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Course: M 124, Fall 2009
School: Boise State
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Boise State - M - 124
Boise State - M - 160
Math 160Section 2.4 Properties of Limits and a TheoremTheorem: For polynomial functions f (x), lim f (x) = f (c)xcExamples:lim x = 3x3lim x2 = 52 = 25x5x-2lim x = -2x4lim (x2 + 3x - 1) = 42 + 3(4) - 1 = 27 and lim g(x) = MPrope
Boise State - M - 160
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Atomic Database Mission SectionWelcome to the Atomic Database Website. The purpose of the mission section is to acquaint you with the goals and functions of the website. We hope that you will find this website to be user-friendly and efficient in as
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Wisconsin Milwaukee - LIB - 938
!43972,26411,1069,230&quot;10614,44850,440,692&quot;52125,44620,440,6409330921,3146,1048,1871:51689,43613,692,205:41331,56283,692,205?51176,44578,1111,538a52894,28110,692,871a37690,36585,692,846a46638,53430,755,871a46459,49193,734,871a43
Wisconsin Milwaukee - LIB - 996
&quot;^10546:20474:4487:79715130878:3503:2433:692:36481:18607:278:985:^uf-10394:24753:6236:1489;48244:44158:304:1195?36735:19949:785:1636^at-10014:17768:14121:2118a48346:20516:1191:1006 10850:44431:1191:1048 18380:48312:1064:985 22563:52235
Wisconsin Milwaukee - LIB - 1808
5635290:59888:1461:760640638:14116:964:1081a19657:17720:1516:1141 39260:53601:992:740 43754:58446:1020:760 32808:17700:1461:1101 28425:24848:992:760 40501:48795:1047:780about46704:21724:5183:760ago36586:43950:3087:740an61757:32897:2150:720
Wisconsin Milwaukee - LIB - 2424
!29404:46562:362:1052&quot;30250:46611:1006:440 7169:13415:1047:440 7371:25753:1087:465 7210:17479:1047:489 7330:23697:1087:465 7250:19560:1047:440 27994:21567:1047:465 7693:46440:1087:489 7290:21592:1087:465)a6605:27981:2497:685 6887:42449:2376:685
Wisconsin Milwaukee - LIB - 1953
20154701:3120:2969:1087a11903:46166:1016:785 4386:24140:962:765add55102:29777:3290:805all16985:38193:2166:744 55851:14033:2139:744an11020:28831:2113:724and42932:44052:3209:724 4012:14677:3316:765 27604:39562:3290:744 51545:40810:3209:765 9
Wisconsin Milwaukee - LIB - 2767
&quot;a11894:54217:5081:20206151532:5831:2710:1587a21418:25521:1806:1385 40390:32449:1806:1385 22284:29129:1769:1414 23149:6264:1618:1241agnes35270:53698:10426:2107 33501:42814:9711:2107 45358:13540:9862:2136and17465:11086:5796:1385 26123:47260:5
Wisconsin Milwaukee - LIB - 2767
&quot;a11894,54217,2020,50816151532,5831,1587,2710a21418,25521,1385,1806a40390,32449,1385,1806a22284,29129,1414,1769a23149,6264,1241,1618agnes35270,53698,2107,10426agnes33501,42814,2107,9711agnes45358,13540,2136,9862and17465,11086,1385,
Wisconsin Milwaukee - LIB - 2424
!29404,46562,1052,362&quot;30250,46611,440,1006&quot;7169,13415,440,1047&quot;7371,25753,465,1087&quot;7210,17479,489,1047&quot;7330,23697,465,1087&quot;7250,19560,440,1047&quot;27994,21567,465,1047&quot;7693,46440,489,1087&quot;7290,21592,465,1087)a6605,27981,685,2497)a6
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Wisconsin Milwaukee - LIB - 2550
&quot;36009,54031,395,1014&quot;35176,51903,272,289&quot;6557,51631,445,1123&quot;7100,11355,470,978&quot;okin9672,13680,1014,521619020,13309,989,39814744052,8188,964,3006;19526,11726,865,362a9563,33843,643,833a9491,37851,643,869a27170,39954,643,905a30
Wisconsin Milwaukee - LIB - 2550
&quot;36009:54031:1014:395 35176:51903:289:272 6557:51631:1123:445 7100:11355:978:470&quot;okin9672:13680:5216:101419020:13309:398:98914744052:8188:3006:964;19526:11726:362:865a9563:33843:833:643 9491:37851:869:643 27170:39954:905:643 30756:8411:112
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Wisconsin Milwaukee - LIB - 2800
Wisconsin Milwaukee - LIB - 2726
Wisconsin Milwaukee - LIB - 2800
Wisconsin Milwaukee - LIB - 2726
Wisconsin Milwaukee - LIB - 3017
!23047:43565:400:1168&quot;14229:46001:1242:497 24049:43640:1042:472 46014:26914:1082:472 14269:39614:1082:472 14269:43888:1122:472 13988:27138:1082:472 14149:35389:1082:472 14068:31288:1122:472.16193:7381:400:29819611423:6784:3447:969;44251:2713
Wisconsin Milwaukee - LIB - 1399
194156418:48779:2439:595217205:16597:719:516324062:17649:719:5163737903:50109:1078:6357839059:61226:924:416a37441:52789:796:655active39187:50347:3004:397afford26527:57037:3004:397all30045:54377:1027:377also24524:56998:1823:436amon
Wisconsin Milwaukee - LIB - 2789
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Wisconsin Milwaukee - LIB - 2417
Wisconsin Milwaukee - LIB - 4512
Wisconsin Milwaukee - LIB - 2615
Wisconsin Milwaukee - LIB - 2187
'54675:58303:152:177144501:55446:685:532 22174:28235:710:57111210300:62283:1395:571214690:29004:735:571 58405:56096:761:571337093:29004:735:571 53584:58500:735:571417988:29772:761:571a50134:15566:482:413 60714:15467:507:433 10250:46639:4
Wisconsin Milwaukee - LIB - 2394
1188764:62630:1208:431238006:35426:654:41222543950:42826:1813:608a51153:43003:503:392 46947:49735:528:372 48383:56408:478:372 48735:48047:528:372acquainted43648:48891:5742:372affairs46443:45534:3551:372all52312:46359:1158:372also43849:
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54321VCCD+R4-V4 DC = 15D+10k+Vin R1 R2 R3 R50-V5 DC = 15+10kTransient Analysis+20k D2 D1N914 D1+10k+10k-VEE+V3 AMPLITUDE = 5 FREQUENCY = 1k-VEE 11CU3A LM324C0211D1N914 U4A -VEE LM324 V1
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vti_encoding:SR|utf8-nl vti_timelastmodified:TR|26 Oct 2004 21:09:56 -0000 vti_extenderversion:SR|6.0.2.6353 vti_author:SR|HERNITER-2\herniter vti_modifiedby:SR|HERNITER-2\herniter vti_timecreated:TR|26 Oct 2004 21:09:56 -0000 vti_cacheddtm:TX|26 Oct
Alaska Anch - CE - 434
Panel Design Specication2008 APA THE ENGINEERED WOOD ASSOCIATION ALL RIGHTS RESERVED. ANY COPYING, MODIFICATION, DISTRIBUTION OR OTHER USE OF THIS PUBLICATION OTHER THAN AS EXPRESSLY AUTHORIZED BY APA IS PROHIBITED BY THE U.S. COPYRIGHT LAWS.W
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Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition, Chapter 14 Problem 14.1 Given: The connection in Figure 14.A (2) 6x16 beams 6x6 post No.1 DF-LBolt Diameter CM DL on column SL on column Sesimic tension in beams0.875 1 5 15 8in k k kWanted: a. Desi
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition, Chapter 14 Problem 14.5 Given: The beam-girder connection shown in Figure 14.C Girder is 5.3/4&quot; x 25.1/2&quot; 16F-V3 DF GLB Beam is 4x14 No.1 DF-L Bolts are 3/4&quot; diameter A307 Beam reaction 2000 lbs (DL + RLL)
Alaska Anch - CE - 434
CE434 - Fall 2000Exam #2 solution Seismic Load - roof Seismic Load - 2nd flr Problem #1 Seismic Load Diaphragm span Diaphragm depth Floor area Seismic Load/ft^2 seismic, W4 Controlling W4 max shear reaction max unit shear Problem #2 Note: This shear
Alaska Anch - CE - 434
CE434 - Fall 2000 Exam #1 SolutionProblem #1: Cq qs I Cq*qs*I = width Level Roof 4th flr 3rd flr 2nd flr Grnd 1.3 25.6 psf 1 33.28 psf 60 ft Elev (ft) 40 35 30 25 20 15 10 5 0 Ce p (psf) 52.58 49.92 46.26 46.26 w (plf) 3155 30.8 1.5 1.39 1.39 2995 2
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition Problem 10.1 Given: Single story wood framed building in Fig. 10.A. The critical lateral wind force in long. direction = 15/32 STR I sheathing with 8d common nails. a. The unit shear in the shear panel along
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition Problem 10.10 Given: The two story wood framed shear wall in Fig. 10C with wind forces as shown. 15/32 C-C STR I sheathing w/ 8d common nails. Rr = 2.1 k R2 = 2.6 kWanted/Solution:a. The required nailing
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition Problem 10.12 Given: See TextWanted/Solution:a. The req'd nailing for each panel2nd Story: Total Load Length unit shear Use: 4000 lb 12 ft 333.3333 plfc. Maximum compressive chord forces at end of fir
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer - 3rd ed Problem 6.32 Given: the beam-column connection in Fig 6.G. Ct = 1Determine the maximum allowable beam reaction for the following conditions a. 4x12 DF-L, MC &lt; 19% Load condition: DL + SL A = B = Beam
Alaska Anch - CE - 434
Timber DesignCE 434 - Fall 2002 Breyer - 4th ed Problem 6.35 Given the commercial roof framing in fig. 6.Ia.Check subpurlins using No. 1 &amp; BTR DF-L. Are the AITC recommended deflection limits satisfied.Computation of Allowable Stresses for Saw
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.13 Material Data: No. 1 DF-L Tabulated CD = CM = Ct = CF = Factor Modified KcE = c = Geometry: dx dy F'c Ex Ey 1000.00 1600000 1600000 psi 1.15 -1.00 1.00 1.00 1.00 1.00 1.00 1.00 -
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.14 Geometry: dx dy lu = = = 5.50 in 7.50 in 11.00 ft DF-L No1 Area = NDS Table Size Category 41.25 in^2 4D P&amp;T Lookup Tables Table 4A Fc 1500 1550 1350 1700 E 1700000 1800000 160000
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.15 Loads: D L Lr Ptl Material Data: 2 DF 20 90 40 150.00 k k k k=Table 5B F'c Ex Ey Tabulated 1950.00 1600000 1600000 psi CD = 1.25 -CM = 1.00 1.00 1.00 Ct = 1.00 1.00 1.00 CF =
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.15 Loads: D L Lr Ptl 20 90 40 150.00 k k k kTables 5A &amp; 5B E 1.6 1.5 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.6 1.9 1.9 2 Fc4+ 1550 1550 1550 1600 1600 1550 1650 1650 1650 1950 2300 2100 240
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.18 Material Data: No. 1 DF-L P&amp;T Tabulated CD = CM = Ct = CF = Factor Modified KcE = c = F'c 1000.00 1.15 1.00 1.00 1.00 1.15 1150 0.30 0.80 F'c 925.00 1.15 1.00 1.00 1.00 1.15 1063
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.23 Pdl Psl wind 5 k 15 k 200 plf Height 16 ftComputation of Allowable Stresses for Sawn Lumber Based on NDS Supplement, 2001 edition Nominal Actual Width 6.00 5.50 in Depth 10.00
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.3 Note: Use a truss spacing of 4'-0&quot; O.C. when computing trib. widthDetermine the force in the bottom chord DL SL Rs Reduction SL (reduce Total Load Trib width Load Span Pnt Ld A
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.11 Given: Drag Strut from problem 9.10 Wdl 100 plf Wrll 160 plf Size = 4x14 No. 1 DF Larch Cm = 1 and Ct = 1 Max Force 5405 lbAnalyze for combined stresses Computation of Allowable Stresses
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.2 Given: Single story commerical building in Fig. 9.A. L1 80 ft L2 35 ft Plywood is 15/32 C-DX STR I. Seismic Strength (plf) 320 570 Wind Service (plf) 320 320Seismic SeismicwT wLServic
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.4 Given: Single story warehouse building in Fig. 9.B. L1 120 ft L2 70 ft Plywood is 3/8 C-DX STR I. Seismic Ultimate (plf) 330 570 Wind Service Service (plf) (plf) 236 Not Given 407 Not Given