{"id":141,"date":"2018-02-14T15:16:09","date_gmt":"2018-02-14T20:16:09","guid":{"rendered":"https:\/\/pressbooks.bccampus.ca\/powr4406\/?post_type=back-matter&p=141"},"modified":"2022-01-05T22:47:25","modified_gmt":"2022-01-06T03:47:25","slug":"answers-to-chapter-questions","status":"publish","type":"back-matter","link":"https:\/\/pressbooks.bccampus.ca\/powr4406\/back-matter\/answers-to-chapter-questions\/","title":{"raw":"Answers to Chapter Questions","rendered":"Answers to Chapter Questions"},"content":{"raw":"
Units<\/div>\r\nProblem 1: \u03c3a<\/sub> = 200 MPa; \u03c3b<\/sub> = 31 ksi\r\n\r\nProblem 2: Wa<\/sub> = 46\u00d7103<\/sup> N; Wb<\/sub> = 10.9\u00d7103<\/sup> lb\r\n
Stress and Strain<\/div>\r\nProblem 1: Stress = 10.1 MPa; Strain = 0.05\u00d710-3<\/sup> (hint, pipe full)<\/em>\r\n\r\nProblem 2: Load = 5655 lb.\r\n\r\nProblem 3: It is safe (hint, \u03c3 = 115 MPa)<\/em>\r\n\r\nProblem 4: Sy <\/sub>= 44 ksi, any material with Sy <\/sub>> 44 ksi will be adequate\r\n\r\nProblem 5: \u03c3 rod<\/sub> = 127 ksi, \u03c3 cylinder<\/sub> = 25 ksi, \u03b5 rod<\/sub> = 4.2\u00d710-3<\/sup>, \u03b5 cylinder<\/sub> = 8.9\u00d710-4<\/sup>\r\n
Thermal Expansion<\/div>\r\nProblem 1: 6.34 cm below tank top\r\n\r\nProblem 2: 468 MPa; 0.00234; 919 kN\r\n\r\nProblem 3: 20 m; 186.3 MPa, using -54\u00baC in the winter, \u03b1 = 11.7\u00d710-6<\/sup> \/\u00baC\r\n\r\nProblem 4: 21.45 ksi; 180.2 kips, assuming Carbon Steel E = 30\u00d7106<\/sup> psi, \u03b1 = 6.5\u00d710-6<\/sup> \/\u00baC\r\n\r\nProblem 5: \u03c3 steel<\/sub> = 1727 psi; \u03c3 copper<\/sub> = 7895 psi\r\n
Pressure Vessels<\/div>\r\nProblem 2: DN500 Schedule 10 pipe\r\n\r\nProblem 3: MAWP = 690 psi\r\n\r\nProblem 4: Does not meet specifications\r\n
Properties of Areas<\/div>\r\nProblem 1: 7132.9 cm4<\/sup>; 1761.9 cm4<\/sup>\r\n\r\nProblem 2: 112.85 in4<\/sup>; 30.7 in4<\/sup>\r\n\r\nProblem 3: 44.32 cm4<\/sup>\r\n
Beam Reactions and Diagrams<\/div>\r\nProblem 1:\u00a0 SFmax<\/sub> = 58.8 kN; BM max<\/sub> = 44.14 kN\u00d7m\r\n\r\nProblem 2:\u00a0 SFmax<\/sub> = 4347 lbs; BM max<\/sub> = 18263 lbs\u00d7ft\r\n\r\nProblem 3:\u00a0 SFmax<\/sub> = 35.98 kN; BM max<\/sub> = 83.6 kN\u00d7m\r\n\r\nProblem 4:\u00a0 SFmax<\/sub> = 293.6 kips ; BM max<\/sub> = 2420.6 kips\u00d7ft\r\n
Beam Stress due to Bending Moments<\/div>\r\nProblem 1:\u00a0 72.3 MPa, safe\r\n\r\nProblem 2:\u00a0 Sx<\/sub> = 766.9\u00d7103<\/sup> mm3<\/sup>, W410\u00d746.1\r\n\r\nProblem 3:\u00a0 128.6 lb\/ft\r\n\r\nProblem 4:\u00a0 Various solutions, example: Side beams Hemlock for Smin<\/sub> = 126 in3\u00a0<\/sup>\u2234 choose 4\"\u00d716\"; deck boards 2\"\u00d712\" \u03c3req<\/sub> = 497.6 psi\u00a0\u2234 choose Eastern White Pine\r\n
Beam Deflection<\/div>\r\nProblem 1:\u00a0 1.9 cm\r\n\r\nProblem 2:\u00a0 0.26\"\r\n\r\nProblem 3:\u00a0 3.54\"\r\n\r\nProblem 4:\u00a0 depends on location, 37 cm @ 5.27 m from left end\r\n
Torsion in Round Shafts<\/div>\r\nProblem 1:\u00a0 0.66\u00d7OD, 66% weight savings\r\n\r\nProblem 2:\u00a0 182.4 MPa, 162.97 MPa\r\n\r\nProblem 3:\u00a0 198 mm\r\n\r\nProblem 4:\u00a0 75.38 MPa, 39.95 MPa\r\n
Bolted and Welded Joints<\/div>\r\nProblem 1:\u00a0 TBD\r\n\r\nProblem 2:\u00a0 TBD\r\n\r\nProblem 3:\u00a0 TBD\r\n\r\nProblem 4:\u00a0 TBD","rendered":"
Units<\/div>\n

Problem 1: \u03c3a<\/sub> = 200 MPa; \u03c3b<\/sub> = 31 ksi<\/p>\n

Problem 2: Wa<\/sub> = 46\u00d7103<\/sup> N; Wb<\/sub> = 10.9\u00d7103<\/sup> lb<\/p>\n

Stress and Strain<\/div>\n

Problem 1: Stress = 10.1 MPa; Strain = 0.05\u00d710-3<\/sup> (hint, pipe full)<\/em><\/p>\n

Problem 2: Load = 5655 lb.<\/p>\n

Problem 3: It is safe (hint, \u03c3 = 115 MPa)<\/em><\/p>\n

Problem 4: Sy <\/sub>= 44 ksi, any material with Sy <\/sub>> 44 ksi will be adequate<\/p>\n

Problem 5: \u03c3 rod<\/sub> = 127 ksi, \u03c3 cylinder<\/sub> = 25 ksi, \u03b5 rod<\/sub> = 4.2\u00d710-3<\/sup>, \u03b5 cylinder<\/sub> = 8.9\u00d710-4<\/sup><\/p>\n

Thermal Expansion<\/div>\n

Problem 1: 6.34 cm below tank top<\/p>\n

Problem 2: 468 MPa; 0.00234; 919 kN<\/p>\n

Problem 3: 20 m; 186.3 MPa, using -54\u00baC in the winter, \u03b1 = 11.7\u00d710-6<\/sup> \/\u00baC<\/p>\n

Problem 4: 21.45 ksi; 180.2 kips, assuming Carbon Steel E = 30\u00d7106<\/sup> psi, \u03b1 = 6.5\u00d710-6<\/sup> \/\u00baC<\/p>\n

Problem 5: \u03c3 steel<\/sub> = 1727 psi; \u03c3 copper<\/sub> = 7895 psi<\/p>\n

Pressure Vessels<\/div>\n

Problem 2: DN500 Schedule 10 pipe<\/p>\n

Problem 3: MAWP = 690 psi<\/p>\n

Problem 4: Does not meet specifications<\/p>\n

Properties of Areas<\/div>\n

Problem 1: 7132.9 cm4<\/sup>; 1761.9 cm4<\/sup><\/p>\n

Problem 2: 112.85 in4<\/sup>; 30.7 in4<\/sup><\/p>\n

Problem 3: 44.32 cm4<\/sup><\/p>\n

Beam Reactions and Diagrams<\/div>\n

Problem 1:\u00a0 SFmax<\/sub> = 58.8 kN; BM max<\/sub> = 44.14 kN\u00d7m<\/p>\n

Problem 2:\u00a0 SFmax<\/sub> = 4347 lbs; BM max<\/sub> = 18263 lbs\u00d7ft<\/p>\n

Problem 3:\u00a0 SFmax<\/sub> = 35.98 kN; BM max<\/sub> = 83.6 kN\u00d7m<\/p>\n

Problem 4:\u00a0 SFmax<\/sub> = 293.6 kips ; BM max<\/sub> = 2420.6 kips\u00d7ft<\/p>\n

Beam Stress due to Bending Moments<\/div>\n

Problem 1:\u00a0 72.3 MPa, safe<\/p>\n

Problem 2:\u00a0 Sx<\/sub> = 766.9\u00d7103<\/sup> mm3<\/sup>, W410\u00d746.1<\/p>\n

Problem 3:\u00a0 128.6 lb\/ft<\/p>\n

Problem 4:\u00a0 Various solutions, example: Side beams Hemlock for Smin<\/sub> = 126 in3\u00a0<\/sup>\u2234 choose 4″\u00d716″; deck boards 2″\u00d712″ \u03c3req<\/sub> = 497.6 psi\u00a0\u2234 choose Eastern White Pine<\/p>\n

Beam Deflection<\/div>\n

Problem 1:\u00a0 1.9 cm<\/p>\n

Problem 2:\u00a0 0.26″<\/p>\n

Problem 3:\u00a0 3.54″<\/p>\n

Problem 4:\u00a0 depends on location, 37 cm @ 5.27 m from left end<\/p>\n

Torsion in Round Shafts<\/div>\n

Problem 1:\u00a0 0.66\u00d7OD, 66% weight savings<\/p>\n

Problem 2:\u00a0 182.4 MPa, 162.97 MPa<\/p>\n

Problem 3:\u00a0 198 mm<\/p>\n

Problem 4:\u00a0 75.38 MPa, 39.95 MPa<\/p>\n

Bolted and Welded Joints<\/div>\n

Problem 1:\u00a0 TBD<\/p>\n

Problem 2:\u00a0 TBD<\/p>\n

Problem 3:\u00a0 TBD<\/p>\n

Problem 4:\u00a0 TBD<\/p>\n","protected":false},"author":239,"menu_order":2,"template":"","meta":{"pb_show_title":"on","pb_short_title":"","pb_subtitle":"","pb_authors":[],"pb_section_license":""},"back-matter-type":[],"contributor":[],"license":[],"class_list":["post-141","back-matter","type-back-matter","status-publish","hentry"],"_links":{"self":[{"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter\/141","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter"}],"about":[{"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/wp\/v2\/types\/back-matter"}],"author":[{"embeddable":true,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/wp\/v2\/users\/239"}],"version-history":[{"count":21,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter\/141\/revisions"}],"predecessor-version":[{"id":644,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter\/141\/revisions\/644"}],"metadata":[{"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter\/141\/metadata\/"}],"wp:attachment":[{"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/wp\/v2\/media?parent=141"}],"wp:term":[{"taxonomy":"back-matter-type","embeddable":true,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/pressbooks\/v2\/back-matter-type?post=141"},{"taxonomy":"contributor","embeddable":true,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/wp\/v2\/contributor?post=141"},{"taxonomy":"license","embeddable":true,"href":"https:\/\/pressbooks.bccampus.ca\/powr4406\/wp-json\/wp\/v2\/license?post=141"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}