| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 91, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n5.7.30 Examples of detailing\n\n7712 -4-150 B1\n7712-3-150 Bl\n\nee\n\nSF 4leb DULL el\nPSS SHEEC TT) Ti\n|| eH\n\n \n \n \n\n \n \n\n4710-2-300 T2\n\n10T 10-2-300B2\n\n4110-6-300B2 3-475\n\n4710-6-300T2\n\n \n\n \n \n\n \n\n|\n|\n| SFL\n\n \n\n \n\nLT | lao RS gT10-2-30072\n15T10-5-150 | | eH\nU-Bars\n| | |_|\n\n10T10-2-300B2\n\n \n \n \n\n7712-8-150B1 7712-13-150T1\n\n7712-12-150B1\n\n \n\n7712-9-150T)\n7710-10-300T2\n\nTYPICAL STAIRS\nShows flights “A’,\"B\" and landing detailed on plan\n\n‘tog eI\n7 58h\nJ\n\n15 710-5-150\nSee drg no...\n4T10-6-300\n\n \n \n\n7712-3-150\n\n7712-1-150\n\nTYPICAL STAIR FLIGHT\nShows flight \"A’ and part-landing detailed on section\n\nIStructE Detailing Manual 105", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0091.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 92, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n6.1 Concrete inserts\n6.1.1 Types\nConcrete inserts may be of the following types:\n\ncast-in\n\nbonded with resins\n\nbonded with cementitious grout\nexpanding\n\nshot-fired.\n\nFixings are usually characterized by their shape. or the\nway in which anchorage to the concrete is achieved and\nsometimes by the purpose for which they are used. A wide\nvariety of studs, eyes, rods, hangers, loops. bolts. channels,\nsockets, blocks and nails may be installed, but in all cases\nthe manufacturer's advice and installation instructions\nmust be strictly adhered to.\n\n6.1.2 Problems and solutions\n\nProblems are usually brought about by a lack of technical\nknowledge of the fixing, a failure in communications\nbetween supplier and installer or a misunderstanding of the\nprinciples of the fixing. Problems may also be induced by\nthe location of the reinforcement, the formwork system\nemployed or the compactive effort used in placing the\nconcrete.\n\nAlways consult the supplier of a fixing before it is\ndetailed and ensure that the installation is specified on the\ndetail drawings and contract documents. Particular atten-\ntion should be paid to the following:\n\nedge distances and spacings of fixings. particularly when\nused in groups\n\nconcrete strength and aggregate size\n\nhole diameter and depth\n\nproximity of reinforcement and any special reinforce-\nment to hold the fixing in place\n\nfixings to be used with lightweight aggregate concrete\n\nspecification of components to be set in concrete using\njigs to prevent displacement\n\nsetting-out of fixings on drawings using reference lines\nand running dimensions\n\ncover requirements for fixing and reinforcement\n\nrecommendations regarding compatibility of materials.\n\n6.1.3 Durability\nThis covers three aspects:\n\ncorrosion (normally applies only to ferrous fixings,\nalthough the normal rules of galvanic action must still\nbe observed)\n\nfire resistance (if the fixing is not protected with the\nrequisite amount of fireproof material a fire test\nshould be carried out)\n\nlong-term performance.\n\nIn all these, guidance must be sought from the manufac-\n\nturer before the installation is specified.\n\n6.2 Corbels, half-joints and nibs\n\nThe detailing of these elements must relate to the design\nassumptions, and the designer should in all circumstances\nensure that the detailed design is clearly specified.\n\nPrevious page\n\nIStructE Detailing Manual is blank\n\nSpecific details\n\n6.2.1 Concrete corbels\n\nIn details (a) and (c) (see Fig. 27) the edge of the bearing\nand the inside of the welded transverse bar or the inside of\nthe main reinforcement in the form of horizontal loops\nshould not be less than the bar diameter. For detail (b) the\nbend should not commence before a bar size beyond the\nedge of the bearing plate. In all cases these distances\nshould be increased to the cover to the bar where this is\ngreater than the bar diameter. It can be seen that the total\nprojection of the corbel will be much greater in detail (b)\nthan in the other two details because a larger radius bend\nthan the standard radius may be required to limit the\nbearing stress of the concrete inside the bend. Because of\nthis, details (a) and (c) may be preferable; it is suggested\nthat detail (a) be used when using bars of size 20mm or\ngreater (see also Fig. 28) and detail (c) for bars of 16mm\nand smaller (see also Fig. 29).\n\nMain steel welded toa\ntransverse bar otf equal size\n\nHorizontal shear steel (Asv)\nas stirrups over upper\ntwo-thirds of d\n\n \n\n(a)\n\nOutside edge of bearing to be\nkept clear of bend in main\nreinforcement (minimum\nclearance =1bar size)\n\n \n \n\n(b)\n\nMain reintorcement in the form\n\nof horizontal loops\nZ\ni! ha\nil %\ni| Bars provided to anchor\n\nhorizontal stirrups\n\n \n\nDetailing rules\n\nthy ¢ 05h\n2.0-4<100 Ast /bd<13\n3.0:6<100(Agt +Agy)bd<2:0\n\n4. Other details as per diagrams\n\nFig. 27\n\n107", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0092.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 93, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nTwo column links should be This detail is suitable when using 20mm bars\nPlaced close to corbel top or greater for the main tensile reinforcement\n\nDistance between edge of bearing\nand inside of bar to be a minimum\nof the bar size or cover\nwhichever is greater\n\n|\n\nMain tensile bars welded\nto across bar of equal\ndiameter and to the\n\noI vertical compression bars\n\nLarge radius of\nbend required\n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\nHorizontal links. Total area\nshould not be less than 0-5 of\narea of the main tensile\n\nreinforcement\n\n \n\nN.\n\n \n\n \n\n \n\n \n\n \n\nTension lap |\n— UB\n\nCompression anchorage\n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\nSectional plan on A-A\n\nFig. 28\n\n108 TStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0093.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 94, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nTwo column links should be This detail is suitable when using 16mm size bars\nplaced close to corbel top or smaller for main tensile reinforcement\n\n4\n\n \n \n \n\n \n\nDistance between edge of bearing\nand inside of bar to be a minimum\nof the bar size or cover\n\nwhichever is greater\n\nLl ty\n= 7 HT\n\nt\nTension lap ————_ |\n\n \n\n \n\n \n\nMain tensile reinforcement.\nLarge radius of bend\nis required\n\nSecondary horizontal\nreinforcement. Total area of this\nshould not be less than 0-5\ntimes area of main tensile\nreintorcement\n\nOuter compression bars angled\nto pass inside links\nCompression anchorage 1\n\n3,4,5\n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\nSectional plan on A-A\n\nFig. 29\n\nIStructE Detailing Manual 109", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0094.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 95, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nHorizontal forces\n\nWhen corbels are designed to resist horizontal forces then\nadditional reinforcement should be provided to transmit\nthis force in its entirety. This reinforcement should be\nwelded to the bearing plate.\n\n6.2.2 Concrete nibs\n\nNibs are not usually greater than about 300mm deep. For\ndetailing requirements, the tension reinforcement that will\nbe near the top surface of the nib can be in the form of\nU-bars in the vertical or horizontal plane or straight bars\nwelded to a transverse bar.\n\nEffective depth\n\n|\n\nFig. 30 Vertical loops\n\n(a) Vertical loops (see Fig. 30)\n(i) size of links or U-bars to be not greater than\n\n12mm\n\n(ii) depth of nib not less than 8 plus two covers for\nhigh-yield bars or 6¢ plus two covers for mild-steel\nbars\n\n(iii) dimension a to be a tension anchorage length if\nU-bars are used and the width of beam is sufficient\nto allow this. If the width is not sufficient then a\nclosed link can be used with an additional longitu-\ndinal bar introduced as indicated\n\n(iv) if the nib is supporting a reinforced concrete\nmember then there should be a minimum horizon-\ntal overlap of reinforcement in the nib and rein-\nforcement in the supported member of 60mm\n\n(v) horizontal spacing of the links or U-bars to be not\ngreater than 3 times the effective depth.\n\nt\n\nEffective depth\nFig. 31 Horizontal loops\n\n110\n\n(b) Horizontal loops (see Fig. 31)\n(i) size of bar to be not greater than 16mm\n\n(ii) depth of the nib to be sufficient to provide\nadequate top cover to reinforcement in nib\n\n(iii) nib reinforcement to be placed on and wired to the\nmain reinforcement in the beam. If main rein-\nforcement is too low, then additional bars should\nbe provided (see below)\n\n(iv) dimension a should be a tension anchorage length\nand wired to at least two main longitudinal bars\n\n(v) lacer bar in the nib to be the same diameter as the\nhorizontal U-bar\n\n(vi) Horizontal spacing of the legs of the U-bar or\nbetween the legs of the U-bars to be not greater\nthan 3 times the effective depth.\n\n(c) Welded bars (see Fig. 32)\n\nRequirements will be the same as for horizontal loops.\n\n«— Full strength\nweld\n\nFig. 32 Welded bars\n\n6.2.3 Halved-joints\n\nThe preferred arrangement shown (see Fig. 34) does not\ninclude inclined links or bars as these are often difficult to\nfix properly. However. inclined links or bars can be used\nespecially when large size bars are required and a welded\nsolution is adopted.\n\nIStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0095.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 96, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nEffective\ndepth\nTied to at least two Horizontal ‘U’ bars.\nmain longitudinal bars Size to be not more\nthan 16\n\nLacer bars to be same\ndiameter as ‘U' bars\n\n \n\nPitch of ‘U'bars to be not more\nthan 3x effective depth\n\nSectional plan on A-A\n\nFig. 33\n\nIStructE Detailing Manual 111", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0096.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 97, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nCheck that any fixings required do\nnot interfere with reintorcement\n\nj<—a B B\n1\n| |\n\nAT toRer!-\n\nNominal hanser links\n\n \n \n\n \n\n‘U' bar 2\n\nDistance between edge of\nbearing and inside of bar to\nbe a minimum of the bar size\nor cover whichever is\n\n \n\n \n\nthe greater\n‘u’ bar same size\nas main bottom\nTension\nanchorage hh Full length links sufficient to resist\nt total reaction, equally spaced\n\n1 1\n\n2\n\n3\n\n4\n\n \n\nFig. 34 Halved joint.\n\n119 IStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0097.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 98, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n7.1 Introduction\n\nDesign and detailing of prestressed concrete are to a large\nextent inseparable and this section is therefore addressed to\nthe designer/detailer. Only those structural members that\nare commonly used are reviewed, although the principles\nare applicable to other prestressed concrete members.\n\n7.2 Drawings\n\nIn addition to the drawings showing the general arrange-\nment of the prestressed concrete structure and reinforce-\nment details, a separate set of drawings should be prepared\ndetailing the prestress to be applied. This set of drawings\nshould include the following information for each pre-\nstressed concrete member:\n\nlayout and arrangement of tendons\n\nsetting-out data for each tendon profile and tolerances\n\ntendon and duct types and sizes\n\nanchorage recess dimensions (if any)\n\nthe prestressing system that is detailed (if any)\n\nforce to be applied to each tendon and tensioning\nsequence\n\nlocation of grouting points and vents\n\nfor pretensioned members any tendons to be debonded\nshould be marked on sections and elevations and the\nmethod and length of debonding specified as illus-\ntrated in Fig. 35\n\nL, Debonded |\n\n1 length\n\n-$- Strands fully bonded\n\n-4- Strands debonded for 1700 from each end of beam\n-- Strands debonded for 4500 from each end of beam\n\n \n\nFig. 35 Debonded tendons\n\ntendons to be deflected should be clearly indicated and\ndimensioned both horizontally and vertically see (Fig.\n36) (radius of curvature to comply with the recom-\nmendations of the manufacturer of wire or strand)\n\nconcrete grade and minimum strength required at trans-\nfer of prestress\n\nrelevant design parameters assumed:\n\nrelaxation of prestressing steel\n\nfriction characteristics\n\nanchorage draw-in\n\nmodulus of elasticity of steel and expected tendon\nextensions\n\nmovements of permanent structure at stressing\n\nvariations in camber\n\nIStructE Detailing Manual\n\nPrestressed concrete\n\nrr\n\nElevation\n\n \n\n60\n\nSection A-A Section B-B\n\n-- Straight strands\n-#- Deflected strands\n\nFig. 36 + Strand positions not used\n\nfor precast members: test arrangements, handling and\nstocking requirements.\n\nIt should be clearly stated that the choice of prestressing\nsystem is left to the contractor where no system is shown on\nthe drawings or where an alternative system to that detailed\nis permitted.\n\nIt should also be stated on the drawings that any\nalternative proposed by the contractor should be checked\nby the original detailer/designer, particularly any reinforce-\nment modifications that may be required.\n\n7.3 Components\n\n7.3.1 Pretensioned units\n\nPretensioned units must be suitable for precasting. Bearing\nplates or similar components should not project below the\nelement in to the soffit form to allow elastic shortening to\nthe member to take place.\n\nTendons\n\nTendons should be in vertical rows with spacing and edge\ncover compatible with the maximum size of aggregate to\nallow placing and compaction of the concrete. For symmet-\nrical concrete sections, the centroid of the tendons should\nlie on the vertical centroidal axis (see Fig. 37).\n\n7.3.2 Post-tensioned units\n\nTendons and anchorages\n\n(a) Tendons may consist of wires, strands or bars, pro-\nduced in accordance with BS 5896 or BS 4486. Several\ndiameters and types of wire and strand are in common\nuse, but it is recommended that only one particular\ntype should be employed on a specific project to\nobviate errors during installation. Prestressing bars are\n\nU3", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0098.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 99, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nTendon\nlocations\n\n \n\nDimensions to suit >\naggregate size and 4 {\nconcrete compaction _.|\n\nPretensioned section\n\n \n\nFig. 37 Symmetrical tendon locations\n\nalso available in several diameters (see Tables 24, 25\nand 26).\n\n(b) Post-tensioning anchorages should be of proprietary\nmanufacture and meet the requirements of BS 4447.\nThey may be either live (stressing), dead-end or\npassive anchorages or anchorage couplings. Each\nmanufacturer produces a range of suitable anchorages.\n\nTendon ducts\n\n(a) A tendon duct should be identified by its internal\ndiameter, which should be that recommended by the\nprestressing equipment supplier for each size and type\nof tendon.\n\n(b) Ducts may be formed in several ways, most commonly\nby using semi-rigid corrugated steel sheathing, which\nmay be bent to suit the tendon profile. Rigid steel\nsheathing is occasionally used on special projects,\nsometimes pre-bent to radius.\n\n(c) External diameters of sheathing vary, depending on\nthe type and depth of corrugations, for which due\nallowance should be made when considering spacing,\nclearances and reinforcement details.\n\n(d) The detailing should enable the sheathing or duct\nformers to be adequately fixed or supported to prevent\ndisplacement.\n\nDuct spacing and cover\n\nThe minimum spacing and cover to ducts are specified in\nCodes of Practice and Standards, taking account of the\ngrouping of tendons, the exposure conditions of the\nstructure and the maximum size of aggregate. Tolerances\nrelating to the position of ducts should be stated in\naccordance with the relevant Codes of Practice.\n\nMultiple layer tendons\n\nMultiple layer tendons should be arranged in vertical rows\nwith sufficient space between the rows to facilitate proper\nplacing and compaction of the concrete without damage to\nthe sheathing (see Fig. 38).\n\nCurved tendons\n\nWhere tendon profiles are curved, vertically and/or hori-\nzontally, sufficient concrete must be provided to give full\nsupport to the duct to prevent the radial force from pulling\nthe tendon through the wall of the duct. The spacing of\nducts may need to be adjusted to comply with Codes of\nPractice. The radial stresses on the insides of curves of\nsmall radius are considerable. Increased duct spacing and\ntensile reinforcement will normally be required (see also\nsubsection 7.4).\n\nRecommendations on the minimum radius of curvature\nof tendons may be obtained from the prestressing equip-\nment supplier who will take into account the bending,\nwithout damage, of the sheathing and the installation of the\n\n114\n\n \n \n \n\nTendon\n\nDimensions to suit\naggregate size and _\nconcrete compaction } ' 2\n\nPost - tensioned section\n\nFig. 38 Symmetrical tendon locations (multiple-layer\ntendons)\n\ntendon. Very small radii may require the use of specially\nmade preformed rigid sheathing. In some circumstances,\nlarger diameter sheathing may be required locally.\n\nMinimum straight length of tendon\n\nIn order to ensure that the elements forming the tendon\nbear an equal proportion of the prestressing force at the\nanchorage, it is necessary for the duct to be straight where it\nconnects to the anchorage. The recommended length of\nstraight tendon may usually be obtained from the anchor-\nage manufacturer (see Fig. 39).\n\nStraight length from\nanchorage manufacturer\n\nAnchorage\n\n \n\nFig. 39 Minimum straight length of tendon\n\nGrouting points and vents\n\nGrouting points (see Fig. 40) are associated with anchor-\nages and should have facilities for connection to high-\npressure grouting equipment. Vents are required at all high\npoints to prevent air-locks. For long tendons, intermediate\nvents may be advisable at low points, and in an emergency,\nthese can be used as intermediate grouting points.\n\nGrout vents may be combined with sheathing couplers in\nwhich a short steel tube is riveted to the coupler. Alterna-\ntively, a plastic saddle vent is placed in the desired position\nagainst a compressible gasket to prevent leakage and wired\nto the sheathing.\n\nA hole is punched in the sheathing through the vent pipe,\nusing a soft steel punch so as not to damage the tendon. A\nplastic pipe is connected to the vent pipe and placed\nvertically to protrude above the surface of the concrete; an\ninternal diameter of not less than 20mm is recommended.\n\nIStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0099.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 100, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nTable 24 Dimensions and properties of cold-drawn wire from Table 4 of BS 5896: 1980\n\n \n\n \n\n \n\n \n\n \n\nnominal diameter | nominal tensile strength | nominal cross-section | nominal mass | specified characteristic breaking load\nmm N/mm? mm? e/m | kN\n7 1570 38.5 302 60.4\n7 1670 64.3\n6 1670 28.3 222 47.3\n6 1770 50.1\n5 1670 19.6 154 32.7\n5 1770 34.7\n4.5 1620 15.9 125 25.8\n4 1670 12.6 98.9 21.0\n4 1770 22.3\n\n \n\n \n\n \n\n \n\nTable 25 Dimensions and properties of strands from Table 6 of BS 5896: 1980\n\nspecified characteristic\n\n \n\n \n\n \n\n \n\ntype of strand nominal diameter |nominal tensile Strength rominal steel area | nominal mass breaking load\nmm N/mm? m? g/m kN\n7-wire standard 15.2 1670 1090 232\n12.5 1770 730 164\n11.0 1770 557 125\n9.3 1770 408 92\n7-wire super 15.7 1770 150 1180 265\n12.9 1860 100 785 186\n11.3 1860 75, 590 139\n9.6 1860 55 432 102\n8.0 1860 38 298 70\n7-wire drawn 18.0 1700 223 1750 380\n15.2 1820 165 1295 300\n12.7 1860 112 890 209\n\n \n\n \n\nTable 26 Dimensions and properties of hot-rolled and hot-rolled-and-processed high-tensile alloy steel bars from Table 1 of\nBS 4486: 1980\n\n \n\n \n\n \n\n \n\n \n\nnominal nominal cross-sectional area nominal mass\ntype of | nominal tensile smooth ribbed smooth ribbed characteristic\nbar size Strength surface bar bar bar bar breaking load\nmm N/mm? mm? mm? kg/m kg/m kN\nhot rolled 20 smooth 314 349 2.47 2.74 325\n25 1030 or 491 538 4.04 4.22 505\n32 ribbed 804 874 6.31 6.86 830\n40 1257 1348 9.86 10.58 1300\nhot rolled 20 smooth 314 349 2.47 2.74 385\nand 25 1230 or 491 538 4.04 4.22 600\nprocessed 32 ribbed 804 874 6.31 6.86 990\n\nIStructE Detailing Manual 115", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0100.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 101, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nPlastic vent pipes should be adequately supported —\n\npossibly by the insertion of a loose-fitting reinforcing bar or\nlength of prestressing strand.\n\nThe grouping of grouting and vent pipes at a single point\nshould be avoided.\n\nGrout\npipes\n\nA Vent pipes\n\n \n\na\n‘ > 2\n99}\n\na----—\ncc\n\noT\n\n \n\nQo1\noe\n\nFig. 40 Grouting points and vents\n\nDuct profile\nThe duct profile should preferably be given in tabular form,\nthe horizontal and vertical dimensions being based on a\ndatum that is easy to identify on site. The profiles for each\nvertical row of ducts should be tabulated separately, with\nX-, y- and z-coordinates (see Fig. 41).\n\nDimensions should be to the centre of the duct or ducts\nand should be sufficiently frequent to define adequately the\nprofile, taking account of its radius of curvature.\n\n \n\nDistance atong\nmember (intervals\nato or 20 of span)}\nOrdinate above\n\n \n \n \n \n\n \n\nsoffit,y mm\nTendon @ 1340 = 1203 1061 938 833\nTendon @ 888 771 679\n\n \n\n \n\nDistance along\n\nmember.\n\nDistance from\n\noutside face,z mm\nTendon @\n\nTendon @\n\n560\n1020\n\n300 150 105\n\n770 600 570\n\n \n\nNote : All dimensions to duct centre lines\nFig. 41 Duct profiles\n\nAnchorages\nIf the structure is detailed for a particular prestressing\nsystem, an outline of the anchorage should be shown; it\nshould be axially in line with the last straight length of\ntendon. The spacing and edge distance should not be less\nthan those recommended by the manufacturer.\n\nIf the structure is not detailed for a particular system then\na general outline should be drawn that would generally\nencompass approved systems.\n\nAnchorage recesses (see Fig. 42) should be dimensioned\nto provide adequate working clearance to the stressing\n\nIStructE Detailing Manual\n\n*\n*\nco\nPart plan\n\n>\n\n*\n\n**\n\n*Key dimensions required\n\nlL\n\n \n\nSection End elevation\n\nFig. 42 Anchorage recesses in end block\n\nequipment and sufficient depth to ensure that they can be\nsubsequently filled with mortar or concrete to provide\ncorrosion protection. Reinforcement may be required to\nretain the concrete or mortar filling; a convenient method is\nto screw small diameter bars into sockets provided in the\nfaces of the recess.\n\nWorking clearances\n\nSpace should be provided in front of the anchorages to\nenable the stressing jack to be lowered into position with its\noil pipes, to be extended in line with the tendon and to be\nremoved after stressing (see Fig. 43). There must be\n\n \n\nA Total clearance recommended to allow removal of\nequipment after completion of stressing\n\nB Overall length of stressing equipment including extension\nC Overall length of equipment before stressing\n\nFig. 43 Jack clearances\n\n117", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0101.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 102, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nsufficient space for the operators to stand alongside the (c) Tensile stresses occurring on the faces of end\n\njack.\n\nWhere the permanent works cause a temporary obstruc-\ntion to the stressing operations, they should be detailed to\nallow for the completion of construction after stressing,\ne.g. wing and facing walls.\n\n7.4 Reinforcement detailing\n\nIt is necessary to identify the areas in the structure that are\nsubject to tensile forces, and the clauses in this subsection\nrelate to the detailing of reinforcement in these areas. As\n\na =\npon\npo\n\n+—,——4\n\nFig. 44 Overall equilibrium of end block\n\nfor reinforced concrete, all the reinforcement in any one\npart of a concrete member should be detailed on one\ndrawing.\n\n7.4.1 End blocks in post-tensioned members (see\nreference 10.4.1)\nAn ‘end block’ is that zone of a prestressed concrete\nmember in which the prestressing force is dispersed from\nthe tendon anchorages to an approximately linear distribu-\ntion across the section.\n\nReinforcement in end blocks should be detailed to\nensure satisfactory behaviour of the end block under the\nfollowing effects:\n\n(a) Overall internal equilibrium of the end block\nBoth vertical and horizontal equilibrium should be\nconsidered and reinforcement provided to resist the\ntensile forces induced (see Fig. 44).\n\nTensile bursting forces behind the anchorage\nThese forces act normally to the line of the prestressing\nforce in all lateral planes. The reinforcement to resist\nthese forces is normally provided as closed hoops or\nspirals. Because the tensile forces act in all lateral\nplanes the reinforcement will be stressed throughout\nits length, and it is essential that any hoops or links are\ndetailed with full tensile laps (e.g. BS 4466, shape code\n74, but with large radius bends to avoid crushing the\nconcrete).\n\nTo restrain the bursting forces effectively the rein-\nforcement should be positioned as near as possible to\nthe outer edge of the largest prism whose cross-section\nis similar to and concentric with that of the anchor plate\nhaving regard to the direction in which the load is\nspreading, and at least 50mm outside the edge of the\nanchor plate (see Fig. 45).\n\nReinforcement links for adjacent anchorages should\nbe overlapped and longitudinal bars positioned in the\ncorners. Where spirals are provided with some prop-\nrietary anchorages as part of the anchorage system,\nadditional reinforcement may be required to resist the\nbursting forces.\n\n(5)\n\n118\n\nForce\ndistribution\n\nblocks adjacent to the anchorages\n\nTo resist these stresses and prevent concrete spalling,\nreinforcement should be placed in two directions at\nright-angles as close to the end face as cover considera-\ntions permit.\n\n_ End blocks distribute high forces requiring large quan-\ntities of reinforcement in relatively small spaces. This has\ntwo consequences:\n\nResultant of\n\ndistributed\nB Cc force\n\\ wd |\n\n—_ Le\n* Shear\n\nTension\n\nCompression\n\n*Forces required to maintain\nequilibrium of block ABCD\n\nTheoretical prism\nassociated with\nhorizontal bursting\n\n \n \n \n \n \n \n \n\nPrism associated with\nvertical bursting\n\n \n\n \n\n \n\n \n\n \n\nHorizontal bursting\nreinforcement\n(extends to depth b)\nAnchorage. Vertical bursting reinforcement\n(extends to depth t)\n\nEnd elevation\n\nZone for positioning vertical\nbursting reinforcement\n\n \n\nbP\nZone tor positioning horizontal\n\nbursting reinforcement\n\nt=Least dimension\n\nSide elevation\nof member\n\nFig. 45 Location of bursting reinforcement\n\n(i) The forces in the reinforcement build up quickly over\nrelatively short lengths, and great care should be taken\nto ensure that the bars are anchored effectively. At all\ncorners, the bars should have large radius bends to\navoid crushing the concrete or should pass round a\nlongitudinal bar or tendon of at least the same dia-\nmeter.\n\nIStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0102.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 103, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n(ii) As well as the tensile forces described above there are\nsignificant compressive forces in end blocks, particu-\nlarly immediately behind the anchorages, which must\nbe resisted by the concrete. The reinforcement should\nbe detailed to allow the concrete to be properly placed\nand compacted.\n\n7.4.2 Secondary reinforcement\nWhile prestress is normally introduced into a member to\nenable it to resist bending moments and axial loads, it may\nalso contribute to the shear and torsion capacity. However,\nsecondary reinforcement may be required to enhance shear\nand torsion resistance, for crack control and for fire\nresistance.\n\nShear reinforcement in post-tensioned beams should\nconsist of open links or pairs of lapping U-bars so that the\ntendons can be easily positioned (see Fig. 46).\n\nPosition of\nducts vary\n\n \n\nFig. 46 Shear reinforcement\n\nThe detailer should be aware that Codes of Practice may\n\nrequire that:\n\n@ minimum areas of reinforcement be provided to control\ncracking in end blocks or shear requirements for\n\ne reinforcement be provided longitudinally to resist tensile\nforces caused by restraints to early thermal movement\n(e.g. by the falsework) before the member is stressed.\n\n7.4.3 Additional reinforcement around holes\n\nWhen holes occur in prestressed concrete members, the\ncompressive stresses in the direction parallel to the line of\naction of the prestress may be significantly increased (see\n“Fig. 47). Tensile stresses of the same order as the longitu-\ndinal stresses are also induced normal to the line of action\nof the prestress. Reinforcement may be required to resist\nthe tensile forces and the enhanced compressive stresses.\nThe reinforcement should be fully anchored into the\nsurrounding concrete.\n\nLocal reductions in cross-sectional area also occur at\ncoupler positions and at ducts for transverse, vertical or\ndiagonal tendons. These reductions may lead to substan-\ntially increased stresses that require additional reinforce-\nment.\n\n \n \n \n \n \n \n\n \n\n \n\n \n \n \n\n> _\n_ : —-_\nCompression\n—_ anchorage _—\nlength\n_ _—\n—_ Compression +a\n_ = a\np =\n_ +s\n> +s\n£\n— +d\n3\n- . ~_os\nTension §\n> anchorage +5\n— length _\n—_ =\n—_ =_\n\nFig. 47 Stress distribution and additional reinforcement\naround circular hole\n\nTStructE Detailing Manual\n\n7.4.4. Reinforcement to resist the normal component\nof the prestress\n\nAngular deviation of the tendon line causes forces normal\nto the tendon. Although these lateral forces are in equilib-\nrium when the member is considered as a whole, local shear\nforces and moments are induced, and these should be\nresisted by reinforcement,\n\nAs an example consider an anchorage blister on the\nflange of a box girder (see Fig. 48). The radial component\nof the prestress force (PR) is applied to the concrete along\nthe curved length of the tendon and is balanced by the\nforces at the end of the tendon (PV1, PH1 and PH2).\nReinforcement should be provided to resist the forces and\nmoments induced.\n\nPossible crack\n\n \n\nAdditional reinforcement\n\nAdditional reinforcement\nfor local bending\n\nFig. 48 Forces acting at anchorage blisters\n\nWhere the radial prestress component PR is applied near\nthe face of the concrete it may cause spalling. Reinforce-\nment links should be provided to transfer this force into the\nconcrete flange. They should be distributed along the\ncurved part of the tendon. Additional links should be\nprovided beyond the tangent points to allow for any\nmisalignment of the tendon.\n\nnA\n\nA\nPlan\n\n \n \n\n \n\nbeteaae\nthrottt\n\nA-A\nForces actingon\ncross section Moments around box\nFig. 49 Forces in box girder curved in plan\n\n119", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0103.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 104, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nWhen tendons are located in the webs of beams that are\ncurved in plan (see Fig. 49), the lateral force from the\ntendon is balanced by the combined lateral forces from the\ncompressions in the web and flanges. The distribution of\nforces induces bending in the web that should be resisted by\nreinforcement.\n\nThe radial component of the prestress force increases\nwith decreasing radius of curvature. In looped anchorages\nthe radial force is large, and local reinforcement similar to\nthat in end blocks is required (see Fig. 50).\n\n7.4.5 Reinforcement against grouting pressure\nIt is usually specified that tendon ducts should be grouted to\na pressure of 0.7N/mm/? (7 bars). In some circumstances,\nhigher pressure may be used in order to force grout through\nthe duct. Sheathing, anchorages and couplers are not\ndesigned to resist grouting pressure, which is consequently\ntransmitted to the concrete where it can induce tensile\nstresses.\n\nFig. 51 shows areas where tensile stresses are induced\nwhen the ducts are grouted. It may be necessary to provide\nreinforcement links around the ducts.\n\nPlan\n\nTensile bursting forces\n\nRadial forces\n\nElevation\n\n \n\n \n\n \n\nDucts in thin members\n\nLocal reduction in concrete section\nat couplers\n\noa\n\nLocal bending at rectangular ducts\n\n \n\nFig. 51 Tensile forces due to grouting pressure\n\n120\n\n7.4.6 Intermediate anchorages\n\nFig. 52 shows an anchorage within the body of a concrete\nmember. Under the localized action of the prestress force,\nan imaginary line AA will tend to deform to A’‘A‘ creating\ntensile forces parallel to the tendon. These tensile forces\nmay occur even when there is an overall compression in the\nmember from, for example, other prestressing tendons.\n\nLarge radius\nbend\n\n \n\nAN’\n\nAlternatively :-\n\nLarge radius bend\n\nFig. 52 Tensile forces and additional reinforcement at\nintermediate anchorages\n\nReinforcement fully anchored into the surrounding con-\ncrete should be provided each side of the anchorage\nparallel to the prestressing tendon.\n\nLocal tensile forces can also occur at anchorage coup-\nlings (see Fig. 53). When the coupled tendon is stressed the\nforce between the previously stressed concrete and the\nanchorage decreases, and the local deformation of this\nconcrete is reduced. Increased compressive forces are\ninduced adjacent to the anchorage and balancing tensile\nforces between adjacent anchorages. Cracking in the\ntensile zones should be controlled by distributing tendons\naround the cross-section, by providing fully anchored\nreinforcement to resist the tensile forces or by providing\nsome ayroupled tendons across the joint (reference\n10.3.1.4).\n\n7.4.7 Pretensioned members\n\nIn pretensioned members the axial prestress force is\ntransferred from the tendons to the concrete over a finite\nlength. When the tendons are released from the casting bed\nthe stress within the transmission length is reduced leading\n\nIStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0104.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 105, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nto an increase in the diameter of the tendon because of the\nPoisson effect.\n\nThis transmits a radial compressive force into the\nconcrete that is balanced by circumferential tensile forces.\nAdequately anchored reinforcement should be provided\n\nover the whole transmission length to resist these forces. If .\n\nthe tendons are distributed both vertically and laterally in\nconformity with the linear prestress distribution remote\nfrom the transmission zone effects, then the transmission\nzone will be in internal equilibrium without the need for\nany additional reinforcement. If the tendons are concen-\ntrated in groups the overall internal equilibrium of the\ntransmission zone should be considered and reinforcement\nprovided (see Fig. 54).\n\nIt is recommended that the end zone of a beam is\ndesigned and detailed as a reinforced concrete member\nwith longitudinal and shear reinforcement as necessary (see\nreference 10.3.3.13).\n\nIt is normal practice to provide sets of standard stirrups at\na closer spacing (e.g. 75 mm) in transmission zones that not\nonly occur at the end of members but also where tendons\nare debonded. This reinforcement is usually sufficient to\nresist the Poisson effect and equilibrium forces, as well as\nproviding adequate shear capacity (see Fig. 55).\n\n \n\nNote:\nRe identical\n\n \n \n\nForce\ndistribution\n\nFig. 54 End zones in pretensioned members\n\n7.4.8 Construction joints\n\nDetailing reinforcement should allow for possible locations\nof vertical and horizontal construction joints, which should\navoid cast-in components such as anchorages and couplers.\nWhere construction joints intersect the planes of tendon\nducts, they should be positioned to avoid areas with\nrestricted access for vibration equipment and scabbling\ntools.\n\n7.5 Other effects of prestressing\n\nInformation of the aspects below should be provided on the\ndrawings.\n\n7.5.1 Movements of the permanent structure\n\nDuring application of the prestressing forces to the perma-\nnent structure, horizontal movements arising from elastic\nshortening of the concrete members and vertical move-\n\nIStructE Detailing Manual\n\nEnd zone\n\n \n\n——\n—\n—.\n—\n—\n—\n—.\n—.\n—\n—\n—.\n—> _\n—. _\n— ~_—_\n—+ —\n—+. <<\n——. <_—\n—. __\n— __\n— _—\n—» _\n\nStage 2\nFig. 53 Tensile forces at anchorage coupling\n\nStress trajectories\n\n“Balanced”\nNo reinforcement\n\nChange in force distribution over length of end zone\n\nStress trajectories\n\nAdditional reinforcement\nrequired\n\nForce\ndistribution\n\nLength of debonding\n(see schedule)\n\nDebonded tendon\nBonded tendon\n\nTransmission zone\nof bonded tendon\n\nTransmission zone\nof debonded tendon\n\nFig. 55 Transmission zones in pretensioned members\n\nments due to the induced prestress will take place. The\nmovements will be transmitted to supporting falsework,\nwhich in turn will tend to move in sympathy. Clear\nindications of the expected movements and the method of\narticulation should be given to avoid overstressing both\npermanent and temporary structures. In particular, tem-\nporary restraints to movements should be identified, e.g.\nanchored sliding bearings.\n\n121", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0105.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 106, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nWhere prestressed concrete structures are formed on\nlong-span falsework that has greater flexibility than that of\nthe permanent structure, consideration should be given to\nthe effect of any residual deflection of the falsework\nimposing additional upward forces on the permanent\nstructure on completion of the stressing operations (see\nFig. 56).\n\nStage 1 Concrete\n\nstructure\nLong span\nfalsework\n\n \n\nInitial falsework deflection = Ay\n\nStage 2\nTendons stressed\n\n42 4\nr\nDeflection reduces to Az < Ay\n\nStage 3\n42 4 FATT\n\n/\n\n7\n\nResidual reactions on structure from\nfalsework left in position\n\nFig. 56 Effect of leaving falsework in position — case A\n\nStage 1\nConcrete\nstructure\n\nPreviously\nstressed\n\nLong span\nfalsework\n\n \n\nInitial falsework deflection = Ay\nStage 2\n\noat (SSS\n\nDeflection reduces toAg<Ay\n\n7 i\n\nResidual concentrated reactions on structure\nfrom falsework left in position\n\nCorresponding concentration of forces on falsework\n\nTendons\nstressed\n\nStage 3\n\nFig. 57 Effect of leaving falsework in position — case B\n\n122\n\nTo ensure that these temporary upward forces do not\noverload the permanent structure it may be necessary to\nrelease falsework in phase with the application of the\nprestress. Any tendency during stressing for the permanent\nworks to impose additional vertical downward forces on\nfalsework should be clearly stated on the drawings (see Fig.\n57).\n\n7.5.2 Variations in camber\n\nIn defining the dimensional tolerances of prestressed\nconcrete members, variations in the modulus of elasticity\nand elastic shortening of the concrete should be con-\nsidered. The effects of variations in camber are of great\nsignifiance at the detailing stage. As an example, variations\nin camber will occur between the adjacent units of a floor,\nwhich in turn will influence the average thickness of\nsubsequent floor screeds.\n\n7.6 Typical details\n\nFigs. 58 to 66 illustrate typical details in prestressed\nconcrete members and incorporate the recommendations\nmade in this manual.\n\nTransverse reinforcement in post-tensioned box girder\nFig. 58 shows the variation in reinforcement along a beam\nto accommodate the changes in level of the tendons.\n\nPost-tensioned end block, reinforcement\n\nFigs. 59 to 62 illustrate reinforcement in an end block. Each\nfigure highlights reinforcement that is provided for a\nspecific function as described in this manual.\n\nAnchorage details for prestressed silo wall\n\nFig. 63 illustrates typical anchorage reinforcement, which\nextends over the full height of the silo. The tendon should\nextend from the tangent point to the anchorage ina straight\nline, the buttress being dimensioned such that the mini-\nmum concrete cover is maintained to the tendons at the\njunction of the silo wall with the buttress and that adequate\njack clearance is provided.\n\nFlat-slab prestressing with unbonded strand\n\nFigs. 64, 65 and 66 show the typical three-drawing method\nof detailing by which the tendon layout, the tendon support\nbars and the additional bonded reinforcement are shown\nseparately. A typical example of the legend by which\ngroups of tendons and anchorage types and the tendon\nplacing sequence are indicated is shown in Fig. 64, while\nFig. 65 shows a typical support bar layout. The actual\nlayout may be modified by the contractor depending on the\nsupport system adopted so that the specified tendon\nprofiles are attained and adequate support provided. Fig.\n66 shows the reinforcement that is always required in the\ntop of the slab at columns, the end-block reinforcement and\nthe reinforcement needed in the bottom of the slab at\nmid-span in some design applications (see references\n10.4.4, 10.4.5 and 10.4.6).\n\nIn addition to the flat plate shown, other types of flat-slab\nare used — with drops, coffered or ribbed. The principles\nof detailing are however applicable to all.\n\nTStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0106.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 107, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nPe Pere Pere\n\n \n\n \n\nbe bo be baba\n\nElevation of tendon profiles.\n\n \n\nFig. 58 Transverse reinforcement in post-tensioned box girder\n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\nFig. 59 Post-tensioned end block — bursting reinforcement\n\nIStructE Detailing Manual 123", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0107.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 108, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nOC\n\nLE ISS]\n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\n \n\nNote:\nSome of this reinforcement\nresists shear forces\n\nFig. 61 Post-tensioned end block — vertical equilibrium reinforcement\n\n124 IStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0108.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 109, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n=e\noS\n\n \n \n \n \n \n\nNote:\nSome of this reinforcement\nresists diaphragm bending\nmoments\n\n \n\nFig. 62 Post-tensioned end block — horizontal equilibrium reinforcement\n\n25\n\\ Note:\n\nt Detail repeats over full\nAnchorage height of silo\n\n1000 1000\n\n25\n=|\n\n \n\n \n \n \n \n \n\n|\nCircumferential ¢ Buttress\nstrand tendons point\n\nPlan\n\n2 No. per\nanchorage\n\n2 No. straight\nper anchorage Silo wall\nreinforcement\n\n \n\nFig. 63 Anchorage detail for prestressed silo wall\n\nTStructE Detailing Manual\n\n125", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0109.png"} |
| {"pdf_file": "1585848076Standard_Methods_of_Detailing_Structural_Concrete_2nd_Edition.pdf", "page_num": 110, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n126\n\n \n\n*\n\nSo\n\nSo190\\1o\n\nOlEm~! ao °\nLI LE\na\nJ\nSS\n\n \n \n \n \n \n\n14500. O\n15500 5\n16500 ,\n\n2\nSo\nwo\nQD\n\nq——o\n\n \n \n \n \n\n13500\n\n \n\n \n\nq\n\n \n\n \n\n \n\n \n \n \n\n“a\ni\n\nWhite 43000 ait\n20n0.\nJEOLOROROLOTOROTORORORORE\n6 bs\nBlue \"9000 TTT\n\n \n \n\n \n\nOO ®\n\n \n\n{i—\na\niT\nPT\n\nSe IT\n\ntte\na\n\n \n\nTendon layout\n\n \n\nA-A '\n\nTendon quantity, length,color-code, elongation\nPlacing sequence (when required )\nwn Dimensions from reference line\nN to centreline of tendon group\n\nnu\n0. 20 One strand\n\n \n \n \n \n \n \n \n \n \n\n€lS Two strands\nxls\nwsl5 Three strands\n” Four strands\nFi t\n\n1x10 67 (added) oe Strands\n\nRed 4=75 Add strands\n\n3x24 50 (thru)\n\nBlue a=165 Will be marked with\none of the above\nsymbols\nEdge of slab\n\nNote:\n\nWhen more than one symbol appears on a tendon\ngroup, the number of strands equal the sum of\nthe symbol designations.\n\nFig. 64 Flat slab — tendon layout\n\nIStructE Detailing Manual", "page_type": "diagram", "image": "1585848076Standard_Methods_of_Detail_fde8e035_p0110.png"} |
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