934 × 106 = = 0.94855 ๏ฆ๐๐2 0.8145 × 2000 × 6692 Steel Ratio, ๏ฒ ๐′๐ 2๐ ๐ 28 2(0.94855) ) = 0.85 × ) ๏ฒ = 0.85 × × (1 − √1 − × (1 − √1 − ′ ๐๐ฆ 0.85 × ๐ ๐ 415 0.85 × 28 ๏ฒ = ๐. ๐๐๐๐๐๐ Check Ductility Requirements 1.4 1.4 = = 0.003373 ๐๐ฆ 415 or √๐′๐ √28 = = = 0.003188 4๐๐ฆ 4 × 415 ๏ฒ๐๐๐ = ๏ฒ๐๐๐ ∴ ๏ฒ๐๐๐ = 0.00337 ๐ ′๐ 3 28 3 × ๐ฝ × = 0.85 × × 0.85 × = 0.02089 ๐๐ฆ 7 415 7 ๏ฒ๐๐๐ < ๏ฒ < ๏ฒ๐๐๐ฅ ∴ ๏ฒ๐๐๐ = ๐. ๐๐๐๐๐๐ ๏ฒ๐๐๐ฅ = 0.85 × Number of Main Bars Spacing of Main Bars ๐= ๐ด๐ = ๏ฒ๐ข๐ ๐ × ๐ × ๐ = (0.003373 × 2000 × 669) = 4513.7349 ๐๐2 ๐ด๐ 4513.7349 ๐=๏ฐ = ๏ฐ = 39.9102 ๐ ๐๐ฆ, ๐๐ ๐๐๐ (๏๐๐๐๐ )2 (12)2 4 4 1 1 × ๐ค๐๐๐กโ ๐๐ ๐๐๐๐ก๐๐๐ = × 2000 = 50.1126 ๐ ๐๐ฆ, ๐๐ ๐๐ ๐ 39.3102 71 Steel ratio for Temperature Bars 275 < 420 ∴ ๐ = 0.002 ๐ด๐ = ๏ฒ๐ก๐๐๐ × ๐ฟ × โ = (0.002 × 2000 × 750) = 3000 ๐๐2 Number of Temperature Bars Spacing of Main Bars ๐ด๐ 3000 ๐=๏ฐ = ๏ฐ = 38.1972 ๐ ๐๐ฆ, ๐๐ ๐๐๐ (๏๐๐๐๐ )2 (10)2 4 4 ๐๐๐๐๐๐๐ = 1 1 ×๐ฟ = × 2000 = 52.3599 ๐ ๐๐ฆ ๐๐ ๐๐ ๐ 38.1972 Final Design for Footings Use 2 x 2 meter footing with thickness of 750 mm with 40 pcs of 12 mm diameter main bars spaced at 50 mm and 39 pcs of 10 mm diameter temperature bars spaced at 50 mm. 72 CHAPTER 4 – FINAL DESIGN 4.1 Design Schedules The design schedule for the structural members specifically slabs, columns, and beams, includes result of computing its dimensions, number of bars, and its spacing. The following table will show the design of schedule of the project. 4.1.1 Design Schedule of Slabs SLAB SLAB THICKNESS (mm) 2ND FLOOR 3RD FLOOR 4TH FLOOR ROOF DECK 159 159 159 159 Ø Main Number of Spacing bar Main (mm) (mm) Bars, N Ø Temperature bar (mm) 12 49 pcs 120 10 12 49 pcs 120 10 12 49 pcs 120 10 12 52 pcs 110 10 Table 4.1.1 Design Schedule of Slabs Number of Temperature Bars, N Spacing (mm) 17 17 17 17 230 230 230 230 4.1.2 Design Schedule of All Beams MEMBER BEAM 1 BEAM 2 Beam Height Beam Base Ø Main Number of Spacing Spacing Ø Stirrups (mm) bar (mm) Main Bars, N (mm) (mm) (mm) (mm) 450 300 25 4 33.3333 10 130 450 300 25 4 33.3333 10 130 Table 4.1.2 Design Schedule of All Beams 4.1.3 Design Schedule of All Columns MEMBER COLUMN 1 Column Width (mm) 350 Ø Main Column Number of Spacing bar Length Main Bars, (mm) (mm) (mm) N 350 25 8 87.5 Table 4.1.3 Design Schedule of All Columns Ø Stirrups (mm) Spacing (mm) 10 350 Spacing (mm) Ø Stirrups (mm) Spacing (mm) 50 39 50 4.1.4 Design Schedule of All Footings MEMBER FOOTING 1 Footing Width (mm) 2000 Footing Length (mm) 2000 Ø Main bar (mm) 12 Number of Main Bars, N 40 73 APPENDIX A. Google Drive Link for Excel Files https://drive.google.com/drive/folders/1Yya5R1CRfyMAg2VXxN8sAy9py5qVgUvg?usp=sharing B. References Aborita, D. J. B., Acopio, D. J., Aleman, G. A. O., Bernardino, A. D. S., Diaz, I., &Amp; Sotelleza, M. I. (n.d.). Design Of A Five-Storey Science High School Building In Antipolo City. Ms, Technological Institute of The Philippines. Amer, A. B. (2021). A design of a Five-Storey Reinforced Concrete Commercial Building in Marawi City. Technological Institute of the Philippines. Association of Structural Engineers of the Philippines. National Structural Code of the Philippines 2015. Quezon City, Philippines: Association of Structural Engineers of the Philippines, Inc. Manzano, F.L. (2021, October 18). STAAD.Pro Module 3: NSCP 2015 Load Assignments (Dead, Live, Earthquake) 74