My WebLink
|
Help
|
About
|
Sign Out
Home
Ord 2010-018
CityHall
>
City Clerk
>
City Council
>
Ordinances
>
2010
>
Ord 2010-018
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
11/22/2010 9:22:07 AM
Creation date
11/22/2010 9:22:06 AM
Metadata
Fields
Template:
CM City Clerk-City Council
CM City Clerk-City Council - Document Type
Ordinance
Document Date (6)
11/15/2010
Retention
PERM
Document Relationships
3B Public Hearing 2010 1115
(Reference)
Path:
\City Clerk\City Council\Agenda Packets\2010\Packet 2010 1115
There are no annotations on this page.
Document management portal powered by Laserfiche WebLink 9 © 1998-2015
Laserfiche.
All rights reserved.
/
11
PDF
Print
Pages to print
Enter page numbers and/or page ranges separated by commas. For example, 1,3,5-12.
After downloading, print the document using a PDF reader (e.g. Adobe Reader).
View images
View plain text
area. The average shall be obtained from the total number of cores made. If test <br /> specimens cannot be made from cores taken, then the shear value shall be reported <br /> as zero. <br /> (f) Testing of Shear Bolts. One -fourth of all new shear bolts and dowels embedded in <br /> unreinforced masonry walls shall be tested by a special inspector using a torque calibrated <br /> wrench to the following minimum torques: <br /> 2" diameter bolts or dowels = 40 foot -Ibs. <br /> 5/8" diameter bolts or dowels = 50 foot -Ibs. <br /> 3/4" diameter bolts or dowels = 60 foot -Ibs. <br /> No bolts exceeding 3/4" shall be used. All bolt heads and nuts shall be installed over <br /> malleable iron or plate washers when bearing on wood and heavy cut washers when <br /> bearing on steel. <br /> (g) Determination of Allowable Stresses for Design Methods Based on Test Results. <br /> (1) Design Shear Values. Design seismic in -plane shear stresses shall be <br /> substantiated by tests performed as specified in subsection (e) (3) and (4), above. <br /> Design stresses shall be related to test results obtained in accordance with Table 5 <br /> of this Article. Intermediate values between 3 and 10 psi may be interpolated. <br /> (2) Design Compression and Tension Values. Compression stresses for unreinforced <br /> masonry having a minimum design shear value of 3 psi shall not exceed 100 psi. <br /> Design tension values for unreinforced masonry shall not be permitted. <br /> (h) Five percent of the existing rod anchors utilized as all or part of the required wall anchors <br /> shall be tested in pullout by an approved testing laboratory. The minimum number tested <br /> shall be four per floor, with two tests at walls with joists framing into the wall and two <br /> tests at walls with joists parallel to the wall. The test apparatus shall be supported on the <br /> masonry wall at a minimum distance of the wall thickness from the anchor tested. The <br /> rod anchor shall be given a preload of 300 lbs. prior to establishing a datum for recording <br /> elongation. The tension test load reported shall be recorded at one - eighth inch relative <br /> movement of the anchor and the adjacent masonry surface. Results of all tests shall be <br /> reported. The report shall include the test results as related to the wall thickness and joist <br /> orientation. The allowable resistance value of the existing anchors shall be 40 percent of <br /> the average of those tested anchors having the same wall thickness and joist orientation. <br /> (i) Qualification tests for devices used for wall anchorage shall be tested with the entire <br /> tension Toad carried on the enlarged head at the exterior face of the wall. Bond on the <br /> part of the device between the enlarged head and the interior wall face shall be eliminated <br /> for the qualification tests. The resistance value assigned the device shall be 20 percent of <br /> the average of the ultimate loads. <br /> ORDINANCE NO. 2010 -018 8 <br />
The URL can be used to link to this page
Your browser does not support the video tag.