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portable, battery life has been extended as well as a reduction in weight. Years ago, climbing a pole and carrying an SLM was hard work. Presentday meters produced by such manufacturers as Sencore, Wavetek, and Sadelco, to name a few, are a bit larger than a hand-held digital multimeter. Accuracy and usability of current SLMs are excellent. Early meters employed a tuning knob and dial to select the channel to be measured. Also, a switched attenuator was used to adjust the signal level near the center of the meter movement. This attenuator was usually a step attenuator in a number of dB-per-switch positions. Also, some instruments needed to be adjusted for frequency response variations for selected frequency bands. Present-day meters using chip technology have extremely at responses, and no band calibrating is necessary. Most meters used today have batteries that can easily be recharged overnight. 7.112 Most cable systems operating today equip their installation crews with an SLM to check the tap level at points across the band and at the subscriber s terminal inside the home. This information should be added to the subscriber s le every time it is made. The rst time, of course, is at initial installation and should be measured and recorded at each trouble call. This information can be valuable in tracking system problem areas. Another piece of test equipment the installer should have is a good, rugged digital multimeter (DMM), which can be used to measure the cable system power and the leakage voltage from the ground or between the subscriber s equipment. Cable systems offering telephone service will have to carry the necessary power for the telephone set on the cable system. Such voltage can be measured by the DMM. The installation crew is required to carry a leakage detection instrument. Measurement of leakage is a part of the ongoing signal-monitoring program. Documentation of the tests performed by the installation and service crews can be used to report leakage information. Proper tools are a must for installation crews. Such tools include the cable connector preparation tools, such as stripping and crimp tools, which are necessary to install leakage and weatherproof connectors. Correct installation procedures can save many future service calls. Another relatively inexpensive piece of equipment that can provide valuable information is a portable GPS receiver. Subscriber addresses will have a GPS location entered in the plant database. This receiver should have suf cient accuracy (operate in differential modes) in order to differentiate between close subscriber addresses. Software of a table lookup type can be useful in doing leakage location studies as well as installer/ service crew locations using the GPS information.
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We call A the amplitude of the sine wave. The units of the amplitude depend on the type of wave that is oscillating. In (1.11), the amplitude is A = 170 V In . short, the amplitude is the maximum height that the function attains above the origin. The angular frequency of the sine wave is given by . This is related to the frequency, which is denoted by using the relation = 2 (1.13)
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Using the greater of the two distances, L 30 ft Effective width of slab E 4 0.06 S 4 0.06 25 ft 5.5 ft (AASHTO 3.24.3.2 Case B) Dead load of slab and overlay 0.15 (18 in/12 2 in/12) 0.25 ksf Manual of Condition Evaluation of Bridges (3.3.2.1 to 3.3.2.3) Dead load of parapet and sidewalk to be distributed over 0.5 k/ft / (33.5/2) 0.15 8/12/(33.5/2) 0.030 0.006 0.036 ksf (Use 0.04 ksf.) Total DL 0.25 0.04 0.29 ksf Maximum DL negative moment at supports wl2/10 0.29 252/10 18.13 kip-ft Per ft. width 18.13/5.5 ft 3.3 kip-ft/ft Maximum positive moment at 0.4 L wl2/12 0.29 252/12 15.1 kip-ft Per ft. width 15.1/5.5 ft 2.75 k-ft/ft Use HS-20 Truck with two axles of 32 kips each and one axle of 8 kips. Two wheels/axle 16 kips/wheel; Imp. factor 1.33 Distance between back axles 14 ft; distance between front axles varies. Using in uence lines ML I at midspan or support 1.33 (16 kip k1 16 kip k2) span Positive moment at midspan with one wheel in negative moment region, k1 0.175, k2 0.017 (Check coef cients from in uence lines method and STAAD. Pro output) ML I 1.33 25 16(0.175 0.017) 532 0.158 84.1 kip-ft Per ft. width 84.1/5.5 ft 15.28 k-ft/ft Maximum positive moment occurs at 0.4 L of end span, k1 0.204, k2 0 ML I 1.33 25 16(0.204) 532 0.204 108.53 kip-ft Per ft. width 108.53/5.5 19.73 k-ft/ft Negative moment at penultimate support, k1 0.102, k2 0.09 0.192 102.14 kip-ft ML I 1.33 25 16( 0.102 0.09) 532 Per ft width 102.14/5.5 ft 18.57 k-ft/ft Load factors: DL= 1.2; LL 1.3 (Section 3.3.4.1 and Table 2) Maximum total moment 1.2 3.3 1.3 19.73 29.61 kip-ft/ft 0.85 (Section 3.3.4.2 and Table 3a and 3b) Reinforcement: in diameter bars at 8 in centers (0.66 in2 top) and 6 in centers (0.89 in2 bottom) a As fy/0.85 fc b a 0.89 33.0 ksi / 0.85 2.8 ksi 12 in 1.03 Mn As fy ( d a/2 ) 0.85 0.89 33.0 (16 1.03/2) Mu 24.970 14.48 kip-inch Mu 361.71 kip-in 30.14 kip-ft/ft 29.61 kip-ft Hence okay. Existing slab bridge has the capacity to carry HS-20 live load.
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