Use of Enclosing and Temporary Special Structures

Available online at www.sciencedirect.com

ScienceDirect Procedia Engineering 117 (2015) 258 – 263

International Scientific Conference Urban Civil Engineering and Municipal Facilities, SPbUCEMF-2015

Use of Enclosing and Temporary Special Structures under the Reconstruction of Hydraulic Facilities in Saint-Petersburg Aleksandr Nikonorov*, Sergey Pavlov, Vitaly Terleev, Nikolay Arefiev, Vladimir Badenko, Yulia Volkova St. Petersburg State Polytechnical University, Politekhnicheskaya, 29, Saint-Petersburg, 195251, Russia

Abstract Currently in St. Petersburg problem of reconstruction of hydraulic structures on the small streams of the city is a particularly urgent problem. However, despite the fact that in recent years during such operations side by side with traditional technologies new methods are used, practically there is a lack of publications about organization and planning of hydraulic construction works. The authors of this publication enough acquainted with the history and current state of the work of this kind, which was the basis for this publication. The paper is based on a review of the key technologies used in the reconstruction of the hydraulic facilities in St. Petersburg. © 2015 2015The The Authors. Published by Elsevier Ltd. © Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of the organizing committee of SPbUCEMF-2015. Peer-review under responsibility of the organizing committee of SPbUCEMF-2015

Keywords: organization and planning of construction works; enclosing structures; cofferdam; sheet piling; pile foundation; granite lining; praams.

1. Cofferdams The oldest method is the "dry" reconstruction with the cofferdams. A cofferdam is a temporary structure designed to keep water and/or soil out of the excavation in which a bridge pier or other structure is built. When construction must take place below the water level, the cofferdam is built to give workers a dry work environment. Sheet piling is driven around the work site, seal concrete is placed into the bottom to prevent water from seeping in from underneath the sheet piling, and the water is pumped out. The word "cofferdam" comes from "coffer" meaning box, in other words a dam in the shape of a box [1-4]. * Corresponding author. Tel.: +7-921-385-2180; fax: +7 (812) 535-25-09 E-mail address: [email protected]

1877-7058 © 2015 The Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license

(http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of the organizing committee of SPbUCEMF-2015

doi:10.1016/j.proeng.2015.08.160

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It is known that serious works on the reconstruction of bridges and embankments of the city began after the disastrous flood of 1924 year, when, due to serious damage, became necessary to reconstruct the Palace Embankment, Prachechniy and other bridges over streams arising in the area of the Neva river. According to [5], for the repair of the Prachechniy bridge, part of the Neva’s river water area and the Fontanka’s watercourse was fenced by the earthen cofferdams, under cover of which in dry pit were carried out works to replace the pile grillage by reinforced concrete, icebreakers was restored and strengthened. It’s also known earlier uses of this technology in Saint-Petersburg. In 1914, in connection with the increasing traffic on the Ofitserskaya street, the bridge (now – Dekabrists bridge) was rebuilt by the engineer A.P. Pshenitskiy, its width increased from 13 m to 23.3 m. During the construction of the new bridge pillars were disassembled to the grillage, in the places where pillars were increased additional piles were hammered. Then concrete pillow was placed, after that new pillars was constructed. For this part of the Kryukov kanal, along with the bridge was separated by two transverse cofferdams, closed behind pillars. Water was removed by pumping, and then the work was done in a dry pit [6-8]. This technology is widely used in our time for the reconstruction of American bridges through the Obvodnyy kanal. Part of its watercourse was separated by cofferdams. These bridges were completely demolished and rebuilt, becoming a two-bearing, instead of six-bearing. Cofferdams is a classic way, when construction of hydropower plants take place [9]. Also cofferdams are widely used abroad, for example for the construction of Portland – Milwaukie Light Rail Bridge [10], the new Mississippi River Bridge [11] or Olmsted Locks the Ohio River [12]. 2. Sheet Piling Another well-known and widely used method is the organization of the sheet piling. Sheet piling is a solid sheet pile wall formed by steel piles (like "Larsen" sheet piling, flat sheet piling, z-shaped profile, as well as pipe and Hbeams) and immersed by the vibration, hammering or piling. Sheet piling is a waterproof barrier. Piling occurs by vibrators (Fig. 1) [13-15].

Fig. 1. Setup of sheet piling.

Sheet piling was used as an enclosing structure for the reconstruction of the Palace Embankment in 1925, after the aforementioned flood of 1924. With its examination, it was found that the beam, lying on piles, was damaged and first row of stones had settled. Under the cover of sheet piling the entire embankment from the Palace Bridge to Winter Canal and some meters after it was disassembled, pile foundation was reinforced and the wall was recreated [5]. Also with sheet piling usage reconstruction of the part of the Palace embankment near the house No.6 was held in our days, in 2001. According to the survey, in the transition zone from the horizontal section to the sloping significant deformations of the granite lining had occurred with the offset of the lower stones vertically up to 15 cm,

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beyond the wall to 9 cm. In this area the drawdown of granite paving and paving stones was observed. Area with significant deformations was recognized as an emergency. A new technology (the organization of the CFA micropiles) was applied due to the inability of traditional repair (lack of funds) [16]. Large reconstruction activities with the usage of sheet piling were carried out on the Griboyedov Canal Embankment within the area from Kazanskiy to Bankovskiy bridges (Fig. 2) also near the house No.101 and house No.114 in 2007-2014 years. Repair and reinforcement of the foundation and rubble masonry of embankment retaining wall; grouting of granite lining; dismantling, restoration and installation of granite paving stones, granite curbstones, granite cornice and metal-decor of the waterfront were made [17, 18]. Also sheet piling is widely using in reconstruction of other facilities and connected with them hydraulic objects [19].

Figure 2. Sheet piling on the Griboedov Canal Embankment, Kazanskiy Cathedral.

3. Calculation of sheet piling construction Further, the calculation of sheet piling is given as the most frequently used enclosing structure. The calculation is made on the stability of the sheet pile wall and the strength of the material at all stages of the construction work of enclosure. In addition, sheet piling calculated on non-leaching of soil [20] at the foundation, when pumping water from the pit, as well as filtration uplift [21-23] (in sandy and sandy loam soils). The conditions of sustainability of the structure against the overturning are as following: Mu ൑ (m/¤n) · Mz where: Mu – calculated overturning torque; Mz estimated restraining torque; m VRLOV ȖQVDIHW\IDFWRUIRUDUHDFRYHUHGE\ZDWHU 

(1) service factor (0.7 for weak

For single-stage (multi-stage) fixing of enclosure when checking stability of the wall fixing struts spot should be taken as a turning point. Driving depth of the piling determines from the conditions of sustainability of the structure. All the calculations could be made with the SCAD program tool, with the set of construction conditions. Also necessary to carry out the calculation of the reduction in capacity of the watercourse when it is narrowed by the sheet piling. The narrowing of the canal bed inevitably leads to reduction in capacity of the watercourse. This may lead to undesired sedimentation of transported alluvium in the watercourse. Therefore, the sanitary conditions becoming worse. Capacity of the watercourse after the narrowing can be determined as:

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Q = b · g1/2 · (2H0/3)3/2 · (1/(1 + Ƀ))1/2 (2) ZKHUHEQDUURZHGZDWHUFRXUVHZLGWK+IXOOK\GUDXOLFKHDGJJUDYLWDWLRQDODFFHOHUDWLRQȗFRHIILFLHQWRI resistance. For proper calculation of sheet piling flange level is required to know affluent (Z’) and drop (Z) of the watercourse:

­°Z' = (i f  i b )·(L e  L w ) + (i p  i b )·L p + ș 2 ·v 2 /(2g); ® 2 2 °¯ Z = i f ·(L e  L w ) + i p ·L p + ș ·v /(2g),

(3)

ZKHUH ș – tightness degree; if – friction gradient; ib natural watercourse friction gradient; Le – inlet sector length; Lw – vortex sector length; ip – channel friction gradient; Lp – spillway channel length; – watercourse speed; g gravitational acceleration. 4. Praams During the construction and reconstruction of bridges over the rivers there is a need to use the land cranes and pile drivers installed on vessels, as well as transport praams for transportation of various goods [24]. Praams should be completed of inventory metal closed-type pontoons. Permitted to use the metal deck barges with sufficient strength and rigidity of the body. If one wants to organize the floating support of several barges, the praams should be rigidly connected to each other in the transverse direction [25]. Praams of the pontoons should be used predominantly rectangular shape in plan with its pontoons symmetrically about the spine bearing pressure. Praams should have at least two pontoons along the praam, and at least two transverse to it. For security reasons, it is not allowed to use single pontoons. Praams are recommended to install flatly, i.e. with a side height of 1.8 m [6]. Praams were used even at the dawn of Saint-Petersburg as an element of the structure of floating bridges. In 1727, from the Church of St. Isaac of Dalmatia (which stood to the west of the Admiralty) first floating bridge (called St. Isaac’s) was imposed across the Neva. In the autumn it was removed and rebuilt only in 1732. Since then, it was aimed annually for 184 years [26]. The first bridge across the Neva consisted of anchored barges. Girders and flooring were stacked on them. In two points the bridge had a lifting parts for ship’s passage. In the future, all floating bridges in Saint-Petersburg were built on the same technology using praams [27]. Currently praams are used primarily as a support structure for the reconstruction of bridges as the place to produce the work or set construction equipment. In this form they were used for the reconstruction of the Blue Bridge over the Moika in 2013-2014 years. From them was carried out works on the alignment of the arched vault of iron tubing in the design position; thermo-abrasive cleaning of the arched vault of iron tubing; complex of works on repair of granite lining of the bridge pillars; repair of the arch concrete vault; repair of cast iron tubing; coloring of the cast iron elements and concrete structures [28]. 5. Summary In conclusion, it should be noted that all these methods are applicable in practice and have their pros and cons. Also some kinds of these technologies are applicable in civil engineering [29-31]. Praams are simple and easy to use, both for workers and for construction engineering. However, it is impossible for any serious work with the foundation and pillars of the bridge, as there is no drainage. Cofferdams a classic way, profitable in economic

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terms, since in addition to "dry" strengthening of the foundation, you can also clean the bottom of the watercourse. However, in the case of their use need to close the shipping. Sheet piling a modern way, in which one can strengthen support structures and not to close the traffic on the watercourse, as hedged only a limited space. However, the organization of sheet piling is rather expensive arrangement and one should keep in touch with the soil filtration and hydraulic conductivity [32-34]. References [1] M. Kamran, Temporary Structures. Cofferdams (2007) University of Washington. Department of construction Management, 13 p. [2] I.D. Lefas, V.N. Georgiannou, Analysis of a cofferdam support and design implications (2001) Computers & Structures, 26-28, pp. 24612469. [3] A.E. Andreyev, T.V. Ivanova, Kreplenie dna v sostave nizkonapornogo vodopropusknogo sooruzhenija, vozvodimogo naplavnym sposobom [Bottom paving as a part of the low pressure culvert erected by the float-on method] (2012) Magazine of Civil Engineering, 9, pp. 97-102. (rus) [4] M.P. Sainov, S.V. Khokhlov, Analysis of behavior of polymer screens of high earth fill cofferdams on the basis of the stress-strain state calculations (2013) Moscow State University of Civil Engineering (MGSU), 8, pp. 78-88. [5] V.I. Kochedamov, Naberezhnyye Nevy [Embankments of the Neva river] (1954) Stroyizdat, 170 p. (rus) [6] V.S. Zalenskiy, Mashiny dlya stroitelstva i montazha mostov [Machinery for construction and installation of bridges] (1968) Mashinostroyeniye, 376 p. (rus) [7] Bobrikov, B.V. Stroitelstvo mostov [Construction of bridges] (1987) Transport, 296 p. (rus) [8] S.R. Vladimirskiy, G.M. Yeremeyev, V.A. Milepin, V.N. Smirnov, Organizatsiya, planirovaniye i upravleniye v mosto- i tonnelestroyenii [Organization, planning and management in the bridge-and tunnel construction] (2002) Marshrut, 418 p. (rus) [9] N. Arefiev, N. Badenko, T. Ivanov, S. Kotlyar, O. Nikonova, V. Oleshko, Hydropower Potential Estimations and Small Hydropower Plants Siting: Analysis of World Experience (2015) Applied Mechanics and Materials, 725-726, pp. 285-292. [10] Hacker, T. Building the PortlandMilwaukie Light Rail Bridge (2011) Portland-Milwaukie Light Rail Project, pp. 9-16. [11] DeGraaf, F. New Missisipi River Bridge Project (2010) Missouri Department of Transportation, pp. 7-12. [12] C. Mansur, S. Durrett, Dewatering Cofferdam for Construction of Olmsted Locks (2002) Journal of Geotechnical and Geoenvironmental Engineering, 6, pp. 496-510. [13] N.V. Arefiev, Yu.V. Volkova, S. Ya. Pavlov, V.A. Oleshko, Development and technical and economic comparison of design decisions for prevention the entry of the superficial and ground waters to the territory of the Metallurgical terminal of port Ust-Luga (2011) Magazine of civil engineering, 5, pp. 16-24. (rus). [14] R. Jamshidi, I. Towhata, H. Ghiassian, A.R. Tabarsa, Experimental evaluation of dynamic deformation characteristics of sheet pile retaining walls with fiber reinforced backfill (2010) Soil Dynamics and Earthquake Engineering, 6, pp. 438-446. [15] N.V. Lichman, Primenenie sery i zoly TJeC Norilskogo regiona pri stroitelstve i rekonstrukcii gidrotehnicheskih sooruzhenij [The use of Norilsk region’s sulfur and hes ash for hydraulic engineering and reconstruction] (2011) Magazine of Civil Engineering, 8, pp. 29-34. (rus) [16] Smolenkov, V.U. Ispolzovaniye mikrosvay pri remonte naberezhnykh [Use of the micropiles at the repair of quays] (2009) Magazine of Civil Engineering, 8, pp. 9-11. (rus) [17] Vaganova, G.A. Stenka naberezhnoy kanala Griboedova (pravyy bereg) ot Kazansogo do Bankovskogo mosta [Project documentation overhaul facility] (2010) Lengiproinzhproyekt, pp. 21-32. (rus) [18] Chisherova, E.Y. Stenka naberezhnoy levogo berega kanala Griboyedova na uchastke ot Novo-Nikolskogo mosta do doma No.114 [Project documentation overhaul facility] (2011) Lengiproinzhproyekt, pp. 32-45. (rus) [19] S. Makarevich, S. Pavlov, V. Terleev, Redevelopment Project of Shuvalovsky Park (2015) Applied Mechanics and Materials, 725-726, pp. 1158-1164. [20] R.A. Usmanov, N.I. Vatin, V.A. Murgul, Highly compacted and reinforced soil beds as an efficient method to build artificial foundation based on weak soils (2014) Applied Mechanics and Materials, 680, pp. 474-480. [21] V.V. Terleev, V. Mirschel, U. Schindler, K.-O. Wenkel, Estimation of soil water retention curve using some agrophysical characteristics and Voronin’s empirical dependence (2010) International Agrophysics, 24(4), pp. 381-387. [22] R.A. Poluektov, V.V. Terleev, Modeling of the water retention capacity and differential moisture capacity of soil (2002) Russian Meteorology and Hydrology, 11, pp. 70-75. [23] R.A. Poluektov, I.V. Oparina, V.V. Terleev, Three methods for calculating soil water dynamics (2003) Russian Meteorology and Hydrology, 11, pp. 61-67. [24] O. Hechler, A. Girkes, Efficient reconstruction of bridges with small and medium spans (2008) Improving Infrastructure Worldwide Symposium, pp. 9-18. [25] S. Chandrasekaran, A.K. Jain, Dynamic behavior of square and triangular offshore tension leg platforms under regular wave loads (2002) Ocean Engineering, 3, pp. 279-313. [26] A.L. Punin, Arkhitektura otechestvennykh mostov [Architecture of bridges] (1982) Stroyizdat, 152 p. (rus) [27] M.S. Bunin, Mosty Leningrada. Ocherki istoriii arkhitektury mostov Peterburga-Petrograda-Leningrada [Architecture of bridges] (1986) Stroyizdat, 280 p. (rus)

Aleksandr Nikonorov et al. / Procedia Engineering 117 (2015) 258 – 263 [28] A.B. Surovtsev, T.Y. Kuznetsova, Kapitalnyy remont obyekta "Siniy most cherez reku Moyku" [Project documentation overhaul facility] (2008) Institut Stroyproyekt, pp. 56-64. (rus) [29] N.I.Vatin, T. Nazmeeva, R. Guslinscky, Problems of cold-bent notched c-shaped profile members (2014) Advanced Materials Research, 941-944, pp. 1871-1875. [30] V. Chechevichkin, N. Vatin, Megacities land drainage and land runoff features and treatment (2014) Applied Mechanics and Materials, 641642, pp. 409-415. [31] J. Dunaevskaya, D. Zaborova, A. Churakov, A. Korsun, Influence of Cladding Material on the Vapor Permeability of Lightweight Expanded Clay Aggregate (LECA) Concrete (2015) Applied Mechanics and Materials, 725-726, pp. 529-536. [32] V. Badenko, V. Terleev, A. Topaj, AGROTOOL software as an intellectual core of decision support systems in computer aided agriculture (2014) Applied Mechanics and Materials, 635-637, pp. 1688-1691. [33] V. Terleev, V. Badenko, I. Guseva, W. Mirschel, Enhanced Mualem-Van Genuchten Approach for Estimating Relative Soil Hydraulic Conductivity (2015) Applied Mechanics and Materials, 725-726, pp. 355-360. [34] R.A. Poluektov, V.V. Terleev, Modeling the moisture retention capacity of soil with agricultural and hydrological characteristics (2005) Russian Meteorology and Hydrology, 12, pp. 73-77.

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