Construction design of multi-dwelling building at Maudyklos str. in Vilnius

VILNIUS GEDIMINAS TECHNICAL FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT Ignacio María Veguer Alfonso CONSTRUCTION DESIGN OF MULTI MAUDYKLOS STR. IN VILNIUS VILNIUS GEDIMINAS TECHNICAL UNIVERSITY FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT Ignacio María Veguer Alfonso CONSTRUCTION DESIGN OF MULTI - DWELLING BUILDING AT MAUDYKLOS STR. IN VILNIUS Bachelor thesis Language: English Vilnius, 2012 UNIVERSITY DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT DWELLING BUILDING AT VILNIUS GEDIMINAS TECHNICAL UNIVERSITY FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT APPROVED Head of Department ________________ (signature) Edmundas K. Zavadskas (name, surname) _______________ (date) Ignacio María Veguer Alfonso CONSTRUCTION DESIGN OF MULTI-DWELLING BUILDING AT MAUDYKLOS STR. IN VILNIUS Bachelor thesis Language: English Supervisor dr. Jonas Saparauskas __ ___________ (name, surname) (signature) (date) Consultant Remigijus Salna __ ___________ (name, surname) (signature) (date) Vilnius, 2012 VILNIUS GEDIMINAS TECHNICAL FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT Ignacio María Veguer Alfonso Construction design of the VILNIUS GEDIMINAS TECHNICAL UNIVERSITY FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT Ignacio María Veguer Alfonso Construction design of the ELNIAKAMPIO NAMAI at Maudyklos gatve 5 in Valakampiai district in Vilnius (Lithuania) Final thesis work Supervisor: Dr. Jonas Saparauskas Consultant: Dr. Remigijus Salna Vilnius, 2012 VILNIUS GEDIMINAS TECHNICAL FACULTY OF CIVIL ENGINEERING DEPARTMENT OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT ELNIAKAMPIO NAMAI at Maudyklos gatve 5 in Valakampiai 2 INDEX 1. ARCHITECTURAL PART ........................................................................................................................ 4 1.1 INTRODUCTION ............................................................................................................................. 4 1.2 TERRITORY AND LOCATION........................................................................................................... 4 1.3 CONSTRUCTION AND ARCHITECTURE........................................................................................... 5 1.3.1 DISTRIBUTION ........................................................................................................................ 5 1.3.2 STRUCTURE ............................................................................................................................ 6 1.3.3 FACADES ................................................................................................................................. 8 1.3.4 INTERIOR AND EXTERIOR FINISHES OF BUILDING ................................................................. 9 1.3.5 SERVICES OF BUILDING ........................................................................................................ 11 2. CONSTRUCTIONAL PART ................................................................................................................... 12 2.1 DESIGN OF MONOLITHIC ROOF SLAB ......................................................................................... 12 2.1.1 DESIGN DATA ....................................................................................................................... 12 2.1.2 DESIGN OF MATERIAL CHARACTERISTICS ............................................................................ 12 2.1.3 CALCULATING LOADS ........................................................................................................... 13 2.2 STRUCTURAL ANALYSIS OF SLAB ................................................................................................. 16 2.2.1 ANALYSIS .............................................................................................................................. 16 2.2.2 RESULTS ................................................................................................................................ 16 2.2.3 DESIGN OF SLAB REINFORCEMENT ...................................................................................... 17 3. TECHNOLOGICAL CARDS ................................................................................................................... 22 3.1 TECHNOLOGICAL CARD OF GYPSUM PLASTERBOARD PARTITIONS ........................................... 22 3.1.1 GENERAL DESCRIPTION ........................................................................................................ 22 3.1.2 CONSTRUCTION PROCESS .................................................................................................... 23 3.1.3 INSTALLATION SEQUENCE.................................................................................................... 25 3.1.4 ORGANIZATION OF WORKS ................................................................................................. 26 3.1.5 HUMAN SAFETY ................................................................................................................... 27 3.1.6 MECHANICS, MATERIALS AND TOOLS ................................................................................ 27 3.1.7 QUALITY CONTROL ............................................................................................................... 27 3.1.8 TECHNICAL ECONOMICS INDICATORS ................................................................................ 28 3.1.9 SOME DETAILS ...................................................................................................................... 28 3.1.10 BUDGET ............................................................................................................................. 31 3.2 TECHNOLOGICAL CARD OF VENTILATED FAÇADE (CERAMIC) .................................................... 33 3.2.1 GENERAL DESCRIPTION ........................................................................................................ 33 3 3.2.2 CONSTRUCTION PROCESS .................................................................................................... 34 3.2.3 CONSTRUCTION SEQUENCE ................................................................................................. 36 3.2.4 ORGANIZATION OF WORKS ................................................................................................. 37 3.2.5 HUMAN SAFETY ................................................................................................................... 38 3.2.6 MACHINES, MATERIALS AND TOOLS.................................................................................... 38 3.2.7 QUALITY CONTROL ............................................................................................................... 38 3.2.8 SOME DETAILS ...................................................................................................................... 39 3.2.9 BUDGET ................................................................................................................................ 42 3.2.10 TECHNICAL ECONOMICS INDICATORS ............................................................................... 42 4. ORGANIZATION PART ........................................................................................................................ 43 4.1 MASTERPLAN .............................................................................................................................. 43 4.1.1 DESCRIPTION ........................................................................................................................ 43 4.1.2 SELECTION OF TOWER CRANE ............................................................................................. 43 4.1.3 SETTING OF DANGEROUS ZONE ........................................................................................... 46 4.1.4 TEMPORARY ROAD .............................................................................................................. 52 4.1.5 TEMPORARY STORAGE BUILGINGS AND SITES ................................................................... 52 4.1.6 TEMPORARY BUILGINGS ...................................................................................................... 53 4.1.7 TEMPORARY BUILGINGS ...................................................................................................... 53 4.1.8 CONSTRUCTION SITE LIGHTING ........................................................................................... 55 4.1.9 TEMPORARY WATER SUPPLY ............................................................................................... 55 4.1.10 TEMPORARY SEWERAGE .................................................................................................... 56 4.1.11 FENCE OF CONSTRUCTION SITE ......................................................................................... 56 4.1.12 GENERAL REQUERIMENTS OF LABOR SAFETY ................................................................... 56 4.1.14 REQUIREMENTS OF ENVIRONMENTAL PROTECTION ........................................................ 58 4.1.15 REQUIREMENTS OF FIRE PROTECTION .............................................................................. 58 4.2 ORGANIZATION ........................................................................................................................... 59 4.2.1 TABLES OF MACHINERY AND WORKFORCE ......................................................................... 59 BILIOGRAPHY ........................................................................................................................................ 61 Websites: .............................................................................................................................................. 61 4 1. ARCHITECTURAL PART 1.1 INTRODUCTION Elniakampis apartment house is located in the forest on a quiet Elniakampis Street in a prestigious district of Vilnius – Valakampiai. A small three-storey 17-apartment house is designed to let in the maximum amount of natural light. The layout of the apartments is both convenient (from 34,90 m² to 140,20 m²) and practical. Each apartment comes with a box room, parking place under the house and economical gas heating. There is a possibility to install fireplaces in each apartment. A bus stop (No. 15) is just 200 m away from the house. Just a couple of kilometres away you would find Nemencine Road, leading you to the shopping center, Sauletekis University campus and Baltic-American Clinic that provides medical services 24 hours a day. All the infrastructure of Antakalnis district is nearby. Surfaces: - Building area: 671.47 m² - Plot: 1200 m² 1.2 TERRITORY AND LOCATION The land plot is in Vilnius city Antakalnis elderate, at the beginning of Elniakampis Street (coming from Svajonių Street). Elniakampis Street is on the one side of the land plot and an undeveloped forest territory – on the other. The land plot does not border any other plots, except for the state land. The area of the land plot – 1200 m². The undeveloped part of the plot will be laid with blocks, pavement tiles and lawns. Access to the territory is from Elniakampis Street. Figure 1. Location 5 1.3 CONSTRUCTION AND ARCHITECTURE 1.3.1 DISTRIBUTION The house will have 17 apartments spread over three floors. Each floor is made with a different distribution, the first floor has two apartments of 54.1 m², one of 53.4 m², two of 63.7 m², one of 55.1 m, and one of 34.9 m². The second floor contains one of 90 m², one of 54.1 m², one of 52.3 m², one of 55 m², and two of 63.6 m². The third floor contains one of 49.6 m², one of 68 m², one of 53.5 m², and the most important flat with 140.2 m². The different distributions are in figure 2. The ground floor has a car park for 19 cars surrounded by a hedge. The entrances to parking spaces are open, without gates. The apartments are accessible through the staircase and an elevator. The elevator of 1125 kg carying capacity has been designed and it has four stops. Lift doors, some apartment and all common area doors are 1 m wide, i.e. accessible for the disabled. Access from the lift to the parking lot has a 5 cm sloping ramp. Figure 2. Distribution 6 1.3.2 STRUCTURE FUNDATION After the geotechnical study and testing of the ground it was decided that the foundation of the building was to be on piles of reinforced concrete with pile cap. Figure 3 The reinforcement are shaped as if they were cages, the longitudinal reinforcement bars are made up of evenly placed around the perimeter of the section, and the armed cross is formed by a spiral hoop or hoops of 6 mm round. section, with a spacing of 20 cm. The outer diameter of the belt is equal to the diameter of the pile, minus 8 cm, thus obtaining a minimum thickness of 4 cm. The number of bars and the diameter thereof is calculated according to the load that has to bear the pile. The concrete used for the execution of piles concreted "in situ" shall meet the requirements of the Spanish current Structural Concrete (EHE-2008), the effect of Instruction for Receiving Cement, and a number of specific requirements for the case of piles concreted "in situ", which are: The maximum aggregate size not exceeding 32 mm, or quarter round the longitudinal separation, by selecting the smaller of the two dimensions. The cement content is higher than 350 kg/m3, is recommended to be 400 kg / m3. The content of fine particles in the concrete, including cement and other fine materials, shall be between 400 kg/m3 and 550 kg/m3. The water / cement ratio and the use of additives will be determined by the current Structural Concrete (EHE-2008), must be approved by the Director of Work. The minimum resistance of the concrete shall be in the Project or otherwise directed by the Director of Works, not being less than that specified by the EHE. Furthermore it should not be attacked by water. The piles were decapitated, thereby eliminating the concrete always of low quality remains at the top. So reinforcements are exposed to intertwine the pile cap. The length of the reinforcement must allow post-heading, are protruding from the pile about 50 cm. Longitudinal reinforcements of the pile are spliced by a minimum overlap of 40 cm., Are welded or wired throughout its length. If you use proper fencing as a transverse reinforcement, the closures are made for overlap of 8 cm or more and are welded or wired. The overlap is alternated for successive fences. Trusses are attached firmly to form a cage that supports concreted. Each pile is concreted at once without interrupting the operation, not supported concrete joints. At the end of the pile should be concreted to a height greater than the final, which exceeds concrete is demolished when it has set. Do not effect the displacement of piles driven in or yokes in an area less than 3 m. around the pile until the concrete has a minimum strength of 30 kg/cm2, according to previous tests. Decapitated after the ground piles protrude sufficiently to allow embedment in concrete of at least 5 cm to the pile cap. 7 Figure 3. Detail of fundation COLUMNS Monolithic columns of rectangular and square cross-section (figure 4) made of reinforced concrete. The concrete we are going to use will be C25/30 (project) and C20/25 in the roof floor and C30/37 in foundation columns. The iron for our columns will be S275J. The column measures are: 38 x 38 cm. Figure 4. Detail of colum 14 2.1.3.3 PERMANENT LOADS Characteristic value of permanent distributed load from the slab is determined by the floor cover and the weight of the slab specified in the following table: Type of structural layer Layer thickness (m) Characteristic value of density yk (kN/m³) Characteristic permanent (selfweight) load (kPa) Hydroinsulation 0.02 2500 0.490 Thermal insulation 0.03 80 0.023 Thermal insulation 0.22 60 0.129 Vapor barrier 0.005 9.22·10¯⁴ 4.5·10¯⁸ Concrete C12/16 0.04 2500 0.981 Formation of coat 0.04 350 0.137 Concrete slab 0.22 2500 5.395 Table of materials. Figure 8. Slab covering of roof. 15 Characteristic value of floor covering and slab covering: g1k=t1·y1·g; t1=thickness of layer (m); y1=density of the layer kg/m; g=acceleration of free m/s; γ g1 =partial safety coefficient for self weight = 1.35; g1k =t1·y1·g=0.02·2500·9.81= 490.5 = 0.490 kPa; g2k =t2·y2·g=0.03·80·9.81= 23.54 = 0.023 kPa; g3k =t3·y3·g=0.22·60·9.81= 129.5 = 0.129 kPa; g4k =t4·y4·g=0.005·9.22·10¯⁴·9.81= 4.5·10¯⁵ = 4.5·10¯⁸ kPa; g5k =t5·y5·g=0.04·2500·9.81= 981 = 0.981 kPa; g6k =t6·y6·g=0.04·350·9.81= 137.34 = 0.137 kPa; g7k =t7·y7·g=0.22·2500·9.81= 5395.5 = 5.395 kPa. Design value of loading g1d =g1k· γ g1 =0.490 ·1.35= 0.662 kPa; g2d =g2k· γ g1 =0.023 ·1.35= 0.031 kPa; g3d =g3k· γ g1 =0.129 ·1.35= 0.174 kPa; g4d =g4k· γ g1 =4.5·10¯⁸ ·1.35= 6.07·10¯⁸ kPa; g5d =g5k· γ g1 =0.981·1.35= 1.324 kPa; g6d =g6k· γ g1 =0.137·1.35= 0.185 kPa; g7d =g7k· γ g1 =5.395·1.35= 7.283 kPa. Design loads gk =0.490 +0.23 +0.129 +4.5·10¯⁸ +0.981+0.137 +5.395 = 7.157 kPa; gd =0.662 +0.31 +0.174 +6.07·10¯⁸ +1.324 +0.185 +7.283 = 9.662 kPa. Total load (permanent + variable) gk = 7.157 + 0.4 = 7.557 kPa; gd = 9.662 + 0.52 = 10.182 kPa. Total load (permanent + snow) gk = 7.157 + 1.6 = 8.757 kPa; gd = 9.662 + 2.16 = 11.822 kPa. 16 2.1.3.4 TYPES OF LOADING Internal forces are calculated depending on types of loading. These types of loadings will be made: 1. g + q1 = self-weight and variable load; 2. g + s = self-weight and snow load. Maximum moments are taken to have an envelope of the structure. 2.2 STRUCTURAL ANALYSIS OF SLAB 2.2.1 ANALYSIS The slab was analyzed by hand calculating by frames to take the moments. Firstly is calculated the frame in axis C and, and then, the frame in axis 3 (fig. 9). With this frames we can calculate the reinforcement of that part of the slab. I used as a design load self weight plus snow load because is more restrictive. 2.2.2 RESULTS Beams that we will study in both directions are presented in fig. 9: Figure 9. Slab with axes. 17 Figure 10. Frame on axis C. gd + sd = self-weight and snow load -> qd = 9.662 + 2.16 = 11.822 kPa; M1 = (qd · b · l²)/16; M2 = (qd · b · l²)/11; Where: M= moment; qd= design load; b= width of frame; l= distance between supports; M1 = (11.82 · 5.7 · 5.4²)/16 = 122.7 kNm; M2 = (11.82 · 5.7 · 5.4²)/11 = 178 kNm. Figure 11. Frame on axis 3. M1 = (11.82 · 5.46 · 4.94²)/16 = 98.4 kNm; M2 = (11.82 · 5.46 · 6.5²)/11 = 247.9 kNm. 2.2.3 DESIGN OF SLAB REINFORCEMENT The required reinforcement will be provided in a way of saving labour and steel. Steel bars will be tied at the points of intersection using special wire for tieding. Tied of steel bars must resist positive and negative bending moments. Preliminary assumption – to use 12 mm diameter bars for constructing the main reinforcement. 18 Effects for designing slab are chosen depending on direction and top or bottom reinforcement. Reinforcement will be calculated in two directions. The calculation scheme is presented in fig 12,13. Figure 12. Cross section of slab. Where: As = steel area; a1 = minimum cover = 25 mm; h = height of slab = 220 mm; d1 = h – a1 = 220 – 25 = 185 mm. Figure 13. Calculation scheme of RC slab. ΣH= 0; fyd · As = fed · 1 · Xeft; Xeft=fyd·As fed ; ΣM= 0; MEd ≤ MRd = fcd · 1 Xeft · (d1 – (Xeft/2)). 19 Resisting moments MRd of one meter width slab is presented in table 2.2.3. Data: Concrete C 20/25; fck= 20 MPa; fcd = (20/1.5) · 0,9 = 12 MPa; Steel S400; fsk = 400 MPa; fsd = 400/1.15 = 348 MPa. RESISTING MOMENTS OF 1 M SLAB (Step of bars in 200 mm) 1 bar 5 bars MRd (kNm) Ø 10 mm 0.78 · 10¯⁴ 3.92 · 10¯⁴ 24.32 Ø 12 mm 1.13 · 10¯⁴ 5.65 · 10¯⁴ 33.98 Ø 14 mm 1.54 · 10¯⁴ 7.69 · 10¯⁴ 46.52 Ø 16 mm 2.01 · 10¯⁴ 10.05 · 10¯⁴ 59.52 Ø 18 mm 2.54 · 10¯⁴ 12.72 · 10¯⁴ 73.74 Table 2.2.3. Resisting moments of 1 m slab. Calculation of resisting moment Ø 10 mm Xeft=348· 3.92 · 10ˉ , 12 =0.0113 mm; Mpd = 12 · 10³ · 0.0113 · (0.185 – (0.0113/2)) = 24.32 kNm. Ø 12 mm Xeft=348· 5.65 · 10ˉ , 12 =0.016 mm; Mpd = 12 · 10³ · 0.016 · (0.185 – (0.016/2)) = 33.98 kNm. 20 Ø 14 mm Xeft=348· 7.69 · 10ˉ , 12 =0.0223 mm; Mpd = 12 · 10³ · 0.0223 · (0.185 – (0.0223/2)) = 46.52 kNm. Ø 16 mm Xeft=348· 10.05 · 10ˉ , 12 =0.0291 mm; Mpd = 12 · 10³ · 0.0291 · (0.185 – (0.0291/2)) = 59.52 kNm. Ø 18 mm Xeft=348· 12.72 · 10ˉ , 12 =0.0368 mm; Mpd = 12 · 10³ · 0.0368 · (0.185 – (0.0368/2)) = 73.74 kNm. Calculation of top reinforcement in axis C direction Distribution of moments in the frame is presented in fig. 13.1. MEd = 178 kNm => Acting moment in central part of frame. (178 · 0.75)/(5.7/2)= 46.84 kNm/m ; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 46.84 – 33.98 = 12.86 kNm that we have to reinforce. We will take Ø 12 mm bars to reinforce the top in C axis direction. Ø 10 mm would be enough but we will take Ø 12 mm to make the built simpler, and we have less possibilities to make less errors. M = 178 kNm => Acting moment in central part of frame. (178 · 0.5)/(5.7/2)= 31.11 kNm/m ; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 31.11< 33.98 so it is not necessary to reinforce. The same will be in bottom reinforcement. 21 l/4 50% M l/2 75% M l/4 50% M Figure 13.1. Distribution of moments in the frame. Top reinforcement in axis 3 direction M = 247.88 kNm=> Acting moment in central part of frame. (247.88 · 0.75)/(5.4/2)= 68.85 kNm/m ; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 68.85 – 33.98 = 34.87 kNm that we have to reinforce. We will take Ø 14 mm bars to reinforce the top in C axis direction. (247.88 · 0.5)/(5.4/2)= 45.4 kNm/m; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 45.4 – 33.98 = 11.42 kNm that we have to reinforce. We will take Ø 10 mm bars to reinforce the top in C axis direction. Bottom reinforcement in axis C direction M = 178 kNm=> Acting moment in central part of frame. (178 · 0.75)/(5.7/2)= 46.84 kNm/m; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 46.84 – 33.98 = 12.86 kNm that we have to reinforce. We will take Ø 12 mm bars to reinforce the top in C axis direction. Ø 10 mm would be enough but we will take Ø 12 mm to make the built simpler, and we have less possibilities to make less errors. Top reinforcement in axis 3 direction M = 247.88 kNm=> Acting moment in central part of frame. (247.88 · 0.75)/(5.4/2)= 68.85 kNm/m; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 68.85 – 33.98 = 34.87 kNm that we have to reinforce. We will take Ø 14 mm bars to reinforce the top in C axis direction. (247.88 · 0.5)/(5.4/2)= 45.4 kNm/m; If main top net is 12/12/200/200 and has a resistance of 33.98 kNm, 45.4 – 33.98 = 11.42 kNm that we have to reinforce. We will take Ø 10 mm bars to reinforce the top in C axis direction. Disposition of this bars is presented in drawing CONSTRUCTIONAL PART, number 2. 22 3. TECHNOLOGICAL CARDS 3.1 TECHNOLOGICAL CARD OF GYPSUM PLASTERBOARD PARTITIONS 3.1.1 GENERAL DESCRIPTION We are going to study the plasterboards of second floor. There are 70.7 m² of normal plasterboard and 25.93 m² of waterproof plasterboard. Waterproof plasterboard will be in wet zones such as bathrooms. Plasterboard partitions are composed of a metal frame and gypsum board screwed to each side. The metal frame is attached to the original construction and constitutes a support for mounting plates. For special cases you can use a double structure with adequate separation. In the gap between the plates can be placed a fiberglass or rock lada for greater thermal and acoustic insulation and for fire protection. Furthermore, in the gap can perform the necessary facilities (electric, sanitary etc.). Structure - Rail 48 mm. Firmly attached to the floor and roof. - Upright vertical 48 mm. Introduced into the lower and upper channel separation of 400 or 600 mm. As needed. - Start and end uprights fixed to the structure of encounter. - Other free intermediate uprights, without setting the upper and lower canals. - In double grid walls when these are separated more than 5 mm., fix with gusset plates 300 mm. - To stitch height uprights, you can use one of the following three methods: a) A piece of a canal to the studs. b) A piece of upright in a drawer two arriving c) Insert a stud into another (as drawer) Materials needed: Plasterboard Canals Uprights Acoustic band Screw TN fixings uprights Acoustic Grab Pasta Knauf Perlfix Pasta EJS Meeting Meeting Tape Personnel needed: 1 Official of construction Regular worker 23 3.1.2 CONSTRUCTION PROCESS 1. Stakeout 2. Installation of the structure: If possible, the lower rails are installed on the flooring completed or on your seat base and the higher will be placed by usually upon completion of the roof plate or forged under once plaster. The seat rails are held by a tight band. With this simple operation will achieve a significant gain in thermo-acoustic insulation. Once reframed the wall in floor and ceiling shall be set "Rails", which can be anchored to the support (screed or forged) by means of expansion bolts or rivets, spaced a maximum of 800 mm. Then you will have the "pillars" supporting elements vertical, which is accommodated between the wings of the channels using a rotary motion. The wheelbase is stud a maximum of 600 mm and provided with multiple of the width of the plate. The sums to be screwed to the rails except for the boot in transit openings, windows and other very singular so required. 3. Transit openings: When the partition coincides with a hole (either door or window), the modulation of the studs will not be lost, but is maintained, placing the stiles and rails as well as a rim. 4. Installing the plate: Plates shall have a height equal to the span between floor and ceiling, least 1 cm. Be supported on the supporting structure so that the upper edge of the plate is "butt" with the top floor, plastering whether you are or not. In this way the clearance of 1cm. remain in the bottom and will be covered subsequently by baseboard. Once the plate in position on one side of the structure, proceed to screw (first face), while meeting the distance between bolts does not exceed 250 mm. In case of partitions laminates (layers), the first plate is fixed to the structure maximum equidistant screws 700mm. The joints of the plates of a wall face of ever coincide with the other. In the laminates of two or more boards, the boards are alternate. The side plates will butt or up to 3mm. 30 Figure 20. Another kind of encounter Figure 21. Placement of plasterboard 31 3.1.10 BUDGET BUDGET OF NORMAL PLASTERBOARD Partition consists of a 46 mm galvanized structure, with canals such as horizontal elementand uprights as a vertical axis with a separation of 40 cm and double plasterboard 12.5 mm thick, ready to paint, even stakeout court preparation and placement of the plates and support structure, level and plumb, formation of sub-frames, angles and stepexecution of facilities, joint finishing, share of losses, breaks, fixing and cleaningaccessories. m2 price amount 1º official of construction 0,4 h 21,8 8,72 regular peon of construction 0,4 h 20,83 8,33 plasterboard normal 12.5 mm 4,3 m2 4,47 19,22 canal rail 30x48x0,6 mm 0,8 m 1,63 1,3 upright 46x36x0,6 mm 3,3 m 2,08 6,86 screw 25 mm 30 u 0,02 0,6 screw 45 mm 20 u 0,03 0,6 microperforated paper band 2,7 m 0,06 0,16 joiting paste 1 kg 3,04 3,04 additional direct costs 0,02% 48,55 0,97 49,52 measurements 70,7 m2 3.501,48 € 12080,06 LTL 32 BUDGET OF WATERPROOF PLASTERBOARD Partition consists of a 46 mm galvanized structure, with canals such as horizontal elementand uprights as a vertical axis with a separation of 40 cm and double plasterboard 12.5 mm thick with waterproof mass of plaster and surfaces, ready to paint, even stakeout court preparation and placement of the plates and support structure, level and plumb, formation of sub-frames, angles and stepexecution of facilities, joint finishing, share of losses, breaks, fixing and cleaningaccessories. m2 price amount 1º official of construction 0,4 h 21,8 8,72 regular peon of construction 0,4 h 20,83 8,33 waterproof plasterboard 12.5 mm 4,3 m2 6,56 28,21 canal rail 30x48x0,6 mm 0,8 m 1,63 1,3 upright 46x36x0,6 mm 3,3 m 2,08 6,86 screw 25 mm 30 u 0,02 0,6 screw 45 mm 20 u 0,03 0,6 microperforated paper band 2,7 m 0,06 0,16 joiting paste 1 kg 3,04 3,04 additional direct costs 0,02% 48,55 0,97 58,69 measurements 25,93 m2 1.521,83 € 5250,31 LTL 33 3.2 TECHNOLOGICAL CARD OF VENTILATED FAÇADE (CERAMIC) 3.2.1 GENERAL DESCRIPTION We study the ventilated façade with ceramic finish. The surface covered with this kind of façade is 290.46 m². The ventilated facade is a design element consisting of two sheets, one outdoor and one indoor, which contain between them an air vented instructing the seal and protect from direct sunlight. The inner sheet The inner sheet is part of the building may be secured to the carrier or enclosure. This should ensure thermal insulation, will mean the closure of the interior space and form the outer blade holder. Our inner sheet is built by blocks of 38 cm of thickness, and has thermal insulation of mineral wool in his exterior part. The outer leaf The outer leaf should be understood as an overall envelope of the building, lying on it as an absolutely independent. Its function is to form the tube and set the image outside the building. The outer sheet may be formed of any material that resists weathering. The materials that may be employed are diverse face brick, bricks with continuous coating, cladding stone, metal panels, panels of high density, etc.. Both layers should be as independent as possible, although logically it should be anchored by the foreign keys to the interior, or elements of the structure to be stable. An important objective of the commissioning work will ensure the free movement of the outer sheet. Their high exposure to weather and solar radiation, its thinness and how to be supported, requiring high differential freedom of movement of each piece and set against the media. The outer sheet can have varying thicknesses depending on the material used to resolve, with the only limitation established its own stability and union of parts. The most common case is that of a half-foot wall of brick or stucco exterior or without a stone veneer. In any case, the restraint system should be suitable to anchor the material chosen. Our outer sheet is built with metal canals and the finish is with ceramic. The air The chamber evacuates water which may penetrate through the outer sheet, so that in no case can reach the inner sheet. This ensures the seal and the inner sheet is always dry. This requires that the wires forming the clamps binding and are the only contact between the two sheets, having a central fold act of eaves or a small inclination to the plane of the facade. In addition, heat that accumulates the convection chamber is evacuated, so that the inner element is perfectly protected from direct solar inputs. 34 3.2.2 CONSTRUCTION PROCESS In the case of ventilated façade, the enclosure is built from the inside out, allowing the work to be performed simultaneously inside (finishes, flooring, partition walls, plaster ...) and the outer face thereof. 1. Inner leaf First is the inside of the front sheet lightweight masonry blocks. In order to ensure a seal and allowing a suitable thermal and acoustic insulation, it is desirable to plaster or revoque with waterproof mortar the wall surface of lightweight masonry facing the camera, at least outwardly grouting vertical joints. After mortar in outer part, we will place the thermal insulation in panel form. At the same time are placed keys the outer sheet. The keys to fixing the exterior sheet in any case should be in sight. If necessary insulation materials are added in the areas that may appear thermal bridges. Lifting the inner leaf is useful to place simultaneously rims in the holes. This ensures the correct setting out of the facade and the seal is provided here. 2. Outer leaf Finally the outer sheet is executed (mortar avoiding falling within the camera if it is a leaf of brick), leaving the holes needed to ensure ventilation thereof. Keep in mind the high exposure of the outer sheet, which may suffer changes in temperature of 50 °C and 80 °C, depending on their color. Therefore, this sheet should not present any rigid connection with the building and be constructed with joints necessary to ensure free deformation. Each building and each situation will require a precise study of the joints, although it is recommended that the distance between them never exceeds 15 meters. The thickness of these joints will be between 10 and 20 mm. The maximum height of the outer sheet will be limited by its own stability. The blade should be supported in some way at the edges of the floors of each one, two or three plants. Each section of the outer sheet should be independent of the lower and higher. There will be a horizontal joint that will prevent any deformation of the support he can put you in contact with the bottom sheet. It is therefore advisable to first run the outer sheet of the top floor of the building and go down to the lowest floor. There is the possibility of constructing the outer leaf continuous throughout the height of the building, using keys that slide along guides integral with the structure, being necessary in this case reinforce the facade in bed joint reinforcement. 35 2.1. Keys and other unions The stability of the outer sheet is achieved by using keys that anchor to the inner leaf bearing or structural elements. The fastening system will only allow movement of the outer sheet in its own plane, avoiding the approach or separation of the inner sheet. The arrangement and mechanical strength of the attachment elements depend on various factors: the design of the key itself, the material, its placement, exposure of the building, the chamber depth, etc. It will require the manufacturers of these products the technical indications necessary for proper placing. The position of the keys and the amount will depend directly on their function, they must be correctly specified in the project. The distance between keys should not exceed 40 cm vertically and 90 horizontally, being suitable alternate available. The recommended amount of 35 to 50 cameras mm2/m2 to less than 10 cm. They can also distinguish two types of bindings: those that are distributed throughout the inner sheet fixing and exclusively in the heads of the floor. In the latter case the calculation should ensure the strength of the outer pane to the horizontal. When the outer sheet extends to the top of several plants, the weight of higher plants compensates for the horizontal tensile stresses that can result in lower plants. Only the top floor, the security of this coverage is a bit low and should increase the number of keys. The impossibility of subsequent maintenance of protection of these anchors and exposure to moisture are essential to make stainless steel. 2.2. The support of the outer pane in a building height. The greatest difficulty in the design of a ventilated façade exterior sheet heavy, raises the same support when building height exceeds reasonable limits as thin foil. For buildings over three stories is common the use of support in each slab, or every two or three floors. To minimize the thermal bridge that is supported by the outer ply in the slab, you can use any of the following systems: With metallic support, anchoring the edge of the floor supports for the outer pane. These supports are specially designed to support the bricks, stone veneers and the various boards that can be employed. The most common is the use of a fixed wing angle with the edge of the slab and the other flying to receive the load of the outer pane. The angle should be stainless steel, setting simple and robust and should also resolve the inaccuracies of the floor construction. The metal support should not reach the outside of the leaf, but stay about 2 cm to allow the rubber seal of the board. Between the profile and the material forming the outer skin of the facade have an insulating material to prevent thermal bridge at the edge of the slab. It is also very advisable to have a bib waters leading to the outside at the height of each support, protecting the screws and the profile (in brick walls, evacuation is usually done through the holes of the wounds, freeing one in three bricks in the row of support). Modify the edge of the slab with a small flight that allows the full support of the outer pane. 36 Use special ceramic, thick and high mechanical resistance, placed cantilevered over the edge of the slab and anchored thereto by stainless steel fasteners. 3.2.3 CONSTRUCTION SEQUENCE Figure 22. Sequence 37 In the picture we can see with grey color the parts of the façade that we are studying. We will close the 16 part the last because there, is programmed as entry of material for interior partitions, flooring, services… etc. 3.2.4 ORGANIZATION OF WORKS Figure 23. Organization of works This work schedule is for each little part of construction. There are 16 sequences, and this is for each part. There are parts that will have 5 days. 38 3.2.5 HUMAN SAFETY This work is classified as hazardous because the job is in high. the best solution is to work with a scaffold equipped with skirting board and double-rail as a collective protection. As a individual protection, workers should use harness, work clothes, gloves, protective boots and helmet. the worker has to know how lifting weight in the correct way. If the job is cutting some material, worker must to use protective glasses. The electrical devices must be in perfect conditions and grounded. 3.2.6 MACHINES, MATERIALS AND TOOLS NAME UNIT QUANTITY MACHINES drill screw u 1 radial saw u 1 MATERIALS Lightweight blocks 30x19x19 u 4940 Panel of polyurethane m2 304.98 Panel adhesive l 29.05 Cement mortar M 2,5 m3 13.94 Waterproofing cement mortar m3 2.9 Cement mortar M 5 m3 4.35 Plaster paste m3 4.35 Ceramic tiling m2 290.46 Plastic coating m2 290.46 TOOLS trowel to flat u 1 level u 1 trowel u 1 carrycot u 1 paint roller u 1 3.2.7 QUALITY CONTROL We must to check before built that the materials correspond to those specified in the control plan or, case, the specification the project. They have the documentation required. They are characterized by properties required. They have been tested, where established in the program Control. 39 During the execution we will check: -State of the support, the collapse or deviation from flatness should be able to be offset by the set of joints in brackets. -Stakeout and position of the brackets and modulation according to the project specification. -Check that the brackets are well calculated, which are placed according to project. -Check distance between brackets, flatness, alignment (tolerance ± 1 mm / m) and horizontal joint (> 2 mm per m). -Check that the insulation covers the entire outer face of the support wall and the resistant structure of the building and check its thickness. -Check that the width of the horizontal and vertical joints between tiles or plates, meet the tolerance established in the project. -Check that the building expansion joints coincide with a vertical board cladding system by a double bracket. -Check the execution in accordance with construction details of the project or system (leaks, waste water, etc.) Upon completion of the ventilated facade they will be visited thereof, in order to verify that specifications are met dimensional established in the project. 3.2.8 SOME DETAILS Figure 24. Facade 46 DETAIL OF BASE OF CRANE Figure 28. detail base of crane 4.1.3 SETTING OF DANGEROUS ZONE During the installment works in some parts of the construction site, in bars, workplaces, and crossings the dangerous areas are appearing. In construction such areas are known as dangerous zones. In the beginning of construction works and during construction, dangerous zones in which constantly arise or may arise risk factors should be determined. The dangerous zones are dividing into two groups: 1. Dangerous zones, in which dangerous and or hazardous factors constantly affect the processes. 2. Dangerous zones, in which dangerous factors could appear. 1. Dangerous zones, in which dangerous and or hazardous factors constantly affect the processes, are: - Near the electrical equipment with non-insulated parts electric current (flow) (Table 1); - Fenceless zones at a height when height difference is 1.3 m and the higher; - Places where hazardous wastes and or the concentration of harmful substances in workplace air may exceed the limit values. 47 Voltage, kW Distances, limiting the dangerous zone from the fenceless uninsulated parts of the electrical equipment or from the vertical plane, which is the nearest power line wire, with a projection on the land, m < 1 1,5 1 ÷ 20 2,0 35 ÷ 110 4,0 150 ÷ 220 5,0 330 6,0 500 ÷ 750 9,0 800 (current) 9,0 Table 1. The boundaries of dangerous zones were the influence of electric current (flow) could appear. The boundaries (limits) of dangerous zones, were appear the risk factors of harmful substances exceeding should be determined by measurements. 2. Dangerous zones, in which dangerous factors could appear, are: - near buildings under construction and assembling (or dismantling) building structures or equipment; - places over which the structures or equipment installation (or dismantling) works are executing; - places over which a loads are lifting and transporting by cranes; - places where the machinery, their parts or work equipment are moving. This group of dangerous zones is determining by evaluating the possible fall distance of lifted element, which depends on the lifting height (Table 2). The lifting height of element, m The minimum possible fall distance of lifted element, m When the element lifted by crane When the thing (item) falls from the structure (building) < 10 4 3,5 < 20 7 5 < 70 10 7 < 120 15 10 < 200 20 15 < 300 25 20 < 450 30 25 Table2. Determination of the fall distance of lifted element. Dangerous zones, close to the moving parts of machinery and equipment is 5 m from them, if there is no more strict or additional requirements in instructions of machinery and equipment manufacturers. 48 Dangerous zones, which are constantly affected by danger and (or) nuisances, must be enclosed by fences that stops the workers with no right of access to such areas. Dangerous and hazardous areas must be fenced and marked by signal warning signs or otherwise clearly marked. The dangerous operations must be authorized. The determination of crane dangerous zones The limits of dangerous zones areas, where there is transfer of elements is performing by cranes, are determining by calculation the sum (the total distance) of horizontal projection of lifted element, the maximum dimension (length) of biggest element and it’s possible fall distance. The limits of dangerous zones near structures are determining by summarizing the maximum dimension (length) of biggest installed element and it’s possible fall distance. The limits of dangerous zones for construction planning (general plan) are recommended to determine by following: rlPR dangerous ++= Here (figure 29): r - possible fall distance of the biggest lifted element, m. (see Table 2) P – the reach of crane boom ( reach R ) and a half of lifted element length (or maximum dimension), measuring in meters and calculating according to formula: 2 l RP reach += Here: l – the biggest lifted element, m So: P = 33 + 3/2 = 34.5 m R = 34.5 + 3 + 5.5 = 43 m The figure below shows how to determine the dangerous zone for crane, as well as graphically visible dimensions needed to summarize. Figure 29. The determination of Will be considered the next risks: -Presence of obstacles. -Areas of way. - Jobs in proximity to high voltage power lines. The prevention measures, for the first four are specifications established on the basis of the following legal texts: - Royal Decree 836/2003 of 27 June, approving a new Technical Instruction "MIEAEM2" Regulations Lifting and handling equipment, referring to tower cranes for construction or other applications. - Royal Decree 1215/1997 of 18 July laying down m by workers in teams. It should be borne in mind also that through Article 5 of the ITC is established in the UNE 58 strength and safety removable crane w what we have for each of the assumptions made as follows: 49 The determination of crane dangerous zones Will be considered the next risks: Jobs in proximity to high voltage power lines. The prevention measures, for the first four are specifications established on the legal texts: Royal Decree 836/2003 of 27 June, approving a new Technical Instruction Regulations Lifting and handling equipment, referring to tower cranes construction or other applications. Royal Decree 1215/1997 of 18 July laying down m inimum safety and health for use It should be borne in mind also that through Article 5 of the ITC - MIEAEM2, binding established in the UNE 58 -101 - 92, Part 2: Lifting heavy equipment. Terms of and safety removable crane w orks. Conditions of installation and use with have for each of the assumptions made as follows: The prevention measures, for the first four are specifications established on the Royal Decree 836/2003 of 27 June, approving a new Technical Instruction Regulations Lifting and handling equipment, referring to tower cranes inimum safety and health for use MIEAEM2, binding 92, Part 2: Lifting heavy equipment. Terms of orks. Conditions of installation and use with 50 Presence of obstacles In paragraph 7.3 of the UNE 58-101-92, states: "The vertical clearance between the pen and the last area of movement of personnel shall be 3 m minimum. If the load or empty hook passes within 3 m of the area, will be necessarily placed on it enough to prevent the indicators of his approach. This means that when the crane weathervane turn must respect the next distances: Figure 30. Horizontal and vertical obstacles As you can see, we are not inclined to use signaling and also taking into account the flexibility of these structures, we have considered a minimum distance between the tip of the arrow and the nearest obstacle of 2 m Walkways in paragraph 4.1 of the UNE 58-101 92 states: "The minimum clearance for the passage of personnel, among the most prominent parts of the crane and any obstacle is 0.60 m wide and 2.50 m high. In case of failure application of this condition will prohibit the access of staff to this area dangerous”. Figure 30, 31 Figure 31. Safety distances 51 Obstacles in proximity of high voltage power are lines referenced in paragraph 4.1 of the UNE 58-101-92, states: “At no time any part of the crane and its suspended loads, can enter contact with power lines. If these lines are high voltage power should exist between these lines and these items a safe space of 5 m, as minimum, measured in horizontal projection”. Figure 32 Figure 32. Distance with electrical services We can see below the section of the building with the position of the crane, and below of this picture is the position in aerial view. Figure 33. Position of crane with cross section 52 Figure 34. position and radio of crane 4.1.4 TEMPORARY ROAD Temporary roads in the building places are used to bring construction materials , etc. Temporary roads are built combining with existing roads to reach warehouses, work places, machines and etc. outside the building place. In our building site is 6 meters of width and 21.7 meters of length. 4.1.5 TEMPORARY STORAGE BUILGINGS AND SITES We have in the construction site two storage buildings of (4.80 m x 2.40 m), and an uncovered area of 35.7 m². That places are enough to keep all storages and stockpiles of materials, little machinery, etc. 53 4.1.6 TEMPORARY BUILGINGS To satisfy our needs we will put in our construction site three workers buildings of (4.80 x 2.40 x 2.60 ) m, one management office of (3.70 x 2.40 x 2.60) m, one temporary toilet and shower building of (4.80 x 2.40 x 2.60) m. Knowing the number of workers that are working simultaneously we can calculate the number of temporary buildings. We will can leave these buildings when the interior of our building will be habitable. We put one or more areas for functions performed by temporary buildings. ROOMS AND TOILETS NEEDS Before starting the work 2 m2 / Worker with minimum height of 2.30 m. Banks, lockers, racks and so on. Toilets and showers 1/10 Workers. Mirrors 1/25 Workers Length = safety clothing. Toilet 1.00 x 1.20 m and H = 2.30 m 1/25 men workers and 1/15 women workers separated. You can rent a room in other building. Drain. Information: http://www.consmetal.es/casetas-de-obra.html 4.1.7 TEMPORARY BUILGINGS We will need a temporary electricity supply installation with counter to electric company. Mostly of works will need electricity to be done. For example tower crane needs electricity continuously. Our installation will be of an individual 4x16 mm² derivation. Justification of individual 4x16 mm² derivation P=/3.u.i.cos f Where: P = Power in W U = Voltage in volts for three-phase system as is in the case 400V I = intensity in A. cos f = power factor (in Spain is considered 0,9) I max adm = maximum admissible intensity in A. I= 40 A I= 63 A (intensity of the protection element) (the switch of the box) I max adm= 80 A according to rebt itc-bt 19 tabla 1 (Spanish rules REBT 02) 54 So: I ab < I n < I max adm (justification that satisfies the individual derivation overload). Figure 35. Individual 4x16 mm2 derivation 55 4.1.8 CONSTRUCTION SITE LIGHTING To calculate the number of luminaries necessary for the correct illumination of the work, is used the following formula: N= E×A ∅n ×Fu ×Fm Where: N: Number of luminaries required. E: Average luminance in lux. ∅n: Flow Rate of the lamp in lumens. Fu: Factor of use. Fm: maintenance factor. A: Local Area The surface of the work area is 1678 m², to be illuminated with an average illumination of 15 lux, with 1x150 W metal halide lamps, which produce a luminous flux of 10,000 lumens per lamp. Will be used a normal maintenance factor 0.95. Data from the lighting area are: Length: 54.00 m. Width: 37.00 m. Height: 4.50 m Index: K =(l × b)/h(l+b) = 1678 / 4.5 (37 + 54) = 6 With this index, and media with colors for floors and ceiling, and clear to the walls, is a factor in initial use in direct lighting luminarie 1. N= 15×1678 10000 ×1 ×0.95=2.6 ≈3 lamp Thus the number of lamps required for proper lighting of the premises is: By calculation we have obtained, the need to place a minimum of 3 lamps. 4.1.9 TEMPORARY WATER SUPPLY Of course will be needed a temporary water supply for our works. Will be installed a general accountant in the building fence connected to the water supply rush of the city placed close to the road. The future temporary water supply line will require an accountant, stopcock general, pipe tube 32mm in diameter (is the standard diameter in Spain), wash step and tap.